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HomeMy WebLinkAboutPermit D14-0389 - TUKWILA VILLAGE - BUILDING ETUKWILA VILLAGE BUILDING E 4450S 144 ST D 1 4=0389 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-36 65 Web site: hM2://www.TukwilaWA.R-ov CERTIFICATE OF OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.2 of the 2012 edition of the International Building Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: Occupant/Tenant: Building Address: Parcel No.: D 14-0389 Tukwila Village Building E 4051 S 144" Street 0040000-0180 Property Owner: Pacific Northern Construction Company, Inc 201 — 27th Avenue SE, Building A, Suite 300 Puyallup, WA 98374 Use: Mixed -Use Occupancy Group/Division: R2, B, S1, S2 Type of Construction: IA Automatic Sprinkler System: Provided: Yes Required: Yes Design Occupant Load: 832 Je , ght, Buil ng Official Date 001 THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES City of Tukwila • Department of Community Development k: + 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov DEVELOPMENT PERMIT Parcel No: 0040000180 Address: 4450 S 144TH ST Project Name: TUKWILA VILLAGE BUILDING E Owner: Name: TUKWILA CITY OF Address: 6200 SOUTHCENTER BLVD , TUKWILA, WA, 98188 Contact Person: Name: DIANA KEYS Address: 15200 52 AVE S, STE 300, TUKWILA, WA, 98188 Contractor: Name: INTER -CITY CONTRACTORS INC Address: 17425 68TH AVE NE, KENMORE, WA, 98028 License No: INTERC1977PZ Lender: Name: PACIFIC NORTHERN CONSTRUCTION CO INC Address: 20127TH AVE SE, BLDG A #300 , PUYALLUP, WA, 98374 Permit Number: D14-0389 Issue Date: 4/18/2017 Permit Expires On: 10/15/2017 Phone: (206) 766-8300 Phone: (425) 806-8560 Expiration Date: 10/12/2017 DESCRIPTION OF WORK: CONSTRUCTION OF 149,175 SF FIVE STORY MIXED -USE APARTMENT BUILDING CONTAINING 125 DWELLING UNITS, COMMERCIAL SHELL TENANT LEASE SPACE, AND A POLICE RESOURCE CENTER. INCLUDES (2) LEVELS OF PARKING IN STRUCTURED GARAGE WITH MEZZANINE FOR 104 VEHICLES. 125 Senior housing units Project Valuation: $17,208,707.71 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VA Electrical Service Provided by: TUKWILA Fees Collected: $542,286.87 Occupancy per IBC: R-2 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition Uniform Plumbing Code Edition: International Fuel Gas Code: Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: 2015 National Electrical Code: 2014 2015 WA Cities Electrical Code: 2014 2015 WAC 296-4613: 2014 2015 WA State Energy Code: 2015 2015 Volumes: Cut: 0 Fill: 0 Number: 0 Water Meter: No Permit Center Authorized Signature: Date: qllKlo- I hearby certify that I have read and examined this permi and k he same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the condi 'ons attached to this permit. Signature: A Date: 17 ;*7 Print Name:K- --r This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and Moira Bradshaw, Senior Planner, Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 3: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 4: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 10: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 5: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 6: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 7: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 8: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 9: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $28,652.40. Transportation Impact Fee for phase 2 building'E' is based on 27 new PM Peak Hour Trips x $1,061.20 per PM Peak Hour Trip = $28,652.40. 11: For fire line backflow assembly within Building'E", provide cut sheets for device including (size, brand, etc. with specifications). Detector Check Double Valve Assembly (DCDVA) plans shall be prepared, stamped, signed and dated by a Level III certificate of competency holder (NICET) (or) by a State of Washington Licensed Engineer. Provide to Public Works Inspector prior to installation. 12: Public Works approval of this Building permit includes storm drainage, grading, and erosion control adjacent to the Building'E' footprint ONLY. Public Works activities including storm drainage, grading, erosion control, paving, and undergrounding of utilities shall be approved under Public Works permit no. P W 14-0141. 13: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 112: AS PREVIOUSLY DISCUSSED, THE EMERGENCY ACCESS EASEMENT ALONG 41ST AVE S. MUST BE RECORDED PRIOR TO BUILDING PERMIT FINAL SIGN -OFF. 14: THIS PROJECT SHALL COMPLY WITH ALL PROVISIONS OF TUKWILA CITY ORDINANCE # 2330 (MID -RISE BUILDINGS). 15: The Fire Control Room shall meet the requirements of city ordinance # 2330 and International Fire Code section 508. 39: A smoke control permit from the Tukwila Fire Marshals Office is required for this project. The permit application and information can be obtained at 6300 Southcenter Boulevard Suite 209 Tukwila WA 98188, 206-575-4407. The smoke control permit shall be issued prior to fire department approval of the mechanical permit. 19: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 20: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 16: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 17: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 18: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 21: Maintain fire extinguisher coverage throughout. 22: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 23: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 24: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 25: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.9.1) 26: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 27: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.6) 28: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1017.1) 29: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit hardware. (IFC 1008.1.10) 30: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1011.6.3) 31: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 32: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.3.1) 33: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 37: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 34: U.L. central station supervision is required. (City Ordinance #2436) 38: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 36: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 35: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 40: The building standpipe system shall be CLASS 1 WET. 41: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser". (NFPA 13) 42: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 43: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3-inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 50: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 44: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3-inch high white numbers on a "safety red" background, facing the direction of vehicular access. 45: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 46: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72-17.5.3.1) 47: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 48: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 49: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 51: The building shall comply with EMERGENCY RESPONDER RADIO COVERAGE per International Fire Code Section 510. 53: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 54: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 55: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 56: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 61: In occupancies of Groups A, E, I and R-1 and dormitories in Group R-2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NFPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NFPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to the fire code official upon request. (IFC 807.1, 807.2) 57: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 58: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 59: In order to provide you with the fastest police and fire protection under emergency conditions, please post your suite, room or apartment number in a conspicuous place near the main entry door. (ALL APARTMENT/UNIT/SUITE NUMBERING TO BE APPROVED BY THE FIRE MARSHAL). 102: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 101: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 60: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 62: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating not. (City Ordinance #2052) 63: Fire hydrants shall be oriented in the direction of fire apparatus access. 64: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4- foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 65: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 66: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 52: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 67: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 68: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 69: `BUILDING PERMIT CONDITIONS' 70: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 71: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 72: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 73: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 74: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 75: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 76: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 77: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 78: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 79: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 80: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 81: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 82: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 83: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 84: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 85: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 86: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 87: Special inspection for sprayed fire-resistant materials applied to structural elements and decks is required. Special inspections shall be based on the fire -resistance design as designated in the approved construction documents. 88: All wood to remain in placed concrete shall be treated wood. 89: Masonry construction shall be special inspected. 90: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 91: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 92: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 93: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 94: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 95: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 96: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 97: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 98: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 99: Prior to permit issuance for new structure, the demolition permit must receive final inspection approval. 100: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 103: PRIOR TO PUBLIC WORKS FINAL OF THIS PERMIT OWNER/APPLICANT SHALL SIGN W/NOTARY AN AGREEMENT FOR ENCROACHMENT INTO CITY RIGHT-OF-WAY. 104: PRIOR TO FINAL, PROVIDE STORM DRAINAGE AS -BUILT PLAN, STORM DRAINAGE MAINTENANCE PLAN AND RESPONSIBILTITY FOR MAINTENANCE ASSIGNED FOR STORMWATER TREATMENT AND FLOW CONTROL BMPs/FACILITIES. 105: This project was approved by the City's Board of Architectural Review or the Department of Community Development Director and no changes are allowed without prior approval of the Planning Department, these include no changes to the exterior finishes of the building, landscaping (both design and plant species), site plan, and site finishes. If you wish to make any changes you must submit a written request along with a justification for the requested change and an explanation as to why the issue was not addressed as part of the design review process. 106: All design elements on the building and the site, including landscaping must be completed prior to final occupancy. The city will not allow the design elements to be deferred, instead all items must be completed before final inspection. It is highly unlikely that the city will consider financial guarantee in lieu of completing the work. 107: Signs are not approved as part of this permit. A separate sign permit is required 108: A soils inspection is required after amending the soil, but before any plants are installed 109: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 110: Any land use sign that was installed on the property as part of public notification process shall be removed after the appeal period is over. The final planning inspection shall not be approved until the sign is removed. 111: Sheet L03 must to modified to show two additional Switch grasses on east side of Building E in front of concrete porch walls; and a vetchii Ivy needs to be planted in front of north side or ramp wall for upper level parking deck. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0611 EMERGENCY LIGHTING 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0612 EXT ROOFING INSUL F&S RESISTANT PEN 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING LATH & GYPSUM 0613 LIGHTING EQUIP/CONT 0608 PIPE INSULATION 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4037 SI-CAST-IN-PLACE 4029 SI-COLD-FORM TRUSS 4027 SI-COLD-FORM WELD 4000 SI-CONCRETE CONST 4036 SI-DRIVEN DEEP FOUND 4043 SI-E.I.F.S 4046 SI-EPDXY/EXP CONC 4044 SI-FIRE RESISTJNTS 4042 SI-FIRE RETARD COAT 4038 SI-HELICAL PILE 4022 SI-MASONRY 4034 SI-METAL PLATE CONN 4023 SI-OBS-SEISMIC REST 4028 SI-REINF STEEL -WELD 4039 SI-SEISMIC RESTIST 4035 SI-SOILS 4041 SI-SPRAY FIRE -RESIST 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 4032 SI-WOOD CONST 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0406 SUSPENDED CEILING CITY OF TUKWILA Community Development Department ' Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htip://www.l'ukwilaWA.gov Building Permit No. U I `'I — Project No. Date Application Accepted: Date Application Expires: u 22 use CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" SITE LOCATION King Co Assessor's Tax No.: TBDBLA in progress Site Address: 4450 S. 144th Street Suite Number: Floor: Tenant Name: Affordable Senior Apartments/Commercial/Police Ctr. New Tenant: ❑ .....Yes El.. No PROPERTY OWNER Name: Tukwila Village Development Assoc., LLC Address: 201 - 27th. SE, Bldg A, Suite 300 City: Puyallup State: WA Zip: 98374 CONTACT PERSON — person receiving all project communication Name: Diana Keys @ Johnson Braund, Inc. Address: 15200 52nd Ave. South, Suite 300 City: Seattle State: WA Zip: 981.88 Phone: (206) 766-8300 Fax: Email: dianak@johnsonbraund.com GENERAL CONTRACTOR INFORMATION Company Name: Inter -City Contractors, Inc. Address: 17425 68th Ave. NE City: Kenmore State: WA Zip: 98028 Phone: (425) 806-8560 Fax: Contr Reg No.: CC INTERC1977PZ Exp Date: 10/09/2015 Tukwila Business License No.: BUS-0995459 ARCHITECT OF RECORD Company Name: Johnson Braund, Inc. Architect Name: Greg L. Allwine Address: 15200 52nd Ave. South, Suite 300 City: Seattle State: WA Zip: 98188 Phone: (206) 766-8300 Fax: Email: gregajohnsonbraund.com ENGINEER OF RECORD Company Name: Davido Consulting Group, Inc. Engineer Name: Matt Schmitter Address: 15029 Bothell Way NE, Suite 600 City: Lake Forest Park State: WA Zip: 98155 Phone: (206) 523-0024 Fax: Email: matt@dcgengr.com LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: �G� c_ 3 V#t Address: O D-? City: I V if Stater Zip:KZA 3 H:'.Applicatiots\Fours-Applicatiois On Lin \7011 ApplicaliomTemut Application Revised - 8-9-11.docx Revised: August 2011 Page I of 4 bh 00 7 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Describe the scope of work (please provide detailed information): New Construction of a five -story mixed -use apartment building containing (125) dwelling units, commercial shell tenant lease space, and a police resource center. Includes 2 levels of parking in structured garage w/mezzanine for (104) vehicles. NOTE: Fee calculated by City of Tukwila based on area & occupancy / not contractor bid price 1v I - 1J 1 n S cz;f Will there be new rack storage? ❑..... Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor 2 nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage p� Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 67 Compact: 31 Handicap: 7 Will there be a change in use? ❑....... Yes 0....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® ....... Sprinklers 0 ....... Automatic Fire Alarm ❑ .......None 0 .......Other (specify) smoke control Will there be storage or use of flammable, combustible or hazardous materials in the building? El ....... Yes z .......No If "yes, attach list of materials and storage locations on a separate 8-112" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ .......On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Fomts-Applications On Line\2011 ApplicationsTemit Application Revised - 8-9-1 Ldocx Revised: August 2011 Page 2 of 4 bh PROPOSED BUILDING AREAS BY OCCUPANCY LEVEL OCCUPANCY GROUP S-1 S-2 B M A-2 R-2 AREA(SF) LEVEL 5 237 23.377 23.614 LEVEL 4 237 23.377 23.614 LEVEL 3 237 23.377 23.014 LEVEL 2 286 23.268 23.554 MEZZ 579 11.289 893 2,598 15.357 LEVEL 1 1.249 25.901 5,384 5,235 37.889 Subtotal 2.833 37.090 6,277 101.223 TOTAL 1d7A22 PROPOSED FLOOR AREA w a w BUILDING AREA, PER IBC 502: THE AREA INCLUDED WITHIN SURROUNDING EXTERIOR WALLS EXCLUSIVE OF VENT SHAFTS AND COURTS. AREAS OF THE BUILDING NOT PROVIDED WITH SURROUNDING EXTERIOR WALLS SHALL BE THE BUILDING AREA IF SUCH AREAS ARE INCLUDED WITHIN THE HORIZONTAL PROJECTION OF THE ROOF OR FLOOR ABOVE, LOWER BLDG. AREAS EXTERIOR TOTAL GROSS ALLOWABLE TYPE PE I- M COVERED AREAS FLOOR AREA FLOOR AREA LEVEL i 37,869 SF 1.753 SF 30,422 SF UNLIMITED ME22. 15.357 SF 0 SF 15,357 SF UNLIMITED TOTAL 53.026 SF 1-.753 SF SCT79 SF UNLIMITED 3 HOUR HORIZONTAL SEPARATION ZIPPER BLDG. BLDG. AREAS EXTERIOR TOTAL GROSS ALLOWABLE TYPE V-A COVERED AREAS FLOOR AREA FLOOR AREA LEVEL 2 23,554 0 SF 23.554 36,000 SF MAX SINGLE FLOOR LEVEL 3 23.014 9 SF 23.614 LEVEL 4 23,614 9 SF 23,814 LEVEL 5 23,0141 9 SF 1 23.614 TOTAL 94,396 SF 0 SF SUSS SF 108.099 SF GRAIN TOTAL 14TA22 SF 1,T59 SF 149,1T5 SF PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑... Water District #125 ❑ .. Highline ❑ .. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑... Valley View ❑ . Renton ❑ .. Seattle ❑ ...Sewer Use Certificate El... Sewer Availability Provided Septic System: ❑ On -site Septic System —For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with ADDlication (mark boxes which ape ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report []...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill cubic yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # ❑... Deduct Water Meter Size " ❑ ...Sewer Main Extension ............. Public ❑ Private ❑ ❑ ...Water Main Extension.............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip H:Wpplications\Foms-Applications On Line\2011 ApplicationsTermit Application Revised - 8-9-1 Ldo" Revised: August 2011 Page 3 of 4 bh W PERMIT APPLICATION NOTES - Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN AUTH DRI%AGE Signature: I- Date: / w/ Print Narne:— X / A —. A , r �� Day Telephone: (2-,r •1 Mailing Address: -101-2 7 v; {,9y fKv-A9K Wd - ���7� Tr — I I State ' zip 14:1ApplicationslForm -Applications On 1en6\2011 ApplicalionsTermit Application Revised - 6-9-11 dac Ravlsed: August 2011 Page 4 of 4 bh I, �i DESCRIPTIONS• PermitTRAK QUANTITY PAID $69.87 D14-0389 Address: 4450 S 144TH ST Apn: 0040000180 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL' R000.345.830.00.00 1.00 $67.83 6. .87 Date Paid: Monday, February 26, 2018 Paid By: ALAYNA HERRING Pay Method: CREDIT CARD 284928 Printed: Monday, February 26, 2018 11:08 AM 1 of 1 SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY i $468,958.30 D14-0389 Address: 4450 S 144TH ST Apn: 0040000180 $468,958.30 DEVELOPMENT $80,562.65 PERMIT FEE R000.322.100.00.00 0.00 $80,310.15 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $252.50 IMPACT FEE $355,727.75 FIRE R304.345.852.00.00 0.00 $165,264.07 PARK R104.345.851.00.00 0.00 $190,463.68 PUBLIC WORKS $28,652.40 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $28,652.40 TECHNOLOGY FEE $4,015.50 TECHNOLOGY FEE TOTAL R000.322.900.04.00 0.00 $4,015.50 1 Date Paid: Tuesday, April 18, 2017 Paid By: PACIFIC NORTHWEST CONSTRUCTION Pay Method: CHECK 37841 Printed: Tuesday, April 18, 2017 3:51 PM 1 of 1 SYSTEMS . ,. .;ti ..,. � _ :: +:,o-. ..._"'5.ii ..� . �'�.t„°N, ...-u :.tJ.-?t;.�(n.� ...'.��.:'�7t,���-r�����• . Date Paid: Monday, December 22, 2014 Paid By: PACIFIC NORTHERN CONSTRUCTION Pay Method: CHECK 35198 Printed: Monday, December 22, 2014 8:53 AM 1 of 1 rl/7 SYSTEMS (9v INSPECTION RECORD Retain a copy with permit INSPEMON N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 Pro'e t. I� l T e of Ins a a ion: e 6 Address: �' q'ao.�7 e Dattee Calllle/d:: 7p� /�! U — .N ' !�' A Special Instrruu,c ions: Date Wanted: a.m. zu l %rave - Re uestec t Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD IDILI Retain a copy with permit INSPECTION NO. PERMIT NU. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: IL w I LftV T of Ins ction• r� V1J7A0- Address: yf S Date Cal d: Special Instructions: Date gWa ted: a.m. p.m. Requ ter: Phone No: Approved per applicable codes. El Corrections required prior to approval. ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. V INSPECTION RECORD Retain a copy with permit �� INSPECTION NO. PERMIT NO. CITY OF" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje t: Type of Ins ection: Address: Date Called: Special Instructions: Date Wanted: a. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: TV4<Wi )-A VIUAGr aD& E 10iJ>c.v/I& F1AA-L Address: Date Called: Special Instructions: AlNe FINAL, o 04"0640 qQ Date Wanted: r Requester: /�OT7,OG. o ,nnwiuc, s Qh-vA& A/¢T CA18 O P!'1RX)MEr6 CAILIN6 WWL Phone No: ROOF • 70Arw • Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 6 . t C+5 7` //Y )0 �'✓eR og S, ' Wc-rVR/+'- r LrL- C)k S. C'oA--V ®K k%V&) Der F:bVVDt'170A% Inspector: (Date: 'Ji /62 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection, D INSPECTION RECORD q, Retain a copy with permit 19 r INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ect: KwJ 1�1 k�Ul C-tt Type of Inspection: -NI L'0 hCs r-j7 A '1-S Address: y S' / Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: ❑ Approved per applicable codes. H Corrections required prior to approval. COMMENTS: 1, L� ✓/f L vZ• S LRuNI�R y ROd �"'t DRl'f R ACT �Ro�C�U G ✓+�L aS 202 221 222 2G'� z29 233 23,-, A/ -SO gjIVAJO QS *XA9 %ytOCK,% Inspector: Date: ,L g REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I DI q -®3i'j I TION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a.m. p. Requester: Phone No: Approved per applicable codes. EI Corrections required prior to approval. COMMENTS: Ll1V�— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ID14-038 I SPELT N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje : tAIZW♦ q r 44 Type of Inspe tion: Address: Date Callegr: Air VY-5-6 Special Instructions: Date Wanted: a.m. Requester: 7-Z3-2� Phone No: IInspector: Xa�/ IDate:7-,�-3 f2,/I' ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I © M�] I ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ` Type of Inspection: V ` . - I AA Address: � Date Called: 11Y5i ' Special Instructions: Date Wanted: _ J,_ a.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit )q"0 g INSPErMON NO. PERMIT NU. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pn'ec : Type DIF Inspection: " Address: 71 11LISO NY Date Called: pecial Instructions: Date Wanted: / a.m. 7 �fo ., p.m. Requester: Phone No: u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b `'q" �,7W INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Pro'ect: e r Typ of Inspection: �• w�/ C�� Addrress: Date Called'. Special Instructions: Date Wanted:,,_,, a. p.m. ERequester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permitb(LI-0an I NEENO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 project: \ La. v Ty p of Inspe qion: Address: O- , MAL Date Called: Special Instructions: Date Wanted: a.m. Requester: V PA' Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. INSPECTION RECORD 11m,93 Retain a copy with permit I ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: kr, Type,a Inspection: r Address: U TI, Date Called: Special Instructions: E- s-� Date Wanted: C, a.m. � - 6 � p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit JD1+03 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: l� Type of Inspection: Address: Jv � r Date Calted: Special Instructions: Date Wanted: a.m. —22 p.m. Requester: Phone No: ❑ Approved per applicable codes. l.__,J Corrections required prior to approval. Ge ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NU. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: /� G <LA V ` L Type of nspection: Address: Vl15 S. jqL.1- Date Called: Special Instructions: Date Wanted a.1p. LAS � Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. J INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProjecL.-� Ty a of Insp ction: A�d[dres�sj:� 7--11- r JV `� r Date Called: Special Instructions: Date Wanted. p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4.31-3670 Permit Inspection Request Line (206) 438-9350 Project: �r 1 ViIc / Type of Inspection: G Address: LISV .s. J Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ��_3�99 Retain a copy with permit b1�- INS ION NO, PERMIT NO. CITY OF" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1,L/f 1VILLACie Type of Inspection: Address: yM5"/ �;. Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: `� '�K� �'%ITS' /�yS'ip2 3 c�✓� L IInspector: 9< IDate: 6 � � I ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit bI 03713c? IN5Y,KTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ` W Type of Inspection: _r Address. -I/ Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: o Phone No: Approved per applicable codes. EI Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit JD1q-03_j]I P NO. PERMIT N. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' t: V v . 1 Typ of Inspection: .` LGG� d�11 Address: y 41 a G. Date Called: Special Inst ctions: Date Wanted: ( a. p.m. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. WAWA i REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD gNS Retain a copy with permit N0PERMIT NO. TY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: "� Type of Inspection: f% L `L,q u c�'f ceY, AddresL ,� lIIs �/ Date Called: Specialnsstruc ions: Date Wanted :/� a.m. Requester: Phone No: U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IDN-03 8 j I ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4.31-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: 1 w Type of Inp7 tion: 11A Fn Address: a Date Call : Special Instruction t► • 1 Date Wanted: _S_ p P.. Requester: Phone No: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must 6e paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Wt<*W/LA VILL,44"a Type of Inspection: Agd,�dress: Date Called: Special Instructions: LD6- r Date Wanted: a.m. Requester: Phone No: RApproved per applicable codes. El Corrections required prior to approval. COMMENTS: ©K v� SIAN,' ICY z-gc/cL- a -vim '..Inspector: . Dater O REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1+038 il INSPE N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type aWnspe tion: I vV'W r o Address: g2150 Date Called: Special Instructions: Date Wanted -�� f a.m. p.m. /%�% ((J/ Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit DN -0391 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 w, �1 of Inspe Type t� n: o Address. �+gyTA t �Y a a, Date Called: Special Instructions: '6 Date Wanted: �F m. p Requester: Phone No:1 1 ❑ Approved per applicable codes. LJ Corrections required prior to approval. `—' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 71/ INSPECTION RECORD Retain a copy with permit IDILf-03� INSPECTION NO. PERMIT NU. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �t ' Type ofInspection: % t �rK � Address: � � � � �� Date Called: Special Instruct ns: Date Wanted a.m ` 1,9 — ?— p.m. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit JD]q-o�jl INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Addrels: Or. Date Called: Special Instructions: Date Wanted: a. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. Inspector: Ar El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ID 1* -0384 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ipro.e t: ta 1 /` Type of Inspection: �L .'AIS U-La:pl Address at � - Date Called: Special Instructions: Date Wanted: a.m. 5 - 10 - 2� 1$ p.m. GL.t t l/1 cj F— Requester: �J Phone No: Approved per applicable codes. Corrections to approval. COMMENTS: n Inspector: Date:1 J34�29 1 . REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 14-039 INSRCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'e t: W '< & Type of Inspection: 6 Address: Date Called: Special Instructions: Date Wanted: a.m 8 2-01e p.m. Requester: Phone No: Approved per applicable codes. 9�f���rior to approval. COMMENTS: ® (1 A�Ir'-P O IInspector: W' el" /W IDate: '5— 2101K"' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. q INSPECTION RECORD pii�_®� f Retain a copy with permit 979 INSPEVZLWNO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: WJLI/ !L,LA(gr Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a.m. .S— p.m. Requester: Phone No: 9, C 11 Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: X — hofLI1'-' t ✓� L_ �d �►� -- Jn�s��i av s�R �'" �� art IInspector: � IDate: S'z//$ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ID14 ' 03W9 INS N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: L. V Type of Inspection: Address: 7-`, —� Date Called: Special Instructions: 3 Ld4 M EIs Date Wanted: Requester: Phone No: Approved per applicable codes. orrections required prior to approval. Z • � �011 M Vim//� ��� J�Gf�%i��✓� ■/� / ���d[I�Il.i u /Ili/ % �11 5 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 169Retain a copy with permit 'DIy-d38 IN ON N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � , Le' -VI Typ of Inspection: � % -1 L C, t OA Address: T lh5a IqL44— Date Called: Special Instructions: /► � Date Wanted: a.m. p.m. Requester: Phone No: Ppproved per applicable codes. E Corrections required prior to approval. . COMMENTS: _ r ' Z .Ar JEW tom- sHWAMN, 2772--D, ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit T INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proo*ect: t / / V K01 Vl Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a.m. '/ - p.m. Requester: Phone No: Approved per applicable codes. EI Corrections required prior to approval. COMMENTS: /1 w13 ,,tee �A�q UXIL (Inspector: ;91� Iuate: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �-5 Retain a copy with permit DO-� INSPEMN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1 Type of Inspection: on Address: Ll 50 . -OAU I Lf L4 24, Date Called: Special Instructions: Date Wanted: a. Requester: Phone No: Approved per applicable codes. E Corrections required prio lo approval. rJ Iinspector: /�e'//// �uate:,l REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD a) lRetainacopywithFermit I)t -0 3 INS N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Fr Address: yq �--�. Date Called: Special Instructions: C) Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. EJ Corrections required prior to approval. Inspector: Date: && 41-/6-Z O)g--, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit ID 144-D3 ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: t, Type of Ins ection: L4r�i Addres'5 Q Date Cal ed: Special Instructions: Date Wanted: a.m. �_,3_ 20 P.M - � Requester: Requester: r� Phone No: Approved per applicable codes. LJ Corrections required prior to approval. Inspector: Stvg rL� I Date: El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. J INSPECTION RECORD �p Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: IL t C: Type of Inspection: L7t Address: 9�4J5a �'S Date Calfed: Special Instructions: H��l% / tyt $W' E Date Wanted: a.m. g�ZL�p.rn. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. k REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD r6lRetain a copy with permit IN PECTIO 0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: C r c Type �(of Inspection: L.7" WW1 Address: WS-0 N Oate Calle : Special Instructions: Date Wanted: . a. p.m. Requester: Phone No: bApproved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. W C INSPECTION RECORD Retain a copy with permit r0(+03$ I P N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ITANx)tLo4 Type of Inspection: WAX&M4.4c,41106 Address: ' T Date Called: Special Instructions: Date Wanted: a.m. P.M. Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. • W. .W �► 'A AW4d IVJML �i i.' _ `!�. � f �a l� / ��i� I1Li2r, WA Ii� �� 1 -� i (Inspector: K o /i ;!�— , IDate: 4/— 4 2A/ V I ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 4 INSPECTION RECORD _ Retain a copy with permit 03 I PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: fa` Address: Date Called: Special Instructions: ' Date Wanted: Qa.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. Innspector: /� /�/� �t // IDate: U`Z -2-aje I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 5r} INSPECTION RECORD fi D Retain a copy with permit U19 `03g� 10717171710N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project;_r— 1 tl• Type of Ins ections Date CaIIe7-1 Address: s, L' , Special nstructi s: N 3 M1 k I cr ' , I t„� p_ .�l� '('j Date Wanted: -3LZ'e1L7'06 P.M. Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �3 Retain a copy with permit DI -d389 INS ON N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: '%'(JKWILA %&I-i(rqE Type of Inspection: Ad r ss,/:� 6 Date Called: Special Instructions: Zti /y t4JA-LL Date Wanted: a.m. 1 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: of OK- So✓ it i )cW"INe- ek Ta ✓I.R t4✓rL 3 S El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D1'+-D38q iftfflTCm NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr�o'e t: I 4,w I LA V, Ik C_q if- Type of Inspection: Fv-A Address: c-. -50 S �j T -{- b � 1. Date Called: Special Instructions: LA F gPhone Date Wanted: 3 ]2 7 201g p.m. Requester: No: Approved per applicable codes. Corrections required prior to approval. ■ —ZIN W. i. . r�►1� ►�r_,�� ��.:.,. W, NEW Inspector: �;l -Ma �--M'30 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. N INSPECTION RECORD tom' Retain a copy with permit 14-D38 N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: l� Type of Ins a ion: Address: y SV r, T11 Special Instructions: � Date Wanted: a.m. 3 -Zb -Zvv� / p.m. Requester: Phone No: ElApproved per applicable codes. E Corrections required prior to approval. O IInspector: %-", v ���� �h_ J I'ate: 3/.2G/ Zml I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. INSPECTION RECORD AIL/^D 60 Retain a copy with permit �iil INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: -7 �kw; (A V,'a e Type of Inspection: Itii L� �vSN Lu�-io � Address: So 5. / yy' r-4L Date Called: Special Instructions: Ud, Date Wanted: a.m. —3 Z -2 �1 ` P.M. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. -r #- U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IN INSPECTION RECORD bvi-03 j� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: i I � E. G. Type of Inspection: ej±T Address: -r 4y S. lii4' S Date Called: Special Instructions: ��(�\ � ` � Date Wanted: a.m. ,3 `ZO -Zd%�_p.m. Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: v ff�� r: n n Date: y2� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �.y.A,M � Project: Type of Inspection: Address: ydem S. 7W AW- Date Called: Special Instructions: p� Lf-\jeL .D fr" f Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �S Retain a copy with permit bl �� NSPE NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PZect: 7l<Ks✓�► Type of Inspecti n: Address: r T Z5-0 Si / W Date Called: Special Instructions. 11 RaC3' .05 Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: MI v pia Inspector: A�c Date: 3 _q /a REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ;h# INSPECTION RECORD 5 Retain a copy with permit �� INSP N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: -7VK ILA VILc Typeaf Inspectlory trr- 5 Address: /1 Date Called: Special Instructions: lil�'1ir!ViT- Date Wanted: a. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 3,4 �� �1 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43.1-3670 Permit Inspection Request Line (206) 438-9350 Project: IWmi'A 0L.o" Type of Inspection: Address: SP 3; % &/ t Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: ElApproved per applicable codes. EI Corrections required prior to approval. COMMENTS: Inspector: 7�f Date: 6 EJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: ` s r ! q �fi Date Called: Special Instructions: J3Lv Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: EA— OK- TW ems' GHVM Ae OK — sum R n Nr6R�CJW IPA i� �c Inspector: 0 t- Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. J— INSPECTION RECORD 10 Retain a copy with permit 1,P1 4�� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Wait+ VIL-0,6f Type of Inspection: Ad r ss: Date Called: Special Instructions: LJ Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: (Inspector: (Date: � ^ J f� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �1� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: lyXIV/L,(+ 0'L LA& Type of Inspection: Type f:p�� Address: —� S % ��77 c 'T. Date Called: Special Instructions: SLD& C Date Wanted: a.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: X Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ,1 1 Retain a co with ermi copy pt �J7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: Date Called: Special Instructions: �C 3- Date Wanted: a.m. a p.m. Requester: Phone No: Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: 'inspector: < Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: !/ Date Called: Special Instructions: ✓i7�LL j.-� Date Wanted: a Requester: Phone No: ElApproved per applicable codes. 1`1 Corrections required prior to approval. COMMENTS: ^— o a`c- /OSV LA770r /log 14.,J, Go)<�VT-,00, keJ Inspector: l52� i Date: ;2 -4�/&- El FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit lbil 3,q INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a.m. 0- p.m. Requester: Phone No: 0 Approved per applicable codes. a Corrections required prior to approval. COMMENTS: �A cK� >ci�d11/Xl�- i, Inspector: Oate: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD biq-o-3 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 77 X W/ L/} O LI-Alf-,,- Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a. p.m. Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: �(C - JIMCK t_RC&W /1 st LA-776tV 6-A D& — R rr�o� Inspector: Date: a-718 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD g �7 Retain a copy with permit bt�ia INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: nXW1LA VIL1 04 Type of Inspection: Addre s: �77 Date Called: sj Special Instructions: �� �, �N�- Date Wanted: a.m. VC p.m. Requester: Phone No: ElApproved per applicable codes. t_J Corrections required prior to approval. COMMENTS: OIL z>K - i Rrc K L_ Iry F 1 - 3 e 0-/ 5' 7 --F . - c?lr ek— s, l . rbR "e'vr c�K - xx-Y,ei44� Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. W/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: '1VI< WILA V1 LLA6�E Type of Inspection: Address: Date Called: Special Instructions: FRI�M11 f3� Date Wanted: a.m. 1 ^2.q-18 p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: � Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �������� INSP ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1 I z Type of Inspection: QX-1Zj910 C' /1' XV14-,76AI Address: `t`/3Z TJ/ Date Called: Special Instructions: Date Wanted: a.m. /`/0 -z p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: j, Inspector: Date: aP I /a /fa REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 7V KW/ Lfi Vl LA- Ai-1 Type of Inspection: /i5o i ► N,G. Address: Date Called: Special Instructions: Date Wanted: a. //-Z 2- -/% p.m Requester: ,eW77449- 54+6 �'� it 'SL)LAMAJ Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: r- Inspector: f� 1uatej/ , 17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD " Retain a copy with permit ������� INSPE N NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: K/011 /1 V L46f Type of Inspection: St�-,,6_ PARIVAKMR lltk tc110L Address: L/ V, 5- �7 7� Date Called: Special Instructions: A�J-z- i1)'sv1,1ri6.1te Gig Date Wanted: r a.m. Requester: Phone No: ElApproved per applicable codes. E Corrections required prior to approval. COMMENTS: l�yfG- I` Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permitDI4~C) 4 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: nXWJLA- OLL Type of Inspection: 17�t� Address: Yq,Z,D 5` (y q7l+ 377 Date Called: Special Instructions: 1illl.DING Date Wanted, a. 10-3l _17 p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: � Date: RE INSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD xe �l Retain a copy with permit INSKC110 NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: TJ4L_ft Typeof Inspection: 007X6- Address: -L�=ZD.5, Date Called: Special Instructions: Date Wanted© a.m. f —t ! t -7 p.m. Requester: Phone No: 11 Approved per applicable codes. t_J Corrections required prior to approval. COMMENTS: .. C' 7 . r v� 17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD tODt CO Retain a copy with permi INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: WgLV h V?LLJ (5-f—' Type of Inspection: 1::DdA/Dft77o-k) wftL Address: yq_M 5, l ggri t Date Called: Special Instructions: Date Wanted: a. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. oP_ Inspector: Date: , , `®-3 -17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 (t11 INSPECTION RECORD 114- !) Retain a copy with permit IRSKCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' t: Ty f Inspection: � GN V�d.� Address: L>U.`o 4z/'P' S 1 " Date Called: Special Instructions• _ C%1�Cr Date Wantel�: U Zq 17 p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 21 t 2AL4 le b Y A Inspector: Date: U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:_UWJ , 0lea LlA T� Inspection: Address: q o Z// �r Date Called: Special Instructions: 83(-Z�- Date Wanted, a.m. 2eirh -7 (Cm: Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: f' ! IInspector: /� IDate: f/a/" -� I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD -1)`Iq - o Retain a copy with permit INSPECTION NO. - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' t: Type of Inspection: Address: Date Called: Special Instructions: Date Wanted a. p.m. Requesterl' Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: A REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ,7 INSPECTION RECORD Retain a copy with permit _ ® 9 INS ON N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-935Kim y. P Projg,/�/t:: TInspection: Address: Iqsv 5 Date Called: Special Instructions: Date WantecV a.m. 1121ZJ `7 m. Requester Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: r� Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection 110 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: V Tf Inspectiop: � Address: 17 Date Called: Special Instructions: 17 n Date Wanted: �i a.m. C�/�/ 7 p.m. IF Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: IFL "2- Una Inspector: Date: /t,, El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. INSPECTION RECORD Retain a copy with permit 10N N0. PERMIT NO. CITY OF TUKWILA► BUILDING DIVISION 6300 Southcenter Blvd., #100, Tu.kwiIa. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: TV Kl,J t L /i I L-Ll°!1GII5 Type of Inspection: I)t:bVIIJDATION 1041,.,L, Address: Date Called: Special Instructions: Date Wanted: a.m. p m Requester: Phone No: • ❑ Approved per applicable codes. EI Corrections required prior to approval.. COMMENTS: 1:a- 16 Z'Cbe Inspector: Date A- - I r, 1' ' B °7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD .b1L4 _ v-Aell Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: lz�kwlo1d 4 UA&e Typ Inspection: GAf U- Address: ziq. /L- 41M S Date Called: Special Instructions: Date Want e . o , 7 m. Requester: Phone No: ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: ft Inspector: Date: 8 31c) h -7 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee -must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 6 Retain a copy with permit y �� INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � �G Wt ) � f�LV-1 Ty a of Inspection: f � Address: y q so /'y P, � r' Date Called: Special Instructions: �� s Date Wt a.m. m. lRequestafr: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: i — aLL s 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit SPE_ ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3 70 Permit Inspection Request Line (206) 438-9350,9,4ia zILK Project- iLA W'UA!"92 Type pection: Address: + y ST Date Called: Special Instructions: yam' Date W t —7 a.m. I, p.m lRequestet: Phone No: Approved per applicable codes. El Corrections required prior to approval. '—' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. '7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: U U,r Type f Inspection: Address: �� slo�flb &-I— ate Called: Special Instructions: L�� Date Want d:� a.m. m. Requester Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: A -� z RK , PA jz? Inspector: Dater REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain'a copy with permit y 10N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Ty of Inspection: VJLLA6C A b4rtd U, Address: � i � ST I�IqSVlq Date Called: Special Instructions: Date Want d: a.m. Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Typ�on*Inspecv/ Address: `T% — Date Called: Special Instructions: P Date Wa t d: a.m. Reques r: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. • �► yr. �.! �'��� . Inspector: Date: u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD u Retain a copy with permit lb;i4l IN N NO. PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ueto li v Ty Inspection: / lrfJtS C�1� Address: Date Called: Special Instructions:7� �„ ate W to a.m. rR—equeg'tirr: Phone No: ElApproved per applicable codes. Corrections required prior to approval. 1-1 liCOMMENTS: r Inspector: Date: Q i n u/ 1 l H REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I] INSPECTION RECORDPV \` Retain a copy with permit INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PP j / i tl ry V �(f I L.LJ' 6 `� Ty f Inspection:` f�( � 1 f Ai Address: Date Called: Special Instructions: p_ Date Wan d 2 % -7 .m. Requester. Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: t' coaYM e Cva4li/i 3, ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedute reinspection. i INSPECTION RECORD , Retain a copy with permit ))q' d S a INVECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350�'> t _ � <fIAB Pro' t: Type of I spection: Date Called: Address: 40 S Iq)" Special Instructions: Date Wan d: M. Requester: Phone No: ElApproved per applicable codes. E Corrections required prior to approval. COMMENTS: l� Z�5' 'C I)i:� �/�yw/ y LAIC UG. • � r � r � /W' IInspector: ION A., _ IDate: 9/21t 7 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD a� Retain a copy with permit tN&PrCTION NO. PERMIT N& CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: %U Kt7Jl L A 0" /Ivr Type of Inspection: A�00 77*6 - Address: yy�� 3. i '/Y- Date Called: Special Instructions: Date Wanted: a.m. '7 31 l % m. Requester: Phone No: Approved per applicable codes. 1-1 Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORDZ03 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: j RWl LA Vl LL-AG C- Type of Inspection: h '1' lab'07-IN(s- Address: .� S. 1#0am sT Date Called: Special Instructions: S�DG Date Wanted: a.m. -7-Z'7--17 p.m. Requester: Phone No: Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: W 3 Spector: -7- ;z 7-J7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION j.. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 711KWIiR Vi L A-G!_ Type of Inspection: %L)N,DA-776&) WftI_ Address: AN-S-D 5 I ZH74 �37 . Date Called: Special Instructions: Date Wanted: a.m. ?-2 S - 7 m. Requester: Phone No: Approved per applicable codes. F—J Corrections required prior to approval. COMMENTS: P VA ;Inspector: A� Date: 7` vr% 7 El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: O A Type opection: —MA Address: 0 --� •ate Date Called: Special Instructions: ,� f'a� be Date Wanted: a.m. Requester: Phone No: 11 Approved per applicable codes. 1_1 Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b)q �� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Ty®f Inspection: Address: PCs 17V Date Called: Special Instructions: 1 Date Wanted: a p.m. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS. IInspector: � �Date:7_/7 /7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. W INSPECTION RECORD Retain a copy with permit l4 - z�3 99 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: MgMLA Vll..),AW Type of Inspection: C�J-► �T� i,J�B Address: 5n S, 1 `i q-ri4 ST, Date Called: Special Instructions: Date Wanted: a.m' 7-42 _I p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. u paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1,9/y —Q- ef INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 7TU WJL-� Type of Ins ction: 09 71e41 Address: 7ZSD S, l77 077 Date Ca ed: Special Instructions: i-®%- E Date Wanted: a.m. 616-7 .m� Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ySUL��7 inspector: Iva[e: 0_;iv i7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD I !-I Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: TVKW I L A VI LLAC� Type of Inspection: 60AJDA-00P WA-Lt- Address: /&b6 .T, Date Called: Special Instructions: aLDG- E Date Wanted: a. . tZ -7`1;7 Requester: Phone No: Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: 45-AI D. G,I)VE 2 -7C- � kJalL Inspector: �J- Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 701 , Retain a copy with permit �`� ®�� I TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: T� Inspection: Address: Date Called: Special Instructions:yy Date Wanted: Imo¢. - ps �1 `� i m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: zAa an T' N7: � a s ✓ � •�• I AIJA LbaLAA i e nspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ►] INSPECTION RECORD �\ Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'e t: -Tuawl'o6-,6- Ty f Inspection: N'bTt J &-(ALL Add4rJeJss: /j Date Called: Special Instructions: ate Wanted a.m. Requester, Phone No: 1-1 Approved per applicable codes. a Corrections required prior to approval. I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �, a Retain a copy with permit INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: )LA Type nspection: Address: 5V S 40- � sl— Date Called: Special Instructions: , — Date Wanted a.m. lRequesteV Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: If M Inspector: Date Ayh,.7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD / Retain a copy with permit MZR?rl N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: n Type Inspection: h+MA.1 LJU- Address: 14111174 S7-- Date Special Instructions: p Date Wanted: p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: 1 �✓�L.L 1 t 2 3 10M,N LAR y 1 P Y Inspector: Date: AAt1A4&h -7 1 El REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ' INSPECTION RECORD a � r Retain a copy with permit lbi'4-e INS N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type . Inspection: p/ l y Ad ress: �j gl' y Date Called: Special Instructions: Q C Date Wanted' a.m. l�C / m. Requester Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: / r r Z • LC Z/l2 lJn OZ-M &2AS inspector: Date: /° REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 6�) Retain a copy with permit INSPECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �j Ty ,Rg.eHnsp_e/c-tion: Address. Date Called: Special Instructions: Q .., Date Wanted: , p.m. Requester: r Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: LZ cJ M �J f. Pam. 2 -� Zl.ci Inspector: Date: a C% REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPTrTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Tyy��lnspection: Address: q :�7- Date Called: Special Instructions: Date Wanted: a Pm Requester: Phone No: Approved per applicable codes. 1:1 Corrections required prior to approval. AW&A LV"Imw nspector: 117 El REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd— #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 v Project: TA e of Inspection: 10 Address: Date Called: Special Instructions: Date Wanted: Requester. Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD \ Retain a copy with permit )_ ©3ecl INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-935� f� Project: �� Lr4 1J'✓�Z�G�' Typ Inspection: Address: f' S-r Date Called: Special Instructions: ate Wanted % �✓ M. rR—equ, ster "— Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ` G-F' IInspector: /J' ^M jDate: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ` not? INSPE TION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Ty f Inspection: U i ! <g= Addresrss: ®�#' J� � J `� `-1 � � l'� Date Called. Special Instructions: ,, Date Wanted p a.m. Requester. Phone No: Approved per applicable codes. 1-1 Corrections required prior to approval. jInspector: /1-NA, (Date: 6//1 ^ /17 U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. 01 INSPECTION RECORD Retain a copy with permit INSPETTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: „. Type nspection: Address: v Date Called: S /y S� Special Instructions: _ Date Want d: a.m. - f2 / p. Request r: Phone No: ElApproved per applicable codes. Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD \4 '� Retain a copy with permit y -' INSFMTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje t: I[JE01LAg5' Typ�spection: A Address: 4ySO -S oy-l-l+ S , Date Called: Special Instructions: p a� 1 Date Wanted: m. %� f p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 6i. L-^(. -� -� 77�7-R;'n si FJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD � 0 Retain a copy with permit D � IN7ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �/ Type o nspection: 1j Address: 44 -S Date Called: Special Instructions: Date Wanted: a Requester: Phone No: 11 Approved per applicable codes. El Corrections required prior to approval. �: :A KOC „■ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ` Retain a copy with permit - A INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: U IYO � LA&S Ty�lnspection: -"C /Af Address: y /7 �, ` Date Called: Special Instructions: gL Date Wanted: a.m. 4 / m: Requester: Phone No: ElApproved per applicable codes. 11 Corrections required prior to approval. i IInspector: /AM IuateMc6h,7 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD � G' Retain a copy with permit ��� ) INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: IL�li" Types. Inspection: Address: P` Date Called: Special Instructions: R Date Want a.m. � f7 lRequestat: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: E�4 v N d,ZS 1.JtJ7 7, rCoo tdA �! n 44 �- cq Inspector: Date: U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: L& 2 1 L 4 3 I IA,c- TAW of Ins ction: A),e, TVN M03 Address: S 11yo Date Called: Special Instructions: c Date Wante a.m. lRequesteif: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 4� I ylzth -7 REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. 110 NSP t CIO COO Retain a'copji W prermit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575=4407 Project • Type of Inspection: Address: Suite #: 0 j Sj10" <z>I . Contact Person• 11 t IfIr Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: r'2 'i-- 1 Needs Shift inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Firer Permits: Occupancy Type: Inspector: Date: M.. t7 tj OV I Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Cali to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 } INSPECT;ON R CORD Retain a copy wlt d INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT ,)nA_r.7a_44m Project:. I f ,J _- _ -Type of Insp i n: / Address: ! �. �,,,�..,. Contact Person: �A � ��,�-•''" / y` Suite #: w Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval COMMENTS: loc(.' / • .Sfn 4(ex_ 6cj7y i (Zof? 0', T" *' fit-`✓. r`Z� G"�z `T` � � Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type, -- Inspector: I Date:t' Hrs.: ,,- ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Wiling Address Attn: Company Name: Address: Ci State: zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 -INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER -- n PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: -;C Address: Suite #: 11051 (`(�{�` S`` Contact Person: Special Instructions: Phone No.: gApproved per applicable codes. Corrections required prior to approval. COMMENTS: i Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: j ^� S Date: 112,!; '/ Z I Hrs.: 7. Cj $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Bming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD DW — o !� Retain a copy with permit 1 j INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: / Type of Inspection:V Address: Gr �To ly Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: "C Z S—U - ` 1 fie Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD V, � - 03b Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: // t1, `lam c Type of Inspection: % �veV- Cuero Address: / U 5T- Suite #: �S0% Contact Person: ` Special Instructions: Phone No.: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: S , uxi- r-o 2- /o u,' ,� �C Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: � SI Date: 4l1 '711 f� Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: 3;. I Zip: rs Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Pr' •:• l Type of Inspection : fir, P ► P- yz/ Address: / {ti Suite #: "� S_4 51- Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Q �-- �-- L . . Needs Shift Inspection: r V�' Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:./-M C Date: Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 2- INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 2/0 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 ect: -- -- ProJ I Type of Ins ection: Address: , � f- Contact Person: Suite #: _ 4 Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: �zle�-- 0,J i T 5 2 Sky L4-- i G a>>1 I P-j ( aYt- v=- 7— A, iz t-vL-7Z S. Needs Shift Inspection: Sprinklers: Fire Alarm: -9 47 Hood & Duct: ` Monitor: 1 Pre -Fire: Permits: Occupancy Type: Inspector: 1�714 S4L�— Date: S 151 + 1 K I Hrs.: f $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Lsining Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER / /- 21/0 L) / Y- U-?S� PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project;,-, —,/�( Type of Inspection: Address: , /,� ��` f�j . Suite #: Contact Person: Special Instructions: Phone No.: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: r y 4Uis f ' y' die -7v e:�)kw g� t Needs Shift Inspection: e ( Sprinklers: e S Fire Alarm: l a Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: inspector:,,,,-,' f Date: Hrs.: 1-1 J'100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. isming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTT0 4-US • Fax: (206) 723-2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com June 22, 2018 City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188-2544 Project: Tukwila Village Bldg E Address: 4450 South 1441h Street, Tukwila REVISED FINAL � 153 A 9-01 10A i Permit Number: D14-0389 Job Number: 16-0573 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: - Reinforcing steel for concrete - Concrete placement - Epoxy grouted reinforcing steel - Post tension concrete - Structural steel fabrication - Lateral framing - Structural steel erection - Epoxy grouted anchor bolts - Brick veneer Sincerely, OTTO ROSENAU & ASSOCIATES, INC. 0050ok-ly— Crista Moser Executive Assistant June 19, 2018 City of Tukwila Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA98188 Re: Structural Observation - Final Report Permit #D14-0389 Tukwila Village - Bldg E To Whom It May Concern, Davido Consulting Group, Inc (DCG) performed construction support for the Tukwila Village Bldg E project during the entire course of construction. The construction support consisted of reviewing shop drawings and submittals, responding to field questions both over the phone and through RFI's, reviewing special inspection reports and performing on -site Structural Observations. Structural Observations were performed during the course of construction between August of 2017 and March of 2018. Each observation included a report that should have already been filed with the City. Based on our on -site observations and support throughout the construction process it is our opinion that the project was constructed in general compliance with the approved structural drawings. Sincerely, Davido Consulting Group, Inc. 1 9 Matthew Schmitter, PE, SE Vice President/Principal C . 86 A WASa.. 1. 201 l G 373U �c"URAL ENG \a�v S�ONAL �N� CN Seattle Mount Vernon Federal Way Whidbey Island 9706 0 Ave NE, Suite 300 2210 Riverside Dr, Suite 110 31620 23rd Ave S, Suite 307 1796 E Main St, Suite 105 Seattle, WA 98115 Mount Vernon, WA 98273 Federal Way, WA 98003 Freeland, WA 9824 tel 206.523.0024 tel 360.899.1110 tel 206.523.0024 tel 360.331.4131 a s s o c i a t e d earth sciences i n c o r p o r a t e d June 14, 2018 Project No. 110238EO15 Pacific Northern Construction 20127t' Avenue SE, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park Subject: Geotechnical Completion Summary Tukwila Village - Building E 4450 South 144th Street Tukwila, Washington Permit D14-0389 Dear Mr. Park: RECEIVED CITY OF TUKWILA JUN 2 0 2018 PERMIT CENTER As requested, this letter summarizes our geotechnical engineering observations made during construction of Building E of Tukwila Village. We are familiar with the project through our participation on the design team and through observation of geotechnical engineering aspects of construction. Geotechnical Summary - Building E Tasks of geotechnical importance related to Building E of the Tukwila Village project included site grading and construction of a foundation system that included Geopier aggregate piers. Associated Earth Sciences, Inc. (AESI) participated as a member of the design team for Building E, and observed geotechnical engineering aspects of construction. We prepared a geotechnical engineering design report for Building E, and prepared geotechnical engineering field reports for each construction site visit. The Geopiers for Building E were designed by Geopier Northwest using inputs that included geotechnical engineering data and recommendations from AESI. AESI observed Geopier installation at Building E, and observed successful completion of quality control testing as specified in plan notes on the approved Geopier plan set. AESI visually verified the presence of Geopiers at the expected locations during excavation and form placement for the shallow foundation elements that overlie the Geopiers. AESI's construction observations of Geopiers were documented in Daily Field Reports that were previously distributed to the owner, design team, contractor, and City. Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425,827.5424 Everett Office 12911 % Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1425.827.5424 Tacoma Office 11552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com In addition to the earthwork and Geopiers, AESI observed other related geotechnical aspects of the construction of Building E on an on -call basis. Some of the related work was associated with the Tukwila Village project as a whole and may extend beyond the limits of the referenced permit, but included backfill of buried utilities, observation and monitoring of temporary erosion and sedimentation control during construction, and preparation of subgrades for floor slab, paving, and sidewalks. At the time this letter was written, all significant structural elements are complete and remaining work is limited to incidental landscaping and flatwork that is underway as part of the final project wrap up. To the best of our knowledge geotechnical engineering aspects of construction of Building E were completed in accordance with approved project plans and our geotechnical engineering recommendations. Closure We appreciate the opportunity to be of continued service to you on this project. Should you have any questions regarding this letter or other geotechnical aspects of the project, please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Bruce W. Guenzler, I.E.G. Associate Geologist MGM 11023SE015-12 Projects\20110238\KE\WP Kurt D. Merriman, P.E. Senior Principal Engineer 2 L L n,, ABOSSEIN ENGINEERING ITC U iMechanical - Electrical - Pire Protection - Civil - Structural - LEED - am. 184,66 ICE 68tk St, #200, Redmond, WA 98062 nAAr_ ph: (426) 462-94411 h... (426) 4,62-9451 3rd PARTY SPECIAL INSPECTION & COMMISSIONING REPORT DATE: August 29, 2018 FIELD INSPECTION DATE: August 24 & 28, 2018 TO: Andy Nevens & Brian Lucero (Tukwila Fire Dept) JOB NUMBER: 216134 PROJECT: Tukwila Village -Building E LOCATION: 14400 Tukwila International Boulevard Tukwila, WA. FROM: Gary Womack PRESENT: Tukwila Fire Department, ICC (G.C.), Electrical /Fire Alex Abossein, FPE, MPE. EPE Alarm Contractor, Mechanical Contractor, Air Balancer THE FOLLOWING WAS NOTED REGARDING SMOKE CONTROL SYSTEM: Abossein Engineering LLC has conducted the special inspection services for the smoke control system for the referenced project. Based on the commissioning and testing (by CFM Heating/Cooling Inc. & Airtest Co. Inc. ), we have the following findings regarding the performance and functionality of the new smoke control system: 1. All fans and dampers functioned appropriately, and accurately. Individual damper control also functioned properly. 2. Upon fire alarm activation within the building (smoke detectors, duct detectors, waterflow switches), the smoke control system automatically configured to the appropriate fire alarm/smoke control event. 3. The exhaust airflow data recorded on smoke control exhaust fans was found to meet the requirements of the Smoke Control Rational Analysis Report. 4. The differential pressure data recorded from the vestibules to the corridors were found to be at least a minimum of +0.05 inches of water column. The differential pressure data recorded from the stair enclosure to the vestibules were found to be +0.05 inches of water column per the International Building Code Section 909 and Abossein Engineering's Smoke Control Rational Analysis. 5. Stair Pressurization Fans -Motorized dampers and fan energized within 1.0 seconds of fire alarm initiation. The pressure differences at the stair wells and corridor are within acceptable ranges per IBC 909.20.5. Air leakage report has been attached for reference. 6. The measured pressure differences at the stairwells and corridors were within acceptable ranges per IBC 909.20.5. Also the door pull force tests showed < 301bf for all doors to be within the acceptable range. 7. Smoke was introduced into the corridors to intiate the fire alarm and smoke control system. The smoke control exhaust system was able to clear the corridor of the tested volume of smoke within an acceptable FOOT NOTE: This report does not relieve the contractor from complying with construction documents, local jurisdictions' requirements and all applicable codes and standards, enforced at this job site. S:\216134\Calc-Mech\Bldg. E M02_BUILDING E_TUKWILA WA.doc Page 1 of 2 time limit and the path of smoke migration was toward the exhaust. There was no smoke migration to the level above and below the event floor (3rd Floor and 5th Floor). 8. The differential pressure data recorded from fire floors to floors above and below was found to be a minimum -0.05 inches of water column. 9. Door opening force measurements were taken at all egress doors and were found to be less than 30 pounds of force with the smoke control system operating. Results are attached to this report. 10. Testing of the Firefighters Smoke Control Panel, showed the following: a) Verification of the status of all fans and dampers through illuminated LED lights, where NORMAL status illuminates white, CLOSED or OFF illuminates a red, OPEN or ON illuminates green, and FAULT illuminates yellow or amber. b) The ability to turn on and off the smoke control fans. c) The ability to close and open dampers. d) The ability to override fans and dampers during a smoke control automatic sequence. An emergency power test was conducted at the facility. This test proved that emergency power is provided to all smoke control equipment, and that the smoke control system aligns correctly upon activation of the emergency generator. This test further proved that the generator is capable of smoke control system loads. 11. The smoke control system has an emergency power utility via a natural gas standby generator as required by IBC 909.11 and IBC 2702. 12. The transfer of building power to standby power energized stair pressurization fans within 11 seconds. This time differential is within acceptable range per NEC 701.12 and IBC 2702.1.3 . 13. Loss of air flow (power off) on each smoke control fan created a FAULT condition on the Firefighters Smoke Control Panel, indicating that the fans were running but the air was not being displaced. 14. Activation of the maintenance disconnects and main breakers to verify fans to stop running and FAULT conditions were illuminated at the Firefighters Smoke Control Panel. 15. Correct labeling, as indicated on the Firefighters Smoke Control Panel, has been provided for all smoke control fans and their associated maintenance disconnects. 16. Based on the findings above, we find the smoke control portion of the 5-Story senior living apartment complex to be substantially complete for the Fire Marshal to issue a Condition of Occupancy (CO) as may be related to the aforementioned scope. The final Smoke Control Commissioning Report of tested equipment issued to the Fire Department is attached. Attachments: Air Test Co. Reports (2 pages) Page 2 of 2 (END) AIRTEST Co. Inc. SHAG Building E Tukwila PRESSURIZATION TESTING Date: 23-Aug-18 Floor 6 Data reported below obtained while zone is in alarm and all systems postured for smoke control Pressurization Tests Actual Pressure Door Pull <30# acce table Pressure from Floor above to Stair 1 N/A in.w. . Pressure from Floor above to Stair 2 N/A in.w. _ Pressure to Floor Above N/A n.w. . Pressure to Floor Below in.w.. Pressure from Floor to Stair 1 in.w. . Pressure from Floor to Stair 2 .3L in.w.. Pressure from Floor below to Stair 1 T in.w.. )Ac . Pressure from Floor below to Stair 2 in.w.. not, Floor 4 Data reported below obtained while zone is in alarm and all systems postured forsmoke control Pressurization Tests Actual Pressure Door Pull j<30# acce table Pressure from Floor above to Stair 1 Gh'r in.w. {' t•• • Pressure from Floor above to Stair 2 r, E1 in.w. . Pressure to Floor Above in.w. . O;.:. . Pressure to Floor Below - •Z a in.w. . Pressure from Floor to Stair 1 " 1 in.w. . r Pressure from Floor to Stair 2 .2 i in.w.g. ! r Pressure from Floor below to Stair 1 V)1, in.w.. ( , Pressure from Floor below to Stair 2 -QT4 in.w. . t " Floor 3 Data reported below obtained while zone is in alarm and all systems postured for smoke control Pressurization Tests Actual Pressure Door Pull 1<30# acce table Pressure from Floor above to Stair 1 in.w. . f Pressure from Floor above to Stair 2 01 in.w. . Pressure to Floor Above -- , \ i in.w. . Pressure to Floor Below -~ t`b in.w. . Pressure from Floor to Stair 1 ' 1 in.w. . Pressure from Floor to Stair 2 i`` inw. , i I Pressure from Floor below to Stair 1 L in.w.. Pressure from Floor below to Stair 2 ! in.w. . AIRTEST Co. Inc. SHAG Building D Tukwila PRESSURIZATION TESTING Date: 23-Apr-18 Floor 2 Data reported below obtained while gone Is in alarm and all systems postured for smoke control Pressurization Tests Actual Pressure Door Pull <30# acce table Pressure from Floor above to Stair 1 in.w. . I9 Pressure from Floor above to Stair 2 { R' in.w. . i I Pressure to Floor Above — f. T in.w. . f . Pressure to Floor Below N/A in.w.. t Pressure from Floor to Stair 1 .23in.w. . Pressure from Floor to Stair 2 Ir in.w. . Pressure from Floor below to Stair 1 N/A in.w. . Pressure from Floor below to Stair 2 N/A in.w. L. Comments: 19 Both Stairs outside of Smoke zones are set to run in 0.15-0. Wpressure range. •l ,1< e�:% ORGAN 11207 Fremont Ave N DESIGN Seattle, WA 98133 GROUP a: 206 F3 Fax: 866 847-64 7 47-6420 LLC www.morgan-design.net March 13, 2018 RE: Tukwila Village — Building E 4450 5 144' Street — Tukwila, Washington Building Permit # D 14-0389 Final Report pursuant to RCW G4.55.030 To Whom It May Concern, Morgan De5i6jn Group LLC was retained to act as independent third -party building envelope consulting firm in accordance with the requirements Set forth in RCW G4.55.030 to observe installation of building enclosure elements and to provide a letter of compliance. Morgan Design Group'5 scope of work for this project included building envelope design and periodic field review during construction of building envelope a55embI1e5. MDG staff, consultation with Inter -City Contractors and Its subcontractors, assisted with the development of building envelope deta115 and specifications for the project. During the course of construction, MDG staff reviewed 5ubmlttal5 and attended pre- con5truction meetings a5 requested, and periodically reviewed representative 5ample5 of construction for conformance with the project documents. Daily quality control and assurance during construction of this project was the responsibility of Inter -City Contractors and Its subcontractors. We provide thl5 letter based on the conditions observed at the time of our site v151t5, and confirmation that Items not con515tent with the drawings that were noticed and reported during Bald 51te v151t5, were addressed, either by direct observation or written confirmation from the general contractor's staff. Based on our limited examination of the building enclosure components, to the extent reasonably ascertainable and in our profC551onal judgment, the building enclosure elements and components a5 noted above have been constructed in general compliance with the building enclosure dC51gn documents. Architectural Design • Building Envelope Consulting Sincerely, MORGAN DESIGN GROUP LLC 0' J n M. Morgan, AIA President * Principal Architect cc: Inter -City Contractors; Plle MDG'fukwila Village E Compliance Report 2018.03.13 ` AACRA Backflovr Testing and Repair, Inc. BACKFLOW PREVENTION ASSEMBLY TEST REPORT (360) 668-11 S 7 WATER PURVEYOR King County Water District 125 ACCOUNT # ASSEMBLY ID/FILE #/UTILITY DEVICE # Meter # NAME OF PREMISE Tukwila Village (Bldg E) Commercial © Residential ❑ SERVICE ADDRESS 4450 S. 144th St Tukwila ZIP 98188 CONTACT PERSON James PHONE (206) 793-7691 LOCATION OF ASSEMBLY 15nrjK.kg-" i400m 54- DOWNSTREAM PROCESS Fire Service DCVA ® RPBA ❑ PVBA ❑ OTHER NEW INSTALL © EXISTING ❑ REPLACEMENT ❑ REMOVED ❑ OLD SER.# APPROVED ASSEMBLY? YES ® NO ❑ PROPER INSTALLATION? YES © NO ❑ MAKE OF ASSEMBLY WIlkl ns MODEL 390A,531DA SERIAL NO. 12706 SIZE _ q" INITIAL DCVA / RPBA DCVA / RPBA RPBA PVBA / SVBA TEST CHECK VALVE NO.1 CHECK VALVE NO.2 AIR INLET OPENED AT PSID CLOSED TIGHT CLOSED TIGHT OPENED AT PSID PASSED LEAKED ❑ LEAKED ❑ #1 CHECK_ PSID FAILED ❑ 340 PSID 3 Z PSID ,REPLACE AIR GAP OK? DID NOT OPEN ❑ CLEAN REPLACE PART CLEAN PART CLEAN REPLACE PART CHECK VALVE NEW ❑ ❑ ❑ ❑ ❑ ❑ HELD AT PSID PARTS ❑ ❑ ❑ ❑ ❑ ❑ LEAKED ❑ AND ❑ ❑ ❑ ❑ ❑ ❑ CLEANED ❑ ❑ ❑ ❑ ❑ ❑ El REPAIRS REPAIRED ❑ TEST AFTER CLOSED TIGHT ❑ CLOSED TIGHT ❑ RV EXERCISED ❑ REPAIRS AIR INLET PSID LEAKED ❑ LEAKED ❑ OPENED AT PSID PASSED ❑ FAILED ❑ PSID PSID #I CHECK PSID CHK VALVE PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER SEPARATION PASS ❑ FAIL ❑ DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open ® Closed ❑ SOV#1: Open 'g Closed ❑ SOV#2: Open Ig Closed ❑ REMARKS: TESTERS SIGNATURE: - LINE PRESSURE %PSI CERT. NO. B6423 CONFINED SPACE? No DATE 8/2/2018 TESTERS NAME PRINTED Joshua Cobb TESTERS PHONE # _ (360)631-0039 REPAIRED BY: _ LIC NO. DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 12-07-2017 GAUGE # 06101237 MODEL Midwest 845- SERVICE RESTORED YES (R NO . ❑ I certify that this report is accurate, and I have used WAC 246-290-490 approved test methods and test eegquipment. 9 AACRA Backftow Testing and Repair, Inc. (360) 668-1117 BACKFLOW PREVENTION ASSEMBLY TEST REPORT 4 WATER PURVEYOR 21 ACCOUNT # ASSEMBLY ID/FILE #/UTILITY DEVICE # \ Meter # NAME OF PREMISE Vi k[",, Commercial 04 Residential ❑ SERVICE ADDRESS L%OS I (,qq 4t 54- Tu Kw i 1C4 ZIP P $$ CONTACT PERSON, c3 aw►e's PHONE ?o( _7 9 3 - 7 i� 91 LOCATION OF ASSEMBLY DOWNSTREAM PROCESS fire, serytC.2 13ao,a5s DCVA N RPBA ❑ PVBA ❑ OTHER NEW INSTALL 29 EXISTING ❑ REPLACEMENT ❑ REMOVED ❑ OLD SER.# APPROVED ASSEMBLY? YES W NO ❑ PROPER INSTALLATION? YES 2 NO ❑ MAKE OF ASSEMBLY Wi NV,vt 5 MODEL q 5-D XL 0 SERIAL NO. R C 1 S7 (0 -9 SIZE 71111 DCVA / RPBA DCVA / RPBA RPBA PVBA / SVBA E41TIAL CHECK VALVE NO.1 CHECK VALVE NO.2 AIR INLET TEST OPENED AT SID P CLOSED TIGHT CLOSED TIGHT ® OPENED AT PSID PASSED LEAKED ❑ LEAKED ❑ #1 CHECK PSID DID NOT OPEN ❑ FAILED ❑ j. $ PSID (.'� PSID AIR GAP OK? CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE NEW ❑ ❑ ❑ ❑ ❑ ❑ HELD AT PSID PARTS ❑ ❑ ❑ ❑ ❑ ❑ LEAKED ❑ ❑ ❑ ❑ ❑ ❑ ❑ AND ❑ ❑ ❑ ❑ El ❑ CLEANED ❑ REPAIRS REPAIRED ❑ TEST AFTER CLOSED TIGHT ❑ CLOSED TIGHT ❑ RV EXERCISED ❑ AIR INLET PSID REPAIRS LEAKED ❑ LEAKED ❑ OPENED AT PSID PASSED ❑ FAILED ❑ PSID PSID #1 CHECK PSID CHK VALVE PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER SEPARATION PASS ❑ FAIL ❑ DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open 'Z Closed ❑ SOV#I: Open ❑ Closed g SOV#2: Open ❑ Closed REMARKS: LINE PRESSURE 10 5 PSI CONFINED SPACE? No TESTERS SIGNATURE: CERT. NO. 86423 DATE g(2 41 Pj TESTERS NAME PRINTED Joshua Cobb TESTERS PHONE # (360)631-0039 REPAIRED BY: LIC NO. FINAL TEST BY: CERT. NO. DATE DATE CALIBRATION DATE 12-07-2017 GAUGE # 06101237 MODEL Midwest 845- SERVICE RESTORED YES ❑ NO Ix I certify that this report is accurate, and I have used WAC 246-290-490 approved test methods and test equipment. TRI-STATE PLUMBING'S BACKFLOW ASSEMBLY TEST REPORT ASSEMBLY 1D # NEW NAME OF PREMISE TUKWILA VILLAGE Commercial Residential 0 SERVICE ADDRESS 4450 S 144th St Bldg. CITY TUKWILA ZIP 98188 CONTACT PERSON Tri-State Plumbing, Gene PHONE (425)864-1514 LOCATION OF ASSEMBLY -z"gat T;Qr9Sl �ODyt'1 DOWNSTREAM PROCESS TehS// C I>l �%� DCVA E� RPBA O PVBA ❑ OTHER NEW INSTALLATION ON EXISTING ❑ REPLACEMENT ❑ OLD ASSEMBLY SERIAL NUMBER MAKE OF ASSEMBLY Lfa 7-7-5 DEL L,.''OQ 2 (-! SERIAL NO. V-?. y 7 2 SIZED_ USC-APPROVED ASSEMBLY YES Lit' NO ❑ PROPER INSTALL YES B NO❑ PROPER ORIENTATION YES L—IO❑ DCVA / RPBA DCVA / RPBA RPBA PVBA/SVBA INITIAL CHECK VALVE NO. I CHECK VALVE NO.2 AIR INLET TEST OPENED AT PSID OPENED AT PSID LEAKED ❑ LEAKED ❑ DID NOT OPEN ❑ .,TY OSED TIGHT CLOSED TIGHT #I CHECK PSID CHECK VALVE PASSED FAILED ❑ / �� PSID ! /< PSID AIR GAP OK? HELD AT LEAKED PSID ❑ FULLY OPENED YES ❑ NO ❑ CLEAN REPLACC PART CLEAN REPLACE PART CLEAN REPLACE PART CLEANED ❑ I.Iaiu � � ❑ ❑ ❑ ❑ REPAIRED ❑ I PARTS '� AND REPAIRS TEST AFTER REPAIRS j CLOSED TIGHT ❑ CLOSED TIGHT ❑ OPENED AT PSID AIR INLET PSID PASSED ❑ jJ PSID PSID # I CHECK PSID VALVE PSID FULLY OPENED YES ❑ FAILED ❑ NO ❑ AIR GAP INSPECTION; PASS ❑ FAIL❑ SUPPLY PIPE DIAMETER " AIR GAP SEPAERATION___2 DETECTOR METER REMARKS: LINE PRESSURE J—cS­PSI By my signature I certify that I personally inspected and field tested the backflow assembly using field test procedures meeting WAC246-290-034 and test equipment mee ' g WAC246r292-034. The information in this report is true and accurate TESTERS SIGNATURE: ERT. NO. B2642 DATE TESTERS NAME PRINTED: Rick Hanson TESTERS PHONE # (425)778-5363 REPAIRED BY: DATE FINAL TEST BY: __._ CERT. NO. DATE i CALIBRATION DATE GAUGE # 01051580 MODEL Mid -West 845-5 SERVICE RESTORED YES Ellid NO ' TRI-STATE PLUMBING'S BACKFLOW ASSEMBLY TEST REPORT ASSEMBLY ID # NEW NAME OF PREMISE TUKWILA VILLAGE Commercial CI' Residential ❑ SERVICE ADDRESS 4450 S 144"' St Bldg E CITY TUKWILA ZIP 98188 CONTACT PERSON Tri-State Plumbing, Gene PHONE (425)864-1514 LOCATION OF ASSEMBLY Gr DOWNSTREAM PROCESS .06irZf"77C,- DCVA ❑ RPBA M-"PVBA ❑ OTHER NEW INSTALLATION O EXISTING ❑ REPLACEMENT ❑ OLD ASSEMBLY SERIAL NUMBER MAKE OF ASSEMBLY &1,4 -117 MODEL 7 SERIAL NO. i 4 -&'Vy SIZE r— USC-APPROVED ASSEMBLY YES Itd' NO ❑ PROPER INSTALL YES CKoo PROPER ORIENTATION YES ff NOO DCVA / RPBA DCVA / RPBA RPBA PVBA/SVBA INITIAL TEST CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED ATJ,./— PSID AIR INLET OPENED AT PSID LEAKED LOSED TIGHT ❑, / 5"" LEAKED CLOSED TIGHT ❑ 41 CHECK PSID DID NOT OPEN CHECK VALVE ❑ PASSED FAILED ❑ PSID PSID AIR GAP OK? � HELD AT LEAKED PSID ❑ FULLY OPENED YES ❑ NO ❑ CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CLEANED ❑ NEW PARTS ❑ ❑ ❑ ❑ ❑ ❑ REPAIRED ❑ AND REPAIRS TEST AFTER REPAIRS CLOSED TIGHT ❑ CLOSED TIGHT ❑ OPENED AT PSID AIR INLET PSID PASSED ❑ PSID PSID #1 CHECK PSID CHK VALVE PSID FULLY OPENED YES ❑ FAILED ❑ NO ❑ AIR GAP INSPECTION: PASS ❑ FAIL❑ SUPPLY PIPE DIAMETER " AIR GAP SEPAERATION DETECTOR METER, . REMARKS: LINE PRESSURE 90 PSI By my signature I certify that I personally inspected and field tested the backflow assembly using field test procedures meeting WAC246-290-034 and test equipment meeting WAC246-292-034. The information in this report is true and accurate TESTERS SIGNATURE: fI r'ERT. NO. B2642 DATE TESTERS NAME PRINTED: Rick Hanson TESTERS PHONE # (425)778-5363 REPAIRED BY: DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE GAUGE # 01051580 MODEL Mid -West 845-5 SERVICE RESTORED YES 0 NO [� WATER PURVEYOR AACRA Backflow Testing and Repair, :tnc. (369) uvo-1447 King County Water District 125 ACCOUNT # BACKFLOW PREVENTION ASSEMBLY TEST REPORT ASSEMBLY ID/FILE 9/UTILITY DEVICE # Meter # NAME OF PREMISE Tukwila Village Commercial ;d Residential ' f SERVICE ADDRESS 4450 S 144th St Tukwila ZIP 98188 CONTACT PERSON Teresa Hanes PHONE (253) 395-7370 LOCATION OF ASSEMBLY Bldg E �- E DOWNSTREAM PROCESS �iY�[�.a�LvJti DCVA _ RPBA ;_ PVBA OTHER NEW INSTALL EXISTING REPLACEMENT REMOVED OLD SER.# APPROVED ASSEMBLY? YES +! NO— PROPER INSTALLATION? YES, NO MAKE OF ASSEMBLY �`,(,o MODEL $SCE SERIAL NO. H3 7og6 SIZE Wjr DCVA/RPBA DCVA/RPBA RPBA PVBA/SVBA INITIAL CHECK VALVE NOA CHECK VALVE NO.Z AIR INLET TEST OPENED AT PSID _ CLOSED TIGHT X CLOSED TIGHT ); OPENED AT PSID PASSED X 41 CHECK PSID LEAKED - LEAKED FAILED V 211 PSID 2.2 pSID AIR GAP OK? -DID NOT OPEN -- CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE NEW - - HELD AT PSID PARTS LEAKED AND CLEANED y REPAIRS — REPAIRED TEST AFTER CLOSED TIGHT - CLOSED TIGHTV EXERCISED REPAIRS — AIRINLET PSID LEAKED LEAKED - OPENED AT PSID PASSED u FAILED PSID PSID #I CHECK PSID CHK VALVE PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER SEPARATION PASS ^ FAIL DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open Closed X SOV#1: Open Closed R SOV#2: Open Closed `k; REMARKS: TESTERS SIGNATURE: % - LINE PRESSURE S PSI CONFINED SPACE? No CERT. NO. B6423 DATE 4/1,112018 TESTERS NAME PRINTED Joshua Cobb TESTERS PHONE # (360)631-0039 REPAIRED BY: LIC NO. FINAL TEST BY: CERT. NO. DATE DATE CALIBRATION DATE 12-07-2017 GAUGE # 06101237 MODEL Midwest 845-- SERVICE RESTORED. YES NO � I certify that this report is accurate, and I have used WAC 246-240-440 approved test methods and test equipment. STRUCTURAL CALCULATIONS ADDENDUM REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2C18 City of Tukwila BUILDING DIVISION CORRIDOR REVISION TUKWILA VILLAGE — BLDG E TUKWILA, WASHINGTON JUNE8,2017 �'.' C . SV ✓��`��� of WA Sly, l If¢ ign by Matthew im er, E, SE 20 7.0 03 14:29:22 RECEIVED CITY OF TUKWILA '0Q1� '� 37334� r t„� FEB 02 2010 �01 �� GCTVRAL SSIONAL ENG REVISION. c,2mbl. PERMIT CENTER This addendum covers the revision of the corridor framing. Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2210 Riverside Drive, Suite 110 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 Section Cover THIS PAGE INTENTIONALLY LEFT BLANK N Tukwila Village Building E Framing Keyplans Not to Scale cG C R-2 CR-2 Tukwila Village Building E Corridor Framing Key Plans Southeast Scale: 3/32" = 1'-0" DCG �(-30 R T E " MEMBER REPORT Corridor, CorridorFJTyp 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 @ 12" OC PASSED CR-3 Overall Length: 6' 7" 0 Q Q All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual 0 Design Results Actual 0 Location Allowed Result LDF Load: combination (pattern) Member Reaction (Ibs) 398 @ 2 1/2" 2109 (2.25") Passed (19%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 318 @ 9" 990 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs 594 @ 3' 3 1/2" 848 Passed (70%) 1.00 1.0 D + 1.0 L(All Spans Live Load DeFl. in 0.098 @ 3' 3 1/2" 0.123 Passed L/757 1.0 D + 1.0 L(All Spans Total Load DeFl. in 0.122 @ 3' 3 1/2" 0.206 Passed (L/605) 1.0 D + 1.0 L (All Spans Td-Pro'" Rating IN/A I N/A Deflection criteria: U. (L/600) and TL (L/360). Top Edge Bracing (Lu): Top compression edge must be braced at 6' S" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 5" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Supports Beating Loads to supports (ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.25" 1.50" 82 329 411 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 82 329 411 1 1/4" Rim Board • Kim uoara is assumed to carry an loads applied directly above it, bypassing the member being designed. Loads Location (side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 6' 7" 12" 25.0 100.0 Residential - Living reas Weyerhaeuser Notes Weyerhaeuser warrants that the siring of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Lacy Williams I Davido Consulting Group (360)899-1110 lacy@dcgengr.cdm System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/2/2017 11:55:23 AM Forte v5.2, Design Engine: V6.6.0.14 Tukwila Bldg E Corridor Framing Revision.4te Page 2 of 9 DCG 40 R T E b MEMBER REPORT Corridor, Corridor BI 2 piece(s) 13/4" x 5 1/2" 2.0E Microllam® LVL PASSED CR-4 Overall Length: 6' 7" a 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual 0 Design Results Actual 0 Location Allowed Result LOF Load: combination (Pattern) Member Reaction (Ibs) 1213 @ 2" 4922 (2.25") Passed (25%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 967 @ 9" 3658 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs 1858 @ 3' 3 1/2" 4251 Passed 44% 1.00 1.0 D + 1.0 L (All Spans Live Load Defl. (in) 0.115 @ 3' 3 1/2" 0.156 Passed L/653 1.0 D + 1.0 L(All Spans) Total Load Defl.(in) 1 0.146 @ 3' 3 1/2" 0.313 Passed (L/515) 1.0 D + 1.0 L (All Spans) LMIecoon criteria: U. (L/41:14J) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 5" o/c unless detailed otherwise. Supports Scaring Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall.- OF 3.50" 2.25" 1.50" 265 988 1253 1 1/4" Rim Board 2 - Shed wall - DF 3.50" 2.25" 1.50" 265 988 1253 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Flom Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 6' 5 3/4" N/A 5.6 1 - Uniform (PSF) 0 to 6' 7" (Front) 3' 25.0 100.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the siring of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by iCC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator Job Notes Lacy Williams Davido Consulting Group (360)899-1110 lacy@dcgengr com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 6/2/2017 11:55:23 AM Forte v5.2, Design Engine: V6.6.0.14 Tukwila Bldg E Corridor Framing Revision.4te Page 6 of 9 DCG �F-0 R T E " MEMBER REPORT Corridor, CorridorB2 2 piece(s) 13/4" x 5 1/2" 2.0E Microllam® LVL PASSED CR-5 0 Overall Length: 8' 4" G 7' 9" El All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 9 Design Results Actual 0 Location Allowed Result LDF Load: combination (Pattern) Member Reaction (Ibs) 1181 @ 2" 4922 (2.25") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 993 @ 9" 3658 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs) 2325 @ 4' 2" 4251 Passed (55%) 1.00 1.0 D + 1.0 L(All Spans Live Load Defl. (in) 0.209 @ 4' 2" 0267 Passed L/458 1.0 D + 1.0 L(All Spans) Total Load Defl. (in) 0.290 @ 4' 2"1 0.400 Passed (L/331) 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (t/360) and TL (1-/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 2" o/c unless detailed otherwise. Bottum Edge Bracing (Lu): Bottom compression edge must be braced at 8' 2" o/c unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Slid wall- DF 3.50" 2.25" 1.50" 335 875 1210 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 335 875 1210 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 8' 2 3/4" N/A 5.6 1 - Uniform (PSF) 0 to 8' 4" (Front) 3' 25.0 70.0 Residential - Living reas Weyerhaeuser Notes Weyerhaeuser warrants that the siring of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Parcels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compabble with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer In http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 6/2/2017 3:05:43 PM Forte v5.2, Design Engine: V6.6.0.14 Tukwila Bldg E Corridor Framing Pevision.4te Page 1 of 1 Job Notes Lacy Williams Davido Consulting Group (360) 899-1110 lacy@dcgengr.com DCG C R-6 CR-6 Tukwila Village Building E Corridor Framing Key Plans Northeast Scale: 3/32" = 1'-0" DCG ;0 R T E . MEMBER REPORT Corridor, Corridor Bib 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL PASSED CR-7 Overall Length: 16' 101/2" 0 8'11 0" 6'10" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual + 0 Design Results Actual @ Location Albwed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1509 @ 3 1/2" 4922 (1.50") Passed (31%) -- 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 1680 @ 8' 1 5/8' 12053 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs -3385 @ 9' 4 1/4" 29854 Passed 11%) 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.026 @ 4' 6 7/16" 0.302 Passed L/999+ 1.0 D + 1.0 L (Alt Spans Total Load Defl. (in) 0.033 @ 4' 5 7/8" 0.453 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1-/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 16' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be traced at 16' 6" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor ve Total 1 - Hanger on 11 7/8" DF beam 3.50" Hanger' 1.50" 361 1257/-7 1618/-7 See note' 2 - Stud wall - DF 5.50" 5.50" 1.50" 970 3080 4050 None 3 -Stud wall - OF 5.50" 4.25" 1.50" 256 1208/ 1315/-208 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD Connector: Simpson Strom -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails I Accessories 1 - Face Mount Hanger MGU5.50 (H1=11) 4.50" N/A 24-SDS self -drilling wood screw 0.242 dia. 16-SDS self -drilling wood screw 0.242 dia. Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 16' 9 N/A 19.5 1 -Uniform (PSF) 0 to 16' 10 1/2" 3' 25.0 100.0 Residential - UvingAreas Notes Weyerhaeuser warrants that the siring of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.mm) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Lacy Williams Davido Consulting Group (360)899-1110 lacy@dcgengr eom 0 SUSTAINABLE FORESTRY INITIATIVE 6/2/2017 11:55:23 AM Forte v5.2, Design Engine: V6.6.0.14 Tukwila Bldg E Corridor Framing Revision.4te Page 9 of 9 DCG �,RO R i G m MEMBER REPORT Corridor, CorridorB4 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL PASSED CR-8 Overall Length: 7' 3" 0 11 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3347 @ 7' 1" 4922 (2.25") Passed (68%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2228 @ V 3 3/8" 8590 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs 5684 @ 3' 7 1/2" 15953 Passed (36%) 1.00 1.0 D + 1.0 L(All Spans Uve Load Defl. (in) 0.067 @ 3' 7 1/2" 0.231 Passed (L/999+) 1.0 D + 1.0 L(All Spans Total Load Defl. (in) 0.085 @ T 7 1/2" 1 0.346 Passed (L/977) 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracng (Lu): Top compression edge must be braced at 7' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 1" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Uwe Total 1 - Column - DF 3.50" 2.25" 1.50" 725 2719 3444 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.53" 725 2719 3444 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (side) Tributary width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 7' 1 3/4" N/A 13.0 1 - Uniform (PSF) 0 to 7' 3" (Front) 7' 6" 25.0 100.0 Residential - Living Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 'software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The design of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and FSR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to hV://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operahrr � Forte Software Operator Lacy Williams Davido Consulting Group (360)899-1110 lacy@dcgengr com System : Floor Member Type :Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 6/2/2017 11:55:23 AM Forte v5.2, Design Engine: V6.6.0.14 Tukwila Bldg E Corridor Framing Revision.4te Page 8 of 9 DCG Pl- Project' Corridor Revision Location: C1 Column [2015 International Building Code(2015 NDS)] 5.25 IN x 5.25 IN x 9 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 0.0% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 42200 lb Dead Load: Vert-DL-Rxn = 78 lb Total Load: Vert-TL-Rxn = 42278 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 9 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc = 2500 psi Fc' = 1534 psi Cd=1.00 Cp=0.61 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2631 psi Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby = 2631 psi Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Column Section (X-X Axis): dx = 5.25 in Column Section (Y-Y Axis): dy = 5.25 in Area: A = 27.56 in2 Section Modulus (X-X Axis): Sx = 24.12 in3 Section Modulus (Y-Y Axis): Sy = 24.12 in3 Slenderness Ratio: Lex/dx = 20.57 Ley/dy = 20.57 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 1534 psi Allowable Compressive Stress: Fc' = 1534 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 2631 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 2631 psi Combined Stress Factor: CSF = 1 -,,-ALacy Williams DCG �.r.... .J of StruCalc Version 10.0.1.4 6/2/2017 2:28:07 PM 9ft A AXIAL LOADING Live Load: PL = 42200 lb Dead Load: PD = 0 lb Column Self Weight: CSW = 78 lb Total Axial Load: PT = 42278 lb 9Plate Bearing: 625 psi x 5.25" x 5.25" = 17k L� ! —ow oil I r e m S ! n JOHNSON BRAUNO .. 15200 52rM Av.. SOu111 Suits 300 SUKk, WA96166 Ph.- 206.7W 300 _)_� ARCHITECTURE INTERIOR DESIGN WN LAAra. AM ,NRAA N,AMr., AIA l ; I i - — REGISTERED •', -a ARCHITE >�ti, r _I dW ASOJ - - i -- _ A501 .<<ar �. 01 . I ' tY FPcto stems cm , �r � _�_ _ m bQ . 1 i 1• i-- 1 —a - - INE �— b REVI r,)"Vin R rb 'CODEOVED 1 2 '-'-----21 2,1113 18 f New L-shape 5 New planter t''EB �a New planter planter wall A200 A2D0 walls ELEVATION walls A701 � A713 A710 A , B 1 C I 1 D E I A3ao F HI ARAP _ {_ �/�/ 22 20 - 6' 20 12 I T 20 12 I 14 I 6 A I 17 16 12 �+'ty a kwi l8 5 ` I —.— P ILDU DIVISIO Ex I i � � l _•t Z s „ a ,� Am .-^.ter•.^�^��.-�-•f^.�'�r.r.-^r^.-..1-.-r✓wr✓-�..v�-..Y.-^.�"r,..-,�^r.�^,.^r�r.^r•.�'.r �-`-.�vY-✓•.-.vim-�-.--�-�-.-� } r-t-- ( � , CONC. REVEAL LINE B CONC. REVEAL LINE Q CONCRETE REVEAL ANGLED WALLS (MIN. 1j A510 - _ _. C _ _ ) I '-- LEyEL2 1w� S FLR LEVEL STOPa STAR WALL LINE G FLR. LEVEL 4r ASOVETREAD) 370.00 lJ Y REVEAL LINE OF STAIR I -4-- - /— ANGLE OF WALL - -� _ \T PIPE RAILING, 2] I I•I p k _JIM Z b j SET BY MIN. HEIGHT io� DARK BRONZE PAINT TO CH . J } AEIOVE TREADS jjJjjj NEB �' - - - - - - - - - - 399 > l L 1 S ` FORMED CONCRETE CAST -IN -PLACE CONCRETE FORMED J� `\ } (6-LAIRTHK:KNESS) (6'MINE STAIRS THINKNESS) CAST METAL NOSING l L = 2 31 21 I 12 7 10 21 25 6 r w Q EAST PATIO WALL -SIDE APPROACH %1 EAST PATIO WALL. FRONT APPROACH TION L�Mr'.�✓✓././.�.�'✓.i'..r'�M�N'\��N�N1^i^�"...1r`�i'1.r'.�'✓.r'.�✓.i'./.i'v`v-\1i-\Ar\r^_J[ � � ALL VENT SHROUD COVERS TO MATCH AOIACENT SURROUOMNG FNRISIRES. REM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES 1 MASONRY BASE BRK:K MUTUAL MATERIALS, IMPERIAL GRAY SMOOTH GRAFFITI -RESIST 9 SIDING MOSAIC HARDIE PANELS W/ SHERWIN WILLIAMS SW 6369-TASSEL SMOOTH 17 WINDOWTRIM- 1X J4AOULDING COOL COLONIAL RED (MATCHES SW7565) 25 BOLT -ON BALCONY ALUMINUM ANNODIZED BRONZE COATING REVEALS METAL SIDING 2 MASONRY ACCENT BRIG( MUTUAL MATERIALS, CASTLE GRAY -SMOOTH SOLDIER COURSE 10 SIDING MOSAIC HARDIE PANELSNM SHERWIN WILLIAMS SW7585-SUNDRIED TOMATO SMOOTH .26'' REVEALS ,6 WINDOW VINYL ALMOND GUARDRAILS ALUMINUM ANNODIZED BRONZE 3 MASONRY COPING BRICK -" _ MUTUAL MATERIALS. CASTLE GRAY -SMOOTH CAST COPING SIDING -METAL FLAT PANEL METAL -: - - - - - HORIZONTAL EXTERIOR DOORS INSULATED METAL CLAD SHERWIN WILILIMS SW6159-HK;H TEA 27 SONG COLOR TO MATCH W7MESH PANEL - DI - PROJECTS- 1026.05 11 ANTIQUE PATINA 19 GARAGE DOOR METAL -PLANTED ANNODIZED BRONZE PRIVACY SCREEN DRAWN BY. I CONCRETE CAST -IN PUCE CONCRETE NATURAL GRAY - PATCHED 6 SACKED GRAFFITI •RESIST 12 SIDING - METAL CORRUGATED COOL DARK BRONZE HORIZONTAL FAACSLA. CAP POWDER COATED COLOR TO MATCH - DARK BRONZE 25 ~GREENSCREENS METAL. PAINTED COLOR TO MATCH CHECKED BY: W/REVEALS COATING 20 AND FLASHING METAL FLASHING ANNODIZED BRONZE 5 SIDING HARDIE PLANKT SHERWIN WILLIAMS SW 6121-WHOLE WHEAT SMOOTH 13 SIDING•ACCENT I X 6 CEDAR CLEAR COAT CLEAR/ CANOPIES POWDER COATED 29 GARAGE OPENING& 2X2 METAL MESH. COLOR TO MATCH LAP SIDING TIGHT KNOT 21 FABRICATED STEEL COLOR TO MATCH -OARK BRONZE SCREEN PAINTED ANNOORED BRONZE EXTERIOR ELEVATIONS 6 SIDING HARDIE PANELS VW SHERWIN WILLIAMS SW 6159-HIGH TEA SMOOTH 14 HORIZ LTRIM I 10 HARDIE TRIM SHERWIN WILLIAMS SW7016-URBANE BRONZE 22 SOFFIT CEDAR CLEAR STAIN BOBBY ENTRY SKiNAGE TBD A'�//\ REVEALS - / \ia.00 7 SIDING •MOSNCI RRERVEEALSANEISVV/ SNERIMN WILLIAMS SW 612,-WHOLE WHEAT SMOOTH 15 CORNER TRIM /x/MARDIE TRIM PAINT TO MATCH ADJACENT WALL SURFACE 23 DECORATIVE METAL -PAINTED COLOR TO MATCH CEDAR WOOD '77 SCONCE FACTORY FINISH - BRONZE COLUMNS SCONCE LIGHTING "- .....__.._... .... ................ ----- - ---'----...__ .....,....._.._.,....._ ..,,.,..,..,...,,..........�.,, CONTRACT SET 102' PERMEABLE CONC. SIDEWALK, PARKING SEE CIVIL CONIC. P COLOR: U J J sZ 1 --- -- -- -------�-- f ----------------- - i BUILDING CANOPY, TYP. BENCH, SEE SITE FURNISHINGS LEGEND I i I% 0 TRASH RECEPTACLE, TYP., SEE i - D SITE FURNISHINGS LEGEND l 4' PLANTER POT, IYP., SEE SITE FURNISHINGS LEGEND I i i it c r lL r^ (vVrn{ I l �I FJ ,• 1 l.. U) i Lq 11 ! � 5 i t J , —7 ti I i r� I 1 MONUMENT SIGN I L12 3 BIKE RACK ACCESSIBLE L10 ! 4 PARKING STALL L10 BIKE ORIENTATION, TYP. -- MONOLITHIC CONC. CURB @ GUNC. PLANTER WALL, 1 SIDEWALK, SEE CIVIL SEE ARCH. TOP OF WALL 6" BELOW PATIO FIFE, 4 24" SO. CONIC BASE FOR - PORCH, TYP.. SEE PERMEABLE CONCRETE LIGHT POLE INTEGRAL ARCHITECTURAL SIDEWALK, TYP., COLOR: WITHWALL.MATCH TOP NATURAL GRAY OF WALL ELEV._ 4" WIDE WHITE PAINTED CROSSWALK STRIPES WALL PACK LIGHT, TYP.. SEE SITE LIGHTING LEGEND = = F___ii=� -= =" BUILDING E SITE FURNISHINGS LEGEND DESCRIPTION PLANTER POTS BY: ORE INC. 0 HIGH RECTANGLE (CUSTOM): 48"L X 18"W X 30"H FINISH: POWDER COAT RUST BY: THOMAS STEELE OBENCHES MODEL: CRB2-6, CARNIVAL II, 6' LONG BENCH W/ END ARM RESTS, SURFACE MOUNT COLOR: BRONZE POWDER COAT O TRASH RECEPTACLE BY: THOMAS STEELE MODEL: CARNIVAL 38-GALLON LITTER RECEPTACLE W/ SIDE DOOR AND KEYED LOCK AND ELEVATED DOME LID COLOR: BRONZE POWDER COAT NOTES: 1. SEE SHEET L13 FOR TRASH RECEPTACLE CATALOG CUTS. 2. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT. LIGHT POLE, TYP. SEE SITE LIGHTING LEGEND rTREWS WITH ART PANEL, TYP., SEE ARCHITECTURAL r 2' BUMPER OVERHANG, TYP. F===�F== J - 4'X4' SCORE JOINT K - -F— B' 2' (4 ST S O 8'-:0 RATTERN, TYP. O 24' ( STALLS -0 'QD.7 '-10 20'-B' MONOLITHIC CONIC. 4e 2, CONIC. RB. SEE L CURB AND SIDEWALK, TYP., SEE CIVIL q?� COMPACT COMPACT COMPACT COMPACT RLI`6' FS R' I� . _ _ _ _ _ _ _ COMPACT COMPACT COMPACT q. MATCHLINE - SEE BLDG. D DWGS. ARCH. TOP OF WALL 6" BELOW PATIO FIFE, SEE CIVIL 4 LIGHTING LEGEND: DESCRIPTION LED LUMINAIRE MOUNTED ON 14' HIGH POLE. LUMINAIRE: VISIONAIRE VMX, MODEL NO. VMX-i-T4-64LC-5-4K-UNV-BZ-RPP4. POLE: VISIONAIRE 4" DIA ROUND NON -TAPERED STEEL POLE W/BOLT-ON ARM, MODEL NO. RNTS-4R-7-15-9BC-343-St-BZ POLE BASE: VISIONAIRE MODEL NO. DCB-20 COLOR: BRONZE ■ LANDSCAPE UPUGHT, LUMIERE CAMBRIA 203 1OW LED, STAINLESS STEEL O WALL -MOUNT LUMINAIRE, MCGRAW-EDISON IMPACT ELITE SMALL. COLOR: BRONZE ® WALL -MOUNT SCONCE DOWNUGHT, G-LGNTING MODEL NO. GL6540 UP/DOWN W/STANDARD FINISH. COLOR: BRONZE NOTES: 1, SEE SHEET L13 FOR LIGHTING CATALOG CUTS. 2. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT, 3. ALL LIGHTING AND ELECTRICAL INSTALLATION SHALL BE PERFORMED BY A LICENSED ELECTRICIAN AND MEET ALL APPLICABLE CODES. ROADWAY' CONC. PAVING SECTION, TYP., SEE CIVIL. COLOR: NATURAL GRAY, HEAVY BROOM FINISH PERP. TO ROAD CENTERLINE. 4" WIDE WHITE PAINTED LINES, TYP. I CONC. SIDEWALK, TYP., SEE CML 24" So. CONIC BASE FOR LIGHT POLE INTEGRAL WITH WALL, MATCH TOP OF WALL ELEV. z WALL SCONCE, TYP..--J SEE ARCHITECTURAL LIGHT POLE, TYP., SEE - SITE LIGHTING LEGEND TRELLIS WITH ART PANEL. SEE ARCHITECTURAL UPUGHT, TYP., SEE SITE - LIGHTING LEGEND 2' BUMPER OVERHANG, TV 12" HIGH WHITE PAINTED - LETTERS, CENTERED IN PARKING SPACE, TYP. PERMEABLE CONCRETE — SIDEWALK, TYP., COLOR: NATURAL GRAY EXIST. CHAIN LINK FENCE — WALL PACK LIGHT, TYP­ SEE SITE LIGHTING LEGEND O '0 E_ 1 o Cw c n c ¢ $ S •� �ScR d �03 ,�. Jar Q m m A Melvin R Easter. RLA ASLA .m STATE OF WA6NWOTON raEolsTEReo t%ANyo/s�cnre AncNrrecr p ncvreao�se a Issue Dates Rev. Date Desc. _ 12/19/2014 BUILDING PERMIT SUBMITTAL T/IS/2015 MEP COORD/BID Q5/22/2015 SET BID SET/PERMIT COMMENTS Q2 1/29/2016 VE-REVISIDN Q�3 6/2/2016 FOR OONSIRUCIION /4� 12/06/2017 FAST SIDE PUNTERS -REvit- n FO Z PDE COMP._IA CE � PPRO! ED rtI FEB 2 2 1018 o f City of TI lkwil w 31-1ILUNG [)IVI ON BLDG E - LAYOUT PLAN LEVEL 1 C0 5 10 20 40 y 0 g 1 Z Uj Fg Fo Q .n n R <ao J m � z urz 9 i < A �N �m 03 Q o z m LL F 0 J $ h � �m o� u z Y S3 5 pc 55 7 YY n1� o PROJECT #: LA-1113 FILENAME: LA1113-LOI-02 DRAWN BY: CPIRSILPIMB BUILDING E SITE LAYOUT PLAN-LEVELI L01 CONSTRUCTION SET ♦ J O r E ❑ ❑ ❑ o o ❑ ❑ ❑ ' . , , . 00000 ,00000 E _� o o ig D 4 _j C m wC C m 5. ------------- � I I , l� tDaae D II i' O , 1, •r \ I — II FL Eaer RLA, ASLA _—___ __________— '_+ ❑ I 4' PLANT POT, TYP., 0 3& M M SEE DETAIL 7/1_20 I y V I � •- 1 81ATE OP L 1 I REGISTGTD REDIBTERED Q ❑ I UNDBCAPEAACNITECT ❑ Q ❑ I � MELVIN0.E�� ❑ I DERTFIGTE BUILDING E Issue Dates Date Dem 12/19/2014 BULLOWG PERMIT I SUBMITTAL V i ^• 2/13/2015 MEP 00DRD/8D SET Z 5/22/2015 BID R /PERM °:.,•° Q1 MENTS 1/29/2016 VE-REVISION i 3 6/2/2016 FOR CONSIRIICIION ------------ v- `------, I CODE O pLIANCE I i I AP ROVED tp I I 1 i t , r = `FEB 22 2018 LLI / R � � I i •° e Q Q }...°ae° per 'ity f Tukwila LDI JG DIVISION e I I r• L w I 5 W d I , \ Z _J I - I J od 6.8 0. I. ` i i .. •'� m E J � rq , . ............. j - ■ i a o > 9 =Lr oil I COMPACI CVIPACI .COYRAC{ COMPACT '-- - 6 a PROJECT LA-1113 I •C'f�PACf .COMPACT s a MATCHLINE - SEE BLDG. D DWGS. -' ' ' 'FILE ' �''' , , ' ° :' DRAWN BY#. P/RS/LP/MB � BUILDING E ..... . ... . . ....... LANDSCAPE NOTE: SEE SHEET L20 FOR LANDSCAPE LEGEND, PLAN - LEVEL 1 DETAILS, AND NOTES. BLDG E - LANDSCAPE PLAN LEVEL 1 LO� C 0 5 10 20 0`•J( 1 10'-O' CONSTRUCTION SET NOTES, 1. TREE STAKES TO BE VERTICAL, PARALLEL, EVEN -TOPPED, UNSCARRED AND DRIVEN INTO UNDISTURBED SUBGRADE. PLACE FOR LOCAL WIND CONDITIONS. 2. PLANT TREE 2' HIGHER THAN ADJACENT GRADE 'ARBOR TIE' OR APPROVED EQUAL TREE TIES 8-FOOT X 2DIAMETER WOOD TREE STAKES, 2 PER TREE, JASPER OR EQUAL. REMOVE TWINE AND CORD FROM TREE TRUNK 3" DEPTH BARK MULCH 4' WATERING &SIN SURROUNDING TREE II R PULL BURLAP OFF TOP 1/3 OF ROOTBAU. II. "JV PLANTING BACKFILL MIX (PIT PLANTING) FI :1(. .:.0- OR TOPSOIL EXISTIN1 SCARIFY PLANTING PIT WALLS - SUBGRADE SUBGR SLOPE WALL 1:3 SET ROOTBALL ON MOUND OF 3 TIMES a- UNDISTURBED BASE BAIL DUUAETER DECIDUOUS TREE PLANTING SCALE: W = 1'-0" NOTES: • US THREE 'ARBOR TIE' OR APPROVED EQUAL, TREE TIES EVENLY SPACED MOUND BASE OF TREE -PLACE FOR LOCAL WIND CONDITIONS. -PLANT TREE 1' HIGHER THAN DEPTH GROWN AT NURSERY. 'ARBOR TIE' OR APPROVED EQUAL TREE TIES 3' DEPTH BARK MULCH PLANTING SACKFILL MIX - EXISTING TOPSOIL & COMPOST 4' WATERING BASIN SURROUNDING TREE 2X2 HARDWOOD STAKE DRIVE INTO UNDISTURBED SUBGRADE FINISH GRADE REMOVE TWINE AND CORD AROUND TRUNK OF TREE PULL BURLAP OFF TOP 1/3 OF RDOTBALL SCARIFY PLANTING PIT WALLS - 3 TIMES ROOT SLOPE WALLS 1:3 BALL DIAMETER EXISTING SUBGRADE EVERGREEN TREE PLANTING SCALE: 12" = 1'-0- NOTE: PLANT SHRUB 1/2' HIGHER THAN DEPTH GROWN AT NURSERY. 3' DEPTH FINE SHREDDED BARK MULCH 4' WATERING BASIN SURROUNDING PUNT FINISH GRADE REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. LIGHTLY SCARIFY ROOTBALL OF CONTAINER -GROWN PLANTS. PRIOR TO BACKFlLLING PLANTING BACKFILL MIX (PIT PUNTING) iROUTBALL OR TOPSOILU 2 TIMES SCARIFY PNTING PR WALLS D EXISTING SUBGRADE SET ROOTBALL ON MOUND OF UNDISTURBED SOIL SHRUB PLANTING SCALE: 10- V-0" GROUNDCOVER PLANT. SEE PLANT UST 3' DEPTH BARK MULCH -- TOPSOIL DEPTH AND TYPE AS I� SPECIFIED �- �- EXISTING SUBGRADE O O O O GROUNDCOVER PLANT SPACING AS 4 INDICATED ON PLANT UST (TYPICAL) QEDGE OF PLANTER O+ 4 GROUNDCOVER PLANTING SCALE: 12' - V-W LANDSCAPE NOTES: I. ALL WORK SHALL BE PFAFORIIED BY PERSONS FAMILIAR WITH THIS KIND OF WORK AND LIM THE SUPERVISION OF A QUALIFIED FOREMAN. 2 ALL PLANT MATERIAL SIZES AND QUALITY TO CONFORM TO AIERICAN ASSOCIATION OF NURSEAYIEN, AMDBCAN STANDARD FOR NURSERY STOCK CURRENT EDITION. 3, UNLESS OTHERWISE HOLED, CIMIMONS SHOWN AT M DL49S ARE TO OUTSIDE FACE OF EXIDIM STLO WALLS. SEE AROUTECRIRAL DETAILS FOR RELATION OF STUD TO FACE OF FOUNWRON. 4, ALL PLANT MATERIAL SHALL BE OF NURSERY STOCK AND SHALL S OF THE TYPE, S12E AND CONTENTION SPECIFIED. THE PLANT MATERIAL SHALL EXHEW NORMAL HABITS OF GROWTH FOR THE SPECIES, SHALL HAVE BUDS INTACT AND SHALL BE FREE OF DISEASE INSECTS, SCARS, BRUISES, BREAKS SEED AND WEED ROOTS 5. LANDSCAPE CONTRACTOR SHALL DERBY LOCATION OF ALL SITE UTILITIES PRIOR TO LANDSCAPE IMPLEMENTATION. PLANT LOCATIONS MAY BE ADJUSTED TO AVOID CONFLICT. 6. LANDSCAPE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PROTECT EXISTING 911E IMPROVEMENTS PAWNS WALLS, AND UNDERGROUND UPUTES DAMAGE STALL BE REPAIRED 70 THE OWNEIYS SATISFACTION AND AT NO ADDITIONAL COST TO THE OWNER. 7. PLANT COUNT IS FOR THE CONTRACTORS CONVENIENCE; IF THEE IS A DISCREPANCY. THE PLAN SHALL GOVERN. ACTUAL PLANT QUANTITIES TO BE DETERMINIST) BY REQUIRED PLANT SPACING S. SUBSTITUTION OF PLANT VARIETIES DIE TO LACK OF AVAILABILITY SUIMECT TO WRITTEN APPROVAL BY THE LANDSCAPE ARCHITECT 9. FINISH GRADE OF MULCHED LANDSCAPE AREAS MUST BE GRADED TO 1/2' MAX BELOW CONCRETE OR OTHER PAVED SURFACE'S 10. FERRITE ALL PLANT MATERIAL WITH APPROVED STARTER FER70M 11. ALL LANDSCAPE AREAS ARE TO BE MAINTAINED BY A LICENSED PROFESSIONAL LANDSCAPE MAINTO NCE COMPANY. 12. ALL RANT MATERIALS SHALL BE GIWRMI® FOR ONE YEAR 13. ALL SHRUB AND GROUNDCOVER AREAS SAL BE DRESSED WITH 3' OEM MEDIUM BARK MULCH. ALL AREAS LEFT RPUNTED SHALL BE DRESSED WIN 3' DEPTH MEDIUM BARK MULCH 14. MEDIUM BARK MULCH SHALL CONSET OF DOUGIAS FIR, PINE, OR HEMLOCK BARK IT Simi BE GROUND SO THAT ON A LDOSE VOLUME BASIS. A MINIMUM OF 95% PASSES A 2-INCH SIEVE AND ND MORE THAN 3D PERCENT PASSES A N0. 4 SIEVE. THE BARK MULCH SHALL NOT CONTAIN SALTS RESIN. TANNIN. OR ANY OTHER DEIETETIOUS MATMAL IN QUANTITIES THAT WOULD BE DETRIMENTAL. TO PLANT LIFE 15. STREET TREE IN TREE GRATES Ml RECEIVE 36-INCH CDMPACIFD DEPTH (85 s COMPACT) IMPORT TOPSOIL CONSSONG OF 1/3 LOW SOIL, 1/3 YARD WASTE COMPOSTT, AND 1/3 SAND. PACIFIC TOPSOILS, ING:. SUPREME MIX OR EQUAL AS APPROVED IN WITTING BY THE LANDSCAPE ARCHITECT, 18. PLANTING BEDS (EXCWCNG RAISED PLANTERS, PDT% AND PIT PLANTING) SIWL RECEIVE 12-INCH COMPACTED DO" (85 X COMPACT) IMPORT TOPSOIL WORK OF 1/3 LOW SOB, 1/3 YARD WASTE COMPOST, AND 1/3 SEND. PACIFIC TOPSOILS, INC. SUPREME MIX OR EQUAL AS APPROVED IN WADING BY THE LANDSCAPE NRC IFECT. 17. LIGHTWEIGHT TOPSOIL MD FOR RAISED PLANTERS AND POTS SHALL BE CEDAR GROVE ROOFTOP PLANTER MIX OR EQUAL AS APPROVED O WRITING BY THE LANDSCAPE ARCHITECTT, 18. ROOT BARRIERS NEAR TREE PLANTINGS SHALL BE HIGH IMPACT POLYPROPYLENE TREATED WITH W INHIBITORS, 18' Hr. MIN., WITH )4" RAISED VERr. RIBS 6' O.C., OR APPROVED EQUAL TOP OF BARRIER SHALL NOT PROJECT MORE THAN )f ABOVE SOIL AND SHALL BE COVERED BY MULCH. SEE LANDSCAPE PLANS FOR LDCAl10NS. (1) TREASURE ISLAND (2) CREEPING CORAL BE' JENNY LWASON CYPRESS (1) ORANGE SEDGE (1) CREEPING JENNY (1) AMETHYST MIST (3) BLACK MONDO GRASS OPTION 1 OPTION 2 5 27" SQUARE PLANT POT, TYP. SCALE: 12" = 1'-T (29) BLACK MONDO GRASS 3" DEPTH, 1'-2' 1 BEACH PEBBLES EKED RIVER ROCK i WATER FEATURE —(2) CREEPING JENNY PLANTER W/ WATER FEATURE SCALE: 12" = V-W (2) CREEPING JENNY (3) SKY PENCIL JAPANESE HOLLY (1) GOLDEN JAPANESE (9) GOLDEN VARIEGATED SWEETFTAG FOREST GRASS (1) PURPLE SHAMROCK HERE LATTICE"(1)I BOSTON IN' 4' PLANT POT, TYP. � ! PLANT POT W/LATTICE, TYP. SCALE: 12" = V-0' SCALE: 12' = 1'-0" U J LANDSCAPE LEGEND o QTY. BOTANICAL NAME COMMON NAME SIZE ROOT SPACING CONDITION = 4-0 E EVERGREEN TREES�/�roro Y�Y VJ E p p a M F 18 O CHAMAECYPARIS OBTUSA 'GRACILE' SLENDER HINDKI FALSE CYPRESS 6' HT. B&B OR CONE. PER PLAN O2 MED: LG. DECIDUOUS TREES FRAXINUS AMERICANA 'EMPIRE' EMPIRE ASH 2" CAL B&B PER PLAN SMALL DECIDUOUS TREES Wi CORNUS 'EDOIES WHITE WONDER' EDDIES WHITE WONDER DOGWOOD 1-I/2' CAL B&B OR CONT. PER PUN ®"��JJ�� 6 MALUS 'IFS-KW5' ROYAL RAINDROPS CRABAPPLE 1-1/2' CAL On OR CONT. PER PLAN MeW R.Easter -RLA, ASIA LARGE SHRUBS 8 PIERIS JAPONICA 'FOREST FLAME' FOREST FLAME JAPANESE PIERIS 24" HT. CONT. 5' O.C. MMnnIHyy �o 21 Q 14 PISTILS S JAPONICA VALLEY VALENTINE' RISES SANGUINEUM VALLEY VALENTINE JAPANESE PIERS RED -FLOWERING CURRANT 24" HT. 24" HT. OONT. CONT. 4' O.C. S, O.C. dvUyd O 14 SPIREA THUNBERGII 'OGON' GOLDEN THUNBERG'S SPIRFA 24" HT. CONT. 5' O.C. MEDIUM SHRUBS 8TA�E- WASHINOTON 37 ITFA VIRGINICA 'SPRICH' LITTLE HENRY SWEEfSPIRE 18' M. CONE. 30' O.C. REOISTERFD uN°su,veARCNrrECT ® 17 LONICERA PILEATA PRIVET HONEYSUCKLE,„.,,_ _ _ 18' HT. CONT. 5' O.C. ,�f O— 63 4 4 PIERIS JAPONICA 'CAVATINE' CAVATINE DWARF JAPANESE PIERS 24- HT. CONT. 2' D.C. MELLV a. ens e t Q 18 "RHODODENDRON 'MARDI GPAS' MARDI GRAS RHODODENDRON 24' HT.. CONT. 3' O.C. C re Nome 0— 20 ROSA X 'RADRAZZ' KNOCKOUT ROSE 18' HT. CONT. 3' O.C. Issue Dates Rev. Date I Desc. SMALL SHRUBS 12/19/2014 BUILDING PERMIT ® 104 4 BERBERS THUNBERGII ATROPURPUREA 'CONCORDE' CONCORDE JAPANESE BARBERRY 18' HT. CONT. 24" O.C. SUBMITTAL (9- 21 BERBERIS THUNSERGII 'GORUZAM' GOLDEN RUBY BARBERRY 12' HT. CDNT. 24" O.C. 2/13/2015 MEP COORD/81f) E) 104 LAVANDULA ANGUSTIFOLIA 'HIDCOTE SUPERIOR' HIDCOTE SUPERIOR ENGLISH LAVENDER i GAL CONT. 18" O.C. SET Q7 5/22/2015 BID SET/PERMIT ORNAMENTAL GRASSES Q 1/29/2016 VE-RENSONG mm(MA 4 ACORUS GPAAIINEUS 'OGON' GOLDEN VARIEGATED SWEETFU 4' POT CDNT. B' O.C. BOUTEUA RACIUS 'BLONDE AMBITION' BLONDE AMBITION BLUE GRAMA GRASS 1 GAL CDNT. 30' O.C. 3 6/1/2016 FOR CONSTRUCTION 0-14 HAKONECHLOA MACRA 'ALL GOLD' ALL GOLD JAPANESE FOREST GRASS I GAL CONT. 18" O.C. 4 12/05/2017 FAST SIDE PLMIERS 1 19 IMPERATA CYLINORICA 'RUBRA' JAPANESE BLOOD GRASS 1 GAL. CONT. 12' O.C. PANICUM VIRG . 'ROTSTRPHLBUSCH' SWITCH GRASS 1 GAL CONr. 30' D.C. REVILE Q 6 SIT A BRACHYMICHA KOREAN FEATHER REED GRASS 18" HT. CONT. 3D" O.C. CODE ^' -�' ANNUALS, PERENNIALS & GROUND COVERS C )Mp LIANCE 4 AIUGA EBERRY MUFFIN' P.PAF. RY MUFFIN CARPET BUGLE BLUEBENS ��� aOVED 290 MAHONIA REP CREEPING MAHONIA I GAL. CONT. 30" O.C. VINES FEB 2 2018 • 10 PARTHENOCISSUS TRICUSPIDATA VETTCHII' VEITCHII BOSTON ION 1 GAP_ CONT. PER PLAN DECORATIVE POTS ISO ACORUS GRAMINEUS 'OGON' GOLDEN VARIEGATED SWEETFLAG 4' PDT CONT. 8' O.C. 13 CAREX TESTACEk SEDGE I GAL CONT. AILS PER OI��,y` Tukwila 0— 13 CHAMAECYPARIS LAWSONNNA TREASURE ISLAND' TREASG RE ISLAND IAWSON CYPRESS 5 GAL CONT. PER PLANE 'X" DETAILS '7 o ��. O 8 CHAMAECYPARE OBTUSA 'NANA GRACILE' DWARF HINOKI CYPRESS 5 GAL CONT, PER PLANT POT I L D I N 0--- 19 HAKONECHLOA MACRA 'ALL GOLD' ALL GOLD JAPANESE FOREST GRASS 1 GAP.. CONT. PER PLANT NCS DIVISION. O 5 HERE 'PURPLE SHAMROCK' PURPLE SHAMROCK HEBE 1 GAL CONT. PER PLANT POT DETAI O— 13 HEUCHERA 'AMETHYST MIST' AMETHYST MIST CORAL BELLS I GAL CONT. PER PLANT POT DETAILS 8B 48 ILEX CRENATA 'SKY PENCIL' SKY PENCIL JAPANESE HOLLY 5 GAL. CONT. PER PLANT POT DETAILS 0 6 0— 6 LAVANDULA ANGUSTIFOMIA 'HIDCOTE SUPERIOR' HIDCOTE SUPERIOR ENGLISH LAVENDER 1 GAL CONT. PER PLANT POT DETAILS Z H ® 67 LYSMACHLA NUMMELARLA 'AURFA' CREEPING JENNY 4' POT CONT. PER PLANT POT DETAILS g H(. 68 OPHIOPOGON PLANISGAPUS 'NIGRESCENS' BLACK MONNO GRASS 4' POT CONT. PER PLANT POT DETAILS • 8 PARrHENOCISSUS TRICUSPIDATA VETTCHII' VETCHII BOSTON ION 1 GAL CONT. PER PLANT POT DETAILS J F 0 ' �;5 ABBREVIATIONS: m B&B = BALLED AND BURLAPPED 1• ° ,g, .. a CAL F o CONT. - CONTAINER LU S w 8 NT. - HEIGHT 0 c O.C. = ON CENTER N o€ Q a SPIT. SPREAD a s 3 0 J ° n ° i m Lr4 0 4 Q F WnLL fir% a3, H PROJECT #: LA-1113 FILENAME: LA1113-L20 DRAWN BY: CPIRSILP/MB (3) SKY PENCIL JAPANESE HOLLY (14) GOLDEN VARIEGATED SWEEIFIAG (1) HIDCOTE SUPERIOR ENGLISH LAVENDER 6' PLANT POT W/LATTICE ON TERRACE, TYP. SCALE: 12' - V-0' (2) DWARF HINOKI CYPRESS (3) GOLDEN JAPANESE FOREST CRASS LANDSCAPE SCHEDULE, NOTES & DETAILS (I) CREWING JENNY I 20 12 8' PLANT POT L SCALE: 12" = T-0" CONSTRUCTION SET i .JOHNSON BRAUND IINC. January 31, 2018 Allen Johannessen City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Tukwila Village Building E Post Permit revisions Site Address: 4450 South 144' Street Project No. D14-0389 Dear Allen, Please find attached (4) copies of the revised sheets for the post -permit revisions to the approved permit for Tukwila Village Building E #1314-0389. The revisions have been made in response to the following: 1. , Smoke Control permit coordination a. Remove elevator pressurization for ease of smoke control performance & testing.* b. Provide smoke doors at the elevator hoistways.* c. Provide 2-hour rating at fire command center. d. Provide (2) additional shafts for smoke control levels 2-roof at the west corridor ends. *These items were previously reviewed via email with building department and fire department. See attached email. 2. Alternate Methods & Materials Request: Stairway Construction in podium building. Per my previous correspondence with Jerry Hight, we are proposing an AMMR to allow the wood frame stairway construction to continue down from the type VA construction through the type IA construction podium. Exit enclosure in the type IA construction is increased to 3-hour construction with 3-hour opening protection. Additional fire sprinkler protection extended to the mid -landings within the type I construction. This has been informally reviewed as acceptable by Al Metzler (email) and Jerry Hight (voicemail), see attached email pdf. See attached for formal AMMR request submittal. This request has been previously approved for Tukwila Village Building D. Note also that this request has been approved by City of Bellevue and City of Kirkland. 3. Ongoing Construction coordination: a. Revised spot grades at FF adjacent to 144" per ROW coordination. Residential lobbyRECEIVED entry raised 6", added interior ramp to accommodate. CITY OF TUKWIU b. Revised storefront windows on 1441 frontage to accommodate slope of R.O.W, added concrete curb wall below, raised storefront head 6". FEB 02 2018 c. Raised canopies up 12"+/- to maintain 8'-0" min. clearance above sidewalk. 1\ 1 -10....PERMIT CENTER REVISION,-Z 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 �• •.•++.ems■ Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Page 2 d. Revised storefront doors at commercial tenant space to accommodate the pharmacy & health clinic. e. Enlarged van stall at internal drive to accommodate new SHAG bus dimension. Added additional van stall at this location to serve building D. f. Added concrete planters along east edge at townhome entries. Remove stair access at porched to (2) southerly most TH units due to footing / stair conflict. g. Added mechanical louvers at storefront windows (above canopies) and in garage walls mezzanine level. h. Revised levels 3 -5 corridor floor assembly type 8B to utilize 2x6 framing and suspended GWB to accommodate plumbing in corridors and maintain ceiling height. See attached structural framing plans. (Note this revision has been previously approved for Tukwila Village Building D.) i. Added wall type for fire barrier walls at trash room. j. Revised floor ceiling assembly 8A & 8A1 as required STCMIC floor coverings noted in previous assemblies are no longer available. k. Removed concrete walls at elevator hoistway door opening, replace with 2-hour rated shaft wall. 1. Removed window at stair floor landings on west facade to avoid need for fire rated glass. in. Revised elevator machine room to 2 hour rated at north elevator. n. Added vestibule at,level,I & mezzanine north garage lobby entrance to maintain building security and free access to exit stairs. o. Updated door schedule accordingly. The revisions have been made to the following sheets as noted below. Revisions have been clouded and identified with Delta / date. 1. CS: a. sheet index has been updated with revision #. b. Updated legal description per completed lot consolidation. 2. A001: a. Revise code note 8, to remove elevator pressurization. b. Add code note 14: for stair AMMR detail. c. Revised number of accessible stalls — lost (1) access aisle per mechanical equipment. Still in compliance. 3. ASO1: a. Corrected grades at commercial frontage & lobby per 1441 ROW work. b. Corrected address and provided new legal description per lot consolidation. c. Added /Enlarged van stalls at surface parking between buildings D & E. d. Added concrete planter wall along east edge. e. Remove stairs at southerly (2) TH porches. 4. A004: a. Level 1: corrected exiting from garage per residential and commercial garage separation separate exits. b. Level M: provide secure vestibule and stair access at north lobby. c. Added concrete planter wall along east edge. d. Remove stairs at southerly (2) TH porches. Page 3 5. A005: a. Revise stair enclosure wall tags at stairs in Type 1 A construction (levels l & M), b. Add poche for 3 hour rated stair enclosure walls per AMMR. c. Revised wall tags at elevator hoistway door. d. Add note for 2-hour rated fire command center. e. Add fire resistive construction note for AMMR. f. Elevator machine room 2 hour rated at abutting condition (NE). 6. A005a: a. Revised wall tags at elevator hoistway door. b. 1-hour fire barrier designation at trash room. c. Added shafts — 2 hour poche & wall tags. 7. A006a: a. Add wall type 4Hl for 3 hour rated wall at stair per AMMR. b. Add wall type 4J 1 for elevator hoistway shaft wall. 8. A006b: Add wall types 7E for fire barrier wall at trash room. 9. A006c: Revise floor types 8A, 8A 1. Revise / Move corridor floor type to this sheet. 10. A006d: Relocated 8B to sheet A006c/Corrected insulation note on assemblies 9A & 9A1. 11. A100: a. Revised stair enclosure to 3 hour rated per,AMMR. Revised notes. b. Revised fire command center to 2-hour rated, per IBC 911 WA state amendments. c. Added smoke door SD, at elevator hoistway -north lobby. d. Elevator lobby/utilized at elevator south. Door ratings revised accordingly. e. Added vestibule to north garage lobby entrance to provided secured access to lobby and free access to stair. f. Revised FF along 144' frontage. Added ramp up 6" to lobby. g. Removed concrete walls at elevator hoistway doors. h. Revised storefront doors at.pharmacy / health clinic commercial space. 12. A101: a. Stair enclosures revised to 3-hour construction per AMMR. b. Smoke door SD added to elevator hoistway north. c. Elevator lobby utilized at elevator south. Door ratings revised accordingly. d. Removed concrete walls at hoistway doors. e. Added vestibule to north garage lobby entrance to provided secured access to lobby and free access to stair. f. Provided concrete openings for mechanical louvers in south & west walls. Mechanical garage exhaust equipment encroaches on accessible stall access aisle, convert to standard stall. 13. A 102, 103 & 104: a. Added smoke door SD to elevator hoistways. b. Added column to support revised corridor framing near elevator 1 at corridor intersection. c. Added (2) shafts for smoke control at unit stacks 04 & 32 . 14. A 106: a. Added smoke door SD to elevator hoistways. b. Added column to support revised corridor framing near elevator 1 at corridor intersection. c. Added (2) shafts for smoke control at unit stacks _04 & 32 . d. Relocate accessible unit from 532 to 530 due to shaft in item c. Page 4 15. A108: a. Added new shafts, extend to roof. 16. A200: a. North elevation: Storefront revisions at 1441 frontage (curb / head ht. canopy height, add mech louvers). b. East elevation: revise storefront at office & mezzanine meeting room due to revised FF level & ceiling heights. c. East elevation: relocated window from electrical room to stair. d. Add mechanical louver. 17. A201: a. West elevation: Removed windows in stair towers. b. West elevation: Reduced number of Greenscreens per Artist contact. c. West & south elevation: Added concrete reveal lines to exposed garage wall. d. Added mechanical louver vents. 18. A313: Revised corridor floor framing — wall section 1. 19. A400 & A400a: a. Add vestibule at garage entry' b. Add smoke door to elevator. c. Removed concrete walls"at elevator door: . d. Revise stair enclosure to 3 hour'walls. e. Revised interior elevation E at office & A..at lobby. f. Added ramp to -accommodate 6" slab elevation. g. Revised RFP heights,. 20. A401: \ a. Add vestibule at garage entry. b. Add smoke door to elevator. c. Removed concrete walls at. elevator door. d. Revise stair enclosure to 3 hour walls. e. Add interior elevation at bar sink 21. A402: a. Provide elevator lobby. Revise door ratings accordingly. b. Removed concrete walls at elevator door. c. Revise stair enclosure to 3 hour walls. 22. A403: a. Provide missing dimensions. 23. A404: a. Provide missing dimensions. b. Added wall type poche at shafts. c. Added smoke doors to elevators. 24. A405: a. Provide missing dimensions. 25. A425: New mechanical shaft in unit type 2BED-E. 26. A450,451 & 453: AMMR request for wood stairs in type 1 A construction — 3 hour enclosure and opening protectives. 27. A460: a. Elevator pressurization note removed. Hoistway ventilation note added. b. Add smoke doors to hoistway. (Elevator lobby at level 1 & M south elevator) c. Removed concrete walls at hoistway doors, replace with 2 hr. shaftwall. Page 5 28. A500: Revised detail 4 for storefront curb. 29. A510 & 511: Canopy details revised per submittal review & storefront revisions. 30. A600: Door schedule revisions per items noted above. 31. A620 storefront revisions per items above and submittal review. 32. Structural framing plans sheets S4-S08and details sheets S 12 — S 15 are revised for corridor framing and shaft revisions. See also attached structural calculations. Any changes on the sheets have been clearly identified by clouding the changes and denoted with delta, dated 06-08-2017 for post permit changes and 1-31-2018 for subsequent RFI responses permit changes. Your timely review of the revised submittal would be greatly appreciated. Please contact me if you have any further questions or comments. Sincerely, JOHNSON BRAUND, INC. -� A i Mor A* IN Diana Keys, Director of Housing Attachments: AMMR form Email from Al Metzler, dated Nov. 15, 2016 Email from Al Metzler, dated Feb. 13, 2017 Structural calculations, dated June 8, 2017 Diana Keys From: Al Metzler <AI.Metzler@TukwilaWA.gov> Sent: Tuesday, November 15, 2016 3:59 PM To: Diana Keys Cc: Allen Johannessen; AI Metzler, Don Tomaso Subject: RE: Elevator Lobbies Follow Up Flag: Follow up Flag Status: Flagged Diana — The Fire Marshal's office agrees with your IBC analysis. However, as part of the smoke control system we consider it imperative that the entire elevator hoistway be protected from smoke intrusion. Therefore, we are accepting of the proposed revisions with the addition of smoke doors at the podium level as well so that all hoistway openings are protected. Please show the additional smoke doors on the revised plans. Please don't hesitate to contact me if there are any additional concerns. Thanks, Al Metzler CFPE, CFI, CBPE, CBI, CMI Fire Project Coordinator/Senior Inspector Tukwila Fire Marshal's Office 6300 Southcenter el Suite 209 Tukwila, WA 98188 206.971.8718 (Desk) 206.575.4407 (Office) 206.575.4439 (FAX) Al. metzler@tukwilawa.gov TUKWILA - The city of opportunity, the community of choice. NOTICE: All emails, and attachments, sent to and from the Tukwila Fire Marshal's Office are public records and may be subject to disclosure pursuant to the Public Records Act (RCW 42.56). From: Diana Keys [mailto:dianak@johnsonbraund.com] Sent: Wednesday, November 09, 2016 10:17 AM To: Al Metzler <AI.Metzler@TukwilaWA.gov> Cc: Don Tomaso <Don.Tomaso@TukwilaWA.gov> Subject: RE: Elevator Lobbies Al, Ordinance 2326 applies to buildings of five stories of type VA construction. This ordinance is applicable to Tukwila Village Building D (D14-0326) which is 5 stories VA over 1 story (+ basement + mezzanine) of Type 1A. Our proposed revision is to replace the elevator pressurization for the building and provide elevator lobbies in the 5 levels of VA per Ordinance 2326. For the lower level type 1A building (Horizontal building separation IBC 510.2) we will be utilizing the 2012 IBC 713.14.1, exception 4 in lieu of elevator lobby (Full NFPA 13 sprinkler system). Building E (10114-0389) is only 4 stories of VA over podium and ordinance 2326 does not apply. Ordinance 2330 for mid - rise buildings applies, but does not have specific requirement for elevators, thus the 2012 IBC governs. For the type VA construction we propose utilizing the 2012 IBC 713.14.1, exception 3 in lieu of elevator lobby (additional smoke doors at hoistways). This allows us to maintain the corridor continuity required per IBC 1018.6. For the type 1A podium construction levels 1 & Mezzanine, we propose utilizing the 2012 IBC 713.14.1, exception 4 in lieu of elevator lobby (Full NFPA 13 sprinkler system). Please let me know if understanding is correct. (Note that I am referencing the 2012 IBC, as that is the code that the projects'are permitted under.) Thanks, Diana Keys I Principal I Director of Housing I LEED AP JOHNSON BRAUND, Inc. 15200 52nd Ave S Seattle, WA 98188 Direct line: 206-204-0518 (ext 118) T 206-766-8300 dianak(&iohnsonbraund.com www.iohnsonbraund.com From: AI Metzler [mailto:A[.Metzler@TukwilaWA.gov] Sent: Wednesday, November 9, 2016 9:10 AM To: Diana Keys <dianak@johnsonbraund.com> Cc: Don Tomaso <Don.Tomaso@TukwilaWA.gov>; Al Metzler <AI.Metzler@TukwilaWA.gov> Subject: Elevator Lobbies Hi Diana — I just wanted to clarify that elevator lobbies are the only alternative to pressurization that the Fire Marshal's Office will consider. The requirements of City Ordinance # 2326 are specific and do take precedence over any other requirements. I hope this will clear up any confusion. Please don't hesitate to contact me if there are any additional concerns/questions. Thanks, AI Metzler CFPE, CFI, CBPE, CBI, CMI Fire Project Coordinator/Senior Inspector Tukwila Fire Marshal's Office 6300 Southcenter BI Suite 209 Tukwila, WA 98188 206.971.8718 (Desk) 206.575.4407 (Office) 206.575.4439 (FAX) Al, metzler@tukwilawa. aov TUKWILA - The city ofopporWnity, the community ofchofce. NOTICE: All emails, and attachments, sent to and from the Tukwila Fire Marshal's Office are public records and may be subject to disclosure pursuant to the Public Records Act (RCW 42.56). Total Control Panel To: dianak@iohnsonbraund.com Remove this sender from my allow list From: al.metzler@tukwilawa.gov You received this message because the sender is on your allow list. Lo in Diana Keys From: Al Metzler <AI.Metzler@TukwilaWA.gov> Sent: Monday, February 13, 2017 10:51 AM To: Diana Keys; Jerry Hight Cc: Allen Johannessen; Don Tomaso Subject: RE: Tukwila Village Podium building / Stair Construction - Alternate Method Request Diana — If the Tukwila Building Department approves this request then in fact, NFPA 13 does require sprinklers be installed at the mid -level and floor level landings. (NFPA 13 Sec. 8.15.3) Thanks, AI Metzler CFPE, CFI, CBPE, CBI, CMI Fire Project Coordinator/Senior Inspector Tukwila Fire Marshal's Office 6300 Southcenter el Suite 209 Tukwila, WA 98188 206.971.8718 (Desk) 206.575.4407 (Office) 206.575.4439 (FAX) Al. metzler@tukwilawa. aov TUKWILA - The city ofopportunity, the community of choice. NOTICE: All emails, and attachments, sent to and from the Tukwila Fire Marshal's Office are public records and may be subject to disclosure pursuant to the Public Records Act (RCW 42.56). From: Diana Keys[mailto:dianak@johnsonbraund.com] Sent: Monday, February 13, 2017 10:34 AM To: Jerry Hight <Jerry.Hight@TukwilaWA.gov> Cc: Allen Johannessen <AI.Johannessen@TukwilaWA.gov>; Al Metzler <AI.Metzler@TukwilaWA.gov> Subject: Tukwila Village Podium building / Stair Construction - Alternate Method Request Importance: High Jerry Does the City of Tukwila have a precedent for approval of an AMM request for wood stairs extending down through the 3-hour podium within the rated exit enclosure? The logic being that the stair construction is all open to and within the same rated enclosure as it passes through the two different construction types, therefore does not make any difference if combustible vs. non-combustible from a fire life safety perspective. Once you are in the rated protected exit enclosure, you are protected through the means of egress to exit discharge. Summary: The Tukwila Village project contains "podium" buildings with type VA construction above type 1A podium per IBC 510.2 A three hour horizontal assembly (concrete transfer slab) separates the two buildings. Stair enclosures above/below the horizontal assembly have 2 hour (non-combustible)fire rating/90 minute door. The question is in regards to the stairway construction within the 2 hour enclosure. IBC 1009.9 Stairway Construction states that stairways shall be built of materials consistent with the type of construction for the building. The stairway passes through both the type VA (combustible) and type 1A (non-combustible) construction type in one continuous open shaft/exit enclosure. Currently the plans are approved with wood stairs above the podium in the type VA construction and steel stairs below the podium in the type 1A construction. Even though they are open to one another in the same 2-hour enclosure. Other jurisdictions (i.e. Seattle) have a specific code allowance in section 510 that addresses this issue to allow the wood stairs to continue down through the type 1A portion of the podium building. We have two other projects in Bellevue and in Kirkland that are allowing us the use of an Alternate Methods Request for the wood frame stair construction to extend down through the podium as long as we extend/turn down the three hour separation at the stair enclosure as it passes below the transfer slab to maintain the separation between the type VA & type 1A construction types — and thus allowing the stairs to be consistently constructed of wood within the enclosure. The opening would be protected with a 3 hour rated door. See snipets below from City of Bellevue and City of Kirkland on this issue. DBeckCbellevuevia.gov D:ra Keys RE:16-129615 BB Crossroads Senior Living Diana — This can be addressedvia an AMM, which should include the following items: 1. The shaft at the bottom would need to be a 3-hour rated and be constructed of non-combustible constructic 2. Opening protections would be required to be 3-hour rated. 3. The sprinkler system would need to be expanded to include the mid -level and floor level landings. The architectural and structural drawings would also need to be updated to show the proposed conditions. Hope this helps. Thanks for bringing this to my attention. Doug tion i/23MI7 2:44 Psd J_ Tanya Elder <TElder kirk1andwa. ov> �+ RE: 'Bark Lane Stairs at concrete levels To Dana Keys Cc Att*r.., V4d Chn-,tophu Ta,",-tr, Scott erer er (SBre.:ef rorst^ ta' rapEr e Ed Segat (t 4renta tes-tts xon); rn Aeh3cwnp=s3c.cXn follow up. Start by Monday, January 23, 2017. Due by Monday, January 23, 2017. You replied to this message on 1/23/2017 3:19 PM. This message is part of a tracked conversation. Click herd to find all related messages or to open the original flagged mesa + Get n Mello Diana, our building official has decided to allow the option that matches what Bellevue accepted (rather than what allows). Please email the completed Code Alternate Bequest directly to me, with the design justification for t rated enclosure with wood stairs. Then upload the revised plan sheets to MyBuild ngPermit.com so the modifications can be reviewed, approved, and given back for use in the field Thank you, Tanya TanyaElder Building. Plans Examiner kirklandRermits.net 425-587-3614 Would the City of Tukwila accept this same AMM request for the podium buildings at Tukwila Village? Building D is under construction now and if approved would be submitted as a post permit revision. Please call to discuss. Thanks, Diana Keys I Principal I Director of Housing I TEED AP JOHNSON BRAUND, Inc. 15200 52nd Ave S Seattle, WA 98188 Direct line: 206-204-0518 (ext 118) T 206-766-8300 dianakla�iohnsonbraund.com www.00hnsonbraund.com Total Control Panel To: dianak@iohnsonbraund.com From: al.metzler@tukwilawa.gov Remove this sender from my allow list You received this message because the sender is on your allow list. Login Alternate Materials, Methods or Modifications Request Form For Department Use Only Alt M #: Date Received: Date Reviewed: Date Completed: Approval: ❑ Yes ❑ No Project Name: Permit Number: Application Date: Tukwila Village Building E D14-0389 01-31-2018 Project Address: Property Owner: 4450 S. 144th Street Tukwila Village Development Associates, LLC. Contact Person: Title: Address: Diana Keys Director of Housing 201 27th Ave, Bldg. A, suite 300 Address: City, State, Zip: 15200 52nd Ave. S, #300 Seattle, WA 98188 Puyallup, WA 98374 Phone Number: Fax Number: Phone Number: Fax Number 206-766-8300 na 253-231-5001 na E-Mail Address: dianak@johnsonbraund.com Type of Project: CZ Building ❑ Electrical ❑ Mechanical ❑ Plumbing ❑ Fire ❑ Land Surface Modification Type of Request: ® Alternate Materials ❑ Alternate Methods [X Modification of Code or Standard Has the installation been made? I ® Has a violation been noted? I Date: I Inspector/Plans Examiner: Y P s Mn ❑ Yes No Applicable Code/Standard: CK IBC ❑ IRC ❑ IFC ❑ NEC ❑ IMC ❑ IFGC ❑ UPC ❑ COK Municipal Code ❑ Other: Specific Code Section, Rule or Standard: IBC 1009.9 Stairway Construction Statement of Problem: The project is a "podium" building with Type VA construction above Type 1A podium per IBC 510.2 A three-hour horizontal assembly (concrete transfer slab) separates the two buildings. Stair enclosures above and below the horizontal assembly have 2-hour (non-combustible) fire rating / 90 minute door. The issue is in regards to the stairway construction within the 2-hour enclosure. IBC 1009.9 Stairway Construction states that stairways shall be built of materials consistent with the type of construction for the building. The stairway passes through both the Type VA (combustible) and Type 1A (non-combustible) construction type in one continuous open shaft/exit enclosure. This would require the stairs below the 3-hour horizontal assembly be constructed of non-combustible materials, in the same open shaft/enclosure. For consistency of construction and detailing, would like to maintain wood frame stairs from top to bottom in same shaft/exit enclosure. Page lof 2 Alternate Proposal: (Attach additional pages, plans, drawings, technical reports, descriptions etc. to support proposal) Proposed Alternate Methods/Materials request to extend/turn down the three hour separation at the stair enclosure as it passes below the transfer slab to maintain the separation between the Type VA & Type 1 A construction types, thus allowing the stairs to be consistently constructed of wood (combustible construction) within the rated enclosure: 1. The exit enclosure below the 3-hour horizontal assembly will be 3-hour rated concrete (non-combustible) Type 1A construction. The exit enclosure above the 3-hour horizontal assembly will be 2-hour rated wood frame (combustible) Type VA construction. 2. The opening protectives in Type 1A construction to be 3-hour rated. The opening protectives in Type VA construction to be 90 minute rated. 3. The sprinkler system (NFPA 13) would be extended to include both the floor level and mid -level landings in the Type 1A construction. See attached revised drawings incorporating these items throughout the drawing set. I certify that I am the owner or owner's agent and have the authority to request the above stated alternate materials, methods of construction, or modification in building code requirements. I understand that this request is subject to review and may be approved or denied in part or in whole. The City of Kirkland's decision will be in writing and will be specific to this request, unless otherwise noted. Signature Title Director of Housing Date01-31-2018 Print Name. Diana Keys For Department Use Only. Reviewed by: Date: Recommendation: ❑ Approve ❑ Den Comments: Reviewed by: Date: Recommendation: ❑ Approve ❑ Den Comments: Reviewed by: Date: Recommendation: ❑ Approve ❑ Den Comments: Final Review: Date: Final Status: ❑ Approved ❑ Denied Comments/Conditions: Page 2 of 2 Y q�Eb � MAY 10 2016 IUD REID MIDDLETO IN NC, tea° i5.��, c5oi i 0e4 STRUCTURAL CALCULATIONS ADDENDUM ITEM Detention Vault .................. Iffiv BUILDING E - DETENTION VAULT TUKWILA VILLAGE TUKWILA, WASHINGTON January 29t", 2016 hmitter PE, 2016. 1.36 s 37334 0X cTURALENG �SS/ONAL EaG Mount Vernon Office Lake Forest Park Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Tel 360.899.1110 Tel 206.523.0024 REVIEWED FOR CODE COMPLIANCE APPROVED MAY IQ 2016 City of Tu la BUILDING DIVISION PAGE 1to18 CITY OF TUKWILA MAY 0 6 2016 PERMIT CENTER Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Vault Calculation THIS PAGE INTENTIONALLY LEFT BLANK 0 1 CIS IM, Davido Consulting Group, Inc. DAVIDO CONSULTING GROUP, Inc. Made By: EM Date: 1/29/2016 Civil - Structural - Land Use 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Design Criteria lob Name: Tukwila Village - Detention Vault Seismic: Wind: Live Loads: Soils: Design Criteria Code: 2012 International Building Code Latitude = 47.474 North Longitude = 122.334 West Spectral Response Acceleration, Ss & S1 = 1.489 & 0.558 Spectral Response Acceleration, Sds & Sd1 = 0.993 & 0.558 Soil Site Class, Fa & Fv = 1.000 & 1.499 Response Modification Factor: Wood Levels = 6.5 Concrete Levels = 5.0 Exposure = B Basic Wind Speed = 85 mph Topographical Terrain = Flat Garage Floor = 40 psf *Garage Point Load = 3000 lbs *required per Table 4-1 of ASCE 7-10 From Geotechnical Report by Associated Earth Sciences, Inc dated March 18, 2013: Soil Bearing = 5,500 psf (Using Rammed Aggregate Piers) Unrestrained Soil Pressure = 35 pcf* + 8H psf (Seismic) Restrained Soil Pressure = 50 pcf* + 10H psf (Seismic) * Retaining walls with slopped backfill to have additional 20 pcf pressure Passive Soil Pressure = 250 pcf Coefficient of friction = 0.30 IBC Soil Site Classification = E* * Soil Site Class D used in design, more conservative in short-term design Vault Footing Bearing = 2, 000 psf (per Correspondace w/o Aggregate Piers) DCG fV - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --------------- ------------------------- ---------- --- 4 -0° 2 ; P4 .258. I 1 2829 P20Si2 1 TYF 16---TOF=282.97' ( .— -- 3'-0. - ----' L---- �2 TYP AT VAULT _ L --j}}.— _ _ _ _ i 1 10 1 1 Ic 1 + I i � 1 i I + i 1 I 1 1 I i — L---------- -------- _�--------------------- ---------------------------- -- ---- F10 l i I-------i FIO _ 'F —r� I F10----------- Fit �5 ------- — ---- — --` —� '------------- EC2 C2 ; ----' C4 ; G4 — - - - r------ -------I F----------------- ' C4 ' ; __) 7r__-I_-_-_----_----_-_--_-_-_-_-_---_1 ---_---V_A_UPL_ET VAULT OPENING 7=_00 ==-/-_PER P 2.2 _------------- ---- ---- ------------------------------------------------------R--------I _-__F - I+ 1 1 ' 16CA 3 -ATn DECKING 1 , Q Q -- w1 8° (TOTAL) QI rr-TOF=282.97' --- ------ -- - - - ------------ ---- - -- ---- ------------- - -------- ---------- --- ------ - --- - ---- -- - - --- , •--- ---• �--- ---, .--- ---• 1 I I 1 t , 1 � 1 1 1 I f __ 1---- 7----� J L_______J l________J l______ _J 1 l________ _ ________ _______ ____.___ 1 2 4'-0' — F10 Sty �--------I C1` , 1 i -1 ,1w-i 1 TOF=282.97- F----" ; TYP .AT VAULT ' I i 1 1 I I t C1 1 i 1 - F8 ---i---F8 ------------------ Tel - - --F8 --- fi0- ----- fi0 ---- F10 ---i--- 6 TYP '----- 2 1 +11112 -- i i I l I G 1 1 ■ �T� 1 1 1 I I I I --- -- -- ,cl Ici Detention Vault Layout 0 n G) M5 18 (Foundation Beam Design Cases I M4 14 6 7 3 1 3 4 5 2 1 Vault Lid Design Cases Davido Consulting Group, Inc. Member Diagram EM Jan 29, 2016 at 7:49 AM Lid Design.r2d W 0 n Y �T'x -2301b/ft 18 19 -30001b 6 7 -30001b 3 oaij4 4aW 5 -,=2 -30001 b -401 b/ft Loads: BLC 2, LL Davido Consulting Group, Inc. Loading Diagram EM Jan 29, 2016 at 7:50 AM Lid Design.r2d 0 n G) Y �X M5 18 19 580 580 M4 6 7 7 580 580 237.5 237.5 1 690 561.6 561.6 Results for LC 3, DL Y-direction Reaction Units are lb and k-ft 619.7 Davido Consulting Group, Inc. EM 690 90 2 P49Yll 5 262.1 Unfactored Dead Load Reactions Jan 29, 2016 at 7:52 AM Lid Design.r2d 0 0 G) M5 18 9 690 690 M4 6 7 1500 1500 -220.8 1199.8 98,3 Results for LC 4, LL Y-direction Reaction Units are lb and k-ft Davido Consulting Group, Inc. EM 1.2 1 1819.8 -478.4 F&MINI 285.5 232.4 -359.8 5NIA 118.6 7 2 59.6 7 5.5 98.3 Unfactored Live Load Reactions Jan 29, 2016 at 7:52 AM Lid Design.r2d 0 �. 0 n D. Beam: M2 Shape: CRECT8X12 Material: NW_Conc 4500 Length: 25 If I Joint: N6 J Joint: N7 Code Check: 0.480 (shear) Report Based On 97 Sections A Concrete Stress Block: Rectangular Cracked Sections Used: Yes Cracked 'I' Factor: .35 Effective'I': 179.2 inA4 lb .014 at 8.594 ft D in -.046 at 2.865 ft Beam Design does not consider any ACI 318-11 Code Check Top Bending Check 0.174 Location 6.25 ft Gov Mu Top 3.486 k-ft phi" Mn Top 20.069 k-ft Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi F'c 4.5 ksi Flex. Rebar Set ASTM A615 Shear Rebar Set ASTM A615 Span Information Span Span Length (ft) 1 0 - 6.3 2 6.3 - 12.5 3 12.5 - 18.8 4 18.8 - 25 2204.758 at 0 ft V lb -3320.242 at 6.25 ft M 3.486 at 6.25 ft -6.323 at 3.125 ft nor weak axis 'V' Forces. k-ft Maximum Moments Bot Bending Check 0.315 Shear Check 0.480 (y) Location 3.125 ft 'Location 5.729 ft Gov Mu Bot -6.323 k-ft Gov Vu 3259.825 lb phi*Mn Bot 20.069 k-ft phi"Vn 6792.056 lb Concrete Weight .145 k/ft^3 Top Cover 1.5 in X 1 Bottom Cover 1.5 in E Concrete 3824 ksi Side Cover 1.5 in Min 1 Bar Dia Spac. No Legs/Stirrup 2 Threshold Torsion .966 k-ft kFace Dist. (in) 0 0 0 0 J-Face Dist. (in) 0 0 0 0 RISA-2D Version 14.0.0 [PA ... \...\... \Design\Bldg E\2016-01-26 Vault Design\Lid Design.r2d] Page 1 DCG 9 0 Date: 1/26/2016 D C G Made By: EM Project: Tukwila Village - Bldg E Vault Description: Bottom of Slab Reinforcing b h b = 12.00 in h = 8.00 in Bar Clearance = 0.75 in M u = 6.32 K-ft fc = 4500 psi Fy = 60 ksi As,q'd = 0.21 in' Asm;,, = 0.28 in' = 4/3x As; ACI 10.5.3 USE: #5 AT 12 " o.c. OK! As = 0.31 in DCG 10 10 Date: 1/26/2016 Made By: EM Project: Tukwila Village - Bldg E Vault Description: Top of Slab Reinforcing b h b = 12.00 in h = 8.00 in Bar Clearance = 1.50 in Mu = 3.49 K-ft Pc = 4500 psi Fy = 60 ksi Asf,Q'd = 0.13 in' Asmi„ = 0.17 in' = 4/3x As; ACI 10.5.3 USE: #5 AT 12 " o.c. OK! As = 0.31 in DCG 11 Beam: M4 Shape: CRECT24X8 Material: NW_Conc 4500 Length: 6 ft I Joint: N16 J Joint: N17 Code Check: 0.154 (shear) Report Based On 97 Sections Concrete Stress Block: Rectangular Cracked Sections Used: Yes Cracked 'I' Factor: .35 Effective T: 3225.6 in14 3096 at 0 ft V lb A lb -3096 at 6 ft D in 4.296 at 6 ft M k-ft 0at3ft -3.948at3ft7 Maxim um Moments t3eam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. ACI 318-11 Code Check Top Bending Check 0.052 Bot Bending Check 0.048 Shear Check 0.154 (y) Location E ft Location 3 ft Location 4.188 ft Gov Mu Top 4.296 k-ft Gov Mu Bot -3.948 k-ft Gov Vu 2675.5 lb phi"Mn Top 82.538 k-ft phi"Mn Bot 82.538 k-ft phi" Vn 17407.789 lb Tension Bar Fy 60 ksi Concrete Weight .145 k/ft^3 Top Cover 1.5 in Shear Bar Fy 60 ksi k 1 Bottom Cover 1.5 in F'c 4.5 ksi E_Concrete 3824 ksi Side Cover 1.5 in Flex. Rebar Set ASTM A615 Min 1 Bar Dia Spac. No Legs/Stirrup 2 Shear Rebar Set ASTM A615 Threshold Torsion 2.415 k-ft Span Information Span Span Length (ft) kFace Dist. (in) J-Face Dist. (in) 1 0-6 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T 2 #6 Left B - Mid T - Mid B 2 #6 Right T 2 #6 Right B - RISA-2D Version 14.0.0 [PA ... \...\... \Design\Bldg E\2016-01-26 Vault Design\Lid Design.r2d] Page 1 DCG 12 12' Date: 1/28/201E Made By: EM Project: Tukwila village -Bldg E Vault Description: Concrete Beam Design h b = 8.00 in h = 24.00 in Bar Clearance = 1.50 in Mu = 4.30 K-ft Vu = 3.10 K Concrete F'c = 4000 psi Reinforcing Fy = 60 ksi Flexural Design: As,.q•d = 0.04 in Asmin = 0.06 in = 4/3x As; ACI 10.5.3 USE: 2 #5 OK! As = 0.62 in Shear Design: VC = 22.5 Kips No Stirrups Req'd ¢ = 0.75 Min Stirrup Spacing = 11.1 in Av,eq•d = N/R inZ/ft Maximum ofACI 11.5.6.3 & 11.5.7.2 Stirrup Reinforcing = 0 Legs #5 at 24 " O.C. No Stirrups R Av = 0.00 inZ/ft Ig = 9216.0 in' Icr = 1802.1 in' Mcr = 30.36 K-ft leff = 9216.0 in3 OCG 13, 13 Davido Consulting Group, Inc. Title Tukwila Village - Bldg E Page: 1 15029 Bothell Way NE; Suite 600 Job # Dsgnr: EM Date: 27 JAN 2016 Lake Forest Park, WA 98155 Description.... www.dcgengr.com Made by: EM This Wall in File: p:\clients\johnson braund design group\tukwila village\design\bldg e\2016-01-26 v RetainPro (c) 1987-2015, Build 11.15.12.22 License: KW-06066266 Restrained Retaining Wall Code: IBC 2012,AC1318-11,AC1 530-11 License To: DAVIDO CONSULTING GROUP Criteria Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 5.00ft At -rest Heel Pressure = 50.0 psf/ft Top Support Height = 5.00 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wall = 0.00 FootingIlSoil Frictior = 0.300 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 70.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs -Used To Resist Sliding & Overturning ,..Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Wind (W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = Ibs at Back of Wall 0.0 ft Axial Live Load = 100.0 100.0 Ibs Wind on Exposed Stem = 0.0 psf P P Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.130 g Added seismic per unit area = 50.1 psf Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 1,578 Ibs Thickness = 8.00 in Fy = 60,000psi ...resultant ecc. = 2.10 in Wall Weight = . 100.0 psf fc = 4,500 psi Soil Pressure @ Toe = 789 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 789 psf OK Allowable = 2,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 460 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,474 psf Design Height Above Ftg = 5.00 ft 2.27 ft 0.00 ft Footing Shear @ Toe = 0.2 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 2.1 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 82.2 psi Rebar Placed at = Center Center Center Reaction at Top = 411.0 Ibs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 928.2 Ibs Design Data fb/FB + fa/Fa = 0.000 0.192 0.000 Sliding Calcs Mu .... Actual = 0.0 ft-# 1,015.8 ft-# 0.0ft-# Lateral Sliding Force = 928.2 Ibs Mn * Phi..... Allowable = 5,296.5 ft-# 5,296.5 ft-# 5,296.5 ft-# Shear Force @ this height = 640.4 Ibs 972.7lbs Shea r.....Actua1 = 13.34 psi 20.26 psi Shear..... Allowable = 100.62 psi 100.62 psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes & Spacings: NOT considered in the calculation of soil bearing Toe: None Spec'd -or- Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: None Spec'd -or- Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Load Factors Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 DCG Seismic, E 1.000 14 14' Davido Consulting Group, Inc. 15029 Bothell Way NE; Suite 600 Lake Forest Park, WA 98155 www.dcgengr.com Made by: EM Title Tukwila Village - Bldg E Job # Dsgnr: EM Description.... This Wall in File: p:\clients\johnson braund design group\tukwila village\design\bldg e\2016-01-26 v Page: 2 Date: 27 JAN 2016 RetainPro (c) 1987-2015, Build 11.15.12.22 License: KW-06066266 Restrained Retaining Wall Code: IBC 2012,AC1318-11,ACI 530-11 License To: DAVIDO CONSULTING GROUP Footing Strengths & Dimensions Footing Design Results Toe Width = 0.67 ft Toe Egg Heel Width = 1.33 Factored Pressure = 460 1,474 psf Total Footing Width = 2.00 Mu': Upward = 127 303 ft-# Footing Thickness = 12.00 in Mu': Downward = 40 212 ft-# Key Width = 12.00 in Mu: Design = 87 -91 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.17 2.12 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.25 in @ Btm.= 2.25 in Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 46.7lbs 1.67 ft Axial Dead Load on Stem = 365.Olbs 1.00 ft Soil Over Toe = Ibs ft Adjacent Footing Load = Ibs ft Surcharge Over Toe = Ibs It Stem Weight = 500.0lbs 1.00 ft Soil Over Heel = 366.7lbs 1.67 ft Footing Weight = 300.Olbs 1.00 ft Total Vertical Force = 1,578.3lbs Moment = Net Mom. at Stem/Ftg Interface = -276.1 ft-# Allow. Mom. @ Stem/Ftg Interface = 3,310.3 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 789.2 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. 77.8 ft-# 365.0 ft-# ft-# ft-# ft-# 500.0 ft-# 611.1 ft-# 300.5 ft-# 1.854.4 ft-# DCG 15. 15 Davido Consulting Group, Inc. Title Tukwila Village - Bldg E Page: 3 15029 Bothell Way NE; Suite 600 Job # Dsgnr: EM Date: 27 JAN 2016 Lake Forest Park, WA 98155 Description.... www.degengr.com Made by: EM This Wall in File: p:\clients\johnson braund design group\tukwila village\design\bidg e\2016-01-26 v RetainPro (c) 1987-2015, Build 11.15.12.22 License: KW-06066266 Restrained Retaining Wall Code: IBC 2012,AC1 318-11,ACI 530-11 License To: DAVIDO CONSULTING GROUP Lateral Restraint DCG 16 16° Davido Consulting Group, Inc. Title Tukwila Village - Bldg E Page: 4 15029 Bothell Way NE; Suite 600 Job # Dsgnr: EM Date: 27 JAN 2016 ' Lake Forest Park, WA 98166 Description.... www.dcgengr.com Made by: EM This Wall in File: p:\clients\johnson braund design group\tukwila village\design\bldg e\2016-01-26 v RetainPro (c) 1987-2015, Build 11.16.12.22 License: KW-06066266 Restrained Retaining Wall Code: IBC 2012,AC1 318-11,AC1 530-11 License To: DAVIDO CONSULTING GROUP 70.00psf Lateral Restraint OL=265 .LL=100W , Ecc=O" 1339.149 789 17psf DCG 17 page Praj*t: Vault Eric Maunder Z Location: Interior FTG DCG, Inc. Footing 15029 Bothell Way NE #600 or [2012 International Building Code(2012 NDS)] Footing Size: 24.0 IN Wide x 12.0 IN Deep Continuous Footing With 8.0 IN Thick StruCalc Version 9.0.2.5 1/27/2016 9:24:37 AM x 60.0 IN Tall Stemwall LongitudinalReinforcement: (2) Continuous #5 Bars TransverseReinforcement: #5 Bars @ 14.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 2000 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 24 in Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.06 in STEMWALL SIZE Stemwall Width: 8 in Stemwall Height: 60 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1685 psf Effective Allowable Soil Bearing Pressure: Qe = 1850 psf Width Required: Wreq = 1.82 in2 Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 7949 lb Transverse Direction: Bending Calculations: Factored Moment: Mu = 6555 in -lb Nominal Moment Strength: Mn = 0 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.51 in Steel Required Based on Moment: As(1) = 0.02 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2) = 0.26 in2 Controlling Reinforcing Steel: As-reqd = 0.26 in2 Selected Reinforcement: Trans: #5's @ 14.0 in. o.c. Reinforcement Area Provided: As = 0.26 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 5 in Longitudinal Direction: Reinforcement Calculations: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.52 in2 Controlling Reinforcing Steel: As-reqd = 0.52 in2 Selected Reinforcement: Longitudinal: (2) Cont. #5 Bars Reinforcement Area Provided: As = 0.61 in2 i8in� 2ft 1 FOOTING LOADING Live Load: PL = 2180 lb Dead Load: PD = 690 lb Total Load: PT = 3370 lb Ultimate Factored Load: Pu = 4916 lb T 3 in T 6 -, FILE COPY Davido Consulting Group civil I structural I land use April 1, 2015 Corbin M. Hammer, PE, SE, Senior Engineer Alan D. Findlay, PE, Project Engineer Reid Middleton, Inc C/O City of Tukwila Dept of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Building Permit Plan Review - First Submittal Tukwila Village Building E (D140389) Reid Middleton Comments Dear Mr. Hammer and Mr. Findlay, The following is in response to the plan review comments regarding the structural referenced project dated February 20, 2015: General REMWED FOR CODE COMPLIANCE , APPROVED MAY 0 5 2015 Tukwila i DIVISION 1. The Summary of Special Inspection Table on sheet S1.1 includes all inspections that apply to the construction of this project, as well as the inspection type (continuous or periodic). 2. Structural testing required for this project is included in the Summary of Special Inspection Table on sheet S1.1. 3. Structural submittals required for this project are listed on sheet S1.1 and will be reviewed by the engineer of record prior to construction. The FOR will verify everything is provided and meets the specific requirements. 4. The geotechnical engineer will provide a review letter with this resubmittal. 5. The note on the special inspection table has been updated to include boundary zone reinforcing requirements. 6. Per our phone conversation on January 30, 2015, this comment was withdrawn from Tukwila Village Building D Plan review and should be for this review as well. No modification necessary. 7. These notes have been added to sheet S1. 8. There are no locations of structural concrete exposed; all structural concrete is either cladded with brick veneer, interior or non-structural in nature. Therefore the concrete strength specified on plan is sufficient. As per Building A & D comments and response, no modifications are necessary. 9. Conventional construction of footings does not necessitate an increase in concrete strength - it is acceptable practice to have concrete strengths for foundation and stem walls as low as 1,500psi. Concrete below grade and stem wall construction does not need 4,500psi strength. Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel360.899.1110 Tel 206 23.0024 Te1360.331.4131 F Tukwila Building E Plan Review Response Reid Middleton, Inc C/O City of Tukwila Dept of Community Development April 1, 2015 Page 2 Further, no other building on this project has required this change and all are constructed in a similar manner on the same site. No modification is necessary. 10. The ASTM requirement for headed shear stud reinforcement is now on sheet S1, in the "Reinforcing Steel" section, note 6. 11. Details on sheet S14.1 have been updated to correct the callout duplicate. Foundation 12. See response to comment #4. 13. The individual, interior spread footings are tied together via the structural slab, per details 6/514. Footings at the exterior are tied into the structural slab per details 1-7/S14. This is the accepted means of connecting the footings used on previous buildings in this project. The only isolated footing, located at grids A/1, has been updated on plan to be tied to adjacent continuous footings. Vertical 14. The truss design will be submitted and reviewed by the FOR and the city. The design for wind uplift will be taken into account but will never exceed the design dead load. No modification is necessary. 15. Details on S16.1 now have correct callouts. Lateral 16. Sheets S9 and S9.1 now correctly reference sheet S17 for holdown system details. 17. Sheet S9.1 does not indicate holdowns; because all holdown systems are referenced on the level the system originates on, and are therefore shown on S9 (the first wood level). The holdown schedule, on both sheet S9 and S9.1, indicates the level(s) each holdown system is required on as well as the required design load values for each level, similar to the previously approved building A. No modification necessary. 18. Shearwalls have been revised to accommodate minor plan modifications; holdowns are now correctly reference on sheet S9. See the attached revised shearwall calculations, revisions are clouded and changers were minor. 19. Crosstie spacing is detail in 2/S12.1, not 6/S12.1. The crosstie design has been reviewed and designed per ACI 318-11 (section 21.6.4.4b, equations 21-3, 21-4 and 21-5). Crosstie maximum distance from top/bottom of slabs/footings are now indicated on detail 6/S12.1, per ACI 318-11 Section 7.10.5.5 and 2012 IBC Section 1901.2. Refer to the attached calculations for the tie reinforcing, plans have been updated accordingly. In addition to changes made to the plans for the above comments, the following plan changes have also been incorporated into this submittal: Awning details and coordination with architectural and other minor architectural plan coordination. Davido Consulting Group, Inc. Page 2 Tukwila Building E Plan Review Response Reid Middleton, Inc C/O City of Tukwila Dept of Community Development April 1, 2015 Page 3 • Mechanical coordination, resulting in new shafts and openings and some revision to the level L2 slab design. Attached slab calculations reflect updated slab openings. Framing plans were not drastically changed to warrant additional calculations. Shearwall edits were addressed per attached revised calculations addressing comment #18. Please contact our office directly if there are any further questions or comments. Sincerely, Davido Consulting Group, Inc. Digitally signed by josh@dcgengr.com Date: 2015.04.01 15:58:00-07'00' Joshua Nelson, PE, LEED AP Project Engineer Reviewed by, hew C.'Schmter, PE, SE President/Pr ncipal of Structural Engineering C • SC of WASy7h`la% yP coy�7J 20 15 3733410 cT�/RAL ASS/ONAL ECG Davido Consulting Group, Inc. Page 3 Comment #19 Comment #19 Davido Consulting Group Date: 12/30/2014 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Column Tie Reinforcing Cross -sectional area of rectangular hoop reinforcing smallest of: f� �fyt (ACI 21-4) = 0.3 S17 A g — 1 = 0.401 Ash (ACI21-5) = 0.09 Sb c f C = 0.230 yt Where: Column Width = 12.0 in A9 = 288.00 in Column Length = 24.0 in A,,, = 189.00 in` Clear cover to reinf. = 1.50 in s = 4.50 in Concrete comp. strength, fc = 4000 psi bc = 8.50 in Sprial reinf. Yield strength, fyt = 60000 psi No. of crossties length -wise = 1 No. of crossties width -wise = 0 Use: #4 tie at 4.5 " Within 5%, OK! Ps (long) = 0.400 in /ft Ps (trans) = 0.600 in`/ft Comment #19 Comment #19 Davido Consulting Group Date: 12/30/2014 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Column Tie Reinforcing Cross -sectional area of rectangular hoop reinforcing smallest of: f� f yt (ACI 21-4) _ 0.3 Sb A g — 1 = 0.368 Ash (ACI 21-5) = 0.09 Sb C f c = 0.230 yt Where: Column Width = 12.0 in A9 = 360.00 in Column Length = 30.0 in Ash = 243.00 in z Clear cover to reinf. = 1.50 in s = 4.50 in Concrete comp. strength, Pc = 4000 psi bo = 8.50 in Sprial reinf. Yield strength, fyt = 60000 psi No. of crossties length -wise = 1 No. of crossties width -wise = 0 Use: #4 tie at 4.511 OK! Ps (long) = 0.400 In /ft Ps (trans) = 0.600 In`/ft s Comment #19 Comment #19 Davido Consulting Group Date: 12/30/201 . civil I structural I land use Made By: A Project: Tukwila Village Bldg E Description: Column Tie Reinforcing Cross -sectional area of rectangular hoop reinforcing smallest of: fc fyt (ACI 21-4) = 0.3 S17c A g — 1 = 0.348 `4 ch (ACI21-5) = 0.09 s'b c f c = 0.230 yt Where: Column Width = 12.0 in Ag = 432.00 in Column Length = 36.0 in Aoh = 297.00 in z Clear cover to reinf. = 1.50 in s = 4.50 in Concrete comp. strength, Pc = 4000 psi bo = 8.50 in Sprial reinf. Yield strength, fyt = 60000 psi No. of crossties length -wise = 1 No. of crossties width -wise = 0 Use: #4 tie at 4.5 " OK! Ps (long) = 0.400 in /ft Ps (trans) = 0.600 in`/ft Comment #19 Comment #19 Davido Consulting Group Date: 12/30/2014 . civil I structural I land use Made By: A Project: Tukwila Village Bldg E Description: Column Tie Reinforcing Cross -sectional area of rectangular hoop reinforcing smallest of: (AC121-4) _ 0.3(S17c fc /fyt AAg — 1 = 0.574 ch t (ACI 21-5) = 0.09 sb C f C = 0.392 yt Where: Column Width = 18.0 in A9 = 324.00 in Column Length = 18.0 in Ac, = z 225.00 in Clear cover to reinf. = 1.50 in s = 4.50 in Concrete comp. strength, Pc = 4000 psi bc = 14.50 in Sprial reinf. Yield strength, fyt = 60000 psi No. of crossties = 1 Use: #4 tie at 4.5 " OK! PS = 0.600 in 41ft Comment #19 Comment #19 Davido Consulting Group Date: 12/30/2014 . civil I structural I land use Made By: A Project: Tukwila Village Bldg E Description: Column Tie Reinforcing Cross -sectional area of rectangular hoop reinforcing smallest of: fc / fyt (ACI 21-4) _ 0 .3 Sbc A g - 1 = 0.539 A ch (ACI 21-5) = 0.09 Sb c f c = 0.435 yt Where: Column Width = 18.0 in Ag = 432.00 in Column Length = 24.0 in Ac, = 315.00 in` Clear cover to reinf. = 1.50 in s = 5.00 in Concrete comp. strength, fc = 4000 psi bc = 14.50 in Sprial reinf. Yield strength, fyt = 60000 psi No. of crossties length -wise = 3 No. of crossties width -wise = 1 Use: #4 tie at 5 " OK! Ps (long) = 0.600 in M Ps (trans) = 1.000 m`/ft Comment #19 Comment #19 Davido Consulting Group Date: 2/23/2015 . civil I structural I land use Made By: A Project: Tukwila Village Bldg E Description: Column Tie Reinforcing Cross -sectional area of rectangular hoop reinforcing smallest of: fc /f yr (ACI 21-4) = 0.3( Sbc S - 1 = 0.459 Ash (ACI 21-5) = 0.09 SIB C f C = 0.230 yt Where: Column Width = 12.0 in Ag = 216.00 in` Column Length = 18.0 in Aoh = 135.00 in` Clear cover to reinf. = 1.50 in s = 4.50 in Concrete comp. strength, fc = 4000 psi bc = 8.50 in Sprial reinf. Yield strength, fyt = 60000 psi No. of crossties length -wise = 1 No. of crossties width -wise = 1 Use: #4 tie at 4.5 " OK! Ps (long) = 0.600 in /ft Ps (trans) = 0.600 in`/ft Comment #19 Comment #19 Davido Consulting Group Date: 2/23/2015 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Column Tie Reinforcing Cross -sectional area of rectangular hoop reinforcing smallest of: fc /f yt (ACI 21-4) _ 0.3( Sbc g _1 = 0.377 Ash (ACI 21-5) = 0.09 Sb C f C = 0.230 yt Where: Column Width = 12.0 in A9 = 336.00 in` Column Length = 28.0 in Ac, = 225.00 in` Clear cover to reinf. = 1.50 in s = 4.50 in Concrete comp. strength, fc = 4000 psi bc = 8.50 in Sprial reinf. Yield strength, fyt = 60000 psi No. of crossties length -wise = 1 No. of crossties width -wise = 1 Use: #4 tie at 4.5 Is OK! Ps (long) = 0.600 in /ft Ps (vans) = 0.600 in`/ft Aoft.nw+14. IuA Davido Consulting Group civil ( structural I land use April 21, 2015 Corbin M. Hammer, PE, SE, Senior Engineer Alan D. Findlay, PE, Project Engineer Reid Middleton, Inc C/O City of Tukwila Dept of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Building Permit Plan Review - Second Submittal Tukwila Village Building E (D140389) Reid Middleton Comments Dear Mr. Hammer and Mr. Findlay, 7 APR 7 Z015 _'7 l l/V C. 'IRE .VVED FOR' CODE COMPLIANCE APPROVED MAY 052015 City of Tukwila BUILDING DIVISION The following is in response to the plan review comments regarding the structural aspects for the referenced project dated April 21, 2015: General 3. In response to each comment: a. There are no instances of welded reinforcing on this project; therefore requirements for welded reinforcing do not need to be specified. Refer to notes 3 & 5 under "Reinforcing Steel" on sheet S1. b. All pre -fabricated elements will comply with special inspection requirements or provide certificate of compliance to the building official, per the Summary of Special Inspection item for "Pre -fabricated Elements." c. Refer to above response to comment 3b. 5. The note on the special inspection table has been updated to include boundary zone reinforcing requirements. 8. Exposure classes for exposed concrete (in this case, the concrete walls and garage slab) have been added to the general notes. Additionally, strength requirements for these elements have been updated to 4,500psi, as well as the water -cement ratio and air content requirements per ACI 318-11 section 4.2. 9. See response to comment #8. Lateral b lqvi, C)381 16. This note has been changed to correctly reference sheet S17. 18. The following walls in the revised lateral calculations appear to correlate to the grid locations mentioned in the review comments: Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 r1 , Tukwila Building E Plan Review 2 Response April 21, 2015 Reid Middleton, Inc Page 2 C/O City of Tukwila Dept of Community Development a. Grids D.1/1 & D.9/1: North Building Wall A2. b. Grids A.9/8.1 & A.9/7.4: South Building Wall 1.2. c. Grids D.6/8.1 & E.2/8.1: South Building Wall C.3. In all above cases holdowns are not required and no modification to the plan is necessary. Please see the attached copy of the revised shearwall design submitted with the previous response for reference. Please contact our office directly if there are any further questions or comments. Sincerely, Davido Consulting Group, Inc. ___-- - J?-uAelson, P. LEED AP Project Engineer Reviewed by, Digitally signed bl C. Schmitter, PE, Date: 2015.04.21 07'00' Matthew C. Schmitter, PE, SE Vice-President/Principal of Structural Enginee Davido Consulting Group, Inc. Page 2 WL-1 WL-1 i ) Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS ADDENDUM WOOD LATERAL DESIGN Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Section Cover WL-2 WL-2 l 1 H 4- r (9,5, H )-7) 4 n( WL-3 f Y 'r k /, "Y +t WL-3 a y4 V-7 Harm 61-VG► u {L. �-� WL-4 WL-4 WL-5 WL-5 T V 11 m WL-6 ti rol 6 Ul 0 I V aft WL-6 r13 ti 9A WL-7i. r =iLC (elk LALINDR , lllSrR. 1 8FO C1 U A { Z�� `m {/ �t BED 8 C^ VA P, !� � gar•? �,,�.� i Y;Ef�1 U�nrt WL-7 WL-8 WL-8 at k r { =Mt iQ Roof" 1. 9 L J O f y -2 ELEC t ago c _i 1 aFQ•B =30 -- i it�sl ' q VU WL-9 WL-9 Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Allowable Shear for Wood Structural Panel 2012 IBC / 2013 CBC Panel Nominal Minimum Comon or Galv. Box Nail Spacing at Panel Edges Grade Thickness Penetratior Nail Size 6" oc 4" oc 3" oc 2" oc 5/16 1.25 6d 180 270 350 450 C-D, C-C 3/82 220 320 410 530 Values for 7/162 1.375 8d 240 350 450 585 Douglas Fir 15/32 260 380 490 640 15/32 1.5 10d 310 460 600 770 19/32* 340 510 665 870 * values from Table 2306.4.1 Stud Species = Doug Fir Specific Gravity 0.50 5/16 1.25 6d 180 270 350 450 C-D, C-C 3/82 220 320 410 530 Plywood 7/162 1.375 8d 240 350 450 585 Values for 15/32 260 380 490 640 Given Species 15/32 1.5 10d 310 460 600 770 19/32 340 510 665 870 Notes: 1) Allowable shear values in framing members other than douglas fir -larch shall be calculated by multiplying the shear capacities for nails in DF by 1-(0.5-SG) 2) Values for 3/8 and 7/16 ply may be increased to the values allowed for 15/32, if framing is spaced maximum of 16" o.c. or panels are applied long way across the studs. 3) shaded values require 3x framing or Dbl 2x at abutting panel edges and foundation sil 4) Values are allowed to be increased 40% for wind design (Section 2306.4.1) WL-10 WL-10 Davido Consulting Group Date: 2/2" civil I structural ( land use Made By: JN Project: Tukwila Village Bldg E Description: Sill Plate Connections Allowable Loads Species = Doug Fir Member Thickness = 1 1/2 16d Box Nails Single Shear Per Nail w/ 33% Increase = 118 Ibs at 8" oc. = 178 plf at 6" oc. = 237 plf at 4" oc. = 355 plf at 3" oc. = 473 plf at 2" oc. = 710 plf 16d Common Nails Single Shear Per Nail w/ 33% Increase = 162 Ibs at 8" oc. = 243 plf at 6" oc. = 325 plf at 4" oc. = 487 plf at 3" oc. = 649 plf at 2" oc. = 974 plf Simpson LTP4 or LTP5 Per Plate = 515 Ibs at 24" oc. = 258 plf at 16" oc. = 386 pif at 12" oc. = 515 plf at 8" oc. = 773 plf at 12" oc. Ea Side = 1030 plf at 8" oc. Ea Side = 1545 plf Simpson A35 Per Plate = 595 Ibs at 24" oc. = 298 plf at 16" oc. = 446 plf at 12" oc. = 595 plf at 8" oc. = 893 plf at 12" oc. Ea Side = 1190 plf at 8" oc. Ea Side = 1785 plf WL-11 TIN Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Anchor Bolt Allowable Shear Values Concrete/Bolt Allowable Load Based on: a. fc = 4000 psi Wood/Bolt Allowable Load Based on: a. tm = 2ts C. Plate Species = Doug Fir 1/2" Dia. Bolts Concrete/Bolt Per Bolt = 1750 Ibs @ 48" oc.= 438 plf @ 32" oc.= 656 plf @ 16" oc.= 1313 plf @ 8" oc.= 2625 plf 5/8" Dia. Bolts Concrete/Bolt Per Bolt = 3050 Ibs @ 48" oc.= 763 plf @ 32" oc.= 1144 plf @ 16" oc.= 2288 plf @ 12" oc.= 3050 plf @ 8" oc.= 4575 plf 3/4" Dia. Bolts Concrete/Bolt Per Bolt = 4400 Ibs @ 48" oc.= 1100 plf @ 32" oc.= 1650 plf @ 16" oc.= 3300 plf @ 12" oc.= 825 plf @ 8" oc.= 6600 plf 2x Plate 3x Plate Wood/Bolt w/ 33% increase 865 Ibs 216 plf 324 plf 648 plf 1297 plf Wood/Bolt I Wood/Bolt w/ 33% increase w/ 33% increase 1237lbs 1423lbs 309 plf 356 plf 464 plf 534 plf 928 plf 1067 plf 1237 plf 1423 plf 1855 plf 2135 plf Wood/Bolt I Wood/Bolt w/ 33% increase w/ 335Y increase 1689lbs 1862lbs 422 plf 466 plf 633 plf 698 plf 1267 plf 1397 plf 1689 plf 1862 plf 2534 plf 2793 plf WL-12 WL-12 r e } Davido Consulting Group civil I structural I land use De Stud Species = Doug Fir Project: Floor Straps Values From Simoson Strona Tie C-2011 Strap Design I Load (kip) Notes MST 37 2.465 -- MST 48 3.695 -- MST 60 4.83 -- CMST14x 86" 6.49 -- CS16 1.705 -- 6 4.585 -- HDU 2 3.075 -- HDU 4 4.565 -- HDU 5 5.645 -- HDU 8 6.97 (3) 2x Studs Min HDU 11 11.175 (5) 2x Studs Min HDU 14 14.275 1 (5) 2x Studs Min Date: 2/25/15 Made By: JN Tukwila Village Bldg E Holdown Allowable Shear Values Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Front/Back Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 33.7% Story shear(kips) = 31.56 Story height (ft) = 8.25 Total Width(ft) = 149.00 Story Wall Wall D ft Opening Width ft Opening Height ft Opening to Edge ft Plate to Opening ft Trib.Width ft %Sharing Story V(kips) Sum V(kips) Story DL kif Sum DL kl Panel Shear If Panel Edge Nailing Plate Shear If BTM Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap Level L5 D1 6.00 0.00 0.00 0.00 0.00 18.00 18.7% 0.71 0.71 0.15 0.15 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 D2 4.50 0.00 0.00 0.00 0.00 18.00 14.0% 0.53 0.53 0.15 0.15 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. 0.87 NA NA Level L5 D3 4.00 0.00 0.00 0.00 0.00 18.00 12.4% 0.47 0.47 0.15 0.15 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. 0.91 NA NA Level L5 D4 17.67 0.00 0.00 0.00 0.00 18.00 54.9% 2.09 2.09 0.15 0.15 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. N/A NA NA ................................................................................................................................................... Level L5 E1 23.00 0.00 0.00 0.DO O.DO 29.DO 50.0% 3.07 3.07 0.14 0.14 134 .............. 6" o.c. ........... 134 ............... 16d at 6" o.c. ............ at 24" o.c. .......... N/A ............... NA .......... NA Level L5 E2 2100 0:00 0,00 0.D0 0.W 29.00 50.0% 3.07 3.07 .0,14 0.14 134 6" ox. 134 16d at 6" mc. at 24" o.c. N/A NA NA LS F1 ........__` 23.00 ............................................................................................................... 0.00 0.00 0.00 0.00 34.00 49,5% 3.56 3.56 0.14 0.14 155 ............... 6" o.c. ........... 255 .._ ----------- 16d at 5" o.c. ----------•- at 24" o.c. ------- .. N/A ............... NA .......... NA level L5 F2 23.50 0.00 0.00 0.00 0.00 34.00 50.5% 3,64 3.64 0.14 0.14 155 ---------------------------------------------- Level L5 61 13.50 0.00 0.00 ............ 0.00 OZO 29,00 30.7% 1.88 1.88 0.14 0.14 140 ......... 6" o.c. ........... 140 ............... 16d at 6" ox, ------------ at 24" o.c. ---------- N/A --------------- NA ---------- NA level L5 G2 8.00 0.00 0.00 0.DO 0.00 29.00 18, 2% 1.12 1.12 0.14 0.14 140 6" ox, 140 16d at 6" O.C. at 24" o.c. 0.88 NA NA Level L5 G3 12.00 0.00 0.00 0.DO MOD 29.00 27.3% 1.68 1.68 0.14 0.14 140 5" O.C. 240 16d at 6" o.c, at 24" o.c. N/A NA NA Level I.5 G4 10.50 0.00 0.00 0.00 0.00 29.00 23.9% 1.47 .1.47 0.24 0.14 140 6" o.c. 140 16d at 6" ox. at 24" o.c. N/A NA NA ........... Lavel LS --_----_• H1 ................................................................................................ 22.50 D.00 0.00 0.00 0.00 27.DO 33.7% 1.93 1.93 ...................... 0.14 0.14 86 6" o.c. 66 .............. 16d at 6" o.c. ............ at 24" o.c. .... -..-• N/A ............... NA NA Level LS H2 19.67 0.00 0.00 0.00 0,00 27.00 29.5% 1.69 1.69 0.14 0.14 86 6" o.c. 86 16d at 5" o.c. at 24" o.c. N/A NA NA Level LS H3 7.00 0.00 U0 O.OD 0.0D 27.00 10:5% 0.60 0.60 0.14 0.14 86 6" o.c. 86 16d at 6" o.c, at 24" o.c. N/A NA NA Level L5 H4 7.50 0.00 0.00 0.00 0.00 27,00 11.2% 0.64 0.64 0.14 0.14 86 6" o.c. 86 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS HS 10.00 0.00 0.00 0,00 0:00 27.00 15,0% 0.86 0.86 0.14 Or14 86 6" o.c. 86 16d at 6" o.c. at 24" o.c. N/A NA NA ......................................................................................................................................................................................6... Level LS 11 12.00 0.00 0.00 0.00 0.00 12.00 6.3.2% 1.61 1.61 0.33 0.33 134 6" o.c. 134 16d at 6" o.c. ............................................... at 24" o.c. N/A NA NA Level L5 13 13.00 6.00 4.00 2.10 1.00 12.00 36.8% 0.94 0.94 0.33 0.33 134 1 6" o.c. 1 72 1 16d at 6" o.c. at 24" o.c. 1 N/A 0.84 CS16 Sum 260.34 31.56 31.56 * Refer to attached analysis for walls sharing load between two sections of the building r w Davido Consulting Group Date: 2/25/1'_ . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Front/Back Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 33.7% Story shear(kips) = 45.36 Story height (ft) = 9.25 Total Width(ft)= 149.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 76.92 Story Wall Wall D(ft) Opening Width ft Opening Height ft Opening to Ed e ft Plate to 0 enin ft Trib.Width ft %Sharing Story V ki s Sum V ki s Story DL klf Sum DL klf Panel Shear If Panel Edge Nailing Plate Shear If Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap Level L4 D1 6.00 0.00 0.00 0.00 0.00 18.00 18.7% 1.02 1.73 0.33 0.48 289 6" o.c. 289 16d at 6" o.c. at 16" o.c. 3.04 NA NA Level L4 D2 4.50 0.00 0.00 0.00 0.00 18.00 14.0% 0.77 1.30 0.33 0.48 289 6" o.c. 289 16d at 6" o.c. at 16" o.c. 3.38 NA NA Level L4 D3 4.00 0.00 0.00 0.00 0.00 18.00 12.4% 0.68 1.16 0.33 0.48 289 6" o.c. 289 16d at 6" o.c. at 16" o.c. 3.51 NA NA Level L4 D4 17.67 0.00 0.00 0.00 0.00 18.00 54.9% 3.01 5.10 0.16 0.32 289 6" o.c. 289 16d at 6" o.c. at 16" o.c. 2.02 NA NA _.........' Level L4 ........................................................................................................................................ El 23.00 0.00 0.00 0.00 0.00 29,00 50,0% 4.41 7.49 0.37 0.51 325 .............. 4" o.c. ........... 325 ............... 164 at4" ox. ............ at 16" D.C. .......... N/A ............... NA .......... NA Level L4 E2 23,00 0.00 0.00 0.00 0.00 29.00 50.0% 4.41 7.49 0.37 0.51 325 4"ox. 325 16dat4" o.c. at 16" ox. N/A NA NA - ..... Leve) L4 -•------- F1 ------------ 23.00 ----•--- O.00 -•--- 0.00 -- 0.00 0.00 •- 34.g0 -..._. 49,5% ----...... 5.12 -._____ 8.68 __ ... 0.37 tl.5i 377 _..__ ._.. 4" D.C. _... 377 - 16d at4" o.e. a. -- at 16 o.c. --Y.30.... 1.30 - - NA A NA Level L4 F2 23.50 0.00 0.00 0.00 0,00 34.00 50.5% 5.23 8.87 0.37 0.51 377 4" o.c. 377 16d at 4" o.c. at 16" D.C. 1.22 NA NA ._•_•......................................................................................................._..........._._._._._._._.._.._._._._. LevelL4 G1 13,50 0.00 0.00 0.00 0,00 29.00 30.7% 2.71 4.59 0:37 D.51 340 .............. 4" o.c. ........... 340 ............... 16dat4"o.c, ............ at16"D.C. .......... 2.33 ............... NA .......... NA Level L4 G2 8,00 0.00 0.00 0.00 0,00 29.D0 18.2% 1.61 2.72 0.17 0.30 340 4" ox. 340 16d at Cox. at 16" o.c. 3.82 NA NA Level l.4 G3 12.00 0.00 0.00 0.00 D.00 29.00 27.3% 2.41 4.08 0.34 0.48 340 4" o.c. 340 16d at 4" o.c, at 16" ox. 2.68 NA NA level L4 G4 10.50 0.00 0.00 0,00 0.00 29.DO 23.9% 2.11 3.57 0.34 0.48 340 4" o.c. 340 16d at 4" o.c. at 16" o.c. 2.93 NA NA level L4 H 1 22:50 ..._.._..._..W 0.00 ...................................................................'•_..._........•---__....... 0.00 MOD 0.00 27.GD 33.7% 2.77 4.7D 0,29 0.43 209 -_._--•------- 6" o.c. ---•------- 209 -- ------------ 16d at 6" o.c. ......_...._ at 24" o.c. ....__..__ N/A ............... NA •... NA Level L4 H2 19.67 0.00 0.00 0.00 0.00 27.00 29.5% 2.42 4.11 0.29 0.43 209 6" D.C. 209 16d at 6" o.c. at 24" o.c. N/A NA NA Level L4 H3 7.00 0.00 0.00 0.00 0100 27.00 1015% 0.86 1.46 0.29 0.43 209 6" D.C. 209 16d at 6" ox. at 24" o.c. 1.87 NA NA Level L4 H4 7.50 0.00 0.00 0.00 0,00 27.00 11.2% 0.92 1.57 0.29 0.43 209 6" D.C. 209 16d at 6" o.c. at 24" o.c. 1.79 NA NA Level L4 HS 10.00 0.00 0.00 0.00 O.DO 27.00 15.0% 1.23 2.09 0129 0.43 209 6" o.c. 209 16d at 6" o.c, at 24" o.a 1.42 NA NA ................................................................................................................................................... Level L4 11 5.33 0.00 0.00 0.00 0.00 12.00 28.2% 1.03 1.75 0.37 0.70 328 .............. 4" o.c. .......................... 328 16d at 4" o.c. .at24" ..... at 16" o.c. .......... 2.10 ............... NA .......... NA Level L4 12 6.58 0.00 0.00 0.00 0.00 12.00 34.8% 1.27 2.16 0.37 0.70 328 4" o.c. 328 16d at 4" o.c. at 16" o.c. 1.78 NA NA Level L4 13 13.00 6.00 4.00 2.10 1.00 12.00 37.0% 1.35 2.29 0.37 0.70 328 4" o.c. 176 16d at 6" o.c. I at 24" o.c. N/A 2.06 CMSTC16 Sum 260.25 45.36 76.92 Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Front/Back Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 33.7% Storyshear(kips)= 35.84 Story height (ft) = 9.25 Total Width(ft) = 149.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 112.76 Story Wall Wall ID(ftJ Opening Width ft Opening Hei ht ft Opening to Ed a ft Plate to O enin ft Trib.Width ft %Sharing Story V ki s Sum V(kips) Story DL klf Sum DL kl Panel Shear If Panel Edge Nailing I Plate Shear If Plate Nailing Top Plate LTP4 Resultant H ki s Force at Window (kips) Window Strap Level L3 D1 6.00 0.00 0.00 0.00 0.00 18.00 18.7% 0.81 2.54 0.33 0.81 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 6.67 NA NA Level L3 D2 4.50 0.00 0.00 0.00 0.00 18.00 14.0% 0.61 1.91 0.33 0.81 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 7.29 NA NA Level L3 D3 4.00 0.00 0.00 0.00 0.00 18.00 12.4% 0.54 1.69 0.33 0.81 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 7.54 NA NA Level L3 D4 17.67 0.00 0.00 0.00 0.00 18.00 54.9% 2.38 7.48 0.16 0.48 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 5.16 NA NA .......................................................................................................................................... Level L3 ES 23A0 0.00 0.00 0.00 0.fl0 29.00 50.0% 3.49 10.97 0.37 0.88 477 .............. 3" o.c. ........... 477 ............... 16d at 4" o.c.. ............ at 12" o.c. .......... 2.52 ............... NA .......... NA Level L3 E2 23.00 0.00 0.00 0.00 0,00 29,00 50.0% 3A9 10.97 0.37 0.88 477 3" o.c. 477 16d at 4" o c. at 12" o.c. 2.52 NA NA -•---------•------------------'-•---•-•--'•-----_...._._._..'.._............._...............'•-._..._._..._..._..._............._....._....._..... Level L3 F1 23.00 0.00 0.00 0.00 0.00 34,00 49.5% 4,05 12.73 0.37 0.88 553 .............. 3" o.c. .... I....... 553 ............... 16d at 3" o.c. ............ at 8" o.c ... -•-'-• 3.92 ......-'------- NA ---- -- ---- NA levelL3 F2 23 Level L3 G1 . ...................................................... 13.50 0.00 0.00 0.00 0.00 .......... 29.00 .............................. 30.7% 2.14 6.73 ............. 0.37 0.88 ......... 499 ^-------•••- 3" o.c. ---•-----•- 499 --'--•-- -•--•- 16d at 3" o.c. ----•-----•- at 12" o.c. ----•----• 5.S6 `----•--------- NA _._....--- NA Level L3 G2 8.00 0.00 0.00 0.00 0.00 29,00 18.2% 1.27 9.99 0.17 0.47 499 3" O.C. 499 16d at 3" o.c. at 12" D.C. 8.30 NA NA Level L3 G3 12.00 0.00 0.00 0100 0.00 29100 273% 1.90 5.99 0:34 0.82 499 3" o.c. 499 16d at 3" o.c. at 12" o.c 6.21 NA NA Level L3 G4 10.50 0.00 0.00 0.00 0.00 29.00 23.9% 1.66 5.24 0.34 0.82 499 3" ox. 499 16d at 3" o.c. at 12" o.c. 6.64 NA NA --••-•--------- Level L3 H1 •...... 22.50 -•-•-••--••.-••--•...^--.'•......-•-•-............ 0.00 0.00 O.QO 0.00 ............•-•••-•-•-•-•-._._..........._..._..........._. 27.00 33,7% 2.19 6.90 0.29 0.72 306 ...-.......... 6" o.c. ........... 306 ................ 16d at 6" o.c. .<.......... at 16" o.c .......... N/A ............... NA ..._-..._. NA Level L3 H2 19:67 0.00 0.00 O.DO 0.00 27.00 29.5% 1.92 6.03 0,29 0.72 306 6" o.c. 306 16d at 6" o.c. at 16" o.e. 1.25 NA NA Level L3 H3 7.00 0.00 0.00 0.00 0.00 27.00 10.5% 0.68 2.15 0.29 0.72 306 6" o.c. 306 16d at 6"' o.c. at 16" o.c 4.26 NA NA Level L3 H4 7.50 0.00 0.00 0.DO 0.00 27.00 11.2% 0.73 2.30 0.29 0.72 306 6" o.c. 306 16d at 5" o.c. at 16" o.c. 4.13 NA NA Level L3 ....................................... HS 10.00 MOO 0.00 0.00 0.00 27.00 15,0% 0.97 3.06 0,29 0.72 306 6'" o.c. 306 16d at 6"' O.C. at 16" o.c. 3.48 NA NA Level l3 11 5.33 ........ 0.00 .....................................................o.............................................. 0.00 0.00 0.00 12.00 28.2% 0.81 2.56 0.37 1.07 480 .............. 3" o.c. .......................... 480 16d at 4" o.c. ............ at 12" o.c. .......... 6.35 ............... NA .......... NA Level L3 12 6.58 0.00 0.00 0.00 0.00 12.00 34.8% 1.00 3.16 0.37 1.07 480 3" o.c. 480 16d at 4" o.c. at 12" o.c. 5.79 NA NA Level L3 13 13.00 6.00 4.00 2.10 1.00 12.00 37.0% 1.07 3.36 0.37 1.07 480 1 3" o.c. 1 259 16d at 6" o.c. at 16" o.c. N/A 3.03 CMSTC16 Sum 260.25 35.84 112.76 ` Refer to attached analysis for walls sharing load between two sections of the building r Ln Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Front/Back Direction Total Building Story Shear (kips) = 81AS Percentage of Total = 33.7% Story shear(kips) = 27.45 Story height (ft) = 9.25 Total Width(Ft) = 149.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 140.21 Story Wall Wall ft Opening Width (ftJ Opening Hei ht ft Opening to Ed e ft Plate to O enin ft Trib.Width ft %Sharing Story V(kips) Sum V ki s Story DL kl Sum DL klf Panel Shear If Panel Edge Nailing Plate Shear If A. Bolt S acin Top Plate LTP4 Resultant HD(kips) Force at Window(kips) Window Strap Level L2 D1 6.00 0.00 0.00 0.00 0.00 18.00 20.8% 0.69 3.53 0.33 1.13 588 3" o.c. 588 2x at 32" o.c. at 8" o.c. 11.96 NA NA Level L2 D2 4.50 0.00 0.00 0.00 0.00 18.00 15.6% 0.52 2.64 0.33 1.13 588 3" o.c. 588 2x at 32" o.c. at 8" o.c. 12.91 NA NA Level L2 D3 4.00 0.00 0.00 0.00 0.00 18.00 13.9% 0.46 2.35 0.33 1.13 588 3" o.c. 588 2x at 32" o.c. at 8" o.c. 13.31 NA NA Level L2 D4 14.33 0.00 0.00 0.00 0.00 18.00 49.7% 1.65 8.42 0.16 0.65 588 3" o.c_ 588 2x at 32" o.c. at 8" o.c. 12.43 NA NA .......... Level L2 ES 23.00 0.00 ........ 0.00 ............. 0.00 ...'._..."-•-'-'-.....,..._............. .0.00 29,00 50,0% 2.67 _.......__........,....... 13,64 0.37 1.25 ........ 593 .... 3" O.C. .... 593 . ...... 2x at 32" o c. ....._...... at 8" o.c. _ 5.52 ... •........... NA NA Level L2 E2 23.00 0.00 0.00 0.00......... 0.00 29.00 50.0% 2.67 13.64 0.37 1.25 593 $93 tM at $2" ox. at 8" O.C. 5.52 NA - NA Level L2 Fl 2100 0.00� .._. '0.00 0.00 0.00 ....3400 _ A9,4%. 310� 15-83 0.37 1.25• .... 688.. �3"o.c. 2" O.C. 6" , 2x at 16" O.C. at 6" D.C.7.8i NA NA Level L2 F2 23.50 0.00 0.00 0,00 0.00 34r00 50 5% 3.17 16 17 0.3? 1.25 680 2" O.C. 6" 2x at 16" o.c. at 8" O.C. 1.62 NA NA LevelL2 61 13.50... •0.00 ,,...0.00� .... 0.00 .. 0.00 .. 29.00 3017%4 1.64» rt48�37. • 0.37 .y1.25.. 620y _ 2'o.C. 620 2xat32"o.c. at8"o.C. 9.96. NA NA Level L2 G 8.00 0.00 0.00 0100 0100 29.00 18.2% 0,97 4.96 0.17 O.64 620 2" o.c. 620 2x at 32" cc. at 8" 6G ism NA NA Level L2 03 12.00 0.00 0.00 0.00 0100 29.00 273% 1.46 7.44 0.34 1.16 .620 2" O.C. 620 2x at 32" O.C. at 8" o.G 10.91 NA NA Level L2 r34 10.50 0.00 0.00 O,00 0.00 29.00 23 9% 1.27 6,51 0.34 1.16 620 2" o c 620 2x at 32" O.C. at 6" O.C. 11.53 NA NA ........... Level L2 ............................................. H1 22.50 0.00 -............................................... 0.00 0.00 0100 27,00 33.7% ................. :.............I.... 1168 8.57 0.29 1.01 381 .............. 4'" o.c. 381 ..... ...... 2x at 48' CC, - y at 16" O.C. ......................, 2.20 NA ----- --- Ni: Level L2 H2 19,67 0.00 0.D0 0.00 0.00 27.00 29,5% 1.47 7150 0.29 1.01 381 4" o.c. 381 2x at 48" o.c. at 16" O.C. 3.09 NA NA Level L2 H3 7.00 0.00 0.00 O.DO 0.00 27.00 10.5% 0.52 2.67 0.29 1.01 381 4" o.c. 381 2x at 48" o e. at 16" C.C. 7AO NA NA Level L2 H4 7:50 0.00 0.00 0.00 0.00 27.00 11.2% 0.56 2.86 0.29 1.01 361 4" o.G 381 2x at 48" o.c. at 16, C.C. 7.20 NA NA Level L2 H5 10.00 0.00 0.00 0.00 O.DO 27.00 15.0% 0.75 181 0.29 1.01 381 �4" ox. , 391 ___ 2x at 48" O.C. ............... at 16" o.c. ............ 6.27 .......... NA ......_'-.-...• NA ' Level L2 ....................................................................................................................................... 11 5.33 0.00 0.00 0.00 0.00 12.00 28.2% 0.62 3.18 0.37 1.44 597 3" o.c. 597 2x at 32" o.c. at 8" o.c. 11.79 NA NA Level L2 12 6.58 0.00 0.00 0.00 0.00 12.00 34.8% 0.77 3.93 0.37 1.44 597 3" o.c. 597 2x at 32" o.c. at 8" o.c. 10.98 NA NA Level L2 13 13.00 6.00 4.00 2.10 1.00 12.00 37.0% 0.82 4.18 0.37 1.44 597 3" o.c. 322 2x at 48" o.c. at 16" o.c. 1 2.04 3.76 CMSTC16 Sum 256.91 27.45 140.21 * Refer to attached analysis for walls sharing load between two sections of the building PIE Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level LS Side Direction Total Building Story Shear (kips) = 9166 Percentage of Total = 33.7% Story shear(kips) = 31.56 Story height (ft) = 8.00 Story Wall Wall Opening Opening Opening Plate to %Sharing Story Sum Story Sum Aspect Panel Panel Edge Plate D(ft) Wldth(ft) Height(ft) toEdge(ft) Opening(ft) V(kips) V(kips) DQklf) DQklf) Ratio Shear If Nailing Shear (pIf) Levell-5 A2 19.25 10.00 4.00 2.00 1.00 339% 1.07 1.07 0.31 0.31 2.00 116 6" o.c. 56 Levell-5 A4 3.50 0.00 0.00 0.00 0.00 1.28VD 0.40 0.40 0.15 0.15 116_.__,._ 6" o.c. 116 ------- i.Z�6 ------- 6.Y .66 - --------- 66 ---- 6'.H __2.29 ..... 16 ------------------- 01C. 116 Levell-5 B2 14.S8 0.00 0.00 0.00 0.00 534%' 1.69 1.69 0.31 031 0.55 Ila 6" O.C. 116 Levell.5 B3 21.25 0,00 0100 0.00 0.00 7.78% 2.46 2.46 031 031 0i38 Ila a" O.C. 216 LevelLS 84 20.00 0100 0100 040 0100 7.33% 2.31 2,31 0.31 0.31 0.40 116 6" O.C. lie Level LS 85 28,67 0.00 0.00 0.00 0.09 20.S0% 3.31 3.31 031 0,31 0.28 Ila 6" ox. lie LevelLS B15 41.00 0.00 0.00 0.00 0.00 15.02% 4.74 4.74 0.31 0.31 O,20 116 61, O.C. lie Levell.5 87 21.25 0.00 0.00 0.00 0.00 7.78% 2.46 2,46 0.31 0.31 0.38 lie 6" O.C. its Levell.5 88 14.58 0100 0.00 0.00 0.00 534% 1.69 1.69 0131 Ul 0.55 216 6" O.C. 116 LevelLS 89 8.00 0.00 0.00 0100 0.00 2,93% 0.92 0.92 0.14 0.14 1.00 116 6" O.C. 116 Levell.5 810 12.42 0,00 0,00 0.00 0.00 4,55% 1.44 1.44 0.13 OA3 0.64 lie 61, O.C. 116 ...c ....... 4.�� ....... j..66 ....... Z;W ....... FM ........ F .66 ........ ..... �. M7 ..... 64i .6. �Y .5.-g 1 .... 04.73.1 ...... 1.67-8 ....... 11 .6 ..6-". -o- c. ....... 6 Levell-5 C3 6.92 0.00 0.00 0.00 0.00 2,53% 0.80 0.80 0.31 0.31 1.16 116 6" o.c. 116 Levell-5 C4* 13.00 0.00 0.00 0.00 0.00 436% 1.50 1.50 0.13 0.13 0.62 116 6" o.c. 116 Levell-5 C5* 20.00 0.00 0.00 0.00 0.00 7.339/ 2.31 2.31 0.13 0.13 0.40 216 6" o.c. 116 Levell-5 C6 23.50 8.50 4.00 2.50 1.00 5.49% 1.73 1.73 0.30 0.30 1.60 116 6" o.c. 74 Sum 296.50 100% 31.56 31.56 Refer to attached analysis for walls sharing load between two sections of the building BTM Plate I Top Plate lReTUltantl Force at at6"o.c.lat24"o.c.J N/A 1 0.69 1 CS16 at 611 o.c. at 24" o.c. 0.90 NA NA ------- at 6" ox. ------------------ at 24" ox. N/A ----------- NA ----------- NA at 6* o.c. at 24* ox. N/A NA NA at 6" ax. at 20 ox. N/A NA NA at 6" ox, at 24" ox. N/A NA NA at 6" o.c. at 24" ox. N/A NA NA at a" o.c. at 241 cc. N/A NA NA at 6" o.c. at 24" ox. N/A NA NA at 6" ox. at 24" *;c. N/A NA NA at Gm oic. at 24" ox N/A NA NA at a" ox : MM NA .... a at 6" c. at 24" O.C. .. N/A ..... NA NA at 6" ox *I: t 24" o.c. N/A NA NA at 6" o.c. �o.c . t 24- N/A NA NA at 6" o.c. at 24' o.c. N/A NA NA at 6" o.c. at 24" o.c.1 N/A 0.87 CS26 Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L4 Side Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 33.7% Story shear(kips) = 45.36 Accumulated shear(kips)= 76.92 Story height (ft) = 9.25 Story Wall Wall Opening Opening Opening Plate to %Sharing Story Sum Story Sum Aspect Panel Panel Edge Plate D ft Width ft Hei ht ft to Edge ft O ening ft V ki s V(kips) DL klf DL klf Ratio Shear If Nailing Shear If Level L4 A2 19.25 10.00 4.00 2.00 1.00 3.30% 1.50 2.33 0.17 0.48 2.00 251 6" o.c. 121 vl 0 0 3 0 Level L4 A4 15.50 5.00 4.00 3.56 1.00 3.75% 1.70 2.64 0.17 0.32 1.14 251 6" o.c. 170 LevelL4 ------ 81 ---.-^-------------------- 8.00 0.00 - 0.00 ^ 0:00 0.00 2.86% 1.30 -:2-2 0a17 0.47 1:16 278 6"6o.c. - ^ 278 Level L4 82 14.58 0.00 0.00 0.00 0,00 5.21%, 2.36 4.05 0.17 0.47 0.63 278 6" O.C. 278 Level 14 83 21,25 0.00 0.00 0.00 0.00 7.$9% 144 5.90 0.17 0.47 0,44 278 6" o.c. 278 Level L4 84 20.00 0.00 0.00 0100 0.00 7.14% 3,24 5.55 0.17 0.47 0.46 278 6" O.C. 278 level L4 BS 28.67 0.00 0.00 0.00 0.00 10.24% 4.64 7,96 0,17 0.47 0.32 278 6" o.c. 278 level L4 B6 41.00 0.00 0.00 0,00 0.00 14.64% 6.64 11.38 OX 0.47 0.23 278 6" O.C. 278 level L4 67 21.25 0.00 0.00 0.00 0.00 7,59% 3,44 5,90 0,17 0.47 0,44 278 6" o.e. 276 Level L4 88 1448 00 0.00 0.00 0.00 5121% 2.36 4.05 0.17 0,47 0.63 278 6" O.C. 278 Levell4 B9 8.00 0100 0100 0.00 0.00 2,86% 1.30 2.22 0.17 0,31 1.16 278 6"O.c. 278 LevelL4 B10 12.42 0.00 0.00 0.00 0,00 4,44% 2.01 3.45 0.17 0.30 0,74 278 6"o.c. 278 ...........................:..........................................................:.. level L4 C2 4.50 0.00 0.00 0.00 0.00 ..... 1.61Y ......... 0.73 .........:................................ 1.25 0.17 0.48 2.06 278 ........... 6" o.c. ............. 278 Level L4 C3 6.92 0.00 0.00 0.00 0.00 2.479/. 1.12 1.92 0.17 0.48 1.34 278 6" o.c. 278 Level L4 C4* 13.00 0.00 0.00 0.00 0.00 4,64% 2.11 3.61 0.17 0.31 0.71 278 6" o.c. 278 Level L4 C5* 20.00 0.00 0.00 0.00 0.00 7.14% 3.24 5.55 0.17 0.31 0.46 278 6" o.c. 278 Level L4 C6 23.50 8.50 4,00 2.50 1.00 5.36% 2.43 4.16 0,17 0.47 1.60 278 6" o.c. 177 Sum 308.50 100% 45.36 76.92 * Refer to attached analysis for walls sharing load between two sections of the building Plate flailing Top Plate LTP4 IR@Vtant I H ki sWindow Force at (kips) Window Strap 9V'G?wr. at 6" o.c. at 24" o.c. N/A 1.51 f YNRY'r CS16 at 6" o.c. at 24" o.c. N/A 2.64 CMSTC16 at 6" ox. --------- at 16" ox. --------- 2.52 ----------- NA ----•------ NA at e" ox. at 16" o c. 2.48 NA NA at W O.C. at 16" C.C. N/A NA NA at 6" ox. at 16" O C. N/A NA NA at 6" a.c. at 16" ox. N/A NA NA at 6" O.C. at 16" ox. N/A NA NA at 6" o.c. at 16" ox. N/A NA NA at 6" o;c. at le o c. 1.48 NA NA at 6" ox. at 16" ox. 2.94 NA NA at 6" o.c. at 16" ox. 2.47 NA NA "at 6" o.c. at 16" o.c. +3.20 " "" "NA """ "NA"R"" at 6" o.c. at 16" o.c. 2.69 NA NA at 6" o.c. at 16" o.c. 2.39 NA NA at 6" o.c. at 16" o.c. 1.70 NA NA at 6" o.c. at 24" o.c. N/A 2.08 CMSTC16 r ib r OD Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Side Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 33.7% Story shear(kips) = 35.84 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 112.76 Story Wall Wall Opening Opening Opening Plate to %Sharing Story Sum Story Sum Aspect Panel Panel Edge Plate Plate Top Plate Res ant Force at Window D ft Width ft Hel ht ft to Edge ft O ening (ft) V kips V(kips) DL klf DL(klf) Ratio Shear(plf) Nailing Shear (plf) Nailing LTP4 HD(kips) Window (kipsA (kips Strap LevelLa A2 19.25 10.00 4.00 2.00 1.00 3.30% 1.18 3.51 0.17 0.65 2.00 379 4" o.c. 182 26d at 6" o.c. at 24" o.c. N/A 2.28 CMSTCI6 ` evl k 5.0 0 7 1 Leve L3 A4 0, p2,Q 15.56 5.00 4.00 3.50 1.00 3.75% 1.34 3.98 0.17 0.49 1.14 379 4" o.c. 257 6d at 6" o.c. at 24" o.c. 1.71 3.98 CMS 16 Level L3 81 8.00 0.00 -------------------------------------------------------------^-^--------------------------------- 0.00 0.00 0.00 2.86% 1.02 3.24 0.17 0.64 1.16 406 ------------• 4" ox, --------------- 406 ---------- 6d at 4" ox. --------- at 12" o c. -------- 6.09 ----------- NA -..-......- NA Level L3 B2 14.58 0.00 0.00 0.00 0.00 5121% 1.97 5,91 0:17 0.64 0.63 400 4" O.C. 406 6d at 4" o.c. 16d at 12" ox. 4460 NA NA Level L3 B3 21.25 0.00 0.00 0.00 0.00 7.59% 2.72 8,62 0,17 0.64 0.44 406 4" o.c. 406 at 4" O.C. at 12" ox, 3.24 NA NA Level L3 B4 20.00 0.00 0.00 0100 0,00 7,14% 2.56 8,11 0.17 0.64 0.46 406 4" o,c, 406 led at 4" ox, at 12" ox. 3A9 NA NA Level L3 85 28.67 0.00 0100 0;00 0,00 10.24% 3.67 11.63 0.17 0,64 0.32 406 4" ox, 406 6d at 4" o.c. at 12" O.C. 1.77 NA NA Level L3 86 41.00 0,00 0.00 0.00 0100 14.64% 5.25 16,63 0.17 0.64 0,23 406 4" ox, 408 6d at 4" o.c. at 12" O.C. N/A NA NA Level L3 07 21.25 0.00 0.00 0.00 0.00 7,59% 2.72 8,62 0.17 0.64 0.44 406 4" o.c. 406 16d at 4" o.<. at 12" o.c. 3.24 NA NA Level L3 88 14.58 040 0.00 0.00 0.00 5,21% 1.87 5.91 0.17 0.64 0.63 406 4" ox. 406 164 at 4" O.C. at 12" o.e. 4,60 NA NA Level L3 89 8.00 0.00 0.00 0,00 0.00 2.86% 1.02 3:24 0.17 0,48 1,16 406 41" o.c. 406 16d at 4" o.c. at 12" ox. 6.31 NA NA Level L3 B10 12.42 0.00 0.00 0.00 0.00 4.44% 1.59 5.04 0.17 0.47 0.74 406 4" o.c. 406 16d at 4" o.c. at 12" o.c. S.73 NA NA ...............................................................................................*..,...........................................................,..............,........ Level L3 C2 4.50 0.00 0.00 0.00 0.00 1.61% 0.58 1.83 0.17 0.65 2.06 406 4" o.c. 406 6d at 4" o.c. ....,.......................... at 12" o.c. 7.16 NA ........... NA Level L3 C3 6.92 0.00 0.00 0.00 0.00 2.47% 0.89 2.81 0.17 0.65 1.34 406 4" o.c. 406 16d at 4" o.c. at 22" o.c. 6.35 NA NA Level L3 C4* 13.00 0.00 0.00 0.00 0.00 4.64% 1.66 5.27 0.17 0.48 0.71 406 4" o.c. 406 16d at 4" ox at 22" o.c. 5.60 NA NA Level L3 C5* 20.00 0.00 0.00 0.00 0.00 7.14% 2.56 8.11 0.17 0.48 0.46 406 4" o.c. 406 6d at 4" ox: at 12" o.c. 4.49 NA NA Level L3 C6 23.50 8.50 4.00 2.50 1.00 5.36% 1.92 6.08 0.17 0.64 1.60 406 4" o.c. 259 6d at 6" o.c. at 16" o.c. N/A 3.04 CMSTC16 Sum 308.50 100% 35.84 112.76 * Refer to attached analysis for walls sharing load between two sections of the building L� r Davido Consulting Group Date: 2/25/1E . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Side Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 33.7% Story shear(kips) = 27.45 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 140.21 r 0 O Story Wall Wall Opening Opening Opening Plate to %Sharing Story Sum Story Sum Aspect Panel Panel Edge Plate A. Bolt Top Plate Resu nt Force at Window D ft Width (ft Height(ft) to Ed a ft) O ening ft V(kl s V k(s DL(kl DL klf) Ratio Shear I Nailing Shear If) Spacing LTP4 I HD(kl s) Vind..(kipsi Strap Level L2 A2 19.25 10.00 4.00 2.00 1.00 3.21% 0.88 4.39 0.17 0.82 2.00 475 3" o.c. 228 2x at 48" o.c. at 24" o.c. N/A 2.85 CMSTC16 L e L 5hU 0 Level L2 04 P5 A A4 ik 15.50 5.00 4.00 3.50 1.00 3.64% 1.00 4.98 0.17 0.67 1.14 475 3" o.c. 321 2x at 48" o.c. at 16" o.c. 3.96 4.98 CMSTC34 ................................................................................................................................................. Level L2 81 8.00 0.00 0.00 0.00 0.00 2.77% 0.76 4.01 0.17 0.81 1.16 Sol ........... 3" o.c. ............... Sol ............ 2x at 32" o.e. ......... at 12" o.c. ......... 10.66 ............ NA ........... NA Level L2 82 14.58 0.00 0.00 0.00 0.00 5.05% 1.39 7.30 0.17 0.81 0.63 Sol 3" ox. Sol 2x at 32" o.c. at 12" o e. 8.64. NA NA Level L2 83 21.25 0.00 0.00 0.00 0.00 7.37% 2.02 10.64 0.17 0.81 0." Sol 3" O.C. 501 zx at 32" O.C. at 12" O.C. 6.89 NA NA Level L2 84 20.00 0100 0.00 0:00 0:00 6.93% 1.90 10.02 0.17 0:81 0.46 501 3" o.c. 501 Zx at 32" o.c. at 12" o.c. 7.21 NA NA Level L2 65 28.67 0.00 0.00 O.Oo 0.00 9.94% 2.73 14.36 0.17 0.81 0.32 Sol 3" O.C. Sol 2x at 32" o.c. M 12" o.c. 5.02 NA NA Level L2 B6 41.00 0.00 0.00 0.00 0.00 14.21% 3.90 20.53 0.17 0.81 0.23 Sol 3" O.C. 501 ix at 32" o.c. at 12" o c. 1.97 NA NA Level L2 B7 21.25 0.00 0.00 0.00 0.00 7.37% 2.02 20,64 0.17 0.81 0.44 501 3" ox. Sol 2X at 32" o.c. at 12" o c. GAS NA NA Level L2 B8 1458 0.00 0.00 0,00 0.00 5.05% 1.39 7.30 0.17 0.81 0.63 Sol 3" ox. SOS 2x at 32" ox- at, 12" o c. 8.64 NA NA Level L2 89 8.00 0,00 0.00 0.00 0.00 2.77% 0.76 4.01 0.17 0.64 1.16 501 3" o.c. Sol 2X at 32" ox. at 11" o c. 11.02 NA NA LevelLevel LZ B10 12.42. 0.00 0.00 0.00 0.00 4.31% 1.18 6.22 ............._.........._:............... 0,17 0.64 0.74 502 3" O.C. 501 x at 32' o.c. a[12" o.c. 9:90 NA A NA ...................•................_....--••••••-.-..._...._....... Level L2 C2 4.50 0.00 0.00 0.00 ....... 0.00 ...._................. 1.56% 0.43 2.25 0.17 0.82 2.06 501 _.:" ..............:.... 3" o.c. 501 2x at 32" o.c. ..::._..:._..--....._.. at 12" o.c. 12.12 .... NA __.__..._.. NA Level L2 C3 6.92 0.00 0.00 0.00 0.00 2.40% 0.66 3.47 0.17 0.82 1.34 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 10.96 NA NA Level L2 C4* 13.00 0.00 0.00 0.00 0.00 4.51% 1.24 6.51 0.17 0.65 0.71 Sol 3" o.c. 501 2x at 32" o.c. at 12" o.c. 9.71 NA NA Level L2 C5* 20.00 0.00 0.00 0.00 0.00 6.93% 1.90 10.02 0.17 0.65 0.46 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 8.18 NA NA Level L2 C6 23.50 0.00 0.00 0.00 0.00 8.15% 2.24 8.32 0.17 0.82 0.39 354 4" o.c. 354 2x at 49" o.c. at 16" o.c. 2.19 NA NA Sum 308.5U 1u0% 27.45 140.21 * Refer to attached analysis for walls sharing load between two sections of the building r N O Davido Consulting Group Date: 2/25/15 civil I structural i land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: lOd-lS/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level LS Front/Back Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 30.9% Story shear(ki ps) = 28.94 Story height (ft) = 8.25 Story Wall Wall D ft Opening Width ft Opening Hei ht ft Opening to Ed e ft Plate to 0 enin ft %Sharing Story V ki s Sum V(kips) Story DL kl Sum DL klf Aspect Panel Ratio Shear I Panel Edge Nailing Plate Shear I BTM Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips Window Strap Level L5 Al 25.00 11.00 4.00 4_50 1.00 4.69% 1.36 1.36 0.17 0.17 0.89 97 6" o.c. 54 16d at 6" o.c at 24" o.c. N/A 1.31 CS16 Level L5 A3 4.50 0.00 0.00 0.00 0.00 1.51% 0.44 0.44 0.17 0.17 1.83 97 6" D.C. 97 led at 6" o.c at 24" O.C. N/A NA NA Level L5 A4 4.50 0.00 0.00 0.00 0.00 1.51% 0.44 0.44 0.17 0.17 1.83 97 6" D.C. 97 led at 6" o.c at 24" o.c. N/A NA NA Level L5 AS 4.67 0.00 0.00 0.00 0.00 1.56% 0.45 0.45 0.17 0.17 1.77 97 6" o.c. 97 led at 6" o.c. at 24" o.c. N/A NA NA Level L5 A6 4.58 0.00 0.00 0.DO 0.00 1,53% 0.44 0.44 0.17 0.17 1.80 97 6" o.c. 97 led at 6" o.c. at 24" o.c. N/A NA NA Level L5 A7 7.00 0.00 0.00 0.00 0.00 2.34% 0.68 0.68 0.17 0.17 1.18 97 6" o.c. 97 led at 6" o.c. at 24" O.C. N/A NA NA Level LS A9 16.58 6.00 4.00 4.50 1.00 3.54% 1.02 1.02 0.17 0.17 0.89 97 6" o.c. 62 16d at 6" o.c. at 24" O.C. N/A 1.31 CS16 ---_-•--__•------------ Level L5 62 -----------------'----•._--............- 8:25 0,00 0.00 ........ 0.00 .....---...-.........................,.................................... 0,00 2.7b?i 0 SD 0.80 0.17 0.17 1.00 97 .-- ----' a ae. "------- 97 --------"- led at 6" o, ----- u ..._ at 24 o a -------- N/A ....-.."-' NA _-_-__-_- NA Level L5 B3 8.25 0.00 0.00 0.00 0.00 2.76% 0.80 0.80 Dal, 0117 1.00 97 6" D.C. 97 led at 6" *,r. at W o c. N/A NA NA Level L5 B3 22.00 0.00 0.00 0100 0.00 7 36% 2113 2.13 0.27 0.17 0,38 91 6" D.C. 97 16d at 6" mc at 24" o - NIA NA NA Level L5 84 18.00 MOO 0.00 0.00 0.00 6,03% 2.74 1.74 0,27 0.17 OA6 97 6" 0,0. 97 led at 6" cc. at 24" ae. WA NA NA Level LS es 21.25 0.00 0.00 0.00 0.00 711% 2.06 2.06 0.17 Mil 0.39 97 6"ae. 91 l6d at 6* D.C. at24"ox. N/A NA NA Level LS 86 28.67 0.00 MOO 0100 0.00 9.60% 2.78 2,78 0,17 0.17 0.29 97 .6" o.c. 97 led at 6" D.C.a 24" D.C. N/A NA NA Level L5 87 22.00 0.00 0.00 0.00 0.00 7.361* 2.13 2.13 0,17 0.17 0,38 97 8" D.C. 97 16d of 6" D.C. at 24" ox- N/A NA NA Level LS 88 18.00 0.00 0.00 0.00 0.00 6.03% 1.74 1.74 0.17 037 0.46 97 6" D.C. 91 led st 6" D.C.at 24" D.C. N/A NA NA Level L5 89 18.00 0.00 0.00 0.00 0.00 6.03% 1.74 1.74 0.17 0.17 0.46 97 6" D.C. 97 led at 6" D.C.at ze o c. N/A NA NA Level L5 810 27.00 0.00 0.00 0.00 0.00 5.69% 1165 1.65 0.17 0.17 0.49 97 6" D.C. 91 led at 6" at 24" o.c. N/A NA NA Level L5 fill 18.00 0.00 0.00 0.00 0.00 6.03% 1.74 1.74 0.11 0.17 0.46 97 6" MC. 97 led at 6" o.c at Z4" ex. N/A NA NA Level L5 812 17.00 0.00 MOO 0.00 0.00 5.69% 1.65 1.65 0.17 0.17 0.49 97 6" D.C, 97 led ate" D.C.at 24" D.C. N/A NA NA Level L5 813 8.00 MOO 0.00 0.00 0.00 2.68% 0:77 0.77 all 037 1.03 97 6" D.C. 97 led at 6" o. at 24" a - N/A NA NA Level L5 814 8.25 0.00 0.00 020 0.00 2.76% OAQ 0.80 0.17 0,17 1.00 97 6_" D.C. 97 led at 6"_ a c atZ4" D.C.. N/A NA NA �LevelLS ...... . Ci...... 19.25..... 50.00 ... .Z66..... .2.00......... ... 1.00 ....... . .3.10% ..... 0.90. �0.90. .0.17. .0.17. .2.00 97 �6 o.c 47 16dat6' o.c. �at24"o.c. �N/A" �0.58 . �C516 Level LS C2 7.00 0.00 0.00 0.00 0.00 2.34% 0.68 0.68 0.17 0.17 1.18 97 6" o.c. 97 6d at 6" o.c. at 24" o.c. N/A NA NA Sum 325.75 28.94 28.94 * Refer to attached analysis for walls sharing load between two sections of the building r 1J Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: 10d-1S/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Front/Back Direction Total Building Story5hear (kips) = 134.59 Percentage of Total= 30.9% Story shear(kips) = 41.59 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 70.53 Story Wall Wall D ft Opening Width ft Opening Hel ht ft Opening to Ed e ft Plate to O enin ft %Sharing Story V ld s Sum V ld s Story DL kl Sum DL k Aspect Panel Ratio Shear I Panel Edge NailingShear Plate I Plate Nallin Top Plate LTP4 Resultant HD(kips) Force at Window (kips]Stra Window Level L4 Al 25.00 11.00 4.00 4.50 1.00 4.7% 1.95 3.31 0.18 0.35 0.89 236 6" o.c. 132 16d at 6" o.c at 24" O.C. N/A 3.19 CMSTC16 Level L4 A3 4.50 0.00 0.00 0.00 0.00 1.5% 0.63 1.06 0.18 0.35 2.06 236 6" o.c. 236 16d at 6" o.c at 24" D.C. 2.82 NA NA Level L4 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.63 1.06 0.18 0.35 2.06 236 6" o.c. 236 16d at 6" o.c at 24" O.C. 2.82 NA NA level L4 AS 4.67 0.00 0.00 0.00 0.00 1.6% 0.65 1.10 0.18 0.35 1.98 236 6" o.c. 236 16d at 6" o.c. at 24" O.C. 2.79 NA NA Level L4 A6 4.58 0.00 0.00 0.00 0.00 1.5% 0.64 1.08 0.18 0.35 2.02 236 6" o.c. 236 6d at 6" o.c. at 24" o.c. 2.81 NA NA Level L4 A7 7.00 0.00 0.00 0.00 0.00 2.3% 0.97 1.65 0.18 0.35 1.32 236 6" o.c. 236 6d at 6" o.c. at 24" o.c. 2.42 NA NA Level L4 A9 16.58 6.00 4.00 4.50 1.00 3.5% 1.47 2.50 0.18 0.35 0.89 236 6" o.c. 151 16d at 6" o.c. at 24" o.c. N/A 3.19 CMS196 Level L4 Bl a:25 0.00 0.Q0 000 0.00 2.8% 1.15 1.9$ 0.18 0 3S 1.12 236 6" aC.. 236 16d at 6* a at o.C. US NA NA Level L4 83 8.25 0.00 0.00 0.00 0.00 2.8% 1.15 1.95 0.18, 0,35 1.12 236 6" D.C. 2% 36d st 6" o. at 24" D.C. 225 NA NA Level L4 83 22.00 0.00 0.00 0.00 0.00 7.4% 3.06 5.19 0.18 0,33 0.41 236 6" D.C. 236 14d at6" D.C.at 24* ox- N/A NA NA LevelL4 84 18.00 0.00 0.00 0.00 0.00 6.0% 2.51 4.2S 0.18 0.3S 0.51 2S8 6" D.C. 236 16d at 6" D.C.at24" ox. 1.12 NA NA Level L4 85 21.25 0.00 0.00 0.00 0.00 7.1% 2.96 S.02 0.10.. 0.3S 0.44 236 6" D.C. 236 16d at 6" ox. at 24" D.C. N/A NA NA Levet L4 86 28.67 0.00 0.00 0.00 0.00 9.6% 3.99 6.77 0.18 0.35 0.32 236 6".o:C. 236 16d at 6" o.c at 24* D.C. N/A NA NA Levet L4 B7 22.00 0.00 0.00 0.00 0.00 7.4% 3.06 SA9 0.18 0.3S 0.42 236 6" ox. 236 16d at 6" o e at 24" o e. N/A NA NA Level L4 88 19.00 0.00 MOO 0.00 UO 6.0% 2.S1 4.25 0,18. "S• 0,51 236 6" me. 236 Idd at 6" D.0 at 24" D.C. L12 NA NA Level L4 89 18.00 0.00 0.00 0.00 M00 6.0% 2.51 4.2S 0.18, 0.3S 0.S1 236 6" D.C. 236 16d at6" o.e at 24" D.C. 2.12 NA NA Level 1.4 810 17.D0 0.00 0.00 0.00 0.00 5.7% 2:37 4.01 0.18 0.35, 0.54 236 8" D.C. 236 lad at 6" o.c at 24" o e. 1.23 NA NA Level L4 all 18.00 0.00 0100 0.00 0.00 6.0% 2.51 4.15 0.18 0.35 0.51 236 6" D.C. 236 164 at 6" o.c at24" au 1.12 NA NA Level l4 B12 17.00 0.00 0.00 0.00 0.00 5:7% 2.37 4.01 0.18 0.35 0,54 236 6" O.C. 236 16d at 60 ox at 24" D.C. 123 NA NA Level l.4 813 8.00 0.00. 0.00 0.00 0.00 2.7% 1.11 1.89 0.18 M35 1.16 2% 6" D.C. 236 16d at 6" o. at W' o c, 228 NA NA Level L4 814 8.25 0.00 0.00 0.00 0.00 2.8% 1.15 1.95 0.18 0.35. 1.12 236 6" D.C. 236 16d at 6"c o at 24" ox- 2,25 NA NA Level L4 CS 19.25 50.00 4.00 2.00 1.00 3.1% 1.29 2.18 0.18 0.35 2.00 236 6" o.c. 113 S6d at 6" o.c. at 24" o.c. N A 1.42 C516 Level L4 C2 7.00 0.00 0.00 0.00 0.00 2.3% 0.97 1.65 0.18 0.35 1.32 236 6" o.c. 236 16d at 6" o.c. at 24" o.c. 2.42 NA NA Sum 325.75 41.59 70.53 *Refer to attached analysis for walls sharing load between two sections of the building r rJ N Davido Consulting Group Date: 2/25/1! DICIG civil I structural I land use Made By: JN INCORPORAfED Project: Tukwila Village Bldg E Description: Shear Wall Design . East Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Front/Back Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 30.9% Story shear(kips) = 32.87 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulatedshear(kips)= 103.39 Story Wall Wall D R Opening Width ft Opening Hel ht ft Opening to Ed aft Plate to O enin R %Sharing Story V ki s Sum V ki s Story DL kl Sum DL kli Aspect Panel Ratio Shear iplfl Panel Edge Nailing Plate Shear I Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips Window Strap Level L3 Al 25.00 11.00 4.00 4.50 1.00 4.7 % 1.54 4.85 0.18 0.53 0.89 346 4" o.c. 194 16d at 6" o.c at 24" o.c. N/A 4.67 lesign Req'c Level L3 A3 4.50 0.00 0.00 0.00 0.00 1.5 % 0.50 1.56 0.18 0.53 2.06 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 6.15 NA NA Level L3 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.50 1.56 0.18 0.53 2.06 346 4" o.c. 346 16d at 4" o.c at 16" O.C. 6.15 NA NA Level L3 AS 4.67 0.00 0.00 0.00 0.00 1.6% 0.51 1.62 0.18 0.53 1.98 346 4" o.c. 346 26d at 4" o.c at 16" O.C. 6.09 NA NA Level L3 A6 4.58 0.00 0.00 0.00 0.00 1.5 % 0.50 1.59 0.18 0.53 2.02 346 4" o.c. 346 6d at 4" o.c at 16" o.c. 6.12 NA NA Level L3 A7 7.00 0.00 0.00 0.00 0.00 2.3 % 0.77 2.42 0.18 0.53 1.32 346 4" o.c. 346 6d at 4" o.c at 26" o.c. 5.46 NA NA Level L3 A9 16.58 6.00 4.00 4.50 1.00 3.5% 1.16 3.66 0.18 0.53 0.89 346 4" o.c. 221 16d at 6" o.c. at 24" o.c. 1.34 4.67 esign Req'c Level L3 BS 8.25 0.00 0.00 0.00 0.00 2.8% 0.91 2.86 0.18 0.53 1.12 346 4" o.c. 346 16d at 4" o.c at 16" oc.. 5.18 NA NA Level L3 B3 8.25 0.00 0.00 0.00 0.00 2.8% 0.91 2.86 0.18 0.53 1.12 346 4" o.c. 346 16d at 4" o.c at 16" O.C. 5.28 NA NA Level L3 B3 22.00 0.00 0.00 0.00 0.00 7.4 % 2.42 7.61 0.18 0.53 0.42 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 2.74 NA NA Level L3 B4 18.00 0.00 0.00 0.00 0.00 6.0% 1.98 6.23 0.18 0.53 0.51 346 4" o.c. 346 16d at 4" o.c at 16" O.C. 3.41 NA NA Level L3 B5 21.25 0.00 0.00 0.00 0.00 7.1 % 2.34 7.35 0.18 0.53 0.44 346 4" o.c. 346 16d at 4" o.c at 16" O.C. 2.86 NA NA Level L3 B6 28.67 0.00 0.00 0.00 0.00 9.6 % 3.15 9.92 0.18 0.53 0.32 346 4" o.c. 346 16d at 4" o.c at 16" O.C. 1.64 NA NA Level L3 B7 22.00 0.00 0.00 0.00 0.00 7.4% 2.42 7.61 0.18 0.53 0.42 346 4" o.c. 346 6d at 4" ox at 16" o.c. 2.74 NA NA Level L3 B8 18.00 0.00 0.00 0.00 0.00 6.0% 1.98 6.23 0.18 0.53 0.51 346 4" o.c. 346 6d at 4" ox at 16" o.c. 3.41 NA NA Level L3 B9 18.00 0.00 0.00 0.00 0.00 6.0% 1.98 6.23 0.18 0.53 0.51 346 4" o.c. 346 6d at 4" ox at 26" o.c. 3.41 NA NA Level L3 B10 17.00 0.00 0.00 0.00 0.00 5.7% 1.87 5.88 0.18 0.53 0.54 346 4" o.c. 346 26d at 4" o.c. at 16" o.c. 3.58 NA NA Level L3 Bll 18.00 0.00 0.00 0.00 0.00 6.0% 1.98 6.23 0.18 0.53 0.51 346 4" o.c. 346 6d at 4" o.c. at 26" o.c. 3.41 NA NA Level L3 B12 17.00 0.00 0.00 0.00 0.00 5.7% 1.87 5.88 0.18 0.53 0.54 346 4" o.c. 346 6d at 4" o.c. at 26" o.c. 3.58 NA NA Level L3 B13 8.00 0.00 0.00 0.00 0.00 2.7 % 0.88 2.77 0.18 0.53 1.16 346 4" o.c. 346 6d at 4" o.c. at 16" o.c. 5.24 NA NA Level L3 B14 8.25 F19�25. 0.00 0.00 0.00 0.00 2.8% 0.91 2.86 0.18 0.53 1.12 4" o.c. 346 6d at 4" o.c. at 16" O.C. 5.18 NA NA ...EK. .....4.00� ����•2.00w ���"��1.00 �••�• _ �3.1% ..1.02 �320. .0.18. .0.53. _ .2.00! _346 346 [6clat4 Level L3 C2 7.00 0.00 0.00 0.00 0.00 2.3% 0.77 2.42 0.18 0.53 1.32 346 4" o.c. 346 " o.c. at 16" o.c. 5.46 NA NA �)Um iCS./S 32.87 103.39 *Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Front/Back Direction Total Building Story Shear (kips) = 81.45 Percentage of Total= 30.9% Story shear(kips) = 25.17 Story height (ft) = US Assumptions Controlling Case: Seismic Accumulated shear(kips)= 128.56 Story Wall Wall D ft Opening Width ft Opening Hei ht ft Opening to Ed e k Plate to 0 enin ft %Sharing Story VJk1psL Sum Story DL kl Sum DL kl Aspect Panel Ratio Shear I Panel Edge NailingShear Plate I A.8olt Spacing Top Plate LTP4 Resultant HD kI s Force at indow kips Window Stra Level L2 Al 4.58 0.00 0.00 0.00 0.00 1.6% 0.41 2.00 0.18 0.71 2.02 437 4" o.c. 437 2x at 32" o.c. at 12" O.C. 3.44 NA NA Level L2 A2 14.25 5.00 4.00 4.50 1.00 3.3 % 0.83 4.04 0.18 0.71 0.89 437 4" o.c. 284 2x at 48" o.c. at 16" O.C. N/A 5.90 CMSTC14 Level L2 A3 4.50 0.00 0.00 0.00 0.00 1.6% 0.40 1.97 0.18 0.71 2.06 437 4" o.c. 437 Zx at 32" o.c. at 12" o.c. 10.42 NA NA Level L2 A4 4.50 0.00 0.00 0.00 0.00 1.6% 0.40 1.97 0.18 0.71 2.06 437 4" o.c. 437 2x at 32" o.c. at 12" o.c. 10.42 NA NA Level L2 AS 4.67 0.00 0.00 0.00 0.00 1.7 % 0.42 2.04 0.18 0.71 1.98 437 4" o.c. 437 Zx at 32" o.c. at 12" o.c. 10.33 NA NA Level L2 A6 4.58 0.00 0.00 0.00 0.00 1.6% 0.41 2.00 0.18 0.71 2.02 437 4" o.c. 437 Zx at 32" o.c. at 12" o.c. 10.38 NA NA Level L2 A7 7.00 0.00 0.00 0.00 0.00 2.5% 0.63 3.06 0.18 0.71 1.32 437 4" o.c. 437 2x at 32" o.c. at 12" O.C. 9.40 NA NA Level L2 A8 6.00 0.00 0.00 0.00 0.00 2.1 % 0.54 2.62 0.18 0.71 1.54 437 4" o.c. 437 2x at 32" o.c. at 12" O.C. 3.01 NA NA _ Level L2 A9 4.59 .8.25., 0.00 �0.00..,..0.00. 0.00 0.00 0.00 1.6% 0.41 2.00 0.18 0.71 2.02 437 4" o.c. 437 2x at 32" o.c. at 12" O.C. 3.44 NA NA LeveIL2.....e].. ••• .0,00 ...................................................0.00 2:9% 0.74 359 0;18. e0.73. .1.12- ..416. .A"oa* .436. Sxaf32°o.a .st2"o.w! "9.00" ................ NA, • NAa Level L2 83 8.25 0.00 D.00 0.00 0.00 2.9% 0.74 3,59 0.18 0,71 1.12 436 4" ax., 436 2x at32" o.c. at 12" o.c. 9.00 NA NA Level L2 83 2240 0.00 0.00 0.00 0.00 7.8% 1.97 9.58 0.18 6.71 0.42 436 4" o.c. 436 2x at 32" o.c at it" o.c. 3.64 NA NA Level L2 B4 18.00 0.00 0.00 0.00 0.00 6.4% 1161 7,04 0.18 0,71 0.51 436 4" o.c. 436 2x at 31" o.a at 12" *A. GAS NA NA Level L2 B5 21.25 0.00 0.00 0.00 0.00 7.6% 1.90 9.26 0.18 0.71 0.44 436 4" o.c. 436 Zx at 32" ox, at 12" ox. 3,84 NA NA Level L2 86 28.67 0.00 0.00 o,00 0.00 10.2% 2.57 12.49 0.18 0.71 0.32 436 4" ox. 436 2x at 3r o.a at 12" o.c. 416 NA NA Level L2 87 22.00 7.00 4.00 2.00 1.00 5.3% 1,34 8.96 0.18 0.71 2.00 S97 3" ox. 401 2x at 48" o e. at i2"" S.37 3.36 CMSTC16 Level l2 88 18.00 350 4.00 2.00 1.00 5.2% 1.30 7.53 0.18 0.71 2.00 519 3" o.c. 418 2x at48" o.c. at 12" o.e. 6.39 342 CMSTC16 Levef l2 89 1&00 3.50 4.00 2.00 1.00 5.2% 1.30 7.53 0.18 0.71 2.00 529 3" O.C. 418 21 at48" me. at i2" 6.e. 6.39 3.12 CMSTC16 Levet L2 810 17.00 3.50 4.00 2.00 1.00 4.8% 1.21 7.09 MIS 0.71 2.00 $25 3" ox. 417 2x at 48" o.c. at 12" ox. S.61 345 CMSTC26 Level L2 Bii 18.00 0.00 0.00 0.00 0.00 &4% 1.61 7.84 DAB 011 0.51 436 4" ox. 436 2x at 32" o.a at 12" o.c. 6.S5 NA NA Level L2 B12 17.00 O.OD 0.00 0.00 0.00 6.0% 1.52 7.41 0.18 0.11 0.54 436 4" o c. 436 ftntWox. at 12" ox- 6.78 NA NA Level L2 813 8.00 0.00 0.00 0.00 0.00 Z.8% 0.72 3A9 0.18 0.71 1.16 436 4" o.c. 436 2x at 32" ox at 12" ox- 9.07 NA NA Level L2 814 --Us 0.00 ------------------ 0.00 0.00 ' 0.00 2.9% 0.74 3.59 Q,18 0.71 1.12 436 4" o.c. 436 2x at 32" o.c at 12" o c. 9.00 NA NA Level L2 C1 19.25 10.00 4.00 ------------------------ 2.00 1.00 ---------`------------------------------------`-- 3.31A 0.83 4.03 0.18 0.71 2.00 - 436 -` 4" o.c. 1 - 209 - 2x at 48" o.c. - at 24" o.c. -- -- 0.82 - -- -- 2.61 CMSTCI6 Level L2 C2 7.00 0.00 0.00 0.00 0.00 2.5% 0.63 3.05 0.18 0.71 1.32 436 4" ox 436 2x at 32" o.c. at 12" O.C. 9.39 NA1 NA Sum 313.58 25.17 128.56 ' Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Side Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 30.91/. Story shear(kips) = 28.94 Story height (ft) = 8.25 Total Width(ft) = 146.00 r N Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear (plf) Panel Edge Nailing Plate Shear (plf) BTM Plate Nailing Top Plate LTP4 Resultant HD(kips) Level L5 D1* 1300 0.00 0.00 0.00 0.00 10.00 39.4% 0.78 0.78 0.14 0.14 60 6" o.c. 60 16d at 6" o.c. at 24" o.c. N/A Level L5 D2* 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.20 1.20 0.14 0.14 60 6" o.c- 60 16d at 6" o.c. at 24" o.c. N/A ... ......................................................................................................«......,.,«..,.,,,....,,.....,«,..........,.,,.,.,«.,..,, Level LS E1 23.00 0,00 OAO 0.00 0.00 25.00 fi3.096 3.12 3.12 0.14 0.14 136 ...........,.... 6" o.e. ........... 136 ..,....,.....................- 16d at 6" o c. at 24" o c. --,........ N/A Level LS E2 13.50 0.00 0.00 0.00 0.00 25.00 37,0% 1,83 1.83 0.14 0.14 136 6" o.c, 136 16d of 6" o,c. at Z4" o c N/A ................•-_•__......_.__....w..wr..,..w..w..w...,...,.w...r.w........ Level LS F1 13.50 0.00 0.00 0.00 w. wr.w.w_. w....war.r...w....w..ww....._e...w.e«w.,r,....._w.._.,.....,.w 0.00 30.00 37,Q% 2.20 2.20 0.1A ww.w... 0.14 e.,... 163 ..w..,".. r. ww.. 6 o.c. .,........._ 163 ......_._....�...,._._ 16d at 6 o c, ._... ------------- at 24 o.c ----------- 0.82 Level L5 F2 23.00 0.00 0,00 0.00 0.00 30,00 63.00% 3.75 3.75 0.14 0.14 163 6" o.c. 163 16d at W o c. at Z4" o c.. N/A ------------------ Level LS Gl 23.00 0.00 --- ---•--- 0.00 0.00 -------......................... 0.00' 26.00 ._._...................... 63.0% 3,25 3.25 .......................... 0.14 0.14 141 ---------------- 6" o c. ----------- 142 ---------;------ 16d at 6 O.C. ------------- at Z4" o c. ----------- N/A Level L5 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.0% 1.91 L91 0.14. 0.14 141 6" o.c. 141 16d at 6" o.c at 24" O.C. N/A -------- Level L5 ............................... H1 13.50 0.00 ............................•........_ 0,00 0.00 0100 .._........_;.._......._....................._._....._.._........._ 22.00 37.0% 1.61 1.61 0,14 0.14 119 ................ 6" o.c. --.------- 119 ----------------- 16d at 6" o.c. ------------ at 24" o c ----------- N/A Level LS H2 23.00 0.00 0.00 0.00 0.00 22.00 63.0% 2.75 2JS 0.14 0.14 119 6" O.C. 119 16d at 6" oec at Z4" O.C. ------------ N/A •--------------------------•----------------......----•.------............................ level LS 11 23.00 0.00 0.00 0.00 0.00 ....... 23.00 ............--^.......... 63.0% 2.87 2,87 0.14 •---•-.................._._..,............^- 0,14, 125 6" o.c. --- 125 •--- --. -- 16d at 6" cuc at 24" o.c - --------- N/A Level l5 12 13.50 0.00 0.00 0.00 0.00 23.00 37.0% 1.69 1.69 0;14 0.14 125 6" ox. 12S 16d at W o c. at 24" o c N/A - Level L5 J1* 13.50 0.00 -------------•---------------------------- 0.00 0.00 0.00 ------ 10.00 --- 35.1% E70 0.70 0.14 0.14 51 --- 6" o.c. - 51 - -- - --- 16d at 6" o.c. -- --- - - at 24" o.c. N/A Level L5 12* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.29 1.29 0.14 0.14 51 6" o.c. 51 16d at 6" o.c. at 24" o.c. I N/A Sum 254.00 28.94 28.94 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Side Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 30.9°/. Story shear(kips) = 41.59 Story height (ft) = 9.25 Total Width(ft) = 146.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 70.53 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(kif) Sum DL(klf) Panel Shear (pif) Panel Edge Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Level L4 Dl* 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 1.12 1.90 0,25 0.38 146 6" o.c. 146 16d at 6" o.c. at 24" o.c. N/A Level L4 D2* 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.73 2.93 0.25 0.38 146 6" o.c. 146 16d at 6" o.c. at 24" o.c. N/A .....................................w.........,...,.,.......,..,..........,.....,.,.,.......,......,,...........,...,.,.......,...................,.,.,........, Level L4 E1 23.00 0.00 OAO 0.00 0.00 25.00 63.0% 4.49 7.61 0.37 O.S1 331 ..,,.......,.... 4" o.c. .........,. 331 ..... .......... ., 16d at 4 O.C. ..................••-•-- at 16" ac. N/A Level L4 E2 13.50 0.00 0.00 0,00 0.00 25,00 37.0% 2.63 4.47 0.37 0.S1 331 4" o.c. 331 16d at 4" o.c. at 16" O.C. 2.21 ..----_•-_------- Level l4 _-•__-•_•---• F1 ....................................w.._•..,.,.,.•.•_w..w,w..._,.e..-,-._w..,......,.,..w�..._.,w.-... 13.50 0.00 0.00 0.00 0.00 30.00 37.0% 3.16 5.36 -,-...,............,.-,...... 0.37 0,51 397 ......., ._.,.,.. 4' o.c. --........- 397 .:..._,........... 16d at 4" o.o .-----_"------ at 12 O.C. ----•------ 3.08 Level L4 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0% 5.38 9.13 0.37 0.51 397 4" ox 397 16d at 4" O.C. at 12" O.C. 1.55 ---------------------------------•-- Level L4 G1 23.00 -•------•-----------------------------•------__--_---..----------------------............................................. 0:00 0.00 0.00 0.00 26.00 63.0% 4.67 7.91 0.37 0.S1 3" ................ 4" o.c. •----•--- 3" ----------------- 1" at 4" O.C. ------------- at Y6" ac. --------- 0.86 Level L4 G2 13.50 0.00 0.00 0.00 0,00 26.00 37.0% 2.74 4.65 0.37 0.51 344 4" o.c. 3" 16d at 4" o c. at 16" o c. 2.38 - __...•..__.... Level L4 H1 _ 13.50 .................................... 0.00 0.00 0.00 ........ 0.00 .................. 22.00 ........ 37:0% 4.................................._...._ 2.32 3.93 0.37 0.51 291 ..... ...-.---- 6 o.c, ----------- 291 ---------------- 16d at W o.c. ------------- at 16" O.C. ----------- 1.69 Level L4 H2 23:00 0.00 0.00 0.00 0.00 22.00 63.0% 3.95 6.70 0.37 0.51 291 6" o.c. 291 16d at 6" o.c, at 16" au N/A •- Level L4 - ....-•• 11 23.00 O.QO 0.00 0,00 0.00 23.00 63.A 4:13' 7,00 0.37 0.51 304 •... .... 6 O.C. - - .. 304 --- --- - 16d at 6" O.C. -- ---- - - at Y6" ac N/A Level L4 12 13.50 0.00 0.00 0.00 0.00 23.00 37.0% 2.42 4.11 0.37 0.51 304 6" O.C. - 304 16d at 6" O.C. at 16" o c. 1.86 Level L4 J1* - 13.50 - 0.00 0.00 - .00 5.66. - 0.00 - 10.00 35.1% - 1.00 1.69 0.25 0.38 - - 125 - 6" o.c. - 125 ---------------- 16d at 6" o.c. ------------- at 24" o.c. N/A Level L4 J2* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.85 3.14 0.37 0.51 125 6" o.c. 125 16d at 6" o.c. at 24" o.c. N/A JUm LS4.UU 41.Sy /U.SS * Refer to attached analysis for walls sharing load between two sections of the building r N Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Side Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 30.9°% Story shear(kips) = 32.87 Story height (ft) = 9.25 Total Width(ft) = 146.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 103.39 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (Ift) Story V(kips) Sum V(kips) Story DL(kff) Sum DL(klf) Panel Shear (plf) Panel Edge Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Level L3 D1* 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 0.89 2.79 0.25 0.63 215 6" o.c. 215 16d at 6" o.c. at 24" o.c. 1.44 . Level L3__ D2* ............................................................................. 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.36 4.29 0.25 0.63 215 o.c. 215 16d at 6" o.c. at 24" o.c. N/A Leve# L3 E1 23.00 0.00 O:OQ 0.00 0.00 .......................... 25,00 63.0% ........ 3.55 .............................. 11.16 0.37 0.8$ 485 ...6" .. .,...... 3" o.c. ..............._ 485 16d at 4" o.c. at 12" as 2.67 Leve# L3 ................ E2 13.50 ...........•-............ 0100 0:00 0.00 0.00 25.00 37.0% 2.08 &S5 0.37 0.88. 485 3" O.C. 485 16d at W o.c, at 12" o.c 5.31 Level L3 Fi 13.50 0.00 0.00 0.00 0.00 ---............ 30.OQ ........... 37.0% ......._......._....,.. 2.50 7.86 0.37 ...,.,.............,..,..,. 0:88 S82 n ........ 3 ac. ...._...... 582 _.. .:..-•-......_.._...._... 16d at 3" ae at 8" ac 7.11 Level L3 ------------------------ F2 23.00 ----------------------------------------------------- 0.00 0.00 0100 0.00 30.00 63.0% 4.26 13.39 0.37 0.88 $82 3" ac. 582 16d at 3" ax- at 8" O.C. 4.44 Level L3 GI 23.00 0.00 0.00 0.00 ---------•----------------------- 0.00 26.00 63.0% ---------------•--------------------- 3.69 11.60 0.37 0.88 504 --- --•---- 3' o.c. ---------• 504 ---------------- 16d at 3" ox. ------------- at 12" O.C. ---------- 3.02 Level l.3 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.0% 2.16 6,81 0.37 0.88 504 T O.C. - 504 ----------- 26d at 3" o.a at 12" ox- 5.67 Level L3 Ai 13.50 Q:00 0.00 0.00 ........................ 0.00 .................................... 22.00 37.0% 1.83 .•••. S.76 • 0.37 •..._........._...._...... 0.88 427 --••. 4 ox, 427 ----------------- 16d at 4" ox. ------------ at 12" ac. -------- 4.23 Level L3 H2 23.00 --•---......•......• 0.00 0.00 ............ 0.00 0.00 22.00 63.0% 3:12 9.82 0.37 0.88 427 4" ox. 427 16d at 4" ac. at 12" ac. 2.61 Level l3 11 23.00 0.00 0.00 .................................:..: 0:00 0.00 23.66 ....... ............:... 63.0% 3.26 .....•. 10.26 0.37 ..............••.................. 0.88 446 4" o.c. ........... 446 --••.-........... 16d at 4" o.c. - - ----- - at 12" o.a - . 1.96 Leve# L3 ---------------•- 12 ------------•----------------------.._-.-•----- 13.50 0.00 0.00 0.00 0.00 23.00 37:0% L91 6.02 0.37 0.88 446 - 4" o.c. 4" 16d at 4" o c. at 12" o c. 4.59 Level L3 11* 13.50 0.00 0.00 0.00 - 0.00 10A0 35.1,%- - 0.79 2.48 0.25 0.63 184 - -6" o.c. --- --- 184 - -- - - - 16d at 6" o.c. ----- - at 24" o.c. - N/A Level L3 J2* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.46 4.60 0.37 0.88 184 6" o.c. 184 16d at 6" o.c. at 24" o.c. N/A aum L�)4.W 32.87 103.39 * Refer to attached analysis for walls sharing load between two sections of the building r N 4 Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Side Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 30.9% Story shear(kips) = 25.17 Story height (ft) = 9.25 Total Width(Ft) = 146.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 128.56 Story Wall Wall D(ft) Opening Width (ft Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear ( If) Panel Edge Nailing Plate Shear (plf) A. Bolt Spacing Top Plate LTP4 Resultant HD(ki s) Level L2 D1* 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 0.68 3.47 0.25 0.87 267 6" o.c. 267 2x at 48" o.c. at 16" o.c. 3.01 Level L2 D2* 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.04 5.34 0.25 0.87 267 6" o.c. 267 2x at 48" o.c. at 16" o.c. 1.09 ---•--•.................................................................................. Level L2 E1 23.00 0.00 0.00 0.00 0.00 .................. 25.00 ................ 63.0% 2.72 ........ 13.87 0.37 ..•...................... 125 603 ....... 21o,c. ........................._.•. 603 2x at 32" ox. •••.......... at 8" o.c.. , 5.76 Level L2 E2 13.50 0.00 0.00 0.00 0.00 25.00. 37.0% 1.59 8A4 0.37 L25 603 2" O.C. 603 2x at 32" ox. at 8* aG 9.55 Level L2 F1 13.50 0.00 0.00 0.00 0.00 30:00 37.0% 1:91 9.77 0.37 1.25 724 -2.' a.c. 724 2x st 18" o.a at 8" o.c 12.50 Level L2 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0% 3.26 16.65 0.37 1.25 724 2'. D.C. 724 2x at 16" ac. •-•---------•---- at B" O.C. 8.67 -- ------- Level L2 G1 ..................................................................................................................... 23.00 0.15 0:00 0.00 0.00 ........ 26.00 .................. 63.0% ................ 2.82 14.43 0.37 .........:......:.... 1.25 627 ............. 2' O.C. ............ 627 2x at 32" ox. --•---------- at 8" a c. 6.34 Level L2 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.0% 1.66 8.47 0.37 1.25 627 2" ox. 627 tat at 32" o c. at B" o.c, 10.14 Level L2 H 1 13.50 0.00 0.00 0.00 0.00 22.00 37.0% 1.40 7.17 6.37 1:25 531 3" o.c. 531 2x at 32" au at B" o c 7.77 Level L2 H7 23.00 0.00 0.00 0.00 0.00 22.00 63.0% 2.39 12.21 0.37 1.25 531 3" O.C. 531 2x at 32" o c. at 8° ox, 4.01 Level L2 ii 23.00 0.00 ...0.00 . 0.00 0.00 23.00 ., 63.0% ..2.50 12.76 0.37 1.25' . 555 9" O.C. ' • ` SSS. + _ 2x at 32" o.c. at r O.C. at 4.60 Level l.2 12 13.50 0.00 0.00 0.00 0.00 23.00 37,0% 1.47 7:49 037 1.25 54S 3" O.C. 555 2x at 32" O.C. at 8" D.C. 8.36 ................. Level L2 * ......:.....:.... J 1 13.50 ---........ 0.00 - 0.00 ..:.....----•---.:................._..........o 0.00 0.00 10.00 .........................:......_................................... 35.1 % 0.60 3.09 0.25 0.87 229 6" o.c. ........... 229 •.............•_......................... 2x at 48" o.c. at 24" o.c. 1.94 Level L2 J2* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.12 5.72 0.37 1.25 229 6" o.c. 229 2x at 48" o.c. at 24" o.c. N/A Sum 254.00 25.17 128.56 * Refer to attached analysis for walls sharing load between two sections of the building c r N W Davido Consu Iti ng G rou p Date: 2/25/1! . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Front Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level LS Front/Back Direc Lion Total Building Story Shear (kips) = 93.66 Percentage of Total = 35.4% Story shear(kips) = 33.16 Story height (it) = 8.25 Total Width(ft) = 154.00 r N co Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story Sum Panel DL(kif) DL(klf) Shear (plf) Panel Edge Nailing I Plate IShear (plf) BTM Plate Nailing Top Plate LTP4 Resultant HD(klps) Force at Window (kips] Window Strap Level L5 01 33.50 10.00 4.00 2.75 1.00 20.00 54.0% 2.33 2.33 0,15 0.15 99 6" o.c. 69 l6d at 6" o.c. at 24" o.c. N/A 0.82 CS16 Level L5 D3 20.00 0.00 0.00 0.00 0.00 20.00 46.0% 1.98 1.98 0.15 0.15 99 6" o.c. 99 6d at 6" o.c. at 24" o.c. N/A NA NA Level LS E1 23,00 0.00 0.00 0,00 0.00 30.00 50A% 3, 23 3.23 0.14 0.14 140 6" o.c. 140 16d at 6" o.c. at Z4" o.t. N/A NA NA Level L5 E2 23.00 0.00 0.00 0.00 0.00 30,00 50.0% 3,23 3.23 0,14 0,14 140 6" ox, 140 16d at 6" o.c. at 24" ox. N/A NA NA LevelL5 Fl 23.00 0.00 .... 0.00 y0.00 .0,00 ................ 26,00 I .. 50.0% 210 .2,80 _ _ 0.14 0.14 122 -6" C.C.1222 16d at.6" ox, at 24" me N/A NA . NA level L5 F2 23.00 0.00 0.00 0,00 0.00 26.00 SOA% 180 2,80 0.14 0.14 122 6" G.C. 122 16d at 6" o c. at 24" o.e. N/A NA NA -----------------•-----•---•--- Level L5 Gl 23,00 0.04 0.00 ..--.........-............................_................ 0.00 0.00 24,00 b3,0% 3:26 3,26 .............-.,.............:....................................................I-- 0.14 O.iA 142 6'" O.C. 142 lbd at 6" ox. at 24" o.c. N/A _-----•----- NA -------- NA Level L5 G2 11.50 0.00 0.00 U0 0�00 24.00 37.0% 1.91 1191 0,14 0.14 142 6" o.c. 142 16d at 6" o c.. at 24" o e. N/A NA NA ...... Levet L5 ......................^.....................,...............................,....._....................................................................•..•.. H1 9.00 0.00 0.00 0,00 OAO 42A0 9,9% 0,90 0.90 0.11 011 99 6" O.C. 99 •. _-•- l6d at 6" ox. --•-------•---- at 24" ox. --------- N/A -•-••--•----- NA --------- NA Level LS H2 8.50 0.00 0.00 0.00 0.00 42.00 9.3% 0,85 0.85 0.11 0.11 99 6" O.C. 99 16d at 6" ox, at 24" o.cr N/A NA NA level LS H3 S.75 0.00 0:00 0.00 0.00 42.00 6.3% 0.57 0.57 0.17 0.17 99 6" G.C. 99 led at 6" ox. at 24" ox, N/A NA NA Level LS H4 8.00 0.00 0,00 0.00 0.00 42.00 8.8% 0.80 0.80 0.17 0,17 99 6" C.C. 99 16d at B" o.c. at 24" o.c. N/A NA NA Level l.5 H5 22.00 0.00 0.00 0.00 0.00 42.00 24.2% 2.19 2.19 0.17 0.17 99 6" o.c. 99 16d at 6" ox. at 24" o c. N/A NA NA Level L5 H6 19.67 0.00 0.00 0.00 0.00 42.00 21.6% 1.95 1.96 0.17 0.27 99 6" ox, 99 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 H6.1 18.00 0.00 0.00 0,00 0.00 42.00 19.8% 1.79 1.79 0.31 0.31 99 99 led at 6" O.C. at 24'" ox. "Irawzw N/A NA NA evel L5 12 23.00 10.50 4.00 3,00 1.00 12.00 53.2% 1.37 1.37 0.31 0.31 110 t6o. 60 6d at 6" o.c. at 24" o.c. N/A 0.99 CS16 * Refer to attached analysis for walls sharing load between two sections of the building r lV co Davido Consulting Group Date: 2/25/1E . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Front Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Front/Back Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 35.4% Story shear(kips) = 47.64 Story height (ft) = 9.25 Total Width(ft) = 154.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 80.80 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story Sum Panel DL(klf) DL(klf) Shear (plf) Panel Edge Nailing I Plate Shear (plf) Plate Nailing Top Plate LTP4 Minclow, Force at (kips] Window Strap Level L4 DI 33.50 10.00 4.00 2.75 1.00 20.00 54.0% 3.34 5.67 0.17 0.33 241 6" o.c. 269 16d at 6" o.c. at 24" o.c. N/A 1.99 CMSTCI6 Level L4 D3 20.00 0.00 0.00 0.00 0.00 20.00 46.0% 2.84 4.82 0.17 0.33 241 6" o.c. 241 16d at 6" o.c. at 24" O.C. 1.12 NA NA Level L4 ..............................•...._,.........•......_......._....•_....... E3 23.00 0,00 0,00 0.00 0.00 '-.....-^• 30,00 50.0% 4,64 7.87 •.-.._.. 6.39 _._.-_•-... 0.53 342 ... 4" ox. 342 18d at 4" a.c. ._..- at ib" o.c. N/A ---- NA -----.... NA Level L4 E2 23.00 0.00 0100 0.00 0.00 30.00 S0.0% 4.64 7.87 0.39 0S3 342 4" o.c. 342 18d at 4" ax et i6" o c. N/A NA NA - Level L4 .............................................................................................................................................................. F1 23.D0 0.00 0.00 0.00 0.00 26.00 50,0% 4.02 6.82 0.39 0.53 297 6" O.C. 297 ........... 16d at 6" o.c. .:........................................... at 16" o.e. N/A NA NA Level L4 F2 23.00 0.00 0 00 0,00 0.00 26,00 50 0% 4.02 6,82 0.39 033 297 61' o.c. 297 164 at 6 O.C.t 16 " O.C. N/A NA NA Level L4 • G1 23A0 -- 0.00 ................................................-........ 0.00 0.00 0.00 24,00 ................. 63.OSb 4;68 ...... 7,93 ........ 0.39 ..:...._..... 0.53 84S - • --. 4" o.c. ............. 345 ... 16d at 4" o.o. _.._............_..� at 16'" ox. ........ N A - NA -------- NA level L4 G2 13.50 0.00 0.00 0,00 0.00 24.00 37.0% 2.75 4,66 0.39, 0.53 94S 4" ox, 349 16d at 4" b,c, at 16" ox. 2.31 NA . NA Level L4 -.........I H1 ......................... 9.00 0.00 .......................... 0.00 0.00 0,00 .................................... 42.00 9 9% 1.29 ........ 2;18 ......................... 0.41 0.52 242 ......................... 6"o;c. 242 16d At 6' o.c. .............. at 24' ox, ...................... 1.76 NA NA Level L4 H2 8.50 0.00 0.00 0.00 0.00 42.60 9A% 121 2.06 0.29 0.41 242 6" O.C. 242 16d at 6" o.c. at 24" ox, 2.18 NA NA Level L4 H3 5.75 0.00 0.00 0.00 0.00 4100 6,3% 0,82 139 0:24 0.42 242 6" a.c. 242 16d at 6" o.c. at 24" ox, 2.67 NA NA Level L4 H4 8.00 0.00 0.00 0.00 0.00 42.00 8.8% 1,14 1�94 0.24 0,42 242 6".o.c. 242 16d at 6' o.c. at 24" o.c. 2.20 NA NA Level l4 H5 22.00 0.00 0.00 0.00 0:00 42.00 24.2% 3:14 5:33 0.39 0.57 242 6" o.c. 242 16d at 6" o.c. at 24" o.c. N/A NA NA Level l.4 H6 19.67 0.00 0.00 0.00 0:00 42.00 21.6% 2.81 4.77 0.39 0.57 242 6" ox. 242 16d at 6' o c. at 24" o.c. N/A NA NA " Level L4 11 17.00 6.00 4.00 4.00 1.00 12.00 46.8% 1.74 2.95 0.29 0.60 268 N/A 3.22 tM57t16 6" O.C. 173E 6d at 6" o.c. at 24" o.c. Level L4 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.97 3.35 0.29 0.60 268 6" o.c. 146 16d at 6" o.c. at 24" o.c. N/A 2.41 tM5Tt16 r C> 0 Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Front Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Front/Back Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 35.4% Story shear(kips) = 37.65 Story height (ft) = 9.25 Total Width(ft) = 154.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 118.45 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story Sum Panel DL(klf) DL(klf) Shear (plf) Panel Edge Nailing I Plate IShear (plf) Plate Nailing Top Plate LTP4 Res.1tant HD(kips) Force at Window (kips] Window Strap Level L3 D1 33.50 10.00 4.00 2.75 1.00 20.00 54.0% 2.64 8.31 0.17 0.50 354 4" o.c. 248 26d at 6" o.c. at 24" o.c. N/A 2.92 CMSTC16 Level L3 D3 20.00 0.00 0.00 0.00 0.00 20.00 46.0% 2.25 7.07 0.17 0.50 354 4" o.c. 354 16d at 4" o.c. at 16" o.c. 3.42 NA NA -------------------- Level L3 E1 -•- 23,00 ..•----------.-- 0:00 .........--........ 0,00 OA0 0,00 6.-66 _--.-._..... 30 00 ..,.-. _.,-----.....•. 50 0% Y. 1154 f.Y. 'd.ii 0.39 ,^-^--.....-,--... 0.91 902 ... •-- Z--• 3" a.c. ----^--... 402 ^-- 16d at 3" o.c. at 12" o.c. ----^--- 2.�1 ------^-... NA .._....^- NA Level L3 E2 23.00 0.00 0.00 0.00 0.00 30.00 500% 3.67 . 11.54 0.39 0.91 502 5" C.C. 502 16d at 3" o.c. at 22"' ox. 2.71 NA NA Level L3 .........................................................................................................................:.............................................. F1 23,00 0.00 0*00 0.00 0.00 26.00 50,0% 3,18 10.00 0.39 0.91 435 4" a.c. 435 16d at 4" o.c. ....................... at 12' o.c. 1.49 '-"--_...... NA .......... NA Level L3 F2 23.00 0.00 0.00 000 0.00 26.00 50.0% 3..18 10.00 0.39 0,91 435 4" c.c. 435 16d at 4" o c. at 12" ox. 1.49 NA NA -- - Level L3 G1 23.00 O.Oq _._.....-- 0.00 --• ...... 0.00 ...........' 0.00 24.00 ................_. 63,0% .. 3,70 ••............ 11,63 ............_....__ 0.39 0.91 506 ....._.........._................ 3" o.c. 506 16d at 3" o.c. ..........._...._......, at 32° o.c. 2.79 ......._.. ' NA NA Level L3 G2 13.50 0.00 0.00 0,00 0.00 24,00 37.0% 127 6.83 0.39 0.91 506 3" O.C. 506 16d at 3" o c,o.t. S.S4 NA NA .................................................................................................. Level L3 H1 9.00 0.00 OAO 0,00 0.00 42,00 ...................................................................... 9.9% 1.02 3.20 0.41 0.92 ass 4" ox: 355 ............ 16d at 4" O.C. .............. at 16' ox. ......... 4.09 ................ NA NA Level L3 H2 8.50 0.00 0.00 0.00 0.00 42.60 9.3% 0,96% 3.02 0.29 0,70 355 4" o.c. 355 16d at 4" o.c. at 16" ox. 4.86 NA NA Level L3 H3 5.75 0.00 0.00 0.00 0;0o 42.00 6.3% 0.65 2.04 0.24 0.66 8SS 4" o.c. ass 16dat 4" o.ci at 16" ox. 5.71 NA NA Level L3 H4 8.D0 0.00 0.00 0.00 0.00 42,00 8.8% 0.90, 2,84 0.24 0:66 3s5 4" o:c. 3s5 16d at 4" o.c. at 16" o.c. 5.09 NA NA Level L3 H5 22.00 0.00 0.00 0.00 oA0 42.06 24.2% 2.48 7.92 0.39 0.96 355 4" o.c. 3s5 16d at 4" ox. at 16" ox. N/A NA NA Level L3 H6 19.67 0.00 0.00 0.00 0.00 42.00 21.6% 2.22 6.99 0.39 0.96 355 4" o.c. 355 16d at 4" o c. at 16" ox. N/A NA NA UA- ........................_....._........................................................................................:........... vel L3 %evel Il 17.00 6.00 4.00 4.00 1.00 12.00 46.8% 1.37 4.32 0.29 0.89 . , 393 .... 4" o.c. .. 254 .. 6d at 6" o.c. .. y at 24" o.c. �N/A 4.71 CMS7C34 I L3 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.56 4.91 0.29 0.89 393 4" o.c. 213 6d at 6" o.c. at 24" o.c. N CMSTC16 to attached a r- w e Davido Consulting Group Date: 2/25/1E civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design -South Bldg Front Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Front/Back Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 35.4% Story shear(kips) = 28.83 Story height (ft) = 9.25 Total Width(Ft) = 154.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 147.29 Story Wall Wall D(ft) Opening Width ft Opening Height ft Opening to Edge ft Plate to Opening ft Trib.Width %Sharing ft Story V(kips) Sum V kl s Story DL klf Sum Panel DL klf) Shear If) Panel Edge Nailing I Plate Shear I A. Bolt Spacing Top Plate LTP4 Resultant HD(kips) Force at Window (ki s) Window Strap Level L2 Di 24.00 9.00 4.00 3.50 1.00 20.00 25.4% 0.95 4.86 0.17 0.67 324 4" o.c. 203 2x at 48" o.c, at 24" o.c. N/A 3.40 CMSTCI6 Level L2 D2 24.00 0.00 0.00 0.00 0.00 20.00 40.7% 1.52 7.78 0.18 0.18 324 4" o.c. 324 2x at 49" o.c. at 16" o.c. 1.74 NA NA Level L2 D3 20.00 0.00 0.00 0.00 0.00 20.00 33.9% 1.27 6.48 0.17 0.67 324 4" o.c. 324 2x at 48" o.c. at 16" o.c. 5.43 NA NA ...................................................•_--•..-,._....•...•..•.....•,.....,-.•.,..,...81ii _,..,._._.,.,...,........_.....,.,.,-,•---•••.,_._ .._...,._.....-..-... .......-..- ......••OWC'.' _ ..K..... ------NA NA Level L2 E2 23.00 0.00 0100 0,00 0.00 30.00 50.0% 2.81 14.35 0.39 1.30 624 2" ox, 624 2x at 32" O.C.at 8" O.C. 3.87 NA NA - Level L2 -..........-• F1 ............................................................................................................................... 23.00 0.00 0,00 0.00 0,00 26,00 50,0% 2,43 12.43 0.39 1.30 541 ......:.............. 3" o.c. S41 ........... 2x et $2" o.c. ...:......................................... at 8" o t. 3.86 NA NA Level L2 F2 23.00 0.00 0.00 0.00 0,00 26.00 50.0% 2.43 12,43 0.39 1.30 541 3" O.C. 541 2x at 32" ox. at 8" ox, 3.86 NA NA Level L2 .....................•---•------...........----•-•---•---•-•-------••--------•------------..........-•-•-...-•-•-•---•-•-•-._..._..---- G1 23.00 0.00 0.00 0.00 0.00 24.00 63.0% 2,83 14.46 0.39 1,30 629 ............ 2" O.C. ......... 629 ........... 2x at 32" O.C. .........•..... at 8" O.C. ••---•... $.99 ..... •------ NA ------ --- NA Level L2 G2 13.50 0.00 0.00 0.00 0.00 24A0 37.0% 1.66 8.49 0.39 1.30 629 2" ox. 629 2x at 32" o.c, at 8" o.w 9.94 NA NA ---------------•-•.......•-•..........................................................................................................................................................: Level L2 H1 9.00 0.00 0;00 0.00 0.00 42.00 919% 0.78 3.98 0.41 1.33 442 4" o.c. 441 2x at 32'. o.c. ,,.,........................................-- at 12" o.c. 7.23 NA NA Level L2 H2 8150 0.00 U0 0.00 0.00 42.00 9.3% 0.74 3.76 0.29 0.99 442 4" O.C. 442 2x at 32" ox at 12" o.c. 8.41 NA NA Level L2 H3 5.75 0.00 0.00 0.00 0.00 42.00 6.396 0.50 2,54 0.24 0.90 442 4" o.c. 442 2x at•32" o.c. at 22" o c. 9.73 NA NA Level L2 H4 8.00 0.00 0.00 0.00 0.00 42,00 8,8% 0.69 3.53 0.24 0.90 442 4" ox. 442 2x at 32" o.c. at 12" O.C. 8.83 NA NA Level L2 H5 22.00 0.00 0.00 0.00 0.00 42,00 24,2% 1.90 9.72 0.39 1:35 442 4" o.c. 442 2x at 32" ox. at 12" o.c. 1.56 NA NA v I b 19.67 0.00 0.00 0.00 0.00 42.00 21.6% 1.70 8169 0,39 1,35 442 4" O.C. 442 2x at 32" o.c at &' os. 2.53 NA NA Leve 2 ? 0 0' �' ._ Level L2 ...... 11 17.00 .. .... 6.00 .... 4.00 ..... 4.00 ..... 1.00 .. ... 12.00 ... 46.8% .... 1.05 .. 5.37 0.29 .. 1.18 488 3" o.c. 316 2x at 48" o.c. aM.C. 1.50 5.86 CMSTCI4 Level L2 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.20 6.10 0.29 1.18 488 3" o.c. 265 2x at 48" o.c. at 16" o.c. N/A 4.40 CMSTC36 • Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design -South Bldg Side Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Side Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 35.4% Story shear(kips) = 33.16 Story height (ft) = 8.25 Story Wall Wall D ft Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to O ening (ft) %Sharing Story V(kips) Sum V ki s Story DL klf) Sum DUklfJ Panel Shear If Panel Edge Nailing Plate Shear plf BTM Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Stra Level L5 Al 4.67 0.00 0.00 0.00 0.00 1.5% 0.51 0.51 0.31 0.31 109 6" o.c. 109 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.49 0.49 0.31 0.31 109 6" o.c. 109 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 A3 25.00 11.00 4.00 4.50 1.00 4.6% 1.52 1.52 0.31 0.31 109 6" o.c. 61 16d at 6" o.c. at 24" o.c. N/A 1.47 CS16 Level L5 A5' 13.50 0.00 0.00 0.00 0.00 4.4% 1.47 1.47 0.29 0.29 109 6" o.c. 109 l6d at 6" o.c. at 24" o.c. N/A NA NA Level L5 -------------------. A6' 25.00 0.00 0.00 0.00 0.00 8.2% 2.72 2.72 0.14 0.14 109 6" o.c. 109 16d at 6" o.c. at 24" o.c. N/A NA NA --- Level L5 81 -------.----------------.-.-------------............-.--------------------.-.--. 15.00 0.00 moo moo 0.00 4.9% 1.63 _........---..............-............. 1.63: 0.32 0.32 109 .. .�........ 6 o.e. .............. 109 ......�..... i6d at 11" o.e. ......�..... et 24 o.c. ......... N/A ............. NA ..... w... NA Level LS 82 9.50 0:00 MOD 0.00 0.00 3.1% 1.03 1.03 0.32 0.32 109 6' O.C. 109 16d at.6" ox, at 24" o.c. N/A NA NA Level LS 83 18.oD 0= 0.00 Moo MW 5.9% 1.96 1.96 0.32 0.32 109 6" o.c. 109 16d at 6" O e: at 24" ox. N/A NA NA Level L5 84 21.2S o.00 0.00 0'00 0.00 7.0% 2.31 2.31 0.32 0.32 10% 6" O.C. 109 l6d at 6?' o c. at 24' o.c. N/A NA NA Level LS 85 22.00 0.00 0:o0 0:00 0.00 7.2%, 2:39 2.39 a32 0.32 109 6" 0,0. 109 led at 6" d c. at 24" ox. N/A NA NA Level L5 86 28.67 0.00 0 00 0.00 0.00 9.496 3.12 3.12 M32 0.32 109 6° ox. 109 l6d at 6" O.C. at 24" o.c. N/A NA NA Level LS B7 40.00 om 0.00 MOD 0.00 13.196 4.3S 4.35 0.32 0.32 109 6" O.C. 109 led: at 6" o C. at 24" ox. N/A NA NA Level L5 88 21.25 0.00 0.D0 0.00 0.0D 7.0% 2.31 2,31 0.32 0.32 109 6" me 209 led at 6" ox. at 24" o c. N/A NA NA gavel L5 69 9.50 MOO a00 0:01? 0.00 3.1% 1.03 2.03 0.32 0,32 109 6a o.c. 109 16d at 6" OR. at 2$" ox. N/A NA NA Vt " 4„ Level L5 C1 14.25 6.00 4.00 4.06 1.00 2.7% 0.90 0.90i 0.31 0.31� 109 " 6" o.c. 63 TNT t 6' o.c. at 24' o.c. /A .3 1 Level LS C3 18.00 10.00 4.00 2.00 1.00 2.6% 0.87 0.87 0.31 0.31 109 6" o.c. 48 16d at 6" o.c. at 24" o.c. N/A 0.65 C516 Level L5 C4 14.25 6.00 4.00 4.00 1.00 2.7 0 0.90 0.90 0.31 0.31 109 6" o.c' 63 16d at 6" o.c. at 24" o.c. N/A 1.31 CS16 Level L5 C7 24.00 12.50 4.00 3.00 1.00 3.8% 1.25 1.25 0.15 0.15 109 6" o.c. 52 16d at 6" o.c. at 24" o.c. 10.0.98 CS16 ]Um S]V.U`J Jj.lb jj.lb ' Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bofts: 3/4" 0 A. Bolt Level L4 Side Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 35.4% Story shear(kips) = 47.64 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulatedshear(kips)= 80.80 Story Wall Wall Opening Opening Opening Plate to %Sharing Story Sum Story Sum Panel Panel Edge Plate Plate Top Plate Resultant Force at Window D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) DL klf) DL(klf) Shear If) Nailing Shear If Nailing LTP4 HD(kips) Window (kips) Strap Level L4 Al 4.67 0.00 0.00 0.00 0.00 1.5% 0.73 1.24 0.17 0.48 265 6" o.c. 265 16d at 6" o.c. at 16" G.C. 3.00 NA NA Level L4 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.70 1.19 0.17 0.48 265 6" o.c. 265 16d at 6" o.c. at 16" o.c. 3.04 NA NA Level L4 A3 25.00 11.00 4.00 4.50 1.00 4.6% 2.19 3.71 0.17 0.48 265 6" o.c. 149 16d at 6" o.c. at 24" o.c. N/A 3.58 CMSTC36 Level L4 AS* 13.50 0.00 0.00 0.00 0.00 4.4% 2.11 3.58 0.25 0.54 265 6" o.c. 265 16d at 6" o.c. at 16" o.c. 1.21 NA NA Level L4 A6' 25.00 0.00 0.00 0.00 0.00 8.2% 3.91 6.63 0.43 0.57 265 6" o.c. 265 16d at 6" o.c. at 16" o.c. N/A NA NA ------------------------------------------------------ Level L4 81 15.00 0.00 am ---- 0.00 - 0.00 ------- 4.9% ---------- 2.35 ---- 3.98 0:1--7 0.46 - 265 6" o.c. 26S- -- 16d at 6" o.-c. " at 16-''- " o.a. 122 NA NA Level L4 82 9.50 0.00 am am am 3.196 1.49 2.52 017 0.48 265 6" C.C. 265 i6d at 6" o,c, at 16" o.c. 2.09 NA NA Level L4 63 18.00 0:00 moo 0.00 am 59% 2.82 4.77' 017 0,48 265 6" O.C. 265. 16d at 6" ox. at 16" ox. N/A NA NA Level L4 84 2L25 0.00 Q00 0.00 0.00 7.0% 3.32 5.64 a17 0.48. M 6" oya 265 16d at 6" ox at 16" o e. N/A NA NA Level L4 85 22.00 Om am am am 7.2% 3.44 5.84 a17 0.48 26S 6" O.C.265 16d at 6" o.c. at 16" o.c. N/A NA NA Level L4 86 M67 am am MOD 0.00 94% 4,40 7.61 0,17 0.48 265 6" o.c, 265 16d at 6" ox, at 16" 04. N/A NA NA level L4 87 4M00 am am 0.00 am 13.14A C26 10.61 a17 0148 .265 6" o.c. 265 16d,ata" G.C. at 16" O.C. N/A NA NA Level L4 88 21.25 0.00 moo, am 0.00 7.0% 3.32 5.64 0.17 0.48 265 6" mc. 265 16d at 6" ox, at 16'. o e. N/A NA NA Level L4 89 9.S0 am 0.00 0.00 0.00 33% 1.49 2.S2 0.17 0,48 265 6" o.c. 265 16d at 6" ox. at 16" o c. 2.09 NA NA 0 3 1. 1 4 0.53 265 6" o.c 6' o.. 285 5 16d at 6" o.c. 1 c.KVC at 16" o.t. 190 NA NA _ Level L4 �Cl 14.256. 0 4.00 4. 0 7 0 2 2. 9 0. 7 0. 8 Level L4 C3 18.00 10.00 4.00 2.00 1.00 2.6% 1.25 2.12 0.17 0.48 265 6" o.c. 118 16d at 6" o.c. at 24" o.c. N/A 1.59 CS16 Level L4 C4 14.25 6.00 4.00 4.00 1.00 2.7% 1.29 2.19 0.17 0.48 265 6" o.c. 1S4 16d at 6" o.c. at 24" o.c. N/A 3.18 CMSTC36 Level L4 C7 24.00 12.50 4.00 3.00 1.00 3.8% 1.80 3.05 0.29 0.44 265 6" o.c. 127 16d at 6" o.c. at 24" o.c. 2.39 CMSTC36 Sum 350.09 47.64 80.80 Refer to attached analysis for walls sharing load between two sections of the building r- Davido Consulting Group Date: 2/25/1' civil I structural I land use Made By: 1N e Project: Tukwila Village Bldg E Description: Shear Wall Design -South Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bait Controlling Case: Seismic Level L3 Side Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 35.4% Story shear(kips) = 37.65 Accumulated shear(kips)= 118.45 Story height (ft) = 9.25 Story Wall Wall Opening Opening Opening Plate to %Sharing Story Sum Story Sum Panel Panel Edge Plate Plate Top Plate Resultant Force at Window ft) Width (ftJ Height Ift) to Edge ft Openin ft) V ki s) V ld s) DL klf DL klf Shear(pIf) Nailing Shear( If) Nailing LTP4 HD(kips) Window (kips) Strap Level L3 Al 4.67 0.00 0.00 0.00 0.00 1.5% 0.58 1.82 0.17 0.66 389 4" o.c. 389 16d at 4" o.c. at 12" o.c. 6.75 NA NA Level L3 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.56 1.75 0.17 0.66 389 4" o.c. 389 16d at 4" o.c. at 12" o.c. 6.82 NA NA Level L3 A3 25.00 11.00 4.00 4.50 1.00 4.6% 1.73 5.44 0.17 0.66 389 4" o.c. 218 16d at 6" o.c. at 24" o.c. N/A 5.25 CMSTCI4 Level L3 A5' 13.50 0.00 0.00 0.00 0.00 4.4% 1.67 5.25 0.25 0.79 389 4" o.c. 389 16d at 4" o.c. at 12" o.c. 3.91 NA NA Level L3 A6' 25.00 0.00 0.00 0.00 0.00 8.2% 3.09 9.72 0.43 1.00 389 4" ox 389 16d at 4" o.c. at 12" o.c. N/A NA NA Level L3 - B1 15.00 -------- 0.00 - ----------- 0.00 --------- Moo --' 0.00 -------- 4.9%- ------- 1.85 ---------------------------------- 5.83 0.17 0.65, 389- ------- 4" o.c.. ----- - 389 ------------ 16d, at, 4"' o.c. ------------ at 12" o.c. --------- 4.16 ------------• NA ---" NA Level L3 82 9.50 M00 MOD 0.00 0.00 3.1% 1.17 3.69 0:17 0.65: 389 4" o.c.. 389 16d at 4' o c' at 12" c.c. 5.38 NA NA Level L3 83 19.00 0.00 0.00 0.00 0,00 5.9% 2.23 7.00 0.17 MISS 389 4" o.c. 389 16d at V' ex. at 12" o c. 3.54 NA NA Level L3 84 21.25 0.00 0 00 0.00 0.00 7.0% 2.63 8,26 0.17 0.6S 389 4" o.c. 389 16d at 4" o.c. at 22" o c. 2.97 NA NA Level L3 BS 27-00 0.00 MOD MOD Moo 7.2% 2.72 8.56 0:17 0.65 389 4" ci.t, 389 16d at 4' ox, at12"' o.C, 2.72 NA NA Level L3 86 M67 0.00 MOD MOD 0.00 9,496 3.54 11.15 0.17 0.65 389 4" o.c. 389 16d at 4" O.C. at 12" Q.C. 1.38 NA NA Level L3 87 40.00 0.00 0.00 MOD 0.00 13.1% 4.94 15.56 M17 Mas 389 4" o.c 389 16d at 41" ox. at 12" ox. N/A NA NA Level L3 BS 21.25 0.00 MOD 0.00 0.00 7.0% 2.63 8.26 0.17 0.65 389 4" o.6 389. 16d at 4" ox, at 12" ox. 237 NA NA Level L3 89 9.50 0.00 0.00 0.00 0.00 3,1% 1.17 3.69 0.17 1165 389 4" o.c, .. 4" o.c. 389 225a 16d at 4' ox, 16d at 6" o.c. at 12" ox. at 24" o.c. 5.38 1.215 NA NA C S C 4 .. ............... ...... ....... .... .... .... ... .... .... .... .... Level L3 C1 14.25 6.00 4.00 4.00 1.00 2.7% 1.02 3.21 0.17 0.66 389 Level L3 C3 18.00 10.00 4.00 2.00 1.00 2.6% 0.99 3.11 0.17 0.66 389 4" o.c. 173 16d at 6" o.c. at 24" o.c. N/A 2.33 CMSTC16 Level L3 C4 14.25 6.00 4.00 4.00 111- 1.00 2.7% 1.02 3.21 0.17 0.66 389 4" o.c. 225 16d at 6" o.c. at 24" o.c. 1.27 4.67 CMSTCI4 e Level L3 C7 24.00 12.50 4.00 3.00 1.00 " 3.8% 1.42 4.47 0.29 0.73 389 4" o.c. 186 16d at 6" o.c. at 24" o.c. A 3.50 CMSTC16 Sum 350.09 37.65 118.45 ` Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 DICIG civil ( structural I land use Made By: JN INC( RPOF?ATFD Project: Tukwila Village Bldg E Description: Shear Wall Design -South Bldg Side Nails and Sheathing: 30d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Side Direction Total Building Story Shear (kips) = 81AS Percentage of Total = 35.4% Story shear(kips) = 28.83 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 147.29 Story Wall Wall Opening Opening Opening Plate to %Sharing Story Sum Story Sum Panel Panel Edge Plate A. Bolt Top Plate Resultant Force at Window D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) DL(klf) DL(klf) Shear(plf) Nailing Shear (plf) Spacing LTP4 HD(kips) Window (kips) Strap Level L2 Al 4.67 0.00 0.00 0.00 0.00 1.5% 0.45 2.26 0.17 0.83 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 11.50 NA NA Level L2 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.43 2.18 0.17 0.83 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 11.60 NA NA Level L2 A3 14.50 5.00 4.00 4.25 1.00 .3.1% 0.91 4.60 0.17 0.83 484 3" o.c. 317 2x at 48" o.c. at 16" o.c. N/A 6.18 CMSTCI4 Level L2 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.43 2.18 0.17 0.83 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 3.79 NA NA Level L2 A5* 13.50 0.00 0.00 0.00 0.00 4.5% 1.29 6.54 0.25 1.03 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 7.54 NA NA Level L2 A6* 25.00 0.00 0.00 0.00 0.00 8.3% 2.39 12.11 0.43 1.44 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. N/A NA NA Level L2 -i33 12.60------ 0.00 '....Q00 .. 40.00. ..0.00 .......4.1?6 . 1.20.. .7.03 . 017..... 0.82 ..,�.862 * . 3"'ac, 2x at 31" O.a at 8" o.a *10.81. NA . NA Level L2 82 %so a00 a00 0.OD 0.00 3.1% 0.91 4.60 0.17 0.82 484 3" o.c, 484 2X.at 32" 0,0. at 18" O.C. 9.61 NA NA Level L2 63 t&00 0.00 0.00 0.00 0.00 6.0% 1,72 8.72 0.17 0,82 484 3" o,t. 484 2x at 32" O.e. at 12" at.. 7.22 NA NA Level L2 84 2L25 0.00 &OD 0.00 0.00 7.0% 2.03 10.30 1117 0.82 484 3" C.C. 484 2x at 32" O.C. at 22" at. 6.37 N► NA Level L2 BS 22.00 0.00 moo 0.00 0.00 7.3% 2.10 20.68 0,17 0.82 484 3"O.C. 484 2x at 32" o.c. at 12" me. 6,28 NA NA Level L2 86 28,67 0.00 0.00 0.00 0.00 9.S% 2.74 13,89 0.17 0.92 484 3" o.c. 484 2x at 32" o.c at 12" O.C. 4A8 NA NA Level L2 87 40.00 0.00 0,00 0.00 0.00 13.3% 3.82 19.38 0,17 0,82 484 3" o.c. 484 2x at 32" o.c. at 12" ac, 1.64 NA NA Level L2 88 21.2E 0.00 1100. 0.00 0.00 7.0% 2.03 10.30 0,17 0.82 484 3" O.C. 484 2x at 32" o.c. at 12" at. 6.37 NA NA Level L2 89 9.50 0.00 moo 1100 0.00 3.1%. 0.91 4.60 0.17 0.82 484 3" o.c. 484' 2x at 32" o.c. at 12" o c. 9.61 NA NA Level L2 810 - 12.00 -- 0.00 - - - 11100 --- 0600 0.00 4.0% 1.15 --- &81 - - - 0.40 L32 -- 484 3" o.c 484 tx at 32" o.c . at 12" o.c. 6.98 - - NA __ __ NA e- Level L2 C2 4.00 0.00 0.00 0.00 0.00 .- 1.3% 0.38 1.96 0.17 0.83 489. 3" o.c. 489 2x at 32" o.c. at 12" o.c. 4.03 NA NA Level L2 C3 18.00 10.00 4.00 2.00 1.00 2.7% 0.76 3.91 0.17 0.83 489 3" o.c. 217 2x at 48" o.c. at 24" o.c. N/A 2.93 CMSTC16 A A-v l 0 0. D 0 .0 AAA.3°° .3 1. 6 0 7 0. 3 48 3" o.. 48 2 a 3" o c. t l .c .0 A NA Level L2 CS 4.00 0.00 0 O.DO 0. 0 - 1. % 0.38 .9 .1 .8 9 o.c. x a o.c. at a.c. 4. 3 Level L2 C6 9.75 0.00 0.00 0.00 0.00 3.2% 0.93 4.77 0.14 0.57 489 3" o.c. 489 2x at 32" o.c. at 12" o.c. 1 33 NA NA Level L2 C7 24.00 12.50 4.00 3.00 1.00 3.8% 1.10 5.62 0.29 1.02 489 3" o.c. 234 12x at 48" o.c. at 24" o.c. 4.40 CMSTCI4 Sum 329.09 28.83 147.29 * Referto attached analysis for walls sharing load between two sections of the building W Davido Consulting Group Date: 2/25/1 icivil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Botts: 3/4" 0 A. Bolt Level L5 Walls Straddling Two Building Sections Story height (ft) = 8.25 Assumptions Controlling Case: Seismic 1- RIA. I..A RIAl Story Combined Walls Wall Opening Opening Opening Plate to %Sharing Story Story Sum Story Sum Panel Panel Edge Plate BTM Plate Top Plate Resultant Bldg-Wall/Bld -Wall D ft Width ft Height(ft) to Ed a (ft O enin ft V(ki s V ki s V(kips) DL klf DL klf Shear (plf Nailing Shear pH Nailing LTP4 HD(kips) Level L5 N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 1.S0 0.78 2.28 0.1.3 0.13 176 6" o.c. 176 16d at 6" o.c. at 24" o.c. 0.96 Level L5 N-CS / E_-D2 20.00 0.00 0.00 0.00 0.00 60.6% 2.31 1.20 3.S1 0.13 0.13 176 6" o.c. 176 l6d at 6" o.c. at 24" o.c. N/A LeveILS� _ _ �� "E-Jl/SAS �� _ �13.50� �� �0.00� ��� _ _ 0.00� ��� �0.00���� _ �F �0.00"��� __ _ ". "�35.1%....... _ _ 0.70. .. 1.47..... 216...... 0.14' _ .0.14• "...160." .6"o.c.. .160 16dat6"o.c. .at24"o.c. ... N/A Level LS E-J2 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.29 2.72 4.01 0.14 0.14 160 6" o.c. 160 16d at 6" o.c. at 24" o.c. N/A Sum 71.50 Sum 5.80 6.17 11.97 r W r to V Davido Consulting Group Date: 2/25/15 DICIG civil ( structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Walls Straddling Two Building Sections Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 27.19 oi.... 1_a o1a Story Wall Wall Opening Opening Opening Plate to %Sharing Story Story Sum Story Sum Panel Panel Edge Plate Plate Top Plate I Resultant I ft Width ft) Height ft to Edge(ft) Openin ft) V kips V ki s V ki s DL(klf) DL(klf) Shear( If) Nailing Shear I Nailing LTP4 HD(kips) Level L4 N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 2.11 0.39 4.78 0.17 0.31 368 4" o.c. 368 16d at 4" o.Ic at 16" o.c. 3.81 Level L4 N-CS / E-D2 20.00 0.00 0.00 0.00 0.00 60.6% 3.24 0.61 7.36 0.17 0.31 368 4" O.C. ............ 368 ....,....... 16d at 4" o. at 16" o.c. ........... 3.09 .....0.00 ..................../ ......................................................................................................................................... 35.1% 1.00 2.11 5.28 0.25 0.38 391 4" o.c. 391 16d at 4" o. at 12"o.c. 3.52 LevelL4 E-12 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.85 3.91 9.77 0.37 0.51 391 4" o.c. 391 16d at 4" o. at 12" o.c. 1.15 Sum /1.SU SUM 8.19 /.UL L/.19 r r Co OR Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-1S/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Walls Straddling Two Building Sections Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 39.42 tcf Old. ')nii RWn Story Wall Wall D(ft) Opening Width ft) Opening Height(ft) Opening to Edge (ft Plate to Opening (ft %Sharing Story V kips Story V(ki s) Sum V kips Story DL(kl Sum DL klff Panel Shear plf) Panel Edge Nailin Plate Shear pl Plate Nailing Top Plate LT Resultant HD ki s Level L3 N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 1.66 0.39 6.84 0.17 0.48 526 3" o.c. 526 16d at 3" o.c. at 8" o.c. 8.17 L3 N-05 / E_-D2 20.00 0.00 0.00 0.00 0.00 60.6% 2.56 0.61 10.53 0.17 0.48 526 3" o.c. 526 16d at 3" o.c. at 8" o.c. 7.03 _Level _ _ _ _ �7.73� •0.25� �0.63 ����R�573 3" o.c.� _ 573 16d at 3" o.c. �at 8" o.c.' �7.99 Level L3 E-12 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.46 3.09 14.32 0.37 0.88 573 3" o.c. 573 16d ..'a" Sum 71.50 Sum 6.48 5.76 39.42 r co � y A r w 4* Davido Consulting Group Date: 2/25/11 civil I structural ) land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt LeveIL2 Walls Straddling Two Building Sections Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 47.01 -CIA- I Q- Story Wall Wall Opening Opening Opening Plate to %Sharing Story Story Sum Story Sum Panel Panel Edge Plate A. Bolt Top Plate Resultant D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) V(kips) DL(klf) DL(klf) Shear(plf) Nailing Shear (plf) Spacing LTP4 HD(kips) Level L2 N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 1.24 0.39 8.47 0.17 0.65 652 2" o.c. 652 2x at 16" o.c. at 8" o.c. 13.74 Level L2 N-CS / E-D2 20.00 0.00 0.00 0.00 0.00 60.6% 1.90 0.61 13.03 0.17 0.65 652 2" o.c. ............ 652 ............ 2x at 16" ............ ............ ......... ..................../.............................................................................a........................................................... Level L2 E-J1 S-AS 13.50 0.00 0.00 0.00 0.00 35.1% 0.60 0.43 8.77 0.25 0.87 649 2" o.c. 649 2x at 16" o.c. at 8" o.c. 13.20 Level L2 E-J2 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.12 1.29 16.73 0.25 1.12 669 2" o.c. 669 2x at 16" o.c. at 8" o.c. 8.17 Sum 71.50 sum 4.8b 2./2 4/.U1 r 0 0 r.. ij FRE COPY Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS ADDENDUM FOR TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON March 4, 2015 ITEM IF-EC-�YrE.� APR 0 0 2015 LJ [Zkzo15.Poo -Oo/oL , REID MIDDLETON,111C. FOR MODE COMPLIANCE APPROVED MAY 0 5 2015 City of Tukwila BUILDING DIVISION PAGE L2 Concrete Slab Design............................................................................. L2-1 to L2-128 Wood Lateral Design.................................................................................. WL-1 to WL-40 Wood Gravity Design................................................................................. WG-1 to WG-6 Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 V1 C SC WAsy., 1�1, 19 tiP y " f IS o_ 37334 A by Matthew C. SE A 14:15:59 - b ILI"111111111116 0 1 a 7 Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Calc Cover Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 it L,2-1 L.2-1 Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS ADDENDUM L2 TENDON CHANGES ADDITIONAL OPENINGS TUKWILA VILLAGE - BLDG E TUKWILA, WA Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 5:14:59 Model Tukwila Village Building E Level 2 18.18 x24 �a 4 !1 l I.o IB®8 12x29 I2X24 12Y24 d I. P ll LI LI 12,34 Om e P e e e op lJ w P F e 18xI8 � 8 m P w 10 f0 13 I2x24 12 f 12110 12y24 12.u24 l2i{24 1264 — o ❑ Ll if lJ ll ll tl Ll P 6 10 24.12 p 24.12 6.0 p 12Y24 12Y24 12Y24 12a24 12,:24 12ff4 1264 ll IJ Ll IJ U ll 6�00 Ll 24❑.18 To ITO 12 12 ll4 ll L1 12x2d 12�24 12yp4 12�y24 12�24 _ !1 IJ LI ll LI l.0 12 �,30 LTG To 1216 36x12 0 �J lJ o TO To 12yo 12x 10 36.12 ll ll LJ O 8 L10.7210 10 121�0 12 30 ]B 4 lB0 10 u u e 10 111 10 10 10 10 to e Y W x Structural Plan 03/03/15 15:17:06 Tukwila Village Building E 15:17:06 BuildingE_5.adm Level 2 �zz-sa('sr= < E f 64 f�CJ� IDS 05 f l.t;p a -PT Cac.LF--r LL = /tea P5F i® 5(,P,c3 / o9 r Coa r--r �klz fJ, 00 PS F aL = 60 Vs F fi � f �LF�oor��.'�L�lro PSF rp r N cn r N m Loadina Plan Dead Load 03/03/15 15:18:52 Tukwila Village Building E 15:18:52 BuildingE_5.adm Level 2 r- IF -------- .... ........ .... - -- ---------------------- .. -------------------- ........ -0 -.0 ----------- . . . . . . . . . . . - - - - - - - - - - - - . . . . . . . . . . . . . . . . . . . . - - - - - - - - - - - - - - - - - - - - - - - - - - x - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . . 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Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 1 L2-a LQ-9 L2-9 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE-5.adm FLOOR -PRO 2012 112 RESTRAINTS AND RELEASES 112.20 POINT SUPPORT LOCATION AND RESTRAINT I ------Location----I —Restrai nt:Translation--I—Restraint: Rotation ---I ID Label X, Y, Z ft X Y Z XX YY ZZ 50079 Point Support 50079 0.75;163.47;20.00 No No Yes Yes Yes Yes 50080 Point Support 50080 31.79;120.52;20.00 No No Yes Yes Yes Yes 50081 Point Support 50081 30.29;148.37;20.00 No No Yes Yes Yes Yes 50082 Point Support 50082 30.29;164.69;20.00 No No Yes Yes Yes Yes 50083 JPoint Support 50083 50.21;42.10;20.00 No No Yes Yes Yes Yes 50084 Point Support 50084 50.71;67.60;20.00 No No Yes Yes Yes Yes 50085 Point Support 50085 50.71;96.60;20.00 No No Yes Yes Yes Yes 50086 Point Support 50086 78.02;39.77;20.00 No No Yes Yes Yes Yes 50087 Point Support 50087 78.02;67.27;20.00 No No Yes Yes Yes Yes 50088 Point Support 50088 77.96;84.02;20.00 No No Yes Yes Yes Yes 50089 Point Support 50089 81.79;111.02;20.00 No No Yes Yes Yes Yes 50090 Point Support 50090 95.27;39.77;20.00 No No Yes Yes Yes Yes 50091 Point Support 50091 95.27;67.27;20.00 No No Yes Yes Yes Yes 50092 Point Support 50092 94.96;84.02;20.00 No No Yes Yes Yes Yes 50093 Point Support 50093 97.44;147.94;20.00 No No Yes Yes Yes Yes 50094 JPoint Support 50094 97.44;158.27;20.00 No No Yes Yes Yes Yes 50095 Point Support 50095 113.71;39.77;20.00 No No Yes Yes Yes Yes 50096 Point Support 50096 111.96;67.27;20.00 No No Yes Yes Yes Yes 50097 Point Support 50097 111.96;84.02;20.00 No No Yes Yes Yes Yes 50098 Point Su pport 50098107.29;111.27;20.00 No No Yes Yes Yes Yes 50099 Point Support 50099 135.71;39.77;20.00 No No Yes Yes Yes Yes 50100 JPoint Support 50100 137.46;67.02;20.00 No No Yes Yes Yes Yes 50101 Point Support 50101 137.46;84.02;20.00 No No Yes Yes Yes Yes 50102 Point Support 50102 132.79;111.27;20.00 No No Yes Yes Yes Yes 50103 Point Support 50103126.94;147.94;20.00 No No Yes Yes Yes Yes 50104 Point Support 50104126.94;158.27;20.00 No No Yes Yes Yes Yes 50105 Point Support 50105 162.96;20.77;20.00 No No Yes Yes Yes Yes 50106 Point Support 50106 162.96;48.27;20.00 No No Yes Yes Yes Yes 50107 Point Support 50107 162.96;64.69;20.00 No No Yes Yes Yes Yes 50108 Point Support 50108 162.96;82.19;20.00 No No Yes Yes Yes Yes 50109 Point Support 50109 160.79; 111.27;20.00 No No Yes Yes Yes Yes 50110 Point Support 50110156.44;147.94;20.00 No No Yes Yes Yes Yes 50111 Point Support 50111 156.44;158.27;20.00 No No Yes Yes Yes Yes 50112 JPoint Support 50112 179.96;20.77;20.00 No No Yes Yes Yes Yes 50113 Point Support 50113 179.96;48.27;20.00 No No Yes Yes Yes Yes 50114 Point Support 50114 179.96;64.69;20.00 No No Yes Yes Yes Yes 50115 Point Support 50115 179.96;82.19;20.00 No No Yes Yes Yes Yes 50116 Point Support 50116186.29;111.27;20.00 No No Yes Yes Yes Yes 50117 Point Support 50117185.94;135.94;20.00 No No Yes Yes Yes Yes 50118 Point Support 185.94;146.27;20.0 No No Yes Yes Yes Yes 50118 0 50119 Point Support 205.46;20.02;20.00 No No Yes Yes Yes Yes 50119 50120 Point Support 205.46;48.27;20.00 No No Yes Yes Yes Yes Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 2 L2-10 � L2-1 C� Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 50120 50121 Point Support 205.46;64.69;20.00 No No Yes Yes Yes Yes 50121 50122 Point Support 205.46;82.19;20.00 No No Yes Yes Yes Yes 50122 50123 Point Support 211.79;111.27;20.0 No No Yes Yes Yes Yes 50123 0 50124 Point Support 231.12;20.52;20.00 No No Yes Yes Yes Yes 50124 50125 Point Support 222.46;48.52;20.00 No No Yes Yes Yes Yes 50125 50126 Point Support 222.46;64.69;20.00 No No Yes Yes Yes Yes 50126 50127 Point Support 222.46;82.19;20.00 No No Yes Yes Yes Yes 50127 50128 Point Support 236.29;111.02;20.0 No No Yes Yes Yes Yes 50128 0 50129 Point Support 249.46;38.52;20.00 No No Yes Yes Yes Yes 50129 50130 Point Support 248.46;64.69;20.00 No No Yes Yes Yes Yes 50130 50131 Point Support 248.96;92.19;20.00 No No Yes Yes Yes Yes 50131 50132 Point Support 114.33;91.59;20.00 Yes Yes No No No No 50132 50133 Point Support 208.22;91.59;20.00 No Yes No No No No 50133 112.40 LINE SUPPORT LOCATIONS AND RESTRAINT Line Supports Locations ID Label Length Centroid X;Y;Z Start X;Y;Z End X;Y;Z ft ft ft ft 8960 Line Support 8960 5.29 0.29;24.54;10.17 0.29;21.90;10.17 0.29;27.19;10.17 8961 Line Support 8961 5.00 0.29;61.52;10.17 0.29;59.02;10.17 0.29;64.02;10.17 8962 Line Support 8962 5.00 0.29;91.52;10.17 0.29;89.02;10.17 0.29;94.02;10.17 8963 Line Support 8963 5.00 0.29;121.52;10.17 0.29;119.02;10.17 0.29;124.02;10.17 8964 Line Support 8964 4.62 0.29;140.50;10.17 0.29;138.19;10.17 0.29;142.81;10.17 8965 Line Support 8965 3.29 1.94;21.90;10.17 0.29;21.90;10.17 3.58;21.90;10.17 8966 Line Support 8966 5.90 26.82;21.90;10.17 23.88;21.90;10.17 29.77;21.90;10.17 8967 Line Support 8967 4.65 54.55;18.69;10.17 52.23;18.69;10.17 56.88;18.69;10.17 8968 Line Support 8968 37.83 95.79;18.69;10.17 76.88;18.69;10.17 114.71;18.69;10.17 8969 Line Support 8969 16.58 135.79;10.90;10.17 135.79;19.19;10.17 135.79;2.60;10.17 8970 Line Support 8970 68.98 32.29;62.20;10.17 32.29;27.71;10.17 32.29;96.69;10.17 8971 Line Support 8971 23.67 42.54;108.52;10.17 42.54;96.69;10.17 42.54;120.35;10.17 8972 Line Support 8972 12.53 48.81;102.44;10.17 42.54;102.44;10.17 55.07;102.44;10.17 8973 Line Support 8973 12.57 59.51;106.88;10.17 55.07;102.44;10.17 63.96;111.33;10.17 8974 Line Support 8974 9.03 63.96;115.84;10.17 63.96;111.33;10.17 63.96;120.35;10.17 8975 Line Support 8975 21.42 53.25;120.35;10.17 63.96;120.35;10.17 42.54;120.35;10.17 8976 Line Support 8976 22.00 47.00;148.27;10.17 47.00;137.27;10.17 47.00;159.27;10.17 8977 Line Support 8977 8.52 67.50;141.53;10.17 67.50;137.27;10.17 67.50;145.79;10.17 8978 Line Support 8978 9.35 34.78;136.71;10.17 30.10;136.71;10.17 39.46;136.71;10.17 8979 Line Support 8979 7.67 39.46;132.87;10.17 39.46;136.71;10.17 39.46;129.04;10.17 8980 Line Support 8980 1 9.35 34.78;129.04;10.17 39.46;129.04;10.17 30.10;129.04;10.17 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 3 L2-11 1-2-11 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 8981 Line Support 8981 7.67 30.10;132.87;10.17 30.10;129.04;10.17 30.10;136.71;10.17 8982 Line Support 8982 10.25 37.42;96.69;10.17 32.29;96.69;10.17 42.54;96.69;10.17 8983 Line Support 8983 8.67 30.10;23.02;10.17 30.10;18.69;10.17 30.10;27.35;10.17 8984 Line Support 8984 17.71 38.96;27.35;10.17 30.10;27.35;10.17 47.81;27.35;10.17 8985 Line Support 8985 8.67 47.81;23.02;10.17 47.81;27.35;10.17 47.81;18.69;10.17 8986 Line Support 8986 17.71 38.96;18.69;10.17 30.10;18.69;10.17 47.81;18.69;10.17 8987 Line Support 8987 8.67 235.94;4.33;10.17 235.94;0.00;10.17 235.94;8.67;10.17 8988 Line Support 8988 17.71 244.79;8.67;10.17 235.94;8.67;10.17 253.65;8.67;10.17 8989 Line Support 8989 8.67 253.65;4.33;10.17 253.65;8.67;10.17 253.65;0.00;10.17 8990 Line Support 8990 17.71 244.79;0.00;10.17 253.65;0.00;10.17 235.94;0.00;10.17 8991 Line Support 8991 9.33 244.98;124.50;10.17 244.98;119.83;10.17 244.98;129.17;10.17 8992 Line Support 8992 7.67 248.81;129.17;10.17 244.98;129.17;10.17 252.65;129.17;10.17 8993 Line Support 8993 9.33 252.65;124.50;10.17 252.65;129.17;10.17 252.65;119.83;10.17 8994 Line Support 8994 7.67 248.81;119.83;10.17 252.65;119.83;10.17 244.98;119.83;10.17 8995 Line Support 8995 4.65 138.11;2.60;10.17 135.79;2.60;10.17 140.44;2.60;10.17 8996 Line Support 8996 5.50 151.19;2.60;10.17 148.44;2.60;10.17 153.94;2.60;10.17 8997 Line Support 8997 5.42 189.31;2.60;10.17 186.60;2.60;10.17 192.02;2.60:10.17 8998 Line Support 8998 12.99 210.27;2.60;10.17 203.78;2.60;10.17 216.77;2.60;10.17 8999 Line Support 8999 10.83 230.19;2.60;10.17 224.77;2.60;10.17 235.60;2.60;10.17 9000 Line Support 9000 2.73 264.37;10.80;10.17 264.37;9.44;10.17 264.37;12.17;10.17 9001 Line Support 9001 11.19 248.37;14.68;10.17 248.37;9.08;10.17 248.37;20.27;10.17 9002 Line Support 9002 8.65 252.70;20.27;10.17 248.37;20.27;10.17 257.02;20.27;10.17 9003 1 Line Support 9003 4.15 264.37;22.34;10.17 264.37;20.27;10.17 264.37;24.42;10.17 9004 Line Support 9004 16.75 264.37; 36.79; 10. 17 264.37;28.42;10.17 264.37;45.17;10.17 9005 Line Support 9005 4.25 264.37;55.29;10.17 264.37;53.17;10.17 264.37;57.42;10.17 9006 Line Support 9006 16.75 264.37;69.79; 10. 17 264.37;61.42;10.17 264.37;78.17;10.17 9007 Line Support 9007 3.85 264.37;88.09;10.17 264.37;86.17;10.17 264.37;90.02;10.17 9008 Line Support 9008 6.67 264.37;97.35;10.17 264.37;94.02;10.17 264.37; 100.69; 10. 1 7 9009 Line Support 9009 9.98 264.37;114.07;10.1 7 264.37;109.08;10.1 7 264.37;119.06;10.1 7 9010 Line Support 9010 4.04 255.00;119.06;10.1 7 257.02;119.06;10.1 7 252.98;119.06;10.1 7 9011 Line Support 9011 3.33 254.46;131.19;10.1 7 254.46;129.52;10.1 7 254.46;132.85;10.1 7 9012 Line Support 9012 4.17 254.46;140.44;10.1 7 254.46;138.35;10.1 7 254.46;142.52;10.1 7 9013 Line Support 9013 3.08 254.46;149.56;10.1 7 254.46;148.02;10.1 7 254.46;151.10;10.1 7 9014 Line Support 9014 2.92 253.00;151.10;10.1 7 254.46;151.10;10.1 7 251.54;151.10;10.1 7 9015 Line Support 9015 10.02 240.20;151.10;10.1 7 245.21;151.10;10.1 7 235.19;151.10;10.1 7 9016 Line Support 9016 3.00 227.35;151.10;10.1 7 228.85;151.10;10.1 7 225.85;151.10;10.1 7 9017 Line Support 9017 20.33 225.85;140.60;10.1 7 225.85;130.44;10.1 7 225.85;150.77;10.1 7 9018 Line Support 9018 25.00 216.19;137.77;10.1 7 216.19;125.27;10.1 7 216.19;150.27;10.1 7 9019 Line Support 9019 6.06 147.82;130.85;10.1 7 150.85;130.85;10.1 7 144.79;130.85;10.1 7 9020 Line Support 9020 10.00 132.79;130.85;10.1 137.79;130.85;10.1 127.79;130.85;10.1 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 1-2-12 r 1-2-12 Project Name: Tukwila Village Building E Specific Data: Level 2 r Date of execution: March 03, 2015 File Name: BuildingE-5.adm FLOOR -PRO 2012 7 7 7 9021 Line Support 9021 10.01 115.79;130.85;10.1 7 120.79;130.85;10.1 7 110.78;130.85;10.1 7 9022 Line Support 9022 10.00 98.78;130.85;10.17 103.78;130.85;10.1 7 93.78;130.85;10.17 9023 Line Support 9023 10.00 81.78;130.85;10.17 86.78;130.85;10.17 76.78;130.85;10.17 9024 Line Support 9024 11.18 64.19;130.85;10.17 69.78;130.85;10.17 58.60;130.85;10.17 9025 Line Support 9025 6.13 58.60;127.79;10.17 58.60;130.85;10.17 58.60;124.73;10.17 9026 Line Support 9026 20.67 168.27;2.60;10.17 157.94;2.60;10.17 178.60;2.60;10.17 9027 Line Support 9027 7.76 199.90;2.60;10.17 196.02;2.60;10.17 203.78;2.60;10.17 9028 Line Support 9028 7.35 260.70;20.27;10.17 257.02;20.27;10.17 264.37;20.27;10.17 9029 Line Support 9029 7.35 260.70;119.06;10.1 7 257.02;119.06;10.1 7 264.37;119.06;10.1 7 9030 Line Support 9030 1 13.48 67.50;152.53;10.17 67.50;145.79;10.17 67.50;159.27;10.17 Line Supports Releases ---Release:Translation-------Release:Rotation----1 ID Label X Y Z XX YY ZZ 8960 Line Support 8960 No No Yes Yes Yes Yes 8961 Line Support 8961 No No Yes Yes Yes Yes 8962 Line Support 8962 No No Yes Yes Yes Yes 8963 Line Support 8963 No No Yes Yes Yes Yes 8964 1 Line Support 8964 No No Yes Yes Yes Yes 8965 Line Support 8965 No No Yes Yes Yes Yes 8966 Line Support 8966 No No Yes Yes Yes Yes 8967 Line Support 8967 No No Yes Yes Yes Yes 8968 Line Support 8968 No No Yes Yes Yes Yes 8969 Line Support 8969 No No Yes Yes Yes Yes 8970 Line Support 8970 No No Yes Yes Yes Yes 8971 Line Support 8971 No No Yes Yes Yes Yes 8972 Line Support 8972 No No Yes Yes Yes Yes 8973 Line Support 8973 No No Yes Yes Yes Yes 8974 Line Support 8974 No No Yes Yes Yes Yes 8975 Line Support 8975 No No Yes Yes Yes Yes 8976 Line Support 8976 No No Yes Yes Yes Yes 8977 Line Support 8977 No No Yes Yes Yes Yes 8978 Line Support 8978 No No Yes Yes Yes Yes 8979 Line Support 8979 No No Yes Yes Yes Yes 8980 Line Support 8980 No No Yes Yes Yes Yes 8981 Line Support 8981 No No Yes Yes Yes Yes 8982 Line Support 8982 No No Yes Yes Yes Yes 8983 Line Support 8983 No No Yes Yes Yes Yes 8984 Line Support 8984 No No Yes Yes Yes Yes 8985 Line Support 8985 No No Yes Yes Yes Yes 8986 Line Support 8986 No No Yes Yes Yes Yes 8987 Line Support 8987 No No Yes Yes Yes Yes 8988 Line Support 8988 No No Yes Yes Yes Yes 8989 Line Support 8989 No No Yes Yes Yes Yes 8990 Line Support 8990 No No Yes Yes Yes Yes 8991 Line Support 8991 No No Yes Yes Yes Yes 8992 Line Support 8992 No No Yes Yes Yes Yes 8993 Line Support 8993 No No Yes Yes Yes Yes 8994 Line Support 8994 No No Yes Yes Yes Yes 8995 Line Support 8995 No No Yes Yes Yes Yes Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 5 1-2-13 > 1-2-13 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 8996 Line Support 8996 No No Yes Yes Yes Yes 8997 Line Support 8997 No No Yes I Yes Yes Yes 8998 Line Support 8998 No No Yes Yes Yes Yes 8999 Line Support 8999 No No Yes Yes Yes Yes 9000 Line Support 9000 No No Yes Yes Yes Yes 9001 Line Support 9001 No No Yes Yes Yes Yes 9002 Line Support 9002 No No Yes Yes Yes Yes 9003 Line Support 9003 No No Yes Yes Yes Yes 9004 Line Support 9004 No No Yes Yes Yes Yes 9005 Line Support 9005 No No Yes Yes Yes Yes 9006 Line Support 9006 No No Yes Yes Yes Yes 9007 Line Support 9007 No No Yes Yes Yes Yes 9008 Line Support 9008 No No Yes Yes Yes Yes 9009 Line Support 9009 No No Yes Yes Yes Yes 9010 Line Support 9010 No No Yes Yes Yes Yes 9011 Line Support 9011 No No Yes Yes Yes Yes 9012 Line Support 9012 No No Yes Yes Yes Yes 9013 Line Support 9013 No No Yes Yes Yes Yes 9014 Line Support 9014 No No Yes Yes Yes Yes 9015 Line Support 9015 No No Yes Yes Yes Yes 9016 Line Support 9016 No No Yes Yes Yes Yes 9017 Line Support 9017 No No Yes Yes Yes Yes 9018 Line Support 9018 No No Yes Yes Yes Yes 9019 Line Support 9019 No No Yes Yes Yes Yes 9020 Line Support 9020 No No Yes Yes Yes Yes 9021 Line Support 9021 No No Yes Yes Yes Yes 9022 Line Support 9022 No No Yes Yes Yes Yes 9023 Line Support 9023 No No Yes Yes Yes Yes 9024 Line Support 9024 No No Yes Yes Yes Yes 9025 Line Support 9025 No No Yes Yes Yes Yes 9026 Line Support 9026 No No Yes Yes Yes Yes 9027 Line Support 9027 No No Yes Yes Yes Yes 9028 Line Support 9028 No No Yes Yes Yes Yes 9029 Line Support 9029 No No Yes Yes Yes Yes 9030 Line Support 9030 No No Yes Yes Yes Yes Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 1-2-14 r 1-2-14, Project Name: Tukwila Village Building E Specific Data: Level 2 g Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 146 LOAD CASES AND COMBINATIONS 146.20 LOAD CASES Dead load Live load Selfweight Prestressing Hyperstatic 146.40 LOAD COMBINATIONS Name: Service(Total Load) Evaluation: SERVICE TOTAL LOAD Combination detail: 1.00 x Selfweight + Prestressing Name: Service(Sustained Load) Evaluation: SERVICE SUSTAINED LOAD Combination detail: 1.00 x Selfweight + Prestressing Name: Strength(Dead and Live) Evaluation: STRENGTH Combination detail: 1.20 x Selfweight + Hyperstatic Name: Strength(Dead Load Only) Evaluation: STRENGTH Combination detail: 1.40 x Selfweight + Name: Initial Evaluation: INITIAL Combination detail: 1.00 x Selfweight + Name: Sustained Load Evaluation: CRACKED DEFLECTION Combination detail: 1.00 x Selfweight + 1.00 x Dead load + 1.00 x Live load + 1.00 x 1.00 x Dead load + 0.30 x Live load + 1.00 x 1.20 x Dead load + 1.60 x Live load + 1.00 x 1.40 x Dead load + 1.00 x Hyperstatic 1.15 x Prestressing 1.00 x Dead load + 0.30 x Live load + 1.00 x Prestressing Name: Long Term Evaluation: LONG TERM DEFLECTION Combination detail: 3.00 x Sustained Load Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 7 1-2-15 . 1-2-15 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 117 MATERIALS 117.20 CONCRETE MATERIAL PROPERTIES ID Label F'c Unit Weight Type Ec Creep coefficient psi Pcf ksi 1 Concrete 4000 4000 150.00 Normal 3835 2.00 2 Concrete 5000 5000 150.00 Normal 4287 2.00 F'c = strength at 28 days Ec = modulus of elasticity at 28 days 117.40 REINFORCEMENT (NONPRESTRESSED) MATERIAL PROPERTIES ID Label fy fyy Es ksi ksi ksi 1 MildSteel1 60.000 60.000 30000 fy = yield stress of longitudinal reinforcement fvy = yield stress of one-way shear reinforcement Es = modulus of elasticity 117.60 PRESTRESSING MATERIAL PROPERTIES ID Label f u fpy E s ksi ksi ksi 1 Prestressing 1 270.000 240.000 29007 fpu = ultimate stress fpy = yield stress Eps = modulus of elasticity 142 CODES AND ASSUMPTIONS 142.10 DESIGN CODE SPECIFIED: ACI 2011/I13C 2012 142.15 TORSIONAL STIFFNESS OF BEAMS ACCOUNTED FOR 142.16 TORSIONAL STIFFNESS OF LOWER COLUMNS ACCOUNTED FOR 142.17 TORSIONAL STIFFNESS OF UPPER COLUMNS ACCOUNTED FOR 142.20 MATERIAL AND STRENGTH REDUCTION FACTORS Two-way Slabs ACI 2011/I13C 2012 strength reduction factors used: For bending = 0.90 For shear two-way = 0.75 One-way Slabs ACI 2011/I13C 2012 strength reduction factors used: For bending = 0.90 For shear one-way = 0.75 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 8 L2-16 L2-1 Fr Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Beams ACI 2011/I13C 2012 strength reduction factors used: For bending = 0.90 For shear one-way = 0.75 142.30 COVER TO REINFORCEMENT Two-way Slabs Prestressing Tendons (CGS) At top = 1.50 in At bottom = 1.50 in Nonprestressing reinforcement (cover) At top = 1.50 in At bottom = 1.25 in One-way Slabs Prestressing Tendons (CGS) At top = 1.50 in At bottom = 1.50 in Nonprestressing reinforcement (cover) At top = 1.00 in At bottom = 1.00 in Beams Prestressing Tendons (CGS) At top = 1.50 in At bottom = 1.50 in Nonprestressing reinforcement (cover) At top = 1.50 in At bottom = 1.50 in 142.40 MINIMUM BAR LENGTH Two-way systems Cut off length of minimum steel over support (length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: Top bars = 12.00 in Bottom bars = 12.00 in One-way slabs Cut off length of minimum steel over support (length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: Top bars = 12.00 in Bottom bars = 12.00 in Beams Cut off length of minimum steel over support (length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: Top bars = 12.00 in Bottom bars = 12.00 in 143 DESIGN CRITERIA Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 9 LE-17 ` Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 143.10 ONE-WAY SLABS Sustain load stresses Tension stress as multiple of (fc)11/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of f'c Extreme fiber = 0.45 Initial load stresses Tension stress as multiple of (fc)^1/2 At top fibers = 3.00 At bottom fibers = 3.00 Compression stress as multiple of f'c Extreme fiber = 0.60 Total load stresses Tension stress as multiple of (fc)^1/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of f'c Extreme fiber = 0.60 143.20 TWO-WAY SLABS Sustain load stresses Tension stress as multiple of (fc)^1/2 At top fibers = 6.00 At bottom fibers = 6.00 Compression stress as multiple of f'c Extreme fiber = 0.45 Initial load stresses Tension stress as multiple of (fc)^1/2 At top fibers = 3.00 At bottom fibers = 3.00 Compression stress as multiple of f'c Extreme fiber = 0.60 Total load stresses Tension stress as multiple of (fc)"1/2 At top fibers = 6.00 At bottom fibers = 6.00 Compression stress as multiple of f'c Extreme fiber = 0.60 143.30 BEAMS Sustain load stresses Tension stress as multiple of (fc)"1/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of f'c Extreme fiber = 0.45 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 10 L2-17 1-2-18 r 1-2-18 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Initial load stresses Tension stress as multiple of (fc)^1/2 At top fibers = 3.00 At bottom fibers = 3.00 Compression stress as multiple of f'c Extreme fiber = 0.60 Total load stresses Tension stress as multiple of (fc)^1/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of f'c Extreme fiber = 0.60 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 11 Tendon Plan 03/03/15 16:53:51 Tukwila Village Building E 6:551 BuildingE_5_2.adm Level 2 r w co co 1-2-20 r 1-2-2C Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 111.10 TENDON MATERIAL Material Label: Prestressing 1 fpu = 270.000ksi fpy = 240.000ksi Eps = 29007ksi 111.20 TENDON GROUPS GEOMETRY, SYSTEM AND FRICTION Group Span Span lengt h Shape Start (from soffit) Center (from soffit End (from soffit) Stressing end System K *0.001 Meu *0.01 Min radius of curvature ft in in in rad/ft ft Group 1 1 1.25 8 5.00 -- 5.00 Both U 1.00 7.00 NA 2 8.60 1 5.00 5.00 8.50 Both U 1.00 7.00 6.34 3 17.03 8 8.50 -- 8.50 Both U 1.00 7.00 NA 4 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 5 25.50 1 8.50 3.00 8.50 Both U 1.00 7.00 24.77 6 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 7 26.00 1 1 8.50 1.50 8.50 Both U 1.00 7.00 28.97 8 16.33 4 8.50 -- 5.00 Both U 1.00 7.00 457.29 Total 128.7 2 TENDON GROUPING, IDENTIFICATION AND STRESSING GROUP: NONE Number of tendons: 187 Material ID: Prestressing 1 Tendon length(ft) = 128.72 Strands area (in2): 0.15 Stressing: First end Seating (in): 0.25 Elongation (in): First end: 0.00 Second end: 0.00 Total: 0.00 Tendon ID Number of Strands 2 9 3 21 5 17 7 4 8 12 10 12 12 10 13 12 15 21 16 8 17 4 18 3 19 3 20 3 21 3 22 3 23 3 24 3 26 3 27 3 28 3 29 3 30 3 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 12 LT-21 1, Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 31 3 32 3 33 3 34 3 35 3 36 3 37 3 38 3 39 3 40 3 41 3 42 3 43 3 44 3 45 3 46 3 47 3 48 3 49 3 50 3 51 3 52 3 53 3 54 3 55 3 56 3 57 3 58 3 59 3 60 3 61 3 62 3 63 3 64 3 65 3 66 3 67 3 68 3 70 3 71 3 72 3 73 3 74 3 75 3 76 3 77 3 78 3 79 3 80 3 81 3 82 3 83 3 84 3 85 3 86 3 87 3 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 13 L2-21 1-2-22 1 1-2-22 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 88 3 191 3 89 10 90 22 91 22 92 22 93 24 94 34 95 24 96 12 97 8 98 12 99 22 100 22 101 24 107 8 108 4 109 5 110 5 111 5 112 5 113 5 114 5 115 5 116 5 117 5 118 5 119 5 120 5 122 5 123 5 124 5 125 5 126 5 127 5 128 4 129 4 130 4 131 4 132 4 133 4 134 4 135 4 136 4 137 4 138 4 139 4 140 4 141 4 142 4 143 4 144 4 145 4 146 4 147 4 148 4 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 14 L2-23 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 149 4 150 4 151 4 152 4 153 4 154 4 155 4 156 4 157 4 158 4 159 4 160 4 161 4 162 4 163 4 164 4 165 4 166 4 167 4 168 4 169 5 170 5 171 5 172 5 173 5 174 5 175 5 176 5 177 5 178 5 179 5 180 5 181 5 182 5 183 5 184 5 185 5 186 5 187 4 188 4 189 4 190 4 106 16 103 8 192 12 197 10 198 10 200 5 102 28 201 10 202 8 203 4 TENDON CASTING Total Number of 5 Hole Casting: 283, Unit Price: $1.00, Total Price: $283.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 15 L2-23 L2-24 1 1-2-24, Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE-5.adm FLOOR -PRO 2012 Legend Total Number of Single Casting: 216, Unit Price: $0.50, Total Price: $108.00 Shape 1---Reversed Parabola 2----- Partial Parabola 3---Harped 4----Cantilever Up 5---Cantilever Partial 6---Cantilever Harped 7---Cantilever Down 8---Straight 9 ----- Extended Reversed Parabola System U----- Unbonded B----Bonded Code First ----Stressed at first end Last ------ Stressed at last end Both -----Stressed at both ends 111.50 TENDON ELONGATION, BY GROUPS Tendon (Group Label) Jack (1st,2nd) Seating (1st,2nd Elongation 1st,2nd,Total k in in Group 1 297,432,297.432 0.25,0.25 8.33,0.00,8.33 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 16 1-3-25 11 1-2-25 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE-5.adm FLOOR -PRO 2012 111.30 INDIVIDUAL TENDON'S GEOMETRY, SYSTEM AND FRICTION Material Label: Prestressing 1 fpu = 270.000ksi fpy = 240.000ksi Eps = 29007ksi # Label Span Span length Shape Start (from soffit) Center (from soffit) End (from soffit Stressing end System K *0.001 Meu *0.01 Min radius of curvature ft in in in rad/ft ft 89 Tendon 89 1 5.06 8 5.00 -- 5.00 First U 1.00 7.00 NA 2 8.00 1 8 5.00 -- 5.00 First U 1.00 7.00 NA 3 5.50 8 5.00 -- 5.00 First U 1.00 7.00 NA 4 4.00 8 5.00 -- 5.00 First U 1.00 7.00 NA 5 20.67 8 5.00 -- 5.00 First U 1.00 7.00 NA 6 8.00 8 5.00 -- 5.00 First U 1.00 7.00 NA 7 5.42 8 5.00 -- 5.00 First U 1.00 7.001 NA 8 4.00 1 8 5.00 -- 5.00 First U 1.00 7.00 NA 9 20.75 8 5.00 -- 8.00 First U 1.00 7.00 NA 10 8.00 8 8.00 -- 8.00 First U 1.00 7.00 NA 11 11.17 8 8.00 -- 8.00 First U 1.00 7.00 NA Total 100.56 90 Tendon 90 1 16.58 4 5.00 -- 9.50 Both U 1.00 7.00 27.84 2 27.25 1 9.50 1.50 9.50 Both U 1.00 7.00 24.77 3 17.00 1 9.50 6.00 9.50 Both U 1.00 7.00 24.41 4 25.51 1 9.50 1.50 14.50 1 Both U 1.00 17.00 15.02 5 25.67 1 14.50 1.50 14.50 Both U 1.00 7.00 9.40 6 17.25 1 14.50 5.00 5.00 Both U 1.00 7.00 9.40 7 16.42 8 5.00 -- 5.00 Both U 1.00 7.00 NA Total 145.68 91 Tendon 91 1 16.50 4 5.00 -- 9.50 Both U 1.00 7.00 30.55 2 28.54 1 9.50 1.50 9.50 Both U 1.00 7.00 24.77 3 17.00 1 9.50 6.00 9.50 Both U 1.00 7.00 24.38 4 25.50 1 9.50 1.50 13.50 Both U 1.00 7.00 9.64 5 17.00 1 13.50 4.50 14.50 Both U 1.00 17.00 8.67 6 28.79 1 14.50 1.50 14.50 Both U 1.00 7.00 6.00 7 15.33 1 14.50 1 2.75 5.00 Both U 1.00 7.00 6.00 Total 148.67 92 Tendon 92 1 18.25 4 5.00 -- 9.50 Both U 1.00 7.00 24.59 2 25.61 1 9.50 1.50 9.50 Both U 1.00 7.00 24.59 3 17.00 1 9.50 6.00 9.50 Both U 1.00 7.00 24.38 4 25.50 F 1 9.50 1.50 13.50 Both U 1 1.00 17.00 9.63 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 17 1-2-26 1 1-2-26 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 5 17.00 1 13.50 4.50 14.50 Both U 1.00 7.00 8.67 6 26.00 1 14.50 1.50 14.50 Both U 1.00 7.00 6.81 7 16.33 1 14.50 2.75 5.00 Both U 1.00 7.00 6.81 Total 145.69 93 Tendon 93 1 18.25 4 5.00 --- 9.50 Both U 1.00 7.00 24.51 2 25.56 1 9.50 1.50 9.50 Both U 1.00 7.00 24.51 3 17.00 1 9.50 6.00 9.50 Both U 1.00 7.00 24.38 4 25.50 1 9.50 1.50 13.50 Both U 1.00 7.00 9.63 5 17.00 1 13.50 4.50 14.50 Both U 1.00 7.00 8.67 6 28.32 1 14.50 1.50 14.50 Both U 1.00 7.00 6.40 7 15.83 1 14.50 2.75 5.00 Both U 1.00 7.00 6.40 Total 147.47 94 Tendon 94 1 18.46 4 8.00 --- 14.50 Both U 1.00 7.00 18.09 2 28.00 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 3 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 4 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 13.85 5 24.50 1 14.50 1.50 14.50 Both U 1.00 7.00 13.85 6 28.50 1 14.50 2.75 5.00 Both U 1.00 7.00 20.74 Total 150.46 95 Tendon 95 1 6.46 4 8.00 --- 14.50 Both U 1.00 7.00 38.50 2 7.00 8 14.50 --- 14.50 Both U 1.00 7.00 NA 3 10.00 8 14.50 --- 14.50 Both U 1.00 7.00 NA 4 7.00 8 14.50 --- 14.50 Both U 1.00 7.00 NA 5 6.06 8 14.50 --- 14.50 Both U 1.00 7.00 NA 6 35.45 1 14.50 3.00 14.50 Both U 1.00 7.00 23.87 7 30.25 1 14.50 3.00 14.50 Both U 1.00 7.00 23.87 8 9.67 8 14.50 --- 14.50 Both U 1.00 7.00 NA 9 31.18 1 14.50 2.75 8.00 Both U 1.00 7.00 24.82 Total 143.06 96 Tendon 96 1 12.61 4 5.00 -- 9.50 Both U 1.00 7.00 32.63 2 29.50 1 9.50 1.50 9.50 Both U 1.00 7.00 32.63 3 29.55 1 9.50 1.50 9.50 Both U 1.00 7.00 32.74 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 18 L2-27 L2-27 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 �i - 0� rr w fo i��©moo • � � • � ®o ., .. i��©moo • . . „ • , ®o ., WN 01 2 32.00 1 64.00 2.75 14.50 First U 1.00 7.00 26.14 3 10.25 8 14.50 --- 14.50 First U 1.00 7.00 NA 4 8.17 8 14.50 --- 14.50 First U 1.00 7.00 NA 5 30.02 1 14.50 1.50 9.50 First U 1.00 7.00 20.79 6 17.00 1 9.50 6.00 9.50 First U 1.00 7.00 24.77 7 17.00 1 9.50 6.00 9.50 First U 1.00 7.00 24.77 8 7.25 4 9.50 -- 5.00 First U 1.00 7.00 70.07 Total 124.24 107 Tendon 107 1 3.53 8 8.00 --- 8.00 First U 1.00 7.00 NA 2 29.57 1 8.00 2.75 14.50 First U 1.00 7.00 14.79 3 17.90 1 14.50 8.00 9.50 First U 1.00 7.00 14.79 4 20.50 1 9.50 1.50 9.50 First I U 1.00 17.00 15.76 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 19 Lz-zs Lz-ze Project Name: Tukwila Village Building E Specific Data: Level 2 1. Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 OWN 5 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 6.53 8 8.07 4 14.50 --- 8.00 Both U 1.00 7.00 60.16 Total 147.81 111 Tendon 111 1 3.33 8 8.00 -- 8.00 Both U 1.00 7.00 NA 2 27.05 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.12 1 14.50 1.50 14.50 Both U 1.00 7.00 14.96 6 25.46 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 6.53 8 8.07 4 14.50 --- 1 8.00 Both U 1.00 7.00 60.16 Total 147.82 112 Tendon 112 1 3.19 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 27.19 1 8.00 2.75 1 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 1 14.50 Both U 1.00 7.00 7.78 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 20 1-2-29 1 1-2-29 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 6.53 8 8.07 4 14.50 --- 8.00 Both U 1.00 7.00 60.16 Total 147.81 113 Tendon 113 1 3.05 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 27.34 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 6.53 8 5.88 4 14.50 --- 64.00 Both U 1.00 7.00 31.86 Total 145.61 114 Tendon 114 1 2.90 8 8.00 -- 8.00 Both U 1.00 7.00 NA 2 27.48 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.08 1 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 1 25.50 1 14.50 1.50 14.50 Both I U 1.00 17.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 17.00 6.53 8 5.88 4 14.50 --- 64.00 Both U 1.00 7.00 31.86 Total 145.61 115 Tendon 115 1 2.76 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 27.63 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 6.53 8 5.88 4 14.50 --- 64.00 Both U 1.00 7.00 31.86 Total 145.61 116 Tendon 116 1 2.62 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 27.77 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 1 25.50 1 1 14.50 1.50 14.50 Both U 1.00 7.001 6.53 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 21 1-2-30 1 1-2-30 Project Name: Tukwila Village Building E Specific Data: Level 2 ' Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 6.53 8 5.88 4 14.50 --- 8.00 Both U 1.00 7.00 31.86 Total 145.61 117 Tendon 117 1 2.47 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 27.91 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.22 1 14.50 1.50 14.50 Both U 1.00 7.00 14.84 6 25.36 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 1 14.75 1 14.50 4.50 14.50 1 Both U 1.00 7.00 6.53 rf ® : r10M.0 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 22 1-2-31 1 1-2-31 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 ml W M®©M®W®WWE= 4 2.30 8 14.50 -- 14.50 Both U 1.00 7.00 NA 5 15.36 1 14.50 6.00 14.50 Both U 1.00 7.00 8.32 6 23.67 1 14.50 1.50 14.50 Both U 1.00 7.00 12.93 7 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 8 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 9 14.75 1 14.50 4.50 8.00 Both U 1.00 7.00 6.53 Total 138.58 125 Tendon 125 1 1.25 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 6.12 8 8.00 --- 8.00 Both U 1.00 17.00 1 NA 3 19.16 1 8.00 6.00 14.50 Both U 1.00 7.00 12.95 4 4.77 8 14.50 - 14.50 Both U 1.00 7.00 NA 5 14.29 1 14.50 6.00 14.50 Both U 1.00 7.00 7.20 6 23.70 1 14.50 1.50 14.50 Both U 1.00 7.00 12.97 7 29.05 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 8 25.50 1 14.50 1.50 14.50 Both U 1.00 17.00 6.53 9 14.75 1 14.50 4.50 8.00 Both U 1.00 7.00 6.53 Total 138.58 126 Tendon 126 1 18.96 1 5.00 5.00 8.00 Both U 1.00 7.00 35.95 2 7.25 8 8.00 - 14.50 Both U 1.00 7.00 NA 3 13.22 1 14.50 6.00 14.50 Both U 1.00 7.00 6.16 4 23.74 1 14.50 1.50 14.50 Both U 1.00 17.00 13.01 5 29.01 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 5.99 7 15.32 1 14.50 2.75 1 9.50 Both U 1.00 7.00 5.99 8 8.43 4 9.50 --- 5.00 Both U 1.00 7.00 94.79 Total 141.42 127 Tendon 127 1 1.51 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 16.05 1 5.00 6.00 7.00 Both U 1.00 7.00 77.30 3 9.72 8 7.00 --- 14.50 Both U 1.00 7.00 NA 4 12.15 1 14.50 6.00 14.50 Both U 1.00 7.00 5.21 5 24.91 1 14.50 1.50 9.50 Both U 1.00 7.00 14.32 6 27.87 1 9.50 1.50 1 14.50 Both I U 1.00 17.00 15.27 7 25.72 1 14.50 1.50 14.50 Both I U 1.00 17.00 6.63 8 16.11 1 14.50 2.75 9.50 1 Both I U 1.00 17.00 6.63 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 23 1-2-32 1 1-2-32 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Rem r ®, ��o�o • , a . ,moo � , ��©moo .. ... • .moo �. .. � ��©• • o�� • .moo .. ,. , . ��o®o • � � • � -moo .. .. . . ��o�o • . � • .moo � , , . . ��o�o • , ® , .moo , . „ 131 Tendon 131 1 1.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.45 1 5.00 6.00 9.50 Both U 1.00 7.00 9.35 3 16.97 1 9.50 4.50 14.50 Both U 1.00 7.00 3.89 4 12.21 1 14.50 3.00 14.50 Both U 1.00 7.00 3.89 5 29.67 1 14.50 1.50 9.50 Both I U 1 1.00 17.00 1 17.46 6 21.58 1 9.50 1.50 9.50 Both I U 1 1.00 17.001 17.46 7 26.62 1 9.50 1.50 9.50 Both I U 1 1.00 17.001 16.42 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 24 1-2-33 11 1-2-33 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 8 19.22 1 9.50 2.75 5.00 Both U 1.00 7.00 16.42 9 3.21 8 5.00 --- 5.00 Both U 1.00 7.00 NA Total 141.42 132 Tendon 132 1 4.00 8 5.00 -- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 5.14 4 14.04 1 14.50 3.00 14.50 Both U 1.00 7.00 5.14 5 29.45 1 14.50 1.50 9.50 Both U 1.00 7.00 15.01 6 20.00 1 9.50 1.50 9.50 Both U 1.00 7.00 15.01 7 26.98 1 9.50 1.50 9.50 Both U 1.00 7.00 17.53 8 19.86 1 9.50 2.75 5.00 Both U 1.00 7.00 17.53 9 2.17 8 5.00 --- 5.00 Both U 1.00 7.00 NA Total 143.92 133 Tendon 133 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 6.57 4 15.87 1 14.50 3.00 14.50 Both U 1.00 7.00 6.57 5 29.24 1 14.50 1.50 9.50 Both U 1.00 7.00 12.84 6 18.51 1 9.50 1.50 9.50 Both U 1.00 7.00 12.84 7 27.15 1 9.50 1.50 9.50 Both U 1.00 7.00 18.88 8 20.61 1 9.50 2.75 5.00 Both U 1.00 7.00 18.88 9 1.13 8 5.00 --- 5.00 Both U 1.00 17.00 NA Total 143.92 134 Tendon 134 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.17 4 17.70 1 14.50 3.00 14.50 Both U 1.00 7.00 8.17 5 29.02 1 14.50 1.50 9.50 Both U 1.00 7.00 17.05 6 16.86 1 9.50 4.50 9.50 Both U 1.00 7.00 17.05 7 27.48 1 9.50 1.50 9.50 Both U 1.00 7.00 20.43 8 21.44 1 9.50 2.75 5.00 Both U 1.00 7.00 20.43 Total 143.92 135 Tendon 135 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.53 1 14.50 3.00 14.50 Both U 1.00 7.00 9.95 5 27.30 1 14.50 1.50 9.50 Both U 1.00 7.00 16.96 6 16.81 1 9.50 4.50 9.50 Both U 1.00 7.00 16.96 7 27.44 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 25 1-2-34 L2-34 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 ®Ep m 138 Tendon 138 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.74 1 14.50 3.00 14.50 Both U 1.00 7.00 10.16 5 27.10 1 14.50 1.50 9.50 Both U 1.00 7.00 16.83 6 16.75 1 9.50 4.50 9.50 Both U 1.00 7.00 16.83 7 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 139 Tendon 139 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.70 1 14.50 3.00 14.50 Both U 1.00 7.00 10.13 5 27.13 1 14.50 1.50 9.50 Both U 1.00 7.00 16.83 6 16.75 1 9.50 4.50 9.50 Both U 1.00 17.00 16.83 7 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 26 1-2-35 1-2-35 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 140 Tendon 140 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.34 1 5.00 6.00 9.50 Both U 1.00 7.00 9.17 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.75 4 19.67 1 14.50 3.00 14.50 Both U 1.00 7.00 10.09 5 27.17 1 14.50 1.50 9.50 Both U 1.00 7.00 16.83 6 16.75 1 9.50 4.50 9.50 Both U 1.00 7.00 16.83 7 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 143.92 141 Tendon 141 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.36 1 5.00 6.00 9.50 Both U 1.00 7.00 9.20 3 17.05 1 9.50 4.50 14.50 Both U 1.00 7.00 8.73 4 19.63 1 14.50 3.00 14.50 Both U 1.00 7.00 10.06 5 27.20 1 14.50 1.50 9.50 Both U 1.00 7.00 17.07 6 16.92 1 9.50 4.50 9.50 Both U 1.00 7.00 17.17 7 27.33 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 27 L2-36 1 1-2-36 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 3 16.99 1 9.50 4.50 14.50 Both U 1.00 7.00 8.66 4 19.58 1 14.50 3.00 14.50 Both U 1.00 7.00 10.00 5 27.25 1 14.50 1.50 9.50 Both U 1.00 7.00 16.89 6 16.78 1 9.50 4.50 9.50 Both U 1.00 7.00 16.89 7 27.47 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 145 Tendon 145 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both I U 1 1.00 17.001 9.15 F+ 3 17.08 1 9.50 4.50 14.50 Both I U 1 1.00 17.00 1 8.76 4 19.59 1 14.50 3.00 14.50 Both U 1.00 7.00 10.01 5 27.24 1 14.50 1.50 9.50 Both U 1.00 7.00 17.12 6 17.00 1 9.50 4.50 9.50 Both U 1.00 7.00 17.34 7 27.25 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 146 Tendon 146 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both I U 1.00 17.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.58 1 14.50 3.00 14.50 Both U 1.00 7.00 10.00 5 27.25 1 14.50 1.50 9.50 Both U 1.00 7.00 17.14 6 17.06 1 9.50 4.50 9.50 Both U 1.00 7.00 17.47 7 27.19 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 147 Tendon 147 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.58 1 14.50 3.00 14.50 Both U 1.00 17.00 10.00 5 27.25 1 14.50 1.50 9.50 Both U 1.00 7.00 17.14 6 17.00 1 9.50 4.50 9.50 Both U 1.00 7.00 17.34 7 27.25 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 148 Tendon 148 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.52 1 5.00 6.00 9.50 Both U 1.00 7.00 9.48 3 16.90 1 9.50 4.50 14.50 Both U 1.00 7.00 8.57 4 19.58 1 14.50 3.00 14.50 Both U 1.00 7.00 10.00 5 27.25 1 14.50 1.50 9.50 Both U 1.00 7.00 17.14 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 28 1-2-37 1-2-37 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5.adm FLOOR -PRO 2012 149 Tendon 149 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.62 1 14.50 3.00 14.50 Both U 1.00 7.00 10.04 5 27.22 1 14.50 1.50 9.50 Both U 1.00 7.00 17.10 6 17.00 1 9.50 4.50 9.50 Both U 1.00 7.00 17.34 7 27.37 1 9.50 1.50 9.50 Both U 1.00 7.00 20.15 8 21.29 1 9.50 2.75 5.00 Both U 1.00 7.00 20.15 Total 143.92 150 Tendon 150 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.62 1 14.50 3.00 14.50 Both U 1.00 7.00 10.04 5 27.21 1 14.50 1.50 9.50 Both U 1.00 7.00 17.09 6 17.00 1 9.50 1 4.50 9.50 1 Both U 1.00 7.00 17.34 7 27.40 1 9.50 1.50 9.50 Both U 1.00 7.00 16.25 8 20.82 1 9.50 1.50 9.50 Both U 1.00 17.00 12.26 9 16.61 1 9.50 2.75 5.00 Both U 1.00 7.00 12.26 Total 160.08 151 Tendon 151 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 17.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.63 1 14.50 3.00 14.50 Both U 1.00 7.00 10.05 5 27.44 1 14.50 1.50 9.50 Both U 1.00 7.00 17.38 6 1 17.11 1 9.50 4.50 9.50 Both U 1.00 7.00 17.57 7 25.34 1 9.50 1.50 9.50 Both U 1.00 7.00 18.59 8 22.27 1 9.50 1.50 9.50 Both U 1.00 7.00 12.66 9 16.88 1 9.50 2.75 5.00 Both U 1.00 17.00 12.66 Total 160.08 152 Tendon 152 1 11.83 1 5.00 2.75 9.50 Both U 1.00 7.00 6.22 2 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 3 19.63 1 14.50 3.00 14.50 Both U 1.00 7.00 10.06 4 27.69 1 14.50 1.50 9.50 Both I U 1 1.00 17.00 1 17.61 5 17.13 1 9.50 1 4.50 1 9.50 1 Both I U 1 1.00 IT 17.61 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 29 1-2-38 1-2-36 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 6 23.98 1 9.50 1.50 9.50 Both U 1.00 7.00 20.00 7 23.09 1 9.50 1.50 9.50 Both U 1.00 7.00 13.07 8 17.15 1 9.50 2.75 5.00 Both U 1.00 7.00 13.07 Total 157.58 153 Tendon 153 1 11.83 1 5.00 2.75 9.50 Both U 1.00 7.00 6.22 2 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 3 19.58 1 14.50 3.00 14.50 Both U 1.00 7.00 10.00 4 27.99 1 14.50 1.50 9.50 Both U 1.00 7.00 17.75 5 17.20 1 9.50 4.50 9.50 Both U 1.00 17.00 17.75 6 22.57 1 9.50 1.50 9.50 Both U 1.00 7.00 19.09 7 23.91 1 9.50 1.50 9.50 Both U 1.00 7.00 13.48 8 17.41 1 9.50 2.75 5.00 Both U 1.00 7.00 13.48 Total 1157.58 154 Tendon 154 1 11.83 1 5.00 2.75 9.50 Both U 1.00 7.00 6.22 2 17.03 1 9.50 4.50 14.50 Both U 1.00 7.00 8.70 3 19.64 1 14.50 3.00 14.50 Both U 1.00 7.00 10.06 4 28.24 1 14.50 1.50 9.50 Both U 1.00 7.00 17.89 5 17.27 1 9.50 4.50 9.50 Both U 1.00 7.00 16.78 6 21.15 1 9.50 1.50 9.50 Both U 1.00 7.00 16.78 7 24.74 1 9.50 1.50 9.50 Both U 1.00 17.00 13.90 8 17.68 1 9.50 2.75 5.00 Both U 1.00 7.00 13.90 Total 157.58 155 Tendon 155 1 11.83 1 5.00 2.75 9.50 Both U 1.00 7.00 6.22 2 16.52 1 9.50 4.50 14.50 Both U 1.00 7.00 8.19 3 20.21 1 14.50 3.00 14.50 Both U 1.00 7.00 10.66 4 28.42 1 14.50 1.50 9.50 Both U 1.00 7.00 18.04 5 17.34 1 9.50 4.50 9.50 Both U 1.00 7.00 14.61 6 19.74 1 9.50 1.50 9.50 Both U 1.00 17.00 14.61 7 25.56 1 9.50 1.50 9.50 Both U 1.00 7.00 14.32 8 17.95 1 9.50 2.75 5.00 Both U 1.00 7.00 14.32 Total 157.58 156 Tendon 156 1 2.99 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 15.86 1 5.00 6.00 14.50 Both U 1.00 7.00 8.88 3 20.72 1 14.50 1.50 14.50 Both U 1.00 7.00 9.91 4 28.67 1 14.50 1.50 9.50 Both U 1.00 7.00 18.18 5 17.41 1 1 9.50 4.50 9.50 Both U 1.00 7.00 12.60 6 18.33 1 9.50 1 1.50 1 9.50 1 Both I U 1 1.00 17.001 12.60 7 26.38 1 9.50 1.50 9.50 Both I U 1 1.00 17.00 14.75 8 18.22 1 9.50 2.75 5.00 Both I U 1 1.00 17.00 14.75 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 30 1-2-39 11 1-2-39 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Total 148.58 157 Tendon 157 1 3.30 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 15.04 1 5.00 6.00 14.50 Both U 1.00 7.00 7.99 3 21.16 1 14.50 1.50 14.50 Both U 1.00 7.00 10.33 4 28.99 1 14.50 1.50 9.50 Both U 1.00 7.00 18.32 5 17.48 1 9.50 4.50 9.50 Both U 1.00 7.00 10.73 6 16.92 1 9.50 1.50 9.50 Both U 1.00 7.00 10.73 7 27.21 1 9.50 1.50 9.50 Both U 1.00 7.00 15.19 8 18.49 1 9.50 2.75 5.00 Both U 1.00 7.00 15.19 Total 148.58 158 Tendon 158 1 3.61 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 14.23 1 5.00 6.00 14.50 Both U 1.00 7.00 7.15 3 21.66 1 14.50 1.50 14.50 Both U 1.00 7.00 10.83 4 29.08 1 14.50 1.50 9.50 Both U 1.00 7.00 18.38 5 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 7 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 15.35 8 18.58 1 9.50 2.75 5.00 Both U 1.00 7.00 15.35 Total 148.58 159 Tendon 159 1 3.92 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 13.41 1 5.00 6.00 14.50 Both U 1.00 7.00 6.35 3 22.17 1 14.50 1.50 14.50 Both U 1.00 7.00 11.34 4 29.08 1 14.50 1.50 9.50 Both U 1.00 7.00 18.38 5 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 16.42 1 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 7 27.50 1 1 9.50 1 1.50 9.50 Both I U 1 1.00 17.00 15.35 160, Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 31 1-2-40 1-2-40 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 2 23.29 1 14.50 1.50 14.50 Both U 1.00 7.00 12.52 3 28.98 1 14.50 1.50 9.50 Both U 1.00 7.00 18.38 4 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 5 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 15.35 7 18.58 1 9.50 2.75 5.00 Both U 1.00 7.00 15.35 Total 145.58 162 Tendon 162 1 12.81 1 5.00 6.00 14.50 Both U 1.00 7.00 5.79 2 23.80 1 14.50 1.50 14.50 Both U 1.00 7.00 13.07 3 28.98 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 4 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 5 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 15.35 7 18.58 1 9.50 2.75 5.00 Both U 1.00 7.00 15.35 Total 145.58 163 Tendon 163 1 12.30 1 5.00 6.00 14.50 Both U 1.00 7.00 5.34 2 24.20 1 14.50 1.50 14.50 Both U 1.00 7.00 13.52 3 29.08 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 4 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 5 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 1 27.58 1 9.50 1.50 9.50 Both U 1.00 7.00 15.21 7 18.50 1 9.50 2.75 5.00 Both U 1.00 7.00 15.21 Total 145.58 164 Tendon 164 1 4.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 14.50 Both U 1.00 7.00 3.77 3 24.67 1 14.50 1.50 14.50 Both U 1.00 7.00 14.04 4 29.08 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 7 27.68 1 9.50 1.50 9.50 Both U 1.00 7.00 15.05 8 18.40 1 9.50 2.75 5.00 Both U 1.00 7.00 15.05 Total 148.58 165 Tendon 165 1 4.50 8 5.00 -- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 1 6.00 14.50 Both U 1.00 7.00 3.77 3 24.67 1 14.50 1.50 14.50 Both U 1.00 7.00 14.04 4 29.08 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 9.50 1 Both U 1.00 17.00 16.17 6 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 7 27.79 1 9.50 1.50 9.50 Both U 1.00 17.00 14.88 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 32 1-2-41 1-2-41 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 4 29.08 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 7 27.99 1 9.50 1.50 9.50 Both U 1.00 7.00 14.55 8 18.09 1 9.50 2.75 5.00 Both U 1.00 7.00 14.55 Total 148.58 168 Tendon 168 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 17.00 3.77 3 24.81 1 14.50 1.50 14.50 Both U 1.00 7.00 14.20 4 28.94 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 7 28.10 1 9.50 1.50 9.50 Both U 1.00 7.00 14.38 8 17.99 1 9.50 2.75 5.00 Both U 1.00 7.00 14.38 Total 149.90 169 Tendon 169 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.82 1 14.50 1.50 14.50 Both U 1.00 7.00 14.21 4 28.93 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 14.50 Both U 1.00 17.00 8.09 6 16.42 1 14.50 4.50 14.50 Both U 1.00 7.00 8.09 7 28.20 1 14.50 1.50 14.50 Both U 1.00 7.00 8.17 8 17.88 1 14.50 2.75 5.00 Both U 1.00 7.00 8.17 Total 149.90 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 33 1-2-42 1-2-42 Project Name: Tukwila Village Building E Specific Data: Level 2 q Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 170 Tendon 170 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.82 1 14.50 1.50 14.50 Both U 1.00 7.00 14.22 4 28.93 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 14.50 Both U 1.00 7.00 8.06 6 16.39 1 14.50 4.50 14.50 Both U 1.00 7.00 8.06 7 28.65 1 14.50 1.50 14.50 Both U 1.00 7.00 7.78 8 17.46 1 14.50 2.75 8.00 Both U 1.00 7.00 7.78 Total 149.90 171 Tendon 171 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.83 1 14.50 1.50 14.50 Both U 1.00 7.00 14.22 4 28.92 1 14.50 1.50 14.50 Both U 1.00 7.00 9.19 5 17.50 1 14.50 4.50 14.50 Both U 1.00 7.00 8.01 6 16.34 1 14.50 4.50 14.50 Both U 1.00 7.00 8.01 7 28.22 1 14.50 1.50 14.50 Both U 1.00 7.00 8.21 8 17.94 1 14.50 2.75 8.00 Both U 1.00 7.00 8.21 Total 149.90 172 Tendon 172 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.83 1 14.50 1.50 14.50 Both U 1.00 7.00 14.23 4 28.92 1 14.50 1.50 14.50 Both U 1.00 7.00 9.19 5 17.50 1 14.50 4.50 14.50 Both U 1.00 7.00 7.96 6 16.29 1 14.50 4.50 14.50 Both U 1.00 7.00 7.96 7 28.21 1 14.50 1.50 14.50 Both U 1.00 7.00 8.28 8 18.00 1 14.50 2.75 8.00 Both U 1.00 7.00 8.28 Total 149.90 173 Tendon 173 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.001 3.77 3 24.73 1 14.50 1.50 14.50 Both U 1.00 17.00 14.11 4 29.02 1 14.50 1.50 14.50 Both U 1.00 7.00 9.19 5 17.50 1 14.50 4.50 14.50 Both U 1.00 7.00 7.91 6 16.24 1 14.50 4.50 14.50 Both U 1.00 7.00 7.91 7 28.19 1 14.50 1.50 14.50 Both U 1.00 7.00 8.34 8 18.07 1 14.50 2.75 8.00 Both U 1.00 7.00 8.34 Total 149.90 174 Tendon 174 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 1 14.50 Both U 1.00 7.00 3.77 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 34 1-2-43 1-2-43 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 3 24.84 1 14.50 1.50 14.50 Both U 1.00 7.00 14.24 4 28.91 1 14.50 1.50 14.50 Both U 1.00 7.00 9.19 5 17.50 1 14.50 4.50 14.50 Both U 1.00 7.00 7.86 6 16.18 1 14.50 4.50 14.50 Both U 1.00 7.00 7.86 7 28.17 1 14.50 1.50 14.50 Both U 1.00 7.00 8.40 8 18.14 1 14.50 2.75 8.00 Both U 1.00 7.00 8.40 Total 149.90 175 Tendon 175 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.80 1 14.50 1.50 14.50 Both U 1.00 7.00 14.19 4 28.10 1 14.50 1.50 14.50 Both U 1.00 7.00 10.10 5 18.35 1 14.50 4.50 14.50 Both U 1.00 7.00 8.67 6 17.00 1 14.50 4.50 14.50 Both U 1.00 7.00 8.67 7 27.29 1 14.50 3.00 14.50 Both U 1.00 7.00 8.47 8 18.21 1 14.50 2.75 8.00 Both U 1.00 7.00 8.47 Total 151.49 176 Tendon 176 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.83 1 14.50 1.50 14.50 Both U 1.00 7.00 14.23 4 26.74 1 14.50 1.50 14.50 Both U 1.00 7.00 11.61 5 19.67 1 14.50 4.50 14.50 Both U 1.00 7.00 10.05 6 18.30 1 1 14.50 4.50 14.50 1 Both U 1.00 7.00 10.05 7 25.92 1 14.50 3.00 14.50 Both U 1.00 17.00 8.53 8 18.28 1 14.50 2.75 8.00 Both U 1.00 7.00 8.53 Total 151.49 177 Tendon 177 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.87 1 14.50 1.50 14.50 Both U 1.00 7.00 14.27 4 25.39 1 14.50 1.50 14.50 Both U 1.00 7.00 13.22 5 20.99 1 14.50 4.50 14.50 Both U 1.00 7.00 11.52 6 19.60 1 1 14.50 1 4.50 14.50 1 Both U 1.00 17.00 11.52 7 24.58 1 14.50 3.00 14.50 Both U 1.00 7.00 8.57 8 18.32 1 14.50 2.75 8.00 Both U 1.00 7.00 8.57 Total 151.49 178 Tendon 178 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 1 6.00 1 14.50 Both U 1.00 1 7.00 3.77 3 24.91 1 14.50 1.50 14.50 Both I U 1 1.00 17.00 1 13.32 4 24.03 1 14.50 1.50 14.50 Both I U 1 1.00 17.00 1 13.32 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 35 1-2-44 1-2-44 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 5 22.31 1 14.50 4.50 14.50 Both U 1.00 7.00 13.09 6 20.89 1 14.50 4.50 14.50 Both U 1.00 7.00 13.09 7 23.33 1 14.50 3.00 14.50 Both U 1.00 7.00 8.53 8 18.27 1 14.50 2.75 8.00 Both U 1.00 7.00 8.53 Total 151.49 179 Tendon 179 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.92 1 14.50 1.50 14.50 Both U 1.00 7.00 11.89 4 22.70 1 14.50 1.50 14.50 Both U 1.00 7.00 11.89 5 23.64 1 14.50 4.50 14.50 Both U 1.00 17.00 14.77 6 22.19 1 14.50 4.50 14.50 Both U 1.00 7.00 12.73 7 22.09 1 14.50 3.00 14.50 Both U 1.00 7.00 10.95 8 20.71 1 14.50 2.75 8.00 Both U 1.00 7.00 10.95 Total 153.97 180 Tendon 180 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.92 1 14.50 1.50 14.50 Both U 1.00 7.00 10.55 4 21.38 1 14.50 1.50 14.50 Both U 1.00 7.00 10.55 5 24.96 1 14.50 4.50 14.50 Both U 1.00 7.00 16.55 6 23.49 1 14.50 4.50 14.50 Both U 1.00 7.00 11.33 7 20.84 1 14.50 3.00 14.50 Both U 1.00 7.00 11.33 8 11.69 4 14.50 --- 8.00 Both U 1.00 7.00 126.22 Total 145.01 181 Tendon 181 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 6.77 4 14.50 --- 8.00 Both U 1.00 7.00 42.32 Total 24.51 182 Tendon 182 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 6.77 4 14.50 --- 8.00 Both U 1.00 7.00 42.32 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 36 1-2-45 1-2-45 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 184 Tendon 184 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.79 2 10.36 1 14.50 6.00 14.50 Both U 1.00 7.00 3.79 3 6.54 4 14.50 --- 8.00 Both U 1.00 7.00 39.52 Total 24.31 185 Tendon 185 1 8.81 4 8.00 --- 14.50 Both U 1.00 7.00 9.28 2 20.06 1 14.50 1.50 14.50 Both U 1.00 7.00 9.28 3 26.28 1 14.50 4.50 14.50 Both U 1.00 7.00 18.42 4 24.78 1 14.50 4.50 14.50 Both U 1.00 7.00 10.02 5 19.60 1 14.50 3.00 14.50 Both U 1.00 7.00 10.02 6 11.64 4 14.50 --- 8.00 Both U 1.00 7.00 125.12 Total 111.17 186 Tendon 186 1 8.81 4 8.00 --- 14.50 Both U 1.00 7.00 9.25 2 18.83 1 14.50 3.00 14.50 Both U 1.00 7.00 9.25 3 27.50 1 14.50 4.50 14.50 Both U 1.00 7.00 20.33 4 26.03 1 14.50 4.50 14.50 Both U 1.00 7.00 8.82 5 18.39 1 14.50 3.00 14.50 Both U 1.00 7.00 8.82 6 11.60 4 14.50 --- 8.00 Both U 1.00 7.00 124.30 Total 111.17 187 Tendon 187 1 8.81 4 8.00 --- 14.50 Both U 1.00 7.00 9.25 2 18.83 1 14.50 3.00 14.50 Both U 1.00 7.00 9.25 3 27.50 1 14.50 1.50 14.50 Both U 1.00 7.00 15.80 4 26.17 1 14.50 1.50 14.50 Both U 1.00 7.00 8.81 5 18.38 1 14.50 3.00 14.50 Both U 1.00 7.00 8.81 6 1 11.47 4 14.50 1 --- 8.00 1 Both I U 1.00 17.00 121.50 Total 1111.171 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 37 1-2-46 1-2-46 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 o : ,. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 38 1-2-47 1-2-47 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Eff - , M®©W®®®WWW NMI Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 39 1-2-48 1-2-48 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 TENDON GROUPING, IDENTIFICATION AND STRESSING Tendon: Tendon 89 Material ID: Prestressing 1 Tendon length(ft) = 100.56 Strands/tendon: 10 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 90 Material ID: Prestressing 1 Tendon length(ft) = 145.68 Strands/tendon: 22 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 91 Material ID: Prestressing 1 Tendon length(ft) = 148.67 Strands/tendon: 22 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 92 Material ID: Prestressing 1 Tendon length(ft) = 145.69 Strands/tendon: 22 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 93 Material ID: Prestressing 1 Tendon length(ft) = 147.47 Strands/tendon: 24 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 94 Material ID: Prestressing 1 Tendon length(ft) = 150.46 Strands/tendon: 34 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 95 Material ID: Prestressing 1 Tendon length(ft) = 143.06 Strands/tendon: 24 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 40 1-2-49 1 1-2-49 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 96 Material ID: Prestressing 1 Tendon length(ft) = 142.74 Strands/tendon: 12 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 97 Material ID: Prestressing 1 Tendon length(ft) = 42.61 Strands/tendon: 8 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end -- Ratio of Jacking force:0.80 -- Seating loss: 0.25 Tendon: Tendon 98 Material ID: Prestressing 1 Tendon length(ft) = 122.84 Strands/tendon: 12 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Tendon: Tendon 99 Material ID: Prestressing 1 Tendon length(ft) = 119.43 Strands/tendon: 22 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Tendon: Tendon 100 Material ID: Prestressing 1 Tendon length(ft) = 119.44 Strands/tendon: 22 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Tendon: Tendon 101 Material ID: Prestressing 1 Tendon length(ft) = 124.24 Strands/tendon: 24 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 107 Material ID: Prestressing 1 Tendon length(ft) = 118.32 Strands/tendon: 8 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 41 L2-50 Y L2-50 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE-5.adm FLOOR -PRO 2012 Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 108 Material ID: Prestressing 1 Tendon length(ft) = 52.48 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Tendon: Tendon 109 Material ID: Prestressing 1 Tendon length(ft) = 147.81 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 110 Material ID: Prestressing 1 Tendon length(ft) = 147.81 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 111 Material ID: Prestressing 1- Tendon length(ft) = 147.82 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 112 Material ID: Prestressing 1 Tendon length(ft) = 147.81 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 113 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 114 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 42 1-2-51 L2-51 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 115 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 116 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 117 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 118 Material ID: Prestressing 1 Tendon length(ft) = 29.23 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 119 Material ID: Prestressing 1 Tendon length(ft) = 29.23 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 120 Material ID: Prestressing 1 Tendon length(ft) = 29.23 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 122 Material ID: Prestressing 1 Tendon length(ft) = 101.69 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 43 L2-52 1-2-52 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 123 Material ID: Prestressing 1 Tendon length(ft) = 101.69 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 124 Material ID: Prestressing 1 Tendon length(ft) = 138.58 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 125 Material ID: Prestressing 1 Tendon length(ft) = 138.58 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 126 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 127 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends - First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 128 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 129 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 44 L7--53 1-2-53 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 130 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 131 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 132 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 133 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 134 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 135 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 136 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 45 1-2-54 0 19-54 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 137 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 138 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 139 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 140 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 141 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 142 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 143 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 46 L2=55 1-2-55 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 144 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 145 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 146 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 147 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 148 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 149 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 150 Material ID: Prestressing 1 Tendon length(ft) = 160.08 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 47 L2-56 L2-56 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 151 Material ID: Prestressing 1 Tendon length(ft) = 160.08 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 152 Material ID: Prestressing 1 Tendon length(ft) = 157.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 153 Material ID: Prestressing 1 Tendon length(ft) = 157.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 154 Material ID: Prestressing 1 Tendon length(ft) = 157.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 155 Material ID: Prestressing 1 Tendon length(ft) = 157.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 156 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 157 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long -tern stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 48 L2-57 1-2-57 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 158 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 159 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 160 Material ID: Prestressing 1 Tendon length(ft) = 145.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 161 Material ID: Prestressing 1 Tendon length(ft) = 145.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 162 Material ID: Prestressing 1 Tendon length(ft) = 145.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: '0.25in Seating loss: 0.25in Tendon: Tendon 163 Material ID: Prestressing 1 Tendon length(ft) = 145.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 164 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 49 1-2-58 L2-58 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 165 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 166 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 167 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 168 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 169 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 170 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 171 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 50 L2-59 11-2-59 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 172 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 173 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 174 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 175 Material ID: Prestressing 1 Tendon length(ft) = 151.49 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 176 Material ID: Prestressing 1 Tendon length(ft) = 151.49 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 177 Material ID: Prestressing 1 Tendon length(ft) = 151.49 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 178 Material ID: Prestressing 1 Tendon length(ft) = 151.49 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 51 1-2-60 1 1-2-60 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 179 Material ID: Prestressing 1 Tendon length(ft) = 153.97 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 180 Material ID: Prestressing 1 Tendon length(ft) = 145.01 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 181 Material ID: Prestressing 1 Tendon length(ft) = 24.51 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 182 Material ID: Prestressing 1 Tendon length(ft) = 24.51 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 183 Material ID: Prestressing 1 Tendon length(ft) = 24.51 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 184 Material ID: Prestressing 1 Tendon length(ft) = 24.31 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 185 Material ID: Prestressing 1 Tendon length(ft) = 111.17 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 52 1_2-61 1-2-61 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 186 Material ID: Prestressing 1 Tendon length(ft) = 111.17 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 187 Material ID: Prestressing 1 Tendon length(ft) = 111.17 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 188 Material ID: Prestressing 1 Tendon length(ft) = 110.46 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 189 Material ID: Prestressing 1 Tendon length(ft) = 110.46 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 190 Material ID: Prestressing 1 Tendon length(ft) = 110.46 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 106 Material ID: Prestressing 1 Tendon length(ft) = 116.71 Strands/tendon: 16 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Tendon: Tendon 103 Material ID: Prestressing 1 Tendon length(ft) = 115.43 Strands/tendon: 8 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 53 1-2-62 1 1-2-62 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2016 File Name: BuildingE-5.adm FLOOR -PRO 2012 Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 192 Material ID: Prestressing 1 Tendon length(ft) = 74.87 Strands/tendon: 12 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Tendon: Tendon 197 Material ID: Prestressing 1 Tendon length(ft) = 37.31 Strands/tendon: 10 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Tendon: Tendon 198 Material ID: Prestressing 1 Tendon length(ft) = 36.99 Strands/tendon: 10 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 200 Material ID: Prestressing 1 Tendon length(ft) = 101.69 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 102 Material ID: Prestressing 1 Tendon length(ft) = 118.90 Strands/tendon: 28 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Tendon: Tendon 201 Material ID: Prestressing 1 Tendon length(ft) = 39.42 Strands/tendon: 10 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 202 Material ID: Prestressing 1 Tendon length(ft) = 39.35 Strands/tendon: 8 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 54 1-2--63 L2-63 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE-5.adm FLOOR -PRO 2012 Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 203 Material ID: Prestressing 1 Tendon length(ft) = 114.60 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Legend Shape 1----Reversed Parabola 2----- Partial Parabola 3---Harped 4---Cantilever Up 5---Cantilever Partial 6---Cantilever Harped . 7---Cantilever Down 8---Straight 9 ----- Extended Reversed Parabola System U----Unbonded B----Bonded Code First ----Stressed at first end Last ------ Stressed at last end Both ------ Stressed at both ends 111.60 TENDON ELONGATION, INDIVIDUAL TENDONS Tendon ID, Label Jack 1st,2nd Seatin, 1st,2nd Elon ation 1st,2nd,Total k in in 2,Tendon 2 297,432,297.432 0.25,0.25 8.33,0.00,8.33 3,Tendon 3 694,008,694.008 0.25,0.25 11.16,0.59,11.75 5,Tendon 5 561,816,561.816 0.25,0.25 11.23,0.62,11.85 7,Tendon 7 132,192,132.192 0.25,0.25 11.44,0.52,11.97 8,Tendon 8 396,576,396.576 0.25,0.25 11.12,0.55,11.67 10,Tendon 10 396,576,396.576 0.25,0.25 11.24,0.78,12.03 12,Tendon 12 330,480,330.480 0.25,0.25 11.02,0.53,11.55 13,Tendon 13 396.576,0.00 0.25,0.00 11.04,0.00,11.52 15,Tendon 15 694.008,0.00 0.25,0.00 0.00,0.00,3.57 16,Tendon 16 264.384,0.00 0.25,0.00 9.67,0.00,9.67 17,Tendon 17 132.192,0.00 0.25,0.00 9.38,0.00,9.38 18,Tendon 18 0.00,99.144 0.00,0.25 0.00,0.00,9.40 19,Tendon 19 0.00,99.144 0.00,0.25 0.00,0.00,9.62 20,Tendon 20 0.00,99.144 0.00,0.25 0.00,0.00,8.97 21,Tendon 21 0.00,99.144 0.00,0.25 0.00,0.00,424 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 55 1-2-64 1-2-64 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 22,Tendon 22 0.00,99.144 0.00,0.25 0.00,0.67,11.49 23,Tendon 23 0.00,99.144 0.00,0.25 0.00,0.69,11.52 24,Tendon 24 0.00,99.144 0.00,0.25 0.00,0.66,11.52 26,Tendon 26 0.00,99.144 0.00,0.25 0.00,0.64,11.55 27,Tendon 27 0.00,99.144 0.00,0.25 0.00,0.57,11.33 28,Tendon 28 0.00,99.144 0.00,0.25 0.00,0.57,11.35 29,Tendon 29 0.00,99.144 0.00,0.25 0.00,0.57,11.35 30,Tendon 30 0.00,99.144 0.00,0.25 0.00,0.57,11.33 31,Tendon 31 0.00,99.144 0.00,0.25 0.00,0.58,11.31 32,Tendon 32 0.00,99.144 0.00,0.25 0.00,0.00,2.31 33,Tendon 33 0.00,99.144 0.00,0.25 0.00,0.00,2.31 34,Tendon 34 0.00,99.144 0.00,0.25 0.00,0.00,2.31 35,Tendon 35 0.00,99.144 0.00,0.25 0.00,0.24,8.00 36,Tendon 36 0.00,99.144 0.00,0.25 0.00,0.23,8.01 37,Tendon 37 0.00,99.144 0.00,0.25 0.00,0.55,10.57 38,Tendon 38 0.00,99.144 0.00,0.25 0.00,0.63,10.62 39,Tendon 39 0.00,99.144 0.00,0.25 0.00,0.70,11.09 40,Tendon 40 0.00,99.144 0.00,0.25 0.00,0.54,11.11 41,Tendon 41 0.00,99.144 0.00,0.25 0.00,0.98,10.91 42,Tendon 42 0.00,99.144 0.00,0.25 0.00,0.88,11.01 43,Tendon 43 0.00,99.144 0.00,0.25 0.00,0.83,11.03 44,Tendon 44 0.00,99.144 0.00,0.25 0.00,0.97,11.20 45,Tendon 45 0.00,99.144 0.00,0.25 0.00,0.90,11.40 46,Tendon 46 0.00,99.144 0.00,0.25 0.00,0.91,11.41 47,Tendon 47 0.00,99.144 0.00,0.25 0.00,0.84,11.43 48,Tendon 48 0.00,99.144 0.00,0.25 0.00,0.77,11.46 49,Tendon 49 0.00,99.144 0.00,0.25 0.00,0.78,11.36 50,Tendon 50 0.00,99.144 0.00,0.25 0.00,0.80,11.34 51,Tendon 51 0.00,99.144 0.00,0.25 0.00,0.79,11.35 52,Tendon 52 0.00,99.144 0.00,0.25 0.00,0.80,11.33 53,Tendon 53 0.00,99.144 0.00,0.25 0.00,0.82,11.46 54,Tendon 54 0.00,99.144 0.00,0.25 0.00,0.85,11.46 55,Tendon 55 0.00,99.144 0.00,0.25 0.00,0.87,11.45 56,Tendon 56 0.00,99.144 0.00,0.25 0.00,0.87,11.45 57,Tendon 57 0.00,99.144 0.00,0.25 0.00,0.86,11.31 58,Tendon 58 0.00,99.144 0.00,0.25 0.00,0.83,11.31 59,Tendon 59 0.00,99.144 0.00,0.25 0.00,0.84,11.30 60,Tendon 60 0.00,99.144 0.00,0.25 0.00,0.82,11.30 61,Tendon 61 0.00,99.144 0.00,0.25 0.00,0.83,11.44 62,Tendon 62 0.00,99.144 0.00,0.25 0.00,0.88,11.45 63,Tendon 63 0.00,99.144 0.00,0.25 0.00,0.95,12.58 64,Tendon 64 0.00,99.144 0.00,0.25 0.00,0.98,12.58 65,Tendon 65 0.00,99.144 0.00,0.25 0.00,1.03,12.33 66,Tendon 66 0.00,99.144 0.00,0.25 0.00,1.03,12.32 67,Tendon 67 0.00,99.144 0.00,0.25 0.00,1.05,12.33 68,Tendon 68 0.00,99.144 0.00,0.25 0.00,1.07,12.32 70,Tendon 70 0.00,99.144 0.00,0.25 0.00,0.84,11.75 71,Tendon 71 0.00,99.144 0.00,0.25 0.00,0.81,11.75 72,Tendon 72 0.00,99.144 0.00,0.25 0.00,0.80,11.76 73,Tendon 73 0.00,99.144 0.00,0.25 0.00,0.83,11.75 74,Tendon 74 0.00,99.144 0.00,0.25 0.00,0.76,11.53 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 56 L2=65 1-2-65 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 75,Tendon 75 0.00,99.144 0.00,0.25 0.00,0.75,11.54 76,Tendon 76 0.00,99.144 0.00,0.25 0.00,0.76,11.54 77,Tendon 77 0.00,99.144 0.00,0.25 0.00,0.77,11.53 78,Tendon 78 0.00,99.144 0.00,0.25 0.00,0.81,11.75 79,Tendon 79 0.00,99.144 0.00,0.25 0.00,0.80,11.75 80,Tendon 80 0.00,99.144 0.00,0.25 0.00,0.84,11.71 81,Tendon 81 0.00,99.144 0.00,0.25 0.00,0.82,11.72 82,Tendon 82 0.00,99.144 0.00,0.25 0.00,1.07,11.64 83,Tendon 83 0.00,99.144 0.00,0.25 0.00,1.05,11.48 84,Tendon 84 0.00,99.144 0.00,0.25 0.00,0.92,11.54 85,Tendon 85 0.00,99.144 0.00,0.25 0.00,1.06,11.49 86,Tendon 86 0.00,99.144 0.00,0.25 0.00,1.11,11.44 87,Tendon 87 0.00,99.144 0.00,0.25 0.00,1.05,11.49 88,Tendon 88 0.00,99.144 0.00,0.25 0.00,1.07,11.47 191,Tendon 191 0.00,99.144 0.00,0.25 0.00,1.05,11.62 89,Tendon 89 330.480,0.00 0.25,0.00 10.53,0.00,11.61 90,Tendon 90 727.056,727.056 0.25,0.25 10.55,1.06,11.61 91,Tendon 91 727.056,727.056 0.25,0.25 10.62,0.99,11.61 92,Tendon 92 727.056,727.056 0.25,0.25 10.72,1.09,11.81 93,Tendon 93 793.152,793.152 0.25,0.25 10.12,1.04,11.16 94,Tendon 94 1123.632,1123.632 0.25,0.25 1.83,0.00,1.83 95,Tendon 95 793.152,793.152 0.25,0.25 1.83,0.01,1.84 96,Tendon 96 396.576,396.576 0.25,0.25 1.82,0.00,1.82 97,Tendon 97 0.00,264.384 0.00,0.25 0.00,0.00,1.80 98,Tendon 98 396.576,0.00 0.25,0.00 8.39,0.00,8.75 99,Tendon 99 727.056,0.00 0.25,0.00 8.36,0.00,8.72 100,Tendon 100 727.056,0.00 0.25,0.00 8.30,0.00,8.71 101,Tendon 101 793.152,0.00 0.25,0.00 8.44,0.00,8.71 107,Tendon 107 264.384,0.00 0.25,0.00 8.57,0.00,8.82 108,Tendon 108 132.192,0.00 0.25,0.00 8.56,0.00,8.82 109,Tendon 109 165.240,165.240 0.25,0.25 9.03,0.00,9.03 110,Tendon 110 165.240,165.240 0.25,0.25 9.09,0.00,9.09 111,Tendon 111 165.240,165.240 0.25,0.25 6.20,0.00,6.20 112,Tendon 112 165.240,165.240 0.25,0.25 3.20,0.00,3.20 113,Tendon 113 165.240,165.240 0.25,0.25 3.04,0.00,3.04 114,Tendon 114 165.240,165.240 0.25,0.25 7.75,0.25,8.00 115,Tendon 115 165.240,165.240 0.25,0.25 9.26,0.00,9.26 116,Tendon 116 165.240,165.240 0.25,0.25 3.36,0.00,3.36 117,Tendon 117 165.240,165.240 0.25,0.25 3.21,0.00,3.21 118,Tendon 118 165.240,165.240 0.25,0.25 9.18,0.00,9.18 119,Tendon 119 165.240,165.240 0.25,0.25 0.00,0.00,0.00 120,Tendon 120 165.240,165.240 0.25,0.25 0.00,0.00,0.00 122,Tendon 122 165.240,165.240 0.25,0.25 0.00,0.00,0.00 123,Tendon 123 165.240,165.240 0.25,0.25 0.00,0.00,0.00 124,Tendon 124 165.240,165.240 0.25,0.25 0.00,0.00,0.00 125,Tendon 125 165.240,165.240 0.25,0.25 0.00,0.00,0.00 126,Tendon 126 165.240,165.240 0.25,0.25 0.00,0.00,0.00 127,Tendon 127 165.240,165.240 0.25,0.25 0.00,0.00,0.00 128,Tendon 128 132.192,132.192 0.25,0.25 0.00,0.00,0.00 129,Tendon 129 132.192,132.192 0.25,0.25 0.00,0.00,0.00 130,Tendon 130 132.192,132.192 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 57 1-2-66 1-2-96 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 131,Tendon 131 1 132.192,132.192 1 0.25,0.25 1 0.00,0.00,0.00 132,Tendon 132 132.192,132.192 0.25,0.25 0.00,0.00,0.00 133,Tendon 133 132.192,132.192 0.25,0.25 0.00,0.00,0.00 134,Tendon 134 132.192,132.192 0.25,0.25 0.00,0.00,0.00 135,Tendon 135 132.192,132.192 0.25,0.25 0.00,0.00,0.00 136,Tendon 136 132.192,132.192 0.25,0.25 0.00,0.00,0.00 137,Tendon 137 132.192,132.192 0.25,0.25 0.00,0.00,0.00 138,Tendon 138 132.192,132.192 0.25,0.25 0.00,0.00,0.00 139,Tendon 139 132.192,132.192 0.25,0.25 0.00,0.00,0.00 140,Tendon 140 132.192,132.192 0.25,0.25 0.00,0.00,0.00 141,Tendon 141 132.192,132.192 0.25,0.25 0.00,0.00,0.00 142,Tendon 142 132.192,132.192 0.25,0.25 0.00,0.00,0.00 143,Tendon 143 132.192,132.192 0.25,0.25 0.00,0.00,0.00 144,Tendon 144 132.192,132.192 0.25,0.25 0.00,0.00,0.00 145,Tendon 145 132.192,132.192 0.25,0.25 0.00,0.00,0.00 146,Tendon 146 132.192,132.192 0.25,0.25 0.00,0.00,0.00 147,Tendon 147 132.192,132.192 0.25,0.25 0.00,0.00,0.00 148,Tendon 148 132.192,132.192 0.25,0.25 0.00,0.00,0.00 149,Tendon 149 132.192,132.192 0.25,0.25 0.00,0.00,0.00 150,Tendon 150 132.192,132.192 0.25,0.25 0.00,0.00,0.00 151,Tendon 151 132.192,132.192 0.25,0.25 0.00,0.00,0.00 152,Tendon 152 132.192,132.192 0.25,0.25 0.00,0.00,0.00 153,Tendon 153 132.192,132.192 0.25,0.25 0.00,0.00,0.00 154,Tendon 154 132.192,132.192 0.25,0.25 0.00,0.00,0.00 155,Tendon 155 132.192,132.192 0.25,0.25 0.00,0.00,0.00 156,Tendon 156 132.192,132.192 0.25,0.25 0.00,0.00,0.00 157,Tendon 157 132.192,132.192 0.25,0.25 0.00,0.00,0.00 158,Tendon 158 132.192,132.192 0.25,0.25 0.00,0.00,0.00 159,Tendon 159 132.192,132.192 0.25,0.25 0.00,0.00,0.00 160,Tendon 160 132.192,132.192 0.25,0.25 0.00,0.00,0.00 161,Tendon 161 132.192,132.192 0.25,0.25 0.00,0.00,0.00 162,Tendon 162 132.192,132.192 0.25,0.25 0.00,0.00,0.00 163,Tendon 163 132.192,132.192 0.25,0.25 0.00,0.00,0.00 164,Tendon 164 132.192,132.192 0.25,0.25 0.00,0.00,0.00 165,Tendon 165 132.192,132.192 0.25,0.25 0.00,0.00,0.00 166,Tendon 166 132.192,132.192 0.25,0.25 0.00,0.00,0.00 167,Tendon 167 132.192,132.192 0.25,0.25 0.00,0.00,0.00 168,Tendon 168 132.192,132.192 0.25,0.25 0.00,0.00,0.00 169,Tendon 169 165.240,165.240 0.25,0.25 0.00,0.00,0.00 170,Tendon 170 165.240,165.240 0.25,0.25 0.00,0.00,0.00 171,Tendon 171 165.240,165.240 0.25,0.25 0.00,0.00,0.00 172,Tendon 172 165.240,165.240 0.25,0.25 0.00,0.00,0.00 173,Tendon 173 165.240,165.240 0.25,0.25 0.00,0.00,0.00 174,Tendon 174 165.240,165.240 0.25,0.25 0.00,0.00,0.00 175,Tendon 175 165.240,165.240 0.25,0.25 0.00,0.00,0.00 176,Tendon 176 165.240,165.240 0.25,0.25 0.00,0.00,0.00 177,Tendon 177 165.240,165.240 0.25,0.25 0.00,0.00,0.00 178,Tendon 178 165.240,165.240 0.25,0.25 0.00,0.00,0.00 179,Tendon 179 165.240,165.240 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 58 L2=67 1-2-67 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 180,Tendon 180 165,240,165.240 0.25,0.25 0.00,0.00,0.00 181,Tendon 181 165,240,165.240 0.25,0.25 0.00,0.00,0.00 182,Tendon 182 165,240,165.240 0.25,0.25 0.00,0.00,0.00 183,Tendon 183 165,240,165.240 0.25,0.25 0.00,0.00,0.00 184,Tendon 184 165,240,165.240 0.25,0.25 0.00,0.00,0.00 185,Tendon 185 165,240,165.240 0.25,0.25 0.00,0.00,0.00 186,Tendon 186 165,240,165.240 0.25,0.25 0.00,0.00,0.00 187,Tendon 187 132,192,132.192 0.25,0.25 0.00,0.00,0.00 188,Tendon 188 132,192,132.192 0.25,0.25 0.00,0.00,0.00 189,Tendon 189 132,192,132.192 0.25,0.25 0.00,0.00,0.00 190,Tendon 190 132,192,132.192 0.25,0.25 0.00,0.00,0.00 106,Tendon 106 528.768,0.00 0.25,0.00 8.35,0.00,8.73 103,Tendon 103 264.384,0.00 0.25,0.00 8.38,0.00,8.74 192,Tendon 192 396.576,0.00 0.25,0.00 0.00,0.00,0.00 197,Tendon 197 330.480,0.00 0.25,0.00 0.00,0.00,0.00 198,Tendon 198 330.480,0.00 0.25,0.00 0.00,0.00,0.00 200,Tendon 200 165,240,165.240 0.25,0.25 0.00,0.00,0.00 102,Tendon 102 925.344,0.00 0.25,0.00 8.49,0.00,8.73 201,Tendon 201 330.480,0.00 0.25,0.00 0.00,0.00,0.00 202,Tendon 202 264.384,0.00 0.25,0.00 0.00,0.00,0.00 203,Tendon 203 132.192,0.00 0.25,0.00 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 59 1-2-68 1-2-68 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 , 110.60 TENDON ELONGATION, INDIVIDUAL TENDONS Tendon ID, Label Jack 1st,2nd Seating(1st,2nd Elon ation 1st,2nd,Total k in in 2,Tendon 2 297.432,297.432 0.25,0.25 8.33,0.00,8.33 3,Tendon 3 694.008,694.008 0.25,0.25 11.16,0.59,11.75 5,Tendon 5 561.816,561.816 0.25,0.25 11.23,0.62,11.85 7,Tendon 7 132.192,132.192 0.25,0.25 11.44,0.52,11.97 8,Tendon 8 396.576,396.576 0.25,0.25 11.12,0.55,11.67 10,Tendon 10 396.576,396.576 0.25,0.25 11.24,0.78,12.03 12,Tendon 12 330.480,330.480 0.25,0.25 11.02,0.53,11.55 13,Tendon 13 396.576,0.00 0.25,0.00 11.04,0.00,11.52 15,Tendon 15 694.008,0.00 0.25,0.00 0.00,0.00,3.57 16,Tendon 16 264.384,0.00 0.25,0.00 9.67,0.00,9.67 17,Tendon 17 132.192,0.00 0.25,0.00 9.38,0.00,9.38 18,Tendon 18 0.00,99.144 0.00,0.25 0.00,0.00,9.40 19,Tendon 19 0.00,99.144 0.00,0.25 0.00,0.00,9.62 20,Tendon 20 0.00,99.144 0.00,0.25 0.00,0.00,8.97 21,Tendon 21 0.00,99.144 0.00,0.25 0.00,0.00,4.24 22,Tendon 22 0.00,99.144 0.00,0.25 0.00,0.67,11.49 23,Tendon 23 0.00,99.144 0.00,0.25 0.00,0.69,11.52 24,Tendon 24 0.00,99.144 0.00,0.25 0.00,0.66,11.52 26,Tendon 26 0.00,99.144 0.00,0.25 0.00,0.64,11.55 27,Tendon 27 0.00,99.144 0.00,0.25 0.00,0.57,11.33 28,Tendon 28 0.00,99.144 0.00,0.25 0.00,0.57,11.35 29,Tendon 29 0.00,99.144 0.00,0.25 0.00,0.57,11.35 30,Tendon 30 0.00,99.144 0.00,0.25 0.00,0.57,11.33 31,Tendon 31 0.00,99.144 0.00,0.25 0.00,0.58,11.31 32,Tendon 32 0.00,99.144 0.00,0.25 0.00,0.00,2.31 33,Tendon 33 0.00,99.144 0.00,0.25 0.00,0.00,2.31 34,Tendon 34 0.00,99.144 0.00,0.25 0.00,0.00,2.31 35,Tendon 35 0.00,99.144 0.00,0.25 0.00,0.24,8.00 36,Tendon 36 0.00,99.144 0.00,0.25 0.00,0.23,8.01 37,Tendon 37 0.00,99.144 0.00,0.25 0.00,0.55,10.57 38,Tendon 38 0.00,99.144 0.00,0.25 0.00,0.63,10.62 39,Tendon 39 0.00,99.144 0.00,0.25 0.00,0.70,11.09 40,Tendon 40 0.00,99.144 0.00,0.25 0.00,0.54,11.11 41,Tendon 41 0.00,99.144 0.00,0.25 0.00,0.98,10.91 42,Tendon 42 0.00,99.144 0.00,0.25 0.00,0.88,11.01 43,Tendon 43 0.00,99.144 0.00,0.25 0.00,0.83,11.03 44,Tendon 44 0.00,99.144 0.00,0.25 0.00,0.97,11.20 45,Tendon 45 0.00,99.144 0.00,0.25 0.00,0.90,11.40 46,Tendon 46 0.00,99.144 0.00,0.25 0.00,0.91,11.41 47,Tendon 47 0.00,99.144 0.00,0.25 0.00,0.84,11.43 48,Tendon 48 0.00,99.144 0.00,0.25 0.00,0.77,11.46 49,Tendon 49 0.00,99.144 0.00,0.25 0.00,0.78,11.36 50,Tendon 50 0.00,99.144 0.00,0.25 0.00,0.80,11.34 51,Tendon 51 0.00,99.144 0.00,0.25 0.00,0.79,11.35 52,Tendon 52 0.00,99.144 0.00,0.25 0.00,0.80,11.33 53,Tendon 53 0.00,99.144 0.00,0.25 0.00,0.82,11.46 54,Tendon 54 0.00,99.144 0.00,0.25 0.00,0.85,11.46 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 60 L2'69 L2-69 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 55,Tendon 55 0.00,99.144 0.00,0.25 0.00,0.87,11.45 56,Tendon 56 0.00,99.144 0.00,0.25 0.00,0.87,11.45 57,Tendon 57 0.00,99.144 0.00,0.25 0.00,0.86,11.31 58,Tendon 58 0.00,99.144 0.00,0.25 0.00,0.83,11.31 59,Tendon 59 0.00,99.144 0.00,0.25 0.00,0.84,11.30 60,Tendon 60 0.00,99.144 0.00,0.25 0.00,0.82,11.30 61,Tendon 61 0.00,99.144 0.00,0.25 0.00,0.83,11.44 62,Tendon 62 0.00,99.144 0.00,0.25 0.00,0.88,11.45 63,Tendon 63 0.00,99.144 0.00,0.25 0.00,0.95,12.58 64,Tendon 64 0.00,99.144 0.00,0.25 0.00,0.98,12.58 65,Tendon 65 0.00,99.144 0.00,0.25 0.00,1.03,12.33 66,Tendon 66 0.00,99.144 0.00,0.25 0.00,1.03,12.32 67,Tendon 67 0.00,99.144 0.00,0.25 0.00,1.05,12.33 68,Tendon 68 0.00,99.144 0.00,0.25 0.00,1.07,12.32 70,Tendon 70 0.00,99.144 0.00,0.25 0.00,0.84,11.75 71,Tendon 71 0.00,99.144 0.00,0.25 0.00,0.81,11.75 72,Tendon 72 0.00,99.144 0.00,0.25 0.00,0.80,11.76 73,Tendon 73 0.00,99.144 0.00,0.25 0.00,0.83,11.75 74,Tendon 74 0.00,99.144 0.00,0.25 0.00,0.76,11.53 75,Tendon 75 0.00,99.144 0.00,0.25 0.00,0.75,11.54 76,Tendon 76 0.00,99.144 0.00,0.25 0.00,0.76,11.54 77,Tendon 77 0.00,99.144 0.00,0.25 0.00,0.77,11.53 78,Tendon 78 0.00,99.144 0.00,0.25 0.00,0.81,11.75 79,Tendon 79 0.00,99.144 0.00,0.25 0.00,0.80,11.75 80,Tendon 80 0.00,99.144 0.00,0.25 0.00,0.84,11.71 81,Tendon 81 0.00,99.144 0.00,0.25 0.00,0.82,11.72 82,Tendon 82 0.00,99.144 0.00,0.25 0.00,1.07,11.64 83,Tendon 83 0.00,99.144 0.00,0.25 0.00,1.05,11.48 84,Tendon 84 0.00,99.144 0.00,0.25 0.00,0.92,11.54 85,Tendon 85 0.00,99.144 0.00,0.25 0.00,1.06,11.49 86,Tendon 86 0.00,99.144 0.00,0.25 0.00,1.11,11.44 87,Tendon 87 0.00,99.144 0.00,0.25 0.00,1.05,11.49 88,Tendon 88 0.00,99.144 0.00,0.25 0.00,1.07,11.47 191,Tendon 191 0.00,99.144 0.00,0.25 0.00,1.05,11.62 89,Tendon 89 330.480,0.00 0.25,0.00 10.53,0.00,11.61 90,Tendon 90 727.056,727.056 0.25,0.25 10.55,1.06,11.61 91,Tendon 91 727.056,727.056 0.25,0.25 10.62,0.99,11.61 92,Tendon 92 727.056,727.056 0.25,0.25 10.72,1.09,11.81 93,Tendon 93 793.152,793.152 0.25,0.25 10.12,1.04,11.16 94,Tendon 94 1123.632,1123.632 0.25,0.25 1.83,0.00,1.83 95,Tendon 95 793.152,793.152 0.25,0.25 1.83,0.01,1.84 96,Tendon 96 396.576,396.576 0.25,0.25 1.82,0.00,1.82 97,Tendon 97 0.00,264.384 0.00,0.25 0.00,0.00,1.80 98,Tendon 98 396.576,0.00 0.25,0.00 8.39,0.00,8.75 99,Tendon 99 727.056,0.00 0.25,0.00 8.36,0.00,8.72 100,Tendon 100 727.056,0.00 0.25,0.00 8.30,0.00,8.71 101,Tendon 101 793.152,0.00 0.25,0.00 8.44,0.00,8.71 107,Tendon 107 264.384,0.00 0.25,0.00 8.57,0.00,8.82 108,Tendon 108 132.192,0.00 0.25,0.00 8.56,0.00,8.82 109,Tendon 109 165.240,165.240 0.25,0.25 9.03,0.00,9.03 110,Tendon 110 165.240,165.240 0.25,0.25 9.09,0.00,9.09 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 61 1-2-70 1-2-70 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 111,Tendon 111 165.240,165.240 0.25,0.25 6.20,0.00,6.20 112,Tendon 112 165.240,165.240 0.25,0.25 3.20,0.00,3.20 113,Tendon 113 165.240,165.240 0.25,0.25 3.04,0.00,3.04 114,Tendon 114 165.240,165.240 0.25,0.25 7.75,0.25,8.00 115,Tendon 115 165.240,165.240 0.25,0.25 9.26,0.00,9.26 116,Tendon 116 165.240,165.240 0.25,0.25 3.36,0.00,3.36 117,Tendon 117 165.240,165.240 0.25,0.25 3.21,0.00,3.21 118,Tendon 118 165.240,165.240 0.25,0.25 9.18,0.00,9.18 119,Tendon 119 165.240,165.240 0.25,0.25 0.00,0.00,0.00 120,Tendon 120 165.240,165.240 0.25,0.25 0.00,0.00,0.00 122,Tendon 122 165.240,165.240 0.25,0.25 0.00,0.00,0.00 123,Tendon 123 165.240,165.240 0.25,0.25 0.00,0.00,0.00 124,Tendon 124 165.240,165.240 0.25,0.25 0.00,0.00,0.00 125,Tendon 125 165.240,165.240 0.25,0.25 0.00,0.00,0.00 126,Tendon 126 165.240,165.240 0.25,0.25 0.00,0.00,0.00 127,Tendon 127 165.240,165.240 0.25,0.25 0.00,0.00,0.00 128,Tendon 128 132.192,132.192 0.25,0.25 0.00,0.00,0.00 129,Tendon 129 132.192,132.192 0.25,0.25 0.00,0.00,0.00 130,Tendon 130 132.192,132.192 0.25,0.25 0.00,0.00,0.00 131,Tendon 131 132.192,132.192 0.25,0.25 0.00,0.00,0.00 132,Tendon 132 132.192,132.192 0.25,0.25 0.00,0.00,0.00 133,Tendon 133 132.192,132.192 0.25,0.25 0.00,0.00,0.00 134,Tendon 134 132.192,132.192 0.25,0.25 0.00,0.00,0.00 135,Tendon 135 132.192,132.192 0.25,0.25 0.00,0.00,0.00 136,Tendon 136 132.192,132.192 0.25,0.25 0.00,0.00,0.00 137,Tendon 137 132.192,132.192 0.25,0.25 0.00,0.00,0.00 138,Tendon 138 132.192,132.192 0.25,0.25 0.00,0.00,0.00 139,Tendon 139 132.192,132.192 0.25,0.25 0.00,0.00,0.00 140,Tendon 140 132.192,132.192 0.25,0.25 0.00,0.00,0.00 141,Tendon 141 132.192,132.192 0.25,0.25 0.00,0.00,0.00 142,Tendon 142 132.192,132.192 0.25,0.25 0.00,0.00,0.00 143,Tendon 143 132.192,132.192 0.25,0.25 0.00,0.00,0.00 144,Tendon 144 132.192,132.192 0.25,0.25 0.00,0.00,0.00 145,Tendon 145 132.192,132.192 0.25,0.25 0.00,0.00,0.00 146,Tendon 146 132.192,132.192 0.25,0.25 0.00,0.00,0.00 147,Tendon 147 132.192,132.192 0.25,0.25 0.00,0.00,0.00 148,Tendon 148 132.192,132.192 0.25,0.25 0.00,0.00,0.00 149,Tendon 149 132.192,132.192 0.25,0.25 0.00,0.00,0.00 150,Tendon 150 132.192,132.192 0.25,0.25 0.00,0.00,0.00 151,Tendon 151 132.192,132.192 0.25,0.25 0.00,0.00,0.00 152,Tendon 152 132.192,132.192 0.25,0.25 0.00,0.00,0.00 153,Tendon 153 132.192,132.192 0.25,0.25 0.00,0.00,0.00 154,Tendon 154 132.192,132.192 0.25,0.25 0.00,0.00,0.00 155,Tendon 155 132.192,132.192 0.25,0.25 0.00,0.00,0.00 156,Tendon 156 132.192,132.192 0.25,0.25 0.00,0.00,0.00 157,Tendon 157 132.192,132.192 0.25,0.25 0.00,0.00,0.00 158,Tendon 158 132.192,132.192 0.25,0.25 0.00,0.00,0.00 159,Tendon 159 132.192,132.192 0.25,0.25 0.00,0.00,0.00 160,Tendon 160 132.192,132.192 0.25,0.25 0.00,0.00,0.00 161,Tendon 161 132.192,132.192 0.25,0.25 0.00,0.00,0.00 162,Tendon 162 132.192,132.192 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 62 L2=71 11-2-71 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 163,Tendon 163 132.192,132.192 0.25,0.25 0.00,0.00,0.00 164,Tendon 164 132.192,132.192 0.25,0.25 0.00,0.00,0.00 165,Tendon 165 132.192,132.192 0.25,0.25 0.00,0.00,0.00 166,Tendon 166 132.192,132.192 0.25,0.25 0.00,0.00,0.00 167,Tendon 167 132.192,132.192 0.25,0.25 0.00,0.00,0.00 168,Tendon 168 132.192,132.192 0.25,0.25 0.00,0.00,0.00 169,Tendon 169 165.240,165.240 0.25,0.25 0.00,0.00,0.00 170,Tendon 170 165.240,165.240 0.25,0.25 0.00,0.00,0.00 171,Tendon 171 165.240,165.240 0.25,0.25 0.00,0.00,0.00 172,Tendon 172 165.240,165.240 0.25,0.25 0.00,0.00,0.00 173,Tendon 173 165.240,165.240 0.25,0.25 0.00,0.00,0.00 174,Tendon 174 165.240,165.240 0.25,0.25 0.00,0.00,0.00 175,Tendon 175 165.240,165.240 0.25,0.25 0.00,0.00,0.00 176,Tendon 176 165.240,165.240 0.25,0.25 0.00,0.00,0.00 177,Tendon 177 165.240,165.240 0.25,0.25 0.00,0.00,0.00 178,Tendon 178 165.240,165.240 0.25,0.25 0.00,0.00,0.00 179,Tendon 179 165.240,165.240 0.25,0.25 0.00,0.00,0.00 180,Tendon 180 165.240,165.240 0.25,0.25 0.00,0.00,0.00 181,Tendon 181 165.240,165.240 0.25,0.25 0.00,0.00,0.00 182,Tendon 182 165.240,165.240 0.25,0.25 0.00,0.00,0.00 183,Tendon 183 165.240,165.240 0.25,0.25 0.00,0.00,0.00 184,Tendon 184 165.240,165.240 0.25,0.25 0.00,0.00,0.00 185,Tendon 185 165.240,165.240 0.25,0.25 0.00,0.00,0.00 186,Tendon 186 165.240,165.240 0.25,0.25 0.00,0.00,0.00 187,Tendon 187 132.192,132.192 0.25,0.25 0.00,0.00,0.00 188,Tendon 188 132.192,132.192 0.25,0.25 0.00,0.00,0.00 189,Tendon 189 132.192,132.192 0.25,0.25 0.00,0.00,0.00 190,Tendon 190 132.192,132.192 0.25,0.25 0.00,0.00,0.00 106,Tendon 106 528.768,0.00 0.25,0.00 8.35,0.00,8.73 103,Tendon 103 264.384,0.00 0.25,0.00 8.38,0.00,8.74 192,Tendon 192 396.576,0.00 0.25,0.00 0.00,0.00,0.00 197,Tendon 197 330.480,0.00 0.25,0.00 0.00,0.00,0.00 198,Tendon 198 330.480,0.00 0.25,0.00 0.00,0.00,0.00 200,Tendon 200 165.240,165.240 0.25,0.25 0.00,0.00,0.00 102,Tendon 102 925.344,0.00 0.25,0.00 8.49,0.00,8.73 201,Tendon 201 330.480,0.00 0.25,0.00 0.00,0.00,0.00 202,Tendon 202 264.384,0.00 0.25,0.00 0.00,0.00,0.00 203,Tendon 203 132.192,0.00 0.25,0.00 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 63 1-2-72 1-2-12 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 300.00 PT TOTALS # Label Reference Plane Tendon/Duct Length Strand Area Number Of Strands Strand Length Tendon Diameter Stressing ends ft in2 ft in 1 Tendon 89 Level 2 100.56 0.15 10 1005.64 0.50 1 2 Tendon 90 Level 2 145.99 0.15 1 22 3211.80 0.50 2 3 Tendon 91 Level 2 149.09 0.15 22 3280.02 0.50 2 4 Tendon 92 Level 2 146.12 0.15 22 3214.63 0.50 2 5 Tendon 93 Level 2 147.90 0.15 24 3549.50 0.50 2 6 Tendon 94 Level 2 150.99 0.15 34 5133.62 0.50 2 7 Tendon 95 Level 2 143.29 0.15 24 3438.94 0.50 2 8 Tendon 96 Level 2 142.96 0.15 12 1715.53 0.50 2 9 Tendon 97 Level 2 42.64 0.15 8 341.13 0.50 1 10 Tendon 98 Level 2 122.91 0.15 12 1474.91 0.50 1 11 Tendon 99 Level 2 119.58 0.15 22 2630.83 0.50 1 12 Tendon 100 Level 2 119.59 0.15 22 2630.94 0.50 1 13 Tendon 101 Level 2 124.40 0.15 24 2985.62 0.50 1 14 Tendon 107 Level 118.50 0.15 1 8 947.99 0.50 1 15 Tendon 108 Level 2 52.54 0.15 4 210.16 0.50 1 16 Tendon 109 Level 148.48 0.15 5 742.40 0.50 2 17 Tendon 110 Level 148.48 0.15 5 742.39 0.50 2 18 Tendon 111 Level 2 148.48 0.15 5 742.41 0.50 2 19 Tendon 112 Level 148.48 0.15 5 742.39 0.50 2 20 Tendon 113 Level 2 146.29 0.15 1 5 731.44 0.50 2 21 Tendon 114 Level 2 146.29 0.15 5 731.44 0.50 2 22 Tendon 115 Level 2 146.29 0.15 5 731.44 0.50 2 23 Tendon 116 Level 2 146.29 0.15 5 731.44 0.50 2 24 Tendon 117 Level 2 146.29 0.15 5 731.44 0.50 2 25 Tendon 118 Level 2 29.25 0.15 5 146.24 0.50 2 26 Tendon 119 Level 2 29.25 0.15 5 146.24 0.50 2 27 Tendon 120 Level 2 29.25 0.15 1 5 146.25 0.50 2 28 Tendon 122 Level 2 102.13 0.15 5 510.66 0.50 2 29 Tendon 123 Level 2 102.13 0.15 5 510.66 0.50 2 30 Tendon 124 Level 2 139.12 0.15 5 695.61 0.50 2 31 Tendon 125 Level 2 139.13 0.15 5 695.66 0.50 2 32 Tendon 126 Level 2 142.02 0.15 5 710.09 0.50 2 33 Tendon 127 Level 2 141.94 0.15 5 709.72 0.50 2 34 Tendon 128' Level 2 141.96 0.15 4 567.85 0.50 2 35 Tendon 129 Level 2 141.86 0.15 4 567.45 0.50 2 36 Tendon 130 Level 2 141.86 0.15 4 567.42 0.50 2 37 Tendon 131 Level 2 141.88 0.15 4 567.52 0.50 2 38 Tendon 132 Level 2 144.36 0.15 4 577.44 1 0.50 1 2 39 Tendon 133 Level 2 144.34 0.15 4 577.38 0.50 2 40 Tendon 134 Level 2 144.29 0.15 4 577.17 0.50 2 41 Tendon 135 Level 2 144.28 0.15 4 577.14 0.50 2 42 Tendon 136 Level 2 142.78 0.15 4 571.13 0.50 2 43 Tendon 137 Level 2 142.78 0.15 4 571.13 0.50 2 44 Tendon 138 Level 2 142.78 0.15 4 571.13 0.50 2 45 Tendon 139 Level 2 142.78 0.15 4 571.14 0.50 2 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 64 L2=73 11-2-73 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 46 Tendon 140 Level 2 144.28 0.15 4 577.14 0.50 2 47 Tendon 141 Level 2 144.28 0.15 4 577.14 0.50 2 48 Tendon 142 Level 2 144.28 0.15 4 577.14 0.50 2 49 Tendon 143 Level 2 144.28 0.15 4 577.14 0.50 2 50 Tendon 144 Level 2 142.78 0.15 4 571.14 0.50 2 51 Tendon 145 Level 2 142.78 0.15 4 571.14 0.50 2 52 Tendon 146 Level 2 142.78 0.15 4 571.14 0.50 2 53 Tendon 147 Level 2 142.78 0.15 4 571.14 0.50 2 54 Tendon 148 Level 2 144.28 0.15 4 577.14 0.50 2 55 Tendon 149 Level 2 144.28 0.15 4 577.14 0.50 2 56 Tendon 150 Level 2 160.51 0.15 4 642.05 0.50 2 57 Tendon 151 Level 2 160.51 0.15 4 642.04 0.50 2 58 Tendon 152 Level 2 158.04 0.15 4 632.15 0.50 2 59 Tendon 153 Level 2 158.04 0.15 4 632.15 0.50 2 60 Tendon 154 Level 2 158.04 0.15 4 632.15 0.50 2 61 Tendon 155 Level 2 158.04 0.15 4 632.15 0.50 2 62 Tendon 156 Level 2 149.00 0.15 4 596.02 0.50 2 63 Tendon 157 Level 2 149.01 0.15 4 596.02 0.50 2 64 Tendon 158 Level 2 148.96 0.15 4 595.85 0.50 2 65 Tendon 159 Level 2 148.96 0.15 4 595.85 0.50 2 66 Tendon 160 Level 2 145.96 0.15 4 583.83 0.50 2 67 Tendon 161 Level 2 145.96 0.15 4 583.83 0.50 2 68 Tendon 162 Level 2 145.96 0.15 4 583.83 0.50 2 69 Tendon 163 Level 2 145.96 0.15 4 583.82 0.50 2 70 Tendon 164 Level 2 148.96 0.15 4 595.85 0.50 2 71 Tendon 165 Level 2 148.96 0.15 4 595.85 0.50 2 72 Tendon 166 Level 2 148.96 0.15 4 595.85 0.50 2 73 Tendon 167 Level 2 148.96 0.15 4 595.85 0.50 2 74 Tendon 168 Level 2 150.38 0.15 4 601.50 0.50 2 75 Tendon 169 Level 2 150.61 0.15 5 753.05 0.50 2 76 Tendon 170 Level 2 150.62 0.15 5 753.11 0.50 2 77 Tendon 171 Level 2 150.69 0.15 5 753.47 0.50 2 78 Tendon 172 Level 2 1 150.69 0.15 5 753.47 0.50 2 79 Tendon 173 Level 2 150.69 0.15 5 753.47 0.50 2 80 Tendon 174 Level 2 150.69 0.15 5 753.47 0.50 2 81 Tendon 175 Level 2 152.25 0.15 5 761.24 0.50 2 82 Tendon 176 Level 2 152.24 0.15 5 761.21 0.50 2 83 Tendon 177 Level 2 152.24 0.15 5 761.21 0.50 2 84 Tendon 178 Level 2 152.24 0.15 5 761.21 0.50 2 85 Tendon 179 Level 2 154.72 0.15 5 773.60 0.50 2 86 Tendon 180 Level 2 145.71 0.15 5 728.54 0.50 2 87 Tendon 181 Level 2 24.69 0.15 5 123.45 0.50 2 88 Tendon 182 Level 2 24.69 0.15 5 123.45 0.50 2 89 Tendon 183 Level 2 24.69 0.15 5 123.45 0.50 2 90 Tendon 184 Level 2 24.49 0.15 5 122.46 0.50 2 91 Tendon 185 Level 2 111.62 0.15 5 558.10 0.50 2 92 Tendon 186 Level 2 111.60 0.15 5 557.99 0.50 2 93 Tendon 187 Level 2 111.69 0.15 4 446.76 0.50 2 94 Tendon 188 Level 2 110.75 0.15 4 443.02 0.50 2 95 Tendon 189 Level 2 110.64 0.15 4 442.57 0.50 1 2 96 Tendon 190 Level 2 110.64 0.15 4 442.57 0.50 1 2 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 65 1-2-74 11-2-74 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 97 Tendon 106 Level 2 116.89 0.15 16 1870.17 0.50 1 98 Tendon 103 Level 2 115.50 0.15 8 923.98 0.50 1 99 Tendon 192 Level 2 74.87 0.15 12 898.50 0.50 1 100 Tendon 197 Level 2 37.39 0.15 10 373.92 0.50 1 101 Tendon 198 Level 2 37.08 0.15 10 370.79 0.50 1 102 1 Tendon 200 Level 2 102.13 0.15 5 510.66 0.50 2 103 Tendon 102 Level 2 119.20 0.15 28 3337.53 0.50 1 104 Tendon 201 Level 2 39.51 0.15 10 395.09 0.50 1 105 Tendon 202 Level 2 39.44 0.15 8 315.49 0.50 1 106 Tendon 203 Level 2 114.67 0.15 4 458.67 0.50 1 Summaryb Type Type # Tendon Diameter Strand Area Strand Length Tendon/Duct Length Weight # Stressing Ends # Dead Ends in in2 ft ft Ibs 1 0.50 0.15 92702.78 13414.23 47997.31 195 17 Total - - 92702.78 13414.23 47997.31 195 17 Summary Reference Plane Floor Area Floor Volume Weight Rate Rate Cost ft2 ft3 Ibs Ibs/ft2 Ibs/ft3 $ Level 38551.68 45702.26 47997.31 1.25 1.05 191989.25 Total 38551.68 45702.26 47997.31 1.25 1.05 191989.25 Unit weight of prestressing steel = 487.08 pcf Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 66 17:53:32 ildingE_5.adm Stress Check - X Direction Tukwila Village Building E Level 2 r N J r N v Stress Check - Y Direction 03/03/15 17:54:22 Tukwila Village Building E 17:54:22 BuildingE_5.adm Level 2 03/03/15 17:55:17 BuildingE_5.adm Strength Check - X Direction Tukwila Village Building E Level 2 03/03/15 17:55:47 IdingE_5.adm Strength Check - Y Direction Tukwila Village Building E Level 2 L2'-81 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 DESIGN LEGEND This legend is provided as an aid for the interpretation of the results that follow. pP1QW8bta gtftS6 1Frt43. ?hCwf. i 4mlMwh p"•ppyr wT+4x+a+.rewmmrt tA.nsbwVltt �•�.ffir64titP3+1+.f [IWIrM+pi'IfDa Nr+Pt 9lt>rbWa'IWrldYYwaal>rtt afp9 �Ily{(yilOad Wafaibw'.YtYY+.1IOtlrtil�4 0 I Calcul.B edSStma I f e i .q4 �1 Tnaer4 �s - '1p+• Awd fiber +(t'ens5o� siress pa�c9ilaae) Y 4Y4W NrM�IA a ifr bl. 11tia �t DESIGN 'STRIP "DBSICri'� M(31R+I 1 T trt t it (t4Mewent is drawx in the ieXsisn side) TabarD�ma gY1YwtWMM005ECINFT�l,L1»SAwfI f i„r A.�GtlMrL.+IYIq. 1►4R /•T9G MiS F#QttiF �fron eai��� i1.5 .,5 .ir• •It�t�•,�i -- ai�i�� t'rFdi �v911 �;j1 1Si��11�1 1i Rabat Ptauided J RtW Required Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 1 12-81 1-2-82 L2-82 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5_2.adm FLOOR -PRO 2012 ' SUPPORT LINE 48 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTEaider Verson 2D12 Date March 03, 2015 Tme %A3:09 Fte: Svwwt Lint /8 1 -PROJECT TITLE TuW1a \ llage 8u WN E I.t 04WgN SW . SMM Lira a8 12 Load Cast: Seviae(Sustained Load) 1.00xSdUeWd.+ 1.00x0md1md+ 0.30xLiiebad+ 1.00x Prestressing 2-MEMBER ELEVATM tRl azs I I I 3-TOP REBAR 3A ADAPT sekdd 32 ADAPT eekaksi 1K"'R tiZ'-'x`1G""xra" + •.. e +sxrs- 5 - BOTTOM REBAR 5.1.ADAP1'aeMdaC 52ADAPT aelebted 6 - REQUIRED & PROVIDED BARS 6.1 Top6ars Mow tm am am zM am zss sa am am am ns a:anm ilk zr proaHed is B2 Bahnm8as apaa am oaa am am am ass am am am am am amnm 7 - SHEAR STIRRUPS -- -- 7.1 ADAPT selected SarSize44 Legs: 2 SDadn9li --. a ................................................................... a.................... 7.2 Uaer-aeleded ..._ BarSiae.9 L.egx a.m 7.3 R"tww ene o. T�1 aaa a 0.151 0a. 10 -DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 1_2283 L2-83 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 49 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT8uiderVw,dpn2012 Date March 43. 2015 Tineil6-A109 Fie: Support Lire 49 1- PROJECT TrrLE TuWAta Wage Building E 1.1Desig0SW Support We 49 12.Laad Cese.S6vm(Sus1aired LaaM 1.00xSd'fmig1rt.+ 1.00xDeadbad- 0;30xLrrek®d- 1.00x Pnestresft 2-MEMBER ELEVATION [III m . Qa Q a33 -9m at:n I I I 3 TOPREBAR. 3A ADAPT selected 32ADAPT selected 5 - BOTTOM REBAR 53 ADAPT seiscaap 52 ADAPT WXKAttl s nasksaQS'3s �s' .6-REQURED & PROVIDED BARS 6.17rapBars tMlas on am it am to am isa am im rm 4Ua LreW Ped Owed o i 626amm� Bars raesaa am am aaa ass am oaa e:ma am am ass 1sa. 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 1-2-84 1-2-84 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 50 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Suffer Vusbn 2012 Date March 03, 2015 Time 16:43:09 Fie: Suppart Lire 50 1- PROJECT TITLE Tukwita Wage BUIding E 1.10aag0SW Suppod U1e50 12 Luad Casa:Service(SushAwdL®d) 100xSelheigtdr 1.00x0eadbad- 0.30xUvebad+ 1.00xPn:strewing 2-MENBERELEVATION f'ti lJJ L (ee �f lnl z at r� a a6x zsso ¢ 1 I s 3 - TOP REBAR 3.1 ADAPT aekded 32 ADAPT aelydad._."184'+_ 5 - BOTTOM R®AR 5.1 ADAPT aakcted 52 ADAPT §elected +isax5a• Net itllemxYbv�enoYeAi!ninfe aeoe-asa�SY.CP+s®IKbmv��a�esoli2ma• 6 - REQUIRED & PROVIDED BARS 6.1 TopSars MW am rim am a.m am aa0 215 ¢a0 am 3aa. am _ :I mm _ ('rel fi- +salted 3 62$dtamears , ¢m am aaz am am too elm tat am am am 0000a0 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 L2-85 L2-85 Project Name: Tukwila Village Building E Specific Data: Level 2 ib Date of execution: March 03, 2015 File Name: BuildingE_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 51 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT8v1JwVefsm2012 Date March 43,2015 Tore ISA3:10 F1e;Suppcd Lira-51 1 -PROJECT TITLE TDhsviia Mhge BuBd"ing E 1:1 Despnstitp; Support ua*61 1Z.Load Case:Savioe(Sastakwd LaaQ 1:90xSdfAeigM,- 1.60.xDeadbad+ 0.30xLNebad- VWxP7estesft 2--MEMBER ELEVATK M O ((�J O' Q r'\ ('� O (� l„) iJ. R lJ �91 rr�`-- .. . ias 011.0 a� rep`-1 X'79 a II I I !I II I fI rI I 1I 3 TOPREBAR 3.1 ADAPT aekctad 32ADAPT eetcdetl '� w6" 5 - BOTTOM REBAR - 5.1. ADAPT oeaeetab ssav 5ZADAPr 9ekc3ad�av 6 - REQUIRED-& PRODDED BARS fi.1'Tap Bars amcomam am am am am aoo eke nao. am z=W Itaawaad ' Pad a. 82$ait0in 681E al@Cam aT3 aAG am am am 'a90 em 060 040 aa0aA0 10.- DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 1_2-86 L2-86 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 52 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTE8vAJu Vey 2D12 Date March 03, 2D1S Time 16:<3.10 Fle; Suppvi Lerc 52 1 - PROJECT TITLE Tukwila Village BuBding E 1.1 Desi" strv; Supw L'M 52 12Lasd Css ."Sevice{5uslaiwdd Lmdj 1.00xSe eiOA1= 1.00xDeadbed- 0.30xUmbed- ISOxftsbessng -MEMBER ELEVATION � QD Rll sztt st a nea Qz;.� as0xisz I I j 3-TOP REBAR 3.1 ADAPT sekded 32ADAPT witclAd 5 - BOTTOM REBAR 5'. i-ADAPT adtcfed 52 ADAPT se*CtW 6 -REQUIRED &PROVIDED BARS 6.1'TopBa raw am aaaam titaat antam am am am am. am cat pv�.sded t a 626aftaiBsa nICNO am amaot am am am tin am ain aim om am aoa 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 6 L2*87 1-2-87 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 54. ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8v1derWMn 2012 Date: March 03, 2g15 rime 15:4316 F1e: SuPW Lire 54 1 -PROJECT TITLE Tukwila Utltage Bialding E 1.101WO tSW. S"'hadtina54 12Load Cam:Snrviae(SvafihedLmQ 1AgxSAfmight.+ 1.WxDead"o &3OxL*ebad+ 1.00•xftsfrsog 3'-TOP REBAR 3.1ADAPT selected 32 ADAPT xkbtmi 5•BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT seleded 6 - REQLBRED & PROMDEO BARS 6.1 Tgi.6ms 1-110:M m am 3M nnatahnms.wnnezµamia<baceaam 2" zar zv in camas <tm 626a8m am act OAoa00nmbmnaonabmaaaa.abbaaro abb am ban nan baa100 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 7 L2-88 L2- 8 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 55 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -SUN VMaD9 2012 Date Mardi 03.2015 Tine 1GA3:10 Fie: Support Lire 55 1- PROJECT TITLE Tukwila Milage BDtl(fing E 1.1 D1 ipn strip: stVW Lire 55 12. Load Cm .SavicePustwffwd Load) 1.00x5dfineght- 1.00xDeadbed- 0.30xLhebad- 1.WxPsesbessft 2-VEMBERELEVATtOH 0 V f'� !1 m) sore aza O 1 i I J I I I I t 3 TOPREBAR 3.1 ADAPT seWet 32.ADAPT aeledetl s +esaa^ 5 - BOTTOM REBAR 5.1 ADAPT gelded 52 ADAPT sele dae•-.*--- rw �s�eemd-mc�r.e�+e+or,.ssemnear...®. �ee.�..nosacxz 6 - REQUIRED & PROVIDED BARS 6.1Topgm mat °ze saa Rmlded s a 625ca m6aes jpW oop cop 10.DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 8 1_2-89 1-2-89 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Build ingE_5_2.ad m FLOOR -PRO 2012 SUPPORT LINE 56 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8W%P rVawn 2012 Date Mardi 03, 2015 Time: S6A3A G Fie: SupW Line 56. 1 -PROJECT TITLE Tukwila Village BuHding E 1.1 Dewstm: SVPW' Line s$ 12 Load Case:.Seviaiu5teired Load) 1.0QxShcte0M,- 1.00xDeadbads 0.30xtiwbad� 1,00,x Pms0esft 2-MEMBER ELEVATION iJ V tM1t en s: a aso zes= s 3-TOPREBAR. 3A ADAPT seieated 32 ADAPT eekcied 5- BOTTOM 'RE13AR - 5.1-ADAP7iaeleded 5!ADAPT sel ,C W 6 - REWRED & PROVIDED BARS 6.1 TopBem mexz.�r aas at1 a® ax. 591 ast omawrzand tataa t i�aQ C!d 3 t 62&iSam Baas ea mmwAP aoo am am aos om aa0 aanaemam amoas 10 - DESIGWRS NOTES Supportc@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 9 L2-90 1-2-50 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Build ingE_5_2.ad m FLOOR -PRO 2012 SUPPORT LINE 57 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT$Uider Verson 2012 Date Mardi 03, 2015 Time16A3110 rile; Sapadn line 57 1- PROJECT TITLE_ Tukwila Mbge H11Tding E 1.1 WOnsw soppadL"ST 12 Load Case: Saxice(Susain'd load} 1.00xSel egbt.f 1.00xDeadbad- 0.30xUroebad+ 1.00xPnsssing 2 --�MEMBER ELEVATM.90 Q I 11 I 1 II I 1 II I 3 -TOP REI)AR. 3.1 ADAPT selectad 32.ADAPT adedN '. r&4rm- a s `s is era y,._a..": �,.:...'. •so �5.�—'w1; 5 - BOTTOM REBAR 6.1-ADAPT /meatad 52ADAPT 9alecie7 �e.e:oar..aev,���i.a.eon.c�.r�rtaae+cm���c�a�a�:ate 6 - REQUIRED-& PROVIDED BARS 6.1Top8ars Mao sxz as x90 z9s zsi zsr am IIra�Iretl Vatindad 1. a 828a0om8ea m�aa am em am cm am am om 10 • QESIGNE WS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 10 L2-91 L2-91 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 58 ADAPT - STRUCTURAL CONCRETE SOFTWAW SYSTEM ADAPT-8uWu Vera 2012 Dat` Barde.43, 2415 Tine 16:43:10 Fk: Suppart Lhe 58 i -PROJECT TITLE Tukwila Village Budding E 1.A Oftvn&bh: SuPPM U18 S6 12 Load Cme:SerAce(Suzhbed Lmd) 1,00xSd%eWd+ 1,00xDeadbad+ 0:30xLkmimd> 1.04xPreshesabg 2 -MEMBER ELEVATION tJlt at m SDa H.TQD 6a II II I 3 -TOP R83AR 3.1 ADAPT adecW 3.2ADAPT 5-130TTOM REBM 5.1 ADAPT s6*0 ei Q_: �LN_­ 5:2ADAPT WWded sxisa' tzs' e�.,mo.+a.or�.�w absa,a.m:�..a..so+-+ewna�aave.s�,:aca�•_cm� 6 - REOUIRED & PROVIDED BARS 6.1Tap8am Canam S_% am cm am e.ft e00 am am 2M am ¢eNded a' i v LA fi2Bdtam Bea MW r.,er aim. am am aa0 am am am 0:oe 0a0 7 • SHEAR STJRRUPS _) 7.i ADAPT sekUep. Bar Slav fia Lem: 2 SQa�si!ni 4 Zia 33 5 13D S3a 72UsecW*dDd n..................................................................................... .• �. - ..,__.________._____________________________�___-_--_____-�_�_______�_ BarS�$ U*g a2t 7;5 Requied ales a. [�4 0ln�I— 9 W Q & 10-DEMNBYS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 11 1-2-92 L2-g2 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 59 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTStdd rYaraaon 2012 Date Nardi 03, 2015 T'me:16"A3.10 Fie' Support Lm 59 I • PROJECT TITLE TuWta ViOage Building E 1:1 Death StBp: SUmartd im 59 12 Load Case.Sewoe(Sustaired Laad) 1.00xSdfA*M+ 1.00xDeedbed+ 0.30xLKvbad+ 1.00xPRsbr shp 2- MEMBER ELEVATION I 1� 111 1 11 Ott 3-TOPREBAR 3.1 ADAPT selected 32ADAPT aeleCAaD r-ues�ca' aiaeiav- 5- BOTTOM REBAR S:1 ADAPT seteeSal 52 ADAPT selects!' Nmlo->tamc�,veanm9'1M 6ametkma�cee. b®®M�sgmmc lyY. sa®M1tIIsxa�eyxmeram2 6 - REW RED & PROMDED BARS 6.1 Top Bars almoo am am 6.11 am am ass $ss am itieWrKd Ro'iNed it. 82Bdtom Hers ar J ae am am am am am am am 020 10 - DEMNE32'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 12 1-2-93 1-2-93 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 60 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTEuJduVmion2012 Date Mardt03.2015 Tin¢16A110 Fie:SupWU460 1- PROJECT TITLE Tukwila Village Building E 1.1 Deatp+bite: s"0W UW 60 12Losd Case:SenAceSusai,ed L0adr 1-.00xSeiheigM+ 1.00xDesdload* 0.30xLivxbad> 1.00xpmbessng 2-MEMBER ELEVA.TIDN 0 Q Q, Q Q0 �J 5�, �, n� W 3-TOPREBAR 3.1 ADAPT aNedW 33ADAPT-sekd9tl ° 1 --i»"-' D.- 5-8OTTOM REBAR S.1, ADAPT w*" 5.2 ADAPT 9etda0 '6 - REQUIRED &PROVIDED BARS b.1 TapBBiS. m n�1ft.m ,9, OM 261 Ada 2FA 21, ae0 _. ZJS I�aed zx !><a�dEd rs b2$QtMm Baas as om o.m 0a0 0so am era am o00 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 13 1-2-94 1-2-94 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 61 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT8W)dWVffsion 2012 Qete MwCh 03, 2M5 TiMe IC43 t0 f #e'. Support Lne51 1 -PROJECT TITLE Tutavita Wage Balding E 7:1 Deagd SbVl Suppoftbs 51 1.2 Laad Case:SeAmtSusb3ired LmQ 1.00xSdReo1= 1.00xDeadbad= 0.30xUwbad* I.WxftsUessM 2- MEMBER ELEVATION (} Q O � �J ^ua z `✓ rEas :ssr am Lil, 3-TOPREW 3.1 ADAPT sekCW 32ADAPT aekcte!�� M Q= 5-BOTTOMREBAR SA ADAPT saL^ded 52 AGAPT sekcfed Nee Rmve'GRinemJl�'lalee,[eswe.Cef�'H+agle�ea�6'�,yta�®lrGa�i�+eaa5'.cmc 6 - REOUFRED & PROVIDED BARS &1TaPBWs n 23? am am am u2 Iliad zi pravticl i+ a 626tffimDa7s r °e am am coo am am 10-OESIGNER2 S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 14 L2-95 L2-95 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Build ingE_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 62 ADAPT - STRUCTURAL. CONCRETE SOFTWARE SYSTEM ADAPT-aviderWrsiwr 2012 Date Mardr03, ZHS The i6`,t330 fie: SUPWLM62 1- PROJECT TITLE TukWila Mitage Buad'mg E I.1 Oes1Psb :s0PPOr UWs2 121PadCm .Senice(Sudaired load) tA6xSeWeight- 1.00xDeadbad* 0.3Oxlivebad- 4.Wx'Pmshesft 2-MEMBER ELEVATION 0 F1 O � lJ O tlll f. s� sas 1a:� w I I i✓ I I I 3-TOPRERAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAiR 5.1. ADAPT'selederl 5.2 ADAPT aeledW 6.- REGLARED & PROVIDED BARS 6.4 Tap Bais ^ vz am zm am am sm Ii iT prwid� T: 62:6afl-8ms ff= coo am- am am am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 15 L2-96 1-2-96 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 •' SUPPORT LINE 64 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Svidu Version 2012 Date Msrdr 03, 2015 Tine IV.0.10 fie: Supp tww 64 1- PROJECT TITLE Tukwila Village Building E I.10ssipaSW. SupW Lhe 64 12losdC�,ServaiAt aced Load) 1.00xSdfseigM- 1.00x0edbed- 0.30xLiiebsd• 1.00xPn sg 2 -MEMBER ELEVATION tnl 3- TOP REBAR 3.1 ADAPT sekdd 32.ADAPTsebctd Q__ 5 - BOTTOM REBAR 5.1 ADAPT sekdd 52 ADAK st!-dsd x�we�aoeaw`-.4eoes�,vcma...�rn r��+.�rmn e+.r�.�.�r:�s�a�a.vMYe�:x 6 - REQUIRED & PROVIDED BARS 6.1 Top Buis ff= am rsr ose IrtiO�v'rd Z1 poNded r. . s 62 Boibm Bass ,�. om nao ono 10 - DESIGNER'S tiOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 16 L2=b7 1-2-97 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Build ingE_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 65 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTBuidw Vwoan 20i2 Bate Marc) 03.2015 Timm ICA110 Fie: Support Lire 65 1- PROJECT TIiIE Tukwila Mffage l3tfl1 iltg E 1.1 DeMPSW Support Lora 65 1.2 Load Case: SenAce(Sustaned Load) 1.U0x5dfAeWA+ 1.00xDaadtad+ 0.30x(Jm load- 1.0ex Presb-Wing 2.-MEMBER ELEVATION (�} Ift) 2.m O . 0 te.rs () . 92 oa am. LILIdLil-lid 3 -TOP REBAR 3.1 ADAPT ae*dzd 3.2ADAPTsekdad 5 - BOTTOM REBAR 53 ADAPT atdsded 52 ADAPT sdedted 6-REOtnRED &PROVIDED BARS SJTap Bars AN. amam s:a. 222 2M am rtrp iratl a gaYded z 628dlafflB s rc a.m am am am o:va aoa am am 10 - DESIGNER S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 17 L2-98 L2-58 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 66 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT$aikr V"sbn 2012 Date March 03, 2015 Tsne 16R3:10 Fk-. Supocd Lk f 66 1 -PROJECT TTTLETulnvila Mtge Building E 1.1 Desip St(0: WpW Lhe66 1.2Load Cme: Savos(Sushwmd load) 1.e0XSditneig1A+ 1.WxDeadbad+ 0.30xUebad+ I.00xPresheubg 2-MEMBER ELEVATION In) nm r� Iwo II II II tl 1 II II 11 II 1 II It tl II 3-TOPREBM 3A ADAPT setected 32 ADAPT eelectad c (zioia- a ac-s- sc' 5 - BOTTOM REBAR 5.1 ADAPT sekeW 5.2 ADAPT SMCted 6 - REOLN RED & PROVIDED BARS 6ATop8ars ma zm am aas am ass 3M ssa file) a. - v�ed 628onam8es tv am am am am am am oaa 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 18 L2-99 1 1-2-99 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 67 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Buidw Vegan 2D12 Dates 11ardh W, =5 Tne 16A3:16 F7e: SupW Lice 67 1 - PROJECT TITLE Tukwila Village 00ding E 1.i 1Nsaign 58$: support L;2a 67 12 Load Case. SamwkSustan Lwo 1:00'xSdPr*MM= I.WxDeadtsda 0.30xUvebad. 1.00x Pyeshessin4 2 -MEMBER ELEVATION O Qa oil s3sO a� r.a rm 2rss sta ak¢ II it II 16 II II II 11 it 1t it II 11 11 'I II 11 II 3-TOPREBAR 3A ADAPT sdsded 31ADAPT 5- BOTTOM REBAR 6.4ADAPT 90*C i 52ADAPT sekdW '6 - REQUIRED•& PROVIDED BARS 6.1 Top Barr am %it am A. dD0 s"s E:L 2.0 dfla L 6213&=8 O p am am am am am am am om aaa 10 - OESIGNE3Z'S MOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 19 L2-100 1-2-100 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 68 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-ealkrWrson2012 Date Mardr03,2015 T-me:16.43:10 fWSuppa Uie63 1- PROJECT TITLE Tukwila Village Odding E 1.1Dea0StilPt Suppok Lbe68 12Load Ca .,SavmtSuadakwd 4md) 1.A0xSd1s6¢A- 1AOx0eadbad- 0.30xUmbad+ 1.00x'Prc iV 2-MMBERELEVAM Q 0 OAD PtI a, 1. .,a EI II III II II II 11 II II II 11 I tl I kl II It II tl II 3-TOPREBAR 3.1 ADAPT seleda9 32ADAPTaetded s*36• M 5 -BOTTOM REBAR SA ADAPT sWood 52 ADAPT ae*CW 6 - REQUIRED & PROVIDED BARS 6,11rop Sam M zu am am 0m am is =m am [ xr pnNdad is a 628dtam6e's me0e am am 00 am am om coo0oo 10 - DE&GNER5 NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 20 1_22101 L2-101 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 70 ADAPT - STRUCTURAL CONCRETE SOFTWARE. SYSTEM A0APTSU1kr Version 2012 Date: March 03, 2015 TFM 16A3:10 Fes: Support Lira 70 1- PROJECT TITLE Tukwila Village Building E 1.1 OesgpSMp'W, Suppvd Une70 12 Load Cmv.SwAce(SvsMiwdL=0 f00xS4tAei0fli- tWxDeadbed+ 0.30xUvebad+ 1-02xPresbessirg 2-MEMBER ELEVATION O O O O �/'`�J [gi tea a3a S'2 1110Ni MET II. kI II li II �I I'1 1! 11 II � . ! II II ii I I I..1 !1 It II II II 3-TOP RERAR 31 ADAPT seleitsl 32.ADAPT seleai+sf !sua• 5 - BOTTOM REBAR 5.1 ADAPT aekctad s2ADAPF seka9d 6 - REQUIRED & PROVIDED BARS 6j'Top Bars nm z.Ta am am am am ax xsa am pro4Heel 1 a 6200ficana s. rf191 am am am elm am am am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 21 1-2-102 1-2-102 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 ` SUPPORT LINE 72 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Snider Vwomt2012 Date Mardi 03, 2015 Tine 16:43:10 f fle: S%aOW Liu 72 1 -PROJECT TIRE Tukwila Village Budding E 1.1 Desipn SW, WpW lire 72 12 Load Casa: Servia(Sustain:d L®d} 1.00 x5dtreight - 1.00 xAead bad+ 0:30 xlne bad * 1.W x'Amskessn0 2-MEMBER ELEVATION lgl a za*s O m.ex n30 a M. I I I I I I I I f I I 1 1 I I I I I I I I I I I I f 1 h-1 tI t"il-'y 3-TOP REBAR 3A ADAPT sekdai 32ADAPT adeMtd il�syecs 5-BOTTOM REBAR 5.1 ADAPT-aeIMM 52ADAPT selected :.a aera..,ee a.exa.�.mucaas.�ea.ce�e+�mm 6 - REOIJIRED R PROVIDED BARS 6.1?op Bars am asp ans am o-m am [IraQ ia0 as p°vtlad in m 62saft ea. a�1 400 0a0 am ono- am 10 - DESIGNEWS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 22 L2-103 1-2-103 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 73 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT8uVer Verson ZD12 Date: March 03, 201.5 Tong 16A3:t6 Fie: Support Lim 73 1. - PROJECT TITLE. Tukwila Wage gilding E 1A DesinStAP: SaPPart LAOT3 1.2 Load Lase: Sa ce(Sudsned Load) 1,0GxSetfAeigfit.+ 1_00xDealbad+ 0:30xLhebsd+ 1.00x PmOmssng 2--UiEMBERELEVATION ttt II II II rl it l 1. I I Ii II II I1 F:1 Il II II 3- TOP REAR 3A ADAPT seleLtal 3:2ADAPT ne@dtal 1C: "0- erns- '�vsK:P +{�rrswc 5 -BOTTOM REBAR 6.1-ADAPTaWded L"G' 5.2ADAPT Sakc;a7 6.- REQUIRED &PROMDED BARS 6.1 TOPBOM Mftm 32. am aao aaa Lffi II 14 Powl6ed au u 628a@om6as aai .N aoa aoO Opp pop am AAA am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 23 1-2-104 1-2-1b4 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5_2.adm FLOOR -PRO 2012 ' SUPPORT LINE 74 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT.&uidarVerson2M2 Date Mardr.03.2015 Timm1643:16 Fie: Support lire. 74 1 -PROJECT TITLE: TuWla Village Building E 1.1 D6G0 StM: Suppo4 LA1e74 12Load Cae:Samoe(SustairedtmsM 1.06xSdfm0A- 1.00xDeadk&d+ 0.30x11veioed+ I.Wxfiresbesmq 2-MEMBER EI£VAMM {/�j {/'�) �/�j �(�) J3 I'tt Ea`-' — `-' I lI i 11 1 lI I li I Ii I li 3•TOP REBAR 3A ADAPT saledad 32ADAPT aekdad Q, 5-BOTTONIREBAR 1 5.1:ADAPT aabdM 52ADAPT ieledadtiassara- �aye�.+�mw��--w a+.$e„m ®nar,::anw.�nev�.omxvrarsr'+�� 6 - REOLARED & PROVIDED BARS 6ATop Sacs rastoo am ur am am am aas am am is praYdetl a a as 628atbmBars mallaa am aaa am am aaa aaa am am 10 - DESIGN$rS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 24 1_2-105 1-2-105 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 75 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTBuNer Verson 2012 Date: Nard1.03, 2015 Time 16A3,10 File: Support Lin 75 1- PROJECT TfrLE TuWAla Village Buliding E 1 A Desgn Still Suppod We 75 121,osd Case: Servioe(S+lstaiaed Lmo 1.00xShcvegld,= 1.00xGeedb d+ 0.30xUmbad* 1.00xftstressft 2 -MEMBER ELEVATION Oam Oaao In] a E s s sm� s� 3-TOP REBAR 3.1 ADAPT seie'ctal?Eus" 1i ""-1t t:Exte^ 32ADAPTsi!Itatal 6 - BOTTOM REBAR SI ADAPT aMadef s- 5:2 ADAPT seketW m.eWEe'atlxs.r-..+.-.pfapls�fR;-�'t sEe-�ftr�E�aaa?t¢¢ 6 - REW RED 8 PROVIDED BARS 6.1 Top Smm MUM oar avavas am im ami^_ am cts amass am 1R am am Itrl _ pro+hfad as a or 625adam Bars i%em aw aw am am ass am am am aax amaw am om am om 10 -DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 25 L2-106 1-2-1 b6 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 76 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT8uider Version 2012 Dees Marc' 03, 2015 Tme:16,43:10 Fie: SuWari lie 76 1 - PROJECT TIRE: Tukw la Village Building E 1.1 DesignSft: Suppod Lim 76 1.2 Load Case:Se�iae(Su�ned Lmdj 1A0xSdtveWA- 1.00xDeadl*d, 0.30xUmmiaad+ 1.00xPesbMng 2-MEMBER. ELEVATION 0 I I I 3 - TOP RaMR 3.1 ADAPT seeded Y � 3,2ADAPT sekded + .>bxro• s +Fauc .. xse- s ? �- 5-BOTTOM REBAR 5.4 ADAPT sdeded - 5.2ADApT 9 Wed r 'sxav 6 - REQUIRED & PROMDED BARS 6A TopSars ZA 1. aaa za zm paMbed 626dtom Bag mmc as aIDa am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 26 L2-107 L2-107 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Build ingE_5_2.adm FLOOR -PRO 2012 SUPPORT LINE 77 ADAPT- ST UCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Buider Version 2D12 Date lAwdi 03, 2015 Tsaa:1&43.10 Fte: Support Line T7 9 - PROJECT TITLE TukvAla Village Bulling E 1,9 OftV Slab: Support Urw 77 1..2 Load Case: Sewb!(Sustahed Lmd) 1..MxSeff,%*td+ 1.00 xDead bed+ 0.30 xUm bad+ 1.0G x Plesbessing 2-MEMBER ELEVATION Q (/.`�J 1 IE II II f1 11 I I It II II fi II I ! Ii II II li II j 3 - TOP R ®AR 3.1 ADAPTsebctad 32ADAP'i.ieetaii sc a uc- 3 asxza- 5-BOTTOM REBAR Sri ADAPT a IR" 52 ADAPT sekded G - REQUIRED & PROVIDED BARS 6.1-roo Bars ^ ooO im oea. ray axm r.m prWded a 0 -628diom tiaa wpw. wcv wm awa waa. wm om 10 - DEStGNEWS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 27 1-2-108 1-2-168 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: Building E_5_2.adm FLOOR -PRO 2012 ' SUPPORT LINE 53 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM fDAP1_43u1der VMwG0 2012 Date March 03;2015 Tine 16:43:1D Fle: Supovi line S3 1 - PROJECT TITLE:Tu$*Ia Village Building E 1.1 DaG1r st*: saPPad UW 53 12 Load Case: Savoe(Sustaned Lindy 1.00xSdfieVA, 1.00xDead1ad+ 0.30xLinebad- 1.00xPirestm sing 2 -MEMBER ELEVATM l01 NM 71 i 3-TOPRSMR 3.1 ADAPT selected 32 ADAPT wkdW 5 - BOTTOTA REBAR 5.1ADAPT aele e 52ADAPT -selected xr a.v�zsv.®r ���s�oears..aeonrvn a.�sm.�s�»-:ao�a� 6 - REQUIRED &PROVIDED BARS 6.1Tap Bars JIM am xas am am am am one am am am am amm t�R xs Pavteea is 07E 62BdtanlBa�e a�oc am oaa o.m am am am ON am am am am amm 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 28 r N O CO Required Reinforcing - Top Mat 03/03/15 17:58:41 Tukwila Village Building E 7:58: BuildingE_5.adm Level 2 r- TL y I -=Jj F-ILL L—ik=-4 Required Reinforcing - Top Mat 03/03/15 18:01:08 Tukwila Village Building E BuildingE-5.adm Level 2 r- L Required Reinforcing - Top Mat 03/03/15 18:01:32 Tukwila Village Building E BuildingE-5.adm Level 2 0 0 F-I F- 0 0 D 0 0 0 0 0 0 0 LI To U U 0 0 0 0 0 0 - - ----- -------- I- 0 D 0 i -- - --- --------- 0 0 0 0 Required Reinforcing - Bot Mat 03/03/15 17:59:29 Tukwila Village Building E BuildingE-5.adm Level 2 Fol _0 Ell Ej i � | o o o o ------------------- | D O O o O D U Required Reinforcing - Bot Mat 03/03/15 18:00:22 Tukwila Village Building E n o N r— � � ° 0 0 0 0 � 0 o a o 0 0 0 0 01 O � , 0 0 0 0 0 0 U 0 0 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y W x Required Reinforcing - Bot Mat 0 18:00:35 5 Tukwila Village Building E 8: BuildingE_5.adm Level 2 r N A 1-2-115 1-2-115 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Punching Shear Stress Check Parameters COLUMN SECTION [: 1�x WA r,X Label Condition Axis Effective depth Design length rr Design length ss Design area Section constant Gamma in in in in2 in4 Column 59 Corner rr 13.75 24.88 24.88 6.84E+002 4.95E+004 0.40 Column 59 Comer ss 13.75 24.88 24.88 6.84E+002 4.95E+004 0.40 Column 60 Interior rr 13.75 31.75 31.75 1.75E+003 3.07E+005 0.40 Column 60 Interior ss 13.75 31.75 31.75 1.75E+003 3.07E+005 0.40 Column 61 Interior rr 13.75 1 31.75 31.75 1.75E+003 3.07E+005 0.40 Column 61 Interior ss 13.75 31.75 31.75 1.75E+003 3.07E+005 0.40 Column 62 End rr 13.75 31.75 24.88 1.12E+003 8.73E+004 0.37 Column 62 Ede ss 13.75 31.75 24.88 1.12E+003 2.16E+005 0.43 Column 63 Interior rr 13.75 49.75 25.75 2.08E+003 2.77E+005 0.32 Column 63 Interior ss 13.75 49.75 25.75 2.08E+003 7.42E+005 0.48 Column 64 Interior rr 13.75 1 37.75 31.75 1.91E+003 I 3.49E+005 0.38 Column 64 Interior ss 13.75 37.75 31.75 1.91E+003 4.51E+005 0.42 Column 65 Interior rr 13.75 37.75 25.75 1.75E+003 2.22E+005 0.36 Column 65 Interior ss 13.75 37.75 25.75 1.75E+003 3.92E+005 0.45 Column 66 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 66 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 67 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 67 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 68 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 68 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 69 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 69 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 71 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 71 Interior ss 8.75 20.75 38.75 1.04E+003 i 8.83E+004 0.33 Column 72 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 72 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 73 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 73 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 74 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 74 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 75 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 75 Ede ss 8.75 20.75 28.38 6.78E+002 6.11E+004 0.36 Column 76 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 76 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 77 Interior rr 8.75 1 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 77 Interior ss 8.75 20.75 1 38.75 1 1.04E+003 8.83E+004 0.33 Column 78 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 78 Interior ss 8.75 20.75 1 32.75 1 9.36E+002 7.70E+004 0.35 Column 79 Interior rr 13.75 25.75 43.75 1.91E+003 5.50E+005 0.46 Column 79 Interior ss 13.75 25.75 43.75 1.91E+003 2.50E+005 0.34 Column 81 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 81 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 69 L2-116 L2-1'16 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Column 82 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 82 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 83 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 83 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 84 Interior rr 13.75 25.75 43.75 1.91E+003 5.50E+005 0.46 Column 84 Interior ss 13.75 25.75 43.75 1.91E+003 2.50E+005 0.34 Column 85 Interior I rr 8.75 20.75 1 32.75 9.36E+002 1.52E+005 0.46 Column 85 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 86 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 86 Ede ss 8.75 20.75 28.38 6.78E+002 6.11 E+004 0.36 Column 88 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 88 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 89 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 89 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 90 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 90 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 91 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 91 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 92 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 92 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 93 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 93 Ede ss 8.75 20.75 28.38 6.78E+002 6.11E+004 0.36 Column 94 Comer rr 8.75 16.38 28.38 3.92E+002 3.65E+004 0.47 Column 94 Comer ss 8.75 16.38 28.38 3.92E+002 1.02E+004 0.34 Column 96 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 96 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 97 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 97 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 98 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 98 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 99 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 99 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 100 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 100 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 101 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 101 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 102 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 102 Ede ss 8.75 20.75 28.38 6.78E+002 6.11 E+004 0.36 Column103 Interior rr 13.75 31.75 37.75 1.91E+003 4.51E+005 0.42 Column 103 Interior ss 13.75 31.75 37.75 1.91 E+003 3.49E+005 0.38 Column 104 Interior rr 13.75 25.75 43.75 1.91 E+003 5.50E+005 0.46 Column 104 Interior ss 13.75 25.75 43.75 1.91E+003 2.50E+005 0.34 Column 105 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 105 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 106 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 106 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 107 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 107 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 109 Interior rr 13.75 31.75 31.75 1.75E+003 3.07E+005 0.40 Column 109 Interior ss 13.75 31.75 31.75 1.75E+003 3.07E+005 0.40 Column 110 Interior rr 13.75 25.75 49.75 2.08E+003 7.42E+005 0.48 Column 110 Interior ss 13.75 25.75 49.75 2.08E+003 2.77E+005 0.32 Column 111 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 111 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 112 Interior rr 13.75 25.75 37.75 1.75E+003 I 3.92E+005 0.45 Column 112 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 113 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 113 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 114 Interior rr 13.75 49.75 25.75 2.08E+003 2.77E+005 0.32 Column 114 Interior ss 13.75 49.75 25.75 2.08E+003 7.42E+005 0.48 Column 115 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 115 Interior ss 13.75 25.75 37.75 1.75E+003 I 2.22E+005 0.36 Column 116 Interior rr 13.75 37.75 25.75 1.75E+003 2.22E+005 0.36 Column 116 Interior ss 13.75 37.75 25.75 1.75E+003 3.92E+005 0.45 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 70 L2-)17 1-2-117 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Wall 106 Corner rr 8.75 37.13 14.38 4.51E+002 7.65E+003 0.29 Wall 106 Corner ss 8.75 37.13 14.38 4.51E+002 7.06E+004 0.52 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 71 18:03:48 BuildingE_5.adm Column IDs Tukwila Village Building E Level 2 SR_r 1.38 SR_r = 1.10 SR 1.25 SR_s = 0.92 -s Rei force Reinforce Col mn 59 Column 62 SR_r ® 0.72 SR_s = 0.75 ❑K i 0 SR 0.9 SR_s = L0Flo ❑K o SR-r = 0,72 SR_ ❑K 0 SR_r 0.79 SR-s = 0.63 SR_r� SR_s = 1.03 Reinforce Column 74 R r - 0.83 SR r 0.48 R_s = 067 SR_s 0.34 R_r R_r - r = 1.00 R_s = 0.99 SR_s = 1.41 SR_s = 1.00 ❑K Reinforce Relnfj� rce 81 Column 93 SMD lrA1� 110Z SR_s = 103 Reinforce Column 101 SR_r 0 1.02SR_r Q 11) 06SR_r 0 1.16 SR_r 0 1,36SR_r 0 1,39SR_r 0 1.27SR-r 0 1.05 SR s .Rs = 00 SR_s = 1.09 SR_s = 133SR_s = 1.37SRs = 125SR s =1,04 Relnforce Relnfore Relnforce Relnforce Relnforce Reinforce Reinforce Column 69 Column Column 84 Column 92 Column 100 Column 107 Column 113 SR_r SR s = SR_r Se2r, 3R6r 1. 4SR_r 1.85 0 0 = S�4r = 1.56SR_ p = S.R7r - OK 1.02 SR_s = S,R7s = SI03s = 1. RelnfordZeinford�elnforce 3SR_s = 1.75SR_r Relnforce SR_s = 3143s = 1.46SR_ = S1�6s = 0.98 Column Rblumn �blumn 8 Column 83 Rein FOrd�einforce Column 4$lolumn Re' 99 Col ford�elnforce 1061umn 112 SIR - 0.87 SR- S,R"r - TZ8 - 0.99 SR1.31 0 a jmn 0 0 SR-s = _r 093 SR-s = SR6s = DU$s = 0 _r 91 SR_s = 1,25 SR_r - SZ5- - 0,76 SR_ Sllb - lr - 056 SR_r - 1 OK Relnforce ❑K ❑K Relnforce SR_s = DWI = 077SR_ = �ls = 0.57SR_s = 1 Column 67 Column 82 UK ❑K ❑K UK Relnforc Column 1 SR-r S06r 1.19 SR_ 0 V�D1r a 0.87 o SR_s = 629s = 1.08SR_ 3 - SfS-s = 0.79 SR_r 10,71 SR r IL SR10r OSO r IL SSR_r 0-ReinRelnford�elnforce ❑K ❑K o SR_ = 0.85 cR_s = SR9s = 0 8Ls = 9-R_s = 1 29 Column Elumn 97 SR = OK Reinforce ❑K Relnfor e Reinforce SR_s❑K -- Column 66 Column 6 Column 81 SR_r SR7r 1.27 SR_ 1,14 SR-r 0.99 SR_s = T.R2s = 1 18 SR = 1,10 SR_s = 099 Reinford�inforce Reln orce UK Column ffilumn 96 Colu n 103 Punching Shear Check 03/03/15 18:04:30 Tukwila Village Building E 18:04:30 BuildingE_5.adm Level 2 96 19 )7 )8 76 82 0 r N 1-2-120 111-2-1 °20 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Punching Shear Stress Check Result cY COLUMN SECTION Load Comb ination: Strength(Dead and Live) r,X Label Condition Axis Factored shear Factored moment Stress due to shear Stress due to moment Total stress Allowable stress Stress ratio k k-ft ksi ksi ksi ksi Column 59 Corner rr -154.935 15.409 0.226 0.066 0.292 0.212 1.38 Column 59 Corner ss -154.935 59.436 0.226 0.039 0.266 0.212 1.25 Column 60 Interior rr -361.225 10.109 0.207 0.003 0.209 0.214 0.98 Column 60 Interior ss -361.225 -26.012 0.207 0.006 0.213 0.214 1.00 Column 61 Interior rr -269.502 -0.858 0.154 0.000 0.155 0.214 0.72 Column 61 Interior ss -269.502 -27.009 0.154 0.007 0.161 0.214 0.75 Column 62 End rr -201.068 2.557 0.179 0.053 0.232 0.212 1.10 Column 62 Ede ss -201.068 -42.327 0.179 0.016 0.195 0.212 0.92 Column 63 Interior rr -314.419 -3.992 0.151 0.001 0.152 0.214 0.71 Column 63 Interior ss -314.419 1 153.744 0.151 0.030 1 0.181 0.214 0.85 Column 64 Interior rr -351.401 -4.940 0.184 0.001 0.185 0.214 0.87 Column 64 Interior ss -351.401 74.966 0.184 0.016 0.200 0.214 0.93 Column 65 Interior rr -266.422 8.393 0.153 0.002 0.155 0.214 0.72 Column 65 Interior ss -266.422 15.348 0.153 0.004 0.157 0.214 0.73 Column 66 Interior rr -299.582 -22.324 0.288 0.011 0.299 0.214 1.40 Column 66 Interior ss -299.5821 -20.659 0.288 0.010 1 0.297 0.214 1.39 Column 67 Interior rr -248.707 56.920 0.239 0.028 0.267 0.214 1.25 Column 67 Interior ss -248.707 -18.538 0.239 0.009 0.247 0.214 1.16 Column 68 Interior rr -288.521 -65.870 0.308 0.039 0.347 0.214 1.62 Column 68 Interior ss -288.521 -9.528 0.308 0.005 0.313 0.214 1.47 Column 69 Interior rr -375.208 15.756 0.215 0.004 0.219 0.214 1.02 Column 69 Interior ss -375.208 3.672 0.215 0.001 0.216 0.214 1.01 Column 71 Interior rr -178.126 -14.280 0.171 0.007 0.178 0.214 0.83 Column 71 Interior ss -178.126 5.087 0.171 0.002 0.173 0.214 0.81 Column 72 Interior rr -127.710 44.132 0.123 0.022 0.144 0.214 0.68 Column 72 Interior ss -127.710 1.297 0.123 0.001 0.123 0.214 0.58 Column 73 Interior rr -205.825 -45.930 0.220 0.027 0.247 0.214 1.16 Column 73 Interior ss -205.825 0.469 1 0.220 0.000 0.220 0.214 1.03 Column 74 Interior rr -206.018 4.333 0.220 0.003 0.223 0.214 1.04 Column 74 Interior ss -206.018 0.824 0.220 0.000 0.220 0.214 1.03 Column 75 End rr -89.614 4.849 0.132 0.034 0.167 0.212 0.79 Column 75 Ede ss -89.614 1.897 0.132 0.001 0.134 0.212 0.63 Column 76 Interior rr -215.031 -19.146 0.207 0.009 0.216 0.214 1.01 Column 76 Interior ss -215.031 -2.710 0.207 0.001 0.208 0.214 0.97 Column 77 Interior rr -197.885 42.390 0.190 0.021 0.211 0.214 0.99 Column 77 Interior ss -197.885 1 7.488 0.190 0.003 0.194 1 0.214 0.91 Column 78 Interior rr -282.339 1 -48.177 1 0.302 0.028 0.330 0.214 1.54 Column 78 Interior ss -282.339 1 7.254 1 0.302 0.004 0.306 0.214 1.43 Column 79 Interior rr -408.637 61.084 1 0.214 0.014 0.227 0.214 1.06 Column 79 Interior ss -408.637 0.333 0.214 0.000 0.214 0.214 1.00 Column 81 Interior rr -278.809 -52.766 0.268 0.026 0.294 0.214 1.37 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 72 L2-121 L2-121 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Column 81 Interior ss -278.809 16.294 0.268 0.008 0.275 0.214 1.29 Column 82 Interior rr -247.808 26.843 0.265 0.016 0.280 0.214 1.31 Column 82 Interior ss -247.808 5.052 0.265 0.003 0.268 0.214 1.25 Column 83 Interior rr -347.444 -41.802 0.371 0.025 0.396 0.214 1.85 Column 83 Interior ss -347.444 -3.561 0.371 0.002 0.373 0.214 1.75 Column 84 Interior rr -446.023 69.202 0.233 0.015 0.249 0.214 1.16 Column 84 Interior ss -446.023 -2.674 0.233 0.001 0.234 0.214 1 1.09 Column 85 Interior rr -189.958 6.526 0.203 0.004 0.207 0.214 0.97 Column 85 Interior ss -189.958 -10.915 0.203 0.006 0.209 0.214 0.98 Column 86 End rr -95.830 8.390 0.141 0.034 0.175 0.212 0.83 Column 86 Ede ss -95.830 2.123 0.141 0.002 0.143 0.212 0.67 Column 88 Interior rr -243.447 -32.785 0.234 0.016 0.250 0.214 1.17 Column 88 Interior ss -243.447 -11.614 0.234 0.005 0.239 0.214 1.12 Column 89 Interior rr -193.957 80.674 0.186 0.040 0.226 0.214 1.06 Column 89 Interior ss -193.957 -10.266 0.186 0.005 0.191 0.214 0.89 Column 90 Interior rr -121.926 -13.082 0.130 0.008 0.138 0.214 0.65 Column 90 Interior ss -121.926 -6.830 0.130 0.004 0.134 0.214 0.63 Column 91 Interior rr -281.597 -48.493 0.301 0.029 0.329 0.214 1.54 Column 91 Interior ss -281.597 -6.927 0.301 0.004 0.305 0.214 1.43 Column 92 Interior rr -496.156 21.209 0.284 0.005 0.290 0.214 1.36 Column 92 Interior ss -496.156 1.086 0.284 0.000 0.284 0.214 1.33 Column 93 End rr -196.381 24.732 0.290 0.063 0.353 0.212 1.66 Column 93 Ede ss -196.381 -14.125 0.290 0.010 0.300 0.212 1.41 Column 94 Comer rr -27.168 -6.149 0.069 0.032 0.101 0.212 0.48 Column 94 Comer ss -27.168 -13.856 1 0.069 0.003 0.073 0.212 0.34 Column 96 Interior rr -257.385 -50.184 0.247 0.025 0.272 0.214 1.27 Column 96 Interior ss -257.385 11.298 0.247 0.005 0.252 0.214 1.18 Column 97 Interior rr -233.690 61.235 0.224 0.030 0.255 0.214 1.19 Column 97 Interior ss -233.690 14.438 0.224 0.007 0.231 0.214 1.08 Column 98 Interior rr -148.489 -5.135 0.159 0.003 0.162 0.214 0.76 Column 98 Interior ss -148.489 9.657 0.159 0.005 0.164 0.214 0.77 Column 99 Interior rr -288.364 -43.846 1 0.308 0.026 0.334 0.214 1.56 Column 99 Interior ss -288.364 8.005 0.308 0.004 0.312 0.214t1.46Column 100 Interior rr -511.330 19.001 0.293 0.005 0.298 0.214Column 100 Interior ss -511.330 -0.246 0.293 0.000 0.293 0.214Column 101 Interior rr -385.032 20.069 0.220 0.005 0.226 0.214Column 101 Interior ss -385.032 -1.938 0.220 0.000 0.221 0.214 Column 102 End rr -116.303 10.056 0.172 0.041 0.213 0.212 1.00 Column 102 Ede ss -116.303 1.172 0.172 0.001 0.172 0.212 0.81 Column 103 Interior rr -447.732 -46.606 0.234 0.010 0.244 0.214 1.14 Column 103 Interior ss -447.732 -7.906 0.234 0.002 0.236 0.214 1.10 Column 104 Interior rr -346.972 56.059 0.182 0.012 0.194 0.214 0.91 Column 104 Interior ss -346.972 -11.841 0.182 0.002 0.184 0.214 0.86 Column 105 Interior I rr -186.556 -6.676 1 0.107 0.002 0.109 0.214 0.51 Column 105 Interior ss -186.556 -9.366 0.107 0.002 0.109 0.214 0.51 Column 106 Interior rr -326.267 -51.699 0.348 0.030 0.379 0.214 1.77 Column 106 Interior ss -326.267 -9.472 0.348 0.005 0.354 0.214 1.66 Column 107 Interior rr -463.851 23.590 0.266 0.006 0.272 0.214 1.27 Column 107 Interior ss -463.851 -1.870 0.266 0.000 0.266 0.214 1.25 Column 109 Interior rr -365.316 -13.646 0.209 0.003 0.213 0.214 0.99 Column 109 Interior ss -365.316 -7.361 1 0.209 0.002 0.211 0.214 0.99 Column 110 Interior I rr -347.534 100.168 0.167 0.019 0.187 0.214 0.87 Column 110 Interior ss -347.534 11.939 0.167 0.002 0.170 0.214 0.79 Column 111 Interior rr -207.349 -5.473 0.119 0.001 0.120 0.214 0.56 Column 111 Interior ss -207.349 9.606 0.119 0.002 0.121 0.214 0.57 Column 112 Interior rr -362.641 -36.320 0.208 0.009 1 0.217 0.214 1.02 Column 112 Interior ss -362.641 8.062 0.208 0.002 0.210 0.214 0.98 Column 113 Interior rr -387.055 12.269 1 0.222 0.003 0.225 0.214 1.05 Column 113 Interior I ss -387.055 -0.774 0.222 0.000 0.222 0.214 1.04 Column 114 Interior rr -330.201 -13.047 0.159 0.002 0.161 0.214 0.76 Column 114 Interior ss -330.201 -85.579 0.159 0.017 0.176 0.214 0.82 Column 115 Interior rr -398.791 -4.918 0.228 0.001 0.230 0.214 1.07 Column 115 Interior ss -398.791 -7.014 0.228 0.002 1 0.230 0.214 1.08 Column 116 Interior rr -356.661 6.549 0.204 0.002 1 0.206 0.214 1 0.96 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 73 L2-122 . , L2-122 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Column 116 Interior ss -356.661 -29.598 0.204 0.008 0.212 0.214 0.99 Wall106 Corner rr -10.062 -0.000 0.022 0.006 0.028 0.171 0.16 Wall106 Corner ss -10.062 11.313 0.022 0.006 0.028 0.171 0.17 Load Comb ination:Strenath(Dead Load Only) Label Condition Axis Factored shear Factored moment Stress due to shear Stress due to moment Total stress Allowable stress Stress ratio k k-ft ksi ksi ksi ksi Column 59 Corner rr -124.920 9.898 0.183 0.055 0.237 0.212 1.12 Column 59 Corner ss -124.920 44.852 0.183 0.034 0.216 0.212 1.02 Column 60 Interior rr -296.817 6.502 0.170 0.002 0.172 0.214 0.80 Column 60 Interior ss -296.817 -18.969 0.170 0.005 0.175 0.214 0.82 Column 61 Interior rr -207.859 0.360 0.119 0.000 0.119 0.214 0.56 Column 61 Interior ss -207.859 -19.905 0.119 0.005 0.124 0.214 0.58 Column 62 End rr -168.113 0.628 0.150 0.045 0.195 0.212 0.92 Column 62 Ede ss -168.113 -32.409 0.150 0.012 0.162 0.212 0.77 Column 63 Interior rr -257.677 -3.113 0.124 0.001 0.125 0.214 0.58 Column 63 Interior ss -257.677 1 122.737 0.124 0.024 0.148 0.214 0.69 Column 64 Interior rr -288.027 -4.650 0.151 0.001 0.152 0.214 0.71 Column 64 Interior ss -288.027 59.202 0.151 0.013 0.163 0.214 0.76 Column 65 Interior rr -225.305 6.863 0.129 0.002 0.131 0.214 0.61 Column 65 Interior ss -225.305 10.540 0.129 0.003 0.132 0.214 0.62 Column 66 Interior rr -233.218 -14.283 0.224 0.007 0.231 0.214 1.08 Column 66 Interior ss -233.2181 -17.980 0.224 0.008 0.232 0.214 1.09 Column 67 Interior rr -196.068 36.263 0.188 0.018 0.206 0.214 0.96 Column 67 Interior ss -196.068 -15.723 0.188 0.007 0.196 0.214 0.92 Column 68 Interior rr -240.592 -56.621 0.257 0.033 0.290 0.214 1.36 Column 68 Interior ss -240.592 -7.410 0.257 0.004 0.261 0.214 1.22 Column 69 Interior rr -305.337 8.860 0.175 0.002 0.177 0.214 0.83 Column 69 Interior ss -305.337 3.026 0.175 0.001 0.176 0.214 0.82 Column 71 Interior rr -123.724 -4.171 0.119 0.002 0.121 0.214 0.57 Column 71 Interior ss -123.724 4.415 0.119 0.002 0.121 0.214 0.57 Column 72 Interior rr -91.165 20.656 0.088 0.010 0.098 0.214 0.46 Column 72 Interior ss -91.165 1.330 0.088 0.001 0.088 0.214 0.41 Column 73 Interior rr -172.955 -34.523 0.185 0.020 0.205 0.214 0.96 Column 73 Interior ss -172.955 0.447 0.185 0.000 0.185 0.214 0.87 Column 74 Interior rr -161.321 2.410 0.172 0.001 0.174 0.214 0.81 Column 74 Interior ss -161.321 1.077 0.172 0.001 0.173 0.214 0.81 Column 75 End rr -60.022 3.182 0.089 0.023 0.112 0.212 0.53 Column 75 Ede ss -60.022 2.027 0.089 0.001 0.090 0.212 0.42 Column 76 Interior rr -150.036 -7.516 0.144 0.004 0.148 0.214 0.69 Column 76 Interior ss -150.036 -3.617 0.144 0.002 0.146 0.214 0.68 Column 77 Interior rr -143.397 18.635 0.138 0.009 0.147 0.214 0.69 Column 77 Interior ss -143.397 1 4.648 1 0.138 0.002 0.140 0.214 1 .65 Column 78 Interior rr -236.140 1 -36.978 1 0.252 0.022 1 0.274 1 0.214 1.28 Column 78 Interior ss -236.140 1 5.501 1 0.252 0.003 1 0.255 0.214 1.19 Column 79 Interior rr -327.571 46.406 0.171 0.010 0.182 0.214 0.85 Column 79 Interior ss -327.571 0.415 0.171 0.000 0.171 0.214 0.80 Column 81 Interior rr -195.364 -41.597 0.188 0.020 0.208 0.214 0.97 Column 81 Interior ss -195.364 12.985 0.188 0.006 0.194 0.214 0.91 Column 82 Interior rr -181.404 11.850 0.194 0.007 0.201 0.214 0.94 Column 82 Interior ss -181.404 5.089 0.194 0.003 0.197 0.214 0.92 Column 83 1 Interior rr -288.881 1 -30.551 0.309 0.018 0.327 0.214 1.53 Column 83 Interior ss -288.881 -3.840 0.309 0.002 0.311 0.214 1.45 Column 84 Interior rr -362.551 52.879 0.190 0.012 0.201 0.214 0.94 Column 84 Interior ss -362.551 -2.917 0.190 0.001 0.190 0.214 0.89 Column 85 Interior rr -148.096 3.517 0.158 0.002 0.160 0.214 0.75 Column 85 Interior ss -148.096 -8.088 0.158 0.005 0.163 0.214 0.76 Column 86 End rr -65.368 5.865 0.096 0.023 0.119 0.212 0.56 Column 86 Ede ss -65.368 0.755 0.096 0.001 0.097 0.212 0.46 Column 88 Interior rr -178.400 -16.702 0.171 0.008 0.180 0.214 0.84 Column 88 Interior ss -178.400 -7.368 0.171 0.003 0.175 0.214 0.82 Column 89 Interior rr -129.410 62.403 0.124 0.031 0.155 0.214 0.73 Column 89 Interior ss -129.410 -4.971 0.124 0.002 0.127 0.214 0.59 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 74 L2A23 L2-123 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 Column 90 Interior rr -86.824 -13.908 0.093 0.008 0.101 0.214 0.47 Column 90 Interior ss -86.824 -3.583 0.093 0.002 0.095 0.214 0.44 Column 91 Interior rr -232.319 -39.141 0.248 0.023 0.271 0.214 1.27 Column 91 Interior ss -232.319 -4.865 0.248 0.003 0.251 0.214 1.17 Column 92 Interior rr -396.880 16.610 0.227 0.004 0.232 0.214 1.08 Column 92 Interior ss -396.880 0.897 0.227 0.000 0.227 0.214 1.06 Column 93 End rr -149.807 18.291 1 0.221 0.049 0.270 0.212 1 1.27 Column 93 Ede ss -149.807 -9.874 0.221 0.007 0.228 0.212 1.08 Column 94 Comer rr -18.875 -6.707 0.048 0.025 0.073 0.212 0.35 Column 94 Comer ss -18.875 -7.241 0.048 0.005 0.053 0.212 0.25 Column 96 Interior rr -208.628 -36.482 0.200 0.018 0.218 0.214 1.02 Column 96 Interior ss -208.628 9.307 0.200 0.004 0.205 0.214 0.96 Column 97 Interior rr -187.094 44.274 0.180 0.022 0.201 0.214 0.94 Column 97 Interior ss -187.094 11.797 0.180 0.005 0.185 0.214 0.87 Column 98 Interior rr -122.697 -4.672 0.131 0.003 0.134 0.214 0.63 Column 98 Interior ss -122.697 7.600 0.131 0.004 0.135 0.214 0.63 Column 99 Interior rr -239.715 -34.243 0.256 0.020 0.276 0.214 1.29 Column 99 Interior ss -239.715 6.042 0.256 0.003 0.259 0.214 1.21 Column 100 Interior rr -410.750 15.075 0.235 0.004 0.239 0.214 1.12 Column 100 Interior ss -410.750 -0.225 0.235 0.000 1 0.235 0.214 1.10 Column 101 Interior rr -310.260 15.495 0.178 0.004 0.182 0.214 0.85 Column 101 Interior ss 1 -310.260 1 -1.643 1 0.178 0.000 1 0.178 1 0.214 0.83 Column 102 End rr -90.194 5.474 0.133 0.034 0.167 0.212 0.79 Column 102 Ede ss -90.194 0.626 0.133 0.000 0.133 0.212 0.63 Column 103 Interior rr -364.147 -36.972 0.191 0.008 0.198 0.214 0.93 Column 103 Interior ss -364.147 -7.354 0.191 0.002 0.192 0.214 0.90 Column 104 Interior rr -281.754 42.544 0.147 0.009 0.157 0.214 0.73 Column 104 Interior ss -281.754 -9.689 0.147 0.002 0.149 0.214 0.70 Column 105 Interior I rr -153.984 -5.636 0.088 0.001 0.090 0.214 0.42 Column 105 Interior ss -153.984 -7.521 0.088 0.002 0.090 0.214 0.42 Column 106 Interior rr -263.432 -40.304 0.281 0.024 0.305 0.214 1.43 Column 106 Interior ss -263.432 -7.839 0.281 0.004 0.286 0.214 1.34 Column 107 Interior rr -382.267 17.684 0.219 0.005 0.223 0.214 1.05 Column 107 Interior ss -382.267 -1.287 0.219 0.000 0.219 0.214 1.03 Column 109 Interior rr -299.380 -9.927 0.171 0.002 0.174 0.214 0.81 Column 109 Interior ss -299.380 -5.002 0.171 0.001 0.173 0.214 0.81 Column 110 Interior rr -278.540 83.543 0.134 0.016 0.150 0.214 0.70 Column 110 Interior ss -278.540 9.361 0.134 0.002 0.136 0.214 0.64 Column 111 Interior rr -171.060 -4.785 0.098 0.001 0.099 0.214 0.46 Column 111 Interior ss -171.060 7.713 0.098 0.002 0.100 0.214 0.47 Column 112 Interior rr -289.510 -30.196 0.166 0.008 0.174 0.214 0.81 Column 112 Interior ss -289.510 6.433 0.166 0.002 1 0.167 0.214 0.78 Column 113 Interior rr -322.468 7.153 0.185 0.002 0.187 0.214 0.87 Column 113 Interior I ss -322.468 -0.070 0.185 0.000 0.185 0.214 0.86 Column 114 Interior rr -261.027 -11.634 0.126 0.002 0.128 0.214 0.60 Column 114 Interior ss -261.027 -70.601 0.126 0.014 0.139 0.214 0.65 Column 115 Interior rr -316.802 -4.410 0.181 0.001 0.183 0.214 0.85 Column 115 Interior ss -316.802 -5.763 0.181 0.001 0.183 1 0.214 0.86 Column 116 Interior rr -278.989 6.011 0.160 0.001 1 0.161 0.214 0.75 Column 116 Interior ss -278.989 -24.684 1 0.160 0.006 1 0.166 0.214 0.78 Wall 106 1 Corner I rr -6.811 1 -0.000 1 0.015 0.004 1 0.019 0.171 0.11 Wall 106 1 Corner I ss -6.811 1 9.697 1 0.015 0.006 1 0.022 0.171 0.13 Legend: CONDITION ..... (a)= Intersecting beam, wall, or other non -conforming geometry. Perform shear check manually. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 75 1-2-124 11_2-124 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT Load Combination: Strength(Dead and Live) Number of rails per side: 3 Column ID Number of studs/rail Stud diameter in Studs 1 2 3 4 5 6 59 9 0.63 Distance 6.75 13.50 20.50 27.25 34.25 41.00 (7)48.00 (8)54.75 (9)61.75 62 5 0.63 Distance 6.75 13.50 20.50 27.25 34.25 66 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 67 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 68 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 69 3 0.63 Distance 6.75 13.50 20.50 73 4 0.63 Distance 4.25 8.50 13.00 17.25 74 4 0.63 Distance 4.25 8.50 13.00 17.25 76 4 0.63 Distance 4.25 8.50 13.00 17.25 78 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 79 3 0.63 Distance 6.75 13.50 20.50 81 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 82 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 83 8 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 (7)30.50 (8)34.75 84 4 0.63 Distance 6.75 13.50 20.50 27.25 88 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 89 4 0.63 Distance 4.25 8.50 13.00 17.25 91 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 92 4 0.63 Distance 6.75 13.50 20.50 27.25 93 14 0.63 Distance 4.25 8.50 13.00 17.25 26.00 (7)30.50 (8)34.75 (9)39.25 10 43.50 K2175 12 52.25 13 56.75 14 61.00 96 5 0.63 Distance 4.25 8.50 13.00 17.25 97 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 99 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 100 4 0.63 Distance 6.75 13.50 20.50 27.25 101 3 0.63 Distance 6.75 13.50 20.50 102 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 103 4 0.63 Distance 6.75 13.50 20.50 27.25 106 8 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 (7)30.50 (8)34.75 107 4 0.63 Distance 6.75 13.50 20.50 27.25 112 3 0.63 Distance 6.75 13.50 20.50 113 3 0.63 Distance 1 6.75 13.50 20.50 115 3 0.63 Distance 1 6.75 13.50 20.50 Load Combination: Strength(Dead Load Only) Number of rails er side: 3 Column I Number I Stud I Studs 1 2 3 4 5 6 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 76 1-2-125 1,1-2-125 Project Name: Tukwila Village Building E Specific Data: Level 2 Date of execution: March 03, 2015 File Name: BuildingE_5.adm FLOOR -PRO 2012 ID of studs/rail diameter in 59 6 0.63 Distance 6.75 13.50 20.50 27.25 34.25 41.00 66 4 0.63 Distance 4.25 8.50 13.00 17.25 68 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 78 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 83 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 91 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 92 3 0.63 Distance 6.75 13.50 20.50 93 9 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 (7)30.50 (8)34.75 (9)39.25 96 4 0.63 Distance 4.25 8.50 13.00 17.25 99 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 100 3 0.63 Distance 6.75 13.50 20.50 106 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 107 3 0.63 Distance 6.75 13.50 20.50 Notes: Dimensions are in (in) Distance = distance of the vertical bars from the respective column face (7) 16.5 indicates layer 7 at distance 16.50 in from face of support. (7) 16.5* indicates layer 7 at distance 16.50 in from face of drop caps. "*" = exceeds maximum allowable by code Refer to details for arrangement. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 77 Unit lil 0.27 0.24 ,0.22 0.19 0.17 0.14 0.12 0.09 0.07 0.04 0.02 -0.01 -0.03 -0.06 -0.08 Z-Translation Service 18:11:19 Tukwila Village 18:11:0Units: in BuildingE_5.adv Level 2 Deformation unit: in 0.62 0.56 1 0.50 0.45 0.39 0.33 0.28 �0.22 y.. � 0.16 0.11 0.05 wrrr�Mrrr �' .0.12 -0.18 'win Z-Translation Cracked - Long Term 18:11:10 Tukwila Village 18:11:4Units: in BuildingE_5.adv Level 2 Deformation WL 71 WL-1 Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS ADDENDUM WOOD LATERAL DESIGN TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 Section Cover WL-2 , WL-2 H �L r (95' H.Z-)QN WL 3 ttM N li C� WL-3 070 49F -O-jtiL ,.,We-gAk., w."D tjv &-n4 (, V r,L ut wL-a wt-a b s 1 a L 1.0lty t 71 t .n ti R CIA 37U Z- •rits LfL. LC ':'I � t y � 1 WL-5 WL-5 Ht W WL-6 C, 13 6 I I C4\ 64 rp 1 14 ct wL-6 I WL-7 WL-7 pi Laeod Ali? 13 E: L) C o A41 67"" WL-8 WL-8 vs� K"7 i t KL. , ,k e3�2 i aeu-o ,w 2 aAvr CQR Room J �UEd'f 2 rj ia i� S?71 T Wl 6 7" V/ V WL-9 ` WL-9 Davido Consulting Group Date: 2/25/15 DICIG civil l structural l land use Made By: JN INCORPO_ATEID Project: Tukwila Village Bldg E Description: Allowable Shearfor Wood Structural Panel 2012 IBC / 2013 CBC Panel Nominal Minimum Comon or Galv. Box Nail Spacing at Panel Edges Grade Thickness Penetratior Nail Size 6" oc 4" oc 3" oc 2" oc 1 5/16 1.25 6d 180 270 350 450 C-D, C-C 3/82 220 320 410 530 Values for 7/162 1.375 8d 240 350 450 585 Douglas Fir 15/32 260 380 490 640 15/32 1.5 10d 19/32* * values from Table 2306.4.1 Stud Species = Doug Fir Specific Gravity 0.50 310 460 600 770 340 510 665 870 5/16 1.25 6d 180 270 350 450 C-D, C-C 3/82 220 320 410 530 Plywood 7/162 1.375 8d 240 350 450 585 Values for 15/32 260 380 490 640 3iven Species 15/32 1.5 10d 310 460 600 770 19/32 340 510 665 870 Notes: 1) Allowable shear values in framing members other than douglas fir -larch shall be calculated by multiplying the shear capacities for nails in DF by 1-(0.5-SG) 2) Values for 3/8 and 7/16 ply may be increased to the values allowed for 15/32, if framing is spaced maximum of 16" o.c. or panels are applied long way across the studs. 3) shaded values require 3x framing or Dbl 2x at abutting panel edges and foundation sil 4) Values are allowed to be increased 40% for wind design (Section 2306.4.1) WL-10 1,WL-10 Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Sill Plate Connections Allowable Loads Species = Doug Fir Member Thickness = 1 1/2 16d Box Nails Single Shear Per Nail w/ 33% Increase = 118 Ibs at 8" oc. = 178 plf at 6" oc. = 237 plf at 4" oc. = 355 plf at 3" oc. = 473 plf at 2" oc. = 710 plf 16d Common Nails Single Shear Per Nail w/ 33% Increase = 162 Ibs at 8" oc. = 243 plf at 6" oc. = 325 plf at 4" oc. = 487 plf at 3" oc. = 649 plf at 2" oc. = 974 plf Simpson LTP4 or LTP5 Per Plate = 515 Ibs at 24" oc. = 258 plf at 16" oc. = 386 plf at 12" oc. = 515 plf at 8" oc. = 773 plf at 12" oc. Ea Side = 1030 plf at 8" oc. Ea Side = 1545 plf Simpson A35 Per Plate = 595 Ibs at 24" oc. = 298 plf at 16" oc. = 446 plf at 12" oc. = 595 plf at 8" oc. = 893 plf at 12" oc. Ea Side = 1190 plf at 8" oc. Ea Side = 1785 plf WL-11 WL-11 Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN INCORPORATED Project: Tukwila Village Bldg E Description: Anchor Bolt Allowable Shear Values Concrete/Bolt Allowable Load Based on: a. fc = 4000 psi Wood/Bolt Allowable Load Based on: a. tm = 2ts C. Plate Species = Doug Fir 1/2" Dia. Bolts Concrete/Bolt Per Bolt = 1750 Ibs @ 48" oc.= 438 plf @ 32" oc.= 656 plf @ 16" oc.= 1313 plf @ 8" oc.= 2625 plf 5/8" Dia. Bolts Concrete/Bolt Per Bolt = 3050 Ibs @ 48" oc.= 763 plf @ 32" oc.= 1144 plf @ 16" oc.= 2288 plf @ 12" oc.= 3050 plf @ 8" oc.= 4575 plf 3/4" Dia. Bolts Concrete/Bolt Per Bolt = 4400 Ibs @ 48" oc.= 1100 plf @ 32" oc.= 1650 plf @ 16" oc.= 3300 plf @ 12" oc.= 825 plf @ 8" oc.= 6600 plf 2x Plate 3x Plate Wood/Bolt w/ 33% increase 865 Ibs 216 plf 324 pif 648 plf 1297 plf Wood/Bolt I Wood/Bolt w/ 33% increase w/ 33% increase 1237lbs 1423lbs 309 plf 356 pif 464 plf 534 plf 928 plf 1067 plf 1237 pif 1423 plf 1855 pif 2135 plf Wood/Bolt Wood/Bolt w/ 33% increase w/ 33% increase 1689lbs 1862lbs 422 plf 466 plf 633 plf 698 pif 1267 plf 1397 plf 1689 plf 1862 pif 2534 pif 2793 pif WL-12 WL-12 Davido Consulting Group civil ( structural ( land use Project: Description: Stud Species = Doug Fir Floor Straps Values From Simpson Stronq Tie C-2011 Strap Design I Load (kip) Notes MST 37 2.465 --- MST 48 3.695 --- MST 60 4.83 --- CMST14x 86" 6.49 --- CS16 1.705 -- 6 4.585 -- HDU 2 3.075 -- HDU 4 4.565 -- HDU 5 5.645 --- HDU 8 6.97 (3) 2x Studs Min HDU 11 11.175 (5) 2x Studs Min HDU 14 14.275 (5) 2x Studs Min Date: 2/25/15 Made By: A Tukwila Village Bldg E Holdown Allowable Shear Values Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Front/Back Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 33.7% Story shear(kips) = 31.56 Story height (ft) = 8.25 Total Width(ft) = 149.00 Story Wall Wall D ft Opening Width ft) Opening Height ft Opening to Edge ft Plate to Opening ft Trib.Width %Sharing ft Story V(kips) Sum V(kips) Story DL kl Sum DL kl Panel Shear (plf) Panel Edge Nailing Plate Shear (I BTM Plate Nailing Top Plate LTP4 Resuhant HD(kips)Window Force at (kips) Window "Strap Level L5 DI 6.00 0.00 0.00 0.00 0.00 18.00 18.7% 0.71 0.71 0.15 0.15 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 D2 4.50 0.00 0.00 0.00 0.00 18.00 14.0% 0.53 0.53 0.15 0.15 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. 0.87 NA NA Level L5 D3 4.00 0.00 0.00 0.00 0.00 18.00 12.4% 0.47 0.47 0.15 0.15 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. 0.92 NA NA Level L5 D4 17.67 0.00 0.00 0.00 0.00 18.00 54.9% 2.09 2.09 0.15 0.15 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. N/A NA NA -.'-.---------`----------•---..•---------------------------------'-•-'---.....•.---•-------------------------•-------------.....--'--•---------- Level LS El 23.00 0.00 0.00 0.00 0.00 29,00 50.0% 3.07 3.07 0.14 0.14 134 --•----------- 6" o.c. . ----------- 134 -------------'- 16d at 6" ac.. _'.--------- at I4" o.c. --`------` N/A --------------` NA `--------- NA Level l5 E2 23.00 0.00 0.00 0.00 0.00 29.00 50.0".b 3.07 3.07 0.14 0.14 134 6" o.c. 134 16d at 6" mc. at 24" o.c. N/A NA NA Level LS Fl 23.00 0.00 0.00 0.00 0.00 34.00 49.5% 3.56 3.56 0.14 0.14 155 6" o.c. ]SS 16d at 6" 'o.c. at 24" o.t. N/A NA NA Level L5 F2 23.50 0.00 0.00 0.00 0.00 34.00 50.5% 3.64 3.64 0.14 0.14 155 6" o.c. 35S 16d at 6'" o.c at 24" o.e N/A NA NA --"-'--•..................•---^_....•-""-•-"--••'•'-"•.....'-•_..••--'••'••-•'--•-•--'•-•-•-•'•'•-•-•'•-•"•..........._.° Level L5 GI 13.50 0.00 0.00 0.00 0.00 29.00 30.7% 1.89 1.88 0.14 ............... 0.14 .._. 140 .'--------- ............. 6" o.c. 240 ........... ...' 16d at 6" o.c. _..-•'^--.. at 24" me .......... N/A ............... NA .......... NA Level L5 G2 8.00 0,00 0.00 0.00 0100 29.00 18.2% 1.12 1.12 0.14 0.14 140 6" o.c. 140 16d at 6" ox, at 24" G.C. 0.88 NA NA Level L5 G3 12.00 0.00 0.00 0:00 0.00 29.00 27.3% 1.68 1.68 0.14 0.14 140 5" ox. 140 16d at 6" o.c. at 24" ox. N/A NA NA Level L5 G4 10.50 0.00 0.00 0.00 0.00 29.00 23.9% 1.47 1.47 0.14 0.14 L40 6" o.c 140 l6d at 6" o.c at 24" o.c N/A NA NA Level L5 HI 22.50 0,00 0.00 0.00 0,00 27.00 33.7% 1.93 1:93 0.14 0.14 85 6 o.c. 86 16d at 6" o.c. at 24" O.C. N/A NA NA Level L5 H2 19.67 0.00 0.00 0.00 0.00 27.00 29.5% 1.69 1.69 0.14 0.14 86 6" O.C. 86 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 H3 7.00 0.00 0.00 0.00 0.00 27.00 10.5% 0.60 0.60 0.14 0.14 86 6" o.c. 86 16d. at 6" o.c. at 24" o.c. N/A NA NA level L5 H4 7.50 0.00 0.00 0.00 0.00 27.OD 11.2% 0.64 0.64 0.14 0.14 86 6" O.C. 86 16d at 6" o.c. at 24" o.c N/A NA NA Level LS HS 10.00 0.00 0.00 0.00 0.00 27.00 15.0% 0.86 0.86 0.14 0.14 66 6" o.c. 86 16d at 6" o.c. at 24" o,c N/A NA NA Level LS I1 12.00 0.00 U.UO 0.00 0.00 12.66 63.2% 1.61 1.61 0.33 0.33 134 6" o.c. 134 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 13 13.00 6.00 4.00 2.10 1.00 12.00 36.8% 0.94 0.94 0.33 0.33 134 6" o.c. 72 16d at 6" o.c. at 24" o.c. N/A 0.84 CS36 Sum 260.34 31.56 31.56 Refer to attached analysis for walls sharing load between two sections of the building r w Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: )N Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" fb A. Bolt Controlling Case: Seismic Level L4 Frunt/Back Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 33.7% Story shear(kips) = 45.36 Accumulated shear(kips)=76.92 Story height (ft) = 9.25 Total Width(ft)= 149.00 Story Wall Wall D(ft) Opening Width ft Opening Height (ft) Opening to Edge ft Plate to Opening ft Trib.Width %Sharing ft Story V(kips) Sum V ki s Story DL klf Sum DL kl Panel Shear (I Panel Edge Nailing Plate I Shear I Plate Nallin Top Plate LTP4 I Resultant HD(kips) Force at ndow (kips) Window Strap Level L4 DS 6.00 0.00 0.00 0.00 0.00 18.00 18.7% 1.02 1.73 0.33 0.48 289 6" o.c. 289 16d at 6" o.c. at 26" o.c. 3.04 NA NA Level L4 D2 4.50 0.00 0.00 0.00 0.00 18.00 14.0% 0.77 1.30 0.33 0.48 289 6" o.c. 289 16d at 6" o.c. at 16" o.c. 3.38 NA NA Level L4 D3 4.00 0.00 0.00 0.00 0.00 18.00 12.4% 0.68 1.16 0.33 0.48 289 6" o.c. 289 16d at 6" o.c. at 16" o.c. 3.51 NA NA Level L4 D4 17.67 0.00 0.00 0.00 0.00 18.00 54.9% 3.01 5.10 0.16 0.32 289 6" o.c. 289 16d at 6" o.c. at 26" o.c. 2.02 NA NA ----------------- Level L4 --'------------------------------------------------------------------------- El 23.00 0.00 0.00 0.00 0.00 29.00 '----------------------------------------- 50.0% 4.41 7.49 0.37 D.51 '------------- 325 '-'-'------- 4" o.c. ----- -..... 325 ...._-._-_--_---- 16d at 4" o.c. ------------ at 26" o.c. ---------- N/A --------------- NA. ---------- NA Level L4 EZ 23.00 0.00 0.00 0.00 0.00 29.00 50.0% 4.41 7.49 0.37 D.51 325 4" o.c. 325 16d at 4" O.C. at 16" o.c. N/A NA NA Level L4 F 1 ........... 23.00 ..••• 0.00 -•-'•`•-•-'-"-`•'--•-•-•-•-•--...._......._....................._._..._._._.....-•-•"............ 0.00 0.00 0.00 34.00 49.5% 5.12 8.68 0.37 0.51 377 ............•. 4" O.C. ........... 377 ............... 16d at 4" o.c. ............. at 16" o.c. .......... 1.30 ............... NA .......... NA Level L4 F2 23.50 0.00 0.DO 0.00 0.00 34.00 50.5% 5.23 8.87 0.37 0.51 377 4" o.c. 377 16d at 4" o.c. at 16" o.c. 1.22 NA NA .............. •-' level l4 ..............'.---^"'-------••-............_,,,...................--....-........--..._._....._....._._._._..._......_......_._..... G1 13.50 0.00 0.00 0.00 0.00 29.00 30.7% 2.71 4.59 0.37 0.51 340 ........... 4" o.c. 340 --------------- 16d at 4" ox, ----•---••-- at 16" o.c. •--------- 2.33 ----- ......... NA NA Level L4 G2 8.00 0.00 O.DD 0.00 0.00 29.00 18.2% 1.61 2.72 0.17 0.30 340 4" o.c. 340 16d at 4" o.c. at 16" o.c. 3.81 NA NA Level L4 G3 12.00 0.00 0.00 0.00 0.00 29.00 27.3% 2.41 4.08 0,34 0.48 340 4" o.c. 340 16d at 4" o.c. at 16" o.c. 2.68 NA NA Level L4 G4 10.50 0.00 0.00 O.DO 0.00 29.00 23.9% 2.11 3.57 0.34 0.48 340 4" o.c. 340 16d at 4" o.c. at 16" o.c. 2.93 NA NA --,-".,.-.-'-'-'-----------------'--..........._..................,..........-•"-----................................._..................... " Level L4 H 1 22,50 0.00 ... 0.00 0.00 0.00 27.00 33.7% 2.77 4.70 01.29 0.43 209 ..... _........ 5" o.c. ........................... 209 16d at 5" o.c. ............ at 24" o.c. ........... N/A .......-------- NA --------.. NA Level L4 H2 19.67 0.00 0.00 O.DD 0.0D 27.00 2915% 2.42 4.11 0.29 0,43 209 6" o.c. 209 16d at 6" a.c. at 24" o.a N/A NA NA Level L4 H3 7.00 0.00 0.00 0.00 0.00 27.00 10.5% 0.96 1.46 0.29 0.43 209 6" O.C.. 209 16d at 6" 0.c, at 24" o.c. 1.87 NA NA Level L4 H4 7.50 0.00 0.00 0.00 0.00 27.00 11.2% 0.92 2.57 0.29 0.43 209 6" o.c. 209 16d at 6" ox. at 24" o.c. 1.79 NA NA Level L4 HS 10.00 0.00 0.00 0.00 0.00 27.00 15.0% 1.23 2.09 0129 0.43 209 6" o.c. .............. 209 .......................... 16d at 6" o.c. at 24" o.a ........_... 1.42 .......... NA. ............... NA ...................................................................................................a.............................................. Level L4 I1 5.33 D.00 0.00 0.00 0.00 12.00 28.Z% 1.03 1.75 0.37 0.70 328 4" O.C. 328 16d at 4" o.c. at 16" o.c. 2.10 NA .......... NA Level L4 12 6.58 0.00 0.00 0.00 0.00 12.00 34.8% 1.27 2.16 0.37 D.70 328 4" o.c. 328 16d at 4" o.c. at 16" o.c. 1.78 NA NA Level L4 13 13.00 6.00 4.00 2.10 1.00 12.00 37.0% 1.35 2.29 0.37 0.70 328 4" o.c. 176 16d at 6" o.c, at 24" o.c. N/A 2.06 CMSTC16 Sum 260.25 45.36 76.92 ' Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 icivil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Front/Rack Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 33.7% Story shear(kips) = 35.84 Story height (ft) = 9.25 Total Width(ft) = 149.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 112.76 r cn Story Wall Wall D(ft) Opening Width (ft) Opening Height ft Opening to Edge ft Plate to Opening ft Trib.Width %Sharing ft Story V(kips) Sum V(k1psJ Story DQklq Sum DL klf) Panel Shear(pIf) Panel Edge Nailing Plate Shear If) Plate Nailing Top Plate LTP4 I Resultant HD(kips)Window Force at (kips) Window Strap Level L3 Dl 6.00 0.00 0.00 0.00 0.00 18.00 18.7% 0.81 2.54 0.33 0.81 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 6.67 NA NA Level L3 D2 4.50 0.00 0.00 0.00 0.00 18.00 14.0% 0.61 1.91 0.33 0.81 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 7.29 NA NA Level L3 D3 4.00 0.00 0.00 0.00 0.00 18.00 12.4% 0.54 1.69 0.33 0.81 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 7.54 NA NA Level L3 D4 17.67 0.00 0.00 0.00 0.00 18.00 54.9% 2.38 7.48 0.16 0.48 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 5.16 NA NA -----------------------------------------------------------•---'------------------- Level L3 El 23.00 0.00 0.00 0.00 O.OD •..... ---'-------------------------------------- 29.OD 50.0% 3.49 10.97 0.37 '----------------------------- 0.88 477 3" D.C.. ----------- 477 -------•---•-•- 16d at 4" o.c. ------------ at 12" D.C. ---------- 2,52 --------------- NA ---------- NA Level L3 E2 23.00 0.00 0.00 0.00 0.00 29.00 50.0% 3.49 10.97 D.37 0.88 477 3" o.c. 477 16d at 4" o.c.. at 12" o.c. 2.52 NA NA ---..,....._..^ level L3 ....................'-'-------"..................................................---............................................... F1 23.00 0.00 0.00 0.00 0.00 34.00 49.5% 4.05 12.73 0.37 0.88 553 .............. 3" D.C. "'........ 553 '-"........... 16d at 3" o.c. ......`. ... at 8" D.C. '-_'....._ 3,92 ......................._. NA NA LevelL3 Level 1.3 --D.C. G1 13.50 0.00 0.00 0.00 0.00 29.00 30.7% 2.14 6.73 0.37 0.88 499 .............. 3" o.c. """..... 499 "--"..... --- 16d at 3"' o.c. ------------ at 12" o.c. -------... 5.56 ......_....^-- NA ......._._ NA Level L3 G2 8.00 0.00 0.00 0.00 0.00 29.00 18.2% 1.27 3.99 0.17 0,47 499 3" ox. 499 16d at 3" O.C, at 12" ox. 8.30 NA NA level L3 G3 12.00 OAO 0.00 0.00 0.00 29.00 27.3% 1.90 5.99 0.34 0.82 499 3" D.C. 499 16d at 3" o.c. at 12" o.c 6.22 NA NA Level l3 G4 10.50 0.00 0.00 0.00 0.00 29.00 23.9% 1.66 5.24 0.34 0.82 499 3" o.c. 499 16d at 3" o.c. at 12" o.c 6.64 NA. NA ................. Level L3 .......... H1 .........'-------- 22.50 0.00 ------__._•-_..-_.-_...--•--.•_--------.. 0.00 0.00 0.00 ......................................................... 27.00 33.7% 2.19 6.90 0.29 0.72 ._ 306 .........-`--- 6 D.C. --- I--•'- 306 -`---__--....... 16d at 6" o.c. _'___.._._ at 16" o.c. _..._..... N/A ................ NA .......... NA Level L3 H2 19.67 0.00 0.00 0.00 0.00 27.00 29.5% 1.92 6.03 0.29 0.72 306 6" D.C. 306 16d at 6" a.c. at 26" o.c 1.25 NA NA Level L3 H3 7.00 0.00 0.00 0.00 0.00 27.00 10.5% 0.68 2.15 0.29 0.72 306 6" D.c, 306 16d at 6" o.c. at 16" D.C. 4.26 NA NA Level L3 H4 7.50 0.00 0.00 O.DO 0,00 27.0D 11.2% 0.73 2.30 0.29 0.72 306 6" D.C. 306 16d at 6" o.c. at 16" D.0 4,13 NA. NA Level L3 HIS 10.00 0.00 0.00 0.00 0.00 27.00 15, 0.97 3.06 0,29 0.72 306 6" D.C. 306 16d at 6" D.C. at 16" o.c. 3.48 NA NA Level L3 I1 5.33 U. 0.00 0.00 0.00 12.00 28.2% 0.81 2.56 0.37 1.07 480 3" o.c. 480 16d at 4" o.c. at 12" o.c. 6.35 NA NA Level l3 12 6.58 0.00 0.00 0.00 0.00 12.00 34.8% 1.00 3.16 0.37 1.07 480 3" ox 480 16d at 4" o.c. at 12" o.c. 5.79 NA NA Level L3 13 13.00 6.00 4.00 2.10 1.00 12.00 37.0% 1.07 3.36 0.37 1.07 490 3" o.c. 259 16d at 6" o.c. at 16" o.c. N/A 3.03 CMSTC16 Sum 260.25 35.84 112.76 Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L2 Front/Back Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 33.7% Story shear(kips) = 27.45 Accumulatedshear(kips)= 140.21 Story height (ft) = 9.25 Total Width(Ft) = 149.00 r rn Story Wall Wall D(ft) Opening Width (ft) Opening Hei ht (ft) Opening to Ed e ft Plate to Opening(ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear (I Panel Edge Nailin Plate Shear (I A. Bolt SpacingLTP4 Top Plate Resultant HD(ki s) Force at Window (kips) Window Strap Level L2 D1 6.00 0.00 0.00 0.00 0.00 18.00 20.8% 0.69 3.53 0.33 1.13 588 3" o.c. 588 2x at 32" D.C. at B" D.C. 21.96 NA NA Level L2 D2 4.50 0.00 0.00 0.00 0.00 18.00 15.6% 0.52 2.64 0.33 1.13 588 3" o.c. 588 2x at 32" D.C. at 8" D.C. 22.92 NA NA Level L2 D3 4.00 0.00 0.00 0.00 0.00 18.00 13.9% 0.46 2.35 0.33 1.13 588 3" o.c. 588 2x at 32" D.C. at 8" D.C. 13.31 NA NA LevelL2 D4 14 Level L2 ES ...................... 23.00 0.00 0.00 0.00 0.00 ......................................................... 29,00 50.0% 2.67 13.64 0.37 1.25 593 --'-'-•'•-"'- 3" O.C. -'---'-'--- 593 ........................................ 2x at 32" O.C. at 8" O.C. S.52 --------•------ NA ---------- NA Level L2 E2 23.00 0,00 0.00 0.00 0.00 2%00 50.0% 2.67 13.64 0.37 1.25 $93 3" O.C. .............. S93 -----"---- 2x at 32" O.C. ---------- at e" O.C. 5.52 NA NA ...... ....-...._......_._._._. Level L2 F1 ...... 23.00 •'--............. 0.00 -................... 0.00 0.00 - ...................... 0.00 34,00 _.................................................... 49.5% 3.10 15,83 0,37 1:25 688 2" D.C. 688 .------------------ 2x at 16" ox. at a" D.C. ---------- 7.81 --------------- NA ---------- NA Level L2 F2 23.50 0.00 0.00 O.DO 0.00 34.00 50.5% 3.17 16.17 0.37 1.25 688 2" D.C. 688 ----------- 2x at 16" D.C. at 8" D.C. ------ 7.62 --'-'-'--- NA --------------- NA ----------------------- Level L2 G1 ------...... 13.50 ---------------- 0.00 .---------------------------------------- 0.D0 O.DO 0.00 29.00 '..................................... 30,7% 1,64 8.37 0.37 •------------------------------- 1.25 620 2" O.C. 620 -'-------------- 2x at 32" O.C. ------ at 8" O.C. 9.96 NA ---------- NA Level L2 G2 8.00 0.00 0.00 0.00 0.00 29,00 18,2% 0.97 4.96 0.17 0.64 620 2" D.C. 620 2x at 32" D.C. at 8" o.c 13.99 NA NA Level L2 G3 12.00 0.00 0.00 O.DO 0.00 29.00 27.3% 1.46 7.44 0.34 1.16 620 2" O.C. 620 2x. at 32" O.C. at e" O.C. 10.91 NA NA Level L2 G4 10.50 0.00 0.00 0.00 0.00 29.00 23.9% 1.27 6.51 0.34 1.16 620 2" D.C. "•-I-----•--- 620 ----------- 2x at 32" o.c. ------- at 8" ox.. ---------I-- 11.53 --------•- NA NA -----'-'------_..----'.......... Level L2 H1 22.50 -------------- 0.00 -........... 0.00 -'-......... O.DO --'--................................................................ 0,00 27,DO 33.7% 1.68 8.57 0.29 1.01 --•'--- 381 4" D.C. 381, -------- 2x at 49" D.C. at 16" D.C. 2.20 -------------- NA. ---------- NA Level L2 H2 19,67 0.00 0.00 O.DO 0.00 2ZD0 29.5% 1.47 7,50 0.29 1.01 381 4" D.C. 381 2x at 48" D.C. at 16" D.C. 3.09 NA NA Level L2 H3 7.00 0.00 0.00 0,D0 0.00 27.00 10.5% 0.52 2.67 0.29 1.01 381 4" D.C. 381. 2x at 48" D.C. at 16" D.C. 7AO NA NA Level L2 H4 7.50 0.00 0.00 O.DO 0.00 27.00 11.2% 0.56 2.86 0.29 1.01 361 4" D.C. 381 2x at 48" O.C. at 16" O.C. 7.20 NA NA Level L2 H5 10.00 0.00 0.00 0.00 O.DO ................... 2ZD0 15.0% ................ 0,75 3.81 ................................... 0.29 1.01 381 4" o.c. .............. 381 ........... 2x at 48" O.C. _.__•----------' at 16" O.C. -•--•------ 6.27 ---••----- NA --------------- NA ------- ---------------------....................................................... Level L2 11 5.33 0.00 0.00 0.00 0.00 12.00 28.2% 0.62 3.18 0.37 1.44 597 3" D.C. 597 2x at 32" D.C. at 8" D.C. 11.79 NA NA Level L2 12 6.58 0.00 0.00 0.00 0.00 12.00 34.8% 0.77 3.93 0.37 1.44 597 3" D.C. 597 2x at 32" D.C. at 8" o.c. 20.98 NA NA Level L2 13 13.00 6.00 4.00 2.10 1.00 12.00 37.0% 0.82 4.18 0.37 1.44 597 1 3" D.C. 1 322 1 2x at 48" D.C. at 16" o.c. 2.04 3.76 CMSTC16 Sum 256.91 27.45 140.21 Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Side Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 33.7% Story shear(kips) = 31.56 Story height (ft) = 8.00 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Height (ft) to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Aspect Ratio Panel Shear(pIf) Panel Edge Nailing Plate Shear (plf) BTM Plate I Nailing Top Plate LTP4 Resultant HD(kips) Force at Nindow (kipsi Window Strap Level L5 Al 6.25 0,00 0.00 0.00 0.00 2.29% 0.72 0.72 0.31 0.31 1.28 116 6" o.c. 116 led at 6" o.c. at 24" o.c. N/A NA NA Level LS A2 19.25 10.00 4.00 2.00 1.00 3.39% 1.07 1.07 0.31 0.31 2.00 116 6" O.C. 56 led at 6" o.c. at 24" o.c. N/A 0.69 CS16 Level L5 A3 9.83 5.00 4.00 2.67 1.00 1.77 % 0.56 0.56 0.31 0.31 1.50 116 6" O.C. 57 led at 6" o.c. at 24" o.c. N/A 0.93 CS16 Level L5 A4 3.50 0.00 0.00 0.00 0.00 1.28 % 0.40 0.40 0.1.5 0.15 2.29 116 6" o.c. 116 led at 6" o.c. at 24" o.c. 0.90 NA NA ........................... Level L5 81 ....................................................................................... 8.00 0.00 0.00 0.00 0.00 2.93% 0.92 0.92 ,................"......_... 0.31 0.31 1.00 126 ----------- 6" O.C. ------ -------- 116 ........... led at 6" o.c. .................. at 24" o.c. N/A ........................ NA NA Level LS 82 14.58 0.00 0.00 0.00 0.00 5.34% 1.69 1.69 0.31 0.31 0.55 126 6" O.C. lie led at 6" o.c. at 24" ox. N/A NA NA Level l5 83 21.25 0.00 0.00 0,00 0.00 7.78% 2.46 2.46 0.31 0.31 0.38 11e 6" o.c. 216 led at 6" O.C. at 24' o.c. N/A NA NA Level LS B4 20.00 0.00 0.00 O.DO 0.D0 7.33% 2.31 2.31 0.31 0,31 0.40 116 6" o.c. 116 led at 6" o.c. at 24" o.c. N/A NA NA Level L5 85 28.67 0.00 0100 0,00 040 10.50% 3.31 3.31 0.31 0,31 0,28 116 6" o.c. 216 led at 6" o.c. at 24" O.C. N/A NA NA Level L5 B6 41.00 0.00 0.00 0.00 0.00 15.02% 4.74 4.74 0.31 0,31 0.20 116 6" o.c. 116 led at 6" o.c. at 24" ox. N/A NA NA Level L5 B7 21.25 0.00 0.00 0.00 0.00 7.78% 2.46 2.46 0.31 0.31 0.38 116 6" o.c. 116 led at 6" o.c. at 24" O.C. N/A NA NA Level L5 B8 14.58 OAO 0.00 0.00 0.00 5.34% 1.69 1.69 0.31 0.31 0.55 116 6" O.C. 116 led at 6" o.c. at 24" o c. N/A NA NA Level L5 B9 8.00 0,00 0.00 0.00 0.00 2.93% 0.92 0.92 0.14 0.14 1.00 116 6" O.C. 116 led at 6" o.c. at 24" o.c. N/A NA NA Level L5 610 12.42 0.00 0.00 0.00 0.00 4.55% 1.44 1.44 0.13 0.13 0.64 116 6" o.c. 216 led at 6" o.c. at 24" o.c. N/A NA NA Level LS ..................................................................................................„................................................................................................. C2 4.50 0.00 0.00 0.00 0.00 1.65% 0.52 0.52 0.31 0.31 1.78 226 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA ........... NA Level L5 C3 6.92 0.00 0.00 0.00 0.00 2.53 % 0.80 0.80 0.31 0.31 1.16 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA level L5 C4* 1.3.00 0.00 0.00 0.00 0.00 4.76% 1.50 1.50 0.13 0.13 0.62 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS C5* 20.00 0.00 0.00 0.00 0.00 7.33% 2.31 2.31 0.13 0.13 0.40 116 6" o.c. 116 led at 6" o.c. at 24" o.c. N/A NA NA Level L5 C6 23.50 8.50 4.00 2.50 1.00 5A9% 1.73 1.73 0.30 0.30 1.60 116 6" o.c. 74 16d at 6" o.c. at 24" o.c. N/A 0.87 CS16 Sum 296.50 100% 31.56 31.56 * Refer to attached analysis for walls sharing load between two sections of the building -4 Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: JN INICOF,PURAI LID Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L4 Side Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 33.7% Story shear(kips) = 45.36 Accumulatedshear(kips)= 76.92 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Height (ft) to Edge (ft) Plate to Opening (ft) %sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(kff) Aspect Ratio Panel Shear(plf) Panel Edge Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at indow (kips Window Strap Level L4 Al 6.25 0.00 0.00 0.00 0.00 2.23% 1.01 1.57 0.17 0.48 1.48 251 6" o.c. 251 16d at 6" D.C. at 24" D.C. 2.56 NA NA Level L4 A2 19.25 10.00 4.00 2.00 1.00 3.30% 1.50 2.33 0.17 0.48 2.00 251 6" o.c. 121 16d at 6" D.C. at 24" D.C. N/A 1.51 CS16 Level L4 A3 9.83 5.00 4.00 2.67 1.00 1.73% 0.78 1.21 0.17 0.48 1.50 251 6" o.c. 124 16d at 6" D.C. at 24" D.C. N/A 2.01 CMSTC36 Level L4 A4 15.50 5.00 4.00 3.50 1.00 3.75 % 1.70 2.64 0.17 0.32 1.14 251 6" o.c. 170 16d at 6" D.C. at 24" D.C. N/A 2.64 CMSTC36 Level L4 B1 8.00 0100 0.00 0.00 0.00 2.86% 1.30 2.22 037 0.47 1.16 278 6" o.c. 278 16d at 6" o.c, at 16" o.c. 2.S2 NA NA Level L4 82 14.58 0.00 0.00 0.00 0.00 5.21% 2.36 4.05 D.17 0.47 0.63 278 6" D.C. 278 l6d at 6" o.c. at 16" D.C. 1.48 NA NA Level L4 B3 21.25 0.00 0.00 0.00 0.00 7.59% 3.44 5.90 0.17 0.47 0." 278 6" D.C. 278 16d at 6" D.C. at 16" D.C. N/A NA NA Level L4 B4 20,00 0.00 0.00 0.00 0.00 7.14% 3.24 5.55 0.17 0.47 0.46 278 6" D.C. 278 l6d at 6" o.c. at 16" D.C. N/A NA NA Level L4 BS 28.67 0.00 0.00 0.00 0.00 10.24% 4,64 7,96 0.17 0.47 0,32 278 6" ox. 278 led at 6" D.C. at 16" D.C. N/A NA NA Level L4 86 41.00 0.00 0.00 0.00 0.00 14.64% 6.64 11.38 0.17 0,47 0.23 278 6" D.C. 278 16d at 6" o.c. at 16" D.C. N/A NA NA Level L4 B7 21.25 0100 0.00 0.00 0.00 7.59% 3.44 5.90 0.17 0.47 0,44 278 6" ox. 278 16d at 6" ox at 16" ox. N/A NA NA Level L4 88 14,58 0.00 0.00 0100 0.00 5.21% 2.36 4,05 0.17 0.47 0.63 278 6" ox. 278 16d at 6" o.c. at 16" ox. 1.48 NA NA Level L4 B9 8.00 0.00 0.00 0.00 0.00 186% 1.30 2.22 0.17 0.31 1.16 278 6" D.C. 278 16d at 6" o.c. at 16" D.C. 2.94 NA NA Level L4 B10 12.42 0.00 0.00 0.00 0.00 4.44% 2.01 3.45 0.17 0,30 0.74 278 6" ox. 278 16d at 6" D.C. at 16" D.C. 2.47 NA NA .................................. Level L4 C2 4.50 .........................,........................_.................................................................., 0.00 0.00 0.00 0.00 1.61 % 0.73 1.25 0.17 0.48 2.06 278 6" o.c. .......•--••--........................................... 278 16d at 6" D.C. at 16" D.C. 3.20 NA ........... NA Level L4 C3 6.92 0.00 0.00 0.00 0.00 2.47% 1.12 1.92 0.17 0.48 1.34 278 6" D.C. 278 16d at 6" o.c. at 16" D.C. 2.69 NA NA Level L4 C4* 13.00 0.00 0.00 0.00 0.00 4,64% 2.11 3.61 0.17 0.31 0.71 278 6" D.C. 278 16d at 6" o.c. at 16" o.c. 2.39 NA NA Level L4 C5* 20.00 0.00 0.00 0.00 0.00 7.14% 3.24 5.55 0.17 0.31 0.46 278 6" D.C. 278 16d at 6" o.c. at 16 D.C. 1.70 NA NA Level L4 C6 23.50 8.50 4.00 2.50 1.00 5.36% 2.43 4.16 0.17 0.47 1.60 278 6" D.C. 177 16d at 6" o.c. at 24" D.C. N/A 2.08 CMSTC16 Sum 308.50 100% 45.36 76.92 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 icivil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 30d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L3 Side Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 33.7% Story shear(kips) = 35.84 Accumulated shear(kips)= 112.76 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Height (ft) to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Aspect Ratio Panel Shear (plf) Panel Edge Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips Window Strap Level L3 Al 6.25 0.00 0.00 0.00 0.00 2.23% 0.80 2.37 0.17 0.65 1.48 379 4" o.c. 379 16d at 4" o.c. at 16" o.c. 6.02 NA NA Level L3 A2 19.25 10.00 4.00 2.00 1,00 3.30% 1.18 3.51 0.17 0.65 2.00 379 4" o.c. 192 16d at 6" o.c. at 24" o.c. N/A 2.28 CMSTC16 Level L3 A3 9.83 5.00 4.00 2.67 1.00 1.73% 0.62 1.83 0.17 0.65 1.50 379 4" o.c. 186 16d at 6" o.c. at 24" o.c. 1.47 3.04 CMSTC16 Level L3 A4 15.50 5.00 4.00 3.50 1.00 3.75% 1.34 3.98 0.17 0.49 1.14 379 4" o.c. 257 16d at 6" o.c. at 24" o.c. 1.71 3.98 CMSTC16 level L3 81 8.00 0.00 0.00 0.00 0.00 2.86% _•___' 1.02 -' 3.24 ........................................._._................ 0.17 0.64 1.16 406 4" o.c. 406 ^._._.. 16d at 4" o.c. _._...... at 22" O.C. 6.09 NA NA Level L3 B2 14.58 0.00 0.00 0.00 0.00 5.21% 1.87 5.91 0.17 0.64 0.63 40B 4" o.c. 406 I6d at 4" o.c. at 12" ox. 4.60 NA NA Level L3 B3 21.25 0.00 0.00 0.00 0.00 7.59% 2.72 8.62 0.17 0.64 0.44 406 4" o.c. 406 16d at 4" o.c. at 22" O.C. 3.24 NA NA Level L3 84 20.00 0.00 0.00 0.00 0.00 7.14% 2.56 8.11 0.17 0.64 0.46 406 4" o.c. 406 16d at 4" o.c. at 12" o.c. 3.49 NA NA Level L3 B5 28.67 0.00 0.00 0100 0.00 10,24% 3.67 11.63 0.17 0.64 0.32 406 4" o.c. 406 16d at 4" o.c. at 12" O.C. 1.77 NA NA Level 13 B6 41.00 0.00 0,00 0.00 0.00 14.64% 5.25 16.63 0.17 0.64 0.23 406 4" o.c. 406 16d at 4" o.c. at 12" ox. N/A NA NA Level L3 B7 21.25 0.00 0.00 0.00 0.00 7,59% 2.72 8.62 0.17 0.64 0.44 406 4" O.C. 406 16d at 4" o.c. at 12" o c. 3.24 NA NA Level L3 B8 14.58 0.00 0.00 0.00 0.00 5.21% 1.87 5.91 0.17 0.64 0.63 406 4" o.c, 406 16d at 4" o.c. at 12" o.c. 4.60 NA NA LevelL3 B9 8.00 0.00 0.00 0.00 0.00 2.86% 1.02 3.24 0.17 0.48 1.16 406 4" o.c. 406 16d at 4" o.c. at 12" o.c. 6.51 NA NA level L3 B10 12.42 0.00 0.00 0.00 0.00 4.44% 1.59 5.04 0.17 0.47 0.74 406 4" o.c. 406 16d at 4" o.c. at 12" O.C. 5.73 NA NA .••••-•--•..........--•-•••••••-•--•••••••-•••-•• Level L3 C2 4.50 0.00 0.00 .....................•••••••..................•••••.................-----.---.......--..........-.....................[16d 0.00 0.00 1.61% 0.58 1.83 0.17 0.65 2.06 406 4" o.c. 406 _......... 6d at 4" o.c. ..........-..-•......-.---.... at 12" o.c. 7.16 NA Wi---- NA Level L3 C3 6.92 0.00 0.00 0.00 0.00 2.47% 0.89 2.81 0.17 0.65 1.34 406 4" o.c. 406 6d at 4" o.c. at 12" o.c. 6.35 NA NA Level L3 CA* 13.00 0.00 0.00 0.00 0.00 4.64% 1.66 5.27 0.17 0.48 0.71 406 4" o.c. 406 6d at 4" o.c. at 12" o.c. 5.60 NA NA Level L3 CS* 20.00 0.00 0.00 0.00 0.00 7.14% 2.56 8.11 0.17 0.48 0.46 406 4" o.c. 406 6d at 4" o.c. at 12" o.c. 4.49 NA NA Level L3 C6 23.50 8.50 4.00 2.50 1.00 5.36% 1.92 6.08 0.17 0.64 1.60 406 4" o.c. 259 at 6" o.c. at 16" o.c. N/A 3.04 CMSTC16 Sum 308.50 100% 35.84 112.76 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: JN INCORPORATED I Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Side Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 33.7% Story shear(kips) = 27.45 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 140.21 Story Wall Wall D(ft) Opening Width(ft) Opening Opening Height(ft) toEdge(ft) Plate to Opening(ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Aspect Ratio Panel Shear(pif) Panel Edge Nailing Plate Shear(plf) A. Boft Spacing Top Plate LTP4 Resultant HD(kips) Force at indow(ld Window Strap Level L2 Al 6.25 0.00 0.00 0.00 0.00 2.17% 0.59 2.97 0.17 0.82 1.48 475 3" o.c. 475 2x at 32" o.c. at 12" o.c. 10.44 NA NA Level L2 A2 19.25 10.00 4.00 2.00 1.00 3.21% 0.88 4.39 0.17 0.82 2.00 475 3" o.c. 229 2x at 48" o.c. at 24" o.c. N/A 2.85 CMSTCI6 Level L2 A3 9.83 5.00 4.00 2.67 1.00 1.67% 0.46 2.29 0.17 0.82 1.50 475 3" o.c. 233 2x at 49" o.c. at 24" o.c. 3.21 3.80 CMSTC16 Level L2 A4 15.50 5.00 4.00 3.50 1.00 3.64% 1.00 4.98 0.17 0.67 1.14 47S 3" o.c. 321 2x at 48" o.c. at 16" o.c. 3.96 4.98 CMSTC14 _..................................................................... Level L2 81 8.00 0.00 0.00 D.00 0.00 2.77% 0.76 4.01 0.17 .......................... 0.81 1.16 501 3" o.c. 501 2x at 32" o.c. .,....... at 12" o.e. ......... 10.60 .,.,........ NA ........... NA Level L2 82 14.58 0.00 0.00 0.00 0.00 5.05% 1.39 7.30 0.17 0.81 0.63 501 3" o.c. 501 2x at 32" o.c. at 12" o c. 8.64 NA NA Level L2 B3 21.25 0.00 0.00 0.00 0.00 7.37% 2.02 10.64 0.17 0.81 0.44 Sol 3" o.c. 501 2x at 32" o.c. at 12" o.c. 6.89 NA NA Level L2 B4 20.00 0.00 0.00 0.00 0.00 6.93% 1.90 10.02 0.17 0.81 0.46 Sol 3" o.c. 501 2x at 32" o.c. at 12" o c. 7.21 NA NA Level L2 BS 28.67 0.00 0.00 0.00 0.00 9.94% 2.73 14.36 0.17 0.81 0.32 502 3" O.C. Sol 2x at 32" C.C. at 12" o c. 5.02 NA NA Level U 86 41.00 0.00 0.00 0.00 0,00 14.21% 3.90 20.53 0.17 0,81 0.23 501 3" o.c. Sol 2x at 32" o.c. at 12" ox. 1.97 NA NA Level L2 B7 21.25 0100 0.00 0.00 0.00 7.37% 2.02 10,64 0.17 0.81 OA4 501 3" O.C. 501 2x at 32" ox at 12" o c. 6.89 NA NA Level L2 B8 14.58 0.00 0.00 0.00 0.00 5.05% 1.39 7.30 0.17 0.81 0.63 501 3" ox. 501 2x at 32" o.c. at 12" o.c. 0.64 NA NA Level L2 B9 8.00 0.00 0.00 0.00 0.00 2.77% 0.76 4.01 0.17 0.64 1.16 Sol 3" O.C. Sol 2x at 32" O.C. at 12" O.C. 11.02 NA NA Level L2 B10 12.42 0.00 0.00 0.00 0.00 4.31% 1.18 6.22 0.17 0.64 0.74 501 3" o.c. 501 2x at 32" o.c. at 12" 6.c. 9.90 ------- NA -----;i--- NA ---- Level L2 ------- C2 -------- 4.50 - --- 0.00 -- 0.00 0.00 0.00 1.56% 0.43 2.25 0.17 0.82 2.06 501 3" o.c. 501 ---- 2x at 32" o.c. --------- at 12" o.c. 12.11 NA - NA Level L2 C3 6.92 0.00 0.00 0.00 0.00 2.40% 0.66 3.47 0.17 0.82 1.34 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 10.96 NA NA Level L2 C4- 13.00 0.00 0.00 0.00 0.00 4.51% 1.24 6.51 0.17 0.65 0.71 501 1 3" o.c. 501 2x at 32" o.c. at 12" o.c. 9.71 NA NA Level L2 C5• 20.00 0.00 0.00 0.00 0.00 6.93% 1.90 10.02 0.17 0.65 0.46 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 8.18 NA NA Level L2 C6 23.50 0.00 0.00 0.00 0.00 8.15 % 2.24 8.32 0.17 0.82 0.39 354 4" o.c. 354 2x at 48" o.c. at 16" o.c. 2.19 NA NA Sum 308.50 100% 27.45 140.21 " Refer to attached analysis for walls sharing load between two sections of the building r N O N O Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: JN • Project: Tukwila Village Bldg E Description: Shear Wall Design -East Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level LS Front/Back Direction Total Building Story Shear (kips) = 93.66 Percentage of Total= 30.9% Story shear(kips) = 28.94 Story height (ft) = 8.25 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Ed a (ft) Plate to Openin (ft) %Sharing Story V(kips) Sum V(kips) Story sum Aspect Panel DL(klf) DL(kff) Ratio Shear (plf) Panel Edge Nailing Plate Shear(plf) BTM Plate Nailing I Top Plate LTP4 Res.@ant HD(kips)[Window Force at (kips Window Strap Level L5 Al 25.00 11..00 4,00 450 1.00 4.69% 1.36 1.36 0.1.7 0.17 0.89 97 6" o.c. 54 16d at 6" o.c at 24" o.c. N/A 1.31 CS16 Level LS A3 4.S0 0.00 0.00 0.00 0.00 1,51% 0.44 0.44 0.17 0.17 1.83 97 6" o.c. 97 16d at 6" o.c at 24" o.c. N/A NA NA Level 1-5 A4 4.50 0.00 0.00 0= 0.00 1, 51% 0.44 0.44 0.17 0.17 1.83 97 6" o.c. 97 16d at 6" o.c at 24" o.c. N/A NA NA Level LS AS 4.67 0.00 0.00 0.00 0.00 1.56% 0.45 0.45 0.17 0.17 1.77 97 6" o.c. 97 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS A6 4,58 0.00 0,00 0.00 0.00 1.53% 0.44 0.44 0.17 0.17 1.80 97 6" o.c. 97 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 A7 7,00 0,00 0.00 0.00 0.00 2.34% 0.68 0.68 0.17 0.17 1.18 97 6" o.c. 97 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 A9 16.58 6.00 4.00 4.50 1.00 3.54% 1.02 1.02 0.17 0.17 0.89 97 6" o.c. 62 16d at 6" o.c. at 24" o.c. N/A 1.31 CS16 Level LS _-_____________.____-___________________________._____________._______._ ai 8.25 0.00 0.00 0'00 0.00 2:76% 0.80 0.80 0.17 017 1.00 97 _-__._--_- 6" o.c.. _-___'-__ 97 _________-_ 16d at 6" o.c. _----- _____ at 24" ox N/A NA NA Level L5 B3 8.25 D.00 0.00 0,00 0.00 2.76% 0,80 090 0.17 0.17 1.00 97 6" o.c. 97 16d at 6" ox, at 24" O.C. N/A NA NA Level 1-5 83 22.00 0.00 0.00 0.00 0.00 7.36% 2.13 2.13 0.17 0.17 0.38 97 6" ox 97 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 84 18= 0100 0= 0.00 0.00 6.03% 1.74 1.74 017 0.17 0.46 97 6" o.c. 97 16d at 6" 0,c. at 24" O.C. N/A NA NA Level L5 85 21,25 0.00 040 040 0.00 7A1% 2.06 2.06 0.17 017 0.39 97 6" o.c. 97 16d at 6' o.c. at 24' o.c. N/A NA NA Level L5 86 28.67 0.00 U0 0,00 0.00 9.60% 2.78 2.78 017 0.17 0.29 97 6" o.c. 97 16d at 6" o:c at 24" G.C. N/A NA NA Level L5 87 22,00 0.00 0.00 0.00 0.00 7.36% 2.13 2.13 017 0.17 0.38 97 6" o.c.. 97 16d at 6" ox at 24" o.c. N/A NA NA Level L5 88 18.00 0.00 0.00 0.00 0.00 6.03% 1.74 1,74 OA7 0.17 0,46 .97 6" o.c. 97 16d at 6" o.o at 24" o.c. N/A NA NA Level L5 89 18.00 0.00 0.00 0.00 0.00 603% IJ4 1.74 0.17 0.17 0.46 97 6" o.c. 97 16d at 6" o.c at 24" ox N/A NA NA Level L5 a10 17.00 040 0.00 0,00 0.00 5.69% 1.65 1,65 OA7 0.17 0,49 97 6" o.c. 97 16d at 6" ox at 24" o.c. N/A NA NA Level L5 all 18.00 0.00 0.00 0.00 0.00 6.03% 1.74 1.74 0.17 0.17 0.46 97 6" D.C. 97 16d at 6" o.c at 24" O.C. N/A NA NA Level LS 012 17.00 0,00 0.00 0.00 0,00 5.69% 1.65 1.65 0.17 0.17 0.49 97 6" o.c. 97 16d st 6" o.c at 24" ox. N/A NA NA Level L5 813 8100 040 0.00 0100 0.00 2.68% 0.77 0.77 0,17 0.17 1.03 97 6" o.c. 97 I6d at 6" o.c at 24" O.C. N/A NA NA Level LS 814 8.25 0.00 0.00 O.OD 0.00 2,76% 0.80 0,80 0117 0.17 1.00 97 6" o.c. 91 16d at 6" o.c at 24" o.c. N/A NA NA .............. Level LS ...................j; C1 19.25 ....................»................................................................................................_ 10.00 4.00 2.00 1.00 3,10% 0.90 0.90 0.17 0.17 2.00 97 6" o.c. 47 ........... l6d at 6" o.c. ........... at 24" o.c. N/A ......_.... 0.S8 ......... C516 Level L5 C2 7.00 0,00 0.00 0.00 0,00 2.34 % 0.68 0.68 0.1.7 0.17 1.18 97 6" o.c. 97 16d at 6" o.c. at 24" o.c. N/A NA NA Sum 325.75 28.94 28.94 • Refer to attached analysis for walls sharing load between two sections of the building r N Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: JN iNCORPORATEa Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L4 Front/Back Direction Total Building Story Shear (kips) = 134.59 Percentage ofTotaI= 30.9% Story shear(kips) = 41.59 Accumulatedshear(kips)= 70.53 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Height (ft) to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story Sum Aspect Panel DL(klf) DL(klf) Ratio Shear (plf) Panel Edge I Nailing Plate I Shear (plf) Plate Nailing Top Plate LTP4 Resukant I HD(kips) Force at Window (kipsA Window Strap Level L4 Al 25.00 11.00 4.00 4.50 1.00 4.7% 1.95 3.31 0.1.8 0.35 0.89 236 6" o.c. 132 16d at 6" o.c at 24" o.c. N/A 3.19 CMSTC16 Level L4 A3 4.50 0.00 0.00 0.00 0.00 1.5% 0.63 1.06 0.18 0.35 2.06 236 6" o.c. 236 16d at 6" a.c at 24" o.c. 2.82 NA NA Level L4 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.63 1.06 0.18 0.35 2.06 236 6" o.c. 236 16d at 6" o.c at 24" o.c. 2.92 NA NA Level L4 AS 4.67 0.00 0.00 0.00 0.00 1.6% 0.65 1.10 0.1.8 0.35 1.98 236 6" o.c. 236 16d at 6" o.c. at 24" O.C. 2.79 NA NA Level L4 A6 4.58 0.00 0.00 0.00 0.00 1.5% 0.64 1.08 0.18 0.35 2.02 236 6" o.c. 236 16d at 6" o.c. at 24" o.c. 2.81 NA NA Level L4 A7 7.00 0.00 0.00 0.00 0.00 2.3% 0.97 1.65 0.18 0.35 1.32 236 6" o.c. 236 16d at 6" o.c. at 24" o.c. 2.42 NA NA Level L4 A9 16.58 6.00 4.00 4.50 1.00 3.5% 1.47 2.50 0.18 0.35 0.89 236 6" o.c. 151 16d at 6" o.c. at 24" o.c. N/A 3.19 CMSTC16 -•_-'----_-_..-__^__'_-_-•__••••-•--___---'_-_'--•-`--••'•_'_•-`_-- L4 81 8.25 0.00 0.00 0.00 ---------- 0.00 ------------------- 2.8% '--------------------------------------- 1.15 195 0.18 0.35 1.12 236 ---------- 6" o.c. --------- 236 ----------- 16d at 6" o. ----------- at 24" o.c. -•--_--- 2.25 "-`--•---------- NA NA Level L4 83 8.25 0.00 0.00 0.00 0.00 2.8% 1.15 195 0.18 0.35 1.12 236 6" ox. 236 16d at 6" o.r at 24" o.c. 2.25 NA NA Level L4 83 22.00 0.00 0.00 0.00 0.00 7^ 3.06 5.19 0.18 6.35 0.42 236 6" o.c. 236 16d at 6" o.c. at 24" o.c. N/A NA NA Level L4 64 18.00 0,00 0.00 0.00 0.00 6.0% 2.51 4.25 0.18 0.35 0.51 236 6" ox. 236 16d at 6" ox, at 24" O.C. 1.12 NA NA Level L4 85. 21.25 0.00 0.00 0.00 0.00 7.1% 2.96 5.02 0.18 0.35 0.44 236 6" o.c. 236 16d at 6" o.c. at 24" o.c. N/A NA NA Level L4 86 28,67 0.00 0.00 0.00 0.00 9.6% 3.99 6.77 0.18 0.35 0.32 236 6" o.c. 236 16d at 6" o.c at 24" O.C. N/A NA NA Level L4 87 22.00 0.00 0.00 0100 0.00 7.4% 3.06 5.19 0.18 0.35 0.42 236 6" o.c.. 236 16d at 6" o.c at 24" o.c. N/A NA NA Level L4 88 18.00 0.00 0.00 0.00 0.00 6.0% 2.51 4.25 0.18 0.35 0.51 236 6" o.c.. 236 16d at 6" o.c at 24" o.c. 1.12. NA NA Level l4 89 18.00 0.00 0.00 0.00 0.00 6.0% 2.51 4.25 0.18 0.35 051 236 6" o.c. 236 16d at 6" o.c at 24" o.c. 112, NA NA Level L4 810 17.00 0.00 0.00 0100 0.00 5.7% 2.37 4.01 0.18 0.35 0.54 236 6" o.c. 236 16d at 6" *& at 24" o.c. 1.23 NA NA Level L4 811 18.00 0.00 0.00 0.00 0.00 6.0% 2.51 4.25 0.18 0.35 0.51 236 6" o.c. 236 l6d at 6" o.c at 24" o.c. 1.12 NA NA Level L4 812 17.00 0.00 0.00 0.00 0.00 5.7% 2.37 4.01 0.19 0.35 054 236 6" o.c. I36 16d at 6" o.c at 24" o.c. 1.23 NA NA Level L4 813 8.00 0.00 0.00 0.00 0.00 2.7% 1.11. 1.89 0.18 0.35 1.16 236 6" D.C. 236 16d at 6" o.c at 24" o.c. 2.28 NA NA Level t4 014 8.25 0.00 0.00 0.00 0.00 2.8% 1.15 1.95 A38 0.35 1.12 236 6" o.c. 23b 16d at 6" a.c at 24" o.c. 2.25 NA NA Level L4 C1 19.25 1D.00 4.00 2.00 1.00 3.14 1.29 2.18 0.18 0.35 2.00 236 6" o.c. 113 16d at 6" o.c. at 24" o.c. N A 1.42 CS16 Level L4 C2 7.00 0.00 0.00 0.00 0.00 2.3% 0.97 1.65 0.18 0.35 1.32 236 6" o.c. 236 16d at 6" o.c. at 24" o.c. 2.42 NA NA Sum 325.75 41.59 70.53 ' Refer to attached analysis for walls sharing load between two sections of the building r N N Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L3 Front/Back Direction Total Building Story Shear (kips) = 106.36 Percentage ofTotaI= 30.9% Story shear(kips) = 32.87 Accumulatedshear(kips)= 103.39 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Height(ft) Opening to Ed a (ft) Plate to Opening(ft) %Sharing Story V(kips)V(kips) Sum Story Sum Aspect Panel DL(klf) DL(kif) Ratio Shear (plf) Panel Edge Nailing Plate Shear (pin Plate Nailin Top Plate LTP4 Resultant I HD(kips) Force at Window (kips) Window Strap Level L3 Al 25.00 11.00 4.00 4.50 1.00 4.7% 1.54 4.85 0.18 0.53 0.89 346 4" o.c. 194 16d at 6" o.c at 24" o.c. N/A 4.67 lesign Req'r Level L3 A3 4.50 0.00 0.00 0.00 0.00 1.5% 0.50 1.56 0.18 0.53 2.06 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 6.15 NA NA Level L3 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.50 1.56 0.18 0.53 2.06 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 6.15 NA NA Level L3 AS 4.67 0.00 0.00 0.00 0.00 1.6% 0.51 1.62 0.18 0.53 1.98 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 6.09 NA NA Level L3 A6 4.58 0.00 0.00 0.00 0.00 1.5% 0.50 1.59 0.18 0.53 2.02 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 6.12 NA NA Level L3 A7 7.00 0.00 0.00 0.00 0.00 2.3% 0.77 2.42 0.18 0.53 1.32 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 5.46 NA NA Level L3 A9 16.58 6.00 4.00 4.50 1.00 3.5% 1.16 3.66 0.18 0.53 0.89 346 4" o.c. 221 16d at 6" o.c. at 24" o.c. 1.34 ........ 4.67 ._......... esign Req'r ......... ............................................ Level L3 BS 8.25 D.00 . ........................ 0.00 0.00 ............................................... 0.00 2.8% 0.91 2.86 0.18 .................... 0.53 1.12 346 ....-...-... 4" o.c. ..................... 346 16d at 4" o.c ........... at 16" o.c. 5.18 NA NA Level L3 B3 8.25 0.00 0.00 0.00 0.00 2.8% 0.91 2.86 0.18 0.53 1.12 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 5.18 NA NA Level 1.3 B3 22.00 0.00 0.00 0.00 0.00 7.4% 2.42 7.61 0.18 0.53 0.42 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 2.74 NA NA Level L3 B4 18.00 0.00 0.00 0.00 0.00 6.0% 1.98 6.23 0.18 0.53 0.51 346 4" o.c. 346 16d at 4" o.[ at 16" o.c. 3.41 NA NA Level 1.3 B5 21.25 0.00 0.00 0.00 0.00 7.1% 2.34 7.35 0.18 0.53 0.44 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 2.86 NA NA Level L3 B6 28.67 0.00 0.00 0.00 0.00 9.6% 3.15 9.92 0.18 0.53 0.32 346 4" o.c. 346 16d at 4" o.c at 16" o.c. 1.64 NA NA Level L3 B7 22.00 0.00 0.00 0.00 0.00 7.4% 2.42 7.61 0.18 0.53 0.42 346 4" o.c. 346 16d at 4" o.c. at 16" o.c. 2.74 NA NA Level L3 B8 18.00 0.00 0.00 0.00 0.00 6.0% 1.98 6.23 0.18 0.53 0.51 346 4" o.c. 346 16d at 4" o.c. at 16" o.c. 3.41 NA NA Level L3 B9 18.00 0.00 0.00 0.00 0.00 6.0% 1.98 6.23 0.18 0.53 0.51 346 4" o.c. 346 16d at 4" o.c. at 16" o.c. 3.41 NA NA Level L3 B10 17.00 0.00 0.00 0.00 0.00 5.7% 1.87 5.88 0.18 0.53 0.54 346 4" o.c. 346 16d at 4" o.c. at 16" o.c. 3.58 NA NA Level L3 Bll 18.00 0.00 0.00 0.00 0.00 6.0% 1.98 6.23 0.18 0.53 0.51 346 4" o.c. 346 16d at 4" o.c. at 16" o.c. 3.41 NA NA Level L3 B12 17.00 0.00 0.00 0.00 0.00 5.7% 1.87 5.88 0.18 0.53 0.54 346 4" o.c. 346 16d at 4" o.c. at 16" o.c. 3.58 NA NA Level L3 B13 8.00 0.00 0.00 0.00 0.00 2.7% 0.88 2.77 0.18 0.53 1.16 346 4" o.c. 346 I6d at 4" o.c. at 16" o.c. 5.24 NA NA Level L3 B14 8.25 0.00 0.00 0.00 0.00 2.8% 0.91 2.86 0.18 0.53 1.12 346 4" o.c.1 c. at 16" O.C. 5.18 NA NA Level L3 C1 19.25 30.00 4.00 2.00 1.00 3.1% 1.02 3.20 0.18 0.53 2.00 346 4" o.c. 166 16d at 6" o.c. at 24" o.c. N/A 2.08 CMSTCI6 Level L3 C2 7.00 0.00 0.00 0.00 0.00 2.3% 0.77 2.42 0.18 0.53 1.32 346 4" o.c. 346 16d at 4" o.c. at 16" o.c. 5.46 NA NA Sum 325.75 32.87 103.39 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 .ICIGcivil I structural I land use Made By: JN Project: Tukwila Village Bldg E INCORPORAI Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: lod-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L2 Front/Back Direction Total Building Story Shear(kips) = 81.45 Percentage of Total = 30.9% Story shear(kips) = 25.17 Accumulated shear(kips)= 128.56 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story Sum Aspect Panel DL(klf) DL(klf) Ratio Shear(plQl Panel Edge Nailing Plate Shear (plf) A. Bolt Spacing Top Plate LTP4 Resuhant HD(kips)[Window Force at (kipsl Window Strap Level L2 Al 4.58 0.00 0.00 0.00 0.00 1.6% 0.41 2.00 0.18 0.71 2.02 437 4" o.c. 437 2x at 32" o.c. at 12" o.c. 3.44 NA NA Level L2 A2 14.25 5.00 4.00 4.50 1.00 3,3% 0.83 4.04 0.18 0.71 0.89 437 4" o.c. 284 2x at 48" o.c. at 16" o.c. N/A 5.90 CMSTC14 Level L2 A3 4.50 0.00 0.00 0.00 0.00 1.6 % 0.40 1.97 0.18 0.71 2.06 437 4" o.c. 437 2x at 32" o.c. at 12" o.c. 10.42 NA NA Level 1-2 A4 4.50 0.00 0.00 0.00 0.00 1.6 % 0.40 1.97 0.18 0.71 2.06 437 4" o.c. 437 2x at 32" o.c. at 12" o.c. 10.42 NA NA Level L2 AS 4.67 0.00 0.00 0.00 0.00 1.7% 0.42 2.04 0.18 0.71 1.98 437 4" o.c. 437 2x at 32" o.c. at 12" o.c. 10.33 NA NA Level 1-2 A6 4.58 0.00 0.00 0.00 0.00 1.6 % 0.41 2.00 0.18 0.71 2.02 437 4" o.c. 437 2x at 32" o.c. at 12" o.c. 10.39 NA NA Level L2 A7 7.00 0.00 0.00 0.00 0.00 2.5 % 0.63 3.06 0.18 0.71 1.32 437 4" o.c. 437 2x at 32" o.c. at 12" o.c. 9.40 NA NA Level 1.2 A8 6.00 0.00 0.00 0.00 0.00 2.1% 0.54 2.62 0.18 0.71 1.54 437 4" o.c. 437 2x at 32" o.c. at 12" o.c. 3.01 NA NA Level L2 A9 4.58 0.00 0.00 0.00 0.00 1.6% 0.41 2.00 0.18 0.71 2.02 437 4" o.c. 437 2x at 32" o.c. ........... at 12" o.c. 3.44 NA NA ............................................................................................................. level L2 81 835 0.00 0.00 0.00 0.00 2.9% 0.74 3.59 ....... 0.18 _.... 0.71 _....... 1.12 _......... 436 .. _....... 4" o.c. ..,. __,.. 436 2x at 32" o.c .. _. _...... at 12" o.c. ......._ 9.00 ........... NA ......... NA Level L2 83 8.25 0.00 0.00 0.00 0.00 2.9% 0.74 3.59 0.18 0.71 1.12 436 4" o.c. 436 2x at 32" o.c at 12" o.c. 9.00 NA NA Level L2 83 22.00 0.00 0.00 0.00 0.00 7.8% 1.97 958 D.18 0.71 OA2 436 4" o.c. 436 Ix at 32" o.c at 12" o.c. S.64 NA NA Level L2 84 18.00 0.00 0.00 0.00 0.00 6.4% 1.61 7.84 0.18 0.71 0.51 436 4" o.c. 436 2x at 32" o.c at 12" o.c. 6S5 NA NA Level L2 85 21.25 0.00 0.00 0.00 0.00 7.6% 1..90 9..26 0.18 0.71 0.44 436 4" o.c. 436 2x at 32" o.c. at 12" o.c. 5.81 NA NA Level L2 B6 28.67 0.00 0.00 0.00 0.00 10.2% 2.57 12.49 0.18 0.71 0.32 436 4" o.c. 436 2x at 32" o.c. at 12" o.c. 4.16 NA NA Level L2 87 22.00 7.00 4.00 2.00 1.00 S.3% 1.34 8.96 0.18 OJ3, 2.00 $97 3" O.C. 407 2x at 48" o.c at 12" o.c. 5.37 Ise CMSTC26 Level L2 BS 18.00 3.50 4.00 2.00 1.00 5.2% 1.30 7.53 0.18 0.71 2.00 519 3" o.c. 419 2x at 48" o.c. at 12" o.c. 639 3.12 CMSTCI6 Level L2 89 19.00 3.50 4.00 2.00 1.00 5.2% 1.30 7.53 0.18 0.71. 2.00 519 3" O.C. 418 2x at 49" o.c at 12" o.c. 6.39 3.12 CMSTCI6 Level L2 810 17.00 3.50 4.00 2.00 1.00 4.8% 1.21 7.09 0.18 0.71. 2.00 525 3" o.c. 417 2x at 48" o.c at 12" o.c. 6.61 3.15 CMSTCI6 Level L2 oil 1800 0.00 0.00 0.00 0.00 6.4% 1.61 7.84 M18 OJl 0.51 436 4" o.c. 436 2x at 32" o.c at 12" o.c. 6.SS NA NA Level L2 B 12 17.00 0.00 0.00 0.00 0.00 6.0% 1.52 7.41 0.18 0.71 0.54 436 4" o.c. 436 2x at 32" o.c. at 12" o.c. 6.79 NA NA Level L2 813 8.00 0.00 0.00 0.00 0.00 2.8% 0.72. 3.49 0.18 0.71 1.16 436 4" o.c. 436 2x at 32" o.c. at 12" o.c. 9.07 NA NA Level L2 814 8.25 0.00 0.00 0.00 MOD 29% 0.74 3.59 0.18 0.71 1.12 436 4" o.c. 436 2x at 32" o.c. at 22" o.c. 9.00 NA NA '_"------------- ---'--------------------------`-----------_--_^_'_---------------------'---------------------------------------- -'-`-- -----'---- -"'-----12x ----------- ----------- '--'-'-- ----------'jC--------MSTCI6 Level L2 C2 7.00 0.00 0.00 0.00 0.00 2.5% 0.63 3.05 0.18 0.71 1.32 436 4" o.c. 436 at 32" o.c. at 12" o.c. 9.39 NA NA Sum 313.58 25.17 128.56 " Refer to attached analysis for walls sharing load between two sections of the building r N A Davido Consulting Group Date: 2/25/15 civil ) structural ) land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design -East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level LS Side Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 30.9% Story shear(kips) = 28.94 Story height (ft) = 8.25 Total Width(ft) = 146.00 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear (plf) Panel Edge I Nailing Plate I Shear (plf) BTM Plate Nailing Top Plate LTP4 Resultant HD(kips) Level L5 DI* 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 0.78 0.78 0.14 0.14 60 6" o.c. 60 16d at 6" o.c. at 24" o.c. N/A Level L5 D2* 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.20 1.20 0.14 0.14 60 6" o.c. 60 16d at 6" o.c. at 24" o.c. N/A Level LS E1 23.00 0.00 0.00 0.00 0.00 25.00 63.0% 3.12 3.12 0.14 0.14 136 6" o.c. 136 16d at 6" o.c. at 24" o.c. N/A Level LS E2 13.50 0.00 0.00 0.00 0.00 25.00 37.0% 1.83 1.83 0.14 0.14 136 6" o.c. 136 16d at 6" o.c. at 24" o.c. N/A ......... Level LS .................................... F1 13.50 0.00 0.00 0.00 0.00 30.00 37.0% 2.20 2:20 0.14 0.14 163 -- 6" o.e. ---- --- 163 16d at 6" o.c. at 24" o.c. 0.82 Level L5 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0% 3.75 3.75 0.14 0.14 163 6" o.c. 163 l6d at 6"' o.c. at 24" o.c. N/A Level LS G1 - 23.00 ---------------------------- 0.00 0.00 ----------------------- 0.00 0.00 -------------------------- 26.00 63.0% ---------------------------------------- 3.25 3.25 0.14 0.14 141 -------- ---- 6" o.c. ----------- 142 16d at 6" o.c. - - - at 24" o.c. ----------- N/A Level l-5 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.0% 1.91 1.91 0.14 0.14 141 6" o.c. 141 16d at 6" o.c. at 24" o.c. N/A Level LS - - H1 13.50 0.00 0.00 E0-0 0.00 22.00 37.0% 1.61 1.61 0.14 0.14 - 119 - 6" o.c. - - - 119 16d at 6" o.c. at 24" o.c. N/A Level LS H2 23.00 0.00 0.00 0.00 0.00 22.00 63.0% 2.75 2.75 0.14 0.14 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. N/A •- Level L5 Ti 23.00 0.00 0.00 OAO 0.00 23.00 ......................... 63.0% 2.87 2.87 ..... 0.14 ..................... 0.14 125 ................ 6" o.c. ............ 125 .................................. 16d at 6" o.c. at 24" ox. N/A Level L5 12 13.50 0.00 0.00 0.00 0.00 23.00 37.0% 1.69 1.69 0.14 0.14 125 6" o.e. 125 l6d at 6" o.cM24" N/A -----•----------------------•---•---........-----------------------------------------------•------------------------------------------------ LS J1* 13.50 0.00 0.00 0.00 0.00 10.00 35.1% 0.70 0.70 0.14 0.14 -- - S1 ----------- 6" o.c. ---- --- 51 ----- 16d at 6o.c. A--- N/ALevelL5 J2* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.29 1.29 0.14 0.14 51 6" o.c. 51 16d at 6" o.c. N/A bum L54.uu Z8.94 Z&V4 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 civil ( structural ( land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" p A. Bolt Level L4 Side Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 30.9% Story shear(kips) = 41.59 Story height (ft) = 9.25 Total Width(ft) = 146.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 70.53 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear (plf) Panel Edge Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Level L4 Dl* 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 1.12 1.90 0.25 0.38 146 6" o.c. 146 26d at 6" o.c. at 24" o.c. N/A Level L4 D2* 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.73 2.93 0.25 0.38 146 ---•- 6" o.c. 146 16d at 6" o.c. -•• •----•••.........--••- at 24" o.c. N/A -...--••-• Level L4 ............... El ....... 23.00 .....••--•........................................................................ 0.00 0.00 0.00 0.00 25,00 63.0% .... 4.49 ..............................- 7.61 0.37 0.51 331 ............................ 4" o.c. 331 •• 16d at 4" o.c, at 16" o.c. ......-•-.. N/A level L4 E2 13.50 0.00 0 Le L4 F1 13.50 0.00 ....................................... 0.00 0.00 0.00 ...... 30.00 _.......... 37.0% ......•.._ .16.. _5.36..__ .0.3...7 0.51 397 -4" o.r------------ 397 i6d at 4" o.a at 12" o.c. 3.08 Level L4 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0% 5.38 9.13 0.37 0.51 397 4' o.c 397 16d at 4" o.c. at 12" o.c. i.SS Level L4 G1 23.00 0.00 0.00 0.00 0.00 26.00 63.0% 4.67 7.91 0.37 0.51 344 4" o.c. 344 16d at 4" o.c. at 16" o.c. 0.86 Level L4 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.0% 2.74 4.65 0.37 0.51 3" 4" o.c. 344 16d at 4" o.c. at 16" o.c. 2.38 - Level L4 H1 1 3. 50 ...... 0.00 ------•. OAO -------------------- 0.0-0 0.00 ------------------ 22.00 ------------------ 37.0°OA 2.32 --------------------- 3.93 0.37 0.51 291 6" o.c. 291 16d at 6" o.c. at 16" ox. 1.69 Level L4 H2 23.00 0.00 0.00 0.00 0.00 •......_....._. .,.... ................. Level L4 I1 23.00 0.00 0.00 0.00 0.00 ...... 23.00 63A% 4.13 7.00 0.37 0.51 304 6" 0.c. 304 16d at 6" o.a at 16" o.c. N/A Level L4 12 13.50 0.00 0.00 0.00 0.00 23.00 37.0% 2.42 4.11 0.37 0.51 $04 6" o.c. 304 16d at 6" o.r. at 16" o.c. 1.86 Level L4 11* ....... 13.50 ........ 0.00 ....... 0.00 0.00 0.00 10.00 35.1% 1.00 1.69 0.25 0.38 125 --- 6" o.c. ----------- 125 ---------------- 16d at 6" o.c. ------------- at 24" o.c. ---------- N/A Level L4 12* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.85 3.14 0.37 0.51 125 1 6" o.c. 125 16d at 6" o.c. at 24" o.c. N/A Sum 254.00 41.59 /U.S3 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/1E civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Side Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 30.9% Story shear(kips) = 32.87 Story height (ft) = 9.25 Total Width(ft) = 146.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 103.39 r -4 + V Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear (plf) Panel Edge Nailing Plate Shear (plf) Plate Na Top Plate I LTP4 Resultant HD(kips) Level L3 D1* 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 0.89 2.79 0.25 0.63 215 6" o.c. 215 16d at 6" o.c. at 24" o.c. 1.44 Level L3 D2* 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.36 4.29 0.25 0.63 225 6" o.c. 215 16d at 6" o.c. at 24" o.c. N/A Level L3 El 23.00 0.00 ........................... 0.00 0.00 ...........•••-•-••-••.....•••................•..............••..........................•• 0.00 25.00 63.0% 3.55 11.16 0.37 0.88 485 3" o.c. ..._..... 485 ........................................ 16d at 4" o.c. at 12" o.c. 2.67 Level L3 E2 13.50 0.00 0.00 0.00 0.00 25.00 37.0% 2.08 6.55 0.37 0.88 485 3" o.c. 485 16d at 4" o.c. at 12" o.c. 5.31 .................i Level L3 F1 ----------_ 13.50 ------..... 0.00 ---------------------------------------------------------•------------------------------•------ 0.00 0.00 0.00 30.00 37.0% 2.50 7.86 0.37 0.88 ---- 582 ----- 3." o.c. 582 -- ----• 16d at 3" o.c. ------------ at 8" o.c. ------•-••- 7.11 Level L3 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0% 4.26 .13.39 0.37 0.88 582 3." o.c. 582 l6d at 3" o.c. at 8" o.c. 4.44 ------------------------------------------------------------- Level L3 GI 23.00 0.00 0.00 ----------- 0.00 0.00 -- 26.00 --------------------------------------------------------- 63.0% 3.69 11.60 0.37 0.88 504 ---------------- 3" o.c. ----------- 504 ----------------- 16d at 3" o.c. ------------- at 12" o.c. ----------- 3.02 Level L3 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.0% 2.16 6.81 0.37 0.88 ----- 504 3" o.c. 504 16d at 3" o.c. at 12" o.c. 5.67 L- ----------------------------------------- Level L3 H1 13.50 0.00 - 0.00 0.00 ------------------------------------------ 0.00 22.00 37.0% 1.83 ------ 5.76 ----- 0.37 - 0.88 ---- 427 ---------- 4" o.c. ---------- 427 -------- ------ 16d at 4" o.c. ------------- at 12" o.c. ----- ----- 4.23 Level L3 H2 23.00 0.00 0.00 0.00 0.00 22.00 63.0% 3A2 9.82 0.37 0.88 427 4" o.c. 427 16d at 4" o.c. at 12" o.c. 1.61 Level L3 I1 .......... 23.00 ............. 0.00 •-•--...._....... 0.00 ------.....:............._......._..............: 0.00 0.00 23.00 63.0% 3.26 10.26 0.37 0.88 446 4" o.c. 446 16d at 4" o.c. at 12" o.c. 1.96 Level L3 12 13.50 0.00 0.00 0.00 0.00 23.00 37.0% 1.91 6.02 0.37 0.88 446 4" o.c. 446 16d at 4" o.c. at 12" o.c. 4.59 • .....................--- LeveIL3 J1* 13.50 0.00 -------------------------------•------------------------------------------------ 0.00 0.00 0.00 10.00 35.1% 0.79 2.48 ------------------- 0.25 0.63 -- 184 --------------- 6" o.c. ----------- 184 ----------------- 16d at 6" o.c. •------------ at 24" o.c. -- N/A LeveIL3 12* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.46 4.60 0.37 0.88 184 6" o.c. 184 16d at 6" o.c. at 24" o.c. N/A Sum L54.UU 31.5/ 1u3.39 * Refer to attached analysis for walls sharing load between two sections of the building a r N V Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Side Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 30.9% Story shear(kips) = 25.17 Story height (ft) = 9.25 Total Width(Ft) = 146.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 128.56 r N W Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear (plf) Panel Edge Nailing I Plate Shear (plf) I A. Bolt Spacing Top Plate I LTP4 Resultant HD(kips) Level L2 DI* 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 0.68 3.47 0.25 0.87 267 6" o.c. 267 2x at 48" o.c. at 16" o.c. 3.01 Level L2 D2* 20.00 0.00 0.00 0.00 0.00 .....................---•--.....----......------............------......----•.. 10.00 60.6% 1.04 5.34 0.25 0.87 267 6" o.c. ..............• 267 ----------- 2x at 48" o.c. ----------------- at 16" o.c. ------------ 1.09 -•-•-•--- Level L2 El .................... 23.00 0.00 ........ 0.00 ......... 0.00 0.00 25.00 63.0% 2.72 13.87 0.37 1.25 603 2" o.c. 603 2x at 32" o.c. at 8" o.c. 5.76 Level L2 E2 13.50 0.00 0.00 0.00 0.00 25.00 37.0% 1.59 8.14 0.37 1.25 603 2" o.c. -•-• ---•---- 603 ---..._..-1- 2x at 32" o.c. -•-------------- at B" o.c. ......----••....-•••••-- 9.55 •--••------- Level L2 ------- F1 13.50 8.OD 6.0, 0.00 0.00 30.00 37.0% 1.91 177 0.37 1.25 724 2 o.c. 724 2x at 16" o.c. at 8" o.c. 12.50 Level L2 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0% 3.26 16.65 0.37 1.25 724 2" o.c. ............................. 724 2x at 16" o.c. ----------------- at B" o.c. ------------- 8.67 ------•---- Level L2 G1 23. 00 0.00 0.00- 0.00 -•----------•-----------------•----•---.----•---•-•-........................... 0.00 26.00 63.0% 2.82 14.43 0.37 1.25 627 2" o.c. 627 2x at 32" o.c. at 8" o.c. 6.34 Level L2 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.0% 1.66 8.47 0.37 1.25 ......... 627 2"' o.c. 627 2x at 32" o.c. --- at 8" o.c. 10.14 Level L2 Hi ...... 13.50 0.00 0.00 0.00 0.00 22.00 37.0% 1.40 7.17 0.37 Y. 531 3" o.c. 531 2x at 32" o.c. -- at 8" o.c. 7.77 Level L2 H2 23.00 0.00 0.00 0.00 0.00 22.00 63.0% 2.39 12.21 0.37 1.25 531 3" o.c. -•------• SU ------------ 2x at 32" o.c. ----------------- at 8" o.c. ------------ 4.01 Level L2 11 23.00 0.00 6.0- 0,00 0.00- 23.00 6,360,% 2.50 12.76 0.37 1.25 555 -3" o.c. 555 2x at 32" o.c. at 8" o.c. 4.fi0 Level L2 12 13.50 0.00 0.00 MR 0.00 23.00 37.0% 1.47 7.49 0.37 1.25 555 3" o.c. 555 2x at 32" o.c, at 8" o.c 8.36 I Level L2 J1* 13.50 0.00 0.00 0.00 0.00 10.00 35.1% 0.60 3.09 0.25 0.87 229 6" o.c. 229 2x at 48" O.C. at 24" o.c. 1.94 Level L2 J2* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.12 5.72 0.37 1.25 229 1 6" o.c. 229 2x at 48" o.c. at 24" o.c. N/A Sum 254.00 15.1i UB.Sb * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design -SouthBld Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Front/Back Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 35.4% Story shear(kips) = 33.16 Story height (ft) = 8.25 Total Width(ft)= 154.00 � r rQ CD Story Wall Wall D(ft) Opening Width (ft) Opening Opening Height (ft) to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story Sum Panel DL(klf) DL(klf) Shearlplf)l Panel Edge Nailing Plate Shear (plf) BTM Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips Window Strap Level LS Dl 33.50 10.00 4.00 2.75 1.00 20.00 54.0% 2.33 2.33 0.15 0.15 99 6" o.c. 69 16d at 6" o.c. at 24" o.c. N/A 0.82 CS16 Level L5 D3 20.00 0.00 0.00 0.00 0.00 20.00 46.0% 1.98 1.98 0,15 0.15 99 6" o.c. 99 16d at 6" o.c. at 24" o.c. N/A NA '... NA Level LS ---------------•_-......................................_..._._......._..._........._......._....._..............-_...-..._._....._._._ Ei 23.00 O.Op 0.00 0.00 0.00 30.00 50.0% 3.23 3.23 0.14 0.14 140 ...._....... 6"16d ._....... ...._...... at 6" o.c. .._...._...._.. at Y4" o.c. _..._'.._ N/A ..'.'.'...... NA NA Level LS E2 23.D0 D.00 0.00 O.DO 0.00 30.00 SD.O% 3.23 3.23 0.14 0.14 140 6" a.e. 140 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS F1 23.00 0.00 0.00 0.00 0.00 26.00 50.0% 2.80 2.80 0.14 0.14 122 6" O.C. 222 16d at 6" G.C.at 24" o c. N/A NA NA Level L5 F2 23.00 0.00 0.00 0.00 0,00 26,00 50.0% 2.80 2,80 0.14 0.14 122 6" o.c. 122 16d at 6" o.c at 24" o c. N/A NA NA -....... Level LS -- G1 •_•--- 23.00 •--- 0-00 0.00 - 0.00 0.00 •------------------------------------------------------------ 24.00 63.0% 3.26 3.26 0,14 0.14 1-4-2 142 ---••• • 6" o.c. - ' 142 16d at 6" o.c. at 24" ox N/A NA NA Level LS G2 13.50 0.00 0,00 0.00 0.00 24.00 37.0% 1.91 1.91 0.14 0.14 142 6" ox, 142 16d at 6" o.c. at 24" O.C. N/A NA NA - Level LS H1 9.00 0.00 6.00 0.00 0.00 ----•---------------------•---•-•---------------------------- 42.00 9.9% 0.90 0.90 0.11 0.11 99 -----•------ 6" o.c. -------- 99 ----------- 16d at 6" o.c ------------- at 24" o.c. --------- N/A ------------- NA -------- NA Level L5 H2 8.50 0.00 0.00 0.00 0.00 42.00 9.3% 0185 0.85 0.11 0.11 99 6" o.c, 99 16d at 6" o.c at 24" o c. N/A NA NA Level L5 H3 5.75 0.00 0.00 0.00 0.00 42.00 6.3 % 0.57 0.57 0.17 0.17 99 6" o.c. 99 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS H4 8.00 0.00 0.00 0.00 0.00 42.00 8.8% 0.80 0.80 0.17 0.I7 99 6" o.c. 99 16d at 6" o.c at 24" o.c. N/A NA NA Level LS H5 22,00 0.00 0.00 0.00 0.00 42.00 24.2% 2.19 2.19 0.17 0.17 99 6" o.c. 99 16d at 6" o.c at 24" ox. N/A NA NA Level L5 H6 19.67 0.00 0.00 0.00 0.00 42.00 21.6% 1.96 1.96 0.17 0.17 99 6" o.c. 99 16d at 6" o.c. at 24" o.c. N/A NA NA Level 1.5 H6.1 18.00 0.00 0.00 0.00 0Z 42.00 19.8% 1,79 1.79 0.31. 0.31 99 6" o.c. 99 at 24" o.c. N/A NA NA Level LS ------ I1 - --------•---......- 17.00 6.00 4.00 4.00 1.00 12.00 46.8% a 1.21 1.21 0.31 0.31 110 6" o.c. 71 Mat6" --- at 24" o.c. -- ------ N/A ------------- 1.32 C516 Level LS 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.37 1.37 0.31 0.31 110 6" o.c. 60 at 24" o.c. N/A 0.99 CS36 hum 31L.yL 33.1b 33.1b ' Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E 0E Description: Shear Wall Design - South Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Front/Back Direction Total Building Story Shear (kips) = 134.59 Percentage of Tota I = 35.4% Story shear(kips) = 47.64 Story height (ft) = 9.25 Total Width(ft) = 154.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 80.80 r to 0 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Height (ft) to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story Sum Panel DL(klf) DL(klf) Shear (plf) Panel Edge Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips Window Strap LevelL4 Dl 33.50 10.00 4.00 2.75 1.00 20.00 54.0% 3.34 5.67 0.17 0.33 241 5" o.c. 169 16d at5" o.c. at 24" o.c. N/A 1.99 CMSTC16 Level L4 D3 20.00 0.00 0.00 0.00 0.00 20.00 46.0% 2.84 4.82 0.17 0.33 241 6" o.c. 241 16d at 6" o.c. at 24" o.c. 1.12 NA NA ...---..... Level L4 -•'...................................................................................................................................... E1 23.00 0.00 0.00 0.00 0.00 30,00 5010% 4.64 7.87 0.39 0.53 342 ............ 4" o.c. ............................................................. 342 16d at 4" o.c. at 16" o c. N/A ........................ NA NA Level L4 E2 23.00 0.00 0.00 0.00 0.00 30.00 50.0% 4.64 7.87 0.39 0.53 342 4" o.c. 342 16d at 4" o.c at 26" o.c. N/A NA NA ----.................................................................................................................................................... Level L4 F1 23.00 0.00 0.00 0.00 0.00 26.00 50.0% 4.02 6.82 0.39 0.53 297 ........... 6" o.c. ......-- 297 .......... 16d at 6" o.c ..._`................... at 26" o.c. N/A ...................... NA NA Level L4 F2 23.00 0.00 0,00 0.00 0.00 26.00 50Z% 4.02 6:82 0.39 O.C.. _.......•._. ... Level L4 G1 23.00 0.00 0.00 OAO 0.00 24.00 63.0% 4.68 7,93 6.39 0.53 . 345 4" o.c. 345 .16d at 4" o.c. -at-16"-ox - N/A NA NA Level L4 G2 13.50 0.00 0.00 0.00 0.00 24.00 37.0% 2.75 4.66 0.39 0.53 345 4" o.c. 345 - 16d at 4" o.c. at 16" o c. ---------- 2.31 NA NA ------------------------- Level L4 HI ----•-------•-- 9.00 ....................................................... 0.00 0.00 0.00 0.00 42.00 ------ 9.9% ........................................... 1.29 2.18 0.41 0.52 ... 242 ... -----•-- 6" o.c. ------ 242 --•---- 16d at 6" ox •--- at 24" o.c. --------- 1.76 ------------- NA -------- NA Level L4 H2 8.50 0.00 0.00 0.00 0.00 42.00 9.3% 1.21 2.06 0.29 0.41 242 6" o.c. 242 16d at 6" ox at 24" o c. 2.16 NA NA Level L4 H3 5.75 0.00 0.00 0.00 0.00 42.00 6.3% 0.82 1.39 0.24 0.42 242 6" o.c. 242 16d at 6" ox at 24" o.c. 2.57 NA NA Level L4 H4 8.00 0.00 0.00 0.00 0.00 42.00 8.8% 1.14 1.94 0.24 0.42 242 6" o.c. 242 16d at 6" ox at 24" o.c. 2.20 NA NA Level L4 H5 22.00 0.00 0100 0.00 0.00 42.00 24.2% 3.14 5.33 0.39 0.57 242 6" ox. 242 16d at 6" ox at 24" o c. N/A NA NA Level L4 H6 19.67 0.00 0.00 0.00 0.00 42.00 21.6% 2.81 4.77 0.39 0.57 242 6" o.c. 242 16d at 6" ox at 24" o.c. N/A NA NA level L4 H6.1 18.00 0.00 0.00 0.00 0.00 42.00 19.8% 2.57 4.36 0.34 0.65 242 6" o.c. 242 16d at 6" ox at 24" o.c. N/A NA NA --• -- --------------•---------------- Level L4 11 17.00 -•-------------------•-----------•-•---•---•-------•-•------------ 6.00 4.00 4.00 1.00 12.00 46.8% 1.74 2.95 0.29 0.60 268 6" o.c. 173 16d at 6" o.c. -------------- at 24" O.C. - ------- N/A ------------- 3.22 -------- CMSTC16 Level L4 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.97 3.35 0.29 0.60 268 6" o.c. 146 16d at 6" o.c. at 24" o.c. N/A 2.41 CMSTC16 Sum 312.92 47.b4 8D.8D Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L3 Front/Back Direction Total Building Story Shear (kips) = 106.36 Percentage of Tota I = 35.4% Story shear(kips) = 37.65 Accumulated shear(kips)= 118AS Story height (ft) = 9.25 Total Width(ft)= 154.00 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Height (ft) to Edge (ft) Plateto Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story Sum Panel DL(klf) DL(klf) Shear(plf)l Panel Edge 1 Nailing Plate IShear (plf) Plate Nailing I Top Plate LTP4 Resultant HD(kips) Force at indow, (kips Window Strap Level L3 D1 33.50 10.00 4.00 2.75 1.00 20.00 54.0% 2.64 8.31 0.17 0.50 354 4" o.c. 248 16d at 6" o.c. at 24" o.c. N/A 2.92 CMSTCI6 Level L3 D3 20.00 0.00 0.00 0.00 0.00 20.00 46.0% 2.25 7.07 0.17 0.50 354 4" o.c. 354 16d at 4" o.c. at 16" O.C.3.42 NA NA Level L3 ......................................................... El 23.00 0.00 0.00 OAO •---........-.......__._..._....,.............,.._........._.,........,..... 0.00 30.00 50.0% 3.67 21.54 0.39 0.91 502 ... ......... 3" o.c. ......... 502 i6d at 3" a.c. at 12" o.c. 2.72 NA ".•--'-• NA Level L3 E2 23.00 0.00 0.00 0.00 0100 30,00 50.0% 3.67 11.54 0.39 0.91 S02 3" o.c. 502 16d at 3" o.c at 12" o c. 2.72 NA NA ...... Level L3 :.------ F1 ............ 2,3.00 ..............•---....._....._......................................._.......................................... 0.00 0.00 0.00 0.00 26.00 50.0% 3.18 10.00 0.39 0.91 435 .......... .................................................... 4" o.c. ........ 435 ......•... 16d at 4" o.c ..........-"-- at 12" o.c. ......... 1.49 ............. NA .......... NA Level L3 F2 23.00 0.00 0.00 0,00 0.00 26.00 SU% 3.18 10.00 0.39 0.91 435 4'" O.C. 435 15d at 4" O.C.t 12".o.c. 1.49 NA NA ' ...... Level L3 ...... G1 ...... 23.00 ....... 0.00 ........ 0.00 ........ 0.00 ....... 0.00 24.00 63.0% 3.70 11,63 0.39 0,91 ... SOB ......__............................................ 3" o.c. 506 16d at 3" o.c. at 12" ox. -- -- 2.79 ----- ----- NA --- NA Level L3 G2 13.50 0.00 0.00 0.00 0.00 24.00 370% 2.17 6.83 0.39 0.91 S06 3" o.c. 506 16d at 3" o.c. at 22" o.c. 5.54 NA NA ..................................................................................................................................I--------------- level L3 HI 9.00 0.00 0.00 0.00 0.00 42.00 9.9% 1.02 3.20 0.41 0.92 3SS - .......... 4" o.c. .......... 355 ........ - 16d at 4" o.c -------------- at 16" o.c. --------- 4.09 ------------- NA - ------ NA Level L3 H2 8.50 0.00 0.00 0.00 0.00 42.00 9.3% 0.96 3.02 0.29 0,70 355. 4" o.c. 355 16d at 4" o.c at 16" v c. 4.86 NA NA Level L3 H3 5.75 0.00 0.00 0.00 0.00 42.00 6.3% 0.65 2.04 0.24 0.66 355 4" O.C. 355 16d at 4" o.c at 16" o.c. 5.71 NA NA Level L3 H4 8.00 0.00 0.00 0.00 0.00 42.00 8.8% 0,90 2.84 0.24 0.66 355 4" o.c. 355 16d at 4' o c at 16" o.c. 5.09 NA NA Level L3 H5 22.00 0.00 0.00 0.00 0.00 42.00 24.2% 2.48 7.82 0.39 0.96 355 4" o.c. 355 16d at 4" o.c. at 16" o c. N/A NA NA Level L3 H6 19.67 0.00 0.00 0100 0.00 42.00 21.6% 2.22 6.99 0.39 0.96 355 4" O.C. 35S 16d at 4" o.c. at 16" o.c. N/A NA NA Level L3 H6.1 18.00 0.00 0.00 0.00 0.00 42.00 19.8% 2.03 6.40 0.34 0.99 355 4" o.c. 355 16d at 4" o.c at 16"" ox. 1.02 NA NA --------------- Level L3 --------`---- 11 17.00 ------------------------------------------------------------------------------------------- 6.00 4.00 4.00 1.00 12.00 46.8% 1.37 4.32 ------------------------- 0.29 0.89 393 ----------- 4" o.c. --------- 254 ---------- 16d at 6" o.c. -------------- at 24" o.c. --------- N/A --- --------- 4.71 -------- CMSTC14 Level L3 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.56 4.91 0.29 0.89 393 4" o.c. 213 16d at 6" o.c. at 24" o.c. N/A 3.53 CMSTCI6 Sum 312.92 37.65 118.45 ` Refer to attached analysis for walls sharing load between two sections of the building r w MDavido Consulting Group Date: 2/25/15 civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design -South Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L2 Front/Back Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 35.4% Story shear(kips) = 28.83 Accumulated shear(kips)= 147.29 Story height (ft) = 9.25 Total Width(Ft) = 154.00 Story Wall wall D(ft) Opening Width (ft) Opening Opening Height (ft) to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story sum Panel DL(klf) DL(klf) Shear (pif) Panel Edge Nailing Plate Shear(plf) A- Bolt Spacing Top Plate LTP4 Resultant HD(kips) Force at indow (kips Window Strap Level L2 D1 24.00 9.00 4.00 3.50 1.00 20.00 25.4% 0.95 4.86 0.17 0.67 324 4" o.c. 203 2x at 48" o.c. at 24" o.c. N/A 3.40 CMSTC16 Level L2 D2 24.00 0.00 0.00 0.00 0.00 20.00 40.7% 1.52 7.78 0.18 0.18 324 4" o.c. 324 x at 48" o.c. ["2x at 16" o.c. 1.74 NA NA Level L2 D3 20.00 0.00 0.00 0.00 0.00 20.00 33.9% 1.27 6.48 0.17 0.67 324 4" o.c. --- 324 at 48" o.c. at 16" o.c. 5.43 NA NA --"'^'----------------^^._.......-.--....................^--....__....--......•.............._.....-•-•-...-•......_---^...-..,_.._.__.__-.-----'.•--- 2" ac. 624 2x at 32" o.0 at 8" o.c. 5.87 NA NA Level L2 E2 23.00 0,00 0.00 0.00 0.00 30.00 50.0% 2.81 14.35 0.39 1.30 624 2" o.c. 624 2x at 32" ox at e" o.c. 5.87 NA NA ............................................ Level L2 F1 23.00 0.00 0.00 0.00 0.00 26.00 50.0% 2,43 12.43 0.39 1.30 541 ............ 3" o.c. -------- 541 ---------•- 2x at 32" ox --------------- at 8" o.c. --------- 3.86 •.•`_..`. NA ----_' NA Level L2 F2 23.00 0.00 0.00 0.00 0.00 26.00 50,0% 2.43 12.43 0.39 . 1.30 541 3" o.c. ---- -- 541 - 2x at 32" ox --- at B" o.c. 3.86 NA NA -------------- Level L2 4�� ------ G1 23.00 Q00 .66 0.00 .- 0.00 U- 0.00 24.00 -- --------- 63,0% ----------- 2.83 - ---------------,-3------------- 14,46 0.39 1.30 629 -- 2" o,c. - 629 -•---- 2x at 32" o.c. - at 8" o.c. - 5.99 --- NA NA Level L2 G2 13.50 0.00 0.00 0.00 0.00 24.00 37.0% 1.66 &49 0.39 1.30 629 2" o.c. 629 2x at 32" ox at 8" o.c. 9.94 NA NA Level L2 Hi 9.00 0.00 0.00 0.00 0.00 42.00 9.9% 0.78 3.98 0.41 1.33 442 4" o.c. 442 2x at 32" o.c at 12" ox. 7.25 NA NA Level L2 H2 8.50 0.00 U0 0.00 0.00 42.00 9.3% 0.74 3.76 0.29 0.99 442 4" o.c. 442 2x at 32" ox at 12" o.c. 8.41 NA NA Level L2 H3 5.75 0.00 0.00 0.00 0.00 42.00 6.3% 0.50 2.54 0.24 0.90 442 4" o.c. 442 2x. at 32" ox at 12" o.c. 9.73 NA NA Level L2 H4 8.00 0.00 0.00 0.00 0.00 42.00 8.8% 0.69 3.53 0,24 0.90 442 4" o.c. 442 2x at 32" ox at 12" o.c. 8.93 NA NA Level L2 H5 22.00 0.00 0.00 0100 0100 42.00 24.2% 1.90 9.72 0.39 1.35 442 4" O.C. 442 2x at 32" ox at 12" o.c. 1.56 NA NA Level L2 H6 19.67 0.00 0.00 0.00 0.00 42.00 21.6% 1.70 8.69 0.39 1.35 442 4" o.c. 442 2x at 32" ox at 12" o.c. 2.53 NA NA Level L2 H6.1 18.00 0.00 0.00 0.00 0.00 42.00 Ms% 1.56 7.95 0.34 1.34 442 4" o.c. 442 2x at 32" ox at 12" O.C. 3.32 NA NA Level L2 I1 17.00 6.00 4.00 4.00 1.00 12.00 46.8% 1.05 5.37 0.29 1.18 488 3" o.c. 316 li; at 48" o.c. at 16" o.c. 1.50 5.86 CMSTCI4 Level L2 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.20 6.10 0.29 1.18 488 3" ox 265 2x at 48" ox at 16'. o.c. N/A 4.40 CMSTC16 Sum 327.42 28.83 147.29 • Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: JN INCORPORATE D Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level LS Side Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 35.4% Story shear(kips) = 33.16 Story height (ft) = 8,25 Story Wall Wall D(ft) Opening Width (ft) Opening Height (it) Opening to Edge (ft) Plate to Opening (ft) %sharing Story V(kips) Sum V(kips) Story sum DL(klf) Duli Panel Shear (plf) Panel Edge Nailing Plate I Shear (plf) BTM Plate I Nailing Top Plate Resultant I HD(kips) Force at Window (kips)l Window Strap Level L5 Al 4.67 0.00 0.00 0.00 0.00 1.5% 0.51 0.51 0.31 0.31 109 6" D.C. 109 16d at 6" D.C. at 24" D.C. N/A NA NA Level LS A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.49 0.49 0.31 0.31 109 6" D.C. 109 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 A3 25.00 11.00 4.00 4.50 1.00 4.6% 1.52 1.52 0.31 0.31 109 6" D.C. 61 16d at 6" D.C. at 24" D.C. N/A 1.47 CS16 Level L5 A5* 13.50 0.00 0.00 0.00 0.00 4.4% 1.47 1.47 0.29 0.29 109 6" D.C. 109 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 A6* 25.00 0.00 0.00 0.00 0.00 8.2% 2.72 2.72 0.14 0.14 109 6" D.C. 209 16d at 6" D.C. at 24" D.C. N/A NA NA ..--..... Level L5 .........'-"... 81 ...... 15.00 ..._.................""....."-'---^........'-"................_.... 0.00 0.00 0.00 0.00 4.9% 1.63 -------- 1.63 ...... 0.32 _.................. 0.32 109 .......... 6" O.C. .... .^...... 109 ........ ---- 16d at 6" O.C. ------------ at 24" O.C. ----- .----------------- N/A NA '........ NA Level L5 82 9.50 0.00 0.00 0.00 0.00 3.1% 1.03 1 1.03 0.32 0.32 109 6" O.C. 109 16d at 6" D.C. at 24" O.C. N/A NA NA level LS 83 19.00 0.00 0.00 0.00 0.00 5.9% 1.96 1.96 0.32 0.32 109 6" O.C. 109 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 84 21.25 0.00 0.00 0.00 0.00 7.0% 2.31 2.31 0.32 0.32 109 6" D.C. 109 16d at 6" D.C. at 24" D.C. N/A NA NA Level LS 65 22.00 0.00 OAO 0.00 0.00 7.2% 2.39 2.39 0,32 0.32 109 6" D.C. 109 16d at 6" D.C. at 24" o.c. N/A NA. NA Level L5 86 28.67 0.00 aoo 0,00 0.00 9,4% 3.12 3.12 0.32 0.32 109 6" O.C. 109 16d at 6" O.C. at 24" O.C. N/A NA NA Level LS 87 40.00 0.00 0.00 0.00 0.00 13.1% 4.35 4.35 0.32 0.32 109 6" D.C. 109 16d at 6" D.C. at 24" D.C. N/A NA NA Level LS B8 21.25 0.00 0.00 0.00 0.00 7.0% 2.31 2.31 0.32 0.32 109 6" O.C. 109 16d at 5" D.C. at 24" D.C. N/A NA NA Level L5 B9 9.50 0.00 0.00 0.00 0.00 3.1% 1.03 1.03 0.32 0.32 109 6' D.C. 109 16d at 6" D.C. at 24" D.C. N/A NA NA Level LS 810 12.00 0.00 0.00 0.00 0.00 3.9% 1.31 1.31 0.14 0.14 109 6" D.C. 109 16d at 6" D.C. at 24" D.C. N/A NA NA .....................^'-"'-- Level LS Cl ....... 14.25 .-...-'^'-'-^'-"'-'-'-....._......_..................................^ 6.00 4.00 4.00 1.00 2.7% 0.90 ................................ 0.90 0.31 0.31 109 .......... 6" D.C. ............ 63 ................................. 16d at 6" D.C. at 24" D.C. N/A --------------- 1.31 CS16 Level L5 C3 18.00 10.00 4.00 2.00 1.00 2.6% 0.87 0.87 0.31 0.31 109 6" O.C. 48 16d at 6" D.C. at 24" D.C. N/A 0.65 CS16 Level L5 C4 14.25 6.00 4.00 4.00 1.00 2.7% 0.90 0.90 0.31 0.31 109 6" D.C. 63 16d at 6" D.C. at 24" D.C. N/A 1.31 CS16 Level L5 C6 9.75 0.00 0.00 0.00 0.00 3.2% 1.06 1.06 0.15 0.15 109 6" D.C. 209 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 C7 24.00 12.50 4.00 3.00 1.00 3.8% 1.2S 1.25 0.15 0.15 109 6" D.C. 52 16d at 6" D.C. at 24" D.C. N/A 0.98 CS16 Sum 350.09 33.16 33.16 ' Refer to attached analysis for walls sharing load between two sections of the building r w w Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Side Nails and Sheathing: I0d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L4 Side Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 35.4% Story shear(kips) = 47.64 Accumulated shear(kips)= 80.80 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge(ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story Sum DL(klf) DL(kif) Panel Shear(pH) Panel Edge Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant I HD(kips) Force at Window (kips)l Window Strap Level L4 Al 4.67 0.00 0.00 0.00 0.00 1.5% 0.73 1.24 0.17 0.48 265 6" o.c. 265 16d at 6" o.c. at 16" o.c. 3.00 NA NA Level L4 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.70 1.19 0.17 0.48 265 6" o.c. 265 16d at 6" o.c. at 16" o.c. 3.04 NA NA Level L4 A3 25.00 11.00 4.00 4.50 1.00 4.6% 2.19 3.71 0.17 0.48 265 6" o.c. 149 16d at 6" o.c. at 24" o.c. N/A 3.58 CMSTC36 Level L4 A5' 13.50 0.00 0.00 0.00 0.00 4.4% 2.11 3.58 0.25 0.54 265 6" o.c. 265 16d at 6" o.c. at 16" o.c. 1.21 NA NA Level L4 A6' 25.00 0.00 0.00 0.00 0.00 8.2% 3.91 6.63 0.43 0.57 265 6" o.c. 265 ------------ 16d at 6" o.c. ---------- at 16" o.c. `----------- N/A --`------ NA ------------- NA --------- ---'-----.-'--------------------------------------------------- Level L4 Bl 15.00 0.00 0.00 -------..------- 0.00 ----------------------------------------------------------- 0.00 4.9% 2.35 3.98 0.17 0.48 265 ---------- 6" o.c. 265 - 16d at 6" o.c. at 16" o.c. 112 NA NA Level L4 62 9.50 0.00 0.00 D.00 0.00 3.1% 1.49 2.52 0.17 0.48 26S 6" o.c. 265 16d at 6" o.c. at 26" o.c. 2.09 NA NA Level L4 B3 18.00 0.00 0.00 0.00 0.00 5.9% 2.82 4.77 0.17 0.48 265 6" o.c. 265 16d at 6" o.c. at 16" oc. N/A NA NA Level L4 B4 21.25 0.00 0.00 0.00 0.00 7.0% 3.32 5.64 0.17 0.48 265 6" o.c. 265 16d at 6" o.c. at 16" o c. N/A NA NA Level L4 BS 22.00 0.00 Moo 0.00 0.00 7.2% 3.44 5.84 0.17 0.48 265 6" o.c. 265 16d at 6" o.c. at 16" o c. N/A NA NA Level L4 B6 28.67 0.00 0.00 0.00 0.00 9.4% 4.49 7,61 0.17 0.48 265 6" o.c. 265, 16d at 6" o.c. at 16" o.c. N/A NA NA Level L4 87 40.00 0.00 0.00 0.00 0.00 13.1% 6.26 10.61 0,17 0.48 265 6" o.c. 265 16d at 6" o.c. at i6" o.c. N/A NA NA Level L4 B8 21.25 0.00 0.00 0.00 0.00 7.096 3.32. 5.64 0.17 0.48 265 6" o.c. 265 16d at 6" o.c. at 26" O.C. N/A NA NA level L4 B9 9.50 0.00 0.00 0.00 0.00 3.1% 1.49 2.52 0.17 0.48- 265 6" o.c. 265 16d at 6" o.c. at 16" o.c. 2.09 NA. NA Level L4 810 12.00 0.00 0.00 0.00 0.00 3.9% 1.88 3.18 0.40 0.53 265 6" o.c. ...6" 265 16d at 6" o.a at 16" ox. 1S0 NA NA ....................................'-""`._.............----. ......... ..`...........'•"'-"-................_................_........._ o.c. 154 16d at 6" o.c. at 24" o.c. N/A 3.18 CMSTC36 Level L4 C3 18.00 10.00 4.00 2.00 1.00 2.6% 1.25 2.12 0.17 0.48 265 6" o.c. 118 16d at 6" o.c. at 24" o.c. N/A 1.59 CS16 Level L4 C4 14.25 6.00 4.00 4.00 1.00 2.7% 1.29 2.19 0.17 0.48 265 6" o.c. 154 16d at 6" o.c. at 24" o.c. N/A 3.18 CMSTC36 Level L4 C6 9.75 0.00 0.00 0.00 0.00 3.2% 1.53 2.59 0.14 0.29 265 6" o.c. 265 16d at 6" o.c. at 16" o.c. 2.63 NA NA Level L4 C7 24.00 12.50 4.00 3.00 1.00 3.8% 1.80 3.05 0.29 0.44 265 6" o.c. 127 16d at 6" o.c. at 24" o.c. N/A 2.39 CMSTC36 Sum 350.09 47.64 80.80 • Refer to attached analysis for walls sharing load between two sections of the building r A Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: 1N INCORPORATFID Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Side Nails and Sheathing: 10d-1S/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L3 Side Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 35.4% Story shear(kips) = 37.65 Accumulated shear(kips)= 118.45 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story Sum DL(klf) DL(kif) Panel Shear (plf) Panel Edge I Nailing Plate Shear (plf) Plate I Nailing Top Plate LTP4 Resultant I HD(kips) Force at Window (kips)i Window Strap Level L3 Al 4.67 0.00 0.00 0.00 0.00 1.5% 0.58 1.82 0.17 0.66 389 4" o.c. 389 16d at 4" o.c. at 12" O.C. 6.75 NA NA Level L3 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.56 1.75 0.17 0.66 389 4" o.c. 389 16d at 4" o.c. at 12" o.c. 6.82 NA NA Level L3 A3 25.00 11.00 4.00 4.50 1.00 4.6% 1.73 5.44 0.17 0.66 389 4" o.c. 218 16d at 6" o.c. at 24" o.c. N/A 5.25 CMSTCI4 Level L3 A5' 13.50 0.00 0.00 0.00 0.00 4.4% 1.67 5.25 0.25 0.79 389 4" o.c. 389 16d at 4" o.c. at 12" O.C. 3.91 NA NA Level L3 A6' 25.00 O.00 0.00 0.00 0.00 8.2% 3.D9 9.72 0.43 1.00 389 4" o.c. 389 16d at 4" o.c. at 12" o.c. N/A NA NA tevel L3 81 15.00 0.00 0.00 0.00 0.00 4.9% 1.85 5.83 0.17 0.65 .389 -4" o.c. 389 I6d at A" o.c. at 12" o.c. 4.16 NA NA Level L3 62 9.50 0.00 0.00 0.00 0.00 3.1% 1.17 3.69 0.17 0.65 389 4' O.C. 389 16d at 4" o.c. at 12" O.C. $as NA NA Level L3 83 1&00 0.00 0.00 0.00 0.00 5.9% 2.23 7.00 0.17 0.65 389 4' o.c. 389 16d at 4" o.e. at 12" o.c. 3.54 NA NA Level L3 B4 21.25 0.00 0.00 0.00 0.00 7.0% 2.63 8.26 0..17 0.65 389 4' O.C. 389 16d at 4" o.c. at 12" o.c. 2.87 NA NA Level L3 85 22.00 0.00 0.00 0.00 0.00 7.2% 2.72 8.56 0,17 0.65 389 4" o.c. 389 16d at 4" o.c. at 12" o.c. 2.72 NA NA level L3 86 28.67 0.00 0.00 0.00 0.00 9.4% 3.54 11..15 0..17 0.65 389 4" o.c. 389 16d at 4" o.c. at 12" ox. 1.38 NA NA Level L3 87 40.00 0.00 0.00 0.00 0.00 131% 4.94 15.56 017 M65 389 4" o.c. 389 i6d at 4" o.c. at 12" O.C. N/A NA NA Level L3 B8 21.25 0.00 0.00 0.00 0.00 7.0% 2.63 8.26 0.17 0.65 389 4" o.c- 389 16d at 4" o.c. at 12" o.c. 2.87 NA NA Level L3 89 9.50 0.00 0.00 0.00 0.00 3.1% 1.17 3.69 0.17 0.65 389 4"o.c. 389 16d at 4" ox. at 12" ox. 5.38 NA NA Level L3 810 12.00 0.00 0.00 0.00 0.00 3.9% 1.48 4.67 0.40 0.93 389 4" ox 389 16d at 4" o.c. at 12" ox. 3.77 NA NA Level L3 C1 14.25 6.00 4.00 4.00 1.00 2.74 1.02 3.21 0.17 0.66 389 4" o.c. 225 i6-d at'Wo.c. at 24" o.c. 1.27 4.67 CMSTCI4 Level L3 C3 18.00 10.00 4.00 2.00 1.00 2.6% 0.99 3.11 0.17 0.66 389 4" o.c. 173 16d at 6" o.c. at 24" o.c. N/A 2.33 CMSTC16 Level L3 C4 14.25 6.00 4.00 4.00 1.00 2.7% 1.02 3.21 0.17 0.66 389 4" o.c. 225 16d at 6" o.c. at 24" o.c. 1.27 4.67 CMSTCI4 Level L3 C6 9.75 0.00 0.00 0.00 0.00 3.2% 1.21 3.79 0.14 0.43 389 4" o.c. 389 16d at 4" o.c. at 12" O.C. 6.00 NA NA Level L3 C7 24.00 12.SO 4.00 3.00 1.00 3.8% 1.42 4.47 0.29 0.73 389 4" o.c. 186 16d at 6" o.c. at 24" o.c. N/A 3.50 CMSTC16 Sum 350.09 37.65 118.45 • Refer to attached analysis for walls sharing load between two sections of the building r Ln . r r to Ln Davido Consulting Group Date: 2/25/15 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design -South Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L2 Side Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 35.4% Story shear(kips) = 28.83 Accumulated shear kips)= 147.29 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story Sum DL(kif) DL(klf) Panel Shear (pIf) Panel Edgel Nailing Plate Shear (plf) A. Bolt I Spacing I Top Plate LTP4 Resultant HD(kips) Force at Window (kips)l Window Strap Level L2 Al 4.67 0.00 0.00 0.00 0.00 1.5% 0.45 2.26 0.17 0.83 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 11.50 NA NA Level L2 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.43 2A8 0.17 0.83 484 3" o.c. 484 Zx at 32" ox. at 12" o.c. 11.60 NA NA Level L2 A3 14.50 5.00 4.00 4.25 1.00 3.1% 0.91 4.60 0.17 0.83 484 3" o.c. 317 Zx at 48" o.c. at 16" o.c. N/A 6.18 CMSTCI4 Level L2 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.43 2.18 0.17 0.83 484 3" o.c. 484 Zx at 32" o.c. at 12" o.c. 3.79 NA NA Level L2 A5' 13.50 0.00 0.00 0.00 0.00 4.5% 1.29 6.54 0.25 1.03 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 7.54 NA NA Level L2 A6" 25.D0 0.00 0.00 0.00 0.00 8.3% 2.39 12.11 0.43 1.44 484 3" o.c. ...................... 484 Zx at 32" o.c. ............. at 12" o.c. ............ N/A ......... NA ...................... NA ............................................................................................................................................ Level L2 Bi 12.50 0.00 0.00 0.00 0.00 4.1% 1.20 7.03 0.17 0.82 562 3" o.c. 562 2x at 32" o.c. at 8" o.c. 10.91 NA NA Level L2 B2 9.50 0.00 0.00 0.00 0.00 3.1% 0.91 4.60 0.17 0.82 484. 3" o.c. 484 Zx at 32" o.c. at 12" o.c. 9.61 NA NA Level L2 63 19.00 0.00 0.00 0.00 0.00 6.0% 1.72 8.72 0.17 0.82, 484 3" o.c. 484 Zx at 32" o.c. at 12" o c. 7.22 NA NA Level L2 84 21.25 0.00 0.00 0.00 0.00 7.0% 2.03 10.30 0.17 0.82 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 6.37 NA NA Level L2 B5 22.00- 0.00 0.00 0.00 0.00 7.3% 2.10 10.66 0.17 0.82 484 3" o.c. 484 2x at 32" ox. at 12" o.c. 6.19 NA NA Level L2 86 28.67 0.00 0.00 0.00 0.00 9.5% 2.74 13.89 0.17 0.82 484 3" o.c. 484 Zx at 32." o.c. at 12" o.c. 4.48 NA NA Level L2. B7 40.00 0.00 0.00 0.00 0.00 13.3% 3.82 19.38 0.17 0.82 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 1.64 NA NA Level L2 88 21.25 0.00 0.00 0.00 0.00 7.0% 2.03 10.30 0.17 0.82 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 6.37 NA NA Level L2 B9 9.50 0.00 0.00 0.00 0.00 3A% 0.92 4.60 0.17 0.82 484 3" o.c. 484 2x at 32" O.C. at 12" o.c. 9.61 NA NA Level LZ 810 12.00 0.00 0.00 0.00 0.00 4.0% 1.15 5.81 0.40 1.32 484 3" o.c. 484 2x at 32" o.c. at 12" o.c. 6.% NA NA '-'--- ------------- Level L2 '---"'_-••'---•---'----.___._-^..._.'.---•-`------•---•---•••----------___-----`------_ Cl 4.00 0.00 0.00 0.00 0.00 1.3% 0.38 ------------- 1.96 0.17 ----...... 0.83 --'-.... 489 -`--"`-- 3" o.c. ^-'-'----_' 489 `---------- 2x at 32" o.c. '----__'-._- at 12" o.c. --------- 4.03 ----•-----••- NA --------- NA Level L2 C2 4.00 0.00 0.00 0.00 0.00 1.3% 0.38 1.96 0.17 0.83 489 3" o.c. 489 2x at 32" o.c. at 12" o.c. 4.03 NA NA Level L2 C3 18.DO 10.00 4.00 2.00 1.00 2.7% 0.76 3.91 0.17 0.83 489 3" o.c. 227 2x at 48" o.c. at 24" o.c. N/A 2.93 CMSTC16 Level L2 C4 4.00 0.00 0.00 0.00 0.00 1.3% 0.38 1.96 0.17 0.83 489 3" o.c. 489 Zx at 32" o.c. at 12" o.c. 4.03 NA NA Level L2 C5 4.00 0.00 0.00 0.00 0.00 1.3% 0.38 1.96 0.17 0.83 489 3" o.c. 489 2x at 32" o.c. at 12" o.c. 4.03 NA NA Level L2 C6 9.75 0.00 0.00 0.00 0.00 3.2% 0.93 4.77 0.14 0.57 489 3" o.c. 489 2x at 32" o.0 at 12" o.c. 10.33 NA NA Level L2 C7 24.00 12.50 4.00 3.00 1.00 3.8% 1.10 5.62 0.29 1.02 489 3" o.c. 1 234 2x at 48" o.c. at 24" o.c. N/A 4.40 CMSTCI4 Sum 329.09 28.83 147.29 ' Refer to attached analysis for walls sharing load between two sections of the building r ra rn ra rn Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L5 Walls Straddling Two Building Sections Story height (ft) = 8.25 Assumptions Controlling Case: Seismic Story Combined Walls Wall Opening Opening Opening Plate to %Sharing Story Story Sum Story Sum Panel Panel Edge I Plate I I BTM Plate Top Plate I Resultant Bldg-Wall/Bldg-Wall D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) V(kips) DL(klf) DL(klf) Shear (plf) Nailing Shear (plf) Nailing LTP4 HD(kips) Level LS N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 1.50 0.78 2.28 0.13 0.13 176 6" o.c. 176 16d at 6" o.c. at 24" o.c. 0.96 Level LS N-CS / E-D2 20.00 O.DO O.00 0.00 0.00 60.6% 2.31 1.20 3.51 0.13 0.13 276 6" o.c. 176 16d at 6" o.c. at 24" o.c. N/A ........................................................................................................................^^.............,............_.__._---- Level LS E-11 / S-AS 13.50 D.00 0.00 0.00 0.00 35.1% 0.70 1.47 2.16 0.14 0.14 160 ------------------------- 6" o.c. 160 ------------ 16d at 6" o.c. ------------ at 24" o.c. ------... N/A I Level L5 E-J2 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.29 2.72 4.01 0.14 0.14 160 6" o.c. 160 16d at 6" o.c. at 24" o.c. N/A Sum 71.50 Sum 5.80 6.17 11.97 r -4 • r 4 Davido Consulting Group Date: 2/25/15 DICIG civil I structural I land use Made By: 1N INCORPORATED Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Botts: 3/4" 0 A. Bolt Level L4 Walls Straddling Two Building Sections Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 27.19 7c* Rid. )nil Rid. Story Wall Wall Opening Opening Opening Plate to %Sharing Story Story Sum Story Sum Panel I Panel Edge Plate Plate Top Plate Resuhant D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) V(kips) Duklf) DL(klf) Shear (plf) Nailing Shear (plf) Nailing LTP4 HD(kips) Level L4 N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 2.11 0.39 4.78 0.17 0.31 368 4" o.c. 368 16d at 4" o.c. at 16" o.c. 3.81 Level L4 N-05 / E-D2 20.00 0.00 0.00 0.00 0.00 60.6% 3.24 0.61 7.36 0.17 0.31 368 4" o.c. ............ 368 ............ 16d at 4" o.c. ........................ at 16" o.c. 3.09 .............................................................................................................................................................. Level L4 E-11 / S-A5 13.50 0.00 0.00 0.00 0.00 35.1% 1.00 2.11 5.28 0.25 0.38 391 4" o.c. 391 16d at 4" o.c. at 12" o.c. ......... 3.52 Level L4 E-J2 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.85 3.91 9.77 0.37 0.51 391 4" o.c. 391 16d at 4" o.c. at 12" o.c. 1.15 Sum n.su bum ti.ly /.UL L1.ly Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Walls Straddling Two Building Sections Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 39.42 1e1 RI.In ]n.1 RI.In Story Wall Wall Opening Opening Opening Plate to %Sharing Story Story Sum Story Sum Panel Panel Edge I Plate Plate Top Plate Resultant D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) V(kips) DL(klf) DL(klf) Shear (plf) Nailing Shear (plf) Nailing LTP4 I HD(kips) Level l3 N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 1.66 0.39 6.84 0.17 0.48 526 3" o.c. 526 16d at 3" o.c. at 8" o.c. 9.17 Level L3 N-05 / E-D2 20.00 0.00 0.00 0.00 0.00 60.6% 2.56 0.61 10.53 0.1.7 0.48 526 3" o.c. 526 16d at 3" o.c. at 8" O.C. 7.03 _ _ _ OAO........0.00........0.00.........0.00 ........35.1% _•-" 0.7.......................................____.____... 9 1.67 7.73 0.25 0.63 573 .._........ 3" o.c. ......__.__. 573 ••••--...... l6d at 3" o.c. ..._.-•-••.. at 8" o.c. ....._... 7.99 Level L3 E-J2 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.46 3.09 14.32 0.37 0.88 573 3" o.c. 573 16d at 3" o.c. at 8" o.c. 3.73 Sum 71.50 Sum 6.48 5.76 39.42 ce r to Davido Consulting Group Date: 2/25/15 civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Walls Straddling Two Building Sections Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear kips)= 47.01 10 Aldo 2n1 Rldv Story Wall Wall Opening Opening Opening Plate to %Sharing Story Story Sum Story Sum Panel Panel Edge I Plate I A. Bolt I Top Plate lResuftant D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) V(kips) DL(klf) DL(klf) Shear (plf) Nailing Shear (plf) Spacing LTP4 I HD(kips) Level L2 N-C4 / E-DI 13.00 0.00 0.00 0.00 O.OD 39.4% 1.24 0.39 8.47 0.17 0.65 652 2" o.c. 652 2x at 16" o.c. at 8" o.c. 13.74 Level L2 N-CS / E-D2 20.00 0.00 0.00 0.00 0.00 60.6% 1.90 0.61 13.03 0.17 0.65 652 2" o.c. 652 2x at 16" o.c. at 8" o.c. 12.15 .............................................................................................................................................................. Level L2 E-11 / S-A5 13.50 0.00 0.00 0.00 0.00 35.1% 0.60 0.43 8.77 0.25 0.87 649 ............ 2" o.c. ............ 649 ............ 2x at 16" o.c. ..................... at 8" o.c. 13.20 Level L2 E-J2 / 5-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.12 1.29 16.73 0.25 1.12 669 2" o.c. 669 2x at 16" o.c. at 8" o.c. 8.17 Sum 71.50 bum 4.8b 2./L 4/.UI r C) 0 WG-1 Y m Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS ADDENDUM WOOD GRAVITY DESIGN TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 Section Cover WG-2 wI WG-2 Tukwila Village Building Framing Keyplans Unique and Corridor East Central Scale: 3/32" = 1'-0" WP V �'[ T E " MEMBER REPORT AmenlryNnique, A: FJ2 �ii 0.2 piece(s) 117/8" T]I@ 110 @ 16" OC PASSEDWG-3 Overall Length: 10' 8" V7- 1 9' 9" 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual ® Location Allowed Result LDF Load: combination (Pattern) -- Member Reaction (Ibs) 2272 @ 10' 3 1/2" 2750 (3.50") Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2241 @ 10' 2 1/2" 3120 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 2249 @ 7' 6 15/16" 6320 Passed 36%) 1.00 1.0 D + 1.0 L(All Spans) Live Load Dell. (in) 0.047 @ 5' 8 1/16" 0.198 Passed L/999+ -- 1.0 D + 1.0 L(All Spans) Total Load Defl. in 0.083 @ T 8 7/16" 0.331 Passed L/999+ 1.0 D + 1.0 L(All Spans) TJ-Pro'"' Rating 69 40 Passed Deflection criteria: U. (V600) and TL (1./360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 7 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pm'" Rating include: 1/2" Gypsum ceiling. - $epports Bearing Length Loads to Supports (Ibs) - Accessories Total Available Required''• Dead F10wLive Total 1 - Stud wall - DF 5.50" 4.25" 1.75" 269 388 657 1 1/4" Rim Board 2 - Stud wall - DF 5.50" 4.25" 2.61" 1033 1248 2281 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location spacing Dead (0.90) Floor Live (1.00) Conwnents 1 - Uniform (PSF) 0 to 10, 8" 16" 25.0 40.0 Residential - Uving Areas 2 - Point (PLF) 9' 4" 16" 250.0 400.0 3 - Point (PLF) 9' 4" 16" 250.0 400.0 4 - Point (PLF) TV 16" 70.0 - 5 - Point (PLF) 9' 4" 1 16" 1 70.0 6 - Point (PLF) 9' 4" 1 16" 1 70.0 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadl'rties are third -party certified to sustainable forestry standards. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology: Aso SUSTAINABLE FORESM INITIATIVE 2/18/2015 2:41:02 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 1 of 1 ONPUF 0 R 'T E " MEMBER REPORT AmenityNnique, A: FA A 2 piece(s) 11 7/8" T]I@ 110 @ 16" OC PA*^iEsZ G-4 Overall Length: 11' 5" 10, 6" a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ location Allowed Result LDVj load: combination (Pattern) Member Reaction (Ibs) 3192 @ 4 1/2" 3470 (3.50") Passed (92%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3161 @ 5 1/2" 3120 Passed (101%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1536 @ 5' 1 1/16" 6320 Passed 24% 1.00 1.0 D + 1.0 L All Spans) Live Load Defl. (in) 0.040 @ 5' 6 11/16" 0.213 Passed (L/999+) -- 1.0 D + 1.0 L All Spans) Total Load Defl. in 0.066 @ 5' 6 1/2" 1 0.356 Passed (L/999+ 1.0 D + 1.0 L All Spans) TJ-Pro`" Rating 68 1 40 Passed Deflection criteria: U. (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at T 7 3/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 1/2" Gypsum ceiling. Supports Bearing Length loads to supports (Ibs) Aocessaries Total Available Required Dead Floor Total 1- Stud wall - DF 5.50" 4.25" 2.98" 1432 1769 3201 Web Stiffeners, 1 1/4" Rim Board 2 - Stud wall - DF 5.50" 4.25" 1.75" 215 334 549 1 1/4" Rim Board • Rim Board is assumed to carry all bads applied directly above it, bypassing the member being designed. Loads location spacing Dead (0.90) Floor Live (LOO) Comments 1 - Uniform (PSF) 0 to 11' 5" 16" 25.0 40.0 Residential - Uving Areas 2 - Point (PLF) 7" 16" 370.0 560.0 3 - Point (PLF) 7" 16" 370.0 560.0 4 - Point (PLF) 7" 1 16" 10.0 5 - Point (PLF) 7" 1 16" 10.0 - 6 -Point (PLF) 7" 1 16" 70.0 1- Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dcgengr.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD T SUSTAfWW FO:'J: M lNmATIVE 2/18/2015 2:42:04 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 1 of 1 T MEMBER REPORT AmenkyAlnique, A: FJ4 MF.Olt A E 2 piece(s) 117/8" TJI@ 110 @ 16" OC PASSEDWG-5 Overall Length: 10' 7" V7- . 9181, a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Achral ® Location Allowed Result Load:Combination(vattem)Member Reaction (Ibs) 1608 @ 10'2 1/2" 2750 (3.50') Passed (58%) 1.0 D + 1.0 L (AII Spans) Shear (Ibs) 1578 @ 10' 1 1/2" 3120 Passed (51%) rLDF 1.0 D + 1.0 L (AII Spans) Moment Ft-Ibs 4639 @ 7' 6320 Passed 73% 1.0 D + 1.0 L (AII Spans) Live Load Defl. in 0.073 @ 5'6 15/16" 0.197 Passed (L/999+1.0 D + 1.0 L (All Spans Total Load Defl. in 0.146 @ 5' 7 1/4" 1 0.328 1 Passed (L/809) 1.0 D + 1.0 L (All Spans TJ-Pro— Rating 1 69 1 40 1 Passed Deflection criteria: U. (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 2 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge`" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 1/2" Gypsum ceiling. ,SuPpOrU Bearing Length Loads to Supports (Ibs) Accessories Tafal Available `Required Dead F1oor Live Total 1 - Stud wall - DF 5.50" 4.25" 1.75" 481 539 1020 1 1/4" Rim Board 2 - Stud wall - DF 5.50" 4.25" 1.75" 805 812 1617 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location Spacing Dead (0.90) Floor Live (1.00) - Comments 1 - Uniform (PSF) 0 to 19 7" 16" 25.0 40.0 Residential - Living Areas 2 - Point (PLF) 7' 16" 245.0 295.0 3 - Point (PLF) 7' 16" 245.0 295.0 4 - Point (PLF) 7' 16" 70.0 - 5 - Point (PLF) 7' 16" 70.0 - 6 - Point (PLF) 7' 16" 70.0 - Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims arty other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dcgengr.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD X SUSTAINABLE FORESTRY INn1ATIVE 2/18/2015 2:42:18 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 1 of 1 t L� ®� MEMBER REPORT AmenityAJnique, A: B1c r�1 r 1 piece(s) 5 1/4" x 14n 2.0E Parallam® PSL PA�Cs'O G-6 Overall Length: 24' 6" tt' L L t2' a o 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 26415 @ 11' 9" 27563 (7.00") Passed (96%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 11525 @ IT 2 1/2" 14210 Passed (81%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs -31304 @ 11' 9" 40743 Passed (77%) 1.00 1.0 D + 1.0 L(All Spans) Live Load DeFl. in 0.175 @ 18' 3 5/8" 0.310 Passed L/853 1.0 D + 1.0 L Alt Spans Total Load DeFl. (in) 0.308 @ 18' 5 5/8" 0.621 Passed (L/483) 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 24' 3 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. Supports Bearing Length Loads to Supports (lbs) Accessories Total I Available Required Dead Floor Live Total 1 - Stud wall - DF 5.50" 4.25" 2.23" 3176 4293/- 752 7469/-752 1 1/4" Rim Board 2 - Column Cap - steel 7.00" 7.00" 6.71" 13044 13371 26415 None 3 - Stud wall - DF 5.50" 4.25" 3. 10" 4839 5351/ 90 10190/-490 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 24' 6" 4' 9" 25.0 40.0 Residential - Uving Areas 2 - Uniform (PSF) 10' to 24' 4 1/2" 4' 9" 25.0 40.0 Residential - Living Areas 3 - Uniform (PSF) 10' to 24' 4 1/2" 9' 6" 25.0 30.0 Residential - living Areas 4 - Uniform (PSF) 10' to 24' 4 1/2" 9' 6" 25.0 30.0 Residential - Living 1 Areas 5 - Uniform (PLF) 10' to 24' 4 1/2" N/A 70.0 _ Residential - Uving Areas 6 - Uniform (PLF) 10' to 24' 4 1/2" N/A 70.0 Residential - living Areas 7 - Uniform (PLF) 10' to 24' 4 1/2" I N/A 70.0 Residential - Uving Areas 8 - Uniform (PLF) 0 to 10' N/A 603.8 609.0 from: A: F34, Unked Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to curerk Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dcgengr.com System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 2/18/2015 2:42:33 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 1 of 1 FIL Geopier Northwest geopier V) 40 Lake Bellevue, Suite 100 2615 Bellevue, Washington 98005 J AN 2 2/ 0o5 �$6.2995 - Fax 425.646.3118 I U www.geopierzom December 17, 2014 TO: Mr. Bryan Park Tukwila Village Development Associates, LLC RECEIVED SUBJECT: Design Submittal - Geopier Soil Reinforcement CITY OF TUKWILA SHAG Tukwila Village —,.Building E DEC 2 2 2014 Tukwila, WA Dear Mr. Park: PERMIT CENTER This letter and the attached documents represent our design submittal for Geopier® soil reinforcement at the site of the planned SHAG Tukwila Village - Building E located in Tukwila, WA. The following paragraphs document our design of the Geopier reinforcement system for support of continuous and spread foundations. Geopier Reinforcement Design Subsurface information, as documented in the geotechnical report completed by Associated Earth Sciences, Inc. dated March 18, 2013, has been utilized as the basis for our design. The geotechnical explorations generally encountered sand to silty sand fill with various amounts of debris and trace organics. The thin higher organic content layers of fill appear to be associated with buried topsoil. The fill has variable density form loose to dense. The fill thickness varies from 3.5 to 10 feet. Beneath the fill lies weathered glacial till which is underlain by competent glacial till. Groundwater was encountered between the fill and weathered glacial till contact and the weathered glacial till and intact glacial till contact. The Geopier elements will be founded in the native dense sandy glacial soils and will be capable of providing 5,500 psf allowable bearing pressure for the building footings that can be increased by 1/3 for short term loading conditions. The layout of the Geopier reinforcement is shown on the Geopier Foundation Plan, Sheet GP1.1. As shown, a maximum 10 foot on -center spacing has been selected for support of the continuous foundations, though actual loading necessitates closer spacing for most continuous footings. Our design utilizes 24-inch drill diameter Geopier elements and we anticipate drill depths of approximately 9 to 12 feet deep for the Geopier elements in order fr------- installed through the fill and weathered glacial till and founded upon intact glacial til D FOR CODE COMPLIANCE The actual foundation loads for each foundation were provided by Davido Consulti g GrOAP The maximum foundation loads for column footings is approximately 543 kips. a de i n cell capacity (combination of the Geopier element and surrounding matrix soil) for ach 4196 2015 element is 80 kips and the Geopier design is based upon the actual loads p yided by the structural engineer. City of Tukwi{a BUILDING DIVISION Geopier' and Rammed Aggregate Fier' are registered trademarks of Geopier Foundation Company, Inc. Dly-o3S ..-W, - 4 ` SHAG Tukwila Village Tukwila, WA December 17, 2014 Page 2 Following the installation of the Geopier elements, the subgrade should be compacted to meet requirements established by the geotechnical engineer. Settlement For our analysis, settlements are first calculated for a zone extending from the bottom of the footing to the,depth of the reinforcement. The weighted modulus method (Bowles 1988) is used to estimate settlement in the reinforced zone. This method is described in the Geotechnical Engineering Division/ASCE publication "Control of Settlement and Uplift of Structures Using Short Aggregate Piers) by Dr. Evert C. Lawton, Dr. Nathanial Fox, and Dr. Richard L. Handy. .Additional settlement may occur in the "lower zone" or in the unimproved soil beneath the reinforced zone. The lower zone settlement is calculated using an elastic approach. Based on our analyses, we estimate that total settlement (static) will be less than one inch. Differential settlement most likely will be less than one-half inch. Geopier Installation and Modulus Testing The installation of the Geopier reinforcement, including a downward modulus test, will be completed in accordance with the attached specifications. The downward modulus test will consist of loading the Geopier element in increments to 150% of the design load while measuring deflections to verify the design parameters. The modulus test will also incorporate a creep test at 115% of the design load. The installation and the modulus test will be conducted under the supervision of an experienced geotechnical engineer from Geopier Northwest. We appreciate the opportunity to work with you on this project. If you have any questions or require further information, please call. Sincerely, Geopier Northwest I -o-ly David,.Van Thiel, P.E., G.E. Attachments: Geopier Foundation Plan and Construction Notes, Sheets GP0.1 and GP1.1, and Geopier Calculations cc: Mr. Brian Metcalfe, Geopier Foundation Company x W ,1 GEOPIERa Foundation Company Project: SHAG Tukwila Village No.: P13GNW-00532 Engnr: DVT Date: 12/15114 INPUT PARAMETER VALUES: TOP OF PIER STRESS - SQUARE FOOTINGS GEOPIEW SQUARE FOOTINGS Version 3.0.6 August 2013 Parameter Symb Val. Parameter S mb Equation F4 F6 F8 F10 F10 F10 F12 RAP diameter (in) d 24 Column load (kips) P 60 182 325 340 500 415 543 Depth to groundwater (ft) dgw 5 Required footing width (ft) Br sgrt(P/gall) 3.30 5.75 7.69 7.86 9.53 8.69 9.94 Total unit weight of soil (pit) g 120 Selected footing width (ft) 8 4 6 8 10 10 10 12 Soil frict. angle (degr) f 30 Footing bearing pressure q PI(B-B) 3.75 5.06 5.08 3.40 5.00 4.15 3.77 Max. hor. pressure sf max 2500 Required No. RAP elems Selected No. RAP elems Lee replacement redo Nr N Re P/Ocell N'Ag/(B•B) 0.8 1 0.196 2.3 3 0.262 4.1 5 0.245 4.3 5 0.157 6.3 7 0 220 5.2 6 0.188 6.8 7 0.153 From Table 4.2: RAP cell cap. (kips) Qcell 80 Footing bearing press. (ksf) gall 5.5 Stiffness relio Rs kg/km 8.0 8.0 8.0 8.0 8.0 8.0 8.0 RAP stiffn. modulus (pci) kg 225 tress at to of GP (k 'Rs1(Rs'Ra-Ra+1) 12.65 14.29 14.96 12.98 15.77 14.34 14.61 Soil stiffness modulus km 28 Load at to of GP kips Q •A 39.8 44.9 47.0 40.8 49.6 45.0 45.9 Modulus Layer 1 (ksf) Modulus Layer 2 (ksf) Modulus Layer 3 (ksf) Modulus Layer 4 (ksf) Modulus Layer 5 (ksf) Modulus Layer 1 (ksf) Modulus Layer 2 (ksf) Modulus Layer 3 (ksf) Modulus Layer 4 (ksf) Modulus Layer 5 (ksf) SHAFT LENGTH REQUIREMENTS Depth of Embedment Df 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Trial shaft length (ft) Hs 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Drill depth (it) Hdrill Df+Hs 10 10 10 10 10 10 10 Frictional resistance force (kips) Os fs•pi'd'Hs 54 54 54 54 54 54 54 Allowable tensile resistance (kips) Qsall Qs/2 27 27 27 27 27 27 27 Allowable end -bearing rest. (kips) Qeb Qeb 0 0 0 0 0 0 0 Is shaft long enough? Qs+Qeb-Pcdem? ok ok ok ok ok ok ok UPPER ZONE SETTLEMENT - SQUARE FOOTINGS Parameter Symb Equation UZ Settlement Approach 1Stiffness, 2-Modulus 1 t 1 1 1 1 1 Thickness of UZ sublayer 1(ft) H­ Thickness of UZ sublayer 2 (it) H, Thickness of UZ sublayer 3 (ft) H­ Thickness of UZ sublayer 4 (ft) H_ Thickness of UZ sublayer 5 (ft) His Total UZ Thickness OK? Huz = Hs + d Composite Modulus Layer I(ksf) Eo_1 Eg/Ra+Emt(1-Ra) Composite Modulus Layer 2 (ksf) Emw2 Eg2Ra + Em2(1-Ra) Composite Modulus Layer 3 (ksf) E_3 Eg3Ra + Em3(1-Ra) Composite Modulus Layer 4 (ksf) E_k Eg4Ra + Em4(1-Ra) Composite Modulus Layer 5 (ksf) Emps Eg5Ra + Em5(1-Ra) Sett. of LZ sublayer 1 (in) sit gglkg or ql-r 'HlEcomp 0.39 0.44 0.46 0.40 0.49 0.44 0.45 ett. of LZ subtayer 2 (in) s� q'I1-2'H,-/E_, N/A N/A N/A NIA N/A NIA N/A Sett. of LZ sublayer 3 (in) s„n q1I 3'H,dE,a„,, NIA NIA N/A NIA N/A NIA NIA Sell. of LZ sublayer 4 (in) s„a q'1!7-4'1-1,�/E_m NIA N/A NIA N/A N/A NIA N/AI ett. of LZ sublayer 5 (in) s,� q•lo-5•H,�/E PS N/A NIA N/A N/A N/A N/A NIA otaI Upper Zone Settlement (in) s,� sit+ +sw+s.4+s, 0.39 0.44 0.46 0.40 0.49 0.44 0.45 INPUT PARAMETER VALUES: Parameter Symb Val. LOWER ZONE SETTLEMENTS - Parameter SQUARE S mb FOOTINGS Equation F4 F6 F8 F10 F10 F10 F12 Allowable end -bearing (kips) Qeb Dpth to bottm of t2 from ftg (ft) X•B X'B 8 12 16 20 20 20 24 E or c, for LZ sublyr 1 Et / 41 1000 Upper zone thickness (it) H� Hs+d 10 10 10 10 10 10 10 E or c, for LZ sublyr 2 Ez / ca Lower zone thickness (ft) Hp H2b-Hlz -2 2 6 10 10 10 14 E or c, for LZ sublyr 3 E3 / c,3 Thickness of LZ sublayer 1(ft) H, 2 6 10 10 10 14 E or c, for LZ sublyr 4 E. I c,. Thickness of LZ sublayer 2 (ft) Hu E or c, for LZ sublyr 5 E5 / c,s Thickness of LZ sublayer 3 (ft) Thickness of LZ sublayer 4 (ft) Thickness of LZ sublayer 5 (ft) Ho- H, H� Caic. settlement to X'B X 2 Total LZ thickness ok? No LZ ok I ok ok ok ok ok E or c, for LZ sublyr 1 Et / c„ E (ksf) or c4 1000 1000 1000 1000 1000 1000 1000 E or c, for LZ sublyr 2 EZ / car E (ksf) or c, 0 0 0 0 0 0 0 E or c. for LZ sublyr 3 E3 / CO E (ksf) or c, 0 0 0 0 0 0 0 E or c, for LZ sublyr 4 E. / cE, E (ksf) or c, 0 0 0 0 0 0 0 E or c. for LZ sublyr 5 ES/c,, E(ksf)or c, 0 0 0 0 0 0 0 Initial stress for sublyr 1 (ksf) P1,1 1.003 1.061 1.176 1.291 1.291 1.291 1.406 Initial stress for sublyr 2 (ksf) P',z 1.003 1.118 1.349 1.579 1.579 1.579 1.810 Initial stress for sublyr 3 (ksf) P.o3 1.003 1.118 1.349 1.579 1.579 1.579 1.810 Initial stress for sublyr 4 (ksf) P',r 1.003 1.118 1.349 1.579 1.579 1.579 1.810 Initial stress for sublyr 5 (ksf) P.,5 1.003 1.118 1.349 1,579 1.579 1.579 1.810 Ftg stress on sublyr 1 (ksf) API q•I 0.27 0.64 0.79 0.61 0.89 0.74 0.74 Fig stress on sublyr 2 (ksf) oP2 q'1 0.27 0,55 0.55 0.37 0.54 0.45 0.41 Fig stress on sublyr 3 (ksf) oP3 q'1 0.27 0.55 0.55 0.37 0.54 0.45 0.41 Ftg stress on sublyr 4 (ksf) AP4 q•1 0.27 0.55 0.55 0.37 0.54 0.45 0.41 Ftg stress on sublyr 5 ksf APS q., 027 0.55 0.55 0.37 0.54 0.45 0AI Sett. of LZ sublayer 1 (in) Sp Dpi-11 0.00 0.02 0.06 0.07 0.11 0.09 0.12 Sett. of LZ sublayer 2 (in) SW rezwv2'cspPoz.DPayPez) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sett. of LZ sublayer 3 (in) 5W -Htr9•1o9((Po -0P3yPo3) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sett. of LZ sublayer 4 (in) Spy xG'H1N'bg((Poa.DPayPd) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sett. of LZ sublayer 5 (in) s� ce5•HIS'bg((PoS.DPsypoSi 0.00 0.00 0.00 0 0.00 0.00 0.00 otal lower zone sett. (in) sp sm+sm+sm+sn<+so-s 0.0 0.0 0.1 %2. 0.1 0.1 0.1 0.1 otal UZ + LZ settlement in s I I 0.4 1 0.5 1 0.5 1 0.5 1 0.6 1 0.5 0.6 Note: When "No LZ" is displayed, thicknesses of lower zone should equal 0 pg1oft Associated Earth Sciences, Inc. Serving the Pacific Northwest Since %� 8 0 v lu J�►N 2 2 x0�� March 18, 2013 , Project No. KE110238AFILE REID MIDDLETON, INC Pacific Northern Construction 2012711 Avenue, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park Subject: Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Proposed Tukwila Village Tukwila International Boulevard and South 144" Street Tukwila, Washington Dear Mr. Park: tsEAvVEo FOR t3QDE COMPLIANCE APPROVED MAY 0 5 2015 City of Tukwila kftDING DIVISION We- are pleased to present these copies of our updated report for the referenced project. This report summarizes the results of our subsurface exploration, geologic hazards, and geotechnical engineering studies, and offers recommendations for the design and development of the proposed project. Project plans were under development at the time this report was written. We should be allowed to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions regarding this report or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Senior Principal Engineer KDM/pc KE110238A5 Projects12011023ME\ W P RECEIVED CITY OF TUKWILA DFr222014 PERMIT CENTER -PIW-03gq Kirkland . Everett a Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo..com GeotechnicaC Engineering `Water Resources Env ironmenta( Assessments and Remediation J: r� Sustaina6Ce DeveCopment Services GeoCogic Assessments Associated Earth Sciences, Inc. Serving the Pacific Northwest Since ig81 Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report PROPOSED TUKWILA VILLAGE Tukwila, Washington Prepared for Pacific Northern Construction .Project No. KE110238A March 18, 2013 UPDATED SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND GEOTECTINICAL ENGINEERING REPORT Tukwila, Washington Prepared for: Pacific Northern Construction 201 27"' Avenue, Building A, Suite 300 Puyallup, Washington 98374 Prepared by: Associated Earth Sciences, Inc. 911 5"' Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 March 18, 2013 Project No. KE110238A Updated Subsurface Exploration., Geologic Hazards, and Proposed Tiikivila Village Geotechrucal Engineering Report Tukwila, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazards, and geotechnical engineering studies for the proposed Tukwila Village project. 'The site location is shown on the "Vicinity Map," Figure 1, and approximate locations of the exploration borings completed for this study are shown on the "Site and Exploration Plan," Figure 2. Logs of the subsurface explorations completed for this study and copies of laboratory testing results are included in the Appendix. Associated Earth Sciences, Inc. (AESI) completed Phase I and Phase II Environmental Site Assessments (ESA) for the project. The Phase I and Phase II ESA are presented under separate cover. 1.1 Purpose and Scope The purpose of this study was to provide geotechnical engineering design recommendations to be utilized in the preliminary design of the project. This study included a review of selected available geologic literature, advancing 20 exploration borings, installing six ground water observation wells, completing 16 exploration pits, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water. Grain size analysis, moisture content, and organic content tests were completed on selected soil samples recovered from our exploration borings, and copies of laboratory test results are included in the Appendix. Geotechnical engineering studies were completed to establish preliminary recommendations for the type of suitable foundations and floors, allowable foundation soil bearing pressure, anticipated foundation and floor settlement, pavement recommendations, and drainage considerations. This report summarizes our fieldwork and offers recommendations based on our present understanding of the project. We recommend that we be allowed to review the recommendations presented in this report and revise them, if needed, when building and project designs have been finalized. 1.2 Authorization Authorization to proceed with this study was granted by Pacific Northern Construction. Our work was completed in general accordance with our scope of work and cost proposal, dated June 23, 2011. This report has been prepared for the exclusive use of Pacific Northern Construction and its agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projecr.020110233 WWP Page 1 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. 2.0 PROJECT AND SITE DESCRIPTION At the time this report was prepared, an overall project layout was approaching final form. Detailed plans for individual buildings were under development. The current project plan calls for a total of six buildings. On the north part of the site, two buildings will have multifamily residential space, commercial space, and office space, with parking primarily below the living space. A library building will be located near the west -central part of the site. A commons building will be located east of the library. On the southwest part of the site, a planned building will include commercial and possibly residential space. A new building on the southeast part of the site will include residential space with parking near ground level. Other planned improvements include access streets, parking areas, open spaces, and buried utilities. Preliminary site grading plans had been formulated at the time this report was written. We anticipate that most construction will be completed close to existing grades with cuts and fills of less than about 5 feet to reach final grades. Deeper fills may be needed in localized areas on the south-central and north -central parts of the site. Substantial basement walls may be needed for the commercial building at the southwest site corner and for below grade parking at the northwest site corner. The site slopes generally down to the south and east, with overall vertical relief of approximately 15 feet. The site includes areas of asphalt paving, gravel surfacing, Portland cement concrete slabs, concrete rubble, and areas that are covered with scattered trees and grass. Four buildings are also present, including a vacant restaurant building, a small retail building, and two garage/shop buildings. A portion of the south part of the site is surrounded by a metal fence. King County parcel maps and aerial photographs indicate that additional buildings previously existed on -site, and demolition of the previously existing buildings is evident by the areas of Portland cement slabs which likely represent floor slabs of partially demolished buildings. During our study we were provided with copies of environmental studies completed by other consultants that detailed some of the previous development on the site. The environmental studies by others and their relevance to the current project are discussed in further detail in the Phase I ESA. AESI prepared a Phase I ESA for the project. The Phase I ESA for the project identified potential sources of contamination on the project. AESI completed a Limited Phase II ESA that included sampling ground water from existing wells, and sampling soil and ground water from direct -push (Geoprobe) explorations. The results of the Limited Phase II ESA are published separately. In general, the Phase II ESA did not identify extensive soil or ground water contamination. One exploration encountered soil contamination with detectable oil -range March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projecis1201102381KEMP Page 2 Updated Subsurface Exploration, Geologic Hazards, anal Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions hydrocarbons at concentrations below applicable cleanup levels. Lead was encountered in soil samples but was interpreted to be within expected background levels. One should refer to the Limited Phase II ESA report for additional information. The site does not appear to contain slopes that will be treated as critical areas. The subsurface materials proposed for foundation support as recommended in this report do not appear to be susceptible to liquefaction during a design level seismic event. 3.0 SUBSURFACE EXPLORATION Our subsurface exploration completed for this project included advancing 20 exploration borings, installing six ground water observation wells, and completing 16 exploration pits. The conclusions and recommendations presented in this report are based on the explorations completed for this study. The locations and depths of the explorations were completed within site and budget constraints. It should be noted that AESI also completed Geoprobe explorations for the Limited Phase II ESA, and explorations associated with infiltration rate testing. Those data sources were of limited value to our geotechnical study and are not included here. 3.1 Exploration Borings The exploration borings were completed by advancing hollow -stem auger tools with a trailer - mounted drill rig. During the drilling process, samples were obtained at generally 2.5- to 5-foot-depth intervals. The exploration borings were continuously observed and logged by a representative from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard 2-inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. March 18, 201.3 ASSOCIATED EARTH SCIENCES, INC. BlYG/pc - KE1102.38A5 - Projeas120110238WEMP Page 3 Updated Subsiuface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Proiect and Site Conditions The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. 3.2 Exploration Pits The exploration pits were excavated using a rubber -tired backhoe. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by geologists from our firm. All exploration pits were backfilled after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. 4.1 Stratigraphy Fill Existing fill was encountered in all but two of our explorations. At the exploration locations where fill was observed, the depth of existing fill ranged from approximately 3 to 13 feet. The observed thickness of existing fill at each exploration location is noted on Figure 2 of this report. Existing fill was observed to consist of loose to medium dense granular sediments, with varying content of organic materials, litter, demolition materials, cobbles, and boulders. We completed organic content tests on several samples of the existing fill that visually appeared to have among the higher organic content of the observed materials. Laboratory testing indicates that the organic content of the tested materials was approximately 2.6 to 15.6 percent. Laboratory test results are included in the Appendix. Existing fill is not suitable for structural support. Existing fill should be removed from below planned building areas, or an alternate foundation system should be selected that derives structural support from competent materials below the existing fill. Existing fill should be re -worked under paving. Excavated existing fill material is not expected to be suitable for reuse in structural fill applications due to March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A.5 - Projecrs1201102381KEMP Page 4 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tul<avila Village Geotechnical Engineering Report Tubvila, Washington Project and Site Conditions high moisture content, organic content, and possible construction waste content. Existing fill is discussed in greater detail in the "Site Preparation" section of this report. Vashon Ice Contact Sediments Below the existing fill, or below the surficial topsoil where no existing fill was encountered, our explorations encountered medium dense sand and silt with gravel interpreted to represent Vashon ice contact sediments. Ice contact sediments were originally deposited within or on a glacial ice mass, and were deposited at their current location when the ice melted. At this site, these materials tend to have widely varying density and textural characteristics. The ice contact sediments are expected to be silty and highly moisture -sensitive. Ice contact sediments will likely need to be moisture -conditioned during dry site and weather conditions to achieve moisture contents that allow compaction to a firm and unyielding condition and to the specified degree for structural fill use. Reuse of excavated ice contact sediments is acceptable from a geotechnical engineering standpoint contingent on proper moisture conditioning, and only if such reuse is specifically allowed by project plans and specifications. Vashon Lodgement Till All but two of the exploration borings encountered dense to very dense sand with silt and gravel interpreted as lodgement till sediments below the ice contact sediments. Lodgement till was deposited at the base of an active continental glacier and was subsequently compacted by the weight of the overlying glacial ice. Lodgement till typically possesses high -strength and low -compressibility attributes that are favorable for support of foundations, floor slabs, and paving, with proper preparation. Lodgement till is silty and moisture -sensitive. In the presence of moisture contents above the optimum moisture content for compaction purposes, lodgement till can be easily disturbed by vehicles and earthwork equipment. Due to the depth below existing grade where lodgement till was observed, it appears unlikely that lodgement till will be excavated in substantial quantities for this project. If lodgement till is encountered in substantial quantities, careful management of moisture -sensitive soils will be needed to reduce the potential for disturbance of wet lodgement till soils and costs associated with repairing disturbed soils. Published Geologic Map We reviewed a published geologic map of the area (Geologic Map of King County, Washington, by Derek B. Booth, Kathy A. Troost, and Aaron P. Wisher, 2006). The referenced map indicates that the site is underlain by lodgement till sediments. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWGlpc - KE110238A5 - Projects 1201102381KE1WP Page 5 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tu vila Village Geotechnical Engineering Report Tubvila, Washington Project and Site Conditions 4.2 Hydrology Ground water was encountered in all but two of our exploration borings, and in 10 of our exploration pits. We installed ground water observation wells in six of our exploration borings. We developed the wells and measured equilibrium water levels on August 26, 2011 approximately 4 to 11 feet below the ground surface, with typical depths to water of around 5 feet. Following our geotechnical exploration program, ground water levels in existing wells have been measured periodically. A graphical presentation of ground water measurement data is included in the Appendix. Ground water levels observed at the time of exploration are depicted on the exploration logs attached with this report. The observed ground water appears to be contained in existing fill, and within the ice contact sediments. Ground water conditions should be expected to vary in response to changes in weather, season, on- and off -site land usage, and other factors. 4.3 Storm Water Infiltration During the design development stage of the project, consideration was given to using storm water infiltration below permeable pavers and/or pavement in 14 areas across the site. The receptor at the planned infiltration depths in these areas was existing fill. The City of Tukwila indicated that they would allow infiltration as proposed provided the infiltration performance in the proposed infiltration areas was demonstrated to be consistent with the design. AESI was authorized to complete infiltration testing at eight of the proposed infiltration areas. After completion of five infiltration rate tests, AESI and the owner elected to discontinue testing. Of the five tests three measured infiltration rates approaching zero. Two tests measured infiltration rates less than 1 inch per hour but also resulted in emergent ground water immediately adjacent to the tests and were therefore failed tests. In our opinion, we were unable to demonstrate significant storm water infiltration potential. The current storm water design does not rely on infiltration. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5- Projea51201102381KEMP Page 6 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tubvila, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground and surface water conditions, as observed and discussed herein. The discussion will be limited to slope stability, seismic, and erosion issues. The site does not contain subsurface and slope conditions that are likely to trigger City of Tukwila steep slope critical areas regulations. The City does not designate erosion hazard areas; however, later sections of this report discuss erosion control to satisfy State requirements for construction site management. The native sediments on -site are not expected to have significant liquefaction potential, and a quantitative liquefaction analysis was not warranted or completed. It is possible that some of the existing fill on -site would be susceptible to liquefaction during a seismic event; however, this report recommends that existing fill not be used for structural support. 5.0 SLOPE HAZARDS AND MITIGATIONS The site does not appear to contain slopes that constitute a slope stability hazard, in our opinion, and does not contain slopes that meet the definition for landslide hazard areas as contained in Tukwila Municipal Code Section 18.45.120. No quantitative slope stability analysis was completed for this study, and none is warranted for the currently proposed project, in our opinion. 6.0 SEISMIC HAZARDS AND MITIGATIONS The following discussion is a general assessment of seismic hazards that is intended to be useful to the owner in terms of understanding seismic issues, and to the structural engineer for preliminary structural design. Earthquakes occur regularly in the Puget Lowland. The majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and March 18, 201.3 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KEI10238A5 - Projects1201102381KElWP Page 7 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture Generally, the largest earthquakes that have occurred in the Puget Sound area are sub -crustal events with epicenters ranging from SO to 70 kilometers in depth. Earthquakes that are generated at such depths usually do not result in fault rupture at the ground surface. However, current research indicates that surficial ground rupture is possible in the Seattle and Tacoma Fault Zones. The Seattle and Tacoma Fault Zones are areas of active research. Our current understanding of these fault zones is poor, and actively evolving. The site is located south of the currently mapped limits of the Seattle Fault Zone, and north of the mapped limits of the Tacoma Fault Zone. Due to the fact that the site lies outside of the currently understood limits of these known fault zones, the risk of damage to the project as a result of surficial ground rupture is low, in our opinion. 6.2 Seismically Induced Landslides The site does not contain steep slopes, and does not appear to have significant risk of seismically induced landslides, in our opinion. We did not complete a quantitative slope stability analysis as part of this study, and none is warranted for the currently proposed project, in our opinion. 6.3 Liquefaction Liquefaction is a process through which unconsolidated soil loses strength as a result of vibrations, such as those which occur during a seismic event. During normal conditions, the weight of the soil is supported by both grain -to -grain contacts and by the fluid pressure within the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt the grain -to -grain contact, increase the pore pressure, and result in a temporary decrease in soil shear strength. The soil is said to be liquefied when nearly all of the weight of the soil is supported by pore pressure alone. Liquefaction can result in deformation of the sediment and settlement of overlying structures. Areas most susceptible to liquefaction include those areas underlain by non -cohesive silt and sand with low relative densities, accompanied by a shallow water table. The site contains some shallow existing fill soils that are relatively loose, and saturated in some intervals. Due to the presence of weak existing fill soils, this report recommends use of a deep foundation system. Deep foundation systems are one of the most common measures used to mitigate liquefaction risks. Because the project will use a deep foundation system, any March 18, 201.3 ASSOCIATED EARTH SCIENCES, INC. BVVG/pc - KEJ10238A5 - Projects1201102381KEMP Page 8 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations liquefaction risks would be mitigated and therefore a detailed liquefaction analysis was not completed for this study. 6.4 Ground Motion Structural design of buildings should follow 2012 International Building Code (IBC) standards using Site Class "E" . 7.0 EROSION HAZARDS AND MITIGATIONS The City of Tukwila Municipal Code Section 18.45.120 does not include erosion hazard areas in its definitions of Areas of Potential Geologic Instability. The following discussion addresses Washington State Department of Ecology (Ecology) erosion control regulations that will be applicable to the project. In our opinion, implementation of the following recommendations should be adequate to address City of Tukwila requirements. As of October 1, 2008, the Ecology Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring for all sites 1 or more acres in size that discharge storm water to surface waters of the state. Because we anticipate that the proposed project will require disturbance of more than 1 acre, we anticipate that these inspection and reporting requirements will be triggered. The following recommendations are related to general erosion potential and mitigation. The erosion potential of the site soils is significant when the soils are exposed. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October 1" through March 31"), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground -cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Some fine-grained surface soils are the result of natural weathering processes that have broken down parent materials into their mineral components. These mineral components can have an inherent electrical charge. Electrically charged mineral fines will attract oppositely charged particles and can combine (flocculate) to form larger particles that will settle out of suspension. The sediments produced during the recent glaciation of Puget Sound are, however, most commonly the suspended soils that are carried by site storm water. The fine-grained fraction of the glacially derived soil is referred to as "rock flour," which is primarily a silt -sized March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 • Project.0201102381KEMP Page 9 Updated SubsuiJace Exploration, Geologic Hazards, and Proposed Tukivila Village Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations particle with no electrical charge. These particles, once suspended in water, may have settling times in periods of months, not hours. Therefore, the flow length within a temporary sediment control trap or pond has virtually no effect on the water quality of the discharge, since silt will not settle out of suspension in the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a construction site is almost entirely a function of cover measures and flow control. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand -sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. To mitigate the erosion hazards and potential for off -site sediment transport, we recommend the following: 1. The winter performance of a site is dependent on a well -conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground -cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Ecology standards. 2. All TESC measures for a given area to be graded or otherwise worked should be installed prior to any activity within that area. The recommended sequence of construction within a given area would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 3. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned -up" will depend on the time of year and the duration the area will be left unworked. During the winter months, areas that are to be left unworked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal -rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. March. 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects 1201102381MWP Page 10 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations 4. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides the most cost-effective cover measure and can be made wind -resistant with the application of a tackifier after it is placed. 5. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over significant slopes. 6. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around pile perimeters. During the period between October 15` and March 31", these measures are required. 7. On -site erosion control inspections and turbidity monitoring should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. TESC monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, at the time of construction. It is our opinion that with the proper implementation of the TESC plans and by field -adjusting appropriate mitigation elements (best management practices [BMPs]) during construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projecr020110238XDWP Page 11 Updated Subsuzface Exploratioiz, Geologic Hazards, and Proposed Tzt>vwila Village Geotechnical Ezzgineering Report Tuk vila, Washizzgtozz Preliminazy Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION Most of the site is underlain by a layer of surficial existing fill that is loose and variable. Existing fill is not suitable for support of new foundations, and warrants remedial preparation where it occurs below paving and similar lightly loaded structures. The surficial fill is underlain at depth by relatively dense native soils that are suitable for foundation support. The depth to suitable support soils ranges from approximately 1 to 13 feet below existing grade. The weak existing fill soils extend below the ground water level across a substantial portion of the site. Because of the shallow ground water levels, we anticipate that it is not feasible to remove the weak soils to allow the use of conventional shallow foundations. The preferred foundation alternative is stone columns. Stone columns could be advanced to varying depths that accommodate variations in subsurface conditions across the site. The resulting building pad will consist of existing soils improved by installation of stone columns. A conventional shallow foundation system is then constructed above the finished building pad. Stone columns offer direct foundation support, as well as ground improvement effects for weaker soils that remain between stone columns. At this site, a stone column construction method that does not generate drill cuttings is required. Another possible foundation support alternative would be driven piles. Driven piles can be driven to varying depths to accommodate a variable depth to suitable bearing materials. Driven piles have some constraints that would be significant on this site. Driven piles typically have a minimum depth of installation that can be difficult to achieve if suitable bearing soils are present at shallow depth under a portion of the building footprint. Constructing the building with a hybrid foundation system that uses both foundation piles and shallow foundations can also be challenging, with the potential for differential foundation performance between different portions of the building with different foundation types. Pile driving and stone column construction have the potential to generate vibrations and vibration -related complaints. Though these tasks have the potential to generate damaging vibrations, more typically vibration -related complaints reflect the perception of risk by neighbors, and not valid engineering problems. Addressing vibration -related complaints can carry significant costs, even if the complaints are without technical merit. This report provides preliminary recommendations for foundation support using stone columns. We should be allowed to offer situation -specific recommendations if a different foundation system is selected. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238115 - Projects 1201102381KEIWP Page 12 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tubvila Village Geotechnical Engineering Report Titl<avila, Washington Preliminary Design Recommendations 9.0 SITE PREPARATION Existing buildings, foundations, buried utilities, vegetation, topsoil, and any other deleterious materials should be removed where they are located below planned construction areas. We installed six ground water observation wells for this study. Where existing wells are not compatible with future site development plans, they should be decommissioned in accordance with Washington Administrative Code Section 173-160 by a Washington State licensed well driller. All disturbed soils resulting from demolition activities should be removed to expose underlying undisturbed native sediments and replaced with structural fill, as needed. All excavations below final grade made for demolition activities should be backfilled, as needed, with structural fill. Erosion and surface water control should be established around the clearing limits to satisfy local requirements. Once demolition has been completed, existing fill should be addressed. The observed fill depth in our exploration borings was up to approximately 13 feet below existing grade. Existing fill could be removed and replaced as described here, or a stone column foundation system could be used that will reduce or eliminate the need to remove existing fill. Where fill does not extend below the ground water table and is to be removed, existing fill could be removed from below areas of planned foundations to expose underlying, undisturbed native sediments, followed by restoration of the planned foundation grade with structural fill. Removal of existing fill should extend laterally beyond the building footprint by a distance equal to the depth of overexcavation. For example, if existing fill is removed to a depth of 2 feet below a planned footing area, the excavation should also extend laterally 2 feet beyond the building footprint in that area. Where existing fill is removed and replaced with structural fill, conventional shallow foundations may be used for building support. Where stone columns will be used, we recommend that existing fill be excavated, as needed, to construct a building pad working surface for stone column installation. Subgrade protection is discussed in Section 9.2 of this report. Below areas of planned flexible paving in parking lots and driveways, it would be possible to leave existing fill in place with some remedial preparation. These recommendations may warrant review by the City of Tukwila before they are applied to public streets. We recommend that parking lot and driveway paving areas be stripped of existing topsoil, excavated to a level at least 2 feet below planned paving subgrade, and proof -rolled and compacted as described later in this report for preparation of paving subgrades. If the resulting surface is firm and unyielding and compacted to 95 percent or more of the modified Proctor maximum dry density, planned subgrade elevation could then be. restored by placing structural fill. If the subgrade is wet or yielding or contains excessive organic material, we recommend that additional existing fill be removed and replaced with non -organic material that is capable of being compacted under field conditions that are present at the time the work is completed. During wet site or weather conditions, select fill may be needed for this application. A March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWC/pc - KE110238A5 - Projects 1201102381KEI WP Page 13 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tubvila, Washington Preliminary Design Recommendations geotextile separation fabric may be required between the prepared subgrade and new compacted structural fill. It should be noted that leaving existing fill in place below planned paving carries some risks of future settlement. Such risks are offset by a substantial saving in initial construction costs. We are available to answer questions regarding cost savings and risks associated with leaving the existing fill in place below planned paving. 9.1 Site Drainage and Surface Water Control The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth drum -rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately prior to performing further work in the area. Equipment access may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly increased, if drainage efforts are not accomplished in a timely sequence. If an effective drainage system is not utilized, project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill, or poor access and unstable conditions. We anticipate that ground water could be encountered in excavations completed during construction. It would likely be possible to design the project in such a way that extensive construction dewatering is not needed. We should be allowed to offer situation -specific recommendations if deeper excavations with dewatering systems are considered. Final exterior grades should promote free and positive drainage away from the buildings at all times. Water must not be allowed to pond, or to collect adjacent to foundations or within the immediate building areas. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structure. 9.2 Subgrade Protection To the extent that it is possible, the existing paving should be used for construction staging. If building construction will proceed during the winter, we recommend the use of a working surface of sand and gravel, crushed rock, or quarry spalls to protect the building pad and any other exposed soils, particularly in areas supporting concentrated equipment traffic. In winter construction staging areas and areas that will be subjected to repeated heavy loads, such as those that occur during construction of masonry walls, a minimum thickness of 12 inches of quarry spalls or 1.8 inches of pit run sand and gravel is recommended. If subgrade conditions are soft and silty, a geotextile separation fabric, such as Mirafi 50Ox or approved equivalent, should be used between the subgrade and the new fill. For building pads where floor slabs and foundation construction will be completed in the winter, a similar working surface should be March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects1201102381KEMP Page 14 IUpdated Subsurface !Exploration, Geologic Hazards, and Proposed Tuhvila Village Geotechnical Engineering Report Tukwila, Washington Preliminary Design Recommendations used, composed of at least 6 inches of pit run sand and gravel or crushed rock. Construction of working surfaces from advancing fill pads could be used to avoid directly exposing the subgrade soils to vehicular traffic. Foundation subgrades may require protection from foot and .equipment traffic and ponding of runoff during wet weather conditions. Typically, compacted crushed rock or a lean -mix concrete mat placed over a properly prepared subgrade provides adequate subgrade protection. Foundation concrete should be placed and excavations backfilled as soon as possible to protect the bearing surface. 9.3 Proof -Rolling and Subgrade Compaction Following the recommended demolition, site stripping, and planned excavation, the stripped subgrade within the building areas should be proof -rolled with heavy, rubber -tired construction equipment, such as a fully loaded, tandem -axle dump truck. Proof -rolling should be performed prior to structural fill placement or foundation excavation. The proof -roll should be monitored by the geotechnical engineer so that any soft or yielding subgrade soils can be identified. Any soft/loose, yielding soils should be removed to a stable subgrade. The subgrade should then be scarified, adjusted in moisture content, and recompacted to the required density. Proof -rolling should only be attempted if soil moisture contents are at or near optimum moisture content. Proof -rolling of wet subgrades could result in further degradation. Low areas and excavations may then be raised to the planned finished grade with compacted structural fill. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering -controlled conditions in accordance with the project specifications. 9.4 Overexcavation/Stabilization Construction during extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and/or weather conditions. Even during dry weather periods, soft/wet soils, which may need to be overexcavated, may be encountered in some portions of the site. If overexcavation is necessary, it should be confirmed through continuous observation and testing by AESI. Soils that have become unstable may require remedial measures in the form of one or more of the following: 1. Drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry and warm weather. 2. Removal of affected soils to expose a suitable bearing subgrade and replacement with compacted structural fill. March 18, 201.3 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects 120110238{KEIWP Page 15 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Preliminary Design Recommendations 3. Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade, possibly in conjunction with a geotextile. 4. Soil/cement admixture stabilization. 9.5 Wet Weather Conditions If construction proceeds during an extended wet weather construction period and the moisture - sensitive site soils become wet, they will become unstable. Therefore, the bids for site grading operations should be based upon the time of year that construction will proceed. It is expected that in wet conditions, additional soils may need to be removed and/or other stabilization methods used, such as a coarse crushed rock working mat to develop a stable condition if silty subgrade soils are disturbed in the presence of excess moisture. The severity of construction disturbance will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture- and disturbance -sensitive site soils. If overexcavation is necessary, it should be confirmed through continuous observation and testing by a representative of our firm. 9.6 Temporary and Permanent Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in unsaturated existing fill and unsaturated shallow native sediments can be made at a maximum slope of 1.5H:1V (Horizontal: Vertical) or flatter. Temporary slopes in native soils described in exploration logs as dense to very dense may be planned at 1H:1V. Unshored excavations below the ground water level should not be attempted. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. If ground water seepage is encountered in cut slopes, or if surface water is not routed away from temporary cut slope faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut and structural fill slopes that are not intended to be exposed to surface water should be designed at inclinations of 2H:1V or flatter. All permanent cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by ASTM:D 1557, and the slopes should be protected from erosion by sheet plastic until vegetation cover can be established during favorable weather. 9.7 Frozen Subgrades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc — KE110238A5 - Projects 1201102381KEi WP Page 16 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tittiivila Village Geotechnical Engineering Report Tubvila, Washington Preliminary Design Recommendations soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and .placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much moisture, adequate recompaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. For fill placed below foundation elements designed with an allowable foundation soil bearing pressure higher than 3,000 pounds per square foot (psf), only compacted crushed rock or controlled density fill (CDF) may be used to raise grades. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current City of Tukwila codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the roadway edges before sloping down at an angle of 2H:1V. The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather conditions. The native and existing full soils present on -site contained significant amounts of March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects 1201102381KEI WP Page 17 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Preliminary Design Recommendations organic material and other deleterious materials in some areas, and significant amounts of silt and are considered highly moisture -sensitive. Non —organic on -site soils free of demolition waste and other deleterious materials may be reused in structural fill applications if specifically allowed by project plans and specifications, and if moisture conditions can be achieved that allow compaction to a firm and unyielding condition and to the specified minimum density for the application where they are used. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses, and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 11.0 FOUNDATIONS The subsurface explorations completed for this study encountered highly variable subsurface conditions, most of which are not capable of supporting conventional shallow foundations. We recommend that the site use a conventional shallow foundation system above building pads improved with stone columns. Other foundation support alternatives are possible, including the use of driven piles. We should be allowed to offer situation -specific recommendations if a foundation support system other than stone columns is used. 11.1 Shallow Foundations Spread footings may be used for building support when founded directly on a building pad that is prepared by installation of stone columns. We recommend that the design of the stone columns target a design foundation soil bearing pressure of 5,000 psf. Higher foundation soil bearing pressures are possible with stone columns, but are not expected to be needed for this project. We should be allowed to offer additional recommendations if foundation soil bearing pressures higher than 5,000 psf are needed. For those portions of the site underlain by suitable native sediments, stone columns may not be needed. In this case, any fill placed to raise grades below foundations designed with an allowable foundation soil bearing pressure of 5,000 psf must consist of crushed rock or CDF. If one or more of the building pads will be March 18, 201.3 ASSOCIATED EARTH .SCIENCES, INC. BING/pc - KE110238A5 - Project51201102381KEw Page 18 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tu1Lovila, Washington Prelininmy Design Recommendations supported entirely by conventional structural fill, an allowable foundation soil bearing pressure of 3,000 psf should be used for design. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic or loose soils. All footings should have a minimum width of 18 inches. It should be noted that the area bound by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded as described above should be on the order of 3/4 inch or less. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. Such inspections may be required by the governing municipality. Perimeter footing drains should be provided as discussed under the "Drainage Considerations" section of this report. 11.2 Stone Columns Our recommended approach to foundation design is to install stone columns. Stone columns consist of columns of compacted crushed rock below the building pad. Installation of stone columns results in significant densification of the surrounding soils, as well as a network of compacted stone columns that transmit loads directly to more competent soils at depth. There is little consistency between different contractors who install stone columns with respect to their installation equipment and methods. The diameters, depth capability, compactive energy, and other critical factors of each contractor's equipment must be considered when designing a stone column foundation system, and therefore such systems are typically designed by the contractor who installs them. Once stone columns are installed, the building is constructed with a conventional shallow foundation system above a subgrade that has been improved through installation of stone columns. At this site, a stone column system that does not generate drill cuttings is required. The stone columns should be installed after the site is excavated and the building pad fill is placed and compacted. The purpose of stone columns is to both improve existing loose soils and to transmit loads to more competent bearing materials at depth. Stone columns are formed by advancing a hollow mandrel to a pre -determined depth. Crushed rock is then compacted March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects 1201102381KEIWP Page 19 Updated Subsurface Exploration, Geologic Hazards, and Proposed Titbivila Village Geotechnical Engineering Report Tukwila, Washington Preliminary Design Recommendations through the hollow mandrel in thin lifts. The result is a column of compacted aggregate and compaction of soils surrounding the stone columns. Stone columns are proprietary systems and are designed by the contractor who installs them. The contractor will determine the depth and diameter of the stone columns holes and the appropriate spacing. Conventional shallow foundations are then constructed above the subgrade after stone columns have been installed. The stone columns contractor should review exploration logs contained in this report carefully. Our explorations encountered existing fill. Existing fill was observed to contain organic materials and scattered demolition waste. The existing fill and the existing native sediments were observed to contain cobbles and boulders as noted on the exploration logs. Where drilling obstacles are encountered, the contractor should be prepared to relocate stone columns, or remove obstacles, as needed. The contractor should expect ground water as noted on exploration logs in the Appendix. The contractor should not assume that the suite is suitable for use of uncased open holes. In our opinion, using a system of stone columns, it would be possible to achieve an allowable foundation soil bearing pressure of 5,000 psf. For this project, compressed air or water will not be allowed to be used to jet the mandrel into the ground, to lift cuttings, or for any other purpose during stone column construction. 11.3 Baseline Survey Installation of stone columns will cause vibration that could trigger complaints from adjacent property owners. We recommend completion of a detailed photographic survey of adjacent buildings, sidewalks, and paving prior to constructing stone columns. Particular attention should be paid to documenting any existing cracks prior to stone column construction. The owner and construction team should consider placing crack gauges or other monitoring devices on significant pre-existing cracks. If the owner or construction team feels that vibration -related complaints are likely, additional measures, such as survey monitoring and vibration monitoring, should be considered. Surveying and vibration monitoring are of greater value if baselines are established prior to the start of substantial earthwork and foundation construction. 11.4 Drainage Considerations Foundations should be provided with foundation drains. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the proposed buildings. Roof and surface runoff should not discharge into the footing drain system, but should be. handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the proposed structure to achieve surface drainage. Depending on the locations and final grades that are selected for the buildings, subfloor drains may be appropriate. As a general guide, buildings with finished interior space that is 5 feet or less above observed ground water locations would warrant subfloor drains. In our experience, subfloor drains are a relatively low cost measure that March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238115 - Projects 1201102381KEIWP Page 20 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tuk vila Village Geotechnical Engineering Report Tukwila, Washington Preliminary Design Recommendations reduces the potential for expensive, long-term moisture problems. In general, subfloor drains consist of a thickened layer of capillary break material or drainage material of similar gradation that freely communicates with perforated drain lines that are typically on the order of 20 feet on —center. 12.0 FLOOR SUPPORT Floor slabs can be supported on suitable native sediments, on structural fill placed above suitable native sediments, or on a subgrade improved by stone columns. Floor slabs should be cast atop a minimum of 6 inches of clean, washed, crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non -yielding condition prior to placement of capillary break material. Floor slabs should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The moisture barrier should be placed between the capillary break material and the concrete slab. 13.0 FOUNDATION WALLS The following recommendations are applicable to conventional foundation walls less than about 8 feet tall. If shoring walls, taller walls, or walls with substantial surcharges are planned, we should be allowed to offer situation -specific recommendations. All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 211:1 V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. As required by the 2012 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 5H and 10H psf, where H is the wall height in feet for the "active" and "at -rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWGIpc - KE110238A5 - Project51201102381KE1WP Page 21 Updated Subsul face Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tubvila, Washington Prelinzinamy Design Recommendations The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. 13.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: Passive equivalent fluid = 250 pcf Coefficient of friction = 0.30 14.0 PAVEMENT RECOMMENDATIONS Pavement areas should be prepared in accordance with the "Site Preparation" section of this report. The pavement sections included in this report section are for driveway and parking areas on -site, and are not applicable to right-of-way improvements. At this time, this report does not address right-of-way improvements. The presence of existing fill below the site is a topic that should be discussed with the City before designing the pavement section for public streets. The City of Tukwila does not publish prescriptive pavement thickness sections for public streets, and specifies that a situation —specific pavement thickness analysis is needed. We are available to provide such an analysis, if necessary. Paving areas should be prepared in accordance with the "Site Preparation" section of this report. If required, structural fill may then be placed to achieve desired subbase grades. Upon completion of the recompaction and structural fill, a pavement section consisting of 21/2 inches March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. 8WG/pc - KE110238A5 - Project .51201102381KEIWP Page 22 Updated Substuface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotec/mical Engineering Report Tukwila, Washington Preliminary Design ReCOMmendations of asphaltic concrete pavement (ACP) underlain by 4 inches of 11/a-inch crushed surfacing base course is the recommended minimum in areas of planned passenger car driving and parking. In heavy traffic areas, a minimum pavement section consisting of 3 inches of ACP underlain by 2 inches of 5/8-inch crushed surfacing top course and 4 inches of 11/a -inch crushed surfacing base course is recommended. The crushed rock courses must be compacted to 95 percent of the maximum density, as determined by ASTM:D 1557. All paving materials should meet gradation criteria contained in the current Washington State Department of Transportation (WSDOT) Standard Specifications. Depending on construction staging and desired performance, the crushed base course material may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed over a native or structural fill subgrade compacted to a minimum of 95 percent relative density, and a 11/2- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used for construction access and staging areas, some rutting and disturbance of the ATB surface should be expected. The contractor should remove affected areas and replace them with properly compacted ATB prior to final surfacing. 14.1 Permeable Paving The current pro'ject design calls for an area of permeable paving and/or pavers on the north part of the site. Because infiltration rate testing indicated that infiltration is not feasible, permeable paving areas will be provided with underdrains. Permeable paving should be cleaned on an established schedule using equipment and methods specifically intended for use on permeable paving. Following subgrade preparation, we recommend a passenger car pavement section for on -site driveways and parking areas consisting of a 4-inch compacted permeable ACP above a 3-inch thickness of "choker course" consisting of 1/4 by 5/8-inch washed, crushed rock or approved equivalent. Below the choker course, a 12- to 18-inch-thick storage layer consisting of 2-inch washed railroad ballast conforming to the WSDOT specification for Permeable Ballast 9-03.9 (2) should be placed above the soil subgrade. The storage layer should be sized for an appropriate amount of storm water storage assuming a porosity of 0.30. We understand that permeable paving at this site will be limited to areas that will be used for passenger car parking and driveways. We should be allowed to offer additional recommendations if permeable paving is to be constructed in areas of heavy traffic such as busses, garbage trucks, food service trucks, or delivery trucks. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects 1201102381KE1WP Page 23 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tilkwila Village Geotechnical Engineering Report Tukwila, Washington Preliminary Design Recommendations 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is preliminary since detailed project and building plans were still being developed at the time this report was prepared. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of our currently approved scope of work. We have enjoyed working with you on this study and are confident that these recommendations will aid. in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Bruce W. Guenzler, L.E.G. Project Geologist Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs Laboratory Testing Results Ground Water Measurement Data 9F 11580 EgF' Q `CIST�? SIGNAL �6� Kurt D. Merriman, P.E. Senior Principal Engineer March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects 1201102381KE1WP Page 24 rgt'1 trlq f , Y 3 iz -it;) U': r °a=4 t ° • s � S 11 \ I t \ �lt I L'JthI, t ( 1tiWl.�Yal,. t � � �� � � Yi�� Ay t I �. 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' I 17 "utl ti t N I I ' i \ r ru kill jp i I {d` i_ 1G J , i c� 10 1000 2000 � ~Pa t !,� t i t i 1 •.� Ill I ! � 7 / \��t!I I : • _ ' �� FEET REFERENCE: USGS TOPO! m Associated Earth Sciences, Inc. VICINITY MAP FIGURE 1 TUKW �-� g: TUKVVI AI WASH NGTON PRoJ. No. IDc tozasa 41 17h id w LU Wn 17 m Lu �FW i Ch ILU- . ..... IL CL �4 W F11 CL toF- U' LUZ* CL ELn. CL W w LU LU 'T". Lu C11 Lu P.: -j vl' LU. w— Lu ! ' Ot'LL:z Z-,o z a U�s C,!)/o L) (�D w c W . P: u, !z Wu z �2 w Win in N w 6" , Z cm s UL 'L.§ 'L 'L a, a* a, IL X w < LU a (L w b) w z -i o rc CL z oz W, Ur z jcn < CL >< LLI W W Fn e,�e Y,p '; zt o ; o ° o Well -graded gravel and Terms Describing Re8at.iive Density and Consistency ti U.00 D Gbtf gravel with sand, little to Density SPT(z)blowsHDOt no fines Very Loose 0 to 4 Coarse ° ra > o o ° o ° o ° ° U w0°o°0 Poorly graded gravel Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols Y ° ° GP g and ravel with sand, Dense 30to50 o 0 0 0 o 00000 little to no fines Very Dense >50 G= Grain Size ° °0 °D M = Moisture Content o o Consistency. SPT(zlblows/foot A = Atterberg Limits z Silty gravel and silty Very Soft 0 to 2 C = Chemical o L (D "" ° Gfill gravel with sand Fine- Soft 2 to 4 OD = Dry Density B Grained Soils Medium Stiff 4 to 8 K = Permeability al z W o Stiff 8 to 15 Clayey gravel and Very Stiff 15 to 30 12 Nt GC: clayey gravel with sand Hard >30 Component Definitions C m Well -graded sand and Descriptive Term Size Range and Sieve Number � L —° sW sand with gravel, little Boulders Larger than 12" ar � o ; to no fines Cobbles 3" to 12" 5 u- c ::: r+ Gravel 3" to No. 4 (4.75 mm) �? m or "; ;'' '. Poorly graded sand Coarse Gravel 3" to 3/4' LO 0 2 '^l SP and sand with gravel, Fine Gravel 3/4' to No. 4 (4,75 mm) Q `o 'r little to no fines Sand No- 4 (4.75 mm) to No. 20D (0.075 mm) c E o 0 z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) U, Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) e> _ _ ° to " Sf� silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) c0 o n .. gravel Silt and Clay Smaller than No. 20D (0.075 mm) � Clayey sand and Y Y (a) Es4eadnate�6 Percentage Moisture ContentN� sc clayey sand with gravel Percentage by Dry Absence of moisture, U) Component Weight dusty, dry to the touch Trace <5 Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, Few 5 to 10 moisture > rn ML silt with sand or ravel g Little 15 to 25 Moist -Damp but no visible U) y m With - Non -primary coarse water O t Clay of low to medium constituents: > 15% Very Moist - Water visible but N 0 in plasticity; silty, sandy, or Fines content between not free draining z = �� gravely/ clay, lean clay 5°o and 15% Wet - Visible free water, usually in E from below water table _y b — —_ Organic clay or silt of low Symbols -- OL plasticity Blows/6'�or Sampler portion of 6" Cement grout — — Type surrace seat / Elastic silt, clayey Silt, silt 2.0' OD Sampler Type fvlH with micaceous or +s Description sealonile Split -Spoon (<l seal o diatomaceous fine sand or Sampler 3.0" OD Splil-Spoon Sampler - :; Filter pack with N @ o Sill (SPT) 3.25" OD Split -Spoon Ring Sampler tq ; := blank casing U) 00 Clay of high plasticity, = section Bulk sample - 1 OH sandy or gravelly clay, fat 3.0" OD Thin -Wall Tube Sampler = Screened casing .= or Hydrolip N E clay with sand or gravel o Including Shelby tube) ; with filter pack E2 _ M 73 Grab Sample End ca p e, '9 Organic clay or silt of O Portion not recovered J OH medium to high n) (41 Percentage by dry weight Depth of ground water plasticity (z) SP Standard Penetration Test i � Y ATD = At time of drilling (ASTM D-1586) Static water level (date) -EN Peat, muck and other i31 In General Accordance with (s1 'o PT highly organic soils Standard Practice for Description Combined USCS symbols used for = 0 °' and Identification of Soils (ASTM D-2488) fines between 5% and 15% Classifications of soils in this report are based on visual field andror laboratory observations, wnicn inciuoe oensrrytcunsisiency, uw a utn y,a -! plasticity estimates and should not be construed to imply field orlaboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2468 were used as an identification guide for the Unified Soil Classification System. 0 5 — Associated Earth Sciences, Inc. EXPLORATION LOG {SEA FIGURE Al 2 LOG OF EXPLORATION PIT NO. EP-1 — This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are ❑ a simplficalion of actual conditions encountered. DESCRIPTION Approximate Elev. 296 feet Topsoil Fill 1 Loose, moist, brown, fine SAND, little to with silt, few fine gravel, trace brick, pipe, washed rock, wire, cobbles (SM). 2 i 3 Medium dense, moist, brown, fine SAND, little silt, few fine gravel, trace boulders-, no stratification 4 (SP-SM). 5 6 7 — 8 Ice Contact Sediments Dense, wet, mottled brown to gray, fine to coarse SAND, little silt, little fine gravel (SW). 9 10 Bottom of exploration pit at depth 10 feet 11 Weak ground water seepage below 8 feet. Slight caving 0 to 3 feet. 12 13 14 15 16 17 18 19 Tukwila Village Tukwila, WA Logged by: Associated Earth Sciences, Inc. Project No. KE110238A a '' Approved by: V'" 8/16/11 LOG OF EXPLORATION PIT NO. EP-2 F This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be r C. read together with that report for complete interpretation. This summary applies only to the location of this trench at the location the time. The data o time of excavation. Subsurface conditions may change at this with passage of presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 291 feet Asphalt paving. Fill 1 Medium dense, moist, brown, fine SAND, little silt, trace fine gravel (SP-SM). Loose to medium dense, very moist, gray, fine to coarse SAND, with silt and fine to coarse gravel, 2 trace cobbles (SM); no stratification. 3 4 5 6 Buried Topsoil Loose, very moist, dark brown, fine SAND, with silt, few organics (SM); organic odor. 7 8 Ice Contact Sediments Very stiff, very moist, gray, SILT, with fine to coarse sand, trace fine gravel (ML); fine, closed, 9 multi -directional fractures with some oxidation along fractures. 10 Medium dense, very moist, mottled brown and gray, fine to coarse SAND, with silt (SM); gradational stratification. 11 Bottom of exploration pit at depth 11 feet 12 No ground water seepage No caving. 13 14 15 16 17 18 19 Tukwila Village Tukwila, WA Logged by: BWG Associated Earth Sciences, Inc. Project No. KE110238A Approved by: El;, a LOG OF EXPLORATION PIT NO. EP-3 t This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be together with that report for complete interpretation. This summary applies only to the location of this trench at the read time of excavation. Subsurface conditions may change at this location with the passage of lime. The data presented are 0 a simplrication of actual conditions encountered. DESCRIPTION Approximate Elev. 292 feet Concrete rubble. s Fill 1 Loose to medium dense, very moist, mixed brown and gray, fine to coarse SAND, with silt and little fine gravel, trace boulders (SM). 2 3 4 5 6 7 Buried Topsoil 8 Soft, very moist, black, SILT, little organic (OL); trace lumber, wire. 9 Ice Contact Sediments 10 Medium dense, very moist to wet, gray, fine to coarse SAND, with silt, little fine gravel; color mottling 11 and gradational stratification (SM). 12 13 14 15 Bottom of exploration pit at depth 15 feet 16 Weak ground water seepage zones below 11 feet. No caving. 17 18 19 Tukwila Village Tukwila, WA Logged by: BWG Associated Earth Sciences, Inc. Project No. KE110238A ❑ ❑ Approved by: �- 4,''A 8116111 LOG OF EXPLORATION PIT NO. EP-4 This log is part of the report prepared by Assoclated Earth Sciences, Inc. (AESI) for the named project and should be 6 read together with that report for complete interpretation. This summary applies only to the location of this trench at the this location the time The data m time of excavation. Subsurface conditions may change at with passage of presented are o a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 288 feet Topsoil Fill 1 Loose, moist, dark brown, fine SAND, with silt, few organic and roots (SM). 2 3 4 5 Ice Contact Sediments Medium dense grading to dense, very moist, mottled gray and brown, fine to coarse SAND, with silt, 6 little fine to coarse gravel, trace cobbles and boulders (SM); no stratification. 7 - 8 Lodgement Till Dense to very dense, wet, brownish gray, fine to coarse SAND, with fine to coarse gravel, few to little 9 silt, trace cobbles (SW); no stratification. 10 11 12 13 Bottom of exploration pit at depth 13 feel 14 Weak to moderate ground water seepage zones beelow 7 feet. No caving. 15 16 17 18 19 20 M E Tukwila Village y Tukwila, WA 'a Associated Earth Sciences, Inc. project No. KE110238A o Logged : a a Approvedd by: `f-�`d �' 8/16I11 a u Y LOG OF EXPLORATION PIT NO. EP-5 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be d read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation_ Subsurface conditions may change at this location with the passage of time. The data presented are o a simplrication of actual conditions encountered. DESCRIPTION Approximate Elev. 290 feet Topsoil Fill 1 Medium dense, moist, mixed brown and black, fine to coarse SAND, with silt, roots, organics, crushed rock, washed rock (SM). 2 3 - 4 Ice Contact Sediments Medium dense grading to very dense, moist, mottled brown and gray, fine to coarse SAND, with silt, 5 few fine gravel (SM); no stratification. 6 7 8 9 Lodgement Till Very dense, wet, mottled brown, fine to coarse SAND, with little fine gravel and silt (SM). 10 11 Bottom of exploration pit at depth 11 feet 12 Weak ground water seepage zones below 7 feet. No caving. 13 14 15 16 17 18 19 29 M E Tukwila Village Tukwila, WA a' Associated E, -th Sciences, Inc. project No. KE110238A ry Logged by: BWG o Approved by: 8/16/11 a r U Y� LOG OF EXPLORATION PIT NO. EP-6 -S This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the m time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplrication of actual conditions encountered DESCRIPTION Approximate Elev. 289 feet Topsoil Fill 1 Loose, very moist, brown and dark brown, fine SAND, with silt, few fine gravel, few organic, trace cobbles and boulders (SM). 2 3 4 5 Ice Contact Sediments Dense, very moist, light brown, fine SAND, with silt and little fine gravel (SM); no stratification. 6 7 8 Lodgement Till Dense, wet, gray, fine to coarse SAND, little silt, little fine gravel (SM); no stratification. 9 10 Bottom of exploration pit at depth IQ feet 11 Weak ground water seepage zones below 6 feet No caving 12 13 14 15 16 17 18 19 N rr Tukwila Village Tukwila, WA a' Associated Earth Sciences, Inc. Project No. KE110238A o Logged by: BWG a „ Approved by: t, ~_ 8/16/11 U Y LOG OF EXPLORATION PIT NO. EP-7 t This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named protect and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the o. time of excavation. Subsurface conditions may change at this location with the passage of time The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 290 feet Topsoil Fill 1 Loose, moist to wet, dark brown to black, fine SAND, with silt, little fine gravel, little debris, wood, hose, sticks, concrete rubble, plastic, trace organics (SM). 2 3 4 5 6 7 8 9 10 11 12 Ice Contact Sediments Medium dense grading to dense, moist to wet, reddish brown, fine SAND, with silt, trace fine gravel 13 (SM). 14 Bottom of exploration pit at depth 14 feet 15 Weak ground water seepage zones below 6 feel. Moderate caving 5 to 12 feet. 16 17 18 19 N20 E Tukwila Village v N Tukwila, WA ii Associated Garth Sciences, Inc. Project No. KE110238A Logged by: BWG o Approved by: a U Y LOG OF EXPLORATION PIT NO. EP-8 This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be r read together with that report for complete interpretation. This summary applies only to the location of this trench at the time. The data w time of excavation. Subsurface conditions may change at this location with the passage of presented are o a simplficalion of actual conditions encountered. DESCRIPTION Approximate Elev. 288 feet Topsoil Fill 1 Loose, very moist, dark brown, fine SAND, with silt, trace organic, plastic, washed rock (SM). 2 3 4 Ice Contact Sediments Medium dense to dense, very moist, brown, fine to medium SAND, with silt, little fine gravel, trace S cobbles and boulders (SM). 6 7 8 9 10 11 Bottom of exploration pit at depth 11 feet 12 Weak ground water seepage zones below 7 feet No caving. 13 14 15 16 17 18 19 Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Project No. KE110238A Logged by: BWG Approved by: [11111 ' ; : K- •;: `�`-� 8116/11 m 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 LOG OF EXPLORATION PIT NO. EP-9 This log is part of the report prepared by Associated Earth Sciences, Inc_ (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplficalion of actual conditions encountered DESCRIPTION Elev. 292 feet I opsoll wltn aspnalt ana concrete ruoole. Ice Contact Sediments Medium stiff grading to stiff, very moist, brown, SILT, with fine sand stringers and trace fine gravel (ML); silt has fine, closed, multi -directional fractures. Becomes heavily mottled, with little fine to coarse gravel. Gradational stratification. Bottom of exploration pit at depth 10 1/2 feet No ground water seepage No caving. Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Logged by: BWG Approved by: Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-10 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be L read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 289 feet Topsoil with tiles, concrete rubble. 1 Ice Contact Sediments Medium stiff, very moist, mottled light brown, SILT, little fine sand, fine sand stringers (ML with SP). 2 3 4 5 6 I 7 8 Medium dense, very moist to wet, reddish brown, fine to coarse SAND, few silt, little fine gravel (SW). 9 10 11 Bottom of exploration pit at depth 11 feet 12 Weak ground water seepage zones below B feel. No caving. 13 - 14 15 16 17 18 19 0 E Tukwila Village Tukwila, VITA a Associated Earth Sciences, Inc. Project No. KE110238A o Logged by, BWG Approved by: j"�" 8/16/11 a U U Y LOG OF EXPLORATION PIT NO. EP-11 t This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the n time of excavation Subsurface conditions may change at this location with the passage of rime. The data presented are o a simplrication of actual conditions encountered. DESCRIPTION Approximate Elev. 289 feet Topsoil with gravel and asphalt rubble. 1 Fill Loose, very moist, dark brown to black, fine to medium SAND, with silt, few organics, trace wire, 2 plastic, fabric (SM). 3 Ice Contact Sediments Medium stiff to stiff, very moist, gray and brown mottled, SILT, few fine sand, with fine sand stringers. 4 Bedding features near horizontal. Multi -directional fractures (ML). 5 6 7 8 9 10 11 Bottom of exploration pit at depth 1 1 feet 12 No ground water seepage. No caving. Decaying organic odor. 13 14 15 16 17 18 19 Tukwila Village Tukwila, WA Logged by: eWG Associated Earth Sciences, Inc. Project No. KE110238A ElElApproved by: !. 8/16/11 LOG OF EXPLORATION PIT NO. EP-12 r This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the m time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 292 feet Concrete rubble. 1 Fill Loose, very moist, dark brown, fine SAND, with silt, organics, sticks, asphalt rubble, metal, lumber, 2 flooring, wire, cobbles. 3 — 4 5 6 7 8 Ice Contact Sediments 9 Medium dense, wet, gray, fine to coarse SAND, with fine gravel, little silt (SW-SM); gradational stratification. 10 — 11 12 Bottom of exploration pit at depth 12 feet 13 No ground water seepage. No caving. 14 15 16 17 18 19 0 26 E Tukwila Village N Tukwila, WA a' Associated Earth Sciences, Inc. project No. KE110238A o Logged by: BWG Approved by: I E ±• " 8l16111 KI U u Y LOG OF EXPLORATION PIT NO. EP-13 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simpification of actual conditions encountered. DESCRIPTION Approximate Elev. 295 feet Concrete rubble. 1 Fill Loose, very moist, brown, reddish brown and black, fine SAND, with silt, plaster, concrete rubble, 2 organics (SM). 3 4 5 Ice Contact Sediments 6 Medium dense, moist, brown, fine SAND, few silt (SP); gradational stratification with siltier zones. 7 8 9 10 Grades with little fine gravel.. 11 Bottom of exploration Oil at depth 11 feet 12 No ground water seepage No caving_ 13 14 15 16 17 18 19 N20 ri E Tukwila Village N Tukwila, WA a. Associated Earth Sciences, Inc. Project No. KE110238A o Logged by: BWG ❑ ❑ Approved by: El R .-±' . 8116111 0. r U Y LOG OF EXPLORATION PIT NO. EP-14 L This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time The data presented are 0 a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 295 feet Gravel/rubble surfacing. 1 Fill Loose, very moist, reddish brown, fine to medium SAND, with silt, little fine gravel. Wire at 1.5 feet 2 (SM). 3 4 5 Ice Contact Sediments 6 Medium dense, very moist, brown, fine to medium SAND, with silt, little fine to coarse gravel, trace cobbles and boulders. 7 8 9 10 11 Bottom of exploration pit at depth 10 1/2 feet No ground water seepage. No caving. 12 13 14 15 16 17 18 19 Tukwila Village Tukwila, WA Logged by: BWG Associated Garth Sciences, Inc. Project No. KE110238A Elf Approved by: 1 8116/11 LOG OF EXPLORATION PIT NO. EP-15 F G This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be together with that report for complete interpretation. This summary applies only to the location of this trench at the C read time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 293 feet Topsoil 1 Fill Loose, very moist, dark brown, fine SAND, with silt, organics, concrete rubble, asphalt rubble, wire 2 (SMY 3 Ice Contact Sediments Medium stiff to stiff, moist, gray with reddish brown mottling, SILT, little fine sand, horizontal bedding 4 features with fine sand laminae (ML). 5 6 7 8 9 10 11 Bottom of exploration pit at depth 11 feet 12 Weak ground water seepage below 9 feet. No caving. 13 14 15 16 17 18 19 a20 E Tukwila Village a Tukwila, VITA 'a Associated Earth Sciences, Inc. Project No. KE110238A o Logged by: BWG Approved by: a 8/16/11 a V Y LOG OF EXPLORATION PIT NO. EP-16 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be the read together with that report for complete interpretation. This summary applies only to the location of this trench at time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 287 feet Topsoil 1 Fill Loose, very moist, brown, fine SAND, with organics, concrete rubble, asphalt rubble (SM). 2 3 Ice Contact Sediments 4 Medium stiff, very moist, brown and gray mixed, trace to little fine sand, horizontal bedding features with fine sand partings (ML), 5 6 7 8 Medium dense, very moist to wet, brown, fine to medium SAND, little gravel and silt (SW). 9 10 11 Bottom of exploration pit at depth 10 112 feet Weak ground water seepage below 7 feet. No caving. 12 13 14 15 16 17 18 19 20 E Tukwila Village N Tukwila, WA 'a Associated Earth Sciences, Inc. Project No. KE110238A Logged by: BWG D Approved by: s;:;,:; �, �.,-�''_ 8/16111 a r U Y Asncietcd Earth sciences., hw. Exploration Lo i—� r I Project Number Exploration Number Sheet KE110238A EB-1 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 287 feet Location Tukwila, WA Datum Barahausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R117/11 812/11 Hammer Weight/Drop 140# 130" Hole Diameter (in) 7 inrhPs r a ?B a� c O m > ` Blows/Foot N a S E t9 E E o `m o T t7 DESCRIPTION o V m to 10 20 30 40 c O Fin Medium dense, very moist, gray to olive -brown, fine to medium SAND, brown, silly fine sand inclusions, few silt. S-1 3 Al 12 5 Medium dense, wet, olive -brown, fine to coarse SAND, with fine gravel, 6 $ Ala S-2 trace to few silt, trace charcoal. to 14 Ice Contact Sediments 10 Very dense, wet, mottled brown and gray, fine to coarse SAND, with silt, 16 S-3 little fine to medium gravel. 19 50 31 Lodgement Till 15 S 4 Very dense, very moist, gray, fine to medium SAND, few silt, few fine to 22 p?,. 501 ° medium gravel. 20 Very dense, wet, gray, fine to medium SAND, with silt, little gravel. Or .' S-5 sor Bottom of exploration boring at 20 112 feet Ground water seepage at 6 feet. 25 30 35 0 ri a E w w u! a' C7 m Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG o m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Q Water Level () Approved by: 0 w 0 Grab Sample Q Shelby Tube Sample $ Water Level at time of drilling (ATD) a ASSOCialud 1_,11111 Sciences, lnc. Exploration Log (� 25 Project Number Exploration Number Sheet KE110238A EB-2 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 290 feet Location Tukwila WA Datum Barghausen Alta Survey DrilledEquipment Geologic Drill/Trailer Mounted HSA Date Start/Finish 8/17/11 8/1711 1 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7. inrhas �.. a) a 2-6 a E c , a) d 3Blows/Foot m N 10 y S E T T T �u) E o `m DESCRIPTION " m 10 20 30 40 ° Fill Dense, moist, oxidized light brown, silty fine to medium SAND, with gravel. S-1 t3 15 30 15 5 Ice Contact Sediments 13 S-2 Medium dense, moist, brown, silty fine to medium SAND, with gravel 11 21 10 1 Dense, moist to very moist, oxidized brown, silly fine to medium SAND, 8 S-3 with gravel. 15 39 24 Lodgement Till 15 S-4 Dense, wet, oxidized gray, silty fine to medium SAND, with gravel. 12 A4 21 24 20 Very dense, very moist, light gray, fine SAND, with silt, few fine gravel. 21 S-5 30 1501, 11 112 Bottom of exploration boring at 21 1/2 feet Slight ground water seepage al 15 feet 25 30 35 i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG ❑ 3" OD Split Spoon Sampler (D & M) ❑ Ring Sample 4 Water Level() Approved by: Grab Sample ® Shelby Tube Sample Water Level at time of drilling (ATD) Associated ►_,,tn, s�;enios, 1nr. Exploration Log � l E5 Project Number Exploration Number Sheet 1 I J l _J KE110238A EB-3 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 290 feet Location Tukwila, WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish 8/17/11 8/17/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 innha� n r c ar iu Blows/Foot I— S E 2 �E�o iu p T rn 0 rn DESCRIPTION o ° `° m 3: 10 20 30 40 t ° Fill Loose, moist, oxidized light gray and brown, fine to medium SAND to gray, 6 A. S-1 silty fine SAND. 3 4 5 Ice Contact Sediments 4 S-2 Medium dense, moist, light gray, fine sandy SILT/silty fine SAND, trace fine 7 ©16 gravel. II to 5-3 Medium dense, wet, gray -brown , silly fine to medium SAND, few gravel. s 6 A24 8 16 Lodgement Till 15 S-4 Dense, wet, gray, fine to medium SAND, with sill. 26 ©3 16 20 20 S_5 Very dense, wet, gray, fine to medium SAND, few silt 28 50/ " Bottom of exploration boring at 21 feet Ground water seepage at 10 feet 25 30 - 35 i E E n n L = Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ❑ Ring Sample Water Level() Approved by: L ® Grab Sample Q Shelby Tube Sample Water Level at time of drilling (ATD) :>,ssntiatttd Earth Sciences, lnc, Exploration Lo I, E Project Number Exploration Number Sheet !� KE110238A EB-4 1 of 1 Project Name Tukwila Village Ground Surface Elevation (11) 287 feet Location Tukwila WA Datum Barr hausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish 8/17/1 1,8/17/t i Hammer WeighUDrop 140# / 30" Hole Diameter (in) 7 inr.haa N .9Z Z O> — a� :O J N Blows/FootCD N mS E T m �, E o m m a")0 r rn DESCRIPTION o 0 3: 10 20 30 40 0 Fill S 1 Medium dense, dry, oxidized brown, fine SAND, with silt 5 A13 g 5 5 Medium dense, moist, gray -brown, silty fine SAND, with gravel. 6 S 2 6 14 6 10 S-3 Medium dense, wet, brown -gray, fine to medium SAND, with sill, few g ®2 gravel, brown silt inclusions. 12 13 Lodgement Till 15 Very dense, very moist, gray, fine to medium SAND, trace to few silt, few 16 S-4 gravel. Y 25 54 29 20 S-5 —' ......- .. _...,...- ...._._..._.... .... 01 " 50/ „ Bottom of exploration boring at 20 feet Ground water seepage at 16 feel 25 30 35 Sampler Type (ST): ' m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level () Approved by: ® Grab Sample ® Shelby Tube Sample Water Level at time of drilling (ATD) Associated Larth Sciences, Inc. Geologic & Monitoring Well Construction Log El EJ K� E Project Number Well Number Sheet 1 KE110238A EB-5 1 of 1 Project Name Tukwila Village Location Tukwila, WA Elevation (Top of Well Casing) Surface Elevation (ft) 285 feet Water Level Elevation Date Start/Finish R/17/1 1 8/17/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30 L a� N y 3, _Uo - t 0- Ov a)pcp WELL CONSTRUCTION T m N T DESCRIPTION Concrete Fill Solid pipe 7 Medium dense, moist, oxidized brown and light gray, silly fine to Benlonite 7 medium SAND, few gravel. 9 5 5 Medium dense, very moist to wet, oxidized light gray, silty fine to 5 medium SAND, few gravel. Sand 8 t0 12 Ice Contact Sediments -.. 22 Very dense, very moist to wet, brown, fine to medium SAND, with 30 silt, few gravel Lodgement Till 15 Screen 12 Very dense, wet, gray, silty fine to medium SAND, few Fine to coarse 35 gravel. 50/6" 20 ' Cap 50/6" Very dense, wet, gray, fine to medium SAND, with silt, few gravel Boring terminated at 20 1/2 feet on 8/17/11 Ground water seepage at 5 feet. 25 30 35 in 0 Z z F 0 m 'a Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG w3 m Y OD Split Spoon Sampler (D & M) ® Ring Sample SL Water Level (8/26/1 1) Approved by: Z g6 Grab Sample �f Shelby Tube Sample T. Water Level at time of drilling (ATD) Associated E'llih Sciences, Inc. Geoio is fit; Monitoring Well Construction Log t 1 JI Project Number Well Number Sheet I KE110238A EB- 1 of 1 Project Name Tukwila Village Location Tukwila, WA Elevation (Top of Well Casing) Surface Elevation (ft) 289 feet Water Level Elevation Date Start/Finlsh 8/1 R111 R/1 R/1 1 Drilling/Equipment Geolock Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" 7 U p L a^ a) = N -� N 3= 00 L d aE 2 T WELL CONSTRUCTION T m ��' DESCRIPTION Concrete Fill Solid pipe 3 Medium dense, very moist, gray, fine sandy SILT to silly fine to Bentonite 5 medium SAND, with fine gravel. 6 5 _ . 5 ice Contact Sediments 10 Medium dense, moist, oxidized olive, very fine SAND, with silt to Sand 13 SILT with fine sand. 10 g Dense, moist, light gray with horizontal oxidation staining, silty fine 1B SAND to fine sandy SILT to gray, fine to medium SAND, trace silt, 12 with fine gravel. Lodgement Till 15 Screen 21 Very dense, moist, gray, fine to medium SAND, with silt, fine gravel. g 34 5016" 20 Cap 42" Very dense, wet, gray, fine to coarse SAND, few fine gravel 50/6 _ -ring-- --- — -- -.._ .. -. -.._ ---811 1-. Bo terminated al 21 f eet on..8/1 Ground water seepage at 16 feet. 25 30 35 i e 0 9 = Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: BWG 1 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level (8/26/11) Approved by: ® Grab Sample i Shelby Tube Sample Water Level at time of drilling (ATD) ASS06atCLI 1_01111 ScienCCS, Inr. Geolo is & Monitoring Well Construction Log El-- � El &, 2 Project Number Well Number Sheet L-..1 KE110: EB-7 i of 1 Project Name Tukwila Village Location Tukwila, WA Elevation (Top of Well Casing) Surface Elevation (ft) 292 feet Water Level Elevation Date Start/Finish R/1 Rl11 811 R/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" _ ms W N n `° U L p E WELL CONSTRUCTION T DESCRIPTION Concrete Fill Loose, moist, gray, fine to medium SAND, few sill. Solid pipe Benlonite i 3 3 5 4 Loose, moist, dark brown, fine sandy SILT, with gray, fine sand, few Sand 3 3 organics. Ice Contact Sediments 10 5 Medium dense, moist, oxidized brown, silty fine SAND, few fine 2 - - g tl gravel 15 Screen g Medium dense, wet, gray -brown, fine to medium SAND, trace silt, 8 with fine to medium gravel. 10 Lodgement Till 20 - Cap 18 Very dense, wet, gray, fine to medium SAND, with silt, with fine to 35 medium gravel. 5016" Boring terminated at 21 1/2 feet on 8/18111 Ground water seepage at 17 feet. 25 30 35 r z Y 7 a i i Sampler Type (ST): o m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG Y OD Split Spoon Sampler (D & M) ® Ring Sample Water Level (8/26/11) Approved by: ® Grab Sample © Shelby Tube Sample Water Level at time of drilling (ATD) Associated L,11,111 sciences, Inc. Geologic & Monitoring Well Construction Log �(� E 2 Project Number Well Number Sheet 1 i.__� ._:_� !_I KE110238A EB-8 1 of 1 Project Name Tukwila Village Location Tukwila, WA Elevation (Top of Well Casing) Surface Elevation (ft) 294 feet Water Level Elevation Dale Start/Finish g/1 R/1 1 R/18111 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 ge's Hammer Weight/Drop 140# / 30" t > Zn 3 ° o0 U - L n° a E m O � WELL CONSTRUCTION T m a ��' DESCRIPTION Concrete Fill Solid pipe 1 Loose, very moist, oxidized gray and brown, fine to medium silly 8entonile 1 SAND, trace fine gravel. 4 5 3 --........ _.._...... Ice Contact Sediments 4 Medium dense, very moist to wet, brown, fine to medium SAND, with Sand 8 silt, trace gravel. 10 7 Medium dense, very moist to wet, gray, fine to medium SAND, with 7 silt, little fine to medium gravel. 8 Lodgement Till 15 Screen 17 Very dense, very moist to wet, gray, silty fine to medium SAND, little 44 gravel, gravel oxidized. 50/2" 20 Cap 50/6" Very dense, very moist, gray, silty fine to medium SAND, few gravel. Boring terminated at 20 1/2 feet on 8/18/11 Ground water seepage at 14 feet. 25 30 35 i i i i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) O No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level (8/26/11) Approved by: Grab Sample © Shelby Tube Sample Water Level at time of drilling (ATD) Associated 1--aith Sciences, fnc. EX ioiatibn Log Project Number Exploration Number Sheet T1 i� KE110238A EB-9 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 296 feet Location Tukwila WA Datum Barghausen Alta Survey Driller/Equipment Geologic DriilfTrailer Mounted HSA Dale Start/Finish 8118/11 8118/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inr hac v U — O > ' CD- in a S E L � 2 T — N o Blows/Foot `m T (� rn E o m M 3: c DESCRIPTION ° 10 20 30 40 ° Fill Dense, moist, brown and light brown, silty fine to medium SAND, with fine 15 S-1 gravel, trace organics. 15 A3 20 5 Medium dense, very moist, olive, silty fine to medium SAND, few gravel 5 S 2 8 A 18 10 Ice Contact Sediments 10 Very dense, moist, oxidized brown -gray to gray, silty fine SAND, with 20 S-3 gravel, gray fine sand with slit in tip of sample. 27 71 44 Lodgement Till 15 S_q Very dense, moist, gray, silty fine to medium SAND, trace gravel. 01 " 20 S-5 WY 5o/ „ Bottom of exploration boring at 20 1/2 feet Ground water seepage at 12 112 feet 25 30 35 i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level() Approved by: © Grab Sample Z Shelby Tube Sample $ Water Level at time of drilling (ATD) c Assncialetl LIIII1 Sciences, Inc. Exploration Lo ((�� 1 y I; i. Project Number Exploration Number Sheet _'- !-J KE110238A EB-10 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 293 feet Location Tukwila WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish 8/18/11 8/18/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhas t m a t o mE c ° �, � d J io N Blows/Foot N i— p T N T a� � 3 �m DESCRIPTION o U 3: 10 20 30 40 ° Fill S-1 Medium dense, very moist, gray, fine SAND, with silt, to red -brown, silty 3 A Fine SAND. 5 7 72 Ice contact Sediments 6 S-2 Medium dense, very moist, red -brown, silty Fine to medium SAND, with fine 12 29 to medium gravel. 17 10 S 3 Dense, very moist, oxidized gray, silly fine to medium SAND, with gravel. 12 A. 13 7 24 Lodgement Till 15 Very dense, very moist, gray, fine to medium SAND, with gravel, trace silt P5 S-4 44 50/ " 01 " Very moist, gray, silty fine to medium SAND, with gravel. 20 S-5 _ . _ __ .. _._..... -- — .._..... ... - ..._ 0l , ' 501 „ Bottom of exploration boring at 20 feet Ground water seepage at 16 112 feet — 25 30 35 i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG t m 3" OD Split Spoon Sampler (D & M) ❑ Ring Sample Q Water Level() Approved by: © Grab Sample ® Shelby Tube Sample water Level al time of drilling (ATD) c As5nCialed r_.,ru, Sciences, lnc. Exploration L® (� ,. r Project Number Exploration Number Sheet KE11023BA EB-11 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 291 feet Location Tukwila, WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date StarUFinish R/1R/11 8/1R/11 Hammer WeighUDrop 140# / 30" Hole Diameter (in) 7 inrhpa � r 1n U — O c O a) > N � y Blows/Foot y N a S E 12E o T Um) DESCRIPTION U CO 20 30 40 ° Fill S 1 Loose, moist, gray, fine to medium SAND, with silt. 6 4 3 5 Loose, moist, gray, fine to medium SAND, with silt 3 S 2 3 9 6 3 10 Stiff, very moist, oxidized gray, fine sandy SILT to medium dense, silty fine 4 $-3 SAND., 5 &it 6 Ice Contact Sediments 15 Very dense, very moist to wet, brown, fine to coarse SAND, with silt and 16 S-4 gravel. 26 70 4 44 Lodgement Till 20 Very dense, wet, green -gray, fine to medium SAND, with silt and gravel. of " S 5 50/ ' Bottom of exploration boring at 20 112 feet Ground water seepage at 17 feet 25 30 35 I i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) O No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample SZ Water Level () Approved by: © Grab Sample Shelby Tube Sample Y Water Level at time of drilling (ATD) Associated E.1l-th Sciences, tnt. - Exploration Lo U I'"� Project Number Exploration Number Sheet 1 I I 1 KE110238A EB-12 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 293 feet Location Tukwila WA Datum Beirpha Is .n Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date StarUFinish 2/18111 19/18//11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhps w N U Q c O> m - y Blows/Foot N a a S E T `0> �c o o m m a`r c DESCRIPTION " 10 20 30 40 ° Fill Very loose, moist, brown and gray, silty fine to medium SAND. 2 S 1 A3 2 5 Very loose, very moist, dark brown, fine silly SAND and gray, silty fine to 2 S-2 medium SAND, few organics. 1 1 A2 Ice Contact Sediments t0 Medium dense, moist, oxidized light green -gray, silty fine to medium 10 �I 5-3 SAND, with gravel 9 7 15 Very dense, wet, gray, fine to medium SAND, few sill. 8 S-4 22 50 28 Lodgement Till 20 Very dense, very moist, gray, silty fine to medium SAND, with gravel. 22 S 5 28 Sol _ ... __..._ _....... - _ .. .. o/ .. Bottom of exploration boring at 21 1/2 feel Groundwater seepage at 17 feet. 25 30 35 J 1 U L Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) ® Ring Sample SZ Water Level() Approved by: © Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD) x Associated I.,,,th scien,:rs, Inc. Exploration Lo 91l TQ Project Number Exploration Number Sheet _ f-.1 I L�.I KE110238A EB-13 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 290 feet Location Tukwila WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date StarUFinish $18/11,8/18/1 1 T Hammer WeighUDrop 140# / 30" Hole Diameter (in) 7 in(- ' y LD cL E N J N Blows/Foot I - a S E T 10� �a o u o m t o Um)�� DESCRIPTION " m 10 20 30 40 O Fill S-1 Loose, wet, oxidized yellow -brown, silly fine to medium SAND to brown, 2 A6 silly fine to medium SAND, few gravel and few organics. 3 3 5 S-2 Ice Contact Sediments Dense, moist, oxidized gray, fine SAND, with silt 15 22 Aq 24 10 Dense, moist, gray -brown, silty fine to coarse SAND, with gravel. 12 S 3 22 A 4 24 Lodgement Till 15 Dense, wet, gray, silty SAND, with gravel. 12 S 4 Y 22 39 17 20 S-5 Becomes very dense OR " " 60l Bottom of exploration boring at 20 1/2 feet Ground water seepage at 16 feet 25 30 35 1 i i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG g m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level () Approved by: 3 ® Grab Sample Q Shelby Tube Sample X Water Level at time of drilling (ATD) c Associated E.11 1 sciunces, 111C. Exploration Log I ( —i I'L�I Project Number Exploration Number Sheet KE110238A EB-14 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 302 feet Location Tukwila WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Starl/Finish /R 18/11,R/1R/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhpo y a U a� c O a� > N Blows/Foot m ul s a 5 E ``i m �E o `m ° T U coDESCRIPTION 10 20 30 40 ° Fill S-1 Very loose, moist, light brown, silty fine SAND. 3 1 ®3 2 5 S 2 Loose, moist, oxidized light brown, silty fine SAND A6 3 3 Ice Contact Sediments 10 Stiff, wet, brown, SILT, with sand and trace gravel. 3 G S-3 7 14 7 15 Dense, moist, oxidized brown and gray, fine to medium SAND, with silt, tp ®3 S-4 few gravel 16 t9 Lodgement Till 0/ " 20 S•5 Gravelly/cobbly drilling conditions. 50l " Very dense, moist, gray, fine to coarse SAND, with silt, few gravel. 25 S-6 Very dense, moist, gray, fine to medium SAND, with silt, little gravel. OR 5011, 30 Very dense, moist, gray, fine to medium SAND, with silt, few gravel. OR" S 7 50/ Bottom of exploration boring at 30 1/2 feet Ground water seepage at W feet 35 v n i 7 0 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG r m 3" OD Split Spoon Sampler (D & M) 1]Ring Sample SZ Water Level () Approved by: u 12 Grab Sample Z Shelby Tube Sample Water Level at time of drilling (ATD) Associated Earth sciences, 111r._ Exploration Log � 1 'ICI Project Number Exploration Number Sheet i``J KEl10238A EB-15 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 292 feet Location Tukwila, WA Datum Barohausen Alta Survey Driller/Equipment GeologicDrill/Trailer Mounted HSA DateStart/Finish 8118/11Rl1R/11 Hammer Weight/Drop 140# / 30" Hale Diameter (in) 7 inrhaS L Q. CL C O C)'N N _J inBlows/Foot N a S E mE 3r.�'� o m O� T in (D DESCRIPTION o 0 Col Co 3: 10 20 30 40 ° Fill Asphalt on surface. Loose, moist, dark brown and orange -brown, silly fine to medium SAND, S-1 with gravel. 7 4 E's Ice Contact Sediments 2 5 Medium dense, very moist, light brown, fine to medium SAND, with silt and g 3-2 gravel to silly fine to medium SAND. 9 ®t 7 10 Very dense, moist, oxidized, gray, fine to medium silty SAND, with gravel. 18 S-3 40 ea _.._. _...__....1._._ ..........W. ....1. .. - . - . . _.... ............... 40 Bottom of exploration boring at 11 1/2 feet No ground water seepage_ 15 20 25 30 35 i i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG [D3" OD Split Spoon Sampler (D & M) ® Ring Sample �Z Water Level() Approved by: ® Grab Sample Z Shelby Tube Sample T Water Level at time of drilling (ATD) c \S.socialed collie Sciences, Inc. Exploration Lo rJ 2 I, Project Number Exploration Number Sheet ( " KE110238A EB-16 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft). 290 feet Location Tukwila, WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA DateStart/Finish 8/18111 8/1R/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhas r r a g o a p m •� N Blows/Foot 1— a S E 2� �E 8 o m ° T `� �� DESCRIPTION U `0 CoL �' 10 20 30 40 0 Fill S-1 Medium dense, moist, light brown and gray, silty fine to medium SAND, 7 A with silt, orange oxidation staining. 7 1 9 5 Medium dense, very moist, brown and gray, silty fine to medium SAND, 13 S•2 with gravel, trace organics 7 ®1 8 ice Contact Sediments to Medium dense, wet, brown -gray, silty fine to medium SAND, few gravel. Q g ® S-3 13 7 14 Lodgement Till 15 S-4 Very dense, wet, gray, silt fine to medium SAND, trace ravel. 9 Y Y 9 olt° 20 S 5 Very dense, wet, gray, silty fine to medium SAND, trace gravel. 27 0/ " 50l „ Bottom of exploration boring at 21 feet Groundwater seepage at10feet 25 30 35 J u 7 c Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level () Approved by: U 5 Grab Sample ® Shelby Tube Sample Water Level at time of drilling (ATD) x Assoc:ioled r_,11111 sciences, ►nr. Exploration Log i �J Project Number Exploration Number Sheet Ltd KE110238A EB-17 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 286 feet Location Tukwila WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1all 1 8/18/1 1 Hammer Weighl/Drop 140# / 30" Hole Diameter (in) 7 inrhPs y = EL ° > Blows/Foot y a S E E E>, a o u o T in c9N DESCRIPTION o " Wm 3: ° 10 20 30 40 Fill 2 inches asphalt paving on surface. S 1 Very loose, wet, black and brown, SILT, with fine sand. 1 6 Ice Contact Sediments 1 5 Medium dense, very moist, light gray, silty tine SAND, with gravel, orange 5 S-2 oxidation staining. 8 A14 6 10 Very stiff, very moist, gray, SILT, with fne sand laminations- 5 S 3 8 A 7 9 Gravelly/cobbly drilling. — 15 Very dense, wet, gray, fine to coarse SAND, trace silt, with fine gravel. 20 S-4 23 2155 32 Lodgement Till 20 Very dense, wet, gray, silty fine to medium SAND, with gravel. 0/ S 5 Bottom of exploration boring at 20 1/2 feet Ground water seepage at 13 feet 25 30 35 it 7 L = Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level() Approved by: u ® Grab Sample i0 Shelby Tube Sampled Water Level at time of drilling (ATD) z Associated Karth Sciences, tnc. Geologic & Monitoring Well Construction Log ' 0 0 E Project Number Well Number Sheet 1 _. KE110238A EB-18 1 of 1 Project Name Tukwila Village Location Tukwila, WA Elevation (Top of Well Casing) Surface Elevation (ft) 288 feet Water Level Elevation Date Start/Finish $lWe A/1 Drilling/Equipment Geologic Drill railer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# 1 30" j U - a� 3, o E N ... WELL CONSTRUCTION 2 T m T E. �`n DESCRIPTION Concrete Fill 1 1/2 inches asphalt paving on surface (alligator cracking). Solid pipe 4 Loose, wet, greenish brown -gray, fine to medium SAND, trace silt, Bentonite 4 with fine to medium gravel, brown in tip of sampler 2 5 - - 3 Loose, wet, black and green, fine to medium SAND, with gravel. Sand 13 ice Contact Sediments SZ Medium dense, wet, yellow -brown, fine to medium SAND, with sill. Lodgement Till 10 7 Medium dense, moist, slightly oxidized gray, silty fine to medium 22 SAND, with gravel. 39 15 Screen 50/6" Very dense, moist, light gray, fine to medium SAND, trace sill 20 Cap 5016" Very dense, moist, gray, silty fine SAND to fine to medium SAND, with silt, with gravel Boring terminated at 20 1/2 feet on 8/19/11 Ground water seepage at 5 feet. 25 30 35 i i i i t Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M -Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level (8/26/11) Approved by: ® Grab Sample © Shelby Tube Sample Water Level at time of drilling (ATD) lssuci.,lrd e.,ru, Sciences, Inc, Geolo is & Monitoring Well Construction Log �[I���j`� ((��,, EJ Kd IL; - Project Number Well Number Sheet 1 I_.; KE110238A EB-19 1 of 1 Project Name Tukwila Village Location Tukwila. WA _ Elevation (Top of Well Casing) Surface Elevation (ft) 284 feet Water Level Elevation Date StarUFinish 811 inQ/11,R/19/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 ches Hammer WeighUDrop 140# / 30" N N cD U - nE m O � WELL CONSTRUCTION _o T C0 T �`� DESCRIPTION Concrete Fill 2 inches asphalt concrete on surface Solid pipe 2 Loose, moist to very moist, dark brown and gray, SILT, with fine Bentonite 2 sand, few organics. 5 3 Ice Contact Sediments Sand 6 Stiff, moist, dark brown. SILT, trace organics. 8 Stiff, moist, oxidized gray, SILT, with fine sand, oxidation staining. Lodgement Till 10 ' 9 Hard, wet, gray, SILT, with fine sand, little gravel. 26 43 Gravelly/cobbly drill action. 15 Screen 34 Very dense, wet, gray, silty fine to medium SAND, few gravel. 35 36 20 Cap 50/6" Very dense, wet, gray, silty fine SAND, few gravel. Boring terminated at 20 112 feet on 8/19/11 Groundwater seepage at 10 feet 25 30 35 i C O L = Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) O No Recovery M - Moisture Logged by: BWG u m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level (8/26/11) Approved by: zGrab Sample Shelby Tube Sample T Water Level at time of drilling (ATD) Associated Eat III sciences, Inc:. Exploration Log ((�j ''" � 0 'RO �79 Project Number Exploration Number Sheet l�l KE110238A EB-20 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 288 feet _ Location Tukwila, WA Datum Barghausen Alta Survey Driller/Equipment Geolooic Drill/Trailer Mounted HSA Date Starl/Finish 8/19/11 A/1A/11 Hammer Weight/Drop 140# % 30" Hole Diameter (in) 7 inrhaG v �U— L C O — T N > N Blows/Foot N S E T 2E o toDESCRIPTION m `� " 10 20 30 40 ° Fill Grass surface. S 1 Medium dense, moist, light brown, silly tine SAND, few fine gravel. 3 18 6 12 Ice Contact Sediments 8 S-2 Dense, moist, light gray, silly SAND, with fine to medium gravel 16 39 21 10 Very dense, moist, light gray -brown, silty fine to medium SAND, with fine to 23 S-3 medium gravel. 33 55 22 Gravelly/cobbly drill action — 15 S-q Very dense, moist, gray, silty fine to medium SAND, few gravel. 0/ " 50l " Bottom of exploration boring at 17 1/2 feel No ground water seepage 20 25 30 35 s ; i i Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) O No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Q Water Level () Approved by: © Grab Sample ® Shelby Tube Sample X Water Level at time of drilling (ATD) c Associated Earth Sciences, Inc. Moisture, Ash, and Organic Matter of Peat and Other Organic Soils - ASTM 2974 Date Sampled Project . Project No. Soil Description 8/17/2011 Tukwila Village KE110238A Various Tested By Location EB/EP No. Depth MS Onsite Moisture Content Sample ID Wet Weight + Pan Dry Weight + Pan Weight of Pan Weight of Moisture Dry Weight of Soil % Moisture Oraanic Matter and Ash Content Dry Soil Befor Burn + Pan Dry Soil After Burn + Pan Weight of Pan Wt. Loss Due to Ignition Actual Wt. Of Soil After Burr % Organics EP-2 6' EP-3 8' EP-4 2' EP-7 5' EP-11 3' 372.76 326.54 415.26 551.61 463.83 289.07 247.16 338.47 489.91 400.31 99.19 97.67 99.87 100.75 98.44 83.69 79.38 76.79 61.70 63.52 189.88 149.49 238.60 389.16 301.87 44.08 53.10 32.18 15.85 21.04 529.34 498.00 486.09 485.44 431.65 513.33 474.59 466.95 476.37 415.26 339.45 348.42 247.51 140.33 136.36 16.01 23.41 19.14 9.07 16.39 173.88 126.17 219.44 336.04 278.90 8.43 15.65 8.02 2.63 5.55 ASSOCIATE® EARTH SCIENCES, INC. 911 5th Ave . Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827.5424 Associated Earth Sciences, Inc. Moisture Content U 0 -9 ASTM D 2216 F �. Date Sampled Project Project No. Soil Description 9/8/2011 Tukwilla Village KE110238A Tested By Location EB/EP No. Depth JC Sample ID EB-6 - 5' EB-6 - 10' EB-6 - 15' Wet Weight + Pan 470.7 411.4 449.8 Dry Weight + Pan 404.6 376.4 4202 Weight of Pan 100.9 100.8 1007 Weight of Moisture 66.1 34.9 296 Dry Weight of Soil 303.7 275.6 3194 % Moisture 21.8 12.7 9.3 Sample ID EB-6 - 20' Wet Weight + Pan 346.1 Dry Weight + Pan 322.1 Weight of Pan 99.9 Weight of Moisture 24.0 Dry Weight of Soil 222.2 % Moisture 10.8 ASSOCIATE® EARTH SCIENCES, INC. 91 1 51h Ave , Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 Associated Earth Sciences, Inc. Moisture Content ASTM D 2216 LA 0 t,. E Date Sampled Project Project No. Soil Description 9/8/2011 Tukwilla Village KE110238A Tested By Location EB/EP No._] Depth JC Sample ID EB-19 - 20' EB-19 - 15' EB-19 - 10' Wet Weight + Pan 352.9 476.3 356.9 Dry Weight + Pan 333A 437.3 3036 Weight of Pan 97 7 98.3 100.0 Weight of Moisture 19.5 38.9 53.3 Dry Weight of Soil 235.7 339.0 2016 % Moisture 8.3 11.5 26.2 Sample ID EB-19 - 5' Wet Weight + Pan 539.2 Dry Weight + Pan 474.1 Weight of Pan 101.9 Weight of Moisture 65.1 Dry Weight of Soil 372.2 % Moisture 17.5 ASSOCIATED EARTH SCIENCES, INC. 911 51h Ave. Suite 100 Kirkland, WA 98033 425-827.7701 FAX 425-827-5424 Date Project Project No. Soil Description 9/8/2011 Tukwila Village KE110238A Tested By Location EB/EP No Depth JC EB-1 �101 _ Wt. of moisture wet sample + Ta1 328.71 Total Sample Tare 519.02 Wt. of moisture dry Sample + Tare 303.81 Total Sample wt + tare 1083.66 of Tare 97.82 of moisture Dry Sample 205.99 sture % 12% Soecification Reouirements Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3.5 90 100.00 3 76.1 100.00 2.5 64 100.00 2 50.8 100.00 _ 1.5 38.1 100.00 1 25.4 - 100.00 3/4 19 21.92 4.35 95.65 3/8 9.51 60.26 11.96 88.04 #4 4.76 93.19 18.50 81.50 #8 2.3B 121.54 24.13 75.87 #10 2 128.75 25.56 74.44 _^ #20 0.85 156.22 31.01 68.99 #40 0.42 194.13 38.54 61.46 #60 0.25 247.97 49.23 50.77 #100 0.149 307.12 60.97 39.03 #200 _ 0.074 339.8 67.45 32.55 US STANDARD SIEVE NOS. Y 3/4" NO 4 190 16 NO 40 NO 200 '100 _ .. _..... .. _ . 80 a� ii 60 `m 40 a 20 100 10 1 0 1 Grain Size, mm ASS®CdATE® EARG e fl SCIENCES, INC. 911 51h Ave . Suite 100 Kirkland. WA 98033 425.827-7701 FAX 425-827.5424 0.01 Date 9/8/2011 Project Tukwila Village Project No. KE110238A Soil Description Tested By Jc Location EB/EP No EB-1 Depth 20' Wt. of moisture wet sample + Tai 214.83 Total Sample Tare _ 313.34 Wt. of moisture dry Sample_+ Tare 199.15 Total Sample wt + tare 539.87 Wt. of Tare 97.67 Total Sample Wt 226.5 Wt, of moisture Dry Sample 101.48 JTotal Sample Dry Wt 19b.2 15% Snecifiratinn RPrmirPmAntC Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3.5 90 100.00 .3 76.1 100.00 2.5 64 100.00 2 50.8 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 21.93 11.18 88.82 3/8 9.51 26.78 13.65 86.35 #4 4.76 _ 44.31 22.58 77.42 #8 2.38 _ 56.82^ 28.96 71.04 _ #10 2 60.53 30.85 69.15 _ #20 0.85 70.91 36.14 63.86 #40 0.42 83.05 42.33 57.67 #60 0.25 95.11 48.47 51.53 #100 0.149 117.18 59.72 40.28 #200 0.074 130.77 _ 66.65 33.35 100 80 20 0 100 Y 3/4" US STANDARD SIEVE NOS. NO NO16 NO40 10 1 Grain Size, mm NO 200 01 ASSOCIATE® EARTH SCIENCES, INC. 911 5th Ave . Suite 100 Kirkland WA 98033 425.827-7701 FAX 425-827-5424 001 Date Project 9/8/2011 Tukwila Villac Tested By Location Jc Wt. of moisture wet sample + T Wt. of moisture dry Sample + Tare Wt. of Tare Project No KE110238A EB/EP No EB-8 Depth 1 5' 341.43 Total Sample Tare 308.05 Total Sample wt + tar 101.7 Total Sample Wt 206.35 Total Sample Dry Wt 16% Soil Description 391 55 Soecification Reouirements Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3.5 90 100.00 3 76.1 100.00 2.5 64 100.00 2 50.8 100.00 1.5 38.1 100.00 1 25.4 _ 100.00 3/4 19 0 - 100.00 3/8 9.51 8.34 2.77 97.23 #4 4.76 _ 16.24 5.39 94.61 #8 2.38 22.51 7.47 92.53 #10 2 24056 8.16 91.84 #20 0.85 34.43 11.43 88.57 _ 440 0.42 56.91 18.90 81.10 #60 0.25 92.44 30.69 69.31 #100 0.149 143.45 47.63 52.37 #200 0.074 174.831 58.05 41.95 US STANDARD SIEVE NOS, 3" 3/4" NO 4 IJO 18 NO 40 20 0 100 10 1 Grain Size, mm NO 200 01 ASSOCIATE® EARTH SCIENCES, INC. 911 5th Ave , Suite 100 Kirkland, WA 98033 425.827-7701 FAX 425-827-5424 001 ram. ►• �r 1, �2��`1 '2, _T it-�;- Date 9/8/2011 Project Tukwila Village Project No. KE110238A Soil Description Tested By Jc Location EB/EP No EB-8 Depth 110, Wt. of moisture wet sample + Tat 271.17 Total Sample Tare 5199 Wt. of moisture dry Sample + Tare 249.35 Total Sample wt + tare 870.37 Wt. of Tare 100.57 Total Sample Wt 350 5 Wt. of moisture Dry Sample 148.78 JTotal Sample Dry Wt 305.6 15% Snecificatinn Requirements Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3.5 90 100.00 3 76.1 100.00 2.5 64 - 100.00 2 50.8 _ - 100.00 1.5 38.1 - 100.00 1 25.4 _ _ - 100.00 3/4 _ 19 2.82 97.18 3/8 9.51 _ _8.62 47.56 15.56 84.44 _ #4 4.76 76.64 25.07 74.93 #8 2.38 91.12 29.81 70.19 #10 2 94.69 30.98 69.02 #20 0.85 108.08 35.36 64.64 #40 0.42 127.1 41.58 58.42 _ #60 0.25 150.92 49.38 50.62 #100 _ 0.149 181.85 59.50 40.50 #200 0.074 199.24 65.19 34.81 US STANDARD SIEVE NOS. 3^ 314" 1404 NO 16 NO 40 NO 200 100 80 20 0 100 10 1 0 1 Grain Size, mm ASS®C9A TE® EARTH SCIENCES, INC. 911 51h Ave , Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 001 Date 9/8/2011 Project Tukwila Village Project No. KE1 10238A Soil Description Tested By Jc Location EB/EP No EB-8 I Depth 15' Wt. of moisture wet sample + Tai 320.57 Total Sample Tare 298.23 Wt. of moisture dry Sample + Tare 299.82 Total Sample wt + tare 654.55 Wt. of Tare 101.42 Total Sample Wt 355.3 Wt. of moisture D Sample 198.4 Total Sample Dry Wt 322.6 Moisture % 10% Specification Requirements Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 _ 50.8 - 100.00 1.5 38.1 - 100M 1 25.4 _ - 100.00 3/4 19 _ 19.74 6.12 93.88 3/8 9.51 52.44 16.26 83.74 #4 4.76 75.77 23.49 76.51 #8 2.38 _ 94.96 29.44 70.56 _ # 10 2 99.38 30.81 69.19 #20 0.85 117.6 36.46 63.54 #40 0.42 143.55 44.50 55.50 _ #60 0.25 154.91 48.02 51.98 _ #100 0.149 209.24 64.86 35.14 _ #200 1 0.074 227.18 70.43 29.57 US STANDARD SIEVE NOS. 3" 314" NO 4 NO 16 NO 40 10 1 Grain Size, mm NO 200 01 ASSOCIATE® EARTH SCIENCES, INC. 911 51h Ave. Suite 100 Kirkland. WA 98033 425-627.7701 FAX 425.827-5424 001 Date 9/8/2011 Project Tukwila Village Project No. KE1 10238A Soil Description Tested By Jc Location EB/EP No EB-8 Depth 120' Wt. of moisture wet sample + Tat 230.92 Total Sample Tare 519.58 Wt. of moisture dry Sample + Tare 217.19 Total Sample Wt + tare _ 738.68 Wt. of Tare 101.34 Total Sample Wt 219.1 Wt. of moisture Dry Sample 115.85 Total Sample Dry Wt 1959 Moisture % 12% Specification Requirements Sieve No. Diam. mm Wt. Retained c % Retained % Passing Minimum Maximum 3.5 90 100.00 3 76.1 100.00 �2.5 64 100.00 2 50.8 _ - 100.00 1.5 38.1 - 100.00 1 25.4 100.00 3/4 19 0 - 100.00 3/8 9.51 13.95 7.12 92.88 #4 4.76 27.12 13.84 86.16 #8 2.38 39.35 20.09 79.91 # 10 2 42.25 21.57 78.43 #20 0.85 54.75 27.95 72.05 #40 0.42 76.3 38.95 61.05 #60 0.25 96.33 49.18 50.82 #100 _ 0.149 116.56 _ �59.50 40.50 _ #200 _ 1 0.074 126.92 64.79 35.21 US STANDARD SIEVE NOS. 3" 3/4" N0 4 NO w NO 40 NO 200 100 - 80 d 60 LL 20 0 100 10 1 0.1 001 Grain Size, mm ASSOCIATE® EARTH SCIENCES, INC. 91 1 5th Ave , Suite 100 Kirkland, WA 98033 425.827-7701 FAX 425-827-5424 Date 9/8/2011 Project Tukwila Village Project No. KE 110238A Soil Description Tested By Jc Location EB/EP No EP- 9 Depth 16' Wt of moisture wet sample + Tal 301 14 _ Total Sample Tare 326.33 Wt. of moisture dry Sample + Tare 284.33 Total Sample wt + tare 628-53 Wt. of Tare 101.7 Total Sample Wt 302.2 Wt. of moisture Dry Sample 182.63 Total Sample Dry Wt 276 7 Moisture % 9% Specification Requirements Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3.5 90 _ 100.00 3 76.1 100.00 _ 2.5 64 100.00 2 50.8 100.00 1.5 38.1 _ a 100.00 1 25.4 100.00 3/4 19 0 - 100.00 3/8 9.51 3.54 1.28 98.72 #4 4.76 8.57 3.10 96.90 #8 2.38 11.92 4.31 95.69 #10 2 12.98 4.69 95.31 #20 0.85 _ 18.48 6.68 93.32 #40 0.42 26.19 9.46 90.54 #60 0.25 30.16 10.90 89.10 #100 0.149 43.24 15.63 84.37 #200 0.074 52.57 19.00 81.00 3" 314" US STANDARD SIEVE NOS. NO 4 14016 NO 40 NO 200 0 100 10 1 0 1 Grain Size, mm `4SS®CIATED EARTH SCIENCES, INC. 91 1 51h Ave . Suile 100 Kirkland. WA 08033 425-827-7701 FAX 425-827-5424 001 GRAIN SIZE ANALYSIS e MECHANICAL Date Project Project No. Soil Description 9/8/2011 Tukwila Village KE110238A Tested By Location EB/EP No Depth Jc _ EB-14 10, Wt. of moisture wet sample + Tai 381.77 Total Sample Tare 395.49 Wt. of moisture dry Sample + Tare 326.12 JTotal Sample wt + tare 661 Wt. of Tare 100.96 Total Sample Wt 2655 Wt. of moisture Dry Samole 225.16 ITotal Sample Dry Wt 2 2.9 Soecification Renuirements - I Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3.5 90 100.00 3 76.1 100.00 2.5 64 _ 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4'! _ - 100.00 314 19 0 - 100.00 3/8 9.51 2.27 1.07 98.93 #4 4.76 _ 3.18 1.49 98.51 #8 2.38 _ 4.32 2.03 97.97 #10 2 4.65 2.18 97.82 _ #20 _ 0.85 6.62 3.11 96.89 #40 0.42 13.34 6.27 93.73 #60 0.25 32.52 15.28 84.72 #100 0.149 64.98 30.52 69.48 #200 0.074 86.8 40.77 59.23 US STANDARD SIEVE NOS. 3" 314" NO 4 NO 16 NO 40 Grain Size, mm NO 200 M ASSOCIATED EAiY`6TH SCIENCES, INC. 91 1 5th Ave, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 0.01 /-�. �ii ��,, t i,,_ I �,. i T r._ � { �' I, �? i. � /�� I _S 'q•` N�. 1 i � m� 1 Date 9/8/2011 Project Tukwila Village Project No. KE110238A Soil Description Tested By Jc Location EB/EP No EB-14 Depth �151 Wt. of moisture wet sample + Tat 307.63 Total Sample Tare 331.94 Wt. of moisture dry Sample + Tare 284.81 Total Sample wt + tare 821.36 Wt. of Tare _ 99.27 Total Sample Wt 489.4 Wt. of moisture Dry Sample 185.54 ITotal Sample Dry Wt 435.8 SnP6fica1inn RPn(11rPmP.nt.r Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3.5 90 100.00 3 76.1 _ _ 100.00 2.5 64 100.00 2 50.8 _ 100.00 1.5 38.1 100.00 T1 25.4 100.00 3/4 19 0 100.00 3/8 9.51 _ _ 14.76 ^ 3.39 96.61 #4 4.76 29.81 6.84 93.16 _ #8 2.38 -' 47.73 10.95 89.05 #10 2 51.84 11.89 88.11 #20 _ 0.85 76.36 17.52 82.48 #40 0.42 143.18 32.85 67.15 #60 0.25 205.87 47.24 52.76 #100 0.149 251.98 57.82 42.18 #200 1 0.074 1 277.46 63.66 36.34 US STANDARD SIEVE NOS. 3" 3/4" NO 4 NO 16 NO 40 NO 200 0 100 10 1 0.1 Grain Size, mm ASSOCIATED E® EARTH SCIENCES, INC. 911 5lh Ave . Suite 100 Kirkland. WA 98033 425-827-7701 FAX 425.827.5424 0.01 �.z ram° �. �'. i �, ` , � /�� `,.,I ��. I � i � �� __ t_• � f`,I i �� ;'•, I Date 9/8/2011 Project Tukwila Village Project No KE1 10238A Soil Description Tested By Jc Location EB/EP No E13-14 Depth 120' Wt. of moisture wet sample + Tai 220.24 Total Sample Tare 296.84 Wt. of moisture dry Sample + Tare 211.92 JTotal Sample wt + tare 435.24 Wt. of Tare 100.43 JTotal Sample Wt 138-4 Wt. of moisture Dry Sample 111.49 ITotal Sample Dry Wt 28..8 Snecifirafirm Reniiiramants Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3.5 90 100.00 3 76.1 - 100.00 2.5 64 -_ 100.00 2 50.8 100.00 1.5 38.1 100.00 1 25.4 100.00 3/4 _ 19 0 100.00 3/8 9.51 _ _ 11.98 9.30 90.70 #4 4.76 18.24 14.16 85.84 _ #8 2.38 24.1 18.71 81.29 #10 2 25.45 _ 19.76 B0.24 #20 0.85 32.71 25.40 74.60 #40 0.42 39.41 30.60 69.40 #60 0.25 49.9 38.75 61.25 _ #100 0.149 53.47 41.52 58.48 #200 0.074 76.78 59.62 40.38 i 0 100 3" 3/4" US STANDARD SIEVE NOS. 1404 140 16 NO 40 10 1 Grain Size, mm NO 200 0.1 ASS®CiATED" EARTH SCBECES, INC. W 911 5th Ave , Suite 100 Kirkland WA 98033 425-827-7701 FAX 425-827-5424 001 GRAIN IN SIZE ANALYSIS m MECH YMCAL Date 9/8/2011 Project Tukwila Village Project No. KE110238A Soil Description Tested By Jc _ Location EB/EP No EB-14 Depth 125' Wt. of moisture wet sample _+ Tat 268.94 Total Sample Tare _ 296.28 Wt. of moisture dry Sample + Tare 254.92 Total Sample wt + tare 573.45 Wt. of Tare 98.76 _ Total Sample Wt-- Sieve No. Diam. mm Wt. Retained ^% Retained % Passinq Minimum Maximum 3.5 90 100.00 3 _.__. 76.1 100.00 2.5 64 --�- V- 100.00 2 50.8 �38.1 100.00 _1.5 100.00 1 25.4 - 100.00 3/4 19 11.45 4.50 95.50 3/8 9.51 31.02 12.20 87.80 #4 4.76 46.43 18.26 81.74 _ #8 2.38 55.66 21.88 78.12 #10 2 58.37 22.95 77.05 _ #20 i#40 0.85 73.26 28.80 71.20 0.42 108.45� 42.64 _ ~- 57.36 _ #60 0.25 _ 136.25 53.57 46.43 ��- #100 _ _ 0,149 159.84 62.85 37.15 #200 0.074 174.19 68.49 w 31.51 3" 314 US STANDARD SIEVE NOS. NO 4 NO 10 NO 40 1 Grain Size, mm NO 200 01 ASSOCIATED EARTH SCIENCES, INC. C. 911 51h Ave , Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 001 E 6/9ZU Z6/8M6 Z 6/0 6/LO Z 6/ 60/b0 6 6/EZ/Z 6 6 6/b U60 6 6/90/90 o O O o o O O O o O I-T N O 00 (D It N O 00 c0 NN NN N N N N N N paAananS ION (4) uoi;en013 aa;eM a;ewixoaddy 00 co Lo DICIG FIL Davido Consulting Group INCORPORATED civil I structural I land use STRUCTURAL CALCULATIONS VOLUME ONE FOR TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON December 19, 2014 ITEM p UV I 11 I JAN 22 2015 D(oZ�(S oC� • GlRDDLETON, INC.-_� I I VIIED FOR 60DE COMPLIANCE APPROVED MAY 0 5 2015 City of TukvAl® BUILDING DIVISION PAGE DesignCriteria............................................................................................ DC-1 to DC-9 Wood Gravity Design................................................................................. GD-1 to GD-73 WoodLateral Design.................................................................................. LD-1 to LD-46 C - SC WASy�� fja �P ' ally Matthew Matthew RECEIVED b hmitte PE, E CITY OF TUKWILA 2014. 2.1 6:26:22 sf�G 37334 �� DEC. 2 2 2014 0X'^ c"URAL SS�ONAL EN PERMIT CENTER 0 tu;o S I Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 u Davido Consulting Group civil I structural I land use Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 STRUCTURAL CALCULATIONS DESIGN CRITERIA TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office PO Box1132 Freeland, WA 98249 Tel 360.331.4131 Section Cover. docx DC-1 DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 12/18/2014 Civil - Structural - Land Use 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 206 523-0024 Fax: 206 523-1015 Description: Design Criteria Job Name: Tukwila Village Design Criteria Code: Seismic: 2012 International Building Code Latitude = 47.474 North Longitude = 122.334 West Spectral Response Acceleration, Ss & S1 = 1.489 & 0.558 Spectral Response Acceleration, Sds & Sd 1 = 0.993 & 0.558 Soil Site Class, Fa & Fv = 1.000 & 1.499 Response Modification Factor: Wood Levels = 6.5 Concrete Levels = 5.0 I Live Loads: Soils: Exposure = B Basic Wind Speed = 85 mph Topographical Terrain = Flat Roof = 25 psf Residential Floor = 40 psf Common Areas = 100 psf Office (Ground Floor) = 10 0 psf Office = 5 0 psf Office Storage = 150 psf Corridors/Exits/Stairs = 100 psf From Geotechnical Report by Associated Earth Sciences, Inc dated March 18, 2013: Soil Bearing = 5,500 psf (Using Rammed Aggregate Piers) Unrestrained Soil Pressure = 35 pcf* + 8H psf (Seismic) Restrained Soil Pressure = 50 pcf* + 10H psf (Seismic) * Retaining walls with slopped backfill to have additional 20 pcf pressure Passive Soil Pressure = 250 pcf Coefficient of friction = 0.30 IBC Soil Site Classification = E* * Soil Site Class D used in design, more conservative in short-term design DC-2 DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 12/18/2014 Civil - Structural - Land Use 8804 Roosevelt Way NE, Seattle, WA 98115 206 523-0024 Fax: 206 523-1015 Description: Dead Loads Job Name: Tukwila Village Roof Assembly Dead Load: Roofing .................................... 2.0 psf 112" Plywood Sheathing ................ 1.7 psf Wood Trusses at 24" o.c................ 3.0 psf Insulation. .............................. ... 1.5 psf (2) Layers of 518" GWB.................. 5.6 psf Miscellaneous ........................... 1.0 psf Total .......................................... 14.8 psf Use DL = 15.0 psf Floor Assembly Dead Load. Flooring .................................... 2.0 psf 1 " Gyp -Crete ................................. 8.7 psf 314" T & G Plywood ....................... 2.5 psf 1-Joist at 16" ox.................... 1.9 psf (2) Layers of 518" GWB.................. 5.6 psf Miscellaneous ........................... 1.5 psf Total ........................................ 22.1 psf Use DL = 23.0 psf Corridor Floor Assembly Dead Load: Flooring ....................... 1 " Gyp -Crete ............... 314" T & G Plywood ..... 1-Joist at 16" o.c........... (2) Layers of 518" G WB Miscellaneous ............. Total............................ 2.0 psf 8.7 psf 2.5 psf 1.9 psf 5.2 psf 1.5 psf 21.7 psf Use DL = 23.0 psf DC-3 DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 12/18/2014 Civil - Structural - Land Use 8804 Roosevelt Way NE, Seattle, WA 98115 206 523-0024 Fax: 206 523-1015 Description: Dead Loads Job Name: Tukwila Village Exterior Wall Assemblv Dead Load: 2x6 at 16" o.c.............................. 1.7 psf Insulation .................................. 1.0 psf 15132" Plywood Sheathing ............. 1.7 psf (1) Layers of 518" G WB EA Side.... 5.6 psf Siding .......................................... 2.0 psf Miscellaneous ............................... 0.5 psf Total .......................................... 12.5 psf Use DL = 13.0 psf L2 Walls: (2) Layers of 518" GWB EA Side 11.2 spf Total .......................................... 18.1 psf Use DL = 18.0 psf Party Wall Assemblv Dead Load: (2) Layers of 518" GWB ................. 5.6 psf (2) walls, 2x4 at 16" o. c............... 2.4 psf 15132"Plywood Sheathing ............. 1.7 psf Insulation ........................................ 0.5 psf Miscellaneous ............................... 1.0 psf Total .............................................. 11.2 psf Use DL = 12.0 psf L2 Walls: (2) Layers of 518" GWB EA Side 11.2 spf Total .......................................... 16.8 psf Use DL = 17.0 psf Corridor Wall Assemblv Dead Load: (2) Layers of 518"GWB ................. 5.6 psf 2x6 at 12" o.c.............................. 2.3 psf 15132" Plywood Sheathing ............. 1.7 psf Insulation ........................................ 0.5 psf Miscellaneous ............................... 1.0 psf Total .............................................. 11.1 psf Use DL = 12.0 psf L2 Walls: (4) Layers of 518" GWB EA Side 11.2 spf Total .......................................... 16.7 psf Use DL = 17.0 psf Dead Load. (2) Layers of 112" GWB ................. 4.4 psf 2x4 at16"o.c.............................. 1.2 psf Insulation ........................................ 0.5 psf Miscellaneous ............................... 0.5 psf Total .............................................. 6.6 psf Use DL = 7.0 psf DC-4 MUSM ag Design Maps Summary Report User -Specified Input Report Title Tukwila Village Thu September 5, 2013 19:50:58 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4740N, 122.334°W Site Soil Classification Site Class E - "Soft Clay Soil" Risk Category I/II/III - 5mi -- I- MOM Cowley tanner 509 „ 599 C bnton ' QVashon j.; �Ia11a V a s h o n Q malpquej a n d USGS-Provided Output -Des 'I TWeW (� Q NQRTH eai ,AMERICA r 113. I® \ - ® MapQuest Co .•A A�J Ss = 1.523 g S,s = 1.370 g Sps = 0.914 g S1 = 0.571 g Sht1 = 1.370 g Sol = 0.913 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum Design Response Spectrum 1.10 1.40 1.00 1.26 0.90 1.12 0.80 0.99 0.70 Oi 0.04 tP 0.60 H 0.70 0.50 0.56 0.40 0.42 0.30 0.28 0.20 0.14 0.10 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter DC-5 IMDesign Maps Summary Report User -Specified Input Report Title Tukwila Village Tue August 13, 2013 21:18:21 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4740N, 122.285°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Fr f T�'S000m Cowley .o Vashon 0 Cou, W Motriah . fia9' K dd &id Nu",. FWk # East Ri Highlar U I e T Q NORTH � etac s AMERICA s h o n mal;4663t _ ides oines _ _ _01Y 0 WapQuest USGS-Provided Output S= 1.489 g S = 1.489 g S = 0.993 g S MS DS S1 = 0.558 g SM1 = 0.836 g Sol = 0.558 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum Design Response Spectrum 1.65 1.10 1.50 1.00 1.35 0.90 1.20 0.80 1.05 0.70 Or 0.90 Om V 0.60 H 0.75 0.50 0.60 0.40 0.45 0.30 0.30 0.20 0.15 0.10 0.00 0.00 0.20 0.40 O.GO 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. DC-6 m Design Maps Detailed Report 2012 International Building Code (47.4740N, 122.285°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) III From Figure 1613.3.1(2) [2I Section 1613.3.2 — Site class definitions SS = 1.489 g S1 = 0.558 g The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class v N or N s 5 ch u A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >- 40%, and • Undrained shear strength su < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/mz Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period S :5 0.25 S = 0.50 S = 0.75 S = 1.00 S 2: 1.25 s S S S s A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.489 g, Fa = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F Site Class Mapped Spectral Response Acceleration at 1-s Period S :5 0.10 S = 0.20 S = 0.30 S = 0.40 S >- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Sl = 0.558 g, Fv = 1.500 �,b., ....Y., ...+............Y.., . .,..Y... b..v,..........w. .,b.,.b., . , ..w.b,,,...Y.,, ...,, ...Y... ,.Y.,Y :...,..Y...... ............ DC-8 Equation (16-37): SMS = Fa SS = 1.000 x 1.489 = 1.489 g Equation (16-38): SMi = F v S I = 1.500 x 0.558 = 0.836 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): S DS MS = % S = % x 1.489 = 0.993 g Equation (16-40): S Di M1 = % S = % x 0.836 = 0.558 g DC-9 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sos I or II III IV SDS < 0.1679 A A A 0.167g 5 SDS < 0.33g B B C 0.33g 5 SpS < 0.50g C C D 0.50g 5 SDS D D D For Risk Category = I and SpS = 0.993 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF S I or II III IV D1 SDI < 0.067g A A A 0.067g 5 Sol < 0.133g B B C 0.133g 5 Sol < 0.20g C C D 0.20g 5 So1 D D D For Risk Category = I and Sol = 0.558 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category =— 'the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC- 2012-Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC- 2012-Fig1613p3p1(2).pdf Davido Consulting Group civil I structural ( land use STRUCTURAL CALCULATIONS WOOD GRAVITY DESIGN TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 Section Cover. docx GDA Tukwila Village Building E Framing Keyplans Unit A Scale: 3/16" = 1'-0" M= Interior Bearing Wall E W GI F 0 R T E " MEMBER REPORT Unit A, UA: FJ 1 piece(s)117/8" TJI@ 110 @ 16" OC PASSED GD-2 0 Overall Length: 20' 4 1/2" 7' 12' 6" o a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1152 @ 75 1/4" 1935 (3.50') Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 607 @ 7' 7" 1716 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs -1325 @ 75 1/4" 3160 Passed 42%) 1.00 1.0 D + 1.0 L All Spans) Live Load Defl. in 0.078 @ 14' 3 1/4" 0.255 Passed (L/999+) -- 1.0 D + 1.0 L Alt Spans) Total Load Deft. in 0.122 @ 14' 3 7/8" 1 0.424 Passed (L/999+) 1 1.0 D + 1.0 L Alt Spans) TJ-Prop" Rating 59 1 40 Passed - Deflection criteria: U. (L/600) and TL (1./360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 3 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro`" Rating include: 1/2" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.25" 1.75" 57 186/-90 243/-90 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 443 709 1152 None 3 - Stud wall - DF 3.50" 2.25" 1.75" 179 296/-4 475/-4 1 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 20' 4 1/2" 16" 25.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System : Floor Member Type: Joist Building Use: Residential Building Code : IBC Design Methodology: ASD & SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:55 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 34 of 47 a F O R T E e MEMBER REPORT Unit A, UA: HDR1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSE[)GD-3 Overall Length: 3' 3" + + 0 0 ! y..i k r3 a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Riis6lts . T Actual @ Location Allowed Result LDF Load: Combination (Pattem)*T Member Reaction (Ibs) 1064 @ 0 3281 (1.50") Passed (32%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 682 @ 7" 2310 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 865 @ 1' 7 1/2" 1720 Passed 50% 1.00 1.0 D + 1.0 L(All Spans Live Load Dell. (in) 0.013 @ 1' 7 1/2" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) Total Load Defl. in 0.021 @ 1' 7 1/2" 0.162 1 Passed L/999+ -- 11.0 D + 1.0 L (All Spans Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. -` SuPPo Bearing .. Loads to Supports (Ibs), - Accessories Total . 'Available Required Dead' Flooe ' Liv Total. i - Trimmer - DF 1.50" 1.50" 1.50" 414 650 1064 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 414 650 1064 None Tributary. Dead . Floor Live . LOadS. > Location Width (0.90) . (1.00j Comments . t - Uniform (PSF) 0 to 3' 3" 10' 25.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the siring of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group. Inc. (206)523-0024 maggie@dcgengr.com System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD 7A\ SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:55 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 35 of 47 GD-4 Tukwila Village Building E Framing Keyplans Unit B Scale: 3/16" = 1'-0" = Interior Bearing Wall a F 0 R T E" MEMBER REPORT Unit B, UB: FJ1 2 piece(s) 117/8" T]I® 110 @ 16" OC PASSEDGD-5 20' 6" 11' 6" E 0 P All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result Load: Combination (Pattern) Member Reaction (Ibs) 187S @ 20' 11 1/4" 3870 (3.50") Passed (48%) 1.0 D + 1.0 L (AII Spans) Shear (Ibs) 996 @ 20' 9 1/2" 3432 Passed (29%) PDF 1.0 D + 1.0 L (AII Spans) Moment R-Ibs -3S11 @ 20' 11 1/4" 6320 Passed 56% 1.0 D + 1.0 L (AII S nsLive Load Defl. (in 0.249 @ 9'9 3/8" 0.415 Passed L/999+1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.389 @ 9'8 3/8" 1 0.691 Passed L/640) 1.0 D + 1.0 L(Ait Spans TJ-Prol- Rating 46 1 40 Passed Deflection criteria: LL (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 8 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 1/2" Gypsum ceiling. Supports Bearing Loads to Supper (lbs) Accessories Totoor al Available Required Dead FI Total 1 - Stud wall - DF 3.50" 2.25" 1.75" 287 476/-10 763/-10 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 721 1154 1875 None 3 - Stud wall- DF 3.50" 2.25" 1.75" 87 296/-150 383/-150 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 32' 10 1/2" 16" 25.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group. Inc. (206)523-0024 maggie@dcgengr.com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology: ASD T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:55 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 36 of 47 E92,7l F 0 R T E 0 MEMBER REPORT Unit B, UB: HDR1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 3' 3" 0 0 D 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1698 @ 0 3281 (1.50") Passed (52%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1088 @ 7" 2310 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 1380 @ 1' 7 1/2" 1720 Passed 80% 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.021 @ 1' 7 1/2" 0.108 Passed L/999+ 1.0 D + 1.0 L(All Spans) Total Load Dell. (in) 0.034 @ 1' 7 1/2" 0.162 Passed L/999+ 1.0 D + 1.0 L (All Spans Deflection criteria: U. (1.1360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. I Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead�11 1 - Trimmer - DF 1.50" 1.50" 1.50" 658None 2 - Trimmer - DF 1.50" 1.50" 1.50" 658 11 1040 1 1698 None Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments t - Uniform (PSF) 0 to 3' 3" 16' 25.0 40.0 Residential - LivingAreas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSEDGD-6 System: Wall Member Type: Header Building Use : Residential Building Code: IBC Design Methodology: ASO SUSTAINABLE FORESTRY INITWTIVE Forte software operator 12/1812014 3:49:55 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 37 of 47 Job Notes Margaret Janicki Dando consulting croup, Inc. (206)523.0024 maggie@dcgengr.com t�2- F 0 R T E A MEMBER REPORT Unit B, UB: HDR2 PASSEDGD-7 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand@ LSL E 0 ei r Overall Length: 5' 3" 0 a 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed. Re suit LDF Load: Combination (Pattern) , Member Reaction (Ibs) 2378 @ 0 3488 (1.S0") Passed (68%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1368 @ 1' 1 3/8" 11994 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 3121 @ 2' 7 1/2" 13233 Passed 24% 1.00 1.0 D + 1.0 L All Spans) Live Load Defl. (in) 0.026 @ 2' 7 1/2" 0.175 Passed L/999+ 1.0 D + 1.0 L All Spans) Total Load Defl. in 0.038 @ 2'7 1/2" 0.262 Passed L/999+ -- 1.0 D + 1.0 L(All Spans Deflection criteria: U. (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) .. Accessories Total Available .Required Dead Floor Total 1 - Trimmer - OF 1.50" 1.50" 1.50" 750 1628 2378 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 750 1628 2378 None Tribrrtary Dead Floor Live Loads. Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 5' 3" 8' 25.0 40.0 Residential - Living Area s 2 - Uniform (PSF) 0 to 5' 3" 3' 25.0 100.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dogengr.com System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASO i SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:55 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 38 of 47 GD-8 I Tukwila Village Building E Framing Keyplans Unit C Scale: 3/16" = 1'-0" M= Interior Bearing Wall Fi '2 14' 6" 9' 9" i a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1379 @ 14' 11 1/4" 1935 (3.50") Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 709 @ 14' 9 1/2" 1716 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs -1837 @ 14' 11 1/4" 3160 Passed 58% 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.135 @ 73/4" 0.295 Passed L/999+ -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. in 0.207 @ 6' 11 3/4" 1 0.491 Passed L/853) 1.0 D + 1.0 L Aft Spans) TJ-ProTM Rating 53 1 40 Passed Deflection criteria: U. (U600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 7 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-ProTM Rating include: 1/2" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total I Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50' 2.25" 1.75" 204 345/-13 549/-13 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 531 849 1380 None 3 - Stud wall - DF 3.50" 2.25" 1.75" 102 250/-81 352/-81 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 25' 1 1/2" 16" 25.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com PASSEDGD-9 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD (Lj) SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:55 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 39 of 47 iwidO F 0 R T E e MEMBER REPORT Unit C, UC: HDRI 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSEOD-10 Overall Length: 3' 3" 0 Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 1302 @ 0 3281 (1.50") Passed (40%) -- 1.0 D + 1.0 L (All Spans) Shear(lbs) 835 @ 7" 2310 Passed (36%) 1.00 1.0 D + 1.0 L(All Spans) Moment R-Ibs 1058 @ 1' 71/2" 1720 Passed 61% 1.00 1.0 D + 1.0 L(All Spans) Uve Load Defl. (n 0.016 @ 1' 7 1/2" 0.108 Passed L/999+ -- 1.0 D + 1.0 L(AM Spans) Total Load DO. in 0.026 @ 1' 7 1/2" 1 0.162 Passed L/999+ -- 1.0 D + 1.0 L(All Spans) Deflection criteria: LL (U360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 506 796 1302 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 506 796 1302 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 3' 3" 12' 3" 25.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE I I Forte Software Operator 12/18/2014 3:49:56 PM / Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 40 of 47 Job Notes Margaret Janickl Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com idli F 0 R T E MEMBER REPORT Unit C, UC: HDR2 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSEE5D-11 I Overall Length: 5' 7" 0 0 5-4- i o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual t_a Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 2242 @ 0 3047 (1.50") Passed (74%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1539 @ 10 1/2" 4969 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment R-Ibs 3129 @ 2' 9 1/2" 8438 Passed 37% 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.031 @ 2' 9 1/2" 0.186 Passed L/999+ -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.051 @ 2' 9 1/2" 0.279 Passed (L/999+) -- 1 1.0 D + 1.0 L (All Spans Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 7". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead Fliove Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 874 1368 2242 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 874 1368 2242 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 5' 7" 12' 3" 25.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by forte Software Operator I Margaret Janicki D"do Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASD T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:56 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bdg E Framing.4te Page 41 of 47 GD-12 Tukwila Village Building E Framing Keyplans Unit D Scale: 3/16" = 1'-0" 0 = Interior Bearing Wall Rim HDR Rim HDR Rim HDR a F O R T E ' MEMBER REPORT Unit D, UD: FJ 1 piece(s)117/8" T3I®110 @ 16" OC PASSE@D-13 0 Overall Length: 23' 10 1/2" 16' - 7' • 0 o a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1446 @ 16' 5 1/4" 1935 (3.50") Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 777 @ 16' 3 1/2" 1716 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs -2149 @ 16' 5 1/4" 3160 Passed 68% 1.00 1.0 D + 1.0 L All Spans) Uve Load Defl. in 0.178 @ 7'7 9/16" 0.325 Passed L/999+ -- 1.0 D + 1.0 L Alt Spans) Total Load Defl. in 0.283 @ 77 1/8" 0.S41 Passed (L/687) 1.0 D + 1.0 L Aft Spans) TJ-Pro'" Rating 49 40 Passed - Deflection criteria: U. (1-/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 4 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Raring) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating indude: 1/2" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Fl voe Total 1 - Stud wall - DF 3.50" 2.25" 1.75" 227 369/-1 596/-1 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 556 890 1446 None 3 - Stud wall - DF 3.50" 2.25" 1.75" 13 189/-162 202/-162 1 1/4" Rim Board • Rim Board is assumed to carry all bads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 23' 10 1/2" 16" 25.0 40.0 Residential - Living Areas 0 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The design of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Produce manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System : Floor Member Type: Joist Building the : Residential Building Code : IBC Design Methodology: ASD T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:56 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 42 of 47 Fl F 0 R T E 0 MEMBER REPORT Unit D, UD: HDR1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSEDD-14 Overall Length: 3' 3" a • 3' a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Desi n Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1249 @ 0 3281 (1.50") Passed (38%) -- 1.0 D + 1.0 L (Ail Spans) Shear (Ibs) 801 @ 7" 2310 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 1015 @ 1' 7 1/2" 1720 Passed 59% 1.00 1.0 D + 1.0 L All Spans) Live Load Defl. in 0.015 @ 1' 7 1/2" 0.108 Passed L/999+ -- 1.0 D + 1.0 L Ail Spans) Total Load Defl. in 0.025 @ 1' 7 1/2" 1 0.162 Passed L/999+ -- 1 1.0 D + 1.0 L Ail Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available . Required Dead Floor Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 485 764 1249 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 485 764 1249 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments t - Uniform (PSF) 0 to 3' 3" 11' 9" 25.0 40.0 Residential - living Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.00m) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dcgengr.com System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASD T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:56 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 43 of 47 GD-15 I Tukwila Village Building E Framing Keyplans Unit E Scale: 3/16" = 1'-0" = Interior Bearing Wall E 1 F 0 R T E° MEMBER REPORT Unit E, UE. FJ2 2 piece(s)117/8" T7I@ 110 @ 16" OC PASSEDD-16 Overall Length: 29' 10 112" 0 0 10, 19, o a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1727 @ 10' 5 1/4" 3870 (3.50") Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Shear(lbs) 923 @ 10'7" 3432 Passed (27%) 1.00 1.0 D + 1.0 L(All Spans) Moment R-Ibs -3008 @ 10' S 1/4" 6320 Passed 48% 1.00 1.0 D + 1.0 L All Spans) Live Load Defl. in 0.185 @ 20' 9 3/4" 0.385 Passed L/999+ -- 1.0 D + 1.0 L Alt Spans) Total Load Dell. in 0.291 @ 20' 10 9/16" 0.641 Passed L/793 1.0 D + 1.0 L Alt Spans) TJ-Pro•" Rating 52 40 Passed I -- Deflection criteria: LL (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 1/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 1/2" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - OF 3.50" 2.25" 1.75" 64 260/-152 324/-152 1 1/4" Rim Board 2 - Stud wall- OF 3.50" 3.50" 3.50" 664 1063 1727 None 3 - Stud wall - OF 3.50" 2.25" 1.75" 267 440/-7 707/-7 1 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it bypassing the member being designed. Dead Floor Live Loads Location spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 29' 10 1/2" 16" 25.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims arty other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Daoido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASO ({j) SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:56 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 44 of 47 rr- e r FORT E® MEMBER REPORT Unit E, UE., HDR1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 3' 3" + + 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1064 @ 0 3281 (1.50") Passed (32%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 682 @ 7" 2310 Passed (30%) 1.00 1.0 D + 1.0 L (Al Spans) Moment R-Ibs 865 @ 1' 7 1/2" 1720 Passed 50% 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. (in) 0.013 @ 1' 7 1/2" 0.108 Passed L/999+ -- 1.0 D + 1.0 L(All Spans) Total Load Defl. in 0.021 @ 1' 7 1/2" 0.162 Passed L/999+ -- 1.0 D + 1.0 L (All Spans Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supper (lbs) Accessories Total Available Required Dead V� Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 414 650 1064 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 414 650 1064 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 3' 3" 10, 25.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims arty other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Mc. (206)523-0024 maggie@dogengr.com PASSEDD-17 System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:56 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 45 of 47 F O R T C 99 MEMBER REPORT Unit E, UE. HDR2 G 1 pieces) 3 1/8" x 9" 24F-V4 DF Glulam PASSEOD-18 ' Overall Length: 5' 3" 0 0 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual lleskgnlkesults Actual p Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 2535 @ 0 3047 (1.50") Passed (83%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1690 @ 10 1/2" 4969 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment Ft-Ibs 3327 @ 2' 7 1/2" 8438 Passed 390k 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.030 @ 2' 7 1/2" 0.175 Passed L/999+ -- 1.0 D + 1.0 L(All Spans) Total Load Defl. in 0.048 @ 2' 7 1/2" 1 0.262 Passed L/999+ -- 1.0 D + 1.0 L(All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assume) to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 986 1549 2535 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 986 1549 2535 None Tributary Dead Flow Live Loads Location Width (0.90) (1.00) Comments t -Uniform (PSF) 0 to 5' 3" 14' 9" 25.0 40.0 Residential - LivingAreas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dogengr.com System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD YIN SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:56 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 46 of 47 l F 0 R T E " MEMBER REPORT Unit E, UE.FJl PA$$EDD-19 1 piece(s) 117/8" TJI@ 110 @ 16" OC 0 9' 10, 9' 6" o a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 1008 @ IT 8 3/4" 1935 (3.50") Passed (52%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 479 @ IT 10 1/2" 1716 Passed (28%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment Ft-Ibs) -954 @ IT 8 3/4" 3160 Passed 30% 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.036 @ 24' 9 5/8" 0.195 Passed L/999+ -- 1.0 D + 1.0 L AR Spans) Total Load Defl. in 0.053 @ 24'11" 1 0.324 1 Passed L/999+ 1.0 D + 1.0 L (Alt Spans) TJ-Pro'" Rating 65 1 40 1 Passed I I -- Deflection criteria: U. (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 1/2" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.25" 1.75" 127 235/-27 362/-27 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 356 620 976 None 3 - Stud wall - DF 3.50" 3.50" 3.50" 371 637 1008 None 4 - Stud wall - DF 3.50" 2.25" 1.75" 134 244/-24 378/-24 1 1/4" Rim Board , • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 29' 8" 16" 25.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to anent Weyerhaeuser literature for installation details. (www.woodbywy.00m) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System : Floor Member Type: Joist Building the : Residential Building Code: IBC Design Methodology: ASD & SUSTAINABLE FORESTRY INmATIVE 12/18/2014 3:49:56 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 47 of 47 East Central Level 3 ONLY 1 Tukwila Village Building E Framing Keyplans Not to Scale GD-21 M s Tukwila Village Building E Framing Keyplans Roof Northeast Scale: 3/32" = 1'-0" H = Girder Truss > = Standard Truss GD-22 M s Tukwila Village Building E Framing Keyplans Roof Northwest Scale: 3/32" = 1'-0" H = Girder Truss <> = Standard Truss GD-23 III W s Tukwila Village Building E Framing Keyplans Roof East North Scale: 3/32" = 1'-0" R: HDR1 R: HDR1 R: HDR3 \ R: HD�Ra- H = Girder Truss = Standard Truss R: HDR1 R: HDR1 ^. J R: HD)R-&. R: HDR3 / R: HDR1 R: HDR2 R: HDR1 R: HDR2 R: HDR1 R: HDR1 R: HDR2 GD-24 M s Tukwila Village Building E Framing Keyplans Roof East South Scale: 3/32" = 1'-0" H = Girder Truss �� = Standard Truss GD-25 M s Tukwila Village Building E Framing Keyplans Roof Southeast Scale: 3/32" = 1'-0" H = Girder Truss �� = Standard Truss GD-26 F of trussesesigned Tukwila Village Building E Framing Keyplans Roof Southwest H = Girder Truss russ F O R T E" MEMBER REPORT Roof, RBI 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL PASSED-27 Overall Length: 14' 5" 0 a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 3358 @ 5 1/2" 3938 (1.50") Passed (85%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2870 @ 1' 5 3/8" 9241 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment R-Ibs 11439 @ 73 1/4" 22888 Passed 50% 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.257 @ 7' 3 1/4" 0.454 Passed (L/635) -- 1.0 D + 1.0 S All Spans) Total Load Defl. (in) 0.423 @ 7' 3 1/4" 1 0.681 1 Passed (1./387) -- 1.0 D + 1.0 S All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 11 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 11 7/8" PSL beam 5.50" Hanger' 1.50" 1397 2181 3578 See note_' 2 - Stud wall - DF 5.50" 5.50" 1.61" 1379 2144 3523 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD Member Pitch: 0/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger MGU3.63 (Hi=9.25) 4.50" N/A 24-SDS self -drilling wood screw 0.242 dia. 16-SDS self -drilling wood screw 0.242 dia. Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 14' 5" 12' 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group. Inc. (206) 523-0024 maggie@dcgengr.com T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:51 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 3 of 47 Ei'dwTORTE" MEMBER REPORT Roof, RB2 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam0 PSL PASSEDD-28 0 Overall Length: 14' 8" � y°K I�ti `� vA121 ' i!. M n. 8 1 �a�'.M1 '♦ T: :� t1.. I ''�, t;` t 7'±•i`w9 rit'{�. r, r,1,�. ✓ sf ,7 uF�yi. ® 13' 9" 0 E All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual 0 De51 n Results . Actual @ Location Allowed'.. Result .. ' . LDF' Load: Combination (Pattem) ' Member Reaction (Ibs) 3971 @ 4" 12031 (5.50") Passed (33%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3822 @ 1' 5 3/8" 9241 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment R-Ibs 5694 @ T 9 13/16" 22888 Passed 25% 1.15 1.0 D + 1.0 5 All Spans) Live Load Defl. (in) 0.119 @ 6' 8 7/8" 0.467 Passed L/999+ -- 1.0 D + 1.0 S All Spans) Total Load Defl. (in) 0.215 @ 6' 9 9/16" 0.700 Passed L/780 -- 1.0 D + 1.0 S All Spans Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing'. — Loads>b Supports (Ibs)', . Accessories Total Available Required' Dead. Snow Total±., 1 - Stud wall - DF 5.50" 5.50" 1.82. 1644 2327 3971 Blocking 2 - Stud wall - DF 5.50" 5.50" 1.50" 530 587 1117 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LoatidS.., • location Tributary Width '.. Dead T . (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 14' 8" 2' 20.0 25.0 Roof 2 - Point (lb) 119. N/A 1397 2181 Unked from: RBI, Support 1 Weyerhaeuser Notes :. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dogengr.com System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:51 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 4 of 47 F1 F 0 R T E m MEMBER REPORT Roof, R: HDR1 i piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSEDD-29 Overall Length: 5' 3" + - -- --- _. + 0 — _............ _ — 0 5, N 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 1220 @ 0 3281 (1.50") Passed (37%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 949 @ 7" 2657 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Moment R-Ibs 1602 @ 2' 7 1/2" 1979 Passed 81% 1.15 1.0 D + 1.0 S All Spans) Uve Load Dell. in 0.063 @ 2' 7 1/2" 0.175 Passed (1-/995) 1.0 D + 1.0 S All Spans) Total Load Defl. in 0.102 @ 2'7 1/2" 1 0.262 Passed (L/616) 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead snow Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 466 755 1221 None 2 - Trimmer - DF 1.50" 1.50" 1.5o" 466 755 1221 None Tributary Dead I snow Loads Location Width (0.90) (1.15) Comments t -Uniform (PSF) 0 to 5' 3" 11' 6" 15.0 25.0 — Residential - living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser fiterature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@degengr.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO 0 SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:51 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 5 of 47 0 F 0 R T E® MEMBER REPORT Roof, R: HDR2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSEDD-30 Overall Length: 6' 3" 0 a 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results T Actual @LT —ocation Allowed' Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1458 @ 0 3281 (1.50") Passed (44%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1117 @ 8 3/4" 3502 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment R-Ibs 2277 @ 3' 1 1/2" 3438 Passed 66% 1.15 1.0 D + 1.0 S All Spans) Live Load Defl. in 0.056 @ 3' 1 1/2" 0.208 Passed L/999+ -- 1.0 D + 1.0 S All Spans) Total Load Defl. in 0.090 @ 3' 1 1/2" 0.313 Passed (L/833) -- 1.0 D + 1.0 S (All Spans Deflection criteria: LL (L/360) and TL (5/16"). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. supports Bearing . Loads to Supports (Ibs) ,'.. . Accessories Total . Available 'Required '-,Dead Snow, ?otal ' 1 - Trimmer - DF 1.50" 1.50" 1.50" 559 898 1457 None 2 - Trimmer - DF 1.50" 1,50" 1.50" 559 898 1457 None Loads.. Location Tributary width Dead (0.90) Snow.. • (l.is) -- .. .. :. ' Comments t - Uniform (PSF) 0 to 6' 3" 11' 6" 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its produce will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:51 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 6 of 47 �TORTE" MEMBER REPORT Roof, R: HDR3 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSEOD-31 0 Overall Length: 5' 3" C 5, 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1430 @ 0 3281 (1.50") Passed (44%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1112 @ 7" 2657 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Moment R-Ibs 1877 @ 2' 7 1/2" 1979 Passed 9S% 1.15 1.0 D + 1.0 S All Spans Live Load Defl. in 0.074 @ 2' 7 1/2" 0.175 Passed L/848 1.0 D + 1.0 S(All Spans) Total Load Defl. (in) 0.120 @ 2' 7 1/2" 0.262 Passed (L/525) 1.0 D + 1.0 S All Spans Deflection criteria: LL (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - OF 1.50" 1.50" 1.50" 544 886 1430 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 544 886 1430 None Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 5' 3" 13- 6" 15.0 25.0 Residential -Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System: Wall Member Type: Header Building the : Residential Building Code: IBC Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:51 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 7 of 47 FW'd-1 F 0 R T E 0 MEMBER REPORT Roof, R: HDR4 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSEI§D-32 Overall Length: 20' 1 1/2" t 0 0 I 4 9" V - 4 9. ' 4. 9" 4' 9" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 4500 @ 5' 1/4" 7656 (3.50") Passed (59%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 1779 @ 15' 10 1/4" 3502 Passed (51%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment R-Ibs -2156 @ 15' 1 1/4" 3438 Passed 63% 1.15 1.0 D + 1.0 S Ad' Spans) Live Load Defl. in 0.024 @ 2' 3 3/4" 0.167 Passed L/999+ -- 1.0 D + 1.0 S Alt Spans) Total Load Defl. in 0.035 @ 2' 3 5/16" 0.251 1 Passed L/999+ -- 1.0 D + 1.0 S Alt Spans) Deflection criteria: LL (L/360) and TL (1./240). Bracing (Lu): All compression edges (top and bottom) must be braced at 20' 1 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 574 1001 1575 None 2 - Trimmer - DF 3.50" 3.50" 2.06" 1674 2826 4500 None 3 - Trimmer - DF 3.50" 3.50" 1.76" 1367 2482 3849 None 4 -Trimmer - DF 3.50" 3.50" 2.06" 1674 2826 4500 None 5 - Trimmer - DF 1.50" 1.50" 1.50" 574 1 1001 1575 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 20' 1 1/2" 19, 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group. Inc. (206)523-0024 maggie@dcgengr com System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:52 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 8 of 47 l F 0 R T E m MEMBER REPORT Roof, R: HDR5 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSE1513-33 0 Overall Length: 8' t 1i 1 T 9" 1 0 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 2747 @ 0 3047 (1.50") Passed (90%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2146 @ 10 1/2" 5714 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment Ft-Ibs 5495 @ 4' 9703 Passed 57% 1.15 1.0 D + 1.0 S All Spans) Live Load Defl.(in) 0.115 @ 4' 0.267 Passed L/838 1.0 D + 1.0 S(All Spans) Total Load Defl. (in) 0.185 @ 4' 0.400 Passed (L/518) 1.0 D + 1.0 S (All Spans Deflection criteria: U. (L/360) and TL (LJ240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8'. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 1047 1700 2747 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 1047 1700 2747 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 17' 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its produce will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki DwAdo Consulting Group, Inc. (206) 523-0024 maggie@dcgengr.com System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:52 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 9 of 47 F FORT E * MEMBER REPORT Roof, R: HDR6 i piece(s) 3 1/8" x 9" 24F-V4 DF Glulam Overall Length: 8' 6" 0 + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Desi n Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3608 @ 8' 41/2" 6094 (3.00") Passed (59%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3481 @ 7' 6" 5714 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment R-Ibs 6511 @ 6' 6" 9703 Passed 67% 1.15 1.0 D + 1.0 S All Spans) Live Load Dell. in 0.111 @ 4' 7 1/2" 0.275 Passed L/888 1.0 D + 1.0 S All Spans) Total Load Defl. in 0.190 @ 4' 7 1/2" 0.412 1 Passed L/521 1.0 D + 1.0 S All Spans) Deflection criteria: LL (L/360) and TL (1./240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 594 848 1442 None 2 - Trimmer - OF 3.00" 1 3.00" 1.78" 1491 2117 3608 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 6" 3' 15.0 25.0 Residential - Living Areas 2 - Point (lb) 6' 6" N/A 1644 2327 Linked from: RB2, Support Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its produce will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.00m) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSEIDD-34 System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE Forte software operator 12/18/2014 3:49:52 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 10 of 47 Job Notes Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com F 0 R T E e MEMBER REPORT Roof, R: HDR4-full length 1 piece(s) 3 1/8" x 21" 24F-V4 DF Glulam PASSEDD-35 0 a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Desi n Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 8050 @ 3" 9141 (4.50") Passed (88%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 6402 @ 2' 1 1/2" 13333 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment R-Ibs 39774 @ 10' 4 1/2" 52678 Passed 76%fi 1.15 1.0 D + 1.0 S All Spans) Live Load Defl. in 0.414 @ 10'4 1/2" 0.675 Passed L/587) 1.0 D + 1.0 S All Spans Total Load Defl. in 0.676 @ 10'4 1/2" 1 1.013 Passed L/359) 1.0 D + 1.0 S (All Spans Deflection criteria: LL (L/360) and TL (1-/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 9 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 20' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - PSL 4.50" 4.50" 3.96" 3122 4928 8050 None 2 - Trimmer - PSL 4.50" 4.50" 3.96" 3122 4928 8050 None Loads Location Tributary width Dead (0.90) Snow (1.15) Comments t - Uniform (PSF) 0 to 20' 9" 19, 15.0 25.0 — Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.00m System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD 4 SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:52 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 11 of 47 F 0 R T E " MEMBER REPORT Roof, R: HDR4-wdh mullions 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSE§D-36 Overall Length: 20' 7 1/2" 0 0 a a a o 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Desi n Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4500 @ 5' 3 1/4" 7656 (3.50") Passed (59%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 1779 @ 16' 1 1/4" 3502 Passed (51%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment Ft-Ibs -2156 @ 15' 4 1/4" 3438 Passed 63% 1.15 1.0 D + 1.0 S (AdJ Spans) Live Load Defl. in 0.024 @ 2'6 3/4" 0.167 Passed L/999+ - 1.0 D + 1.0 S Alt Spans) Total Load Defl. in 0.035 @ 2' 6 5/16" 1 0.251 1 Passed L/999+ - 1.0 D + 1.0 S Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 20' 7 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. -- Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead stow Total 1 - Trimmer - PSL 4.50" 4.50" 1.50" 647 1120 1767 None 2 - Trimmer - DF 3.50" 3.50" 2.06" 1674 2826 4500 None 3 - Trimmer - DF 3.50" 3.50" 1.76" 1367 2482 3849 None 4 - Trimmer - DF 3.50" 3.50" 2.06" 1674 2826 4500 None 5 - Trimmer - PSL 4.50" 4.50" 1 1.50" 1 647 1 1120 1767 1 None Tributary Dead Snow Loads Location Width (0.90) (1.1S) Comments t - Uniform (PSF) 0 to 20' 7 1/2" 19, 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes — Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System: Wall Member Type; Header Building Use : Residential Building Code : IBC Design Methodology: ASD T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:52 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 12 of 47 Fk2c F 0 R T E * MEMBER REPORT Roof, R: HDR7 1 plece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSEI$D-37 0 Overall Length: 8' 3" - - --- - ---- -- - 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 2008 @ 0 3047 (1.50") Passed (66%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1582 @ 10 1/2" 5714 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment R-Ibs 4142 @ 4' 1 1/2" 9703 Passed 43% 1.15 1.0 D + 1.0 S(All Spans Live Load Defl. (in) 0.092 @ 4' 1 1/2" 0.275 Passed L/999+ -- 1.0 D + 1.0 S (All Spans) Total Load Defl. in 0.148 @ 4' 1 1/2" 1 0.412 Passed 1-/667 - 1.0 D + 1.0 S(All Spans) Deflection criteria: LL (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total I - Trimmer - OF 1.50" 1.50" 1.50" 771 1238 2009 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 771 1238 2009 None � Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 8' 3" 12' 15.0 25.0 Residential - Living reas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group. Inc. (206) 523-0024 maggie@dcgengr.com System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASO T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:52 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 13 of 47 GD-38 Tukwila Village Building Framing Keyplans Unique and Corridor Southeast Scale: 3/32" = 1'-0" GD-39 Tukwila Village Building E Framing Keyplans Unique and Corridor Northeast Scale: 3/32" = 1'-0" Ew1 F O R T E 6 MEMBER REPORT Standard, Rim HDR 1 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand® LSL PASSEDD-40 + 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 500 @ 0 1744 (1.50") Passed (29%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 288 @ 1' 1 3/8" 5997 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 656 @ 2' 7 1/2" 6616 Passed 10% 1.00 1.0 D + 1.0 L(Ail Spans) Live Load Defl. in 0.003 @ 2' 7 1/2" 0.175 Passed L/999+ -- 1.0 D + 1.0 L(All Spans Total Load Defl. in 0.016 @ 2' 7 1/2" 0.262 Passed L/999+ -- 1.0 D + 1.0 L (All Spans Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 395 105 500 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 395 105 500 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments t - Uniform (PSF) 0 to 5' 3" 1' 25.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 5' 3" N/A 120.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywV.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davldo Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:53 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 19 of 47 ik;`c F 0 R T E " MEMBER REPORT Standard, Rim HEIR (dbo 1 piece(s) 1 1/2" x 117/8" 1.5E TiimberStrand@ LSL PASSEDD-41 Overall Length: 8' 6" 8' 1 a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @@ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2674 @ 1 1/2" 3488 (3.00") Passed (77%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1894 @ 1' 2 7/8" 5997 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 5353 @ 4' 3" 6616 Passed 81% 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.126 @ 4' 3" 0.275 Passed L/788 1.0 D + 1.0 L (All Spans) Total Load Defl. in 0.255 @ 4' 3" 0.412 Passed L/388 1.0 D + 1.0 L (All Spans Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 7 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - DF 3.00" 3.00" 2.30" 1357 1318 2675 None 2 - Trimmer - DF 3.00" 3.00" 2.30" 1357 1318 2675 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 8' 6" 79" 25.0 40.0 Residential - Living Area s 2 - Uniform (PLF) 0 to 8' 6" N/A 120.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its produce will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended tD circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System: Wall Member Type : Header Building Use : Residential Building Code: IBC Design Methodology: ASD T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:53 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 20 of 47 Fk`c F 0 R T E A MEMBER REPORT Standard, Corridor FJ Typ PASSEDD42 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC Overall Length: 6' 7" Fa 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 531 @ 2 1/2" 1367 (2.25") Passed (39%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 399 @ 10 3/4" 1088 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 792 @ T 3 1/2" 1284 Passed 62% 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.070 @ 3' 3 1/2" 0.123 Passed L/999+ -- 1.0 D + 1.0 L(All Spans) Total Load Defl. in 0.088 @ 3' 3 1/2" 0.206 Passed (L/845) 1.0 D + 1.0 L(All Spans) TJ-Prop" Rating N/A N/A - Deflection criteria: LL (L/600) and TL (1./360). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supper (lbs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.25" 1.50" 110 439 549 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 110 439 549 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 6' 7" 16" 25.0 100.0 Residential - Livingr eas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group. Inc. (206)523-0024 maggie@dcgengr.com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD i S SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:53 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 21 of 47 LE'd1 F 0 R T E" MEMBER REPORT Standard, Corridor FJa 2 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC PASSEDD-43 0 Overall Length: 9' 7" �w _Z•• , _ 1.7 9' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Desl n Resu(tS . Actual @ Location Allowed. Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 781 @ 2 1/2" 2734 (2.25") Passed (29%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 649 @ 10 3/4" 217S Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs 1751 @ 4' 9 1/2" 2569 Passed 68% 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. in 0.171 @ 4'9 1/2" 0.212 Passed (L/643) 1.0 D + 1.0 L(All Spans Total Load Defl. (in) 0.214 @ 4' 9 1/2" 0.306 Passed (L/515) 1.0 D + 1.0 L All Spans TJ-Pro'"' Rating N/A N/A Deflection criteria: LL (LJ520) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. SUPPo Bearing Loads to Supports (Ibs) Accessories Total Available• :Required Dead. .Floor Live Total 1 - Stud wall - DF 3.50" 2.25" 1.50" 160 639 799 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 160 639 799 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location Spacing (0.96) (1.00) . Cominents 1 - Uniform (PSF) 0 to 9' 7" 16" 25.0 100.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dcgengr.com System : Floor Member Type : Joist Building Use : Residential Building Code: IBC Design Methodology: ASD l SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:53 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 22 of 47 ® F 0 R T E 0 MEMBER REPORT Standard, Corridor FJb 2 piece(s) 1 3/4" x 7 1/4" 1.9E Microllam@ LVL @ 16" OC PASSED 0 0 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 865 @ 2 1/2" 4922 (2.25") Passed (18%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 733 @ 10 3/4" 4821 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 2153 @ 5' 3 1/2" 7399 Passed 29% 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.137 @ 5' 3 1/2" 0.203 Passed L/892 1.0 D + 1.0 L(All Spans) Total Load Defl. in 0.171 @ 5' 3 1/2" 0.339 Passed L/714 1.0 D + 1.0 L(All Spans) TJ-Pror" Rating 65 40 Passed Deflection criteria: LL (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 4% increase in the moment capacity has been added to account for repetitive member usage. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 1/2" Gypsum ceiling. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Flovor Total 1 - Stud wall - DF 3.50" 2.25" 1.50" 176 706 882 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 176 706 882 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it bypassing the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 10' 7" 16" 25.0 100.0 1 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The design of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology: ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 12/18/2014 3:49:53 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 23 of 47 Job Notes Margaret Janicki Davido Consulting croup, Inc. (206)523-0024 maggie@dcgengr.com ; F 0 R T E " MEMBER REPORT Standard, Corridor FJc 2 piece(s) 13/4" x 7 1/4" 1.9E Microllam® LVL @ 16" OC PASSEDD-45 Overall Length: 10' 3" 0 0 a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Desi n Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 837 @ 2 1/2" 4922 (2.25") Passed (17%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 705 @ 10 3/4" 4821 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 2015 @ 5' 1 1/2" 7399 Passed 27% 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. in 0.120 @ 5' 1 1/2" 0.197 Passed (1-/982) -- 1.0 D + 1.0 L (All Spans Total Load Defl. in 0.150 @ 5' 1 1/2'. 0.328 Passed L/785 1.0 D + 1.0 L (All Spans TJ-Pro— Rating 66 40 Passed -- Deflection criteria: LL (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 4% increase in the moment capacity has been added to account for repetitive member usage. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 1/2" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.25" 1.50" 171 683 854 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 171 683 854 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 3" 16" 25.0 100.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dcgengr.com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:54 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 24 of 47 Ek;`0 F 0 R T E W MEMBER REPORT Standard, Corridor Rim Typ PASSED-46 1 piece(s) 1 1/2tt x 11 7/8 1.5E TimberStrand0 LSL Overall Length: 5' 3" + ; + 0 ' 0 5. i All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Desi n Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 999 @ 0 1744 (1.50") Passed (57%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 575 @ 1' 1 3/8" 5997 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 1311 @ 2' 7 1/2" 6616 Passed 20% 1.00 1.0 D + 1.0 L(All Spans) L)ve Load Defl. in 0.025 @ 2' 7 1/2" 0.175 Passed L/999+ -- 1.0 D + 1.0 L(All Spans) Total Load Dell. (in) 0.032 @ 2' 7 1/2" 0.262 Passed L/999+ -- 1 1.0 D + 1.0 L(All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Beating Loads to supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 211 788 999 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 211 788 999 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments t - Uniform (PSF) 0 to 5' 3" 3' 25.0 100.0 Residential - Uving Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.00m) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/18/2014 3:49:54 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 25 of 47 Job Notes Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com 0 F 0 R T E" MEMBER REPORT Standard, Corridor RimD 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand® LSL PASSEDD-47 Overall Length: 5' 3" o 0 i Q All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 2608 @ 0 3488 (1.50") Passed (75%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1500 @ 1' 1 3/8" 11994 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-Ibs 3423 @ 2' 7 1/2" 13233 Passed 26% 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.030 @ 2' 7 1/2" 0.175 Passed L/999+ -- 1.0 D + 1.0 L(All Spans) Total Load Defl. (in) 0.D42 @ 2' 7 1/2" 1 0.262 Passed L./999+ -- 1.0 D + 1.0 L (All Spans Deflection criteria: LL (L/360) and TL (LJ240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Fl° � Total 1 - Trimmer - OF 1.50" 1.50" 1.50" 718 1890 2608 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 718 1890 2608 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments t - Uniform (PSF) 0 to 5' 3" S. 25.0 100.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 5' 3" 5' 6" 25.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the creed for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:54 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 26 of 47 [W211 F 0 R T E ` MEMBER REPORT Standard, CorridorRim/i PASSEIgD-4$ 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand@ LSL Overall Length: 5' 3" 0 ! 0 — — — _ — - _7 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1951 @ 0 3488 (1.50") Passed (56%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1123 @ 1' 13/8" 11994 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs 2561 @ 2' 7 1/2" 13233 Passed 19% 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.022 @ 2' 7 1/2" 0.175 Passed L/999+ -- 1.0 D + 1.0 L(All Spans) Total Load Defl. in 0.031 @ 2'7 1/2" 0.262 Passed L/999+ -- 1 1.0 D + 1.0 L(All Spans Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Beating Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total i - Trimmer - DF 1.50" 1.50" 1.50" 586 1365 1951 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 586 1365 1951 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments t - Uniform (PSF) 0 to 5' 3" 3' 25.0 100.0 Residential - Living Arrepas 2 - Uniform (PSF) 0 to 5' 3" 5' 6" 25.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by forte Software Operator System: Wall Member Type: Header Building Use : Residential Building Code: IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/18/2014 3:49:54 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 27 of 47 Job Notes Margaret Janicki Davido Consulting croup, Inc. (206)523-0024 maggie@dcgengr.com Ek"Cii F 0 R T E e MEMBER REPORT Standard, Corridor RimB 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand@ LSL PASSE15D-49 Overall Length: 5' 3" + ' 0 a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 2499 @ 0 3488 (1.50") Passed (72%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2069 @ 1' 1 3/8" 11994 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs 3314 @ 1' 6" 13233 Passed 25% 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. in 0.029 @ 2'5 13/16" 0.175 Passed L/999+ -- 1.0 D + 1.0 L(All Spans Total Load Defl. (in) 0.037 @ 2' S 7/8" 1 0.262 Passed L/999+ -- 1.0 D + 1.0 L (All Spans Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 535 1963 2498 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 349 1258 1607 None Tributary Dead Floor Live Loads location Width (0.90) (1.00) Comments t - Uniform (PSF) 0 to 5' 3" 3' 25.0 100.0 Residential - Living Areas 2 - Point (lb) 1' 6" N/A 434 1646 Linked from: Corridor Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims art/ other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:54 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 28 of 47 Ei'd-I F O R T E 0 MEMBER REPORT Standard, Con-idorBI 1 piece(s) 1 3/4" x 7 1/4" 1.9E Microllam® LVL PASSEDD-50 Overall Length: 6' 7" 0 0 6' a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1206 @ 2" 2461 (2.25") Passed (49%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 907 @ 10 3/4" 2411 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs 1848 @ T 3 1/2" 3557 Passed 52% 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. in 0.112 @ 3'3 1/2" 0.156 Passed L/672 1.0 D + 1.0 L All Spans) Total Load Defl. in 0.141 @ 3' 3 1/2" 0.313 Passed L/533 1.0 D + 1.0 L(All Spans Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead FloorLive Total 1- Stud wall - OF 3.50" 2.25" 1.50" 258 988 1246 1 1/4" Rim Board 2 - Stud wall - OF 3.50" 2.25" 1.50" 258 988 1246 1 1/4" Rim Board • Rim Board is assumed to tarty all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments t -Uniform (PSF) 0 to 6' 7" 3' 25.0 100.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206) 523.0024 maggie a@dogengr.com System : Floor Member Type: flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:54 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 29 of 47 FQ'l F O R T E' MEMBER REPORT Standard, Corridor Blb 2 piece(s) 1 3/4" x 7 1/4" 1.9E Microllam® LVL PASSEIIDD-51 + 0 Overall Length: 6' 7" ..:-•��.e+»:rirm.-r....•. T.-" _.ram _ . 6' X I IBJ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2015 @ 2" 4922 (2.25") Passed (41%) -- 1.0 D + 1.0 L (All Spans) Shear(lbs) 1514 @ 10 3/4" 4821 Passed (31%) 1.00 1.0 D + 1.0 L(All Spans) Moment R-Ibs 3086 @ T 3 1/2" 7115 Passed 43% 1.00 1.0 D + 1.0 L(All Spans Live Load Defl. in 0.093 @ 3' 3 1/2" 0.156 Passed 1./807 -- 1.0 D + 1.0 L(All Spans) Total Load Defl. in 0.117 @ 3'3 1/2" 0.313 Passed L/638) -- 1.0 D + 1.0 L(All Spans Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Aaxssories Total Available Required Dead Floor Total 1 - Stud wall - DF 3.50" 2.25" 1.50" 434 1646 2080 1 1/4" Rim Board 2 - Stud wall - OF 3.50" 2.25" 1.50" 434 1646 2080 1 1/4" Rim Board • Rim Sward is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 7" 5' 25.0 100.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.00m) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dcgengr.com System : Floor Member Type : Rush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 7A\ SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:55 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 33 of 47 a F O R T E e MEMBER REPORT Standard, CorridorB2 3 piece(s) 1 3/4" x 7 1/4" 1.9E Microllam® LVL Overall Length: 8' 4" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3090 @ 2" 7383 (2.25") Passed (42%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2488 @ 10 3/4" 7232 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment R-lbs 6084 @ 4' 2" 10672 Passed 57% 1.00 1.0 D + 1.0 L All Spans) Live Load Defl. in 0.190 @ 4' 2" 0.200 Passed L/506 - 1.0 D + 1.0 L All Spans Total Load Defl. in 0.241 @ 4' 2" 1 0.400 Passed L/399 - 1.0 D + 1.0 L All Spans Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 1 112" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.25" 1.50" 668 2500 3168 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 668 2500 3168 1 1/4" Rim Board • Rim Board is assumed to tarty all loads applied directly above it, bypassing the member being designed. Loads - Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 8' 4" 6' 25.0 100.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design kriteda and published design values. Weyerhaeuser expressly disclaims arty, other warranties related to the software. Refer to curent Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the creed for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSEI§D-52 System : Floor Member Type: Hush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE Forte software Operator 12/18/2014 3:49:54 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 30 of 47 Job Notes Margaret Janicki Davido consulting Group. Inc. (206) 523-0024 maggie@dcgengr.cDm [W;id�1 F O R T E` MEMBER REPORT Standard, CofTidorB3 3 piece(s) 1 3/4" x 7 1/4" 1.9E Microllam® LVL PASSEIDD-53 0 Overall Length: 10' 7" u' rAiY:F e}a„?��t4.Ty�Y �tErT�s , i'r r l 4Z 4A f 10, 0 a 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Desi n Results . Actual @ Location Allowed. Result LDF Load: Combination (Pattern) ' Member Reaction (Ibs) 2000 @ 2" 7383 (2.25") Passed (27%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1695 @ 10 3/4" 7232 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment Ft-Ibs 5063 @ 5' 3 1/2" 10672 Passed (47%) 1.00 1.0 D + 1.0 L(All Spans Live Load Defl. in 0.248 @ 5' 3 1/2" 0.256 Passed (1./496) 1.0 D + 1.0 L(All Spans) Total Load Defl. (in) 0.318 @ 5' 3 1/2" 1 0.512 Passed L/386 1.0 D + 1.0 L (All Spans Deflection criteria: U. (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. suolporu. Bearing Loads bo Supports (Ills) Accessories Total .,Available Required Dead: Floor. . Live ,. Total 1 - Stud wall - DF 3.50" 2.25" 1.50" 451 1588 2039 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 451 1588 2039 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead , Floor Live LOeds Location - Width (0:90j . ,- (l.00) Comments . 1 - Uniform (PSF) 0 to 10' 7" 3' 25.0 100.0 Residential - Living Areas Weyertiaeuser Notes . . Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki DwAdo Consulting Group, Inc. (206) 523-0024 maggie@dogengr.com System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology: ASD A SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:54 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Framing.4te Page 31 of 47 GD-54 Tukwila Village Building E Framing Keyplans Unique and Corridor East Central Scale: 3/32" = 1'-0" a F 0 R T E" MEMBER REPORT Amenity/Unique, U. B1 (Level3) 2 piece(s) 1 3/4" x 11 7/8" 1.9E Microllam® LVL PASSEDD-55 Overall Length: 10' 1" 0 0 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Desk n Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 4840 @ 2" 4922 (2.25") Passed (98%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3686 @ 1' 3 3/8" 9081 Passed (41%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment R-Ibs 11648 @ 5' 1/2" 20525 Passed 57% 1.15 1.0 D + 0.75 L + 0.75 S All Spans Live Load Defl. in 0.062 @ 5' 1/2" 0.244 Passed L/999+ -- 1.0 D + 0.75 L + 0.75 5 All Spans Total Load Defl. (in) 0.249 @ 5' 1/2" 1 0.488 Passed (L/470) -- 1.0 D + 0.75 L + 0.75 S (All Spans Deflection criteria: U. (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -- I j Supports — - --Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor ve Snow Total 1 - Stud wall - DF 3.50" 2.25" 2.21" 3712 504 1134 5350 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 2.21" 3712 504 1134 5350 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments t - Uniform (PSF) 0 to 10, 1" 12' 15.0 - 18.7 Residential -Living rea 2 - Uniform (PSF) 0 to 10' 1" 1' 25.0 40.0 _ Residential - Living Areas 3 - Uniform (PSF) 0 to 10, 1" 1' 25.0 30.0 Residential - Living reas 4 - Uniform (PSF) 0 to 10, 1" 1' 25.0 30.0 Residential - Living Areas 5 - Uniform (PLF) 1 0 to 10' 1" I N/A 1 470.0 1 - 'Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. +(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Janicki Davido Consulting Group, Inc. (206)523-0024 maggie@dcgengr.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 12/18/2014 3:49:53 PM Forte v4.6, Design Engine: V6.1.1.5 Tukwila Bldg E Frarning.4te Page 18 of 47 GD-56 Project: TV Building E StruCalc Location: Corridor B4 Multi -Span Floor Beam [2009 International Building Code(AISC 13th Ed ASD)] A992-50 W6x20 x 13.0 FT Section Adequate By: 8.0% Controlling Factor. Deflection DEFLECTIONS Center Live Load 0.40 IN L/389 Dead Load 0.11 in Total Load 0.51 IN L/304 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS 9 B Live Load 4875 lb 4875 lb Dead Load 1349 lb 1349 lb Total Load 6224 lb 6224 lb Bearing Length 0.62 in 0.62 in BEAM DATA Span Length Center 13 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 13 ft ,STEEL PROPERTIES W6x20 - A992-50 Properties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 6.2 in Web Thickness: tw = 0.26 in Flange Width: bf = 6.02 in Flange Thickness: tf = 0.37 in Distance to Web Toe of Fillet: k = 0.62 in Moment of Inertia About X-X Axis: Ix = 41.4 in4 Section Modulus About X-X Axis: Sx = 13.4 in3 Plastic Section Modulus About X-X Axis: Zx = 14.9 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 8.25 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 19.12 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral -torsional buckling: Lp = 5.3 ft Nominal Flexural Strength w/ safety factor: Mn = 37176 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 19.12 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 53.95 Cv Factor. Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 32240 lb Controlling Moment: 20227 ft-lb 6.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6224 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia (deflection): 38.35 in4 41.4 in4 Moment: 20227 ft-lb 37176 ft-lb Shear. -6224 lb 32240lb page Maggie / I Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 12/18/2014 3:54:13 PM FLOOR LOADING Floor Live Load FLL = Center 100 psf Floor Dead Load FDL = 25 psf Floor Tributary Width Side One TW1 = 3 ft Floor Tributary Width Side Two TW2 = 4.5 ft Wall Load WALL = 0 plf Reduced Floor Live Load 100 psf Total Live Load 750 plf Total Dead Load 188 plf Beam Self Weight 20 plf Total Load 958 plf GD-57 oject: TV Building E StruCalc Location: A: B1 a ilti-Loaded Multi -Span Beam )09 International Building Code(AISC 13th Ed ASD)j H992-50 W14x68 x 23.0 FT Section Adequate By: 60.5% mtrolling Factor: Deflection IEFLECTIONS Center Live Load 0.36 IN 1_/761 'lead Load 0.35 in otal Load 0.72 IN L/385 ive Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS 6 ¢ ive Load 14409 lb 13471 lb lead Load 13547 lb 13547 lb �'otal Load 27956 lb 27018 lb Bearing Length 1.31 in 1.31 in TEAM DATA Center span Length 23 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 23 ft ;TEFL PROPERTIES .V14x68 - A992-50 Iroperties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 14 in Web Thickness: tw = 0.42 in Flange Width: bf = 10 in Flange Thickness: tf = 0.72 in Distance to Web Toe of Fillet: k = 1.31 in Moment of Inertia About X-X Axis: Ix = 722 in4 Section Modulus About X-X Axis: Sx = 103 in3 Plastic Section Modulus About X-X Axis: Zx = 115 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 6.94 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 27.42 Allowable Web Buckling Ratio: AWBR = 90.55 ,Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral -torsional buckling: Lp = 8.69 ft Nominal Flexural Strength w/ safety factor: Mn = 286926 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 27.42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 53.95 Cv Factor. Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor. Vn = 116200 lb :ontrolling Moment: 157439 ft-lb 11.27 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 27956 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Aoment of Inertia (deflection): 449.97 in4 722 in4 Aoment: 157439 ft-lb 286926 ft-lb Shear. 27956 lb 116200lb page Maggie / I Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 12/18/2014 3:54:13 PM LOADING DIAGRAM nu 23 ft UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 210 plf Beam Self Weight 68 plf Total Uniform Load 278 plf TRAPEZOIDAL LOADS Load Number - CENTER Qpg SPAN I= Three E_Qz Left Live Load 443 plf 443 plf 420 plf 720 plf Left Dead Load 300 plf 300 plf 300 plf 600 plf Right Live Load 443 plf 443 plf 420 plf 720 plf Right Dead Load 300 plf 300 plf 300 plf 600 plf Load Start O ft O ft O ft 10 ft Load End loft 10 ft 23 ft 23 ft Load Length loft 10 ft 23 ft 13 ft GD-58 Project: TV Building E StruCalc Location: A: B 1 b Multi -Loaded Multi -Span Beam [2009 International Building Code(AISC 13th Ed ASD)] A992-50 W14x68 x 23.0 FT Section Adequate By: 65.0% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.34 IN L/805 Dead Load 0.35 in Total Load 0.70 IN L/396 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A )a Live Load 13110 lb 13110 lb Dead Load 13547 lb 13547 lb Total Load 26657 lb 26657 lb Bearing Length 1.31 in 1.31 in BEAM DATA Center Span Length 23 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 23 ft STEEL PROPERTIES W 14x68 - A992-50 Properties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 14 in Web Thickness: tw = 0.42 in Flange Width: bf = 10 in Flange Thickness: tf = 0.72 in Distance to Web Toe of Fillet: k = 1.31 in Moment of Inertia About X-X Axis: Ix = 722 in4 Section Modulus About X-X Axis: Sx = 103 in3 Plastic Section Modulus About X-X Axis: Zx = 115 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 6.94 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 27.42 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral -torsional buckling: Lp = 8.69 ft Nominal Flexural Strength w/ safety factor: Mn = 286926 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 27.42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 53.95 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 116200 lb Controlling Moment: 153278 ft-lb 11.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -26657 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia (deflection): 437.56 in4 722 in4 Moment: 153278 ft-lb 286926 ft-lb Shear: -26657 lb 116200lb page Maggie / � Davido Consulting Group -- 1... 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 12/18/2014 3:54:13 PM UNIFORM LOADS Center 0 plf Uniform Live Load Uniform Dead Load 210 plf Beam Self Weight 68 plf Total Uniform Load 278 plf Load Number pm TWO Three Left Live Load 360 plf 360 plf 420 plf Left Dead Load 300 plf 300 plf 300 plf Right Live Load 360 plf 360 plf 420 plf Right Dead Load 300 plf 300 plf 300 plf Load Start O ft O ft O ft Load End 23 ft 23 ft 23 ft Load Length 23 ft 23 ft 23 ft GD-59 eject: TV Building E StruCalc Location: A: B2 ulti-Span Floor Beam 309 International Building Code(AISC 13th Ed ASD)] „392-50 W12x19 x 5.0 FT Section Adequate By: 80.1 % mtrolling Factor. Moment )EFLECTIONS Center Live Load 0.02 IN L/3514 Dead Load 0.02 in .otal Load 0.03 IN L/1826 .ive Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Q B .ive Load 8203 lb 6848 lb )ead Load 7446 lb 6135 lb .'otal Load 15648 lb 12982 lb Bearing Length 0.65 in 0.65 in TEAM DATA Center 'pan Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft iTEEL PROPERTIES .V12x19 - A992-50 -Iroperties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12.2 in Web Thickness: tw = 0.24 in Flange Width: bf = 4.01 in Flange Thickness: tf = 0.35 in Distance to Web Toe of Fillet: k = 0.65 in Moment of Inertia About X-X Axis: Ix = 130 in4 Section Modulus About X-X Axis: Sx = 21.3 in3 Plastic Section Modulus About X-X Axis: Zx = 24.7 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 5.73 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 46.38 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral -torsional buckling: Lp = 2.9 ft Nominal Flexural Strength w/ safety factor: Mn = 61627 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 46.38 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 53.95 Cv Factor. Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor. Vn = 57340 lb :ontrolling Moment: 34211 ft-lb 2.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 15648 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Ament of Inertia (deflection): 17.09 in4 130 in4 Aoment: 34211 ft-lb 61627 ft-lb Shear. 15648 lb 57340lb page Maggie / Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 12/18/2014 3:54:14 PM LOADING DIAGRAM t 5ft FLOOR LOADING Center Floor Live Load FLL = 100 psf Floor Dead Load FDL = 25 psf Floor Tributary Width Side One TW1 = 3 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf POINT LOADS - CENTER SPAN Load Number Qu Live Load 13550 lb Dead Load 13110 lb Location 2.25 ft BEAM LOADING Center Reduced Floor Live Load 100 psf Total Live Load 300 plf Total Dead Load 75 plf Beam Self Weight 19 plf Total Load 394 plf GD-60 Project: TV Building E StruCalc Location: HSS 3.50.5 Column [2009 International Building Code(AISC 13th Ed ASD)] HSS 3-1/2 x 3-1/2 x 1/4 x 9.0 FT /ASTM A500-GR.B-46 Section Adequate By: 2.0% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 50000 lb Dead Load: Vert-DL-Rxn = 96 lb Total Load: Vert-TL-Rxn = 50096 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 9 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condtion-K (e): 1 COLUMN PROPERTIES HSS 3-1/2 x 3-1/2 x 1/4 - Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29 ksi Column Section: dx = 3.5 in Column Wall Thickness: t = 0.233 in Area: A = 2.91 in Moment of Inertia (deflection): Ix = 5.04 in4 Section Modulus: Sx = 2.88 in3 Plastic Section Modulus: Zx = 3.5 in3 Rad. of Gyration: rx = 1.32 in Column Compression Calculations: KUr Ratio: KLx/rx = 81.82 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 29.32 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc = 51 kip Combined Stress Calculations: H1-1a Controls : 0.98 Controlling Combined Stress Factor: 0.98 dy = 3.5 in ly = 5.04 in4 Sy = 2.88 in3 Zy = 0 in3 ry = 1.32 in KLy/ry = 81.82 page Maggie / Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 12/18/2014 3:54:14 PM Live Load: PL = 50000 lb Dead Load: PD = 0 lb Column Self Weight: CSW = 96 lb Total Load: PT = 50096 lb Plate:Bearing:625p.5 x 10 = 34.375k GD-61 tect: TV Building E StruCalc Location: 4x4 DF Post ilumn )09 International Building Code(2005 NDS)] o.5INx3.5INx9.0FT #2 - Douglas -Fir -Larch (North) - Dry Use action Adequate By: 2.7% VERTICAL REACTIONS ' ive Load: Vert-LL-Rxn = 5500 lb lead Load: Vert-DL-Rxn = 23 lb otal Load: Vert-TL-Rxn = 5523 lb COLUMN DATA 'otal Column Length: 9 ft Inbraced Length (X-Axis) Lx: 9 ft ` Unbraced Length (Y-Axis) Ly: 9 ft 11 Column End Condtion-K (e): 1 ,xial Load Duration Factor 1.00 :OLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) :ompressive Stress: Bending Stress (X-X Axis): lending Stress (Y-Y Axis): Modulus of Elasticity: in. Mod. of Elasticity: olumn Section (X-X Axis): Column Section (Y-Y Axis): Area: section Modulus (X-X Axis): section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Fe = 1400 psi Adeusted Fc' = 463 psi Cd=1.00 Cf=1.15 Cp=0.29 Fbx = 850 psi Fbx' = 1275 psi Cd=1.00 CF=1.50 Fby = 850 psi Fby' = 1275 psi Cd=1.00 CF=1.50 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi dx = 3.5 in dy = 3.5 in A = 12.25 in2 Sx = 7.15 in3 Sy = 7.15 in3 Lex/dx = 30.86 Ley/dy = 30.86 :olumn Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) 'lctual Compressive Stress: Fc = 451 psi dlowable Compressive Stress: Fc' = 463 psi :ccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb 114ment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb 4ment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb lending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1275 psi 4ending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi k1lowable Bending Stress (Y-Y Axis): Fby' = 1275 psi :ombined Stress Factor: CSF = 0.97 page Maggie /.f Davido Consulting Group 15029 Bothell Way NE Suite 600 Lake Forest Parke WA 98155 StruCalc Version 8.0.113.0 12/18/2014 3:54:14 PM 9ft A AXIAL LOADING Live Load: PL = 5500 lb Dead Load: PD = 0 lb Column Self Weight: CSW = 23 lb Total Load: PT = 5523 lb Project: TV Building E StruCalc Location: 6x6 DF Post Column [2009 International Building Code(2005 NDS)] 5.5INx5.5INx9.0FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Inadequate By: 0.9% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 17000 lb Dead Load: Vert-DL-Rxn = 58 lb Total Load: Vert-TL-Rxn = 17058 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 9 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adjusted Compressive Stress: Fc = 700 psi Fe = 559 psi Cd=1.00 Cp=0.80 Bending Stress (X-X Axis): Fbx = 725 psi Fbx' = 725 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 725 psi Fby' = 725 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 5.5 in Area: A = 30.25 in2 Section Modulus (X-X Axis): Sx = 27.73 in3 Section Modulus (Y-Y Axis): Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 19.64 Ley/dy = 19.64 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) FAILED -Actual Compressive Stress: Fc = 564 psi FAILED - Allowable Compressive Stress: Fc' = 559 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 725 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 725 psi FAILED - Combined Stress Factor: CSF = 1.01 GD-62 page Maggie / Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 Live Load: Dead Load: Column Self Weight: Total Load: 9ft A PL = 17000 lb PD = 0 lb CSW = 58 lb PT = 17058 lb 12/18/2014 3:54:14 PM GD-63 oject: TV Building E StruCalc Location: 6x6 PSL Post ilumn l09 International Building Code(2005 NDS)) a.25INx5.25INx9FT 1.8E Parallam Column - iLevel Trus Joist ction Inadequate By: 0.7% VERTICAL REACTIONS -1 ive Load: Vert-LL-Rxn = 42500 lb iead Load: Vert-DL-Rxn = 78 lb 'otal Load'. Vert-TL-Rxn = 42578 lb COLUMN DATA 'otal Column Length: 9 It Inbraced Length (X-Axis) Lx: 9 It ` Jnbraced Length (Y-Axis) Ly: 9 ft Column End Condtion-K (e): 1 .xial Load Duration Factor 1.00 ;OLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values AA'usted :ompressive Stress: Fc = 2500 psi Fc' = 1534 psi Cd=1.00 Cp=0.61 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2631 psi Cd=1.00 CF=1.10 {ending Stress (Y-Y Axis): Fby = 2400 psi Fby' = 2631 psi Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi :olumn Section (X-X Axis): dx = 5.25 in :olumn Section (Y-Y Axis): dy = 5.25 in Area: A = 27.56 in2 -Section Modulus (X-X Axis): Sx = 24.12 in3 ;ection Modulus (Y-Y Axis): Sy = 24.12 in3 ;lendemess Ratio: Lex/dx = 20.57 Ley/dy = 20.57 :olumn Calculations (Controlling Case Only): ;ontrolling Load Case: Axial Total Load Only (L + D) FAILED -Actual Compressive Stress: Fc = 1545 psi cAILED - Allowable Compressive Stress: Fc' = 1534 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb lending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi 11lowable Bending Stress (X-X Axis): Fbx' = 2631 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 2631 psi AILED - Combined Stress Factor: CSF = 1.01 page Maggie / Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 12/18/2014 3:54:14 PM A AXIAL LOADING Live Load: PL = 42500 lb Dead Load: PD = 0 lb Column Self Weight: CSW = 78 lb Total Load: PT = 42578 lb Plate Bearing=177.23k 625psi x 5.25 GD-64 Project: TV Building E StruCalc Location: 44 PSL Post Column [2009 International Building Code(2005 NDS)] 3.5 IN x 3.5 IN x 9 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 2.6% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 9000 lb Dead Load: Vert-DL-Rxn = 34 lb Total Load: Vert-TL-Rxn = 9034 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 9 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Compressive Stress: Fc = 2500 psi AA'usted Fc' = 757 psi Cd=1.00 Cp=0.30 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2752 psi Cd=1.00 CF=1.15 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = 2752 psi Cd=1.00 CF=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 12.25 in2 Section Modulus (X-X Axis): Sx = 7.15 in3 Section Modulus (Y-Y Axis): Sy = 7.15 in3 Slenderness Ratio: Lex/dx = 30.86 Ley/dy = 30.86 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 738 psi Allowable Compressive Stress: Fc' = 757 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 2752 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 2752 psi Combined Stress Factor: CSF = 0.97 page Maggie / � Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 12/18/2014 3:54:14 PM Live Load: PL = 9000 lb Dead Load: PD = 0 lb Column Self Weight: CSW = 34 lb Total Load: PT = 9034 lb Plate Bearing: 625psi x 3.5 x 3.5 = 7.7k GD-65 Davido Consulting Group Date: 12/18/2011 . civil I structural I land use Made By: MJ Project: Tukwila Village Building E Description: Stud Capacity LOAD CAPACITIES Stud Height = FOR STUD WALLS 9.00 Ft Stud Species = DF STUD GRADE Fb = 0.700 ksi Fc = 0.850 ksi E = 1400 ksi Plate Species = DF Fc = 0.625 ksi Stud Size = 2x6 Stud Spacing = 16 " o.c. Interior Walls - Load on Wall = 5.00 PSF Duration = 1.00 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 5156 5317 5156 3867 2 10313 10634 10313 7734 3 15469 15951 15469 11602 4 20625 21268 20625 15469 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: fe = 0.644 ksi ADJUSTMENT FACTORS Cr (Fb & Fc) = 1.00 Stress Values: fb = 0.009 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.00 FcE = 1.089 ksi Cd (FJ = 1.00 c' = 0.800 ksi FbE = 1.303 ksi Fc*= 0.85 ksi Fb* = 0.81 ksi F', = 0.654 ksi Fb = 0.753 ksi COMBINED STRESS RATIO: DEFLECTION = 0.03 in 1.00 U 3195 Exterior Walls , Load on Wall = 12.00 PSF Duration = 1.33 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 5156 5244 5156 3867 2 10313 10489 10313 7734 3 15469 15733 15469 11602 4 20625 20978 20625 15469 Single Stud Bearing SLENDERNESS RATIO: <50 within allowable limit COLUMN STRESSES: % = 0.636 ksi ADJUSTMENT FACTORS Cr (Fb & Fc) = 1.00 Stress Values: fb = 0.021 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.33 FEE = 1.089 ksi Cd (F.) = 1.00 C. = 0.800 ksi FbE = 1.303 ksi F,:*= 0.85 ksi Fb* = 1.07 ksi F'c = 0.654 ksi F'b = 0.946 ksi COMBINED STRESS RATIO: Deflection = 0.08 in 1.00 U 1331 GD-66 Davido Consulting Group Date: 12/18/2014 civil i structural I land use Made By: MJ Project: Tukwila Village Building E Description: Stud Capacity LOAD CAPACITIES Stud Height = FOR STUD WALLS 9.00 Ft Stud Species = DF STUD GRADE Fb = 0.700 ksi Fc = 0.850 ksi E = 1400 ksi Plate Species = DF Fe = 0.625 ksi Stud Size = 2x6 Stud Spacing = 12 " o.c. Interior Walls Load on Wall = 5.00 PSF Duration = 1.00 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Pif 1 5156 5334 5156 5156 2 10313 10668 10313 10313 3 15469 16002 15469 15469 4 20625 21336 20625 20625 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: fc = 0.647 ksi ADJUSTMENT FACTORS C, (Fb & FJ = 1.00 Stress Values: fb = 0.007 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.00 F.E = 1.089 ksi Cd (F.) = 1.00 C. = 0.800 ksi FbE = 1.303 ksi F�*= 0.85 ksi Fb. = 0.81 ksi F', = 0.654 ksi F'b = 0.753 ksi COMBINED STRESS RATIO: DEFLECTION = 0.03 in 1.00 U 4260 Exterior Walls Load on Wall = 12.00 PSF Duration = 1.33 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Pif 1 5156 5281 5156 5156 2 10313 10562 10313 10313 3 15469 15843 15469 15469 4 20625 21124 20625 20625 Single Stud Bearing SLENDERNESS RATIO: <50 within allowable limit COLUMN STRESSES: fc = 0.640 ksi ADJUSTMENT FACTORS Cf (Fb & FJ = 1.00 Stress Values: fb = 0.016 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.33 FcE = 1.089 ksi Cd (FJ = 1.00 c' = 0.800 ksi FbE = 1.303 ksi F,"= 0.85 ksi Fb. = 1.07 ksi F',, = 0.654 ksi F'b = 0.946 ksi COMBINED STRESS RATIO: Deflection = 0.06 in 1.00 U 1775 GD-67 Davido Consulting Group Date: 12/18/2014 . civil I structural i land use Made By: MJ Project: Tukwila Village Building E Description: Stud Capacity LOAD CAPACITIES FOR STUD WALLS Stud Height = 9.00 Ft Stud Species = DF STUD GRADE Fb = 0.700 ksi Fc = 0.850 ksi E = 1400 ksi Plate Species = DF Fc = 0.625 ksi Stud Size = 2x6 Stud Spacing = 8 " o.c. Interior Walls Load on Wall = 5.00 PSF Duration = 1.00 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Pif 1 5156 5354 5156 7734 2 10313 10707 10313 15469 3 15469 16061 15469 23203 4 20625 21414 20625 30938 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: % = 0.649 ksi ADJUSTMENT FACTORS Cf (Fb & Fc) = 1.00 Stress Values: fb = 0.004 ksi C, (Fb) = 1.15 Cd (Fb) = 1.00 FCE = 1.089 ksi Cd (FJ = 1.00 c' = 0.800 ksi FbE = 1.303 ksi Fc."= 0.85 ksi Fb* = 0.81 ksi F'c = 0.654 ksi Fb = 0.753 ksi COMBINED STRESS RATIO: DEFLECTION = 0.02 in 1.00 L/ 6390 Exterior Walls Load on Wall = 12.00 PSF Duration = 1.33 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 5156 5318 5156 7734 2 10313 10636 10313 15469 3 15469 15954 15469 23203 4 20625 21272 20625 30938 Single Stud Bearing SLENDERNESS RATIO: <50 within allowable limit COLUMN STRESSES: f� = 0.645 ksi ADJUSTMENT FACTORS Cr (Fb & F.) = 1.00 Stress Values: fb = 0.011 ksi C, (Fb) = 1.15 Cd (Fb) = 1.33 F.E = 1.089 ksi Cd (F.) = 1.00 C. = 0.800 ksi FbE = 1.303 ksi F�*= 0.85 ksi Fb. = 1.07 ksi F'� = 0.654 ksi F'b = 0.946 ksi COMBINED STRESS RATIO: Deflection = 0.04 in 1.00 LI 2663 GD-68 Davido Consulting Group Date: 12/18/2014 . civil I structural I land use Made By: MJ Project: Tukwila Village Building E Description: Stud Capacity LOAD CAPACITIES Stud Height = FOR STUD WALLS 9.00 Ft Stud Species = DF STUD GRADE Fb = 0.700 ksi Fc = 0.850 ksi E = 1400 ksi Plate Species = DF Fc = 0.625 ksi Stud Size = 2x4 Stud Spacing = 16 " o.c. Interior Walls Load on Wall = 5.00 PSF Duration = 1.00 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 3281 1849 1849 1386 2 6563 3697 3697 2773 3 9844 5546 5546 4159 4 13125 7394 7394 5546 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: fc = 0.352 ksi ADJUSTMENT FACTORS Cf (Fb & FJ = 1.00 Stress Values: fb = 0.022 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.00 F.E = 0.441 ksi Cd (FJ = 1.00 C. = 0.800 ksi FbE = 2.113 ksi Fc*= 0.85 ksi Fb* = 0.81 ksi F'� = 0.380 ksi F'b = 0.782 ksi COMBINED STRESS RATIO: DEFLECTION = 0.13 in 1.00 L/ 823 Exterior Walls Load on Wall = 12.00 PSF Duration = 1.33 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 3281 1764 1764 1323 2 6563 3528 3528 2646 3 9844 5292 5292 3969 4 13125 7056 7056 5292 Single Stud Bearing SLENDERNESS RATIO: <50 within allowable limit COLUMN STRESSES: % = 0.336 ksi ADJUSTMENT FACTORS Cf(Fb & FJ = 1.00 Stress Values: fb = 0.053 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.33 FcE = 0.441 ksi Cd (FJ = 1.00 c' = 0.800 ksi FbE = 2.113 ksi Fc*= 0.85 ksi Fb* = 1.07 ksi F'c = 0.380 ksi F'b = 1.023 ksi COMBINED STRESS RATIO: Deflection = 0.31 in 1.00 LI 343 GD-69 Davido Consulting Group Date: 12/18/2014 . civil I structural I land use Made By: MJ Project: Tukwila Village Building E Description: Stud Capacity Stud Height = 9.00 Ft Stud Species = DF STUD GRADE Fb = 0.700 ksi Fc = 0.850 ksi E = 1400 ksi Plate Species = DF Fc = 0.625 ksi Stud Size = 2x4 i Stud Spacing = 12 " o.c. Interior Walls I Load on Wall = 5.00 PSF Duration = 1.00 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 j 3281 1879 1879 1879 2 6563 3758 3758 3758 3 9844 5637 5637 5637 4 13125 7516 7516 7516 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: f� = 0.358 ksi ADJUSTMENT FACTORS Cf (Fb & Fc) = 1.00 Stress Values: fb = 0.017 ksi C, (Fb) = 1.15 Cd (Fb) = 1.00 1 FcE = 0.441 ksi Cd (Fc) = 1.00 c' = 0.800 ksi FbE = 2.113 ksi Fc"= 0.85 ksi Fb. = 0.81 ksi F'c = 0.380 ksi F'b = 0.782 ksi COMBINED STRESS RATIO: DEFLECTION = 0.10 in 1.00 L/ 1098 Exterior Walls Load on Wall = 12.00 PSF Duration = 1.33 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 j 3281 1809 1809 1809 2 1 6563 3617 3617 3617 3 1 9844 5426 5426 5426 4 . 13125 7234 7234 7234 Single Stud Bearing SLENDERNESS RATIO: <50 within allowable limit COLUMN STRESSES: fc = 0.344 ksi ADJUSTMENT FACTORS Cf (Fb & Fc) = 1.00 Stress Values: fb = 0.040 ksi C, (Fb) = 1.15 Cd (Fb) = 1.33 FcE = 0.441 ksi Cd (FJ = 1.00 c' = 0.800 ksi FbE = 2.113 ksi Fc"= 0.85 ksi Fb. = 1.07 ksi F', = 0.380 ksi Fb = 1.023 ksi COMBINED STRESS RATIO: Deflection = 0.24 in 1.00 L/ 457 GD-70 Davido Consulting Group Date: 12/18/2014 . civil I structural I land use Made By: MJ 0 _ _ 0 _ , 9 Project: Tukwila Village Building E Description: Stud Capacity LOAD CAPACITIES Stud Height = FOR STUD WALLS 9.00 Ft Stud Species = DF STUD GRADE Fb = 0.700 ksi Fe = 0.850 ksi E = 1400 ksi Plate Species = DF Fc = 0.625 ksi Stud Size = W Stud Spacing = 8 " o.c. Interior Walls Load on Wall = 5.00 PSF Duration = 1.00 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 3281 1912 1912 2868 2 6563 3824 3824 5736 3 9844 5736 5736 8603 4 13125 7647 7647 11471 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: fc = 0.364 ksi ADJUSTMENT FACTORS Cf (Fb & FJ = 1.00 Stress Values: fb = 0.011 ksi Cr(Fb)= 1.15 Cd (Fb) = 1.00 FEE = 0.441 ksi Cd (Fe) = 1.00 c' = 0.800 ksi FbE = 2.113 ksi F,,*= 0.85 ksi Fb* = 0.81 ksi F'c = 0.380 ksi F'b = 0.782 ksi COMBINED STRESS RATIO: DEFLECTION = 0.07 in 1.00 L/ 1647 Exterior Walls Load on Wall = 12.00 PSF Duration = 1.33 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 3281 1859 1859 2788 2 6563 3717 3717 5576 3 9844 5576 5576 8364 4 13125 7434 7434 11151 Single Stud Bearing SLENDERNESS RATIO: <50 within allowable limit COLUMN STRESSES: fc = 0.354 ksi ADJUSTMENT FACTORS Cf (Fb & F.) = 1.00 Stress Values: fb = 0.026 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.33 FcE = 0.441 ksi Cd (F.) = 1.00 c' = 0.800 ksi FbE = 2.113 ksi F,*= 0.85 ksi Fb* = 1.07 ksi F'c = 0.380 ksi F'b = 1.023 ksi COMBINED STRESS RATIO: Deflection = 0.16 in 1.00 LI 686 GD-71 Davido Consulting Group Date: 12/18/2014 . civil I structural I land use Made By: MJ Project: Tukwila Village - Bldg E Description: Bearing Wall Layout Ext. Roof Load Wall Tvoe: Exterior Wall Load: 18 psf LEVEL DEAD LOAD LIVE LOAD WALL LOAD TRIB WIDTH WALL HT LOAD/ ft Studs 2x6 sf f sf ft ft If L5 15.0 25.0 18.0 16.0 9.0 802 2x6 DF Stud 16" o.c. L4 . 23.0 40.0 18.0 1.0 9.0 225 2x6 DF Stud 16" o.c. L3 23.0 40.0 18.0 1.0 9.0 450 2x6 DF Stud 16" o.c. L2 23.0 40.0 18.0 1.0 9.0 675 2x6 DF Stud 16" o.c. Ext. Roof Load Wall Tvpe: Exterior Wall Load: 18 psf LEVEL DEAD LOAD LIVE LOAD WALL LOAD TRIB WIDTH WALL HT LOAD/ ft Studs 2x6 I sf f sf ft ft If d L5 15.0 25.0 18.0 2.0 9.0 242 2x6 DF Stud 16" o.c. L4 23.0 40.0 18.0 10.0 9.0 792 2x6 DF Stud 16" o.c. L3 23.0 40.0 18.0 10.0 9.0 1584 2x6 DF Stud 16" o.c. L2 23.0 40.0 18.0 10.0 9.0 2376 2x6 DF Stud 16" o.c. Fxf npck I earl Wall Tvne- Exterior Wall Load: 18 Dsf LEVEL DEAD LOADI LIVE LOAD I WALL LOADI TRIB WIDTH I WALL HT LOAD/ ft Studs 2x6 sf f sf ft ft If L5 0.0 0.0 18.0 0.0 0.0 0 2x6 DF Stud 16" o.c. L4 23.0 40.0 18.0 16.0 9.0 1170 2x6 DF Stud 16" o.c. L3 23.0 40.0 18.0 16.0 9.0 2340 2x6 DF Stud 16" o.c. L2 23.0 40.0 18.0 16.0 9.0 3510 2x6 DF Stud 16" o.c. Tvo. Corridor Wall Wall Tvpe: Partv Wall Load: 17 psf LEVEL DEAD LOAD . LIVE LOAD WALL LOAD TRIB WIDTH WALL HT LOAD/ ft Studs 2x6 sf f If ft ft If L5 15.0 1 25.0 17.0 28.0 9.0 1273 2x6 DF Stud 16" o.c. L4 23.0 100.0 17.0 4.0 9.0 645 2x6 DF Stud 16" o.c. L3 23.0 100.0 17.0 4.0 9.0 1290 2x6 DF Stud 16" o.c. L2 23.0 100.0 17.0 4.0 9.0 1935 2x6 DF Stud 16" o.c. Non-Tvn. Corridor Wall Wall Tvpe: Partv Wall Load: 17 psf LEVEL DEAD LOAD LIVE LOAD WALL LOAD TRIB WIDTH WALL HT LOAD/ ft Studs 2x6 sf f If ft ft If L5 15.0 25.0 17.0 28.0 9.0 1273 2x6 DF Stud 16" o.c. L4 23.0 100.0 17.0 14.0 9.0 1875 2x6 DF Stud 16" o.c. L3 23.0 100.0 17.0 14.0 9.0 3750 2x6 DF Stud 16" o.c. L2 23.0 100.0 17.0 14.0 9.0 5625 2x6 DF Stud 8" o.c. GD-72 Davido Consulting Group Date: 12/18/2014 . civil I structural I land use Made By: MJ Project: Tukwila Village - Bldg E Description: Bearing Wall Layout Partv Wall Wall TvDe: Partv Wall Load: 17 Dsf LEVEL DEAD LOAD LIVE LOAD WALL LOAD TRIB WIDTH WALL HT LOAD/ ft Studs 2x6 sf f If ft ft If L5 15.0 25.0 17.0 2.0 9.0 233 2x6 DF Stud 16" o.c. L4 23.0 40.0 17.0 12.0 9.0 909 2x6 DF Stud 16" o.c. L3 23.0 40.0 17.0 12.0 9.0 1818 2x6 DF Stud 16" o.c. L2 23.0 40.0 17.0 12.0 9.0 2727 2x6 DF Stud 16" o.c. 2x6 Tvoical Interior Wall Wall TvDe: Interior Wall Load: 7 Dsf LEVEL DEAD LOAD LIVE LOAD WALL LOAD TRIB WIDTH WALL HT LOAD/ ft Studs 2x6 sf f If ft ft If L5 15.0 25.0 7.0 2.0 9.0 143 2x6 DF Stud 16" o.c. L4 23.0 40.0 7.0 12.0 9.0 819 2x6 DF Stud 16" o.c. L3 23.0 40.0 7.0 12.0 9.0 1638 2x6 DF Stud 16" o.c. L2 23.0 40.0 7.0 12.0 9.0 2457 2x6 DF Stud 16" o.c. 2x4 Tvoical Interior Wall Wall TvDe: Interior Wall Load: 7 Dsf LEVEL DEAD LOADJ LIVE LOAD IWALL LOAD TRIB WIDTHI WALL HT I LOAD/ ft Studs 2x4 sf f If ft ft If L5 15.0 25.0 7.0 2.0 9.0 143 2x4 DF Stud 16" o.c. L4 23.0 40.0 7.0 12.0 9.0 819 2x4 DF Stud 16" o.c. L3 23.0 40.0 7.0 12.0 9.0 1638 2x4 DF Stud 12" o.c. L2 23.0 40.0 7.0 12.0 9.0 2457 2x4 DF Stud 8" o.c. GD-73 Davido Consulting Group civil I structural I land use Project: Bearing Wall Schedule Location Stud Size And Spacing Level Exterior Wall 2x6 DF Stud at 16" o.c. 1-2-1-5 Corridor Wail 2x6 DF Stud at 16" o.c. 1-2-1-5 Typ Party Wall 2x6 DF Stud at 16" o.c. 1-2-1-5 Typ Unit Parition 2x4 DF Stud at 16" o.c. L4-L5 Wall 2x4 DF Stud at 12" o.c. L3 2x4 DF Stud at 8" o.c. L2 Date: 12/18/2014 Made By: MJ Tukwila Village - Bldg E Bearing Wall Schedule Davido Consulting Group civil I structural ( land use STRUCTURAL CALCULATIONS WOOD LATERAL DESIGN Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park WA 98155 Tel 206.523.0024 Section Cover. docx Whidbey Island Office PO Box 1132 Freeland, WA98249 Tel 360.331.4131 APM Davido Consulting Group Date: 12/18/201 civil I structural I land use Made By: A Project: Tukwila Village Bldg E Description: Wind Base Shear Wind Design per ASCE 7-10 Chapters 26 & 28 Basic Wind Speed, Via = Topographical Multiplier, KT •5 = Modified Basic Wind Speed, Via = Exposure = Importance Factor, Iw = Roof Slope = Front/Back Width Dimension = Side Width Dimension = Eave Height = Mean Roof Ht. _ Edge Strip Width, a = End Zone Widths = 110 mph 1.00 See attached calc if different than 1.00 110 mph SEAW recommendation for Simplified Design B 1.00 0.50 :12 = 2.39 degrees 168 ft Roof Profile = Parapet 260 ft Roof Profile = Parapet 40.50 ft 38.00 ft 16.20 ft 32.40 ft Basic Table for Ex B, ht. = 30' HORIZONTAL LOADS (LRFD, sf) Basic Wind Roof End zone Interior zone Wall A Roof' B' Wall C Roof "D„ Speed, Via (mph) Angle 0 to 5 19.2 -10.0 12.7 -5.9 10 21.6 -9.0 14.4 -5.2 110 15 24.1 -8.0 16.0 -4.6 20 26.6 -7.0 17.7 -3.9 25 24.1 3.9 17.4 4.0 30 to 45 21.6 14.8 17.2 11.8 Basic Table modified for roof angle Interpolated Value HORIZONTAL LOADS LRFD pso Basic Wind Speed, Via (mph) Roof Angle End zone Interior zone Wall "A" Roof "B" Wall "C" Roof "D" 110 2.39 19.2 0.0 12.7 0.0 *loads interpolated after 12:12 from roof to vertical wall Design Wind Presures, pa HORIZONTAL LOADS (LRFD, psi) Basic Wind Speed, V3B (mph) Roof Angle End zone Interior zone Wall "A" Roof "B" Wall "C" Roof "D" 110 2.39 20.2 0.0 13.3 0.0 Wind Base Shea Tukwila Bldg E Lateral Design.)dsx LD-2 Davido Consulting Group Date: 12/18/2014 . civil I structural I land use Made By: 1N _ Project: Tukwila Village Bldg E Description: Wind Base Shear WIND FORCES: Front/Back Direction: Location Width Height Plane End Zone End Zone Int Zone Int Zone Force (LRFD) Force (ASD) feet feet len th pressure length pressure kips kips ROOF Top Roof to Plate 168.0 6.00 roof 32.4 20.16 135.6 13.34 14.8 8.9 Plate to Mid 168.0 4.50 wall 32.4 20.16 135.6 13.34 11.1 6.6 E = 25.8 15.5 4th FLOOR Mid to Floor 168.0 5.50 wall 32.4 20.16 135.6 13.34 13.5 8.1 Top Low Roof to Plate 0.0 0.00 Hip 0.0 0.00 0.0 0.00 0.0 0.0 Floor to Mid 168.0 4.50 wall 32.4 20.16 135.6 13.34 11.1 6.6 E = 24.6 14.8 3rd FLOOR Mid to Floor 168.0 5.50 wall 32.4 20.16 135.6 13.34 13.5 8.1 Top Low Roof to Plate 0.0 0.00 Hip 0.0 0.00 0.0 0.00 0.0 0.0 Floor to Mid 168.0 4.50 wall 32.4 20.16 135.6 13.34 11.1 6.6 E =1 24.6 14.8 2nd FLOOR Mid to Floor 168.0 5.50 wall 32.4 20.16 135.6 13.34 13.5 8.1 Top Low Roof to Plate 0.0 0.00 Hip 0.0 0.00 0.0 0.00 0.0 0.0 Floor to Mid 168.0 4.50 wall 32.4 20.16 135.6 13.34 11.1 6.6 E = 24.6 14.8 Total Wind Base Shear (ASD, kips), VFB = 59.8 Side Direction: Location Width Height Plane End Zone End Zone Int Zone Int Zone Force (LRFD) Force (ASD) feet feet length ressure length pressure kips kips ROOF T.O. Roof to Plate 260.0 6.00 roof 32.4 20.16 227.6 13.34 22.1 13.3 Plate to Mid 260.0 4.50 wall 32.4 20.16 227.6 13.34 16.6 10.0 E = 38.7 23.2 4th FLOOR Mid to Floor 260.0 5.50 wall 32.4 20.16 227.6 13.34 20.3 12.2 Top Low Roof to Plate 0.0 0.00 Gable 0.0 20.16 0.0 13.34 0.0 0.0 Floor to Mid 260.0 4.50 wall 32.4 20.16 227.6 13.34 16.6 1 10.0 36.9 22.1 E = 3rd FLOOR Mid to Floor 260.0 5.50 wall 32.4 20.16 227.6 13.34 20.3 12.2 Top Low Roof to Plate 0.0 0.00 Gable 0.0 20.16 0.0 13.34 0.0 0.0 Floor to Mid 260.0 4.50 wall 32.4 20.16 227.6 13.34 16.6 10.0 36.9 22.1 E = 2nd FLOOR Mid to Floor 260.0 5.50 wall 32.4 20.16 227.6 13.34 20.3 12.2 Top Low Roof to Plate 0.0 0.00 Gable 0.0 20.16 0.0 13.34 0.0 0.0 Floor to Mid 260.0 4.50 wall 32.4 20.16 227.6 13.34 16.6 1 10.0 36.9 1 22.1 E = Total Wind Base Shear (ASD, kips), VFB = 89.6 Wind Base Shear Tukwila Bldg E Lateral Design.)dsx LD-3 Davido Consulting Group Date: 12/18/201 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Seismic Weights DEAD LOAD WEIGHTS FOR SEISMIC CALCULATIONS: Unit Roof Weight: 15 psf Unit Floor Weight: 25 psf Unit Exterior Wall Wt: 15 psf Unit Party Wall Wt: 13 psf Unit Corridor Wall Wt: 12 psf Unit Interior Wall Wt: 7 psf LOCATION LENGTH HEIGHT UNIT WT Roof Level Roof 23493 1 15 Ext. Wall Below 1110 5 15 Party Wall Below 700 5 13 Corridor Wall Below 1042 5 12 Int. Wall Below 2350 5 7 Level L5 Floor 23493 1 25 Ext. Wall Above 1110 5 15 Party Wall Above 700 5 13 Corridor Wall Above 1042 5 12 Int. Wall Above 2350 5 7 Ext. Wall Below 1110 4.5 15 Party Wall Below 700 4.5 13 Corridor Wall Below 1042 4.5 12 Int. Wall Below 2350 4.5 7 Level L4 Floor 23493 1 25 Ext. Wall Above 1110 4.5 15 Party Wall Above 700 4.5 13 Corridor Wall Above 1042 4.5 12 Int. Wall Above 2350 4.5 7 Ext. Wall Below 1110 4.5 15 Party Wall Below 700 4.5 13 Corridor Wall Below 1042 4.5 12 Int. Wall Below 2350 4.5 7 Level L3 Floor 23493 1 25 Ext. Wall Above 1110 4.5 15 Party Wall Above 700 4.5 13 Corridor Wall Above 1042 4.5 12 Int. Wall Above 2350 4.5 7 Ext. Wall Below 1110 4.5 15 Party Wall Below 700 4.5 13 Corridor Wall Below 1042 4.5 12 Int. Wall Below 2350 4.5 7 Level L2 Ext. Wall Above 1110 4.5 25 Party Wall Above 700 4.5 13 Corridor Wall Above 1042 4.5 15 Int. Wall Above 2350 4.5 13 Total Wt. Sub -Total (Ibs) (kips) = 352395 = 83250 = 45500 = 62520 = 82250 625.9 Kips 587325 83250 45500 62520 = 82250 74925 40950 56268 74025 587325 = 74925 40950 56268 74025 74925 40950 56268 74025 587325 74925 40950 = 56268 = 74025 74925 = 40950 56268 74025 124875 40950 = 70335 137475 STRUCTURE WEIGHT FOR SEISMIC BASE SHEAR: TOTAL WEIGHT OF STRUCTURE: 1107.0 Kips 1079.7 Kips 1079.7 Kips 373.6 Kips 38923 Kips 4265.9 IGps Seismic Weights Tukwila Bldg E Lateral Design.xlsx LD-4 Davido Consulting Group Date: 12/18/2014 . civil I structural I land use Made By: JN _ Project: Tukwila Village Bldg E Description: Seismic Story Shear Seismic Use Group = II From Table Site Classification = D Refer to attached sheet for specified variables SS = 1.489 Fa = 1.000 From attached sheet S, = 0.558 Fv = 1.499 From attached sheet SIDS = 0.993 = 0.67*Fa *Ss SID1 = 0.558 = 0.67*F„ *S Building Height, h„ = 60.0 ft Building Period Coefficient, CT = 0.020 Approx. Fundamental Period = 0.431 = C T. (h „) 0.75 Response Spectrum, Sa = 1.2942 Response Modification Factor, R = 6.5 Occupancy Importance Factor, I = 1.00 Seismic Design Catergory = D Redundancy Factor, p = Calculation Required Calculated Redundancy Factor, p = 1.0 Seismic Response Coefficient CS = SIDS/R/I CS = 0.153 Seismic Response Coefficient, Maximum Cs, MAX = SD1/T(R/1) Cs, MAx = 0.199 Seismic Response Coefficient, Minimum Cs, MIN = 0.044SDS-1 Cs, MIN - 0.044 Cs = 0.153 Seismic Base Shear, V = 0.153 W W = 3892.25 kips V = 594.42 kips Vfiml = 0.7pV = 416.09 kips Story Total Story Story Story Floor Height Height Weight Force Shear H hX wX W'hXk Fi V ft ft (kips) k-ft (kips) ki s Roof 11.25 60.00 625.9 37554.9 93.66 93.66 Fourth 9.25 48.75 1107.0 53966.9 134.59 228.26 Third 9.25 39.50 1079.7 42646.6 106.36 334.62 Second 9.25 30.25 1079.7 32659.7 81.45 416.07 Base 21.00 21.00 0.4 7.8 0.0 416.09 Seismic Story Shear Tukwila Bldg E Lateral Design.xlsx LD-5 Davido Consulting Group Date: 12/18/2014 . civil I structural I land use Made By: A Project: Tukwila Village Bldg E Description: Lateral Design Loads Level Wind Front/Back (kips) Wind Side (kips) Seismic ki s Roof 15.51 23.24 93.66 Fourth 14.77 22.13 134.59 Third 14.77 22.13 106.36 Second 14.77 22.13 81.45 Total 59.81 89.62 416.07 Controlling: Front/Back - Seismic Side - Seismic 93.66 K 134.59 K 81.45 K Front/Back Direction Side Direction 93.66 K 134.59 K 106.36 K 81.45 K Lateral Design Loads Tukwila Bldg E Lateral Design.xlsx LD-6 H -t- r o, H1-10N LD-7 ay d N � I sti of 61 ht oL 03 M 33,-V%, L t. FI3 No (wrtt 3�0� �Lv ei- LZ ,�(p �►c t2cN kl,t, I�-E y tti(O I b� LD-8 P') p Pk% Iz V C� * Is G-� L�. 33•-qqZ7 of Tp Th it L,Cj-O'AA L Lah 0 F j3 P"ao elf u LD-9 P 35'?llo or efo iac. VkTioll-kl. `a / {J Noe to a i�04 ( VeL- L- 5 Davido Consulting Group Date: 12/18/14 E.. civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" D.C. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Front/Back Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 33.7% Story shear(kips) = 31.56 Story height (ft) = 8.25 Total Width(ft) = 149.00 Story Wall Wall D(ft) Opening Width ft Opening Height ft Opening to Edge ft Plate to Opening ft Trib.Width ft %Sharing Story V(kips) Sum V(kips) Story DL klf Sum DL klf Panel Shear If Panel Edge Nailing Plate Shear (plo BTM Plate Nailin Top Plate LTP4 Resultant HI ki s) Force at Window (kips) Window Strap Level L5 D1 6.00 0.00 0.00 0.00 0.00 18.00 18.7% 0.71 0.71 0.15 0.15 119 6" o.c. 119 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 D2 4.50 0.00 0.00 0.00 0.00 18.00 14.0% 0.53 0.53 0.15 0.15 119 6" o.c. 119 16d at 6" D.C. at 24" D.C. 0.87 NA NA Level L5 D3 4.00 0.00 0.00 0.00 0.00 18.00 12.4% 0.47 0.47 0.15 0.15 119 6" o.c. 119 16d at 6" D.C. at 24" D.C. 0.91 NA NA Level L5 D4 17.67 0.00 0.00 0.00 0.00 18.00 54.9% 2.09 2.09 0.15 0.15 119 6" o.c. 119 16d at 6" D.C. at 24" D.C. N/A NA NA .................................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L5 El 23.00 0.00 0.00 0.00 0.00 29.00 50.0% 3.07 3.07 0.14 0.14 134 6 D.C. 134 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 E2 23.00 0.00 0.00 0.00 0.00 29.00 50.0% 3.07 3.07 0.14 0.14 134 6" D.C. 134 16d at 6" o.c. at 24" D.C. ..............."--...................... N/A NA ................................................ NA ................................................................................................................................................................................................................................................................................ level L5 FS 23.00 0.00 0.00 0.00 0.00 34.00 49.5% 3.56 3.56 0.14 0.14 155 ........................... 6" D.C. .................... 15s ............................ 16d at 6" D.C. at 24" D.C. N/A NA NA Level LS F2 23.50 0.00 0.00 0.00 0.00 34.00 50.5% 3.64 3.64 0.14 0.14 255 6" D.C. 155 16d at 6" D.C. ...................................................................................................................... at 24" D.C. N/A NA NA .....................................................................................................................................•......................................................................................................................................................................................... Level L5 Gl 13.50 0.00 0.00 0.00 0.00 29.00 24.8% 1.52 1.52 0.14 0.14 113 6" D.C. 113 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 G2 11.00 0.00 0.00 0.00 0.00 29.00 20.2% 1.24 1.24 0.14 0.14 113 6" D.C. 113 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 G3 19.50 0.00 0.00 0.00 0.00 29.00 35.8% 2.20 2.20 0.14 0.14 113 6" D.C. 113 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 G4 10.50 0.00 0.00 0.00 0.00 29.00 19.3% 1.18 1.18 0.14 0.14 113 6" o.c. 113 16d at 6" D.C. ...................................................................................................................... at 24" D.C. N/A NA NA ............................................................................................................................................................................................................................................................................................................................... Level Li- H. 22.50 0.00 0.00 0.00 0.00 27.00 33.7% 1.93 1.93 0.14 0.14 86 6" D.C. 86 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 H2 19.67 0.00 0.00 0.00 0.00 27.00 29.5% 1.69 1.69 0.14 0.14 86 6" D.C. 86 16d at 6" D.C. at 24" o.c. N/A NA NA Level L5 H3 7.00 0.00 0.00 0.00 0.00 27.00 10.5% 0.60 0.60 0.14 0.14 86 6" D.C. 86 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 H4 7.50 0.00 0.00 0.00 0.00 27.00 11.2% 0.64 0.64 0.14 0.14 86 6" D.C. 86 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 H5 10.00 0.00 0.00 0.00 0.00 27.00 15.0% 0.86 0.86 0.14 0.14 86 6" D.C. 86 16d at 6" D.C. at 24" D.C. N/A NA NA .......-'-'..................................................................................................................................................................................................................................................................... Level LS 11 12.00 0.00 0.00 0.00 0.00 12.00 63.2% 1.61 1.61 0.33 0.33 134 ........................... 6 o.c. ..........."---.... 134 ..................;................................................................................................... 16d at 6 D.C. at 24" ox. N/A NA NA Level L5 13 13.00 6.00 4.00 2.10 1.00 12.00 36.8% 0.94 0.94 0.33 0.33 134 6" o.c. 1 72 1 16d at 6" o.c. at 24" o.c. N/A 0.84 1 CS16 Sum 270.84 31.56 31.56 Refer to attached analysis for walls sharing load between two sections of the building r v 0 M[ 7Davidoonsulting Group Date: 12/18/14 ructural i land use Made By: )N Project: Tukwila Village Bldg E Desrxi tan: Shear Wan Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L4 Front/Back Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 33.7% Story shear(kips) = 45.36 Accumulated shear(kips)= 76.92 Story height (ft) = 9.25 Total Width(ft) = 149.00 Story Wall Wall ft Opening Width ft Opening Height ft Opening to E ftOpening Plate to ft Trib.Width %Sharing ft Story V ki Sum V k' Story DL k Sum DL k Panel Shear 1 Panel Edge Nailinq Plate Shear 1 Plate Nailirm Top Plate LTP4 Resultant H ki Force at Window(kips) Window 212 Level L4 Ell 6.00 0.00 0.00 0.00 0.00 18.00 18.7% 1.02 1.73 0.33 0.48 289 6" o.c. 289 16d at 6" o.c. at 16" o.c. 3.04 NA NA Level L4 D2 4.50 0.00 0.00 0.00 0.00 18.00 14.0% 0.77 1.30 0.33 0.48 289 6" o.c. 289 16d at 6" o.c. at 16" o.c. 3.38 NA NA Level L4 D3 4.00 0.00 0.00 0.00 0.00 18.00 12.4% 0.68 1.16 0.33 0.48 289 6" o.c. 289 16d at 6" o.c. at 16" o.c. 3.51 NA NA Level L4 D4 17.67 0.00 0.00 0.00 0.00 18.00 54.9% 3.01 . 5.10 0.16 0.32 289 6" o.c. ..................... Level L4 El 23.00 0.00 0.W 0.00 0.00 29.00 50.0% 4.41 7.49 0.37 0.51 325 4" ox. 325 16d at 4" o c at 16" o,c •--.............. N/A NA NA Level L4 E2 23.00 0.00 0.00 0.00 0.00 29.00 50.0% 4.41 7.49 0.37 0.51 325 4" o c. 325 16d at 4' o.c at 16" o.c N/A NA NA ................................................................................................................................................................................................................................................................................................................................................................................................'--- Level L4 F1 23.00 0.00 MOD 0.00 0.00 34.00 49.5% 5.12 8.68 0.37 0.51 377 4" ox- 377 16d at 4" o.c :16" o.c 130 •--....................-----...............---- NA NA Level L4 F2 23.50 0.00 0.00 0.00 0.00 34.00 50.5% 5.23 8.87 0.37 0.51 377 4" o c 377 16d at 4" ox. at 16" ox. L22 NA NA Level L4 61 13.50 0.00 MOD 0.00 0.00 29.00 24.8% 2.19 3.71 0.37 0.51 275 6" O.c. 275 16d at 6' o c at 16" o c 1A7 NA NA Level L4 G2 11.00 0.00 0.00 0.00 0.00 29.00 20.2% 1.78 3.02 0.17 0.30 275 6" O.C. 275 16d at 6" o.c at 16" o.c 2M NA NA Level L4 G3 19.50 0.00 0.00 0.00 0.00 29.00 35.8% 3.16 5.36 0.34 0.48 275 6" ox. 275 16d at 6" o.c at 16" o.c N/A NA NA Level L4 G4 10.50 0.00 0.00 D.00 0.00 29.00 19.3% 1.70 2.88 0.34 0.48 275 6" o.c. 275 16d at 6" o.c at 16 o.c 2 06 NA NA Level L4 H3 22.50 0.00 0.00 0.00 0.00 27.00 33.7% 2.77 4.70 0.29 0.43 209 6" O.C.209 16d at 6" o.c at 24" o.c N/A NA NA Level L4 H2 19.67 0.00 0.00 0.00 0.00 27.00 29.5% 2.42 4.11 0.29 0.43 209 6" ox- 209 16d at 6" o.c at 24" o.c N/A NA NA Level L4 H3 7.00 0.00 0.00 0.00 0.00 27.00 10.5% 0.86 1.46 0.29 0.43 209 6" ox- 2" 16d at 6" o c at 24" o.c 1.87 NA NA Level L4 H4 7.50 0.00 0.00 0.00 0.00 27.00 11.2% 0.92 1.57 0.29 0.43 209 6" o c. 209 16d at 6" o.c. at 24" o.c 1.79 NA NA Level L4 HS 10.00 0.00 0.00 0.00 0.00 2J.00 I5.0% 1.23 2.09 0.29 0.43 209 6' o.c. 209 16d at 6" o c at 24 o.c 1A2 NA NA Level L4 11 5.33 0.00 0.00 0.00 0.00 12.00 28.2% 1.03 1.75 0.37 0.70 328 4 o.c. 328 16d at 4 o.c. at 16 o.c. 2.10 NA NA Level L4 12 6.58 0.00 0.00 0.00 0.00 12.00 34.8% 1.27 2.16 0.37 0.70 328 4" o.c. 328 16d at 4" o.c. at 16" o.c. 1.78 NA NA Level L4 13 13.00 6.00 4.00 2.10 1.00 12.00 37.0% 1.35 2.29 0.37 0.70 328 1 4" o.c. 1 176 1 16d at 6" o.c. at 24" o.c. N/A 2.06 1 CMSTC16 Sum 270.15 40.so io.az ` Refer to attached analysis for walls sharing load between two sections of the budding r- O Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 1Cd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L3 Front/Back Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 33.7% Story shear(kips) = 35.84 Accumulated shear(kips)= 112.76 Story height (ft) = 9.25 Total Width(ft) = 149.00 Story Wall Wall D ft Opening Width ft Opening Hei ht ft Opening to Ed a ft Plate to 0 enin ft Trib.Width (ft) %Sharing Story V(kips) Sum Mips) s Story DL klf Sum DL klf Panel Shear I Panel Edge Nailino I Plate Shear I Plate Nailin Top Plate LTP4 Resultant HD ki s Force at Window (kips) Window Strap Level L3 D1 6.00 0.00 0.00 0.00 0.00 18.00 18.7% 0.81 2.54 0.33 0.81 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 6.67 NA NA Level L3 D2 4.50 0.00 0.00 0.00 0.00 18.00 14.0% 0.61 1.91 0.33 0.81 423 1 4" o.c. 423 16d at 4" o.c. at 12" o.c. 7.29 NA NA Level L3 D3 4.00 0.00 0.00 0.00 0.00 18.00 12.4% 0.54 1.69 0.33 0.81 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 7.54 NA NA Level L3 D4 17.67 0.00 0.00 0.00 0.00 18.00 54.9% .......................................................................................................................................................................................................................................................... 2.38 7.48 0.16 0.48 423 4" o.c. 423 16d at 4" o.c. at 12" o.c. 5.16 NA NA Level L3 E. 1 ......................................... 23.00 0.00 0.00 0.00 0.00 29.00 50.0% 3.49 10.97 0.37 0.88 477 3" o.c. 477 16d at 4" o.c. at 12" o.c. 2.52. NA NA Level L3 E2 23.00 0.00 0.00 0.00 0.00 29.00 50.0% 3.49 10.97 0.37 0.88 477 3" o.c. .................................................................................................................... 477 16d at 4" o.c. at 12" o.c. 2.52 NA ................................................ NA ................................................................................................................................................................................................................................................................................ Level L3 Fl 23.00 0.00 0.00 0.00 0.00 34.00 49.5% 4.05 12.73 0.37 0.88 553 3" o.c. 553 16d at 3" o.c. at 8" O.C. 3.92 NA NA Level L3 F2 23.50 0.00 0.00 0.00 0.00 34.00 50.5% 4.13 13.00 0.37 0.88 553 3" o.c. ...........:.............. 553 ................................................ I6d at 3" ox. at 8" o.c. .......................................................................................... 3.78 NA NA ....... ............................................................................................................................ Level L3 GI 13.50 0.00 0.00 0.00 ............................................................................................................................................. 0.00 29.00 24.8% 1.73 5.44 0.37 0.88 403 4 o.c. 403 16d at 4" o.c. at 12" o.c. 3.78 NA NA Level L3 G2 11.00 0.00 0.00 0.00 0.00 29.00 20.2% 1.41 4.43 0.17 0.47 403 4" o.c. 403 16d at 4" o.c. at 12" o.c 5.91 NA NA Level L3 G3 19.50 0.00 0.00 0.00 0.00 29.00 35.8% 2.50 7.85 0.34 0.82 403 4" o.c. 403 16d at 4" o.c. at 12" o.c. 2.45 NA NA Level L3 G4 10.50 0.00 0.00 0.00 0.00 29.00 19.3% 1.34 4.23 0.34 0.82 403 4" O.C. 403 16d at 4" o.c at 12" o.c 4.84 NA NA ................................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L3 HS 22.50 0.00 0.00 0.00 0.00 27.00 33.7% 2.19 6.90 0.29 0.72 306 6 ox. 306 16d at 6" o.c. at 16" o.c. N/A NA NA Level L3 H2 19.67 0.00 0.00 0.00 0.00 27.00 29.5% 1.92 6.03 0.29 0.72 306 6" o.c. 306 16d at 6" o.c. at 16" o.c. 1.25 NA NA Level L3 H3 7.00 0.00 0.00 0.00 0.00 27.00 10.5% 0.68 2.15 0.29 0.72 306 6" o.c. 306 16d at 6" o.c. at 16" o.c. 4.26 NA NA Level L3 H4 7.50 0.00 0.00 0.00 0.00 27.00 11.2% 0.73 2.30 0.29 0.72 306 6" o.c. 306 16d at 6" ox- at 16" o.c. 4.13 NA NA Level L3 HS 10.00 0.00 0.00 0.00 0.00 27.00 15.0% 0.97 3.06 0.29 0.72 306 6" o.c. 306 16d at 6" o.c. ..................................................................... at 16" o.c. 3.48 NA ................................................ NA ................................................................... Level L3 11 5.33 .66.............................................................................................................--..................................................---................................... 0.00 0.00 0.00 0.00 12.00 28.2% 0.81 2.56 0.37 1.07 480 ............................................... 3" O.C. 480 16d at 4" o.c. at 12" o.c. 6.35 NA NA Level L3 12 6.58 0.00 0.00 0.00 0.00 12.00 34.8% 1.00 3.16 0.37 1.07 480 3" o.c. 480 16d at 4" o.c. at 12" o.c. 5.79 NA NA Level L3 13 13.00 6.00 4.00 2.10 1.00 12.00 37.0% 1.07 3.36 0.37 1.07 480 3" o.c. 259 1 16d at 6" o.c. at 16" o.c. N/A 3.03 CMSTC16 Sum 270.75 35.84 112.76 Refer to attached analysis for walls sharing load between two sections of the building Consulting Group Date: 12/18/14 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L2 Front/Back Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 33.7% Story shear(kips) = 27.45 Accumulated shear(kips)= 140.21 Story height (ft) = 9.25 Total Width(Ft) = 149.00 Story Wall Wall D ft Opening Width ft Opening Height ft Opening to E ft Plate to Openinq (ft)ft Trib.Width %Sharing Story V k' Sum V ki Story DL k Sum DL k Panel Shear Panel Edge Nailinq Plate Shear I A. Bolt ci Top Plate LTP4 Resultant H ki Force at Window(kips) Window Stra Level L2 D7 6.00 0.00 0.00 0.00 0.00 18.00 20.8% 0.69 3.53 0.33 1.13 588 3" o.c. 588 2x at 32" o.c. at 8" o.c. 11.96 NA NA Level L2 D2 4.50 0.00 0.00 0.00 0.00 18.00 15.6% 0.52 2.64 0.33 1.13 588 3" o.c. 588 2x at 32" o.c. at 8" o.c. 12.91 NA NA Level L2 D3 4.00 0.00 0.00 0.00 0.00 18.00 13.9% 0.46 2.35 0.33 1.13 588 3" o.c. 588 2x at 32" o.c. at 8" o.c. 13.31 NA NA Level L2 D4 14.33 0.00 0.00 0.00 .••---............................................................................................................................................... 0.00 18.00 49.7% 1.65 8.42 0.16 0.65 588 3" o.c. ................ 588 2x at 32" o.c. at 8" o.c. 12.43 NA NA ......................................................................................................... Level L2 El 23.00 0.00 0.00 0.00 0.00 29.00 50.0% 2.67 13.64 0.37 1.25 S93 ......---........................................................................................................................................-- 3" o c. S93 2x at 32" o.c at 8" o.c S.S2 NA NA Level L2 E2 23.00 0.00 0.00 0.00 0.00 29.00 50.0% 2.67 13.64 0.37 1.25 593 3" ox. S93 2x at 32" o.c at 8" o c SS2 NA NA ................................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L2 F1 23.00 0.00 0.00 0.00 0.00 34.00 49.5% 3.10 15.83 0.37 1.25 688 2" o.c 688 2x at 16" o e. at W O.C. 7.81 NA NA Level L2 F2 23.50 0.00 0.00 0.00 .................................... 0.00 34.00 ...................................................... 50.5% 3.17 16.17 .............................................................. 0.37 1.25 6a 2" o.c. ........................... 6W .................... 2x at 16" a.c at 8" O.C. 7.62 NA NA ..................... Level L2 ............ GS ............. 13.50 ............................................................... 0.00 0.00 0.00 0.00 29.00 24.8% 1.32 6.76 0.37 1.25 501 3" o c. Sol ... ........................ 2x at 32' o.c ....................... at 12" o.c. .................. 7.03 ...................... ....... NA .................. NA Level L2 G2 11.00 0.00 0.00 0.00 0.00 29.00 20.2% LOB 5.51 0.17 0.64 501 3" o c. 501 2x at 32" o.c at 12" o c 10.18 NA NA Level L2 G3 19.50 Moo 0.00 0.00 0.00 29.00 35.8% 1.91 9.76 0.34 1.16 Sol 3" o.c. 501 2x at 32" o.c. at 12" o.c S.1S NA NA Level L2 G4 10.50 0.00 0.00 0.00 0.00 29.00 19.3% 1.03 .............................................................................. 5.26 0.34 1.16 Sol 3" o c. ---...........................---..................................--•--.......................................................................................... Sol 2x at 32" o.c. at 12" o.c SS7 NA NA ....................... Level L2 .........................................................................................................................•---................................. H1 22.50 0.00 0.W 0.00 0.00 27.00 33.7% 1.68 8.57 0.29 1.01 381 4" o c. 381 2x at 48" o.c at 16" o.c 2.20 NA NA Level L2 H2 19.67 0.00 0.00 0.00 0.00 27.00 29.5% 1.47 7.50 0.29 1.01 381 4" o.c. 381 2x at 48" o.c. at 16" O.C. 3.09 NA NA Level L2 H3 7.00 0.00 0.00 0.00 0.00 27.00 10.5% 0.52 2.67 0.29 1.01 381 4" o c. 381 2x at 48" o.c. at 16" o.c 7A0 NA NA Level L2 144 7.50 0.00 0.00 0.00 0.00 27.00 11.2% 0.56 2.86 0.29 1.01 381 4" o c. 381 2x at 48" o.c at 16" O.C. 720 NA NA Level L2 HS 10.00 0.00 0.00 0.00 0.00 ...... 27.00 ........................................................................................................................................................................_............................................................................................................... 15.0% 0.75 3.81 0.29 1.01 381 4" o c. 381 2x at 48" o c at 16" o.c. 627 NA NA level LZ ..................................... 11 5.33 ....... 0.00 ............................................................. 0.00 0.00 0.00 12.& 28.2% 0.62 3.18 0.37 1.44 597 3" o.c. 597 2x at 32" o.c. at 8" o.c. 11.79 NA NA Level L2 12 6.58 0.00 0.00 0.00 0.00 12.00 34.8% 0.77 3.93 0.37 1.44 597 3" o.c. 597 2x at 32" o.c. at B" o.c. 10.98 NA NA Level L2 13 13.00 6.00 4.00 2.10 1.00 12.00 37.0% 0.82 4.18 0.37 1.44 597 3" o.c. 322 2x at 48" o.c. at 16" o.c. 2.04_A 3.76 CMSTC16 Sum ZbI.41 41.40 14u.[1 ` Refer to attached analysis for walls sharing load between two sections of the building r O w Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Side Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 33.7% Story shear(kips) = 31.56 Story height (ft) = 8.00 Story Wall Wall D(ft) Opening Width (ft) Opening Hei ht (ft) Opening to Ed a (ft) Plate to 0 enin ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Aspect Ratio Panel Shear ( If) Panel Edge Nailing Plate Shear ( If) BTM Plate Nailing Top Plate LTP4 Resultant HD(ki s) Force at Window (kips) Window Strap Level L5 Al 6.25 0.00 0.00 0.00 0.00 2.29% 0.72 0.72 0.31 0.31 1.28 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 A2 19.25 10.00 4.00 2.00 1.00 3.39% 1.07 1.07 0.31 0.31 2.00 116 6" o.c. 56 16d at 6" o.c. at 24" o.c. N/A 0.69 CS16 Level L5 A3 9.83 5.00 4.00 2.67 1.00 1.77% 0.56 0.56 0.31 0.31 1.50 116 6" o.c. 57 16d at 6" o.c. at 24" o.c. N/A 0.93 CS16 Level L5 A4 3.50 0.00 0.00 0.00 0.00 1.28% 0.40 0.40 0.15 0.15 2.29 116 6" o.c. 116 6d at 6" o.c. at 24" o.c. 0.90 NA NA ........................... Level L5 B1 .......................................... 8.00 0.00 ................................................................................................................................................................................................................................................................................................ 0.00 0.00 0.00 2.93% 0.92 0.92 0.31 0.31 1.00 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A .............................................. NA NA Level L5 B2 14.58 0.00 0.00 0.00 0.00 5.34% 1.69 1.69 0.31 0.31 0.55 116 6" o.c. 126 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS 83 21.25 0.00 0.00 0.00 0.00 7.78% 2.46 2.46 0.31 0.31 0.38 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 B4 20.00 0.00 0.00 0.00 0.00 7.33% 2.31 2.31 0.31 0.31 0.40 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 B5 28.67 0.00 0.00 0.00 0.00 10.50% 3.31 3.31 0.31 0.31 0.28 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS B6 41.00 0.00 0.00 0.00 0.00 15.02% 4.74 4.74 0.31 0.31 0.20 116 6" o.c. 116 16d at 6'.' o.c. at 24" o.c. N/A NA NA Level L5 B7 21.25 0.00 0.00 0.00 0.00 7.78% 2.46 2.46 0.31 0.31 0.38 116 6" O.C. 126 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 88 14.58 0.00 0.00 0.00 0.00 5.34% 1.69 1.69 0.31 0.31 0.55 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 89 8.00 0.00 0.00 0.00 0.00 2.93% 0.92 0.92 0.14 0.14 1.00 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 B10 12.42 0.00 0.00 0.00 0.00 4.55% 1.44 1.44 0.13 0.13 0.64 116 6" o.c. 116 16d at 6" o.c. at 24" O.C. N/A NA NA ....................................................................................................................................................................................................................................................................................................................... Level L5 C2 4.50 0.00 0.00 0.00 0.00 1.65% 0.52 0.52 0.31 0.31 1.78 116 6" o.c. 116 ............... 16d at 6" o.c. .................. at 24" o.c. ................ N/A ........................ NA ...................... NA Level L5 C3 6.92 0.00 0.00 0.00 0.00 2.53% 0.80 0.80 0.31 0.31 1.16 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 C4* 13.00 0.00 0.00 0.00 0.00 4.76% 1.50 1.50 0.13 0.13 0.62 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 C5* 20.00 0.00 0.00 0.00 0.00 7.33% 2.31 2.31 0.13 0.13 0.40 116 6" o.c. 116 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 C6 23.50 8.50 4.00 2.50 1.00 5.49% 1.73 1.73 0.30 0.30 1.60 116 6" o.c. 74 16d at 6" o.c. at 24" o.c. N/A 0.87 CS16 Sum 296.50 100% 31.56 31.56 * Refer to attached analysis for walls sharing load between two sections of the building r v Davido Consulting Group Date: 12/18/14 . civil ( structural I land use Made By: JN MMI . _ � _ . . Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 1 Od-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L4 Side Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 33.7% Story shear(kips) = 45.36 Accumulated shear(kips)= 76.92 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Aspect Ratio Panel Shear ( If) Panel Edge Nailing Plate Shear ( If) Plate Nailin Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap Level L4 Al 6.25 0.00 0.00 0.00 0.00 2.23% 1.01 1.57 0.17 0.48 1.48 251 6" o.c. 251 16d at 6" o.c. at 24" o.c. 2,56 NA NA Level L4 A2 19.25 10.00 4.00 2.00 1.00 3.30% 1.50 2.33 0.17 0.48 2.00 251 6" o.c. 121 16d at 6" o.c. at 24" o.c. N/A 1.51 CS16 Level L4 A3 9.83 5.00 4.00 2.67 1.00 1.73% 0.78 1.21 0.17 0.48 1.50 251 6" ox. 124 16d at 6" o.c. at 24" o.c. N/A 2.01 CMSTC16 Level L4 A4 15.50 5.00 4.00 3.50 1.00 3.75% 1.70 2.64 0.17 0.32 1.14 251 6" o.c. 170 16d at 6" o.c. at 24" o.c. N/A 2.64 CMSTC16 .................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L4 B1 8.00 0.00 0.00 0.00 0.00 2.86% 1.30 2.22 0.17 0.47 1.16 278 6" o.c. 278 16d at 6" ox at 16" o.c. 2.52 NA NA Level L4 B2 14.58 0.00 0.00 0.00 0.00 5.21% 2.36 4.05 0.17 0.47 0.63 278 6" ox. 278 16d at 6" ox at 16" ox. 1.48 NA NA Level L4 B3 21.25 0.00 0.00 0.00 0.00 7.59% 3.44 5.90 0.17 0.47 0.44 278 6" ox. 278 16d at 6" ox at 16" ox. N/A NA NA Level L4 B4 20.00 0.00 0.00 0.00 0.00 7.14% 3.24 5.55 0.17 0.47 0.46 278 6" ox. 278 16d at 6" ox at 16" o.c. N/A NA NA Level L4 B5 28.67 0.00 0.00 0.00 0.00 10.24% 4.64 7.96 0.17 0.47 0.32 278 6" o.c. 278 16d at 6" ox at 16" o.c. N/A NA NA Level L4 B6 41.00 0.00 0.00 0.00 0.00 14.64% 6.64 11.38 0.17 0.47 0.23 278 6" ox. 278 16d at 6" ox at 16" ox. N/A NA NA Level L4 B7 21.25 0.00 0.00 0.00 0.00 7.59% 3.44 5.90 0.17 0.47 0.44 278 6" o.c. 278 16d at 6" o.c. at 16" ox. N/A NA NA level L4 68 14.58 0.00 0.00 0.00 0.00 5.21% 2.36 4.05 0.17 0.47 0.63 278 6" O.C. 278 16d at 6" o.c. at 16" ox. 1.48 NA NA Level L4 B9 8.00 0.00 0.00 0.00 0.00 2.86% 1.30 2.22 0.17 0.31 1.16 278 6" o.c. 278 16d at 6" o.c. at 16" o.c. 2.94 NA NA Level L4 B10 12.42 0.00 0.00 0.00 0.00 4.44% 2.01 3.45 0.17 0.30 0.74 278 6" o.c. 278 16d at 6" o.c. at 16" o.c. 2.47 NA NA .................................................................. Level L4 C2 4.50 ................................................................................ 0.00 0.00 0.00 0.00 ......................................................................................................... 1.61 % 0.73 1.25 0.17 0.48 2.06 .................................................................................................................................................................. 278 6" o.c. 278 16d at 6 o.c. at 16" o.c. 3.20 NA NA Level L4 C3 6.92 0.00 0.00 0.00 0.00 2.47% 1.12 1.92 0.17 0.48 1.34 278 6" o.c. 278 16d at 6" o.c. at 16" o.c. 2.69 NA NA Level L4 C4" 13.00 0.00 0.00 0.00 0.00 4.64% 2.11 3,61 0.17 0.31 0.71 278 6" o.c. 278 16d at 6" o.c. at 16" o.c. 2.39 NA NA Level L4 C5' 20.00 0.00 0.00 0.00 0.00 7.14% 3.24 5.55 0.17 0.31 0.46 278 6" o.c. 278 16d at 6" ox. at 16" o.c. 1.70 NA NA Level L4 C6 23.50 8.50 4.00 2.50 1.00 5.36% 2.43 4.16 0.17 0.47 1.60 278 6" o.c. 177 16d at 6" ox. at 24" o.c. N/A 2.08 CMSTC16 Sum 308.50 100% 45.36 76.92 ' Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 12/18/14 DICIG civil I structural I land use Made By: 1N INCORPORATED Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L3 Side Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 33.7% Story shear(kips) = 35.84 Accumulated shear(kips)= 112.76 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width(ft) Opening Hei ht (ft) Opening to Ed a (ft) Plate to 0 enin (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Aspect Ratio Panel Shear ( If) Panel Edge Nailin Plate Shear ( If) Plate Nailin Top Plate LTP4 Resultant HD(ki s) Force at indow (ki s Window 71 Stra Level L3 Al 6.25 0.00 0.00 0.00 0.00 2.23% 0.80 2.37 0.17 0.65 1.48 379 4" o.c. 379 16d at 4" o.c. at 16" o.c. 6.02 NA NA Level L3 A2 19.25 10.00 4.00 2.00 1.00 3.30% 1.18 3.51 0.17 0.65 2.00 379 4" o.c. 182 16d at 6" o.c. at 24" o.c. N/A 2.28 CMSTCI6 Level L3 A3 9.83 5.00 4.00 2.67 1.00 1.73% 0.62 1.83 0.17 0.65 1.50 379 4" o.c. 186 16d at 6" o.c. at 24" o.c. 1.47 3.04 CMSTC16 Level L3 A4 15.50 5.00 4.00 3.50 1.00 3.75% 1.34 3.98 0.17 0.49 .......................................................................................................................................................................................... 1.14 379 4" o.c. 257 16d at 6" o.c. at 24" o.c. 1.71 3.98 CMSTCI6 Level L3 Bl .................5.......................................................................... 8.00 0.00 0.00 0.00 ...................................................................................... 0.00 2.86% 1.02 3.24 0.17 0.64 1.16 406 4" o.c. 406 16d at 4" ox at 12" o.c. 6.09 NA NA Level L3 B2 14.58 0.00 0.00 0.00 0.00 5.21% 1.87 5.91 0.17 0.64 0.63 406 4" o.c. 406 16d at 4" ox at 12" o.c. 4.60 NA NA Level L3 B3 21.25 0.00 0.00 0.00 0.00 7.59% 2.72 8.62 0.17 0.64 0.44 406 4" o.c. 406 16d at 4" ox at 12" o.c. 3.24 NA NA Level L3 B4 20.00 0.00 0.00 0.00 0.00 7.14% 2.56 8.11 0.17 0.64 0.46 406 4" o.c. 406 16d at 4" ox at 12" o.c. 3.49 NA NA Level L3 B5 28.67 0.00 0.00 0.00 0.00 10.24% 3.67 11.63 0.17 0.64 0.32 406 4" ox. 406 16d at 4" ox at 12" ox. 1.77 NA NA Level L3 B6 41.00 0.00 0.00 0.00 0.00 14.64% 5.25 16.63 0.17 0.64 0.23 406 4" o.c. 406 16d at 4" ox at 12" o.c. N/A NA NA Level L3 B7 21.25 0.00 0.00 0.00 0.00 7.59% 2.72 8.62 0.17 0.64 0.44 406 4" ox. 406 16d at 4" o.c. at 12" ox. 3.24 NA NA Level L3 B8 14.58 0.00 0.00 0.00 0.00 5.21% 1.87 5.91 0.17 0.64 0.63 406 4" ox. 406 16d at 4" ox. at 12" o.c. 4.60 NA NA Level L3 89 8.00 0.00 0.00 0.00 0.00 2.86% 1.02 3.24 0.17 0.48 1.16 406 4" o.c. 406 16d at 4" o.c. at 12" o.c. 6.51 NA NA Level L3 B10 12.42 0.00 0.00 0.00 0.00 4.44% 1.59 5.04 0.17 0.47 0.74 406 4" o.c. 406 16d at 4" o.c. at 12" ox. 5:73 NA NA ............................................................................................. Level L3 C2 4.50 0.00 ....................................................................................... 0.00 0.00 0.00 1.61% ........................................................................................................................................................................................................................................... 0.58 1.83 0.17 0.65 2.06 406 4" O.C. 406 16d at 4" o.c. at 12" o.c. 7.16 NA NA Level L3 C3 6.92 0.00 0.00 0.00 0.00 2.47% 0.89 2.81 0.17 0.65 1.34 406 4" o.c. 406 6d at 4" o.c. at 12" o.c. 6.35 NA NA Level L3 C4' 13.00 0.00 0.00 0.00 0.00 4.64% 1.66 5.27 0.17 0.48 0.71 406 4" o.c. 406 16d at 4" o.c. at 12" o.c. 5.60 NA NA Level L3 C5' 20.00 0.00 0.00 0.00 0.00 7.14% 2.56 8.11 0.17 0.48 0.46 406 4" o.c. 406 16d at 4" o.c. at 12" ox 4.49 NA NA Level L3 C6 23.50 8.50 4.00 2.50 1.00 5.36% 1.92 6.08 0.17 0.64 1.60 406 4" o.c. 259 16d at 6" o.c. at 16" o.c. N/A 3.04 CMSTCI6 Sum 308.50 100% 35.84 112.76 ' Refer to attached analysis for walls sharing load between two sections of the building r- 0 rn Davido Consulting Group Date: 12/18/1• E-., civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - North Bldg Side Nails and Sheathing: 1Od-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Side Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 33.7% Story shear(kips) = 27.45 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 140.21 Story Wall Wall D(ft) Opening Width (ft) Opening Hei ht (ft) Opening to Ed a (ft) Plate to 0 enin ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Aspect Ratio Panel Shear ( If) Panel Edge Nailing Plate Shear ( If) A. Bolt Spacing Top Plate LTP4 Resultant HD(kips) Force at indow (ki s) Window Stra Level L2 Al 6.25 0.00 0.00 0.00 0.00 2.17% 0.59 2.97 0.17 0.82 1.48 475 3" o.c. 475 2x at 32" o.c. at 12" o.c. 10.44 NA NA level L2 A2 19.25 10.00 4.00 2.00 1.00 3.21% 0.88 4.39 0.17 0.82 2.00 475 3" o.c. 228 2x at 48" o.c. at 24" o.c. N/A 2.85 CMSTCI6 Level L2 A3 9.83 5.00 4.00 2.67 1.00 1.67% 0.46 2.29 0.17 0.82 1.50 475 3" o.c. 233 2x at 48" o.c. at 24" o.c. 3.21 3.80 CMSTCI6 Level]-2 A4 15.50 5.00 4.00 3.50 1.00 3.64% 1.00 4.98 0.17 0.67 1.14 475 3" o.c. 321 2x at 48" o.c. at 16" o.c. 3.96 4.98 CMSTC14 .............................................................................................................................................................................................................................................................................................................................................................................................................................. Level L2 B1 8.00 0.00 0.00 0.00 0.00 2.77% 0.76 4.01 0.17 0.81 1.16 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 10.60 NA NA Level L2 B2 14.58 0.00 0.00 0.00 0.00 5.05% 1.39 7.30 0.17 0.81 0.63 Sol 3" o.c. 501 2x at 32" o.c. at 12" O.C. 8.64 NA NA Level L2 83 21.25 0.00 0.00 0.00 0.00 7.37% 2.02 10.64 0.17 0.81 0.44 501 3" o.c. 501 2x at 32" o.c. at 12" ox. 6.89 NA NA Level L2 B4 20.00 0.00 0.00 0.00 0.00 6.93% 1.90 10.02 0.17 0.81 0.46 501 3" o.c. 501 2x at 32" o.c. at 12" ox. 7.21 NA NA Level L2 B5 28.67 0.00 0.00 0.00 0.00 9.94% 2.73 14.36 0.17 0.81 0.32 501 3" ox. 501 2x at 32" o.c. at 12" o.c. 5.02 NA NA Level L2 86 41.00 0.00 0.00 0.00 0.00 14.21% 3.90 20.53 0.17 0.81 0.23 501 3" ox. 501 2x at 32" o.c. at 12" o.c. 1.97 NA NA Level L2 B7 21.25 0.00 0.00 0.00 0.00 7.37% 2.02 10.64 0.17 0.81 0.44 Sol 3" o.c. 501 2x at 32" o.c. at 12" o.c. 6.89 NA NA Level L2 B8 14.58 0.00 0.00 0.00 0.00 5.05% 1.39 7.30 0.17 0.81 0.63 Sol 3" o.c. 501 2x at 32" o.c. at 12" o.c. 8.64 NA NA Level L2 89 8.00 0.00 0.00 0.00 0.00 2.77% 0.76 4.01 0.17 0.64 1.16 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 11.02 NA NA Level L2 B10 12.42 0.00 0.00 0.00 0.00 4.31% 1.18 6.22 0.17 0.64 0.74 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 9.90 NA NA ..................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L2 C2 4.50 0.00 0.00 0.00 0.00 1.56% 0.43 2.25 0.17 0.82 2.06 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 12.11 NA NA Level L2 C3 6.92 0.00 0.00 0.00 0.00 2.40% 0.66 3.47 0.17 0.82 1.34 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 10.96 NA NA Level L2 C4' 13.00 0.00 0.00 0.00 0.00 4.51% 1.24 6.51 0.17 0.65 0.71 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 9.71 NA NA Level L2 C5' 20.00 0.00 0.00 0.00 0.00 6.93% 1.90 10.02 0.17 0.65 0.46 501 3" o.c. 501 2x at 32" o.c. at 12" o.c. 8.18 NA NA Level L2 C6 23.50 0.00 0.00 0.00 0.00 8.15% 2.24 8.32 0.17 0.82 0.39 354 4" o.c. 354 2x at 48" o.c. at 16" o.c. 2.19 NA NA Sum 30B.50 IUU% Z/.45 14U.Z1 " Refer to attached analysis for walls sharing load between two sections of the building r 0 LD-18 M LD-19 v v ir c V) J 3 0 w � A 0 0� 4�. Davido Consulting Group Date: 12/18/1. . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" D.C. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Front/Back Direction Total Building Story Shear (kips) = 93.66 Percentage of Tote I= 30.9% Story shear(kips) = 28.94 Story height (ft) = 8.25 Story Wall Wall D ft Opening Width ft Opening Height ft Opening to Edge ft Plate to Opening ft %Sharing Story V(kips) Sum V(kips) Story DL kl Sum DL klf Aspect Panel Ratio Shear ( 1 Panel Edge Nailin Plate Shear (plo BTM Plate Nailing Top Plate LTP4 Resutant l I HD(kips) Force at lWindow (kips Window Strap Level L5 Al 25.00 11.00 4.00 4.50 1.00 4.82% 1.39 1.39 0.17 0.17 0.89 100 6" D.C. 56 16d at 6" D.C. at 24" o.c. N/A 1.34 CS16 Level L5 A3 4.50 0.00 0.00 0.00 0.00 1.55% 0.45 0.45 0.17 0.17 1.83 100 6" o.c. 100 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 A4 4.50 0.00 0.00 0.00 0.00 1.55% 0.45 0.45 0.17 0.17 1.83 100 6" D.C. 100 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 AS 4.67 0.00 0.00 0.00 0.00 1.61 % 0.47 0.47 0.17 0.17 1.77 100 6" D.C. 100 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 A6 4.58 0.00 0.00 0.00 0.00 1.58% 0.46 0.46 0.17 0.17 1.80 100 6" D.C. 100 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 A7 7.00 0.00 0.00 0.00 0.00 2.41 % 0.70 0.70 0.17 0.17 1.18 100 6" D.C. 100 16d at 6" D.C. at 24" D.C. N/A NA NA Level L5 A9 16.58 6.00 4.00 4.50 1.00 3.64% 1.05 1.05 ....... 0.17 0.17 0.89 100 6".o.c. ... ......64 16d...........................................................................at 6" D.C. at 24" D.C. N/A 1.34 CS16 ................................................................................................................................................................................................................................. Level L5 133 8.25 0.00 0.00 .............. 0.00 .............. 0.00 ........................................ 2.84% 0.82 0.82 0.17 0.17 1.00 100 6" D.C. 100 16d at 6" ox. at 24" D.C. N/A NA NA Level LS B3 22.00 0.00 0.00 0.00 0.00 7.57% 2.19 2.19 0.17 0.17 0.38 100 6" o.c. 100 16d at 6" D.C.at 24" o.c. N/A NA NA Level L5 B4 18.00 0.00 0.00 0.00 0.00 6.20% 1.79 1.79 0.17 0.17 0.46 100 6" D.C. 100 16d at 6" D.C.at 24" D.C. N/A NA NA Level L5 85 21.25 0.00 0.00 0.00 0.00 7.31% 2.12 2.12 0.17 0.17 0.39 100 6" D.C. 100 16d at 6" D.C.at 24" D.C. N/A NA NA Level L5 86 28.67 0.00 0.00 0.00 0.00 9.87% 2.86 2.86 0.17 0.17 0.29 100 6" D.C. 100 16d at 6" D.C.at 24" D.C. N/A NA NA Level L5 B7 22.00 0.00 0.00 0.00 0.00 7.57% 2.19 2.19 0.17 0.17 0.38 100 6" D.C. 100 16d at 6" D.C.at 24" D.C. N/A NA NA Level LS B8 18.00 0.00 0.00 0.00 0.00 6.20% 1.79 1.79 0.17 0.17 0.46 100 6" D.C. 100 16d at 6" D.C.at 24" D.C. N/A NA NA Level L5 B9 18.00 0.00 0.00 0.00 0.00 6.20% 1.79 1.79 0.17 0.17 0.46 100 6" D.C. 100 16d at 6" o.c at 24" D.C. N/A NA NA Level L5 810 17.00 0.00 0.00 0.00 0.00 5.85% 1.69 1.69 0.17 0.17 0.49 100 6" D.C. 100 16d at 6" D.C.at 24" D.C. N/A NA NA Level LS 811 18.00 0.00 0.00 0.00 0.00 6.20% 1.79 1.79 0.17 0.17 0.46 100 6" D.C. 100 16d at 6" D.C.at 24" D.C. N/A NA NA Level L5 B12 17.00 0.00 0.00 0.00 0.00 5.85% 1.69 1.69 0.17 0.17 0.49 100 6" D.C. 100 16d at 6" D.C.at 24" D.C. N/A NA NA Level L5 B13 8.00 0.00 0.00 0.00 0.00 2.75% 0.80 0.80 0.17 0.17 1.03 100 6" D.C. 100 16d at 6" D.C.at 24" D.C. N/A NA NA Level LS B14 8.25 0.00 0.00 0.00 0.00 2.84% 0.82 0.82 0.17 0.17 1.00 100 6" D.C. 100 l6d at 6" o.c at 24" D.C. N/A NA NA ................................................................................................................................................................................................................................................. Level L5 C1 19.25 10.00 4.00 2.00 1.00 3.18% 0.92 0.92 0.17 0.17 2.00 100 ................. 6" D.C. .................................................................................................................. 48 6d at 6" o.c. at 24" o.c. N/A 0.60 CS16 Level L5 C2 7.00 0.00 0.00 0.00 0.00 2.41 % 0.70 0.70 0.17 0.17 1.18 100 6" D.C. 100 ill 6d at 6" o.c.1 at 24" o.c. N/A NA NA Sum 31 /.bu C8.94 LB.`J4 Refer to attached analysis for walls sharing load between two sections of the building r 0 fJ O Davido Consulting Group Date: 12/18/14 E-a civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Front/Back Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 30.9% Story shear(kips) = 41.59 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 70.53 Story Wall Wall O Opening Width ft Opening Hei ht ft Opening to Ed e ft Plate to 0 enin ft %Sharing Story V(kips) Sum V(kips) Story Sum DL(klf) DL(kl Aspect Panel Ratio Shear (I Panel Edge NailingShear Plate (I Plate Nailin I Top Plate LTP4 Resultant HD(kips)indow Forceat ki s Window Stra Level L4 Al 25.00 11.00 4.00 4.50 1.00 4.8% 2.00 3.40 0.18 0.35 0.89 243 6" o.c. 136 16d at 6" o.c. at 24" o.c. N/A 3.28 CMSTC16 Level L4 A3 4.50 0.00 0.00 0.00 0.00 1.5% 0.64 1.09 0.18 0.35 2.06 243 6" o.c. 243 16d at 6" o.c. at 24" o.c. 2.92 NA NA Level L4 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.64 1.09 0.18 0.35 2.06 243 6" o.c. 243 16d at 6" o.c. at 24" o.c. 2.92 NA NA Level L4 A5 4.67 0.00 0.00 0.00 0.00 1.6% 0.67 1.13 0.18 0.35 1.98 243 6" o.c. 243 16d at 6" o.c. at 24" o.c. 2.88 NA NA Level L4 A6 4.58 0.00 0.00 0.00 0.00 1.6% 0.66 1.11 0.18 0.35 2.02 243 6" o.c. 243 16d at 6" o.c. at 24" o.c. 2.90 NA NA Level L4 A7 7.00 0.00 0.00 0.00 0.00 2.4% 1.00 1.70 0.18 0.35 1.32 243 6" o.c. 243 16d at 6" o.c. at 24" o.c. 2.51 NA NA Level L4 A9 16.58 6.00 4.00 4.50 1.00 3.6% 1.51 2.57 0.18 0.35 0.89 243 6" o.c. 155 16d at 6" o.c. at 24" o.c. N/A 3.28 CMSTC16 ................................................................................................................................................................................................................................................................................................................................................................................................ Level L4 B1 8.25 0.00 0.00 0.00 0.00 2.8% 1.18 2.00 0.18 0.35 1.12 243 6" o.c. 243 16d at 6" o.c at 24" o.c. 2.34 NA NA Level L4 B3 22.00 0.00 0.00 0.00 0.00 7.6% 3.15 5.34 0.18 0.35 0.42 243 6" o.c. 243 16d at 6" o.c at 24" o.c. N/A NA NA Level L4 B4 18.00 0.00 0.00 0.00 0.00 6.2% 2.58 4.37 0.18 0.35 0.51 243 6" o.c. 243 16d at 6" o.c at 24" o.c. 1.21 NA NA Level L4 B5 21.25 0.00 0.00 0.00 0.00 7.3% 3.04 5.16 0.18 0.35 0.44 243 6" o.c. 243 16d at 6" o.c at 24" o.c. 0.85 NA NA Level L4 B6 28.67 0.00 0.00 0.00 0.00 9.9% 4.10 6.96 0.18 0.35 0.32 243 6" o.c. 243 16d at 6" o.c at 24" o.c. N/A NA NA Level L4 B7 22.00 0.00 0.00 0.00 0.00 7.6% 3.15 5.34 0.18 0.35 0.42 243 6" o.c. 243 16d at 6" o.c at 24" o.c. N/A NA NA Level L4 B8 18.00 0.00 0.00 0.00 0.00 6.2% 2.58 4.37 0.18 0.35 0.51 243 6" o.c. 243 16d at 6" ox at 24" o.c. 1.21 NA NA Level L4 B9 18.00 0.00 0.00 0.00 0.00 6.2% 2.58 4.37 0.18 0.35 0.51 243 6" o.c. 243 16d at 6" ox at 24" o.c. 1.21 NA NA Level L4 B10 17.00 0.00 0.00 0.00 0.00 5.9% 2.43 4.13 0.18 0.35 0.54 243 6" o.c. 243 16d at 6" ox at 24" o.c. 1.32 NA NA Level L4 B11 18.00 0.00 0.00 0.00 0.00 6.2% 2.58 4.37 0.18 0.35 0.51 243 6" o.c. 243 16d at 6" ox at 24" o.c. 1.21 NA NA Level L4 812 17.00 0.00 0.00 0.00 0.00 5.9% 2.43 4.13 0.18 0.35 0.54 243 6" o.c. 243 16d at 6" ox at 24" o.c. 1.32 NA NA Level L4 813 8.00 0.00 0.00 0.00 0.00 2.8% 1.15 1.94 0.18 0.35 1.16 243 6" o.c. 243 16d at 6" ox at 24" o.c. 2.37 NA NA Level L4 B14 8.25 0.00 0.00 0.00 0.00 2.8% 1.18 2:00 0.18 0.35 1.12 243 6" o.c. 243 16d at 6" o.c. at 24" O.C. 2.34 NA NA .................. Level L4 C1 ............................................................................................................................................................................................................................... 19.25 10.00 4.00 2.00 1.00 3.2% 1.32 2.25 0.18 0.35 2.00 243 6" 0.c. ................. 117 ......................................... 16d at 6" O.C. at 24" o.c. ........................................................ N/A 1.46 CS16 Level L4 C2 7.00 0.00 0.00 0.00 0.00 2.4% 1.00 1.70 0.18 0.35 1.32 243 6" o.c. 243 16d at 6" o.c. at 24" O.C. 2.51 NA NA Sum 31/.bu 41.b9 /U.J3 Refer to attached analysis for walls sharing load between two sections of the building r- 0 N Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Front/Back Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 30.9% Story shear(kips) = 32.87 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 103.39 Story Wall Wall D ft Opening Width ft Opening Hei ht ft Opening to Ed e ft Plate to 0 enin ft %Sharing Story V(kips) Sum V(kips) Story DL kl Sum DL kl Aspect Panel Ratio Shear I Panel Edge Nailing Plate JShear(plol Plate Nailing Top Plate LTP4 Resultant I HD(kips) Force at [Window (kips)Stra Window Level L3 Al 25.00 11.00 4.00 4.50 1.00 4.8% 1.58 4.98 0.18 0.53 0.89 356 4" o.c. 199 16d at 6" o.c. at 24" o.c. N/A 4.80 )esign Req'c Level L3 A3 4.50 0.00 0.00 0.00 0.00 1.5% 0.51 1.60 0.18 0.53 2.06 356 4" o.c. 356 16d at 4" o.c. at 16" o.c. 6.35 NA NA Level L3 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.51 1.60 0.18 0.53 2.06 356 4" o.c. 356 16d at 4" ox, at 16" o.c. 6.35 NA NA Level L3 AS 4.67 0.00 0.00 0,00 0.00 1.6% 0.53 1.66 0.18 0.53 1.98 356 4" o.c. 356 16d at 4" ox, at 16" o.c. 6.29 NA NA Level L3 A6 4.58 0.00 0.00 0.00 0.00 1.6% 0.52 1.63 0.18 0.53 2.02 356 4" o.c. 356 16d at 4" ox, at 16" o.c. 6.32 NA NA Level L3 A7 7.00 0.00 0.00 0.00 0.00 2.4% 0.79 2.49 0.18 0.53 1.32 356 4" o.c. 356 16d at 4" o.c. at 16" o.c. 5.65 NA NA Level L3 A9 16.58 6.00 4.00 4,50 1.00 3.6% 1.20 3..7.7 0.18 0.53 0.89 356 4" o.c. 227 16d at 6" o.c. at 24" o.c. 1.46 4.80 esign Req't .............................................................................................................................................................................................................................................................................................................................................................................. Level L3 B1 8.25 0.00 .............. 0.00 0.00 0.00 .. 2.8% 0.93 . 2.94 0.18 0.53 1.12 356 4" o.c. 356 16d at 4" o.c. at 16" o.c. 5.37 NA NA Level L3 B3 22.00 0.00 0.00 0.00 0.00 7.6% 2.49 7.83 0.18 0.53 0.42 356 4" o.c. 356 16d at 4" o.c, at 16" o.c. 2.92 NA NA Level L3 B4 18.00 0.00 0.00 0.00 0.00 6.2% 2.04 6.41 0.18 0.53 0.51 356 4" o.c. 356 16d at 4" o.c. at 16" o.c. 3.59 NA NA Level L3 B5 21.25 0.00 0.00 0.00 0.00 7.3% 2.40 7.56 0.18 0.53 0.44 356 4" o.c. 356 16d at 4" o.c. at 16" o.c. 3.04 NA NA Level L3 B6 28.67 0.00 0.00 0.00 0.00 9.9% 3.24 10.20 0.18 0.53 0.32 356 4" o.c. 356 16d at 4" o.c. at 16" o.c. 1.82 NA NA Level L3 B7 22.00 0.00 0.00 0.00 0.00 7.6% 2.49 7.83 0.18 0.53 0.42 356 4" o.c. 356 16d at 4" o.c. at 16" o.c. 2.92 NA NA Level L3 BB 18,00 0.00 0.00 0.00 0.00 6.2% 2.04 6.41 0.18 0.53 0.51 356 4" o.c. 356 16d at 4" ox at 16" o.c. 3.59 NA NA Level L3 B9 18.00 0.00 0.00 0.00 0.00 6.2% 2.04 6.41 0.18 0.53 0.51 356 4" o.c. 356 16d at 4" ox at 16" o.c. 3.59 NA NA Level L3 B10 17.00 0.00 0.00 0.00 0.00 5.9% 1.92 6.05 0.18 0.53 0.54 356 4" o.c. 356 16d at 4" ox at 16" o.c. 3.76 NA NA Level L3 B11 18.00 0.00 0.00 0.00 0.00 6.2% 2.04 6.41 0.18 0.53 0.51 356 4" o.c. 356 16d at 4" ox at 16" o.c. 3.59 NA NA Level L3 B12 17.00 0.00 0.00 0.00 0.00 5.9% 1.92 6.05 0.18 0.53 0.54 356 4" o.c. 356 16d at 4" ox at 16" o.c. 3.76 NA NA Level L3 B13 8.00 0.00 0.00 0.00 0.00 2.8% 0.91 2.85 0.18 0.53 1.16 356 4" o.c. 356 16d at 4" ox at 16" o.c. 5.42 NA NA Level L3 B14 8.25 0.00 0.00 0.00 0.00 2.8% 0.93 2.94 0.18 0.53 1.12 356 4" o.c. 356 16d at 4" o.c. at 16" o.c. 5.37 NA NA ........................................................................................................................................ Level L3 C1 19.25 10.00 4.00 2.00 ................. 1.00 ................................................................................................................................................................................................................................. 3.2% 1.05 3.29 0.18 0.53 2.00 356 4" O.C. 171 16d at 6" o.c. at 24" o.c. N/A 2.14 CMSTCI6 Level L3 C2 7.00 0.00 0.00 0.00 0.00 2.4% 0.79 2.49 0.18 0.53 1.32 356 4" o.c. 356 16d at 4" o.c. at 16" o.c. 5.65 NA NA Sum 317.50 3Z.ti/ ius.na *Refer to attached analysis for walls sharing load between two sections of the building r 0 N N Davido Consulting Group Date: 12/18/14 DICIG civil I structural I land use Made By: JN INCORPORATED Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at16"o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L2 Front/Back Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 30.9% Story shear(kips) = 25.17 Accumulated shear(kips)= 128.56 Story height (ft) = 9.25 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Aspect Panel Ratio Shear ( If) Panel Edge I Nailin Plate Shear ( If) A. Bolt Spacing Top Plate LTP4 Resultant I HD(kips)[Window Force at (ki s) Window Strap Level L2 Al 4.58 0.00 0.00 0.00 0.00 1.6% 0.40 2.03 0.18 0.71 2.02 444 4" o.c. 444 2x at 32" o.c. at 12" o.c. 3.51 NA NA Level L2 A2 14.25 5.00 4.00 4.50 1.00 3.2% 0.80 4.11 0.18 0.71 0.89 444 4" o.c. 288 2x at 48" o.c. at 16" o.c. N/A 5.99 CMSTC14 Level L2 A3 4.50 0.00 0.00 0.00 0.00 1.5% 0.39 2.00 0.18 0.71 2.06 444 4" o.c. 444 2x at 32" o.c. at 12" o.c. 10.69 NA NA Level L2 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.39 2.00 0.18 0.71 2.06 444 4" o.c. 444 2x at 32" o.c. at 12" o.c. 10.69 NA NA Level L2 AS 4.67 0.00 0.00 0.00 0.00 1.6% 0.40 2.07 0.18 0.71 1.98 444 4" o.c. 444 2x at 32" o.c. at 12" o.c. 10.60 NA NA Level L2 A6 4.58 0.00 0.00 0.00 0.00 1.6% 0.40 2.03 0.18 0.71 2.02 444 4" o.c. 444 2x at 32" o.c. at 12" o.c. 10.65 NA NA Level L2 A7 7.00 0.00 0.00 0.00 0.00 2.4% 0.61 3.11 0.18 0.71 1.32 444 4" o.c. 444 2x at 32" o.c. at 12" o.c. 9.66 NA NA Level L2 A8 6.00 0.00 0.00 0.00 0.00 2.1 % 0.52 2.66 0.18 0.71 1.54 444 4" o.c. 444 2x at 32" o.c. at 12" o.c. 3.08 NA NA Level L2 A9 4.58 0.00 0.00 0.00 0.00 1.6% 0.40 2.03 0.18 0.71 2.02 444 4" o.c. 444 2x at 32" o.c. at 12" o.c. 3.51 NA NA .............................................................................................................................. Level L2 81 8.25 0.00 0.00 0.00 ................................................. 0.00 2.8% ................................................................................................................................................................................................................. 0.72 3.65 0.18 0.71 1.12 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 9.25 NA NA Level L2 83 22.00 0.00 0.00 0.00 0.00 7.6% 1.91 9.74 0.18 0.71 0.42 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 5.89 NA NA Level L2 B4 18.00 0.00 0.00 0.00 0.00 6.2% 1.56 7.97 0.18 0.71 0.51 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 6.80 NA NA Level L2 B5 21.25 0.00 0.00 0.00 0.00 7.3% 1.84 9.41 0.18 0.71 0.44 443 4" o.c. 443 2x at 32" ox. at 12" o.c. 6.06 NA NA Level L2 136 28.67 0.00 0.00 0.00 0.00 9.9% 2.49 12.69 0.18 0.71 0.32 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 4.41 NA NA Level L2 B7 22.00 0.00 0.00 0.00 0.00 7.6% 1.91 9.74 0.18 0.71 0.42 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 5.89 NA NA Level L2 B8 18.00 0.00 0.00 0.00 0.00 6.2% 1.56 7.97 0.18 0.71 0.51 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 6.80 NA NA Level L2 89 18.00 0.00 0.00 0.00 0.00 6.2% 1.56 7.97 0.18 0.71 0.51 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 6.80 NA NA Level L2 810 17.00 0.00 0.00 0.00 0.00 5.9% 1.47 7.52 0.18 0.71 0.54 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 7.03 NA NA Level L2 BSS 18.00 0.00 0.00 0.00 0.00 6.2% 1.56 7.97 0.18 0.71 0.51 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 6.80 NA NA Level L2 B12 17.00 0.00 0.00 0.00 0.00 5.9% 1.47 7.52 0.18 0.71 0.54 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 7.03 NA NA Level L2 B13 8.00 0.00 0.00 0.00 0.00 2.8% 0.69 3.54 0.18 0.71 1.16 443 4" o.c. 443 2x at 32" o.c. at 12" o.c. 9.33 NA NA Level L2 814 8.25 0.00 0.00 0.00 0.00 2.8% 0.72 3:65 0.18 0:71 1.12 443 4" o.c. 443 2x at 32" ox at 12" O.C. 9.25 NA NA ...... ................... Level L2 C7 .......................................................---...................................................................................................................................................................... 19.25 10.00 4.00 2.00 1.00 3.2% 0.80 4.09 0.18 0.71 2.00 443 4" o.c. ................. 213 ..................... 2x at 48" o.c. ...................................................................... at 24" o.c. 0.94 2.66 CMSTCI6 Level L2 C2 7.00 0.00 0.00 0.00 0.00 2.4% 0.61 3.10 0.18 0.71 1.32 443 4" o.c. 443 2x at 32" o.c. at 12 o.c. 9.65 NA I NA Sum 305.33 25.17 128.56 *Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Side Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 30.9% Story shear(kips) = 28.94 Story height (ft) = 8.25 Total Width(ft) = 146.00 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width (ft) %Sharing Story V(ki s) Sum V(ki s) Story DL(klf) Sum DL(kIf) Panel Shear ( If) Panel Edge Nailing I Plate Shear ( If) BTM Plate Nailin I Top Plate LTP4 Resultant HD(ki s) Level L5 D1 * 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 0.78 0.78 0.14 0.14 60 6" o.c. 60 16d at 6" o.c. at 24" o.c. N/A Level L5 D2* 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.20 1.20 0.14 0.14 60 6" o.c. 60 16d at 6" o.c. ............................................................................. at 24" o.c. N/A ........................................................................................................................................................................................................................................................................................................................................................... Level L5 El 23.00 0.00 0.00 0.00 0.00 25.00 63.0% 3.12 3.12 0.14 0.14 136 6" O.C. 136 16d at 6" ox. at 24" o.c. N/A Level LS E2 13.50 0.00 0.00 0.00 0.00 25.00 37.0% 1.83 1.83 0.14 0.14 136 6" o.c. ......... ....... 136 16d at 6" o.c. at 24" o.c. N/A ........................................................... Level LS F1 13.50 ........................................................................... 0.00 0.00 0.00 ...................................................................................................................................................................................................................................................................... 0.00 30.00 37.0% 2.20 2.20 0.14 0.14 163 6" o.c. 163 l6d at 6" o.c. at 24" o.c. 0.82 Level L5 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0% 3.75 3:75 0.14 0.14 163 6" ox: 163 16d at 6" ox. at 24" o.c. N/A ............................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L5 GI 23.00 0.00 0.00 0.00 0.00 26.00 63.0•� 3.25 3.25 0.14 0.14 141 6" o.c. 141 16d at 6" o.c. at 24" o.c. N/A Level L5 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.00A 1.91 1.91 0.14 0.14 141 6" o.c. ............................................................................................................... 141 16d at 6" o.c. at 24" o.c. N/A ........................................................................................................................................................................................................................................................................................................................ Level L5 H1 13.50 0.00 0.00 0.00 0.00 22.00 37.09A 1.61 1.61 0.14 0.14 119 6" o.c. 129 l6d at 6" o.c. at 24" o.c. N/A Level L5 H2 23.00 0.00 0.00 0.00 0.00 22.00 63.0% 2.75 2.75 0.14 0.14 119 6" o.c. 119 16d at 6" o.c. at 24" o.c. N/A ............................................................................................................................................................................................................................................................................................................................................................................................................................ Level LS 11 23.00 0.00 0.00 0.00 0.00 23.00 63.0% 2.87 2.87 0.14 0.14 125 6" o.c. 125 16d at 6" o.c. at 24" o.c. N/A Level LS 12 13.50 0.00 0.00 0.00 0.00 23.00 37.0% 1.69 1.69 0.14 0.14 125 6" o.c. 125 16d at 6" o.c. at 24" o.c. N/A ......................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L5 J1 * 13.50 0.00 0.00 0.00 0.00 10.00 35.1 % 0.70 0.70 0.14 0.14 51 6 o.c. 51 16d at 6 o.c. at 24 o.c. N/A I Level L5 J2* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.29 1.29 0.14 0.14 51 6" o.c. 51 16d at 6" o.c. at 24" o.c. N/A Sum 254.00 Z8.94 28.94 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 12/18/14 lei civil I structural ( land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Side Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 30.9% Story shear(kips) = 41.59 Story height (ft) = 9.25 Total Width(ft) = 146.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 70.53 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(ki s) Story DL(klf) Sum DL(klf) Panel Shear ( If) Panel Edge Nailing Plate Shear ( If) Plate Nailing Top Plate LTP4 Resultant HD(kips) Level L4 D1 * 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 1.12 1.90 0.25 0.38 146 6" o.c. 146 16d at 6" o.c. at 24" o.c. N/A Level L4 D2* 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.73 2.93 0.25 0.38 146 6" o.c. 146 16d at 6" o.c. at 24" o.c. N/A .............................................................................................................................................................................................................................................................................................................................................................................................................................................. Level L4 El 23.00 0.00 0.00 0.00 0.00 25.00 63.0% 4.49 7.61 0.37 0.51 331 4" o.c. 331 16d at 4' o.c. at 16 O.C. N/A LevelL4 E2 13.50 0.00 0.00 0.00 0.00 25.00 37.0% 2.63 4.47 0.37 0.51 331 4" o.c. 331 16d at 4" o.c. at 16" o.c. 2.21 ............................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L4 F1 13.50 0.00 0.00 0.00 0.00 30.00 37.0'/0 3.16 5.36 0.37 0.51 397 4" o.c. 397 16d at 4" o.c. at 12" o.c. 3.08 Level L4 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0% 5.38 9.13 0.37 0.51 397 4" o.c. 397 16d at 4" o.c. at 12" o.c. 1.55 ............................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L4 G1 23.00 0.00 0.00 0.00 0.00 26.00 63.0% 4.67 7.91 0.37 0.51 344 4" ox. 344 16d at 4" o.c. at 16" o.c. 0.86 Level L4 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.0*/6 2.74 4.65 0.37 0.51 344 4" ox: 344 16d at 4" ox. at 16" ox 2.38 ............................................................................................................................................................................................................................................................................................................................................................................................................................................ Level L4 H1 13.50 0.00 0.00 0.00 0.00 22.00 37.05r6 2.32 3.93 0.37 0.51 291 6" o.c. 291 16d at 6" o.c. at 16" o.c. 1.69 Level L4 H2 23.00 0.00 0.00 0.00 0.00 22.00 63.0% 3.95 6.70 0.37 0.51 291 6" o.c. 291 16d at 6" o.c. at 16" o.c. N/A ....................... ................................................................................................................................................................................................................................................................................................ Level L4 11 23.00 0.00 0.00 0.00 0.00 23.00 63.0% 4.13 7.00 0.37 0.51 304 .................................................................. 6" o.c. 304 ...................................................... 16d at 6" o.c. at 16" o.c. N/A Level L4 12 13.50 0.00 0.00 0.00 0.00 23.00 37.0% 2.42 4.11 0.37 0.51 304 6" o.c. 304 16d at 6" o.c. at 16" o.c. 1.86 ............... ................................................................. Level L4 J1 * 13.50 ................................ 0.00 0.00 .......................................................................................................................................................................................................................... 0.00 0.00 10.00 35.1 % 1.00 1.69 0.25 0.38 125 6 O.C. .... ............... 125 ...... .......... : ....................... 16d at 6 o.c. :................................. at 24 o.c. N/A Level L4 J2* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.85 3.14 0.37 0.51 125 6" o.c. 125 16d at 6" o.c. at 24" o.c. N/A Sum 254.00 41.59 /U.b3 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Side Direction Total Building Story Shear (kips) = 106.36 Percentage of Total= 30.9% Story shear(kips) = 32.87 Story height (ft) = 9.25 Total Width(ft) = 146.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 103.39 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) Trib.Width (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear ( If) Panel Edge Nailing Plate Shear ( If) Plate Nailing Top Plate LTP4 Resultant HD(kips) Level L3 D1 * 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 0.89 2.79 0.25 0.63 215 6" o.c. 215 16d at 6" o.c. at 24" o.c. 1.44 Level L3 D2* 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.36 4.29 0.25 0.63 215 6" o.c. 215 16d at 6" o.c. at 24" o.c. N/A ............................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L3 El 23.00 0.00 0.00 0.00 0.00 25.00 63.0% 3.55 11.16 0.37 0.88 485 3" o.c. 485 16d at 4" o.c. at 12" o.c. 2.67 Level L3 E2 13.50 0.00 0.00 0.00 0.00 25.00 37.00A 2.08 6.55 0.37 0.88 485 ........................................................................................................................................................ 3" o.c. 485 16d at 4" ox. at 12" o.c. 5.31 .......................................................................................................................................................................................................... Level L3 F1 13.50 0.00 0.00 0.00 0.00 30.00 ... 37.09A .................................................................... 2.50 7.86 0.37 0.88 582 3" o.c. 582 16d at 3" o.c. at 8" o.c. 7.11 Level L3 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0% 4.26 13.39 0.37 0.88 582 3" o.c. 582 16d at 3" ox. at 8" O.C. 4.44 ................................................................................................... Level L3 Gl 23.00 0.00 ................................................................................................................................................................................................................................................................................................................................... 0.00 0.00 0.00 26.00 63.0•� 3.69 11.60 0.37 0.88 504 3" o.c. 504 16d at 3" o.c. at 12" o.c. 3.02 Level L3 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.05A 2.16 6.81 0.37 0.88 504 3" o.c. 504 16d at 3" ox. at 12" o.c. 5.67 ...............................................................................................................-.............................................................................................................................................................................................................................................................................................................................. Level L3 H1 13.50 0.00 0.00 0.00 0.00 22.00 37.0•90 1.83 5.76 0.37 0.88 427 4" O.C. 427 16d at 4" o.c. at 12" o.c. 4.23 Level L3 H2 23.00 0.00 0.00 0.00 0.00 22.00 63.0% 3.12 9.82 0.37 0.88 427 4" o.c. 427 16d at 4" o.c. at 12" o.c. 1.61 ............................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L3 11 23.00 0.00 0.00 0.00 0.00 23.00 63.0% 3.26 10.26 0.37 0.88 446 4" o.c. 446 16d at 4" o.c. at 12" o.c. 1.96 Level L3 12 13.50 0.00 0.00 0.00 0.00 23.00 37.0% 1.91 6.02 0.37 0.88 446 4" o.c. 446 16d at 4" o.c. at 12" o.c. 4.59 ........................................................................................................................................................................................................................................................................................................................................................................................................................................ Level L3 11 * 13.50 0.00 0.00 0.00 0.00 10.00 35.1 % 0.79 2.48 0.25 0.63 184 6 o.c. 184 16d at 6 o.c. at 24 o.c. N/A Levell.3 J2* 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.46 4.60 0.37 0.88 184 6" o.c. 184 16d at 6" o.c. at 24" o.c. N/A Sum 254.00 3Z.87 103.39 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN a Project: Tukwila Village Bldg E Description: Shear Wall Design - East Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Side Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 30.9% Story shear(kips) = 25.17 Story height (ft) = 9.25 Total Width(Ft) = 146.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 128.56 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Ede (ft) Plate to Opening (ft) Trib.Width (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear ( If) Panel Edge Nailing Plate Shear ( If) A. Bolt Spacing Top Plate LTP4 Resultant HD(kips) Level L2 D1 * 13.00 0.00 0.00 0.00 0.00 10.00 39.4% 0.68 3.47 0.25 0.87 267 6" o.c. 267 2x at 48" o.c. at 16" o.c. 3.01 Level L2 D2' 20.00 0.00 0.00 0.00 0.00 10.00 60.6% 1.04 5.34 0.25 0.87 267 6" o.c. 267 2x at 48" o.c. at 16" o.c. 1.09 ............................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L2 El 23.00 0.00 0.00 0.00 0.00 25.00 63.0% 2.72 13.87 0.37 1.25 603 2" o.c. 603 2x at 32" o.c. at 8" o.c. 5.76 levelL2 E2 13.50 0.00 0.00 0.00 0.00 25.00 37.0% 1.59 8.14 0.37 1.25 603 2" ox. 603 ............ 2x .at .32" o.c. ............................................... at 8" ox.......... 9.55 ................ ...................................................................................................................................................................................................................................................................................................................................................... Level L2 F1 13.50 0.00 0.00... 0.00 0.00 30.00 37.0D/o 1.91 9.77 0.37 1.25 724 2" o.c. 724 2x at 16" o.c. at 8" o.c. 12.50 Level L2 F2 23.00 0.00 0.00 0.00 0.00 30.00 63.0°.6 3.26 16.65 0.37 1.25 724 2" o.c. 724 2x at 16" o.c. at 8" o.c. 8.67 ............................................................................................................................................................................................................................................................................................................................................................................................................................................ Level L2 Gi 23.00 0.00 0.00 0.00 0.00 26.00 63.0% 2.82 14.43 0.37 1.25 627 2" o.c. 627 2x at 32" o.c. at 8" O.C. 6.34 Level L2 G2 13.50 0.00 0.00 0.00 0.00 26.00 37.0% 1.66 8.47 0.37 1.25 627 2" ox. 627 2x at 32" o.c. at 8" o.c. 20.14 ................................................................................................................................................................ Level L2 H1 13.50 0.00 0.00 0.00 0.00 ...................................................................................................................................................................................................................................................................... 22.00 37.096 1.40 7.17 0.37 1.25 531 3" o.c. 531 2x at 32" o.c. at 8" O.C. 7.77 Level L2 H2 23.00 0.00 0.00 0.00 0.00 22.00 63.0% 2.39 12.21 0.37 1.25 531 3" o.c. 531 2x at 32" o.c. at 8" o.c. 4.01 Level L2 ............................................................................................................................................................................................................................................................................................................................................................................................................................ 11 23.00 0.00 0.00 0.00 0.00 23.00 63.0% 2.50 12.76 0.37 1.25 555 3" o.c. 555 2x at 32" o.c. at 8" O.C. 4.60 Level L2 12 13.50 0.00 0.00 0.00 0.00 23.00 37.09/6 1.47 7.49 0.37 1.25 555 3" o.c. 555 2x at 32" o.c. at 8" O.C. 8.36 LeveIL2 11' 13.50 0.00 0.00 0.00 0.00 10.00 35.1% 0.60 3.09 0.25 0.87 229 6" o.c. ..................................................................................................... 229 2x at 48 o.c. at 24" o.c. 1.94 Level L2 12' 25.00 0.00 0.00 0.00 0.00 10.00 64.9% 1.12 5.72 0.37 1.25 229 6" o.c. 229 2x at 48" o.c. at 24" o.c. N/A Sum 254.00 25.11 1Z8.5b " Refer to attached analysis for walls sharing load between two sections of the building r 0 N 4 LD-28 ti? O6,\ NV kA H S cf� 09 I tt, LD-29 �S`�vi� csC a A L/16 Davido Consulting Group Date: 12/18/14 E.- civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Front/Back Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 35.4% Story shear(kips) = 33.16 Story height (ft) = 8.25 Total Width(ft) = 154.00 Story Wall Wall D(ft) Opening Width (ft) Opening Hei ht (ft) Opening to Ed a (ft) Plateto 0 enin (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story Sum Panel DL(klf) DL(kl0 Shear ( If) Panel Edge Nailing I Plate Shear ( If) BTM Plate Nailin Top Plate LTP4 Resultanti HD(kips) s) Force at indow (kips Window Stra Level L5 01 33.50 10.00 4.00 2.75 1.00 20.00 54.0% 2.33 2.33 0.15 0.15 99 6" o.c. 69 16d at 6" o.c. at 24" o.c. N/A 0.82 CS16 Level L5 D3 20.00 0.00 0.00 0.00 0.00 20.00 46.0% 1.98 1.98 0.15 0.15 99 6" o.c. 99 16d at 6" o.c. at 24" o.c. N/A NA NA ............................................................................................... Level L5 El 23.00 0.00 ................................................................................................... 0.00 0.00 0.00 30.00 50.0% I ................................................... 3.23 3.23 0.14 0.14 140 6" o.c. 140 16d at 6" o.c at 24" o.c. N/A NA NA Level LS E2 23.00 0.00 0.00 0.00 0.00 30.00 50.0% 3.23 3.23 0.14 0.14 140 6" o.c. 140 16d at 6" ox ................................................................................................ at 24" o.c. N/A NA NA ......................................................................................................................................................................................................................................................... Level LS F3 23.00 0.00 0.00 0.00 0.00 26.00 50.0% ............ 2.80 2.80 0.14 0.14 ................................................................... 122 6" o.c. 122 16d at 6 o.c at 24 o.c. N/A NA NA Level L5 F2 23.00 0.00 0.00 0.00 0.00 26.00 50.0% 2.80 2.80 0.14 0.14 122 6" ox. 122 16d at 6" ox at 24" o.c. N/A NA NA ............................................................................................................................................................................................................................................................................................................................................................................................................................. Level L5 Gl 23.00 0.00 0.00 0.00 0.00 24.00 63.0% ............ 3.26 3.26 0.14 0.14 ... 142 6" o.c. 142 16d at 6" o.c at 24" o.c. N/A NA NA Level L5 G2 13.50 0.00 0.00 0.00 0:00 24.00 37.0% 1.91 1..91 0.14 0.14 142 6" o.c. 142 16d at 6" ox at 24" o.c. N/A NA NA ........................................................................................................................................................................................................................................................................................................................................................................................................................................ Level LS Hl 9.00 0.00 0.00 0.00 0.00 42.00 11.4% 1.03 1.03 0.11 0.11 115 6" ox. 115 16d at 6 o.c at 24 o.c. N/A NA NA Level L5 H2 8.50 0.00 0.00 0.00 0.00 42.00 10.8% 0.97 0.97 0.11 0.11 115 6" ox. 115 16d at 6" o.c at 24" ox. N/A NA NA Level L5 H3 5.75 0.00 0.00 0.00 0.00 42.00 7.3% 0.66 0.66 0.17 0.17 115 6" O.C. 115 16d at 6" o.c at 24" o.c. N/A NA NA Level LS H4 7.50 0.00 0.00 0.00 0.00 42.00 9.5% 0.86 0.86 0.17 0.17 115 6" ox. 115 16d at 6" o.c at 24" o.c. N/A NA NA Level L5 HS 21.50 0.00 0.00 0.00 0.00 42.00 27.2% 2.46 2.46 0.17 0.17 115 6" o.c. 215 16d at 6" o.c at 24" O.C. N/A NA NA Level L5 H6 19.67 0.00 0.00 0.00 0.00 42.00 24.9% 2.25 2.25 0.17 0.17 115 6" o.c. 115 16d at 6" o.c at 24" o.c. N/A NA NA Level LS H6.1 7.00 0.00 0.00 0.00 0.00 42.00 8.9% 0.80 0.80 0.31 0.31 115 6" o.c. 115 16d at 6" o.c at 24" ox. N/A NA NA .... ............................................................................................................................................................................................................................................................................................................................................................................................................................... Level L5 11 17.00 6.00 4.00 4.00 1.00 12.00 46.8% 1.21 1.21 0.31 0.31 110 6" o.c. 71 16d at 6" o.c. at 24" O.C. N/A 1.32 CS16 Level L5 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.37 1.37 0.31 0.31 110 6" o.c. 60 16d at 6" o.c. at 24" o.c. N/A 0.99 CS16 Sum 300.92 33.16 33.16 " Refer to attached analysis for walls sharing load between two sections of the building EDavido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN _ _ _ 9 Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L4 Front/Back Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 35.4% Story shear(kips) = 47.64 Accumulated shear(kips)= 80.80 Story height (ft) = 9.25 Total Width(ft) = 154.00 Story Wall Wall D(ft) Opening Width (ft) Opening Hei ht (ft) Opening to Ede (ft) Plate to 0 enin (ft) Trib.Width %Sharing (ft) Story V(ki s) Sum V(ki s) Story Sum Panel DL(klf) DL(klfj Shear ( If) Panel Edge Nailin Plate Shear ( If) Plate Nailing Top Plate LTP4 lResultant HD(ki s) Force at indoor (kips Window Stra Level L4 D1 33.50 10.00 4.00 2.75 1.00 20.00 54.0% 3.34 5.67 0.17 0.33 241 6" o.c. 169 16d at 6" o.c. at 24" o.c. N/A 1.99 CMSTCI6 Level L4 D3 20.00 0.00 0.00 0.00 0.00 20.00 46.0% 2.84 4.82 0.17 0.33 241 6" 241 16d at 6" o.c. at 24" o.c. o.c. ........................ 1.12 NA NA Level L4 El ................. 23.00 .......................................................................................................................................................................................................................... 0.00 0.00 0.00 ............... 0.00 30.00 50.0% 4.64 7.87 0.39 0.53 ......... 342 .o.c....... 4" o.c. ..... 342 .................................. 16d at 4" o.c at 16" o.c. N/A NA NA Level L4 E2 23.00 0.00 0.00 0.00 0.00 30.00 50.0% 4.64 7.87 0.39 0.53 342 4" o.c. 342 16d at 4" o.c at 16" o.c. N/A ............................................. NA NA ................................ Level L4 Fl ......................................................................................................................................................................................................................................................................................................... 23.00 0.00 0.00 0.00 0.00 26.00 50.0% 4.02 6.82 0.39 0.53 297 6 ox. 297 ................................................ 16d at 6 o.c at 16 o.c. N/A NA NA Level L4 F2 23.00 0.00 0.00 0.00 0.00 26.00 50.0% 4.02 6.82 0.39 0.53 297 6" o.c. 297 16d at 6" ox at 16" o.c. N/A NA NA .I................. Level L4 G1 .................................................................................................................................................................................................................................................................................................................. 23.00 0.00 0.00 0.00 0.00 24.00 63.0% 4.68 7.93 0.39 0.53 345 4" ox. 345 16d at 4" ox ........................ at 26" o.c. ................. N/A ........................ NA NA Level L4 G2 13.50 0.00 0.00 0.00 0.00 24.00 37.0% 2.75 4.66 0.39 0.53 345 4" o.c. 345 16d4" o.c at 16" ox: 2.31 NA NA ................................................................................................................................................................................................................................................................................................................................................................................................................................................. Level L4 Hl 9.00 0.00 0.00 0.00 0.00 42.00 11.4% 1.48 2.51 0.41 0.52 279 6" o.c. 279 .at 16d at 6" o.c at 16" o.c. 2.26 NA NA Level L4 H2 8.50 0.00 0.00 0.00 0.00 42.00 10.8% 1.40 2.37 0.29 0.41 279 6" o.c. 279 16d at 6" o.c at 16" o.c. 2.65 NA NA Level L4 H3 5.75 0.00 0.00 0.00 0.00 42.00 7.3% 0.95 1.61 0.24 0.42 279 6" o.c. 279 16d at 6" o.c at 16" ox. 3.08 NA NA Level L4 H4 7.50 0.00 0.00 0.00 0.00 42.00 9.5% 1.23 2.09 0.24 0.42 279 6" o.c. 279 16d at 6" o.c at 16" o.c. 2.78 NA NA Level L4 HS 21.50 0.00 0.00 0.00 0.00 42.00 27.2% 3.54 6.00 0.39 0.57 279 6" O.C. 279 16d at 6" o.c at 16" o.c. N/A NA NA Level L4 H6 19.67 0.00 0.00 0.00 0.00 42.00 24.9% 3.24 5.49 0.39 0.57 279 6" O.C. 279 16d at 6" ox at 26" o.c. N/A NA NA Level L4 H6.1 7:00 0.00 0.00 0.00 0.00 42.00 8.9% 1.15 1.95 0.34 0.65 279 6" o.c. 279 16d at 6" ox at 16" o.c. 2.33 NA NA .............................................................................................................................................................................................................................................................................................................................................................. Level L4 11 17.00 6.00 4.00 4.00 1.00 12.00 46.8% 1.74 2.95 0.29 0.60 268 6" O.C. 173 16d at 6" o.c. .............................................................................. at 24 o.c. N/A 3.22 CMSTC16 Level L4 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.97 3.35 0.29 0.60 268 6" o.c. 146 16d at 6" o.c. at 24" o.c. N/A 2.41 CMSTC16 Sum 300.92 47.64 80.80 * Refer to attached analysis for walls sharing load between two sections of the building r O w Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Front/Back Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 35.4% Story shear(kips) = 37.65 Story height (ft) = 9.25 Total Width(ft) = 154.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 118.45 Story Wall Wall D(ft) Opening Width (ft) Opening Hei ht (ft) Opening to Ede (ft) Plate to 0 enin (ft) Trib.Width %Sharing (ft) Story V(ki s) Sum V(ki s) Story DL(klf) Sum Panel DL(klf) Shear ( If) Panel Edge Nailin Plate Shear ( If) Plate Nailing Top Plate LTP4 IResultanti HD(ki s) Force at Window (kips s) Window Stra Level L3 D1 33.50 10.00 4.00 2.75 1.00 20.00 54.0% 2.64 8.31 0.17 0.50 354 4" o.c. 248 16d at 6" o.c. at 24" o.c. N/A 2.92 CMSTCI6 Level L3 D3 20.00 0.00 0.00 0.00 0.00 20.00 46.0% 2.25 7.07 0.17 0.50 354 4" o.c. 354 16d at 4" o.c. at 16" o.c. ......................................................................................... 3.42 NA NA ................................................................................................................................................................................................................................................................................................................................................... Level L3 E3 23.00 0.00 0.00 0.00 0.00 30.00 50.0% 3.67 11.54 0.39 0.91 502 3" O.C. 502 16d at 3" o.c at 12" o.c. 2.71 NA NA Level L3 E2 23:00 23:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 30.00 50.0% 3.67 11.54 0.39 0.91 502 3" o.c. 502 16d at 3" o.c at 12" o.c. 2.71 NA .................................. NA .............................. Level L3 ........... F1 ........... 23.00 0.00 0.00 0.00 .......................................................................................................................................................................................................................................................... 6.00 26.00 50.0% 3.18 10.00 0.39 0.91 435 4" o.c. 435 16d at 4" o.c at 12" o.c. 1.49 NA NA Level L3 F2 23:00 0.00 0.00 0.00 0.00 26.00 50.0% 3.18 10.00 0.39 0.91 435 4" o.c. 435 16d at 4" o.c at 12" o.c. 1.49 ......................................................... NA NA .......................................................................................................... Level L3 G1 23.00 0.00 0.00 ............................................................................................................................................................................................................................................................... 0.00 0.00 24.00 63.0% 3.70 11.63 0.39 0.91 506 3" o.c. 506 16d at 3" o.c at 12" o.c. 2.79 NA NA Level L3 G2 13:50 0.00 0.00 0.00 0.00 24.00 37.0% 2.17 6.83 0.39 0.91 506 3" o.c. 506 16d at 3" ox ........................................................................................... at 12" o.c. 5.54 NA NA Level L3 H1 9.00 0.00 0.00 0.00 0.00 42.00 11.4% 1.17 3.68 0.41 0.92 409 ......................................................... 4" o.c. 409 16d at 4" o.c at 12" o.c. 5.11 NA NA Level L3 H2 8.50 0.00 0.00 0.00 0.00 42.00 10.8% 1.11 3.48 0.29 0.70 409 4" o.c. 409 16d at 4" o.c at 12" o.c. 5.88 NA NA Level L3 H3 5.75 0.00 0.00 0.00 0.00 42.00 7.3% 0.75 2.35 0.24 0.66 409 4" o.c. 409 16d at 4" o.c at 22" o.c. 6.77 NA NA Level L3 H4 7.50 0.00 0.00 0.00 0.00 42.00 9.5% 0.98 3.07 0.24 0.66 409 4" o.c. 409 16d at 4" o.c at 12" o.c. 6.25 NA NA Level L3 HS 21.50 0.00 0.00 0.00 0.00 42.00 27.2% 2.80 8.80 0.39 0.96 409 4" o.c. 409 16d at 4" ox at 12" o.c. 1.17 NA NA Level L3 H6 19.67 0.00 0.00 0.00 0.00 42.00 24.9% 2.56 8.05 0.39 0.96 409 4" o.c. 409 16d at 4" o.c at 12" o.c. 1.71 NA NA Level L3 H6.1 7.00 0.00 0.00 0.00 0.00 42.00 8.9% 0.91 2.87 0.34 0.99 409 4" 0.c. 409 16d at 4" o.c ...---................ at 12" o.c. .............................. 5.63 ............... NA ......................... NA ................... ............................................................................................. L3 11 17.00 6.00 4.00 ............................................................. 4.00 1.00 ...... 12.00 .................................... 46.8% 1.37 4.32 ... ....................... 0.29 0.89 ..................................................... 393 4" o.c. 254 l6d at 6" o.c. at 24" o.c. N/A 4.71 CMSTCI 4 Level L3 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.56 4.91 0.29 0.89 393 4" o.c. 213 16d at 6" o.c. at 24" o.c. N/A 3.53 CMSTCI6 Sum 300.92 37.65 118.45 ' Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N �. �. Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Front/Back Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Front/Back Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 35.4% Story shear(kips) = 28.83 Story height (ft) = 9.25 Total Width(Ft) = 154.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 147.29 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Ede (ft) Plate to Opening (ft) Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story Sum Panel DL(klf) DL(klf) Shear ( If) Panel Edge Nailing Plate Shear ( If) A. Bolt Spacing Top Plate LTP4 Resultant HD(kips) Force at indow (kips) Window Strap Level L2 D1 24.00 9.00 4.00 3.50 1.00 20.00 25.4% 0.95 4.86 0.17 0.67 324 4" o.c. 203 2x at 48" o.c. at 24" o.c. N/A 3.40 CMSTCI6 Level L2 D2 24.00 0.00 0.00 0.00 0.00 20.00 40.7% 1.52 7.78 0.18 0.18 324 4" o.c. 324 2x at 48" o.c. at 16" o.c. 1.74 NA NA Level L2 D3 20.00 0.00 0.00 0.00 0.00 20.00 33.9% 1.27 6.48 0.17 0.67 324 4" o.c. 324 2x at 48" o.c. at 16" o.c. 5.43 NA NA ............................................................................................................................................................................................................................................................................................................... Level L2 El 23.00 0.00 0.00 0.00 0.00 30.00 50.0% 2.81 14.35 0.39 1.30 624 2" o.c. ........................................................................................................................ 624 2x at 32" o.c. at a" o.c. 5.87 NA NA Level L2 E2 23.00 0.00 0.00 0.00 0.00 30.00 50.0% 2.81 14.35 0.39 1.30 624 2" o.c. 624 2x at 32" o.c. at 8" o.c. 5.87 ................................................ NA NA ....... .................................................................................................................................................................................................. Level L2 F1 23.00 0.00 0.00 0.00 0.00 26.00 50.0% ............................................................................................................................................................................ 2.43 12.43 0.39 1.30 541 3" o.c. 541 2x at 32" o.c. at 8" o.c. 3.86 NA NA Level L2 F2 23.00 0.00 0.00 0.00 0.00 26.00 50.0% 2.43 12:43 0.39 1.30 541 3" o.c. 541 2x at 32" ox. at 8" o.c. 3.86 NA NA ........................................................................................................................................................................................................................................................................................................................................................................................................................................... Level L2 G1 23.00 0.00 0.00 0.00 0.00 24.00 63.0% 2.83 14.46 0.39 1.30 629 2" O.C. 629 2x at 32" O.C. at 8" o.c. 5.99 NA NA Level L2 G2 13.50 0.00 0.00 0.00 0.00 24.00 37.0% 1.66 8.49 0.39 1.30 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 9.94 NA NA ................ ........................................................................................................................................................................................................... Level L2 Hl 9.00 0.00 0.00 0.00 0.00 42.00 11.4% ................................................................................................................................................................................................................. 0.90 4.58 0.41 1.33 509 3" o.c. 509 2x at 32" o.c. at 12" o.c. 8.93 NA NA Level L2 H2 8.50 0.00 0.00 0.00 0.00 42.00 10.8% 0.85 4.33 0.29 0.99 509 3" o.c. 509 2x at 32" o.c. at 12" o.c. 10.09 NA NA Level L2 H3 5.75 0.00 0.00 0.00 0.00 42.00 7.3% 0.57 2.93 0.24 0.90 509 3" o.c. 509 2x at 32" o.c. at 12" o.c. 22.47 NA NA Level L2 H4 7.50 0.00 0.00 0.00 0.00 42.00 9.5% 0.75 3.82 0.24 0.90 509 3" o.c. 509 2x at 32" o.c. at 12" o.c. 10.71 NA NA Level L2 HS 21.50 0.00 0.00 0.00 0.00 42.00 27.2% 2.14 10.94 0.39 1.35 509 3" o.c. 509 2x at 32" o.c. at 12" o.c. 3.39 NA NA Level L2 H6 19.67 0.00 0.00 0.00 0.00 42.00 24.9% 1.96 10.01 0.39 1.35 509 3" o.c. 509 2x at 32" o.c. at 12" o.c. 4.16 NA NA Level L2 H6.1 7.00 0.00 0.00 0.00 0.00 42.00 8.9% 0.70 3.56 0.34 1.34 509 3" o.c. 509 2x at 32" o.c. at 12" o.c. 9.93 NA NA ............................................................................................................................................................................................................................................................................................. Level L2 11 17.00 6.00 4.00 4.00 1.00 12.00 46.8% 1.05 5.37 0.29 1.18 488 .............................................................................................................................................. 3 O.C. 316 2x at 48" o.c. 12x at 16" O.C. 1.50 5.86 CMSTC7 4 Level L2 12 23.00 10.50 4.00 3.00 1.00 12.00 53.2% 1.20 6.10 0.29 1.18 488 3" o.c. 265 at 48" o.c. at 16" o.c. N/A 1 4.40 CMSTCI6 Sum 315.42 28.83 147.29 *Refer to attached analysis for walls sharing load between two sections of the building r v w w Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic Level L5 Side Direction Total Building Story Shear (kips) = 93.66 Percentage of Total = 35.4% Story shear(kips) = 33.16 Story height (ft) = 8.25 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear ( If) Panel Edge I Nailing Plate Shear ( If) BTM Plate I Nailing I Top Plate LTP4 Resultant I HD(kips) Force at Window (kips)(kips)l Window Stra Level L5 Al 4.67 0.00 0.00 0.00 0.00 1.6% 0.52 0.52 0.31 0.31 111 6" ox. 111 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.50 0.50 0.31 0.31' 111 6" o.c. 111 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 A3 25.00 11.00 4.00 4.50 1.00 4.7% 1.56 1.56 0.31 0.31 111 6" o.c. 62 16d at 6" o.c. at 24" o.c. N/A 1.50 CS16 Level L5 A5* 13.50 0.00 0.00 0.00 0.00 4.5% 1.50 1.50 0.29 0.29 111 6" o.c. 111 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 A6* 25.00 0.00 0.00 0.00 0.00 8.4% 2.79 2.79 0.14 0.14 111 6" o..c. 111 16d at 6" o.c. ................ at 24" o.c. N/A NA NA ......................................................................................................................................... Level L5 81 8.00 0.00 0.00 0.00 6................................................................................................................................................................... 0.00 2.7% 0.89 0.89 0.32 0.32 ill 6" ox. ill 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS 82 9.50 0.00 0.00 0.00 0.00 3.2% 1.06 1.06 0.32 0.32 ill 6" ox. ill l6d at 6" o.c. at 24" o.c. N/A NA NA Level L5 133 18.00 0.00 0.00 0.00 0.00 6.0% 2.01 2.01 0.32 0.32 ill 6" o.c. ill 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 154 21.25 0.00 0.00 0.00 0.00 7.1% 2.37 2.37 0.32 0.32 ill 6" ox. ill 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS 85 22.00 0.00 0.00 0.00 0.00 7.4% 2.45 2.45 0.32 0.32 ill 6" o.c. ill 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 B6 28.67 0.00 0.00 0.00 0.00 9.6% 3.19 3.19 0.32 0.32 ill 6" o.c. ill 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS B7 40.00 0.00 0.00 0.00 0.00 13.4% 4.46 4.46 0.32 0.32 ill 6" o.c. ill 16d at 6" o.c. at 24" o.c. N/A NA NA Level.15 88 21.25 0.00 0.00 0.00 0.00 7.1% 2.37 2.37 0.32 0.32 ill 6" o.c. ill 16d at 6" o.c. at 24" o.c. N/A NA NA Level LS 89 9.50 0.00 0.00 0.00 0.00 3.2% 1.06 1.06 0.32 0.32 ill 6" o.c. ill l6d at 6" ox. at 24" o.c. N/A NA NA Level LS 810 12.00 0.00 0.00 0.00 0.00 4.0% 1.34 1.34 0.14 0.14 112 6" o.c. ill 16d at 6" ox. ........................................................................................................ at 24" o.c. N/A NA NA ........................................................................................................................................................................................................................................................................................................... Level L5 C1 14.25 6.00 4.00 4.00 1.00 2.8% 0.92 0.92 *0* 0.31 111 6" o.c. 65 16d at 6" o.c. at 24" o.c. N/A 1.34 CS16 Level L5 C3 18.00 10.00 4.00 2.00 1.00 2.7% 0.89 0.89 0.31 0.31 111 6" o.c. 50 16d at 6" o.c. at 24" o.c. N/A 0.67 CS16 Level L5 C4 14.25 6.00 4.00 4.00 1.00 2.8% 0.92 0.92 0.31 0.31 111 6" o.c. 65 16d at 6" o.c. at 24" o.c. N/A 1.34 CS16 Level L5 C6 9.75 0.00 0.00 0.00 0.00 3.3% 1.09 1.09 0.15 0.15 111 6" o.c. 111 16d at 6" o.c. at 24" o.c. N/A NA NA Level L5 C7 24.00 12.50 4.00 3.00 1.00 3.9% 1.28 1.28 0.15 0.15 111 6" o.c. 53 116d at 6" o.c. I at 24" o.c. N/A 1.00 CS16 Sum 343.09 33.16 33.16 * Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 12/18/14 Ea civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Side Direction Total Building Story Shear (kips) = 134.59 Percentage of Total = 35.4% Story shear(kips) = 47.64 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 80.80 Story Wall Wall D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (f[ %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL klf) Panel Shear ( If Panel Edge Nailing Plate Shear ( If) Plate I Nailing Top Plate LTP4 Resultant I HD(ki s) Force at Window (kips) Window Stra Level L4 Al 4.67 0.00 0.00 0.00 0.00 1.6% 0.75 1.27 0.17 0.48 272 6" o.c. 272 16d at 6" o.c. at 16" o.c. 3.08 NA NA Level L4 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.72 1.22 0.17 0.48 272 6" o.c. 272 16d at 6" o.c. at 16" o.c. 3.13 NA NA Level L4 A3 25.00 11.00 4.00 4.50 1.00 4.7% 2.24 3.80 0.17 0.48 272 6" o.c. 152 16d at 6" o.c. at 24" o.c. N/A 3.67 CMSTCI6 Level L4 A5* 13.50 0.00 0.00 0.00 0.00 4.5% 2.16 3.67 0.25 0.54 272 6" o.c. 272 16d at 6" o.c. at 16" o.c. 1.29 NA NA Level L4 A6* 25.00 0.00 0.00 0.00 0.00 8.4% 4.00 6.79 0.43 0.57 272 6" o.c. ................................................................................................................................................. 272 16d at 6" o.c. at 16" o.c. N/A NA NA ............................................................................................................................................................................................................................................................. Level L4 81 8.00 0.00 0.00 0.00 0.00 2.7% 1.28 2.17 0.17 0.48 272 6" o.c. 272 16d at 6" o.c. at 16" ox. 2.42 NA NA level L4 82 9.50 0.00 0.00 0.00 0.00 3.2% 1.52 2.58 0.17 0.48 272 6" ox. 272 16d at 6" ox. at 16" o.c. 2.17 NA NA Level L4 83 18.00 0.00 0.00 0.00 0.00 6.0% 2.88 4.89 0.17 0.48 272 6" o.c. 272 16d at 6" o.c. at 16" ox. 0.85 NA NA Level L4 B4 21.25 0.00 0.00 0.00 0.00 7.1% 3.40 5.77 0.17 0.48 272 6" o.c. 272 16d at 6" o.c. at 26" ox. N/A NA NA Level L4 BS 22.00 0.00 0.00 0.00 0.00 7.4% 3.52 5.97 0.17 0.48 272 6" O.C. 272 16d at 6" ox. at 16" o.c. N/A NA NA level L4 B6 28.67 0.00 0.00 0.00 0.00 9.6% 4.59 7.78 0.17 0.48 272 6" o.c. 272 16d at 6" o.c. at 16" ox. N/A NA NA Level L4 B7 40.00 0.00 0.00 0.00 0.00 13.4% 6.40 10.86 0.17 0.48 272 6" O.C. 272 16d at 6" ox. at 16" ox. N/A NA NA Level L4 138 21.25 0.00 0.00 0.00 0.00 7.1% 3.40 5.77 0.17 0.48 272 6" o.c. 272 16d at 6" o.c. at 16" ox. N/A NA NA Level L4 89 9.50 0.00 0.00 0.00 0.00 3.2% 1.52 2.58 0.17 0.48 272 6" O.C. 272 16d at 6" ox. at 16" o.c. 2.17 NA NA Level L4 �!1.1-4 81 810 12.00 12.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.0% 4.0% 1.92 1.92 3.26 3.26 0.40 0.40 0.53 0.53 272 6" o.c. 272 2........ 16d at 6" o.c. at 16" ox 1.58 NA NA Level L4 C1 14.25 6.00 4.00 4.00 1.00 2.8% 1.32 2.24 0.17 0.48 272 6 O.C. 157 ....d...................................... 16d at 6" o.c. at 24" o.c. ................ N/A ........................................... 3.26 CMSTCI6 Level L4 C3 18.00 10.00 4.00 2.00 1.00 2.7% 1.28 2.17 0.17 0.48 272 6" o.c. 121 16d at 6" o.c. at 24" o.c. N/A 1.63 CS16 Level L4 C4 14.25 6.00 4.00 4.00 1.00 2.8% 1.32 2.24 0.17 0.48 272 6" o.c. 157 16d at 6" o.c. at 24" o.c. N/A 3.26 CMSTCI6 Level L4 C6 9.75 0.00 0.00 0.00 0.00 3.3% 1.56 2.65 0.14 0.29 272 6" o.c. 272 16d at 6" o.c. at 16" O.C. 2.71 NA NA Level L4 C7 24.00 12.50 4.00 3.00 1.00 3.9% 1.84 3.12 0.29 0.44 272 6" o.c. 130 16d at 6" ox at 24" O.C. N/A 2.44 CMSTCI6 Sum 343.09 47.64 80.80 * Refer to attached analysis for walls sharing load between two sections of the building EDavido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N 0 . a Project: Tukwila Village Bldg E Description: Shear Wall Design - South Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt LevelL3 Side Direction Total Building Story Shear (kips) = 106.36 Percentage of Total = 35.4% Story shear(kips) = 37.65 Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 118.45 Story Wall Wail D(ft) Opening Width (ft) Opening Height (ft) Opening to Edge (ft) Plate to Opening (ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Sum DL(klf) Panel Shear ( If) Panel Edge Nailing Plate Shear ( If) Plate I Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap LevelL3 Al 4.67 0.00 0.00 0.00 0.00 1.6% 0.59 1.86 0.17 0.66 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 6.94 NA NA LevelL3 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.57 1.79 0.17 0.66 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 7.01 NA NA LevelL3 A3 25.00 11.00 4.00 4.50 1.00 4.7% 1.77 5.57 0.17 0.66 398 4" o.c. 223 16d at 6" o.c. at 24" o.c. N/A 5.37 CMSTCI4 LevelL3 A5* 13.50 0.00 0.00 0.00 0.00 4.5% 1.71 5.37 0.25 0.79 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 4.08 NA NA Level L3 A6* 25:00 0.00 0.00 0.00 0.00 8.4% 3.16 9.95 0.43 1.00 398 4" o.c.. 398 16d at 4" o.c. at 12" o.c. N/A NA NA ...................................................................................................................................................................................................................................................................................... Level L3 Bl 8.00 0.00 0.00 0.00 0.00 2.7% 1.01 3.18 0.17 0.65 398 4" o.c. ... 398 i6d at 4" o.c. at 12" o.c. 5.92 ..................... NA NA LevelL3 B2 9.50 0.00 0.00 0.00 0.00 3.2% 1.20 3.78 0.17 0.65 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 5.55 NA NA LevelL3 133 18.00 0.00 0.00 0.00 0.00 6.0% 2.28 7.16 0.17 0.65 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 3.71 NA NA LevelL3 B4 21.25 0.00 0.00 0.00 0.00 7.1% 2.69 8.46 0.17 0.65 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 3.04 NA NA LevelL3 85 22.00 0.00 0.00 0.00 0.00 7.4% 2.78 8.76 0.17 0.65 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 2.89 NA NA LevelL3 86 28.67 0.00 0.00 0.00 0.00 9.6% 3.63 11.41 0.17 0.65 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 1.55 NA NA LevelL3 B7 40.00 0.00 0.00 0.00 0.00 13.4% 5.06 15.92 0.17 0.65 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. N/A NA NA LevelL3 88 21.25 0.00 0.00 0.00 0.00 7.1% 2.69 8.46 0.17 0.65 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 3.04 NA NA LevelL3 B9 9.50 0.00 0.00 0.00 0.00 3.2% 1.20 3.78 0.17 0.65 398 4" O.C. 398 16d at 4" o.c. at 12" o.c. 5.55 NA NA LevelL3 B10 12.00 0.00 0.00 0.00 0.00 4.0% 1.52 4.78 0.40 0.93 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 3.94 NA NA .................................................................................................................................................................................................................................................................. Level L3 C1 14.25 6.00 4.00 4.00 1.00 2.8% 1.04 3.28 0.17 0.66 398 ...................................................................................... 4" o.c. 230 16d at 6" o.c. at 24" o.c. ........................................................... 1.36 4.78 CMSTCI4 LevelL3 C3 18.00 10.00 4.00 2.00 1.00 2.7% 1.01 3.18 0.17 0.66 398 4" o.c. 177 16d at 6" o.c. at 24" o.c. N/A 2.39 CMSTC16 LevelL3 C4 14.25 6.00 4.00 4.00 1.00 2.8% 1.04 3.28 0.17 0.66 398 4" o.c. 230 16d at 6" o.c. at 24" o.c. 1.36 4.78 CMSTCI4 LevelL3 C6 9.75 0.00 0.00 0.00 0.00 3.3% 1.23 3.88 0.14 0.43 398 4" o.c. 398 16d at 4" o.c. at 12" o.c. 6.17 NA NA LevelL3 C7 24.00 12.50 4.00 3.00 1.00 3.9% 1.45 4.58 0.29 0.73 398 4" o.c. 191 16d at 6" o.c. I at 24" o.c. N/A 3.58 CMSTC16 Sum 343.09 37.65 118.45 " Refer to attached analysis for walls sharing load between two sections of the building r v w rn Davido Consulting Group Date: 12/18/14 civil structural j land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Des' - South Bldg Side Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Side Direction Total Building Story Shear (kips) = 81.45 Percentage of Total = 35.4% Story shear(kips) = 28.83 Story height (ft) = 9.25 Assumptiorr Controlling Case: Seismic Accumulated shear(kips)= 147.29 Story Wall Wall D(ft) Opening Width (ft) Opening Hei t ft Opening to Edge (ft) Plate to Opening (ft) %Sharing Story V(ki ) Sum V(ki ) Story DL(klf) Sum DL(klf) Panel Shear Panel Edge Nailing Plate Shear ( If) A. Bolt SpacingLTP4 Top Plate Resultant HD(kips) Force at Window(kips) Window Stra Level L2 All 4.67 0.00 0.00 0.00 0.00 1.6% 0.45 2.31 0.17 0.83 495 3" o.c. 495 2x at 32" o.c. at 12" o.c. 11.80 NA NA Level L2 A2 4.50 0.00 0.00 0.00 0.00 1.5% 0.44 2.23 0.17 0.83 495 3" o.c. 495 2x at 32" o.c. at 12" o.c. 11.90 NA NA Level L2 A3 14.50 5.00 4.00 4.25 1.00 3.2% 0.92 4.70 0.17 0.83 495 3" o.c. 324 2x at 48" o.c. at 16" o.c. N/A 6.31 CMSTCI4 Level L2 A4 4.50 0.00 0.00 0.00 0.00 1.5% 0.44 2.23 0.17 0.83 495 3" o.c. 495 2x at 32" o.c. at 12" o.c. 3.90 NA NA Level L2 A5' 13.50 0.00 0.00 0.00 0.00 4.5% 1.31 6.68 0.25 1.03 495 3" o.c. 495 2x at 32" o.c. at 12" o.c. 7.81 NA NA Level L2 A6" 25.00 0.00 0.00 0.00 0.00 8.4% 2.43 12.38 0.43 1.44 495 3" o.c. 495 2x at 32" o.c. at 12" o.c. 0.94 NA NA .............................................................................................. Level L2 B3 8.00 0.00 0.00 ................................................................................................................................................................-•--•-••---.............---•--........................................................................................................... 0.00 0.00 2.7% 0.78 3.96 0.17 0.82 495 3" o c. 495 2x at 32" o c. at 12" o.c. 10.38 NA NA Level L2 B2 9.50 0.00 0.00 0.W 0.00 3.2% 0.92 4.70 0.17 0.82 495 3" o c. 495 Zx at 32" o c. at 12" o.c. 9.88 NA NA Level L2 B3 18.00 0.00 0.00 0.00 0.00 6.1% 1.75 8.91 0.17 0.82 495 3" o c. 495 2x at 32" oc. at 12" o.c. 7A9 NA NA Level L2 B4 21.25 0.00 0.00 0.00 0.00 7.2% 2.06 10.52 0.17 0.82 495 3" ox- 495 2x at 32" o c. at 12" o c. 6.64 NA NA Level L2 85 22.00 0.00 0.00 0.00 0.00 7.4% 2.14 10.99 0.17 0.82 495 3" ox- 495 Zx at 32` o c. at 12" o.c. 6A4 NA NA Level L2 B6 28.67 0.00 0.00 0.00 0.00 9.7% 2.78 14.19 0.17 0.82 495 3" o c. 495 2x at 32" o c. at 12" o.c. 4.74 NA NA Level L2 87 40.00 0.00 0.00 0.00 0.00 13.5% 3.89 19.80 0.17 0.82 495 3" ox- 49S Zx at 32" o c. at 12" o c. 191 NA NA Level L2 88 21.25 0.00 0.00 0.00 0.00 7.2% 2.06 10.52 0.17 0.82 495 3" ox- 49S 2x at 32" o c. at 12" o.c. 6.64 NA NA Level L2 89 9.50 0.00 0.00 0.00 0.00 3.2% 0.92 4.70 0.17 0.82 495 3" O.C. 495 2x at 32" &c. at 12" O.C. 9AS NA NA Level L2 BSO 12.00 0.00 0.00 0.00 0.00 4.0% 1.16 5.94 0.40 1.32 495 495 2x at 32" o.c. I at 12` o.c 743 NA NA Level L2 C1 4.00 0.00 0.00 0.00 0.00 1.3% 0.39 2.00 0.17 0.83 499 3" O.C. 499 2x at 32" o.c. at 12" o.c. 4.15 NA NA Level L2 C2 4.00 0.00 0.00 0.00 0.00 1.3% 0.39 2.00 0.17 0.83 499 3" o.c. 499 2x at 32" o.c. at 12" o.c. 4.15 NA NA Level L2 C3 18.00 10.00 4.00 2.00 1.00 2.7% 0.78 4.00 0.17 0.83 499 3" o.c. 222 2x at 48" ox at 24" o.c. N/A 3.00 CMSTCI6 Level L2 C4 4.00 0.00 0.00 0.00 0.00 1.3% 0.39 2.00 0.17 0.83 499 3" o.c. 499 2x at 32" o.c. at 12" o.c. 4.15 NA NA Level L2 C5 4.00 0.00 0.00 0.00 0.00 1.3% 0.39 2.00 0.17 0.83 499 3" o.c. 499 2x at 32" o c. at 12" o.c. 4.15 NA NA Level L2 C6 9.75 0.00 0.00 0.00 0.00 3.3% 0.95 4.87 0.14 0.57 499 3" o.c. 499 2x at 32" ox at 12" o.c. 10.61 NA NA Level L2 C7 24.00 12.50 4.00 3.00 1.00 3.9% 1.12 5.74 0.29 1.02 499 1 3" o.c. 1 239 12x at 48" o.c. I at 24" o.c. 1 N/A 1 4.50 CMSTCI4 Sum 324.59 ZU.W la/.ZU Refer to attached analysis for walls sharing load between two sections of the building Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic LevelLS Walls Straddling Two Building Sections Story height (ft) = 8.25 1st Bldg 2nd Bldg Story Combined Walls Wall Opening Opening Opening Plate to %Sharing Story Story Sum Story Sum Panel Panel Edge I Plate BTM Plate I Top Plate Resultant Bld -Wall/Bid -Wall D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) V(kips) DL(klf) DL(klf) Shear ( If) I Nailing Shear ( If) Nailing LTP4 HD(ki s) Level L5 N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 1.50 0.78 2.28 0.13 0.13 176 6" o.c. 176 16d at 6" o.c. at 24" o.c. 0.96 Level L5 N-05 / E-D2 20.00 0.00 0.00 0.00 0.00 60.6% 2.31 1.20 3.51 0.13 0.13 176 6" o.c. 176 16d at 6" o.c. at 24" o.c. N/A ............................................................................................................................................................................ Level L5 EAll / S-A5 13.50 0.00 0.00 0.00 0.00 35.1% ....................................................................................... 0.70 1.50 2.20 0.14 0.14 ................................ 163 6" o.c. 163 ................................................ 16d at 6" o.c. at 24" o.c. 0.82 I Level L5 E42 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.29 2.79 4.07 0.14 0.14 163 6" o.c. 163 16d at 6" o.c. at 24" o.c. N/A Sum 71.50 Sum 5.80 6.27 12.07 r O w 00 Davido Consulting Group Date: 12/18/14 . civil ( structural I land use Made By: JN Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L4 Walls Straddling Two Building Sections Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 27.43 Story Wall Wall Opening Opening Opening Plate to %Sharing Story' Story Sum Story Sum Panel Panel Edge Plate Plate I Top Plate Resultant I D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) V(kips) DL(klf) DL(klf) Shear ( If) I Nailing Shear ( If) Nailing LTP4 HD(kips) Level L4 N-C4 / E-Cl 13.00 0.00 0.00 0.00 0.00 39.4% 2.11 0.39 4.78 0.17 0.31 368 4" o.c. 368 16d at 4" o.c. at 16" o.c. 3.81 Level L4 N-05 / E-D2 20.00 0.00 0.00 0.00 0.00 60.6% 3.24 0.61 7.36 0.17 0.31 368 4" o.c. .. 368 _ 16d at 4" o.c. at 16" o.c. 3:09 ........................................... Level L4 E-J1 / S-A5 ...... 13.50 .. ........ 0.00 ........ 0.00 .... 0.00 ............. 0.00 ............... 35.1% ........ 1.00 ........ 2.16 ............................... 5.36 0.25 ..... 0.38 ........... .................. 397 4" o.c. 397 16d at 4" o.c. at 12" o.c. 3.60 Level L4 E42 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.85 4.00 9.92 0.37 0.51 397 4" o.c. 397 16d at 4" o.c. at 12" o.c. 1.23 Sum 71.50 Jum U.ly /.Io L/AQ r 0 w co Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L3 Walls Straddling Two Building Sections Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 39.77 Story Wall Wall Opening Opening Opening Plate to °/oSharing Story Story Sum Story Sum Panel Panel Edge Plate Plate I I Top Plate Resultant D(ft) Width f[ Height (ft) to Edge (ft) Opening (ft) V(kips) V(kips) V(kips) DL(klf) DL(kl0 Shear ( If) I Nailing Shear ( If) Nailing LTP4 HD(kips) level L3 N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 1.66 0.39 6.84 0.17 0.48 526 3" o.c. 526 16d at 3" o.c. at B" o.c. 8.17 level L3 N-05 / E-D2 20.00 0.00 0.00 0.00 0.00 60.6% 2.56 0.61 10.53 0.17 0.48 526 3" o.c. ............................................116dat3"o.c.1 526 16d at 3" o.c. ............................................................ at 8" o.c. 7.03 .................................................. level L3 E-J1 / S-A5 ................................................................................................................................................................................................................................ 13.50 0.00 0.00 0.00 0.00 35.1% 0.79 1.71 7.86 0.25 0.63 582 3" o.c. 582 16d at 3" o.c. at B" o.c. 8.16 Level L3 E42 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.46 3.16 14.55 0.37 0.88 582 3" o.c. 582 at 8" o.c. 3.89 Sum 71.50 Sum b.48 5.8/ Sy.// r 0 0 Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N Project: Tukwila Village Bldg E Description: Shear Wall Design Walls W/ Combined Loads Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt Level L2 Walls Straddling Two Building Sections Story height (ft) = 9.25 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 47.38 ,..« ma.. 1- ma.. Story Wall Wall Opening Opening Opening Plate to %Sharing Story Story Sum Story Sum Panel Panel Edge Plate A. Bolt Top Plate Resultant I D(ft) Width (ft) Height (ft) to Edge (ft) Opening (ft) V(kips) s) V(kips) V(kips) s) DL(klf) DL(klf) Shear (I Nailin Shear ( If) S acin LTP4 HD(kips) Level L2 N-C4 / E-D1 13.00 0.00 0.00 0.00 0.00 39.4% 1.24 0.39 8.47 0.17 0.65 652 2" o.c. 652 2x at 16" o.c. at 8" o.c. 13.74 Level L2 N-05 / E-D2 20.00 0.00 0.00 0.00 0.00 60.6% 1.90 0.61 13.03 0.17 0.65 652 2" o.c. 652 2x at 16" o.c. ........................................................ at 8" o.c. 12.15.. ............................................................................................................ Level L2 EJ1 / S-A5 13.50 0.00 0.00 0.00 ..................................................................................................................................................................................................................12xatl6"o.c. 0.00 35.1% 0.60 0.44 8.90 0.25 0.87 659 2" o.c. 659 2x at 16" o.c. at 8" o.c. 13.46 Level L2 E-12 / S-A6 25.00 0.00 0.00 0.00 0.00 64.9% 1.12 1.31 16.98 0.25 1.12 679 2" o.c. 679 at 8" o.c. 8.43 Sum 71.50 Sum 4.86 2.75 47.38 LD-42 Davido Consulting Group Date: 12/18/14 civil I structural I land use Made By: 1N _ A Project: Tukwila Village Bldg E Description: Allowable Shear for Wood Structural Panel 2012 IBC / 2013 CBC Panel Nominal Minimum Comon or Galv. Box Grade Thickness Penetratior Nail Size 5/16 1.25 6d C-D, C-C 3/8` Values for 7/162 1.375 8d Douglas Fir 15/32 15/32 1.5 10d 19/32* * values from Table 2306.4.1 Stud Species = Doug Fir Specific Gravity 0.50 Nail Spacing at Panel Edges 6" oc 4" oc 3" oc 2" oc 180 270 350 450 220 320 410 530 240 350 450 585 260 ; 380 490 640 310 460 600 770 340 510 665 870 C-D, C-C 5/16 1.25 6d 180 270 350 j 450 j 3/82 220 320 410 530 Plywood 7/162 1.375 8d 240 350 450 585 Values for 15/32 260 380 490 640 15/32 1.5 10d 310 460 600 770 1 Given Species 19/32 340 510 665 870 Notes: 1) Allowable shear values in framing members other than douglas fir -larch shall be calculated by multiplying the shear capacities for nails in DF by 1-(0.5-SG) 2) Values for 3/8 and 7/16 ply may be increased to the values allowed for 15/32, if framing is spaced maximum of 16" o.c. or panels are applied long way across the studs. 3) shaded values require 3x framing or Dbl 2x at abutting panel edges and foundation sil 4) Values are allowed to be increased 40% for wind design (Section 2306.4.1) LD-43 Davido Consulting Group Date: 11118f14 civil I structural I land use Made By: JN Project: Tukwila Village Bldg E :ription: Sill Plate Connections Allowable Loads Species = Doug Fir Member Thickness = 1 1/2 16d Box Nails Single Shear Per Nail w/ 33% Increase = 118 Ibs at 8" oc. = 178 plf at 6" oc. = 237 plf at 4" oc. = 355 plf at 3" oc. = 473 plf at 2" oc. = 710 plf 16d Common Nails Single Shear Per Nail w/ 33% Increase = 162 Ibs at 8" oc. = 243 plf at 6" oc. = 325 plf at 4" oc. = 487 plf at 3" oc. = 649 plf at 2" oc. = 974 plf Simpson LTP4 or LTP5 Per Plate = 515 Ibs at 24" oc. = 258 plf at 16" oc. = 386 plf at 12" oc. = 515 plf at 8" oc. = 773 plf at 12" oc. Ea Side = 1030 plf at 8" oc. Ea Side = 1545 plf Simpson A35 Per Plate = 595 Ibs at 24" oc. = 298 plf at 16" oc. = 446 plf at 12" oc. = 595 plf at 8" oc. = 893 plf at 12" oc. Ea Side = 1190 plf at 8" oc. Ea Side = 1785 plf LD-44 Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N .. _ Project: Tukwila Village Bldg E Description: Anchor Bolt Allowable Shear Values ConcreteBolt Allowable Load Based on: a. fc = 4000 psi Wood/Bolt Allowable Load Based on: a. tm = 2ts C. Plate Species = Doug Fir 1/2" Dia. Bolts Concrete/Bolt Per Bolt = 1750 Ibs @ 48" oc.= 438 plf @ 32" oc.= 656 plf @ 16" oc.= 1313 plf @ 8" oc.= 2625 plf 5/8" Dia. Bolts Concrete/Bolt Per Bolt = 3050 Ibs @ 48" oc.= 763 plf @ 32" oc.= 1144 plf @ 16" oc.= 2288 plf @ 12" oc.= 3050 plf @ 8" oc.= 4575 plf 3/4" Dia. Bolts Concrete/Bolt Per Bolt = 4400 Ibs @ 48" oc.= 1100 plf @ 32" oc.= 1650 plf @ 16" oc.= 3300 plf @ 12" oc.= 825 plf @ 8" oc.= 6600 plf 2x Plate 3x Plate Wood/Bolt w/ 33% increase 865 Ibs 216 plf 324 plf 648 plf 1297 plf Wood/Bolt I Wood/Bolt w/ 33% increase w/ 33% increase 1237lbs 1423lbs 309 plf 356 plf 464 plf 534 plf 928 plf 1067 plf 1237 plf 1423 plf 1855 plf 2135 plf Wood/Bolt Wood/Bolt w/ 33% increase w/ 33% increase 1689lbs 1862lbs 422 plf 466 plf 633 plf 698 plf 1267 plf 1397 plf 1689 plf 1862 plf 2534 plf 2793 plf LD-45 Davido Consulting Group civil I structural I land use Project: Stud Species = Doug Fir Floor Straps Values From Simpson Strong Tie C-2011 Strap Design Load (kip) Notes MST 37 2.465 --- MST 48 3.695 --- MST 60 4.83 -- CMST14x 86" 6.49 -- CS16 1.705 -- 6 4.585 -- HDU 2 3.075 --- HDU 4 4.565 -- HDU 5 5.645 -- HDU 8 6.97 (3) 2x Studs Min HDU 11 11.175 (5) 2x Studs Min HDU 14 14.275 (5) 2x Studs Min Date: 12/18/14 Made By: JN Tukwila Village Bldg E Holdown Allowable Shear Values LD-46 Shear Wall Calculation Equation Diagram Shear Wall with Window based on Shear Transfer WRoor Where: �D2 V2 to Hs Lt �Dt ++ LW I� L,,,;,, Vt panel VI plate I I VROOF 20 V2 V2 W2 1 X Vi, Vi = Story Shear Wi = Story Dead Load HDi = Story Holdown MOT, = Story Over Turning Moment MRi = Story Resisting Moment MOT ROOF = VROOF X H2 MOTt = ((V2 + VROOF) X H tI + MOT I MR ROOF = 0.6 X WROOF X D2/2 MR1 = 0.6 X (W2 + WROOF) X D2/2 HD2 = (MOT ROOF - MR ROOF)/(D - (HD, = (MOTt - MR1)/(D - 6") V2 panel = VROOF / (Lt + Lmin) V2 plate = VROOF / D Vh = Vi panel X Lmin vv = HDi Th=Vh(HW/2+Hs) /HS VI panel = (VROOF + V2) / (Lt + Lmin. VI plate = (VROOF + VA / D Tv = Is resisted by the continuous stud adjacent to the window. No calculation is required. I Davido Consulting Group civil I structural I land use FILE STRUCTURAL CALCULATIONS VOLUME TWO FOR TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON December 19, 2014 ITEM p �I OWE JAN 21 2 2C15 DDI C ---j REID MIDDLETON, INC. vino FOR CODE COMPLIANCE APPROVED MAY 052015 Clty of TuWla BUILDING DIVISION PAGE DesignCriteria............................................................................................. DC-1 to DC-10 Gravity Design: L2 Concrete Slab Design.................................................................. L2-1 to L2-196 Mezzanine Slab Design................................................................... MZ-1 to MZ-190 LateralDesign............................................................................................ LD-1 to LD-162 Foundation Design..................................................................................... FD-1 to FD-12 Mount Vernon Office 2124 Riverside Drive, Suite 211 j Mount Vernon, WA 98273 Tel 360.899.1110 C . SC �l wASy,N Ij� RECEIVED CITY OF TUKWILA 0M.-i2� o . 6:00 DFr. 2 2 2014 .47334 'Po' TVRAL6N�\G���4. PERMIT CENTER SS/ONAL EN Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 *9I�I --- a341 Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Davido Consulting Group civil I structural I land use Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 STRUCTURAL CALCULATIONS DESIGN CRITERIA TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Section Cover. docx Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 DC-1 DAVIDO CONSULTING GROUP, Inc. Made By: JN Dte:a12/18/2014 Civil - Structural - Land Use 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 206 523-0024 Fax 206 523-1015 Description: Design Criteria Job Name: Tukwila Village Seismic: Wind: Live Loads: Soils: Design Criteria Code: 2012 International Building Code Latitude = 47.474 North Longitude = 122.334 West Spectral Response Acceleration, Ss & S1 = 1.489 & 0.558 Spectral Response Acceleration, Sds & Sd1 = 0.993 & 0.558 Soil Site Class, Fa & Fv = 1.000 & 1.499 Response Modification Factor. Wood Levels = 6.5 Concrete Levels = 5.0 Exposure = B Basic Wind Speed = 85 mph Topographical Terrain = Flat Roof = 25 psf Residential Floor = 40 psf Common Areas = 100 psf Office (Ground Floor) = 10 0 psf Office = 5 0 psf Office Storage = 150 psf Corridors/Exits/Stairs = 100 psf From Geotechnical Report by Associated Earth Sciences, Inc dated March 18, 2013: Soil Bearing = 5,500 psf (Using Rammed Aggregate Piers) Unrestrained Soil Pressure = 35 pcf* + 8H psf (Seismic) Restrained Soil Pressure = 50 pcf* + 10H psf (Seismic) * Retaining walls with slopped backfill to have additional 20 pcf pressure Passive Soil Pressure = 250 pcf Coefficient of friction = 0.30 IBC Soil Site Classification = E* * Soil Site Class D used in design, more conservative in short-term design DC-2 DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 12/18/2014 Civil - Structural - Land Use 8804 Roosevelt WayNE, Seattle, WA 98115 206 523-0024 Fax: 206 523-1015 Description: Dead Loads Job Name: Tukwila Village Roof Assemblv Dead Load: Rooting .................................... 2.0 psf 112" Plywood Sheathing ................ 1.7 psf Wood Trusses at 24" o.c................ 3.0 psf Insulation .................................... 1.5 psf (2) Layers of 518" G WB.................. 5.6 psf Miscellaneous ........................... 1.0 psf Total .......................................... Floor Assembly 14.8 psf Use DL = 15.0 psf Dead Load. Flooring .................................... 2.0 psf 1 " Gyp -Crete ................................. 8.7 psf 314" T & G Plywood ....................... 2.5 psf -Joist at 16" ox.................... 1.9 psf (2) Layers of 518" GWB.................. 5.6 psf Miscellaneous ........................... 1.5 psf Total ........................................ 22.1 psf Use DL = 23.0 psf Corridor Floor Assembly Dead Load: Flooring ......................................... 2.0 psf 1 Gyp -Crete ................................. 8.7 psf 314" T & G Plywood ....................... 2.5 psf 1-Joist at 16" o.c.................... 1.9 psf (2) Layers of 518" GWB.................. 5.2 psf Miscellaneous ............................... 1.5 psf Total .............................................. 21.7 psf Use DL = 23.0 psf DC-3 DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 12/18/2014 Civil - Structural - Land Use 8804 Roosevelt Way NE, Seattle, WA 98115 206 523-0024 Fax: 206 523-1015 Description: Dead Loads Job Name: Tukwila Village Exterior Wall Assembly Dead Load. 2x6 at 16" o. c.............................. 1.7 psf Insulation .................................. 1.0 psf 15132" Plywood Sheathing ............. 1.7 psf (1) Layers of 518" GWB EA Side.... 5.6 psf Siding ............................................ 2.0 psf Miscellaneous ............................... 0.5 psf Total .......................................... 12.5 psf Use DL = 13.0 psf L2 Walls: (2) Layers of 518" GWB EA Side 11.2 spf Total .......................................... 18.1 psf Use DL = 18.0 psf Party Wall Assembly Dead Load. (2) Layers of 518" GWB ................. 5.6 psf (2) walls, 2x4 at 16"o.c............... 2.4 psf 15132" Plywood Sheathing ............. 1.7 psf Insulation ........................................ 0.5 psf Miscellaneous ............................... 1.0 psf Total .............................................. 11.2 psf Use DL = 12.0 psf L2 Walls: (2) Layers of 5/8" GWB EA Side 11.2 spf Total .......................................... 16.8 psf Use DL = 17.0 psf Corridor Wall Assembly Dead Load. (2) Layers of 518" GWB ................. 5.6 psf 2x6 at 12" o.c.............................. 2.3 psf 15132" Plywood Sheathing ............. 1.7 psf Insulation ........................................ 0.5 psf Miscellaneous ............................... 1.0 psf Total .............................................. 11.1 psf Use DL = 12.0 psf L2 Walls: (4) Layers of 518" GWB EA Side 11.2 spf Total .......................................... Interior Wall Assembb 16.7 psf Use DL = 17.0 psf Dead Load: (2) Layers of 112" GWB ................. 4.4 psf 2x4 at 16" o.c.............................. 1.2 psf Insulation ........................................ 0.5 psf Miscellaneous ............................... 0.5 psf Total .............................................. 6.6 psf Use DL = 7.0 psf DC-4 Design Maps Summary Report User -Specified Input Report Title Tukwila Village Thu September 5, 2013 19:50:58 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4740N, 122.334°W Site Soil Classification Site Class E - "Soft Clay Soil" Risk Category I/II/III 5000m acowigy tanner .4. oVashon E° V a s h o n © ma;jqLmajf a n d USGS-Provided Output Ss = 1.523 g SH,s = 1.370 g S1 = 0.571 g SN11 = 1.370 g T O N 0 R eai TAMER Coi �. Des 90~31 �© ® MapQuest Sps = 0.914 g SD1 = 0.913 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.40 1.26 1.12 0.99 0.70 0.56 0.42 0.29 0.14 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Design Response Spectrum 1.10 l.oa 0.90 0.70 IT 0.60 0.50 0.40 -F 0.30 0.20 0.10 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00 Period. T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter r DC-5 9 M Design Maps Summary Report User -Specified Input Report Title Tukwila Village Tue August 13, 2013 21:18:21 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4740N, 122.285°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 5000m QC owisy oVashon s h o n �©rt>�pqueat USGS-Provided Output Des Regl Kk&v) ! pb -'1__ East Ro o- Highlar kN O R T H AM ERICA SS MS DS = 1.489 g S = 1.489 g S = 0.993 g S1 = 0.558 g SM1 = 0.836 g SD1 = 0.558 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.65 1.50 1.35 1.20 1.D5 H 0.75 0.60 0.45 - F-\\ 0.30 0.15 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Design Response Spectrum 1.10 1.00 _ 0.90 0.80 0.70 Oi 0.60 N 0.50 0.40 0.30 0.20 0.10 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. I.b....—F....v -.......wt..... ....t..,,b............,....,....,b.,.b...,vvv.b.......t..., ..w,...i.w..1...1.: w...t..uw ..,........, DC-6 W Design Maps Detailed Report 2012 International Building Code (47.4740N, 122.285°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S ). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) Ill From Figure 1613.3.1(2) IZI Section 1613.3.2 — Site class definitions Ss = 1.489 g S1 = 0.558 g The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class v N or N s S ch u A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F a Site Class Mapped Spectral Response Acceleration at Short Period S :5 0.25 S = 0.50 S = 0.75 S = 1.00 S >: 1.25 S s S S S A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.489 g, Fa = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F Site Class MaDDed Spectral Response Acceleration at 1-s Period S :50.10 S =0.20 S =0.30 S =0.40 S >!0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S, = 0.558 g, FV = 1.500 .,�.t...,.,bw,,.,...w..w..,�b.,.b.. ..uw.b,,.,,ur.a, aw„vr.., ..t.,,t.: w..,i....... ............ DC-8 Equation (16-37): Equation (16-38): SMs = Fa Ss = 1.000 x 1.489 = 1.489 g SMI = F v S 1 = 1.500 x 0.558 = 0.836 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Equation (16-40): S DS MS = % S =%x1.489=0.993g S Dl MI = % S = 2/3 x 0.836 = 0.558 g DC-9 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF S I or II III IV DS SDS < 0.167g A A A 0.167g 5 SDS < 0.33g B B C 0.33g 5 SDS < 0.50g C C D 0.50g 5 SDS D D D For Risk Category = I and SDS = 0.993 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sal I or II III IV SD1 < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g 5 SD1 < 0.20g C C D 0.20g 5 SD1 D D D For Risk Category = I and SD1 = 0.558 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC- 2012-Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC- 2012-Fig 1613p3p 1(2). pdf DC-10 DC-10 c!� J al 111. 0 i L2-1 L2-1 Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS LEVEL 2 CONC. SLAB DESIGN Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 (ADAPT) TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 1.docx r N W Model 2/17/14 I Tukwila Village Building E 1:05:35 Level 2 N W 12/17/14 11:06:45 uildingE_2.adm Structural Plan Tukwila Village Building E Level 2 L2-5 L2-5 `i ._ 1 I . . . . . . . . . . . . . . . - - - - ....................... - - --------------- . -.... -..... ...................... .-- ..-.-.-.- .--. . . .----. —. .X.......... --- ................... ------L--O--- ..--..---.-.--..-..---..-..--.-.--..-.. a...-. .--.. :.... .... ....7....7 ............................. -:.--.--- .... -- --. .......................... --. --. -.--. --. ----- -- ----- --- ----- ------L----- .-..-...... -.....-... ........ ........ ............ n- ..............:::--------r ..... ....... ................ ...—..................... ....... ............. ------------ .........a...... . . . ................................................ .......... . ....*..............*----------- ----------.--------- ...-.... ----- --------- .......................... .........I ................. —........................ � ............ - * .... ... -.-.-.-. -.... -.. . ...... .........................—........—��::�::: .............. ...... .. .. .. .. ... . a .. .......... .....................................................................I ........ 0--- ............ 0- .......................... .. .. .. ..........- :: ................ ..: ..p .... .... ............ . .. ............ .......... .... ........ .......... ... . .. .... ............... . ............ .............. ----- . ................... ............... ......... ............................... ................................................................... ............ ........I.............................................. . .................................. .............. .............. .......................... .............*-----*. ................ ......................6 ... ......................... .... ................... ........... ............. . .................. .............. .............. ............. ----------- .. ....... ......... ......... .. ...... ....-. .......... ................................ .... :a . ............ ......... ......... .. ....... ... .... ......................... .......................... --------- ......... ...... ............... .. .............. ... ............. ......... ....... ....... .. 0...: .... --------- ...... : : ................................ ...... .. ... ......... ............................ . .. .r A :a P: .........Q . ............. ............ ......... .................. ........... ... ............ . ... ...... 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L-LT777T Loading Plan Live Load 12/17/14 11:49:06 Tukwila Village Building E BuildingE-2.adm Level 2 L2-8 L2-8 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 110.10 SLAB REGIONS (Summary Report) Type # Reference Plane Material Area Volume ft2 M 1 Level 2 Concrete 5000 38587.32 45291.21 Note: Volume includes drop caps, excludes area of openings and considers net thickness where slabs overlap. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 1 L2-9 L2-9 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 112 RESTRAINTS AND RELEASES Specific Data: Le el 2 File Name: BuildingE_2.adm FLOOR -PRO 112.20 POINT SUPPORT LOCATION AND RESTRAINT I------Location-------I—Restraint:Translation—I—Restraint: Rotation ----I ID Label X, Y, Z ft X Y Z XX YY ZZ 41395 Point Support 41395 0.75;163.4720.00 No No Yes Yes Yes Yes 41396 Point Support 41396 31.79;120.5220.00 No No Yes Yes Yes Yes 41397 Point Support 41397 30.29;148.37;20.00 No No Yes Yes Yes Yes 41398 Point Support 41398 30.29;164.69;20.00 No No Yes Yes Yes Yes 41399 JPoint Support 41399 50.21;42.1020.00 No No Yes Yes Yes Yes 41400 Point Support 41400 50.71;67.60;20.00 No No Yes Yes Yes Yes 41401 Point Support 41401 50.71;96.60;20.00 No No Yes Yes Yes Yes 41402 Point Support 41402 78.02;39.77;20.00 No No Yes Yes Yes Yes 41403 Point Support 41403 78.02;67.27;20.00 No No Yes Yes Yes Yes 41404 Point Support 41404 77.96;84.02;20.00 No No Yes Yes Yes Yes 41405 1 Point Support 41405 81.79;111.02;20.00 No No Yes Yes Yes Yes 41406 Point Support 41406 86.85;158.2720.00 No No Yes Yes Yes Yes 41407 Point Support 41407 95.27;39.7720.00 No No Yes Yes Yes Yes 41408 Point Support 41408 95.27;67.27;20.00 No No Yes Yes Yes Yes 41409 Point Support 41409 94.96;84.02;20.00 No No Yes Yes Yes Yes 41410 Point Support 41410 97.44;147.94;20.00 No No Yes Yes Yes Yes 41411 Point Support 41411 97.44.158.2720.00 No No Yes Yes Yes Yes 41412 Point Support 41412 113.71;39.77;20.00 No No Yes Yes Yes Yes 41413 Point Support 41413 111.96;67.27;20.00 No No Yes Yes Yes Yes 41414 Point Support 41414 111.96;84.0220.00 No No Yes Yes Yes Yes 41415 Point Support 41415107.29.111.27.20.00 No No Yes Yes Yes Yes 41416 Point Support 41416 116.35.158.2720.00 No No Yes Yes Yes Yes 41417 JPoint Support 41417 135.71;39.7720.00 No No Yes Yes Yes Yes 41418 Point Support 41418 137.46;67.0220.00 No No Yes Yes Yes Yes 41419 Point Support 41419 137.46;84.0220.00 No No Yes Yes Yes Yes 41420 Point Support 41420132.79;111.2720.00 No No Yes Yes Yes Yes 41421 Point Support 41421 126.94.147.94.20.00 No No Yes Yes Yes Yes 41422 Point Support 41422126.94;158.2720.00 No No Yes Yes Yes Yes 41423 Point Support 41423145.85;158.2720.00 No No Yes Yes Yes Yes 41424 Point Support 41424 162.9620.7720.00 No No Yes Yes Yes Yes 41425 Point Support 41425 162.96;48.27.20.00 No No Yes Yes Yes Yes 41426 Point Support 41426 162.96.64.6920.00 No No Yes Yes Yes Yes 41427 Point Support 41427 162.96;82.1920.00 No No Yes Yes Yes Yes 41428 Point Support 41428 160.79;111.2720.00 No No Yes Yes Yes Yes 41429 Point Support 41429156.44-147.9420.00 No No Yes Yes Yes Yes 41430 Point Support 41430156.44;158.2720.00 No No Yes Yes Yes Yes 41431 Point Support 41431 175.35;146.27; .00 No No Yes Yes Yes Yes 41432 Point Support 41432 179.9620.7720.00 No No Yes Yes Yes Yes 41433 Point Support 41433 179.96;48.27;20.00 No No Yes Yes Yes Yes 41434 Point Support 179.96;64.69;20.00 No No Yes Yes Yes Yes 41434 41435 Point Support 179.96;82.19;20.00 No No Yes Yes Yes Yes 41435 41436 Point Support 186.29;111.27;20.0 No No Yes Yes Yes Yes Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 2 1-2-10 1-2-10 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 41436 0 41437 Point Support 185.94;135.94;20.0 No No Yes Yes Yes Yes 41437 0 41438 Point Support 185.94;146.27;20.0 No No Yes Yes Yes Yes 41438 0 41439 Point Support 205.46;20.02;20.00 No No Yes Yes Yes Yes 41439 41440 Point Support 205.46;48.27;20.00 No No Yes Yes Yes Yes 41440 41441 Point Support 205.46;64.69;20.00 No No Yes Yes Yes Yes 41441 41442 Point Support 205.46;82.19;20.00 No No Yes Yes Yes Yes 41442 41443 Point Support 211.79;111.27;20.0 No No Yes Yes Yes Yes 41443 0 41444 Point Support 204.85;146.27;20.0 No No Yes Yes Yes Yes 41444 0 41445 Point Support 231.12;20.52;20.00 No No Yes Yes Yes Yes 41445 41446 Point Support 222.46;48.52;20.00 No No Yes Yes Yes Yes 41446 41447 Point Support 222.46;64.69;20.00 No No Yes Yes Yes Yes 41447 41448 Point Support 222.46;82.19;20.00 No No Yes Yes Yes Yes 41448 41449 Point Support 236.29;111.02;20.0 No No Yes Yes Yes Yes 41449 0 41450 Point Support 249.46;38.52;20.00 No No Yes Yes Yes Yes 41450 41451 Point Support 248.46;64.69;20.00 No No Yes Yes Yes Yes 41451 41452 Point Support 248.96;92.19;20.00 No No Yes Yes Yes Yes 41452 41453 Point Support 114.33;91.59;20.00 Yes Yes No No No No 41453 41454 Point Support 208.22;91.59;20.00 No Yes No No No No 41454 112.40 LINE SUPPORT LOCATIONS AND RESTRAINT Line Supports Locations ID Label Length Centroid X;Y;Z Start X;Y;Z End X;Y;Z ft ft ft ft 7125 Line Support 7125 5.29 0.29;24.54;10.17 0.29;21.90;10.17 0.29;27.19;10.17 7126 Line Support 7126 5.00 0.29;61.52;10.17 0.29;59.02;10.17 0.29;64.02;10.17 7127 Line Support 7127 5.00 0.29;91.52;10.17 0.29;89.02;10.17 0.29;94.02;10.17 7128 Line Support 7128 5.00 0.29;121.52;10.17 0.29;119.02;10.17 0.29;124.02;10.17 7129 Line Support 7129 4.62 0.29;140.50;10.17 0.29;138.19;10.17 0.29;142.81;10.17 7130 Line Support 7130 3.29 1.94;21.90;10.17 0.29;21.90;10.17 3.58;21.90;10.17 7131 Line Support 7131 5.90 26.82;21.90;10.17 23.88;21.90;10.17 29.77;21.90;10.17 7132 Line Support 7132 4.65 54.55;18.69;10.17 52.23;18.69;10.17 56.88;18.69;10.17 7133 Line Support 7133 37.83 95.79;18.69;10.17 76.88;18.69;10.17 114.71;18.69;10.17 71 ne Support 7134 16.58 135.79;10.90;10.17 135.79;19.19;10.17 135.79;2.60;10.17 7135 Line Support 7135 68.98 32.29;62.20;10.17 32.29;27.71;10.17 32.29;96.69;10.17 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 3 1-2-11 1-2-11 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 7136 Line Support 7136 23.67 42.54;108.52;10.17 42.54;96.69;10.17 42.54;120.35;10.17 7137 Line Support 7137 12.53 48.81;102.44;10.17 42.54;102.44;10.17 55.07;102.44;10.17 7138 Line Support 7138 12.57 59.51;106.88;10.17 55.07;102.44;10.17 63.96;111.33;10.17 7139 Line Support 7139 9.03 63.96;115.84;10.17 63.96;111.33;10.17 63.96;120.35;10.17 7140 Line Support 7140 21.42 53.25;120.35;10.17 63.96;120.35;10.17 42.54;120.35;10.17 7141 Line Support 7141 22.00 47.00;148.27;10.17 47.00;137.27;10.17 47.00;159.27;10.17 7142 Line Support 7142 8.52 67.50;141.53;10.17 67.50;137.27;10.17 67.50;145.79;10.17 7143 Line Support 7143 9.35 34.78;136.71;10.17 30.10;136.71;10.17 39.46;136.71;10.17 7144 Line Support 7144 7.67 39.46;132.87;10.17 39.46;136.71;10.17 39.46;129.04;10.17 7145 Line Support 7145 9.35 34.78;129.04;10.17 39.46;129.04;10.17 30.10;129.04;10.17 7146 Line Support 7146 7.67 30.10;132.87;10.17 30.10;129.04;10.17 30.10;136.71;10.17 7147 Line Support 7147 10.25 37.42;96.69;10.17 32.29;96.69;10.17 42.54;96.69;10.17 7148 Line Support 7148 8.67 30.10;23.02;10.17 30.10;18.69;10.17 30.10;27.35;10.17 7149 Line Support 7149 17.71 38.96;27.35;10.17 30.10;27.35;10.17 47.81;27.35;10.17 7150 Line Support 7150 8.67 47.81;23.02;10.17 47.81;27.35;10.17 47.81;18.69;10.17 7151 Line Support 7151 17.71 38.96;18.69;10.17 30.10;18.69;10.17 47.81;18.69;10.17 7152 Line Support 7152 8.67 235.94;4.33;10.17 235.94;0.00;10.17 235.94;8.67;10.17 7153 Line Support 7153 17.71 244.79;8.67;10.17 235.94;8.67;10.17 253.65;8.67;10.17 7154 Line Support 7154 8.67 253.65;4.33;10.17 253.65;8.67;10.17 253.65;0.00;10.17 7155 Line Support 7155 17.71 244.79;0.00;10.17 253.65;0.00;10.17 235.94;0.00;10.17 7156 Line Support 7156 9.33 244.98;124.50;10.17244.98;119.83;10.17244.98;129.17;10.17 7157 Line Support 7157 7.67 248.81;129.17;10.17244.98;129.17;10.17252.65;129.17;10.17 7158 Line Support 7158 9.33 252.65;124.50;10.17 252.65;129.17;10.17 252.65;119.83;10.17 7159 Line Support 7159 7.67 248.81;119.83;10.17 252.65;119.83;10.17 244.98;119.83;10.17 7160 Line Support 7160 4.65 138.11;2.60;10.17 135.79;2.60;10.17 140.44;2.60;10.17 7161 Line Support 7161 5.50 151.19;2.60;10.17 148.44;2.60;10.17 153.94;2.60;10.17 7162 Line Support 7162 1 5.42 189.31;2.60;10.17 186.60;2.60;10.17 192.02;2.60;10.17 7163 Line Support 7163 12.99 210.27;2.60;10.17 203.78;2.60;10.17 216.77;2.60;10.17 7164 Line Support 7164 10.83 230.19;2.60;10.17 224.77;2.60;10.17 235.60;2.60;10.17 7165 Line Support 7165 2.73 264.37;10.80;10.17 264.37;9.44; 10. 17 264.37;12.17;10.17 7166 Line Support 7166 11.19 248.37;14.68;10.17 248.37;9.08;10.17 248.37;20.27;10.17 7167 Line Support 7167 8.65 252.70;20.27;10.17 248.37;20.27;10.17 257.02;20.27;10.17 7168 Line Support 7168 4.15 264.37;22.34;10.17 264.37;20.27;10.17 264.37;24.42; 10. 17 7169 Line Support 7169 16.75 264.37;36.79;10.17 264.37;28.42;10.17 264.37;45.17;10.17 7170 Line Support 7170 4.25 264.37-155.29;10.17 264.37;53.17;10.17 264.37;57.42;10.17 7171 Line Support 7171 16.75 264.37;69.79;10.17 264.37;61.42;10.17 264.37;78.17;10.17 7172 Line Support 7172 3.85 264.37;88.09;10.17 264.37;86.17;10.17 264.37;90.02;10.17 7173 Line Support 7173 6.67 264.37;97.35;10.17 264.37;94.02;10.17 264.37;100.69;10.1 7 7174 Line Support 7174 9.98 264.37;114.07;10.1 7 264.37;109.08;10.1 7 264.37;119.06;10.1 7 7175 Line Support 7175 4.04 255.00;119.06;10.1 7 257.02;119.06;10.1 7 252.98;119.06;10.1 7 7176 Line Support 7176 3.33 254.46;131.19;10.1 7 254.46;129.52;10.1 7 254.46;132.85;10.1 7 7177 Line Support 7177 4.17 254.46;140.44;10.1 7 254.46;138.35;10.1 7 254.46; 142.52; 10. 1 7 7178 Line Support 7178 3.08 254.46; 149.56; 10. 1 7 254.46;148.02;10.1 7 254.46;151.10;10.1 7 7179 Line Support 7179 2.92 253.00;151.10;10.1 7 254.46;151.10;10.1 1 7 251.54;151.10;10.1 7 Support@adaptsoft.com www.adaptsoft.corn ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 L2-12 L2-12 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 7180 Line Support 7180 10.02 240.20;151.10;10.1 7 245.21;151.10;10.1 7 235.19;151.10;10.1 7 7181 Line Support 7181 3.00 227.35;151.10;10.1 7 228.85;151.10;10.1 7 225.85;151.10;10.1 7 7182 Line Support 7182 20.33 225.85;140.60;10.1 7 225.85;130.44;10.1 7 225.85;150.77;10.1 7 7183 Line Support 7183 25.00 216.19;137.77;10.1 7 216.19;125.27;10.1 7 216.19;150.27;10.1 7 7184 Line Support 7184 6.06 147.82;130.85;10.1 7 150.85;130.85;10.1 7 144.79;130.85;10.1 7 7185 Line Support 7185 10.00 132.79;130.85;10.1 7 137.79;130.85;10.1 7 127.79;130.85;10.1 7 7186 Line Support 7186 10.01 115.79;130.85;10.1 7 120.79;130.85;10.1 7 110.78;130.85;10.1 7 7187 Line Support 7187 10.00 98.78;130.85;10.17 103.78;130.85;10.1 7 93.78;130.85;10.17 7188 Line Support 7188 10.00 81.78;130.85;10.17 86.78;130.85;10.17 76.78;130.85;10.17 7189 Line Support 7189 11.18 64.19;130.85;10.17 69.78;130.85;10.17 58.60;130.85;10.17 7190 Line Support 7190 6.13 58.60.127.79;10.17 58.60;130.85;10.17 58.60;124.73;10.17 7191 Line Support 7191 20.67 168.27;2.60;10.17 157.94.2.60;10.17 178.60;2.60;10.17 7192 Line Support 7192 7.76 199.90;2.60;10.17 196.02;2.60;10.17 203.78;2.60;10.17 7193 Line Support 7193 7.35 260.70;20.27;10.17 257.02;20.27;10.17 264.37;20.27;10.17 7194 Line Support 7194 7.35 260.70;119.06;10.1 7 257.02;119.06;10.1 7 264.37;119.06;10.1 7 7195 Line Support 7195 i 13.48 67.50;152.53;10.17 67.50;145.79;10.17 67.50;159.27;10.17 Line Supports Releases --Release:Translation-----Release:Rotation----I ID Label X Y Z XX YY ZZ 7125 Line Support 7125 No No Yes Yes Yes Yes 7126 Line Support 7126 No No Yes Yes Yes Yes 7127 Line Support 7127 No No Yes Yes Yes Yes 7128 Line Support 7128 No No Yes Yes Yes Yes 7129 Line Support 7129 No No Yes Yes Yes Yes 7130 Line Support 7130 No No Yes Yes Yes Yes 7131 Line Support 7131 No No Yes Yes Yes Yes 7132 Line Support 7132 No No Yes Yes Yes Yes 7133 Line Support 7133 No No Yes Yes Yes Yes 7134 Line Support 7134 No No Yes Yes Yes Yes 7135 Line Support 7135 No No Yes Yes Yes Yes 7136 Line Support 7136 No No Yes Yes Yes Yes 7137 Line Support 7137 No No Yes Yes Yes Yes 7138 Line Support 7138 No No Yes Yes Yes Yes 7139 Line Support 7139 No No Yes Yes Yes Yes 7140 Line Support 7140 No No Yes Yes Yes Yes 7141 Line Support 7141 No No Yes Yes Yes Yes 7142 Line Support 7142 No No Yes Yes Yes Yes 7143 Line Support 7143 No No Yes Yes Yes Yes 7144 Line Support 7144 No No Yes Yes Yes Yes 7145 Line Support 7145 No No Yes Yes Yes Yes 7146 Line Support 7146 No No Yes Yes Yes Yes 7147 Line Support 7147 No No Yes Yes Yes Yes 7148 Line Support 7148 No No Yes Yes Yes Yes 7149 Line Support 7149 No No Yes Yes Yes Yes Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 5 1-2-13 1-2-13 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 7150 Line Support 7150 No No Yes Yes Yes Yes 7151 Line Support 7151 No No Yes Yes Yes Yes 7152 Line Support 7152 No No Yes Yes Yes Yes 7153 Line Support 7153 No No Yes Yes Yes Yes 7154 Line Support 7154 No No Yes Yes Yes Yes 7155 Line Support 7155 No No Yes Yes Yes Yes 7156 Line Support 7156 No No Yes Yes Yes Yes 7157 Line Support 7157 No No Yes Yes Yes Yes 7158 Line Support 7158 No No Yes Yes Yes Yes 7159 Line Support 7159 No No Yes Yes Yes Yes 7160 Line Support 7160 No No Yes Yes Yes Yes 7161 Line Support 7161 No No Yes Yes Yes Yes 7162 Line Support 7162 No No Yes Yes Yes Yes 7163 Line Support 7163 No No I Yes Yes Yes Yes 7164 Line Support 7164 No No Yes Yes Yes Yes 7165 Line Support 7165 No No Yes Yes Yes Yes 7166 Line Support 7166 No No Yes Yes Yes Yes 7167 Line Support 7167 No No Yes Yes Yes Yes 7168 Line Support 7168 No No Yes Yes Yes Yes 7169 Line Support 7169 No No Yes Yes Yes Yes 7170 Line Support 7170 No No Yes Yes Yes Yes 7171 Line Support 7171 No No Yes Yes Yes Yes 7172 Line Support 7172 No No Yes Yes Yes Yes 7173 Line Support 7173 No No Yes Yes Yes Yes 7174 Line Support 7174 No No Yes Yes Yes Yes 7175 Line Support 7175 No No Yes Yes Yes Yes 7176 Line Support 7176 No No Yes Yes Yes Yes 7177 Line Support 7177 No No Yes Yes Yes Yes 7178 Line Support 7178 No No Yes Yes Yes Yes 7179 Line Support 7179 No No Yes Yes Yes Yes 7180 Line Support 7180 No No Yes Yes Yes Yes 7181 Line Support 7181 No No Yes Yes Yes Yes 7182 Line Support 7182 No No Yes Yes Yes Yes 7183 Line Support 7183 No No Yes Yes Yes Yes 7184 Line Support 7184 No No Yes Yes Yes Yes 7185 Line Support 7185 No No Yes Yes Yes Yes 7186 Line Support 7186 No No Yes Yes Yes Yes 7187 Line Support 7187 No No Yes Yes Yes Yes 7188 Line Support 7188 No No Yes Yes Yes Yes 7189 Line Support 7189 No No Yes Yes Yes Yes 7190 Line Support 7190 No No Yes Yes Yes Yes 7191 Line Support 7191 No No Yes Yes Yes Yes 7192 Line Support 7192 No No Yes Yes Yes Yes 7193 Line Support 7193 No No Yes Yes Yes Yes 7194 Line Support 7194 No No Yes Yes Yes Yes 7195 Line Support 7195 No No Yes Yes Yes Yes Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 L2-14 L2-14 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 146 LOAD CASES AND COMBINATIONS 146.20 LOAD CASES Dead load Live load Selfweight Prestressing Hyperstatic Specific Data: Le el 2 File Name: Build ingE_2.ad m FLOOR -PRO 146.40 LOAD COMBINATIONS Name: Service(Total Load) Evaluation: SERVICE TOTAL LOAD Combination detail: 1.00 x Selfweight + Prestressing Name: Service(Sustained Load) Evaluation: SERVICE SUSTAINED LOAD Combination detail: 1.00 x Selfweight + Prestressing Name: Strength(Dead and Live) Evaluation: STRENGTH Combination detail: 1.20 x Selfweight + Hyperstatic Name: Strength(Dead Load Only) Evaluation: STRENGTH Combination detail: 1.40 x Selfweight + Name: Initial Evaluation: INITIAL Combination detail: 1.00 x Selfweight + Name: Sustained —Load Evaluation: CRACKED DEFLECTION Combination detail: 1.00 x Selfweight + 1.00 x Dead load + 1.00 x Live load + 1.00 x 1.00 x Dead load + 0.30 x Live load + 1.00 x 1.20 x Dead load + 1.60 x Live load + 1.00 x 1.40 x Dead load + 1.00 x Hyperstatic 1.15 x Prestressing 1.00 x Dead load + 0.30 x Live load + 1.00 x Prestressing Name: Long_Term Evaluation: LONG TERM DEFLECTION Combination detail: 3.00 x Sustained Load Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 7 L2-15 L2-15 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 117 MATERIALS Specific Data: Le el 2 File Name: BuildingE_2.adm FLOOR -PRO 117.20 CONCRETE MATERIAL PROPERTIES ID Label F'c Unit Weight Type Ec Creep coefficient psi pef ksi 1 Concrete 4000 4000 150.00 Normal 3835 2.00 2 Concrete 5000 5000 150.00 Normal 4287 2.00 F'c = strength at 28 days Ec = modulus of elasticity at 28 days 117.40 REINFORCEMENT (NON PRESTRESSED) MATERIAL PROPERTIES ID Label fy fvy Es ksi ksi ksi 1 MildSteel1 60.000 60.000 30000 fy = yield stress of longitudinal reinforcement fvy = yield stress of one-way shear reinforcement Es = modulus of elasticity 117.60 PRESTRESSING MATERIAL PROPERTIES ID Label f u fpy E s ksi ksi ksi 1 Prestressing 1 270.000 240.000 29007 fpu = ultimate stress fpy = yield stress Eps = modulus of elasticity 142 CODES AND ASSUMPTIONS 142.10 DESIGN CODE SPECIFIED: ACI 2011/IBC 2012 142.15 TORSIONAL STIFFNESS OF BEAMS ACCOUNTED FOR 142.16 TORSIONAL STIFFNESS OF LOWER COLUMNS ACCOUNTED FOR 142.17 TORSIONAL STIFFNESS OF UPPER COLUMNS ACCOUNTED FOR 142.20 MATERIAL AND STRENGTH REDUCTION FACTORS Two-way Slabs ACI 2011/IBC 2012 strength reduction factors used: For bending = 0.90 For shear two-way = 0.75 One-way Slabs ACI 2011/I13C 2012 strength reduction factors used: For bending = 0.90 For shear one-way = 0.75 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 8 L2-16 L2-16 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Beams ACI 2011/I13C 2012 strength reduction factors used: For bending = 0.90 For shear one-way = 0.75 142.30 COVER TO REINFORCEMENT Two-way Slabs Prestressing Tendons (CGS) At top = 1.50 in At bottom = 1.50 in Nonprestressing reinforcement (cover) At top = 1.50 in At bottom = 1.25 in One-way Slabs Prestressing Tendons (CGS) At top = 1.50 in At bottom = 1.50 in Nonprestressing reinforcement (cover) At top = 1.00 in At bottom = 1.00 in Beams Prestressing Tendons (CGS) At top = 1.50 in At bottom = 1.50 in Nonprestressing reinforcement (cover) At top = 1.50 in At bottom = 1.50 in 142.40 MINIMUM BAR LENGTH Two-way systems FLOOR -PRO Cut off length of minimum steel over support (length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: Top bars = 12.00 in Bottom bars = 12.00 in One-way slabs Cut off length of minimum steel over support (length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: Top bars = 12.00 in Bottom bars = 12.00 in Beams Cut off length of minimum steel over support (length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: Top bars = 12.00 in Bottom bars = 12.00 in 143 DESIGN CRITERIA Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 9 L2-17 L2-17 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm 2012 143.10 ONE-WAY SLABS Sustain load stresses Tension stress as multiple of (fc)^1/2 At top fibers -7.50 At bottom fibers = 7.50 Compression stress as multiple of f'c Extreme fiber = 0.45 Initial load stresses Tension stress as multiple of (fc)Al/2 At top fibers = 3.00 At bottom fibers = 3.00 Compression stress as multiple of fc Extreme fiber = 0.60 Total load stresses Tension stress as multiple of (fc)^1/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of fc Extreme fiber = 0.60 143.20 TWO-WAY SLABS Sustain load stresses Tension stress as multiple of (fc)Al/2 At top fibers = 6.00 At bottom fibers = 6.00 Compression stress as multiple of fc Extreme fiber = 0.45 Initial load stresses Tension stress as multiple of (fc)Al/2 At top fibers = 3.00 At bottom fibers = 3.00 Compression stress as multiple of fc Extreme fiber = 0.60 Total load stresses Tension stress as multiple of (fc)^1/2 At top fibers = 6.00 At bottom fibers = 6.00 Compression stress as multiple of fc Extreme fiber = 0.60 143.30 BEAMS Sustain load stresses Tension stress as multiple of (fc)^1/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of fc FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 10 L2-18 L2-18 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 Extreme fiber Initial load stresses Tension stress as multiple of (fc)^1/2 At top fibers At bottom fibers Compression stress as multiple of f'c Extreme fiber Total load stresses Tension stress as multiple of (fc)^1/2 At top fibers At bottom fibers Compression stress as multiple of f'c Extreme fiber Specific Data: Le el 2 File Name: Building E_2.ad m = 0.45 = 3.00 = 3.00 EK1 - 1 = 7.50 = 7.50 1 .1 FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306 2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 11 L2-19 L2-19 L2-20 L2-20 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 111.10 TENDON MATERIAL Material Label: Prestressing 1 fpu = 270.000ksi fpy = 240.000ksi Specific Data: Le el 2 File Name: Build ingE_2.adm Eps = 29007ksi FLOOR -PRO 111.20 TENDON GROUPS GEOMETRY, SYSTEM AND FRICTION Group Span Span lengt h Shape Start (from soffit) Center (from soffit End (from soffit) Stressing end System K *0.001 Meu *0.01 Min radius of curvature ft in in in rad/ft ft Group 1 1 1.25 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 8.60 1 5.00 5.00 8.50 Both U 1 1.00 7.00 6.34 3 17.03 8 8.50 -- 8.50 Both U 1.00 7.00 NA 4 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 5 25.50 1 8.50 3.00 8.50 Both U 1.00 7.00 24.77 6 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 7 26.001 1 8.50 1.50 8.50 Both U 1.00 7.00 28.97 8 16.331 4 8.50 -- 5.00 Both U 1.00 17.00 457.29 Total 128.7 2 TENDON GROUPING, IDENTIFICATION AND STRESSING GROUP: NONE Number of tendons: 186 Material ID: Prestressing 1 Tendon length(ft) = 128.72 Strands area (in2): 0.15 Stressing: Both ends Seating (in): 0.25 Elongation (in): First end: 0.00 Second end: 0.00 Total: 0.00 Tendon ID Number of Strands 2 9 3 21 5 17 7 8 8 10 10 12 12 10 13 12 15 21 16 8 17 4 18 3 19 3 20 3 21 3 22 3 23 3 24 3 26 3 27 3 28 3 29 3 30 3 Support@adaptsoft.com www.adaptsoft_com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 12 L2-21 L2-21 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 31 3 32 3 33 3 34 3 35 3 36 3 37 3 38 3 39 3 40 3 41 3 42 3 43 3 44 3 45 3 46 3 47 3 48 3 49 3 50 3 51 3 52 3 53 3 54 3 55 3 56 3 57 3 58 3 59 3 60 3 61 3 62 3 63 3 64 3 65 3 66 3 67 3 68 3 70 3 71 3 72 3 73 3 74 3 75 3 76 3 77 3 78 3 79 3 80 3 81 3 82 3 83 3 84 3 85 3 86 3 Specific Data: Le el 2 File Name: BuildingE_2.adm FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 13 L2-22 L2-22 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 87 3 88 3 191 3 89 10 90 22 91 22 92 22 93 24 94 34 95 24 96 12 97 8 98 12 99 22 100 26 101 24 102 28 107 8 108 10 109 5 110 5 111 5 112 5 113 5 114 5 115 5 116 5 117 5 118 5 119 5 120 5 122 5 123 5 124 5 125 5 126 5 127 5 128 4 129 .4 130 4 131 4 132 4 133 4 134 4 135 4 136 4 137 4 138 4 139 4 140 4 141 4 142 4 143 4 144 4 145 4 Specific Data: Le el 2 File Name: BuildingE_2.adm FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 14 L2-23 L2-23 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 146 4 147 4 148 4 149 4 150 4 151 4 152 4 153 4 154 4 155 4 156 4 157 4 158 4 159 4 160 4 161 4 162 4 163 4 164 4 165 4 166 4 167 4 168 4 169 5 170 5 171 5 172 5 173 5 174 5 175 5 176 5 177 5 178 5 179 5 180 5 181 5 182 5 183 5 184 5 185 5 186 5 187 4 188 4 189 4 190 4 106 16 103 16 192 10 196 16 197 16 198 8 199 6 200 5 TENDON CASTING Specific Data: Le el 2 File Name: BuildingE_2.adm FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 15 L2-24 L2-24 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Total Number of 5 Hole Casting: 289, Unit Price: $1.00, Total Price: $289.00 Total Number of Single Casting: 236, Unit Price: $0.50, Total Price: $118.00 Legend Shape 1----Reversed Parabola 2----- Partial Parabola 3---Harped 4----Cantilever Up 5----- Cantilever Partial 6---Cantilever Harped 7----Cantilever Down 8---Straight 9 ----- Extended Reversed Parabola System U----- Unbonded B ----- Bonded Code First ----Stressed at first end Last ------ Stressed at last end Both ------ Stressed at both ends 111.50 TENDON ELONGATION, BY GROUPS Tendon (Group Label) Jack (1st,2nd) Seating (1 st,2nd Elongation 1 st,2nd,Total k in in Group 1 297,432,297.432 0.25, 0.25 8.36, 0.00, 8.36 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 16 fl L2-25 L2-25 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 111.30 INDIVIDUAL TENDON'S GEOMETRY, SYSTEM AND FRICTION Material Label: Prestressing 1 fpu = 270.000ksi fpy = 240.000ksi Eps = 29007ksi # Label Span Span length Shape Start (from soffit) Center (from soffit) End (from soffit Stressing end System K *0.001 Meu *0.01 Min radius of curvature ft in in in rad/ft ft 89 Tendon 89 1 5.06 8 5.00 -- 5.00 First U 1.00 7.00 NA 2 8.00 8 5.00 -- 5.00 First U 1.00 7.00 NA 3 5.50 8 5.00 -- 5.00 First U 1.00 7.00 NA 4 4.00 8 5.00 -- 5.00 First U 1.00 7.00 NA 5 20.67 8 5.00 -- 5.00 First U 1.00 7.00 NA 6 8.00 8 5.00 -- 5.00 First U 1.00 7.00 NA 7 1 5.42 8 5.00 -- 5.00 First U 1.00 17.00 NA 8 4.00 8 5.00 -- 5.00 First U 1.00 7.00 NA 9 20.75 8 5.00 -- 8.00 First U 1.00 7.00 NA 10 8.00 8 8.00 -- 8.00 First U 1.00 7.00 NA 11 11.17 8 8.00 -- 8.00 First U 1.00 7.00 NA Total 100.56 90 Tendon 90 1 16.58 4 5.00 -- 9.50 Both U 1.00 7.00 27.84 2 27.25 1 9.50 1.50 9.50 Both U 1.00 7.00 24.77 3 17.00 1 9.50 6.00 9.50 Both U 1.00 7.00 24.41 4 25.51 1 9.50 1.50 14.50 Both U 1.00 7.00 15.02 5 25.67 1 1 14.50 1.50 14.50 Both U 1.00 7.00 9.40 6 17.25 1 14.50 5.00 5.00 Both U 1.00 7.00 9.40 7 16.42 8 5.00 -- 5.00 Both U 1.00 7.00 NA Total 145.68 91 Tendon 91 1 16.50 4 5.00 -- 9.50 Both U 1.00 7.00 30.55 2 28.54 1 9.50 1.50 9.50 Both U 1.00 7.00 24.77 3 17.00 1 9.50 6.00 9.50 Both U 1.00 7.00 24.38 4 25.50 1 9.50 1 1.50 13.50 Both U 1.00 7.00 9.64 5 17.00 1 13.50 4.50 14.50 Both U 1.00 7.00 8.67 6 28.79 1 14.50 1.50 14.50 Both U 1.00 7.00 6.00 7 15.33 1 1 14.50 2.75 5.00 Both U 1.00 7.00 6.00 Total 148.67 92 Tendon 92 1 18.25 4 5.00 -- 9.50 Both U 1.00 7.00 24.59 2 25.61 1 9.50 1.50 9.50 Both U 1.00 7.00 24.59 3 17.00 1 9.50 6.00 9.50 Both U 1 1.00 7.00 24.38 4 25.50 1 9.50 1.50 1 13.50 1 Both 1 7.00 9.63 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 17 1-2-26 1-2-26 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 ®Mprs Me Tendor 94 OMMMMMMMMMEM -© 0- 1® - s �0 I s m Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 18 1-2-27 1-2-27 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 97 Tendon 97 1 2.02 8 5.00 --- 5.00 Second U 1.00 7.00 NA 2 10.59 1 5.00 4.50 9.50 Second U 1.00 7.00 6.72 3 18.91 1 9.50 3.00 9.50 Second U 1.00 7.00 6.72 4 10.59 1 9.50 4.50 5.00 Second U 1.00 7.00 6.72 5 0.50 8 5.00 --- 5.00 Second U 1.00 7.00 NA Total 42.60 98 Tendon 98 1 2.56 8 8.00 --- 64.00 First U 1.00 7.00 NA 2 29.81 1 64.00 2.75 14.50 First U 1.00 7.00 22.69 3 17.71 8 14.50 --- 4.50 First U 1.00 7.00 NA 4 30.42 1 4.50 1.50 9.50 First U 1.00 7.00 34.71 5 37.83 8 9.50 --- 5.00 First U 1.00 7.00 NA 6 4.50 8 5.00 --- 5.00 First U 1.00 7.00 NA Total 122.84 99 Tendon 99 1 32.42 1 64.00 2.75 14.50 First U 1.00 7.00 14.82 2 17.92 1 14.50 8.00 11.50 First U 1.00 7.00 14.82 3 27.91 1 11.50 1.50 9.50 First U 1.00 7.00 23.37 4 17.25 1 9.50 6.00 9.50 First U 1.00 7.00 25.51 5 18.44 1 9.50 6.00 9.50 First U 1.00 7.00 29.14 6 5.50 4 9.50 --- 5.00 First U 1.00 7.00 40.32 Total 119.43 100 Tendon 100 1 32.52 1 8.00 2.75 14.50 First U 1.00 7.00 15.66 2 18.42 1 14.50 8.00 11.50 First U 1.00 7.00 15.66 3 27.31 1 11.50 1.50 9.50 First U 1.00 7.00 22.38 4 17.25 1 9.50 6.00 9.50 First U 1.00 7.00 23.87 5 16.69 1 9.50 6.00 9.50 First U 1.00 7.00 23.87 6 7.25 4 9.50 --- 5.00 First U 1.00 7.00 70.15 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 19 L2-28 1-2-28 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 M-©EF '� -0 0ERT1I I ®0 MEM, M®©M®M - .. MMEMI 109 Tendon 109 1 3.62 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 26.76 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 6.53 8 8.07 4 14.50 --- 8.00 Both U 1.00 7.00 60.16 Total 147.81 110 Tendon 110 1 3.48 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 26.90 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 6.53 8 8.07 4 14.50 --- 8.00 Both U 1.00 7.00 60.16 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 20 1-2-29 1-2-29 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Total 147.81 111 Tendon 111 1 3.33 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 27.05 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 % 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.12 1 14.50 1.50 14.50 Both U 1.00 7.00 14.96 6 25.46 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 1 6.53 8 8.07 4 14.50 --- 8.00 Both U 1.00 7.00 60.16 Total 147.82 112 Tendon 112 1 3.19 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 27.19 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1 1.00 17.00 1 6.53 MEWITSM �0 ®i ORME. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 21 L2-30 1-2-30 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 115 Tendon 115 1 2.76 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 27.63 1 8.00 2.75 14.50 Both U 1.00 7.00 7.78 3 16.10 1 14.50 4.50 14.50 Both U 1.00 7.00 7.78 4 23.92 1 14.50 1.50 14.50 Both U 1.00 7.00 13.20 5 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 7 14.75 1 14.50 4.50 14.50 Both U 1.00 7.00 6.53 8 5.88 4 14.50 --- 64.00 Both U 1.00 7.00 31.86 Total 145.61 116 Tendon 116 1 2.62 8 8.00 --- 8.00 Both U 1.00 7.00 NA 2 27.77 1 8.00 2.75 14.50 Both U 1.00 17.00, 7.78 3 16.10 1 14.50 4.50 14.50 1 Both U 1.00 17.00 1 7.78 M Mp0 MWEM®©®®®®M®®M Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 22 1-2-31 L2-31 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 2 3.43 8 8.00 --- 8.00 Both U 1.00 7.00 NA 3 24.55 1 8.00 2.75 8.00 Both U 1.00 7.00 34.44 Total 29.23 122 Tendon 122 1 8.53 4 8.00 --- 14.50 Both U 1.00 7.00 13.10 2 23.82 1 14.50 1.50 14.50 Both U 1.00 7.00 13.10 3 29.08 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 4 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 6.53 -© 0 : ItsZ� 126 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 23 1-2-32 L2-32 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 2 7.25 8 8.00 --- 14.50 Both U 1.00 7.00 NA 3 13.22 1 14.50 6.00 14.50 Both U 1.00 7.00 6.16 4 23.74 1 14.50 1.50 14.50 Both U 1.00 7.00 13.01 5 29.01 1 14.50 1.50 14.50 Both U 1.00 7.00 15.01 6 25.50 1 14.50 1.50 14.50 Both U 1.00 7.00 5.99 7 15.32 1 14.50 2.75 9.50 Both U 1.00 7.00 5.99 8 8.43 4 9.50 --- 5.00 Both U 1.00 7.00 94.79 Total 141.42 127 Tendon 127 1 1.51 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 16.05 1 5.00 6.00 7.00 Both U 1.00 7.00 77.30 3 9.72 8 7.00 --- 14.50 Both U 1.00 7.00 NA 4 12.15 1 14.50 6.00 14.50 Both U 1.00 7.00 5.21 5 24.91 1 14.50 1.50 9.50 Both U 1.00 7.00 14.32 6 27.87 1 9.50 1.50 14.50 Both U 1.00 7.00 15.27 7 25.72 1 14.50 1.50 14.50 Both U 1.00 7.00 6.63 8 16.11 1 14.50 2.75 9.50 Both U 1.00 7.00 6.63 9 7.39 4 9.50 --- 5.00 Both U 1.00 7.00 72.77 Total 141.42 128 Tendon 128 1 1.50 8 5.00 --- 5.00 Both U 1.00 7.00 JA 2 14.65 1 5.00 6.00 14.50 Both U 1.00 7.00 3 12.19 1 14.50 4.50 14.50 Both U 1.00 7.00 4 11.08 1 14.50 6.00 14.50 Both U 1.00 7.00 4.33 5 26.53 1 14.50 1.50 9.50 Both U 1.00 7.00 16.24 6 26.30 1 9.50 1.50 9.50 Both U 1.00 7.00 25.30 7 25.97 1 9.50 1.50 9.50 Both U 1.00 7.00 12.63 8 16.86 1 9.50 2.75 9.50 Both U 1.00 7.00 12.63 9 6.34 4 9.50 --- 5.00 Both U 1.00 7.00 53.66 Total 141.42 129 Tendon 129 1 1.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 13.25 1 5.00 6.00 9.50 Both U 1.00 7.00 12.04 3 14.17 1 9.50 4.50 14.50 Both U 1.00 7.00 3.89 4 10.50 1 14.50 6.00 14.50 Both U 1.00 7.00 3.89 5 28.14 1 14.50 1.50 9.50 Both U 1.00 7.00 18.28 6 24.72 1 9.50 1.50 9.50 Both U 1.00 7.00 22.92 7 26.22 1 9.50 1.50 9.50 Both U 1.00 7.00 13.78 8 17.61 1 9.50 2.75 9.50 Both U 1.00 7.00 13.78 9 5.30 4 9.50 --- 5.00 Both U 1 1.00 17.00 1 37.46 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 24 L2-33 1-2-33 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 130 Tendon 130 1 1.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 11.85 1 5.00 6.00 9.50 Both U 1.00 7.00 12.03 3 15.57 1 9.50 4.50 14.50 Both U 1.00 7.00 3.89 4 10.50 1 14.50 6.00 14.50 Both U 1.00 7.00 3.89 5 29.76 1 14.50 1.50 9.50 Both U 1.00 7.00 20.10 6 23.15 1 9.50 1.50 9.50 Both U 1.00 7.00 20.10 7 26.47 1 9.50 1.50 9.50 Both U 1.00 7.00 14.98 8 18.36 1 9.50 2.75 9.50 Both U 1.00 7.00 14.98 9 4.26 4 9.50 --- 5.00 Both U 1.00 7.00 24.16 Total 141.42 131 Tendon 131 1 1.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.45 1 5.00 6.00 9.50 Both U 1.00 7.00 9.35 3 16.97 1 9.50 4.50 14.50 Both U 1.00 7.00 j 3.89 4 12.21 1 14.50 3.00 14.50 Both U 1.00 7.00 3.89 5 29.67 1 14.50 1.50 9.50 Both U 1.00 7.00 17.46 6 21.58 1 9.50 1.50 9.50 Both U 1.00 7.00 17.46 7 26.62 1 9.50 1.50 9.50 Both U 1.00 7.00 16.42 8 19.22 1 9.50 2.75 5.00 Both U 1.00 7.00 16.42 9 3.21 8 5.00 --- 5.00 Both U 1.00 7.00 NA Total 141.42 132 Tendon 132 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 5.14 4 14.04 1 14.50 3.00 14.50 Both U 1.00 7.001 5.14 5 29.45 1 14.50 1.50 9.50 Both U 1.00 7.00 15.01 6 20.00 1 9.50 1.50 9.50 Both U 1.00 7.00 15.01 7 26.98 1 9.50 1.50 9.50 Both U 1.00 7.00 17.53 8 19.86 1 9.50 2.75 5.00 Both U 1.00 7.00 17.53 9 2.17 8 5.00 --- 5.00 Both U 1.00 7.00 NA Total 143.92 133 Tendon 133 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 6.57 4 15.87 1 14.50 3.00 14.50 Both U 1.00 7.00 6.57 5 29.24 1 14.50 1.50 9.50 Both U 1.00 7.00 12.84 6 18.51 1 9.50 1.50 9.50 Both U 1.00 7.00 12.84 7 27.15 1 9.50 1.50 9.50 Both U 1.00 7.00 18.88 8 20.61 1 9.50 2.75 5.00 Both U 1.00 7.00 18.88 9 1.13 8 5.00 --- 5.00 Both U 1.00 7.00 NA Total 143.92 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 25 1-2-34 1-2-34 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 134 Tendon 134 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.17 4 17.70 1 14.50 3.00 14.50 Both U 1.00 7.00 8.17 5 29.02 1 14.50 1.50 9.50 Both U 1.00 7.00 17.05 6 16.86 1 9.50 4.50 9.50 Both U 1.00 7.00 17.05 7 27.48 1 9.50 1.50 9.50 Both U 1.00 7.00 20.43 8 21.44 1 9.50 2.75 5.00 Both U 1.00 7.00 20.43 Total 143.92 135 Tendon 135 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.53 1 14.50 3.00 14.50 Both U 1.00 7.00 9.95 5 27.30 1 14.50 1.50 9.50 Both U 1.00 7.00 16.96 6 16.81 1 9.50 4.50 9.50 Both U 1.00 7.00 16.96 7 27.44 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 143.92 136 Tendon 136 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.80 1 14.50 3.00 14.50 Both U 1.00 7.00 10.23 5 27.03 1 14.50 1.50 9.50 Both U 1.00 7.00 16.86 6 16.83 1 9.50 4.50 9.50 Both U 1.00 7.00 17.00 7 27.42 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 26 1-2-35 1-2-35 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.74 1 14.50 3.00 14.50 Both U 1.00 7.00 10.16 5 27.10 1 14.50 1.50 9.50 Both U 1.00 7.00 16.83 6 16.75 1 9.50 4.50 9.50 Both U 1.00 7.00 16.83 7 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 139 Tendon 139 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.70 1 14.50 3.00 14.50 Both U 1.00 7.00 10.13 5 27.13 1 14.50 1.50 9.50 Both U 1.00 7.00 16.83 6 16.75 1 9.50 4.50 9.50 Both U 1.00 7.00 16.83 7 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 140 Tendon 140 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.34 1 5.00 6.00 9.50 Both U 1.00 7.00 9.17 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.75 4 19.67 1 14.50 3.00 14.50 Both U 1.00 7.00 10.09 5 27.17 1 14.50 1.50 9.50 Both U 1.00 7.00 16.83 6 16.75 1 9.50 4.50 9.50 Both U 1.00 7.00 16.83 7 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 143.92 141 Tendon 141 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.36 1 5.00 6.00 9.50 Both U 1.00 7.00 9.20 3 17.05 1 9.50 4.50 14.50 Both U 1.00 7.00 8.73 4 19.63 1 14.50 3.00 14.50 Both U 1.00 7.00 10.06 5 27.20 1 14.50 1.50 9.50 Both U 1.00 7.00 17.07 6 16.92 1 9.50 4.50 9.50 Both U 1.00 7.00 17.17 7 27.33 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 1 Both U 1.00 7.00 20.39 Total 143.92 142 Tendon 142 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.38 1 5.00 6.00 9.50 Both U 1.00 7.00 9.24 3 17.03 1 9.50 4.50 14.50 Both U 1.00 7.00 8.70 4 19.60 1 14.50 3.00 14.50 Both U 1.00 7.00 10.02 Support@adaptsoft.com www. adapts oft. corn ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 27 L2-36 L2-36 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 EPTIS • 144 Tendon 144 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.43 1 5.00 6.00 9.50 Both U 1.00 7.00 9.32 3 16.99 1 9.50 4.50 14.50 Both U 1.00 7.00 8.66 4 19.58 1 14.50 3.00 14.50 Both U 1.00 7.00 10.00 5 27.25 1 14.50 1.50 9.50 Both U 1.00 7.00 16.89 6 16.78 1 9.50 4.50 9.50 Both U 1.00 7.00 16.89 7 27.47 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 145 Tendon 145 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.59 1 14.50 3.00 14.50 Both U 1.00 7.00 10.01 5 27.24 1 14.50 1.50 9.50 Both U 1.00 7.00 17.12 6 17.00 1 9.50 4.50 9.50 Both U 1.00 7.00 17.34 7 27.25 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 146 Tendon 146 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.58 1 14.50 3.00 14.50 Both U 1.00 7.00 10.00 5 27.25 1 14.50 1.50 9.50 Both U 1.00 7.00 17.14 6 17.06 1 9.50 4.50 9.50 Both U 1.00 7.00 17.47 7 27.19 1 9.50 1.50 9.50 Both U 1.00 7.00 20.39 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 28 1-2-37 1-2-37 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 8 21.42 1 9.50 2.75 5.00 Both U 1.00 7.00 20.39 Total 142.42 147 Tendon 147 1 2.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.58 1 14.50 3.00 14.50 Both U 1.00 7.00 10.00 5 27.25 1 14.50 1.50 9.50 Both U 1.00 7.00 17.14 6 17.00 1 9.50 4.50 9.50 Both U 1.00 17.00, 77.34 Effes M. Evil M. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 29 L2-38 L2-38 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 151 Tendon 1 4.00 8 5.00 --- 5.00 Both U 1.00 7.00 NA 151 2 10.33 1 5.00 6.00 9.50 Both U 1.00 7.00 9.15 3 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 4 19.63 1 14.50 3.00 14.50 Both U 1.00 7.00 10.05 5 27.44 1 14.50 1.50 9.50 Both U 1.00 7.00 17.38 6 17.11 1 9.50 4.50 9.50 Both U 1.00 7.00 17.57 7 25.34 1 9.50 1.50 9.50 Both U 1.00 7.00 18.59 8 22.27 1 9.50 1.50 9.50 Both U 1.00 17.00 12.66 9 16.88 1 9.50 2.75 5.00 Both U 1.00 7.00 12.66 Total 160.08 152 Tendon 152 1 11.83 1 5.00 2.75 9.50 Both U 1.00 7.00 6.22 2 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 3 19.63 1 14.50 3.00 14.50 Both U 1,00 7.00 10.06 4 27.69 1 14.50 1.50 9.50 Both U 1.00 7.00 17.61 5 17.13 1 9.50 4.50 9.50 Both U 1.00 7.00 17.61 6 23.98 1 9.50 1.50 9.50 Both U 1.00 7.00 20.00 7 23.09 1 9.50 1.50 9.50 Both U 1.00 7.00 13.07 8 17.15 1 9.50 2.75 5.00 Both U 1.00 7.00 13.07 Total 157.58 153 Tendon 153 1 11.83 1 5.00 2.75 9.50 Both U 1.00 7.00 6.22 2 17.08 1 9.50 4.50 14.50 Both U 1.00 7.00 8.76 3 19.58 1 14.50 3.00 14.50 Both U 1.00 7.00 10.00 4 27.99 1 14.50 1.50 9.50 Both U 1.00 7.00 17.75 5 17.20 1 9.50 4.50 9.50 Both U 1.00 7.00 17.75 6 22.57 1 9.50 1.50 9.50 Both U 1.00 7.00 19.09 7 23.91 1 9.50 1.50 9.50 Both U 1.00 7.00 13.48 8 17.41 1 9.50 2.75 5.00 Both U 1.00 7.00 13.48 Total 157.58 154 Tendon 154 1 11.83 1 5.00 2.75 9.50 Both U 1.00 7.00 6.22 2 17.03 1 9.50 4.50 14.50 Both U 1.00 7.00 8.70 3 19.64 1 14.50 3.00 14.50 Both U 1.00 7.00 10.06 4 28.24 1 14.50 1.50 9.50 Both U 1.00 7.00 17.89 5 17.27 1 9.50 4.50 9.50 Both U 1.00 7.00 16.78 6 21.15 1 9.50 1.50 9.50 Both U 1.00 7.00 16.78 7 24.74 1 9.50 1.50 9.50 Both U 1.00 7.00 13.90 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 30 L2-39 1-2-39 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 155 Tendon 155 1 11.83 1 5.00 2.75 9.50 Both U 1.00 7.00 6.22 2 16.52 1 9.50 4.50 14.50 Both U 1.00 7.00 8.19 3 20.21 1 14.50 3.00 14.50 Both U 1.00 7.00 10.66 4 28.42 1 14.50 1.50 9.50 Both U 1.00 7.00 18.04 5 17.34 1 9.50 4.50 9.50 Both U 1.00 7.00 14.61 6 19.74 1 9.50 1.50 9.50 Both U 1.00 7.00 14.61 7 25.56 1 9.50 1.50 9.50 Both U 1.00 7.00 14.32 8 17.95 1 9.50 2.75 5.00 Both U 1.00 7.00 14.32 Total 157.58 156 Tendon 156 1 2.99 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 15.86 1 5.00 6.00 14.50 Both U 1.00 7.00 8.88 3 20.72 1 14.50 1.50 14.50 Both U 1.00 7.00 9.91 4 28.67 1 14.50 1.50 9.50 Both U 1.00 7.00 18.18 5 17.41 1 9.50 4.50 9.50 Both U 1.00 7.00 12.60 6 18.33 1 9.50 1.50 9.50 Both U 1.00 7.00 12.60 7 26.38 1 9.50 1.50 9.50 Both U 1.00 7.00 14.75 8 18.22 1 9.50 2.75 5.00 Both U 1.00 7.00 14.75 Total 148.58 157 Tendon 157 1 3.30 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 15.04 1 5.00 6.00 14.50 Both U 1.00 7.00 7.99 3 21.16 1 14.50 1.50 14.50 Both U 1.00 7.00 10.33 4 28.99 1 14.50 1.50. 9.50 Both U 1.00 7.00 18.32 5 17.48 1 9.50 4.50 9.50 Both U 1.00 7.00 10.73 6 16.92 1 9.50 1.50 9.50 Both U 1.00 7.00 10.73 7 27.21 1 9.50 1.50 9.50 Both U 1.00 7.00 15.19 8 18.49 1 9.50 2.75 5.00 Both U 1.00 7.00 15.19 Total 148.58 158 Tendon 158 1 3.61 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 14.23 1 5.00 6.00 14.50 Both U 1.00 7.00 7.15 3 21.66 1 14.50 1.50 14.50 Both U 1.00 7.00 10.83 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 31 1_240 1-2-40 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 159 2 13.41 1 5.00 6.00 14.50 Both U 1.00 7.00 6.35 3 22.17 1 14.50 1.50 14.50 Both U 1.00 7.00 11.34 4 29.08 1 14.50 1.50 9.50 Both U 1.00 7.00 18.38 5 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 16.42 1 9.50 4.50 9.50 Both U 1.00 17.00 16.17 7 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 15.35 8 18.58 1 9.50 2.75 5.00 Both U 1.00 7.00 15.35 Total 148.58 160 Tendon 160 1 13.82 1 5.00 6.00 14.50 Both U 1.00 7.00 6.74 2 22.78 1 14.50 1.50 14.50 Both U 1.00 7.00 11.97 3 28.99 1 14.50 1.50 9.50 Both U 1.00 7.00 18.38 4 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 5 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 15.35 7 18.58 1 9.50 2.75 5.00 Both U 1.00 7.00 15.35 Total 145.58 161 Tendon 161 1 13.31 1 5.00 6.00 14.50 Both U 1.00 7.00 6.26 2 23.29 1 14.50 1.50 14.50 Both U 1.00 7.00 12.52 3 28.98 1 14.50 1.50 9.50 Both U 1.00 7.00 18.38 4 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 5 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 15.35 7 18.58 1 9.50 2.75 5.00 Both U 1.00 7.00 15.35 Total 145.58 162 Tendon 162 1 12.81 1 5.00 6.00 14.50 Both U 1.00 7.00 5.79 2 23.80 1 14.50 1.50 14.50 Both U 1.00 7.00 13.07 3 28.98 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 4 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 5 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 27.50 1 9.50 1.50 9.50 Both U 1.00 7.00 15.35 7 18.58 1 9.50 2.75 5.00 Both U 1.00 7.00 15.35 Total 145.58 163 Tendon 163 1 12.30 1 5.00 6.00 14.50 Both U 1.00 7.00 5.34 2 24.20 1 14.50 1.50 14.50 Both U 1.00 7.00 13.52 3 29.08 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 4 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 5 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 27.58 1 9.50 1.50 9.50 Both U 1.00 7.00 15.21 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 32 1-2-41 1-2-41 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 WME MM©M® MMMEM 166 Tendon 166 1 4.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 14.50 Both U 1.00 7.00 3.77 3 24.80 1 14.50 1.50 14.50 Both U 1.00 7.00 14.19 4 28.95 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 7 27.89 1 9.50 1.50 9.50 Both U 1.00 7.00 14.71 8 18.19 1 9.50 2.75 5.00 Both U 1.00 7.00 14.71 Total 148.58 167 Tendon 167 1 4.50 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 10.33 1 5.00 6.00 14.50 Both U 1.00 7.00 3.77 3 24.67 1 14.50 1.50 14.50 Both U 1.00 7.00 14.04 4 29.08 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 7 27.99 1 9.50 1.50 9.50 Both U 1.00 7.00 14.55 8 18.09 1 9.50 2.75 5.00 Both U 1.00 7.00 14.55 Total 148.58 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 33 L2-42 L242 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 168 Tendon 168 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.81 1 14.50 1.50 14.50 Both U 1.00 7.00 14.20 4 28.94 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 6 16.42 1 9.50 4.50 9.50 Both U 1.00 7.00 16.17 7 28.10 1 9.50 1.50 9.50 Both U 1.00 7.00 14.38 8 17.99 1 9.50 2.75 5.00 Both U 1.00 7.00 14.38 Total 149.90 169 Tendon 169 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.82 1 14.50 1.50 14.50 Both U 1.00 7.00 14.21 4 28.93 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 14.50 Both U 1.00 7.00 8.09 6 16.42 1 14.50 4.50 14.50 Both U 1.00 7.00 8.09 7 28.20 1 14.50 1.50 14.50 Both U 1.00 17.00 8.17 8 17.88 1 14.50 2.75 5.00 Both U 1.00 7.00 8.17 Total 149.90 170 Tendon 170 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.82 1 14.50 1.50 14.50 Both U 1.00 7.00 14.22 4 28.93 1 14.50 1.50 9.50 Both U 1.00 7.00 18.37 5 17.50 1 9.50 4.50 14.50 Both U 1.00 7.00 8.06 6 16.39 1 14.50 4.50 14.50 Both U 1.00 7.00 8.06 7 28.65 1 14.50 1.50 14.50 Both U 1.00 7.00 7.78 8 17.46 1 14.50 2.75 8.00 Both U 1.00 7.00 7.78 Total 149.90 171 Tendon 171 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.83 1 14.50 1.50 14.50 Both U 1.00 7.00 14.22 4 28.92 1 14.50 1.50 14.50 Both U 1.00 7.00 9.19 5 17.50 1 14.50 4.50 14.50 Both U 1.00 7.00 8.01 6 16.34 1 14.50 4.50 14.50 Both U 1.00 7.00 8.01 7 28.22 1 14.50 1.50 14.50 Both U 1.00 7.00 8.21 8 17.94 1 14.50 2.75 8.00 Both U 1.00 7.00 8.21 Total 149.90 172 Tendon 172 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 34 1-2-43 1-2-43 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.83 1 14.50 1.50 14.50 Both U 1.00 7.00 14.23 4 28.92 1 14.50 1.50 14.50 Both U 1.00 7.00 9.19 5 17.50 1 14.50 4.50 14.50 Both U 1.00 7.00 7.96 6 16.29 1 14.50 4.50 14.50 Both U 1.00 7.00 7.96 7 28.21 1 14.50 1.50 14.50 Both U 1.00 7.00 8.28 8 18.00 1 14.50 2.75 8.00 Both U 1.00 7.00 8.28 Total 149.90 173 Tendon 173 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 1 6.00 14.50 Both U 1.00 7.00 3.77 3 24.73 1 14.50 1.50 14.50 Both U 1.00 7.00 14.11 4 29.02 1 14.50 1.50 14.50 Both U 1.00 7.00 9.19 5 17.50 1 14.50 4.50 14.50 Both U 1.00 7.00 7.91 6 16.24 1 14.50 4.50 14.50 Both U 1.00 7.00 7.91 7 28.19 1 14.50 1.50 14.50 Both U 1.00 7.00 8.34 8 18.07 1 14.50 2.75 8.00 Both U 1.00 7.00 8.34 Total 149.90 174 Tendon 174 1 5.82 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.84 1 14.50 1.50 14.50 Both U 1.00 7.00 14.24 4 28.91 1 14.50 1.50 14.50 Both U 1.00 7.00 9.19 5 17.50 1 14.50 4.50 14.50 Both U 1.00 7.00 7.86 6 16.18 1 14.50 4.50 14.50 Both U 1.00 7.00 7.86 7 28.17 1 14.50 1.50 14.50 Both U 1.00 7.00 8.40 8 18.14 1 14.50 2.75 8.00 Both U 1.00 7.00 8.40 Total 149.90 175 Tendon 175 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.80 1 14.50 1.50 14.50 Both U 1.00 7.00 14.19 4 28.10 1 14.50 1.50 14.50 Both U 1.00 7.00 10.10 5 18.35 1 14.50 4.50 14.50 Both U 1.00 7.00 8.67 6 17.00 1 14.50 4.50 14.50 Both U 1.00 7.00 8.67 7 27.29 1 14.50 3.00 14.50 Both U 1.00 7.00 8.47 8 18.21 1 14.50 2.75 8.00 Both U 1.00 7.00 8.47 Total 151.49 176 Tendon 176 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.83 1 14.50 1.50 14.50 Both U 1.00 7.00 14.23 4 26.74 1 14.50 1.50 14.50 Both U 1.00 7.001 11.61 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 35 L2-44 L2-44 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 5 19.67 1 14.50 4.50 14.50 Both U 1.00 7.00 10.05 6 18.30 1 14.50 4.50 14.50 Both U 1.00 7.00 10.05 7 25.92 1 14.50 3.00 14.50 Both U 1.00 7.00 8.53 8 18.28 1 14.50 2.75 8.00 Both U 1.00 7.00 8.53 Total 151.49 177 Tendon 177 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.87 1 14.50 1.50 14.50 Both U 1.00 7.00 14.27 4 25.39 1 14.50 1.50 14.50 Both U 1.00 7.00 13.22 5 20.99 1 14.50 4.50 14.50 Both U 1.00 7.00 11.52 6 19.60 1 14.50 4.50 14.50 Both U 1.00 7.001 11.52 7 24.58 1 14.50 3.00 14.50 Both U 1.00 7.00 8.57 8 18.32 1 14.50 2.75 8.00 Both U 1.00 7.00 8.57 Total 151.49 178 Tendon 178 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.91 1 14.50 1.50 14.50 Both U 1.00 7.00 13.32 4 24.03 1 14.50 1.50 14.50 Both U 1.00 7.00 13.32 5 22.31 1 14.50 4.50 14.50 Both U 1.00 7.00 13.09 6 20.89 1 14.50 4.50 14.50 Both U 1.00 7.00 13.09 7 23.33 1 14.50 3.00 14.50 Both U 1.00 7.00 8.53 8 18.27 1 14.50 2.75 8.00 Both U 1.00 7.00 8.53 Total 151.49 179 Tendon 179 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.92 1 14.50 1.50 14.50 Both U 1.00 7.00 11.89 4 22.70 1 14.50 1.50 14.50 Both U 1.00 7.00 11.89 5 23.64 1 14.50 4.50 14.50 Both U 1.00 7.00 14.77 6 22.19 1 14.50 4.50 14.50 Both U 1.00 7.00 12.73 7 22.09 1 14.50 3.00 14.50 Both U 1.00 7.00 10.95 8 20.71 1 14.50 2.75 8.00 Both U 1.00 7.00 10.95 Total 153.97 180 Tendon 180 1 7.41 4 8.00 --- 14.50 Both U 1.00 7.00 3.77 2 10.33 1 14.50 6.00 14.50 Both U 1.00 7.00 3.77 3 24.92 1 14.50 1.50 14.50 Both U 1.00 7.00 10.55 4 21.38 1 14.50 1.50 14.50 Both U 1.00 7.00 10.55 5 24.96 1 14.50 4.50 1 14.50 Both U 1.00 7.00 16.55 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 36 1-2-45 1-2-45 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 M-0ffg M 0 s ®sr_ 01 ME-70M®M®®®®M®®® ®�M®M®®®®M®®® 2 18.83 1 14.50 3.00 14.50 Both U 1.00 7.00 9.25 3 27.50 1 14.50 4.50 14.50 Both U 1.00 7.00 20.33 4 26.03 1 14.50 4.50 14.50 Both U 1.00 7.00 8.82 5 18.39 1 14.50 3.00 14.50 Both U 1.00 7.00 8.82 6 11.60 4 14.50 --- 8.00 Both U 1.00 7.00 124.30 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 37 L2-46 1-2-46 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 MUM 6 11.25 4 9.50 --- 5.50 Both U 1.00 7.00 189.84 Total 110.46 106 Tendon 106 1 30.32 1 11.00 2.75 14.50 First U 1.00 7.00 23.48 2 9.36 8 14.50 --- 14.50 First U 1.00 7.00 NA 3 8.12 1 14.50 8.00 14.50 First U 1.00 7.00 3.04 4 22.08 1 14.50 1.50 9.50 First U 1.00 7.00 11.25 5 29.94 1 9.50 1.50 9.50 First U 1.00 7.00 33.61 6 16.89 4 9.50 --- 5.00 First U 1.00 7.00 380.58 Total 116.72 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 38 L2-47 L2A7 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 103 Tendon 103 1 30.32 1 8.00 2.75 14.50 First U 1.00 7.00 23.48 2 9.36 8 14.50 --- 14.50 First U 1.00 7.00 NA 3 20.02 1 14.50 1.50 14.50 First U 1.00 7.00 9.25 4 11.18 8 14.50 --- 14.50 First U 1.00 7.00 NA 5 7.00 8 14.50 --- 14.50 First U 1.00 7.00 NA 6 10.00 8 14.50 --- 14.50 First U 1.00 7.00 NA 7 7.00 8 14.50 --- 14.50 First U 1.00 7.00 NA 8 10.00 8 14.50 --- 14.50 First U 1.00 7.00 NA 9 7.00 8 14.50 --- 14.50 First U 1.00 7.00 NA 10 3.55 4 14.50 --- 8.00 First U 1.00 7.00 11.65 Total 115.43 192 Tendon 192 1 19.14 1 8.00 1.50 14.50 First U 1.00 7.00 8.45 2 11.18 8 14.50 --- 14.50 First U 1.00 7.00 NA 3 7.00 8 14.50 --- 14.50 First U 1.00 7.00 NA 4 10.00 8 14.50 --- 14.50 First U 1.00 7.00 NA 5 7.00 8 14.50 --- 14.50 First U 1.00 7.00 NA 6 10.00 8 14.50 --- 14.50 First U 1.00 7.00 NA 7 7.00 8 14.50 --- 13.00 First U 1.00 7.00 NA 8 3.55 4 13.00 --- 8.00 First U 1.00 7.00 15.14 Total 74.87 196 Tendon 196 1 2.56 8 8.00 --- 64.00 First U 1.00 7.00 NA 2 32.00 1 64.00 2.75 14.50 First U 1.00 7.00 24.25 3 5.12 4 14.50 --- 8.00 Fi rst U 1.00 17.00 24.25 ..WE• M W M W M W M M M M M Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 39 L2-48 L2-48 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 TENDON GROUPING, IDENTIFICATION AND STRESSING Tendon: Tendon 89 Material ID: Prestressing 1 Tendon length(ft) = 100.56 Strands/tendon: 10 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 90 Material ID: Prestressing 1 Tendon length(ft) = 145.68 Strands/tendon: 22 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 91 Material ID: Prestressing 1 Tendon length(ft) = 148.67 Strands/tendon: 22 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 92 Material ID: Prestressing 1 Tendon length(ft) = 145.69 Strands/tendon: 22 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 93 Material ID: Prestressing 1 Tendon length(ft) = 147.47 Strands/tendon: 24 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 94 Material ID: Prestressing 1 Tendon length(ft) = 150.46 Strands/tendon: 34 Strands area (in2): 0.153 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 40 L2-49 L2-49 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 95 Material ID: Prestressing 1 Tendon length(ft) = 143.06 Strands/tendon: 24 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 96 Material ID: Prestressing 1 Tendon length(ft) = 142.77 Strands/tendon: 12 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 97 Material ID: Prestressing 1 Tendon length(ft) = 42.60 Strands/tendon: 8 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 98 Material ID: Prestressing 1 Tendon length(ft) = 122.84 Strands/tendon: 12 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 99 Material ID: Prestressing 1 Tendon length(ft) = 119.43 Strands/tendon: 22 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 100 Material ID: Prestressing 1 Tendon length(ft) = 119.44 Strands/tendon: 26 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 101 Material ID: Prestressing 1 Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 41 L2-50 L2-50 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Tendon length(ft) = 124.24 Strands/tendon: 24 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 102 Material ID: Prestressing 1 Tendon length(ft) = 118.90 Strands/tendon: 28 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 107 Material ID: Prestressing 1 Tendon length(ft) = 118.33 Strands/tendon: 8 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 108 Material ID: Prestressing 1 Tendon length(ft) = 52.48 Strands/tendon: 10 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 -- Seating loss: 0.25 Tendon: Tendon 109 Material ID: Prestressing 1 Tendon length(ft) = 147.81 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 110 Material ID: Prestressing 1 Tendon length(ft) = 147.81 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 111 Material ID: Prestressing 1 Tendon length(ft) = 147.82 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 42 L2-51 L2-51 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Tendon: Tendon 112 Material ID: Prestressing 1 Tendon length(ft) = 147.81 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 113 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 114 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 115 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 116 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 117 Material ID: Prestressing 1 Tendon length(ft) = 145.61 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 118 Material ID: Prestressing 1 Tendon length(ft) = 29.23 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 43 L2-52 L2-52 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Tendon: Tendon 119 Material ID: Prestressing 1 Tendon length(ft) = 29.23 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 120 Material ID: Prestressing 1 Tendon length(ft) = 29.23 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 122 Material ID: Prestressing 1 Tendon length(ft) = 101.69 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 123 Material ID: Prestressing 1 Tendon length(ft) = 101.69 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 124 Material ID: Prestressing 1 Tendon length(ft) = 138.58 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 125 Material ID: Prestressing 1 Tendon length(ft) = 138.58 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 126 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 44 L2-53 L2-53 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 127 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 128 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 129 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 130 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 131 Material ID: Prestressing 1 Tendon length(ft) = 141.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 132 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 133 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 45 L2-54 L2-54 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 134 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 135 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 136 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 137 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 138 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 139 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 140 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 46 L2-55 L2-55 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 141 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 142 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 143 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 144 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 145 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 146 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 147 Material ID: Prestressing 1 Tendon length(ft) = 142.42 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 47 L2-56 L2-56 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 148 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 149 Material ID: Prestressing 1 Tendon length(ft) = 143.92 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 150 Material ID: Prestressing 1 Tendon length(ft) = 160.08 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 151 Material ID: Prestressing 1 Tendon length(ft) = 160.08 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 152 Material ID: Prestressing 1 Tendon length(ft) = 157.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 153 Material ID: Prestressing 1 Tendon length(ft) = 157.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 154 Material ID: Prestressing 1 Tendon length(ft) = 157.58 Strands/tendon: 4 Strands area (in2): 0.153 FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 48 1-2-57 1-2-57 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Long-term stress loss specified Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in 11.000 ksi Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 155 Material ID: Prestressing 1 Tendon length(ft) = 157.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 156 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 157 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 158 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 159 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 160 Material ID: Prestressing 1 Tendon length(ft) = 145.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 161 Material ID: Prestressing 1 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 49 L2-58 L2-58 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Tendon length(ft) = 145.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 162 Material ID: Prestressing 1 Tendon length(ft) = 145.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 163 Material ID: Prestressing 1 Tendon length(ft) = 145.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 164 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 165 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 166 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 167 Material ID: Prestressing 1 Tendon length(ft) = 148.58 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 50 L2-59 L2-59 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Tendon: Tendon 168 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 169 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 170 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 171 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 172 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 173 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 174 Material ID: Prestressing 1 Tendon length(ft) = 149.90 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 51 L2-60 L2-60 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Tendon: Tendon 175 Material ID: Prestressing 1 Tendon length(ft) = 151.49 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 176 Material ID: Prestressing 1 Tendon length(ft) = 151.49 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 177 Material ID: Prestressing 1 Tendon length(ft) = 151.49 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 178 Material ID: Prestressing 1 Tendon length(ft) = 151.49 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 179 Material ID: Prestressing 1 Tendon length(ft) = 153.97 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 180 Material ID: Prestressing 1 Tendon length(ft) = 145.01 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 181 Material ID: Prestressing 1 Tendon length(ft) = 24.51 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Ratio of jacking force: 0.80 Second end Ratio of jacking force:0.80 FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 52 L2-61 L2-61 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 182 Material ID: Prestressing 1 Tendon length(ft) = 24.51 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 183 Material ID: Prestressing 1 Tendon length(ft) = 24.51 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 184 Material ID: Prestressing 1 Tendon length(ft) = 24.31 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 185 Material ID: Prestressing 1 Tendon length(ft) = 111.17 Strands/tendon: 5. Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 186 Material ID: Prestressing 1 Tendon length(ft) = 111.17 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 187 Material ID: Prestressing 1 Tendon length(ft) = 111.17 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Second end Ratio of jacking force:0.80 Seating loss: 0.25in Tendon: Tendon 188 Material ID: Prestressing 1 Tendon length(ft) = 110.46 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 53 L2-62 L2-62 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 189 Material ID: Prestressing 1 Tendon length(ft) = 110.46 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 190 Material ID: Prestressing 1 Tendon length(ft) = 110.46 Strands/tendon: 4 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 106 Material ID: Prestressing 1 Tendon length(ft) = 116.72 Strands/tendon: 16 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 103 Material ID: Prestressing 1 Tendon length(ft) = 115.43 Strands/tendon: 16 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 192 Material ID: Prestressing 1 Tendon length(ft) = 74.87 Strands/tendon: 10 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Tendon: Tendon 196 Material ID: Prestressing 1 Tendon length(ft) = 39.69 Strands/tendon: 16 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 -- Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 197 Material ID: Prestressing 1 Tendon length(ft) = 37.12 Strands/tendon: 16 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 54 L2-63 L2-63 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 198 Material ID: Prestressing 1 Tendon length(ft) = 36.90 Strands/tendon: 8 Strands area a (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 199 Material ID: Prestressing 1 Tendon length(ft) = 36.80 Strands/tendon: 6 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 200 Material ID: Prestressing 1 Tendon length(ft) = 101.69 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Ratio of jacking force: 0.80 Seating loss: 0.25in Legend Second end Ratio of jacking force:0.80 Seating loss: 0.25in Shape 1----Reversed Parabola 2----- Partial Parabola 3----Harped 4---Cantilever Up 5----- Cantilever Partial 6----- Cantilever Harped 7----- Cantilever Down 8----Straight 9 ----- Extended Reversed Parabola System U----Unbonded B----Bonded Code First ----- Stressed at first end Last ------ Stressed at last end Both -----Stressed at both ends 111.60 TENDON ELONGATION, INDIVIDUAL TENDONS FLOOR -PRO Tendon(] D, Label Jack 1st,2nd Seatin 1st,2nd Elon ation 1st,2nd,Total '! - k in in Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 55 L2-64 L2-64 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 2,Tendon 2 297.432,297.432 0.25,0.25 8.36,0.00,8.36 3,Tendon 3 694.008,694.008 0.25,0.25 11.19,0.57,11.76 5,Tendon 5 561.816,561.816 0.25,0.25 11.48,0.66,12.13 7,Tendon 7 264.384,264.384 0.25,0.25 11.14,0.49,11.63 8,Tendon 8 330.480,330.480 0.25,0.25 11.18,0.52,11.70 10,Tendon 10 396.576,396.576 0.25,0.25 11.40,0.69,12.09 12,Tendon 12 330.480,330.480 0.25,0.25 11.05,0.51,11.56 13,Tendon 13 396.576,0.00 0.25,0.00 10.91,0.00,11.53 15,Tendon 15 694.008,0.00 0.25,0.00 0.00,0.00,3.37 16,Tendon 16 264.384,0.00 0.25,0.00 9.62,0.00,9.62 17,Tendon 17 132.192,0.00 0.25,0.00 9.37,0.00,9.37 18,Tendon 18 0.00,99.144 0.00,0.25 0.00,0.00,9.39 19,Tendon 19 0.00,99.144 0.00,0.25 0.00,0.00,9.62 20,Tendon 20 0.00,99.144 0.00,0.25 0.00,0.00,9.04 21,Tendon 21 0.00,99.144 0.00,0.25 0.00,0.00,8.83 22,Tendon 22 0.00,99.144 0.00,0.25 0.00,4.25,4.25 23,Tendon 23 0.00,99.144 0.00,0.25 0.00,0.68,11.49 24,Tendon 24 0.00,99.144 0.00,0.25 0.00,0.71,11.52 26,Tendon 26 0.00,99.144 0.00,0.25 0.00,0.68,11.54 27,Tendon 27 0.00,99.144 0.00,0.25 0.00,0.67,11.54 28,Tendon 28 0.00,99.144 0.00,0.25 0.00,0.68,11.39 29,Tendon 29 0.00,99.144 0.00,0.25 0.00,0.66,11.42 30,Tendon 30 0.00,99.144 0.00,0.25 0.00,0.61,11.35 31,Tendon 31 0.00,99.144 0.00,0.25 0.00,0.60,11.35 32,Tendon 32 0.00,99.144 0.00,0.25 0.00,0.58,11.34 33,Tendon 33 0.00,99.144 0.00,0.25 0.00,0.00,2.32 34,Tendon 34 0.00,99.144 0.00,0.25 0.00,0.00,2.31 35,Tendon 35 0.00,99.144 0.00,0.25 0.00,0.00,2.31 36,Tendon 36 0.00,99.144 0.00,0.25 0.00,0.24,8.05 37,Tendon 37 0.00,99.144 0.00,0.25 0.00,0.23,8.04 38,Tendon 38 0.00, 99.144 0.00, 0.25 0.00, 0.58,10.97 39,Tendon 39 0.00,99.144 0.00,0.25 0.00,0.60,10.96 40,Tendon 40 0.00,99.144 0.00,0.25 0.00,0.62,11.13 41,Tendon 41 0.00,99.144 0.00,0.25 0.00,0.55,11.10 42,Tendon 42 0.00,99.144 0.00,0.25 0.00,0.86,10.99 43,Tendon 43 0.00,99.144 0.00,0.25 0.00,0.76,11.09 44,Tendon 44 0.00,99.144 0.00,0.25 0.00,0.78,11.10 45,Tendon 45 0.00,99.144 0.00,0.25 0.00,0.91,11.22 46,Tendon 46 0.00,99.144 0.00,0.25 0.00,0.90,11.43 47,Tendon 47 0.00,99.144 0.00,0.25 0.00,0.85,11.42 48,Tendon 48 0.00,99.144 0.00,0.25 0.00,0.85,11.47 49,Tendon 49 0.00,99.144 0.00,0.25 0.00,0.87,11.48 50,Tendon 50 0.00,99.144 0.00,0.25 0.00,0.74,11.38 51,Tendon 51 0.00,99.144 0.00,0.25 0.00,0.73,11.38 52,Tendon 52 0.00,99.144 0.00,0.25 0.00,0.75,11.37 53,Tendon 53 0.00,99.144 0.00,0.25 0.00,0.76,11.37 54,Tendon 54 0.00,99.144 0.00,0.25 0.00,0.80,11.48 55,Tendon 55 0.00,99.144 0.00,0.25 0.00,0.80,11.47 56,Tendon 56 0.00,99.144 0.00,0.25 0.00,0.80,11.47 57,Tendon 57 0.00,99.144 0.0010.25 0.00,0.85,11.48 58,Tendon 58 0.00,99.144 0.00,0.25 0.00,0.83,11.34 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 56 1-2-65 L2-65 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 59,Tendon 59 0.00,99.144 0.00,0.25 0.00,0.81,11.34 60,Tendon 60 0.00,99.144 0.00,0.25 0.00,0.79,11.34 61,Tendon 61 0.00,99.144 0.00,0.25 0.00,0.76,11.35 62,Tendon 62 0.00,99.144 0.00,0.25 0.00,0.84,11.47 63,Tendon 63 0.00,99.144 0.00,0.25 0.00,0.82,11.50 64,Tendon 64 0.00,99.144 0.00,0.25 0.00,1.01,12.63 65,Tendon 65 0.00,99.144 0.00,0.25 0.00,0.96,12.61 66,Tendon 66 0.00,99.144 0.00,0.25 0.00,1.04,12.38 67,Tendon 67 0.00,99.144 0.00,0.25 0.00,1.04,12.40 68,Tendon 68 0.00,99.144 0.00,0.25 0.00,1.04,12.38 70,Tendon 70 0.00,99.144 0.00,0.25 0.00,1.04,12.39 71,Tendon 71 0.00,99.144 0.00,0.25 0.00,0.83,11.77 72,Tendon 72 0.00,99.144 0.00,0.25 0.00,0.77,11.77 73,Tendon 73 0.00,99.144 0.00,0.25 0.00,0.79,11.82 74,Tendon 74 0.00,99.144 0.00,0.25 0.00,0.79,11.81 75,Tendon 75 0.00,99.144 0.00,0.25 0.00,0.73,11.56 76,Tendon 76 0.00,99.144 0.00,0.25 0.00,0.74,11.57 77,Tendon 77 0.00,99.144 0.00,0.25 0.00,0.73,11.57 78,Tendon 78 0.00,99.144 0.00,0.25 0.00,0.73,11.54 79,Tendon 79 0.00,99.144 0.00,0.25 0.00,0.76,11.78 80,Tendon 80 0.00,99.144 0.00,0.25 0.00,0.77,11.79 81,Tendon 81 0.00,99.144 0.00,0.25 0.00,0.74,11.76 82,Tendon 82 0.00,99.144 0.00,0.25 0.00,0.75,11.77 83,Tendon 83 0.00,99.144 0.00,0.25 0.00,1.03,11.68 84,Tendon 84 0.00,99.144 0.00,0.25 0.00,0.99,11.53 85,Tendon 85 0.00,99.144 0.00,0.25 0.00,0.98,11.54 86,Tendon 86 0.00,99.144 0.00,0.25 0.00,1.05,11.56 87,Tendon 87 0.00,99.144 0.00,0.25 0.00,1.00,11.59 88,Tendon 88 0.00,99.144 0.00,0.25 0.00,1.01,11.60 191,Tendon 191 0.00,99.144 0.00,0.25 0.00,1.04,11.59 89,Tendon 89 330.480,0.00 0.25,0.00 10.66,0.00,11.73 90,Tendon 90 727.056,727.056 0.25,0.25 10.66,1.08,11.74 91,Tendon 91 727.056,727.056 0.25,0.25 10.60,1.04,11.64 92,Tendon 92 727.056,727.056 0.25,0.25 10.73,0.93,11.65 93,Tendon 93 793.152,793.152 0.25,0.25 10.81,1.05,11.86 94,Tendon 94 1123.632,1123.632 0.25,0.25 10.31,0.96,11.28 95,Tendon 95 793.152,793.152 0.25,0.25 1.83,0.00,1.83 96,Tendon 96 396.576,396.576 0.25,0.25 1.84,0.00,1.84 97,Tendon 97 0.00,264.384 0.00,0.25 0.00,0.00,1.82 98,Tendon 98 396.576,0.00 0.25,0.00 1.81,0.00,1.81 99,Tendon 99 727.056,0.00 0.25,0.00 8.42,0.00,8.77 100,Tendon 100 859.248,0.00 0.25,0.00 8.44,0.00,8.75 101,Tendon 101 793.152,0.00 0.25,0.00 8.35,0.00,8.73 102,Tendon 102 925.344,0.00 0.25,0.00 8.49,0.00,8.73 107,Tendon 107 264.384,0.00 0.25,0.00 8.57,0.00,8.82 108,Tendon 108 0.00,330.480 0.00,0.25 0.00,0.25,8.83 109,Tendon 109 165.240,165.240 0.25,0.25 8.95,0.00,8.95 110,Tendon 110 165.240,165.240 0.25,0.25 8.98,0.00,8.98 111,Tendon 111 165.240,165.240 0.25,0.25 6.04,0.00,6.04 112,Tendon 112 165.240,165.240 0.25,0.25 3.19,0.00,3.19 113,Tendon 113 165.240,165.240 0.25,0.25 3.21,0.00,3.21 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 57 1-2-66 L2-66 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 114,Tendon 114 165.240,165.240 0.25,0.25 3.02,0.00,3.02 115,Tendon 115 165.240,165.240 0.25,0.25 3.05,0.00,3.05 116,Tendon 116 165.240,165.240 0.25,0.25 7.81,0.23,8.04 117,Tendon 117 165.240,165.240 0.25,0.25 0.00,0.00,0.00 118,Tendon 118 165.240,165.240 0.2510.25 0.00,0.00,0.00 119,Tendon 119 165.240,165.240 0.25,0.25 0.00,0.00,0.00 120,Tendon 120 165.240,165.240 0.25,0.25 0.00,0.00,0.00 122,Tendon 122 165.240,165.240 0.25,0.25 0.00,0.00,0.00 123,Tendon 123 165.240,165.240 0.25,0.25 0.00,0.00,0.00 124,Tendon 124 165.240,165.240 0.25,0.25 0.00,0.00,0.00 125,Tendon 125 165.240,165.240 0.25,0.25 0.00,0.00,0.00 126,Tendon 126 165.240,165.240 0.25,0.25 0.00,0.00,0.00 127,Tendon 127 165.240,165.240 0.2510.25 0.00,0.00,0.00 128,Tendon 128 132.192,132.192 0.25,0.25 0.00,0.00,0.00 129,Tendon 129 132.192,132.192 0.25,0.25 0.00,0.00,0.00 130,Tendon 130 1 132.192,132.192 0.25,0.25 0.00,0.00,0.00 131,Tendon 131 132.192,132.192 0.25,0.25 0.00,0.00,0.00 132,Tendon 132 132.192,132.192 0.25,0.25 0.00,0.00,0.00 133,Tendon 133 132.192,132.192 0.25,0.25 0.00,0.00,0.00 134,Tendon 134 132.192,132.192 0.25,0.25 0.00,0.00,0.00 135,Tendon 135 132.192,132.192 0.25,0.25 0.00,0.00,0.00 136,Tendon 136 132.192,132.192 0.25,0.25 0.00,0.00,0.00 137,Tendon 137 132.192,132.192 0.25,0.25 0.00,0.00,0.00 138,Tendon 138 132.192,132.192 0.25,0.25 0.00,0.00,0.00 139,Tendon 139 132.192,132.192 0.25,0.25 0.00,0.00,0.00 140,Tendon 140 132.192,132.192 0.2510.25 0.00,0.00,0.00 141,Tendon 141 132.192,132.192 0.25,0.25 0.00,0.00,0.00 142,Tendon 142 132.192,132.192 0.25,0.25 0.00,0.00,0.00 143,Tendon 143 132.192,132.192 0.25,0.25 0.00,0.00,0.00 144,Tendon 144 132.192,132.192 0.25,0.25 0.00,0.00,0.00 145,Tendon 145 132.192,132.192 0.25,0.25 0.00,0.00,0.00 146,Tendon 146 132.192,132.192 0.25,0.25 0.00,0.00,0.00 147,Tendon 147 132.192,132.192 0.25,0.25 0.00,0.00,0.00 148,Tendon 148 132.192,132.192 0.25, 0.25 0.00, 0.00, 0.00 149,Tendon 149 132.192,132.192 0.25,0.25 0.00,0.00,0.00 150,Tendon 150 132.192,132.192 0.25,0.25 0.00,0.00,0.00 151,Tendon 151 132.192,132.192 0.25,0.25 0.00,0.00,0.00 152,Tendon 152 132.192,132.192 0.25,0.25 0.00,0.00,0.00 153,Tendon 153 132.192,132.192 0.25,0.25 0.00,0.00,0.00 154,Tendon 154 132.192,132.192 0.25,0.25 0.00,0.00,0.00 155,Tendon 155 132.192,132.192 0.25,0.25 0.00,0.00,0.00 156,Tendon 156 132.192,132.192 0.25,0.25 0.00,0.00,0.00 157,Tendon 157 132.192,132.192 0.25,0.25 0.00,0.00,0.00 158,Tendon 158 132.192,132.192 0.25,0.25 0.00,0.00,0.00 159,Tendon 159 132.192,132.192 0.25,0.25 0.00,0.00,0.00 160,Tendon 160 132.192,132.192 0.25,0.25 0.00,0.00,0.00 161,Tendon 161 132.192,132.192 0.25,0.25 0.00,0.00,0.00 162,Tendon 162 132.192,132.192 0.25,0.25 0.00,0.00,0.00 163,Tendon 163 132.192,132.192 0.25,0.25 0.00,0.00,0.00 164,Tendon 164 132.192,132.192 0.2510.25 0.00,0.00,0.00 165,Tendon 165 132.192,132.192 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 58 1-2-67 L2-67 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 166,Tendon 166 132.192,132.192 0.25,0.25 0.00,0.00,0.00 167,Tendon 167 132.192,132.192 0.25,0.25 0.00,0.00,0.00 168,Tendon 168 132.192,132.192 0.25,0.25 0.00,0.00,0.00 169,Tendon 169 165.240,165.240 0.25,0.25 0.00,0.00,0.00 170,Tendon 170 165.240,165.240 0.25,0.25 0.00,0.00,0.00 171,Tendon 171 165.240,165.240 0.25,0.25 0.00,0.00,0.00 172,Tendon 172 165.240,165.240 0.25,0.25 0.00,0.00,0.00 173,Tendon 173 165.240,165.240 0.25,0.25 0.00,0.00,0.00 174,Tendon 174 165.240,165.240 0.25,0.25 0.00,0.00,0.00 175,Tendon 175 165.240,165.240 0.25,0.25 0.00,0.00,0.00 176,Tendon 176 165.240,165.240 0.25,0.25 0.00,0.00,0.00 177,Tendon 177 165.240,165.240 0.25,0.25 0.00,0.00,0.00 178,Tendon 178 165.240,165.240 0.25,0.25 0.00,0.00,0.00 179,Tendon 179 165.240,165.240 0.25,0.25 0.00,0.00,0.00 180,Tendon 180 165.240,165.240 0.25,0.25 0.00,0.00,0.00 181,Tendon 181 165.240,165.240 0.25,0.25 0.00,0.00,0.00 182,Tendon 182 165.240,165.240 0.25,0.25 0.00,0.00,0.00 183,Tendon 183 165.240,165.240 0.25,0.25 0.00,0.00,0.00 184,Tendon 184 165.240,165.240 0.2510.25 0.00,0.00,0.00 185,Tendon 185 165.240,165.240 0.25,0.25 0.00,0.00,0.00 186,Tendon 186 165.240,165.240 0.25,0.25 0.00,0.00,0.00 187,Tendon 187 132.192,132.192 0.25,0.25 0.00,0.00,0.00 188,Tendon 188 132.192,132.192 0.25, 0.25 0.00, 0.00, 0.00 189,Tendon 189 132.192,132.192 0.25,0.25 0.00,0.00,0.00 190,Tendon 190 132.192,132.192 0.25,0.25 0.00,0.00,0.00 106,Tendon 106 528.768,0.00 0.25,0.00 8.35,0.00,8.73 103,Tendon 103 528.768,0.00 0.25,0.00 8.38,0.00,8.74 192,Tendon 192 330.480,0.00 0.25,0.00 0.00,0.00,0.00 196,Tendon 196 528.768,0.00 0.25,0.00 0.00,0.00,0.00 197,Tendon 197 528.768,0.00 0.25,0.00 0.00,0.00,0.00 198,Tendon 198 264.384,0.00 0.25,0.00 0.00,0.00,0.00 199,Tendon 199 198.288,0.00 0.25,0.00 0.00,0.00,0.00 200,Tendon 200 1 165.240,165.240 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 59 1-2-68 1-2-68 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 110.60 TENDON ELONGATION, INDIVIDUAL TENDONS Tendon ID, Label Jack 1st,2nd Seatin 1st,2nd Elon ation 1st,2nd,Total k in in 2,Tendon 2 297.432,297.432 0.25,0.25 8.36,0.00,8.36 3,Tendon 3 694.008,694.008 0.25,0.25 11.19,0.57,11.76 5,Tendon 5 561.816,561.816 0.25,0.25 11.48,0.66,12.13 7,Tendon 7 264.384,264.384 0.25,0.25 11.14,0.49,11.63 8,Tendon 8 330.480,330.480 0.25,0.25 11.18,0.52,11.70 10,Tendon 10 396.576,396.576 0.25,0.25 11.40,0.69,12.09 12,Tendon 12 330.480,330.480 0.25,0.25 11.05,0.51,11.56 13,Tendon 13 396.576,0.00 0.25,0.00 10.91,0.00,11.53 15,Tendon 15 694.008,0.00 0.25,0.00 0.00,0.00,3.37 16,Tendon 16 264.384,0.00 0.25,0.00 9.62,0.00,9.62 17,Tendon 17 132.192,0.00 0.25,0.00 9.37,0.00,9.37 18,Tendon 18 0.00,99.144 0.00,0.25 0.00,0.00,9.39 19,Tendon 19 0.00,99.144 0.00,0.25 0.00,0.00,9.62 20,Tendon 20 0.00,99.144 0.00,0.25 0.00,0.00,9.04 21,Tendon 21 0.00,99.144 0.00,0.25 0.00,0.00,8.83 22,Tendon 22 0.00,99.144 0.00,0.25 0.00,4.25,4.25 23,Tendon 23 0.00,99.144 0.00,0.25 0.00,0.68,11.49 24,Tendon 24 0.00,99.144 0.00,0.25 0.00,0.71,11.52 26,Tendon 26 0.00,99.144 0.00,0.25 0.00,0.68,11.54 27,Tendon 27 0.00,99.144 0.00,0.25 0.00,0.67,11.54 28,Tendon 28 0.00, 99.144 0.00, 0.25 0.00, 0.68,11.39 29,Tendon 29 0.00,99.144 0.00,0.25 0.00,0.66,11.42 30,Tendon 30 0.00,99.144 0.00,0.25 0.00,0.61,11.35 31,Tendon 31 0.00,99.144 0.00,0.25 0.00,0.60,11.35 32,Tendon 32 0.00,99.144 0.00,0.25 0.00,0.58,11.34 33,Tendon 33 0.00,99.144 0.00,0.25 0.00,0.00,2.32 34,Tendon 34 0.00,99.144 0.00,0.25 0.00,0.00,2.31 35,Tendon 35 0.00,99.144 0.00,0.25 0.00,0.00,2.31 36,Tendon 36 0.00,99.144 0.00,0.25 0.00,0.24,8.05 37,Tendon 37 0.00,99.144 0.00,0.25 0.00,0.23,8.04 38,Tendon 38 0.00,99.144 0.00,0.25 0.00,0.58,10.97 39,Tendon 39 0.00,99.144 0.00,0.25 0.00,0.60,10.96 40,Tendon 40 0.00,99.144 0.00,0.25 0.00,0.62,11.13 41,Tendon 41 0.00,99.144 0.00,0.25 0.00,0.55,11.10 42,Tendon 42 0.00,99.144 0.00,0.25 0.00,0.86,10.99 43,Tendon 43 0.00,99.144 0.00,0.25 0.00,0.76,11.09 44,Tendon 44 0.00,99.144 0.00,0.25 0.00,0.78,11.10 45,Tendon 45 0.00,99.144 0.00,0.25 0.00,0.91,11.22 46,Tendon 46 0.00,99.144 0.00,0.25 0.00,0.90,11.43 47,Tendon 47 0.00,99.144 0.00,0.25 0.00,0.85,11.42 48,Tendon 48 0.00,99.144 0.00,0.25 0.00,0.85,11.47 49,Tendon 49 0.00,99.144 0.00,0.25 0.00,0.87,11.48 50,Tendon 50 0.00,99.144 0.00,0.25 0.00,0.74,11.38 51,Tendon 51 0.00,99.144 0.00,0.25 0.00,0.73 11.38 52,Tendon 52 0.00,99.144 0.00,0.25 0.00,0.75,11.37 53,Tendon 53 0.00,99.144 0.00,0.25 0.00,0.76,11.37 54,Tendon 54 0.00,99.144 0.00,0.25 0.00,0.80,11.48 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 60 L2-69 L2-69 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 55,Tendon 55 0.00,99.144 0.00,0.25 0.00,0.80,11.47 56,Tendon 56 0.00,99.144 0.00,0.25 0.00,0.80,11.47 57,Tendon 57 0.00,99.144 0.00,0.25 0.00,0.85,11.48 58,Tendon 58 0.00,99.144 0.00,0.25 0.00,0.83,11.34 59,Tendon 59 0.00,99.144 0.00,0.25 0.00,0.81,11.34 60,Tendon 60 0.00,99.144 0.00,0.25 0.00,0.79,11.34 61,Tendon 61 0.00,99.144 0.00,0.25 0.00,0.76,11.35 62,Tendon 62 0.00,99.144 0.00,0.25 0.00,0.84,11.47 63,Tendon 63 0.00,99.144 0.00,0.25 0.00,0.82,11.50 64,Tendon 64 0.00,99.144 0.00,0.25 0.00,1.01,12.63 65,Tendon 65 0.00,99.144 0.00,0.25 0.00,0.96,12.61 66,Tendon 66 0.00,99.144 0.00,0.25 0.00,1.04,12.38 67,Tendon 67 0.00,99.144 0.00,0.25 0.00,1.04,12.40 68,Tendon 68 0.00,99.144 0.00,0.25 0.00,1.04,12.38 70,Tendon 70 0.00,99.144 0.00,0.25 0.00,1.04,12.39 71,Tendon 71 0.00,99.144 0.00,0.25 0.00,0.83,11.77 72,Tendon 72 0.00,99.144 0.00,0.25 0.00,0.77,11.77 73,Tendon 73 0.00,99.144 0.00,0.25 0.00,0.79,11.82 74,Tendon 74 0.00,99.144 0.00,0.25 0.00,0.79,11.81 75,Tendon 75 0.00,99.144 0.00,0.25 0.00,0.73,11.56 76,Tendon 76 0.00,99.144 0.00,0.25 0.00,0.74,11.57 77,Tendon 77 0.00,99.144 0.00,0.25 0.00,0.73,11.57 78,Tendon 78 0.00,99.144 0.00,0.25 0.00,0.73,11.54 79,Tendon 79 0.00,99.144 0.00,0.25 0.00,0.76,11.78 80,Tendon 80 0.00,99.144 0.00,0.25 0.00,0.77,11.79 81,Tendon 81 0.00,99.144 0.00,0.25 0.00,0.74,11.76 82,Tendon 82 0.00,99.144 0.00,0.25 0.00,0.75,11.77 83,Tendon 83 0.00,99.144 0.00,0.25 0.00,1.03,11.68 84,Tendon 84 0.00,99.144 0.00,0.25 0.00,0.99,11.53 85,Tendon 85 0.00,99.144 0.00,0.25 0.00,0.98,11.54 86,Tendon 86 0.00,99.144 0.00,0.25 0.00,1.05,11.56 87,Tendon 87 0.00,99.144 0.00,0.25 0.00,1.00,11.59 88,Tendon 88 0.00,99.144 0.00,0.25 0.00,1.01,11.60 191,Tendon 191 0.00,99.144 0.00,0.25 0.00,1.04,11.59 89,Tendon 89 330.480,0.00 0.25,0.00 10.66,0.00,11.73 90,Tendon 90 727.056,727.056 0.25,0.25 10.66,1.08,11.74 91,Tendon 91 727.056,727.056 0.25,0.25 10.60,1.04,11.64 92,Tendon 92 727.056,727.056 0.25,0.25 10.73,0.93,11.65 93,Tendon 93 793.152,793.152 0.25,0.25 10.81,1.05,11.86 94,Tendon 94 1123.632,1123.632 0.25,0.25 10.31,0.96,11.28 95,Tendon 95 793.152,793.152 0.25,0.25 1.83,0.00,1.83 96,Tendon 96 396.576,396.576 0.25,0.25 1.84,0.00,1.84 97,Tendon 97 0.00,264.384 0.00,0.25 0.00,0.00,1.82 98,Tendon 98 396.576,0.00 0.25,0.00 1.81,0.00,1.81 99,Tendon 99 727.056,0.00 0.25,0.00 8.42,0.00,8.77 100,Tendon 100 859.248,0.00 0.25,0.00 8.44,0.00,8.75 101,Tendon 101 793.152,0.00 0.25,0.00 8.35,0.00,8.73 102,Tendon 102 925.344,0.00 0.25,0.00 8.49,0.00,8.73 107,Tendon 107 264.384,0.00 0.25,0.00 8.57,0.00,8.82 108,Tendon 108 0.00,330.480 0.00,0.25 0.00,0.25,8.83 109,Tendon 109 165.240,165.240 0.25,0.25 8.95,0.00,8.95 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 61 L2-70 1-2-70 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 110,Tendon 110 165.240,165.240 0.25,0.25 8.98,0.00,8.98 111,Tendon 111 165.240,165.240 0.25,0.25 6.04,0.00,6.04 112,Tendon 112 165.240,165.240 0.25,0.25 3.19,0.00,3.19 113,Tendon 113 165.240,165.240 0.25,0.25 3.21,0.00,3.21 114,Tendon 114 165.240,165.240 0.25,0.25 3.02,0.00,3.02 115,Tendon 115 165.240,165.240 0.25,0.25 3.05,0.00,3.05 116,Tendon 116 165.240,165.240 0.25,0.25 7.81,0.23,8.04 117,Tendon 117 165.240,165.240 0.25,0.25 0.00,0.00,0.00 118,Tendon 118 165.240,165.240 0.25,0.25 0.00,0.00,0.00 119,Tendon 119 165.240,165.240 0.25,0.25 0.00,0.00,0.00 120,Tendon 120 165.240,165.240 0.25,0.25 0.00,0.00,0.00 122,Tendon 122 165.240,165.240 0.25,0.25 0.00,0.00,0.00 123,Tendon 123 165.240,165.240 0.25,0.25 0.00,0.00,0.00 124,Tendon 124 165.240,165.240 0.25,0.25 0.00,0.00,0.00 125,Tendon 125 165.240,165.240 0.25,0.25 0.00,0.00,0.00 126,Tendon 126 165.240,165.240 0.25,0.25 0.00,0.00,0.00 127,Tendon 127 165.240,165.240 0.25,0.25 0.00,0.00,0.00 128,Tendon 128 132.192,132.192 0.25,0.25 0.00,0.00,0.00 129,Tendon 129 132.192,132.192 0.25,0.25 0.00,0.00,0.00 130,Tendon 130 132.192,132.192 0.25,0.25 0.00,0.00,0.00 131,Tendon 131 132.192,132.192 0.25,0.25 0.00,0.00,0.00 132,Tendon 132 132.192,132.192 0.25,0.25 0.00,0.00,0.00 133,Tendon 133 132.192,132.192 0.25,0.25 0.00,0.00,0.00 134,Tendon 134 132.192,132.192 0.25,0.25 0.00,0.00,0.00 135,Tendon 135 132.192,132.192 0.25,0.25 0.00,0.00,0.00 136,Tendon 136 132.192,132.192 0.25,0.25 0.00,0.00,0.00 137,Tendon 137 132.192,132.192 0.25,0.25 0.00,0.00,0.00 138,Tendon 138 132.192,132.192 0.25,0.25 0.00,0.00,0.00 139,Tendon 139 132.192,132.192 0.25,0.25 0.00,0.00,0.00 140,Tendon 140 132.192,132.192 0.25,0.25 0.00,0.00,0.00 141,Tendon 141 132.192,132.192 0.25,0.25 0.00,0.00,0.00 142,Tendon 142 132.192,132.192 0.25,0.25 0.00,0.00,0.00 143,Tendon 143 132.192,132.192 0.25,0.25 0.00,0.00,0.00 144,Tendon 144 132.192,132.192 0.25,0.25 0.00,0.00,0.00 145,Tendon 145 132.192,132.192 0.25,0.25 0.00,0.00,0.00 146,Tendon 146 132.192,132.192 0.25,0.25 0.00,0.00,0.00 147,Tendon 147 132.192,132.192 0.25,0.25 0.00,0.00,0.00 148,Tendon 148 132.192,132.192 0.25,0.25 0.00,0.00,0.00 149,Tendon 149 132.192,132.192 0.25,0.25 0.00,0.00,0.00 150,Tendon 150 132.192,132.192 0.25,0.25 0.00,0.00,0.00 151,Tendon 151 132.192,132.192 0.2510.25 0.00,0.00,0.00 152,Tendon 152 132.192,132.192 0.25,0.25 0.00,0.00,0.00 153,Tendon 153 132.192,132.192 0.25,0.25 0.00,0.00,0.00 154,Tendon 154 132.192,132.192 0.25,0.25 0.00,0.00,0.00 155,Tendon 155 132.192,132.192 0.25,0.25 0.00,0.00,0.00 156,Tendon 156 132.192,132.192 0.25,0.25 0.00,0.00 0.00 157,Tendon 157 132.192,132.192 0.25,0.25 0.00,0.00,0.00 158,Tendon 158 132.192,132.192 0.25,0.25 0.00,0.00,0.00 159,Tendon 159 132.192,132.192 0.25,0.25 0.00,0.00,0.00 160,Tendon 160 132.192,132.192 0.25,0.25 0.00,0.00,0.00 161,Tendon 161 132.192,132.192 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 62 1-2-71 1-2-71 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 162,Tendon 162 132.192,132.192 0.25,0.25 0.00,0.00,0.00 163,Tendon 163 132.192,132.192 0.25,0.25 0.00,0.00,0.00 164,Tendon 164 132.192,132.192 0.25,0.25 0.00,0.00,0.00 165,Tendon 165 132.192,132.192 0.25,0.25 0.00,0.00,0.00 166,Tendon 166 132.192,132.192 0.2510.25 0.00,0.00,0.00 167,Tendon 167 132.192,132.192 0.25,0.25 0.00,0.00,0.00 168,Tendon 168 132.192,132.192 0.25,0.25 0.00,0.00,0.00 169,Tendon 169 165.240,165.240 0.25,0.25 0.00,0.00,0.00 170,Tendon 170 165.240,165.240 0.25,0.25 0.00,0.00,0.00 171,Tendon 171 165.240,165.240 0.25,0.25 0.00,0.00,0.00 172,Tendon 172 165.240,165.240 0.25,0.25 0.00,0.00,0.00 173,Tendon 173 165.240,165.240 0.25,0.25 0.00,0.00,0.00 174,Tendon 174 165.240,165.240 0.25,0.25 0.00,0.00,0.00 175,Tendon 175 165.240,165.240 0.25,0.25 0.00,0.00,0.00 176,Tendon 176 165.240,165.240 0.25,0.25 0.00,0.00,0.00 177,Tendon 177 165.240,165.240 0.25,0.25 0.00,0.00,0.00 178,Tendon 178 165.240,165.240 0.25,0.25 0.00,0.00,0.00 179,Tendon 179 165.240,165.240 0.25,0.25 0.00,0.00,0.00 180,Tendon 180 165.240,165.240 0.25,0.25 0.00,0.00,0.00 181,Tendon 181 165.240,165.240 0.25,0.25 0.00,0.00,0.00 182,Tendon 182 165.240,165.240 0.25,0.25 0.00,0.00,0.00 183,Tendon 183 165.240,165.240 0.25,0.25 0.00,0.00,0.00 184,Tendon 184 165.240,165.240 0.25,0.25 0.00,0.00,0.00 185,Tendon 185 165.240,165.240 0.25,0.25 0.00,0.00,0.00 186,Tendon 186 165.240,165.240 0.25,0.25 0.00,0.00,0.00 187,Tendon 187 132.192,132.192 0.25,0.25 0.00,0.00,0.00 188,Tendon 188 132.192,132.192 0.25,0.25 0.00,0.00,0.00 189,Tendon 189 132.192,132.192 0.25,0.25 0.00,0.00,0.00 190,Tendon 190 132.192,132.192 0.25,0.25 0.00,0.00,0.00 106,Tendon 106 528.768,0.00 0.25,0.00 8.35,0.00,8.73 103,Tendon 103 528.768,0.00 0.25,0.00 8.38,0.00,8.74 192,Tendon 192 330.480,0.00 0.25,0.00 0.00,0.00,0.00 196,Tendon 196 528.768,0.00 0.25,0.00 0.00,0.00,0.00 197,Tendon 197 528.768,0.00 0.25,0.00 0.00,0.00,0.00 198,Tendon 198 264.384,0.00 0.25,0.00 0.00,0.00,0.00 199,Tendon 199 198.288,0.00 0.25,0.00 0.00,0.00,0.00 200,Tendon 200 165.240,165.240 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 63 L2-72 L2-72 Project Name: Tukwila Village Building Date of execution: December 17, 2014 2012 300.00 PT TOTALS Specific Data: Le el 2 File Name: BuildingE_2.adm FLOOR -PRO # Label Reference Plane Tendon/Duct Length Strand Area Number Of Strands Strand Length Tendon Diameter Stressing ends ft in2 ft in 1 Tendon 89 Level 2 100.56 0.15 10 1005.64 0.50 1 2 Tendon 90 Level 2 145.99 0.15 22 3211.80 0.50 2 3 Tendon 91 Level 2 149.09 0.15 22 3280.02 0.50 2 4 Tendon 92 Level 2 146.12 0.15 22 3214.63 0.50 2 5 Tendon 93 Level 2 147.90 0.15 24 3549.50 0.50 2 6 Tendon 94 Level 2 150.99 0.15 34 5133.62 0.50 2 7 Tendon 95 Level 2 143.29 0.15 24 3438.94 0.50 2 8 Tendon 96 Level 2 143.04 0.15 12 1716.46 0.50 2 9 Tendon 97 Level 2 42.69 0.15 8 341.50 0.50 1 10 Tendon 98 Level 2 122.93 0.15 12 1475.21 0.50 1 11 Tendon 99 Level 2 119.60 0.15 22 2631.20 0.50 1 12 Tendon 100 Level 2 119.60 0.15 26 3109.73 0.50 1 13 Tendon 101 Level 2 124.40 0.15 24 2985.62 0.50 1 14 Tendon 102 Level 2 119.32 0.15 28 3340.94 0.50 1 15 Tendon 107 Level 2 118.66 0.15 8 949.29 0.50 1 16 Tendon 108 Level 2 52.54 0.15 10 525.39 0.50 1 17 Tendon 109 Level 2 148.48 0.15 5 742.40 0.50 2 18 Tendon 110 Level 2 148.48 0.15 5 742.39 0.50 2 19 Tendon 111 Level 2 148.48 0.15 5 742.41 0.50 2 20 Tendon 112 Level 2 148.48 0.15 5 742.39 0.50 2 21 Tendon 113 Level 2 146.29 0.15 5 731.44 0.50 2 22 Tendon 114 Level 2 146.29 0.15 5 731.44 0.50 2 23 Tendon 115 Level 2 146.29 0.15 5 731.44 0.50 2 24 Tendon 116 Level 2 146.29 0.15 5 731.44 0.50 2 25 Tendon 117 Level 2 146.29 0.15 5 731.44 0.50 2 26 Tendon 118 Level 2 29.25 0.15 5 146.24 0.50 2 27 Tendon 119 Level 2 29.25 0.15 5 146.24 0.50 2 28 Tendon 120 Level 2 29.25 0.15 5 146.25 0.50 2 29 Tendon 122 Level 2 102.13 0.15 5 510.66 0.50 2 30 Tendon 123 Level 2 102.13 0.15 5 510.66 0.50 2 31 Tendon 124 Level 2 139.12 0.15 5 695.61 0.50 2 32 Tendon 125 Level 2 139.13 0.15 5 695.66 0.50 2 33 Tendon 126 Level 2 142.02 0.15 5 710.09 0.50 2 34 Tendon 127 Level 2 141.94 0.15 5 709.72 0.50 2 35 Tendon 128 Level 2 141.96 0.15 4 567.85 0.50 2 36 Tendon 129 Level 2 141.86 0.15 4 567.45 0.50 2 37 Tendon 130 Level 2 141.86 0.15 4 567.42 0.50 2 38 Tendon 131 Level 2 141.88 0.15 4 567.52 0.50 2 endon 132 Level 2 144.36 0.15 4 577.44 0.50 2 endon 133 Level 2 144.34 0.15 4 577.38 0.50 2 endon 134 Level 2 144.29 0.15 4 577.17 0.50 2 v endon 135 Level 2 144.28 0.15 4 577.14 0.50 2 endon 136 Level 2 142.78 0.15 4 571.13 0.50endon 137 Level 2 142.78 0.15 1 4 571.13 0.50 2 45 1 Tendon 138 Level 2 142.78 0.15 4 571.13 0.50 2 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 64 L2-73 L2-73 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 46 Tendon 139 Level 2 142.78 0.15 4 571.14 0.50 2 47 Tendon 140 Level 2 144.28 0.15 4 577.14 0.50 2 48 Tendon 141 Level 2 144.28 0.15 4 577.14 0.50 2 49 Tendon 142 Level 2 144.28 0.15 4 577.14 0.50 2 50 Tendon 143 Level 2 144.28 0.15 4 577.14 0.50 2 51 Tendon 144 Level 2 142.78 0.15 4 571.14 0.50 2 52 Tendon 145 Level 2 142.78 0.15 4 571.14 0.50 2 53 Tendon 146 Level 2 142.78 0.15 4 571.14 0.50 2 54 Tendon 147 Level 2 142.78 0.15 4 571.14 0.50 2 55 Tendon 148 Level 2 144.28 0.15 4 577.14 0.50 2 56 Tendon 149 Level 2 144.28 0.15 4 577.14 0.50 2 57 Tendon 150 Level 2 160.51 0.15 4 642.05 0.50 2 58 Tendon 151 Level 2 160.51 0.15 4 642.04 0.50 2 59 Tendon 152 Level 2 158.04 0.15 4 632.15 0.50 2 60 Tendon 153 Level 2 158.04 0.15 4 632.15 0.50 2 61 Tendon 154 Level 2 158.04 0.15 4 632.15 0.50 2 62 Tendon 155 Level 2 158.04 0.15 4 632.15 0.50 2 63 Tendon 156 Level 2 149.00 0.15 4 596.02 0.50 2 64 Tendon 157 Level 2 149.01 0.15 4 596.02 0.50 2 65 Tendon 158 Level 2 148.96 0.15 4 595.85 0.50 2 66 Tendon 159 Level 2 148.96 0.15 4 595.85 0.50 2 67 Tendon 160 Level 2 145.96 0.15 4 583.83 0.50 2 68 Tendon 161 Level 2 145.96 0.15 4 583.83 0.50 2 69 Tendon 162 Level 2 145.96 0.15 4 583.83 0.50 2 70 Tendon 163 Level 2 145.96 0.15 4 583.82 0.50 2 71 Tendon 164 Level 2 148.96 0.15 4 595.85 0.50 2 72 Tendon 165 Level 2 148.96 0.15 4 595.85 0.50 2 73 Tendon 166 Level 2 148.96 0.15 4 595.85 0.50 2 74 Tendon 167 Level 2 148.96 0.15 4 595.85 0.50 2 75 Tendon 168 Level 2 150.38 0.15 4 601.50 0.50 2 76 Tendon 169 Level 2 150.61 0.15 5 753.05 0.50 2 77 Tendon 170 Level 2 150.62 0.15 5 753.11 0.50 2 78 Tendon 171 Level 2 150.69 0.15 5 753.47 0.50 2 79 Tendon 172 Level 2 150.69 0.15 5 753.47 0.50 2 80 Tendon 173 Level 2 150.69 0.15 5 753.47 0.50 2 81 Tendon 174 Level 2 150.69 0.15 5 753.47 0.50 2 82 Tendon 175 Level 2 152.25 0.15 5 761.24 0.50 2 83 Tendon 176 Level 2 152.24 0.15 5 761.21 0.50 2 84 Tendon 177 Level 2 152.24 0.15 5 761.21 0.50 2 85 Tendon 178 Level 2 152.24 0.15 5 761.21 0.50 2 86 Tendon 179 Level 2 154.72 0.15 5 773.60 0.50 2 87 Tendon 180 Level 2 145.71 0.15 5 728.54 0.50 2 88 Tendon 181 Level 2 24.69 0.15 5 123.45 0.50 2 89 Tendon 182 Level 2 24.69 0.15 5 123.45 0.50 2 90 Tendon 183 Level 2 24.69 0.15 5 123.45 0.50 2 91 Tendon 184 Level 2 24.49 0.15 5 122.46 0.50 2 92 Tendon 185 Level 2 111.62 0.15 5 558.10 0.50 2 93 Tendon 186 Level 2 111.60 0.15 5 557.99 0.50 2 94 Tendon 187 Level 2 111.69 0.15 4 446.76 0.50 2 95 Tendon 188 Level 2 110.75 0.15 4 443.02 0.50 2 96 Tendon 189 Level 2 110.64 0.15 4 442.57 0.50 2 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 65 L2-74 L2-74 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 97 Tendon 190 Level 2 110.64 0.15 4 442.57 0.50 2 98 Tendon 106 Level 2 117.01 0.15 16 1872.21 0.50 1 99 Tendon 103 Level 2 115.69 0.15 16 1851.01 0.50 1 100 Tendon 192 Level 2 75.01 0.15 10 750.08 0.50 1 101 Tendon 196 Level 2 39.77 0.15 16 636.35 0.50 1 102 Tendon 197 Level 2 37.21 0.15 16 595.33 0.50 1 103 Tendon 198 Level 2 36.99 0.15 8 295.88 0.50 1 104 Tendon 199 Level 2 36.90 0.15 6 221.38 0.50 1 105 1 Tendon 200 Level 2 102.13 0.15 5 510.66 0.50 2 Summary by Type Type # Tendon Diameter Strand Area Strand Length Tendon/Duct Length Weight # Stressing Ends # Dead Ends in in2 ft ft Ibs 1 0.50 0.15 94119.14 13297.92 48730.64 194 16 Total - - 94119.14 13297.92 48730.64 194 16 ummary Reference Plane Floor Area Floor Volume Weight Rate Rate Cost ft2 ft3 Ibs Ibs/ft2 Ibs/ft3 $ Level 38587.32 45749.78 48730.64 1.26 1.07 194922.55 Total 38587.32 45749.78 48730.64 1.26 1.07 194922.55 Unit weight of prestressing steel = 487.08 pcf Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 66 a 0 L2-81 L2-81 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 DESIGN LEGEND This legend is provided as an aid for the interpretation of the results that follow. Atlomabte Stress m I blue T. �lmris D,�ptae eem[w...Owe D.... rl F..—.1r+,ec®nel �ryw•r+:w.r+wir O.n-psra-e alert a WFlIMI(,F• Im.........+IW• Iml nlflYl( F96FSMLidF• IIDIpYlaFM 1 .. tars »mwF« rFr[>m-eFFFr � Att�Os s _ ave ly m e r e x p 9 a 9 !i .e T;1 ia-T Tile Tie F}.1 TP-2 T¢+e CalcuteiedStress 1 fiber stress BattarnTiber st DESIGN STRIP SERVICE COMRiNATTON STRESSE (Ter�ox sires€�sf�lve) .•.11..�r+...g11 o-+.ati-cF.+r•arcr la-,.eF. 1 .fa4ilw[pt. I.F. QI[gltl• IA[lna lrf• 1lFF M�Tov[ kswrtearw.nT[Tw.e! DESIGN STRIP "DESIGN MOMENT Q01.1" (filament is dMwx •rE the tMion side) W.WMgma Ona..ro-rtrgkd..stS+n>..b.a9 rod CweeLed.lrt FLOOR -PRO we,. TIaH Reber Provided 1 Reba Regtwed d DESIGN STRIP REIIYFORCENU NT REQUIRED AND PROVIDED Support@adaptsoft.com www-adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 67 L2-82 1-2-82 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiderVersion 2012 Date December 15, 2014 Tme: 11:51:00 Fie Support Line 1 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 1 12 Load Case: SeMce(Sustaned Load) 1.00xSeitveight+ 1.00xDesdbad* 0.30xUeiaad+ 1.00xPmstressng 2 -MEMBER ELEVATION IN Q01.830 11m O ltnn O aseo O 11ge 0 Va. O 1sn li i i i i i ii i i i i i i 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 1 �axramcav s e.�x�t- e><se s aKss• s acrc '+ �ocvc aQi��sx�• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected me Rttamei[Yuw,m0l.nW YeaMh twafCNG.lasOn(Y.ae s11V n eW.ve ¢,�sbamv0 iaVfv!enolfe mm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m�0a r.1s ono 1s! r.sr Im va in am [in'j. 1s i I �, �, � wi I requ►ed 12 provded 06 6.2 Bottom Bars We om 000 000 am am ago gm oa 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 68 L2-83 L2-83 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 4 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiderVersion 2012 Date Demmber 15, 2014 Tne: 11:51:00 FIe: Support Wie4 1 - PROJECT TITLE General name 1.1 0e3ign strip: Support Line 4 12 Load Case: Service(Simtained Load) 1.00xSelfrnigM• 1.0OxDeadbad- 0.30x1Avebsd* 1.00xPrestMWhg 2-MEMBER ELEVATION O Q ml i i I i 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected '4'6z1�'ivov 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected Q'Ktot s ��aw+aveYv..wr.'v«mnxm.seaa.d,o.ar:.c mgtam n.cm..n.mrsv.oararsmscwoeseoa 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars mOX 'm 1.a oeo I imre l + podded 03- o. 82 Battom Bars max ono ON ao 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 69 L2-84 L2-84 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 5 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiderVerslon2012 Date December 15, 2014 Time:11:51:00 FOB Support Lines 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 5 12Load Case: Senice(SustanedLoad) 1.00xSa/Meighl+ 1.00xDeadload + 0.30xLive load + 1,00xPrestressing 2 -MEMBER ELEVATION I((I 9.J9O t 29 I ( I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected t�yax9e- 2 rrtn a__ M 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected NaY 11eltam!ie.2Yovximgnri Ce M>m m'v+<a4mit BsiaeOcaes�sYfi '�f er,emrt tr>�RRW.Tcno.•fimd• 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m3atoo ow2s, om am 2C liRl. 2A required tb proms aaqs� 628dtom Bars mai�sa aoo oaa 000 am om 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 70 1-2-85 1-2-85 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 6 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date December 15, 2014 Time: 11:51:00 File: Supporti-me6 1 - PROJECT TITLE General name 1.1 Design SW. Support Line 6 1.2 Load Case: Semoe(Sustained Load) 1.DOxSeltmight+ 1.00xDesd1Gad+ 0.30xUvelosd+ 1.D6xPrestressng 2 -MEMBER ELEVATION III) 3- TOP RE13AR 3.1 ADAPT selected 32 ADAPT selected Q' M- 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected 2 z-6E- 6 - REQUIRED 8 PROVIDED BARS 6.1 Top Bam mmc o,oa oa0 156 a.00 ooc (im). 2i po�idedA u 0 628attnm Bars max coo coo am ON oo, 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 71 L2-86 L2-86 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 7 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTEuiderVersion2012 Date:. DerEmber15, 2014 Tme:11:51:00 Fie Supped Line? 1 - PROJECT TITLE General name 1.1 Design Strip: Supped Line 7 12 Load Case: SerAce(Sustaned Load) 1.00xSeli'might- 1.00xDead1Dad+ 0.30xi-ivebad+ 1.00xPre3tressng 2 -MEMBER ELEVATION O O O O IRj ia3 13 as 71 z I I I 1 I ft I 1 I I I 5 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected + 'sxw• _ aex�o• 3 v 5 - BOTTOM REBAR 5.1 ADAPT selected 52 PT ADAselected Q+''o' u: a�ero�aroem.�aion.a.e>n. ae mo.es:ese. dsonm,ms»mnew..w.m,.exa+e�=o<amx 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars max 03+ 122 am 0100 la acu equred 0 Ro °ot., m� 6.28dtom Bars 0+3 000 0m 00o 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 72 1-2-87 L2-87 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 8 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiderVersbn2012 Date Decxmber 15, 2014 Trne:11:51:00 Fie Support LlneB 1 - PROJECT TITLE General name 1.1 Design Stn'p: Support Line 8 1.2 Load Case: Service(Sustabed Laed) 1.00xSdNeight+ 1.00xDeadbad+ 0.30xL1webad. 1.00 x Prestressing 2- MEMBER ELEVATM 0 11 O O lJ O O p]) eS et n I I I I I I 3 - TOP REBAR 3.1 ADAPT aeked 32 ADAPT aekR[G t axac°°° ] E7Q9" + we 5- BOTTOM REBAR 5.1 ADAPT xbctad 5.2 ADAPT SIX41M .A' IC>lanff mo+cseve. tseone! ee a� n can as �mrtbapapeepav:ene:ae ma! 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars Met oa0 n.ar am 1am am [Ire] , reqd p 9Ld "'i ed 9 aa¢' EaX 6.2 Bdram Bars a1] 0m 0.m 0m am 0.00 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 73 L2-88 L2-88 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 9 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTEulderVersion2012 Date:. December 15, 2014 Tme:11:51:00 Fie Supporti-me9 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 9 11 Load Case: Service(Sustaned Load) 1.00xSelbeiybt+ 1.00xDeadbad+ 0.30xi-ireload+ 1.00 x Prestressing 2 -MEMBER ELEVATION O O i I IA 1 I 11 A .+ 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �kseasv.,morv,wo...wsem.ame eme.amecomme eeFmm�cca se ca.ca,man .+r.-. arsm: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars maaom 000 am Irequted ° proWded a OS 61 Beflom Bars mmcOW 0.00 OW 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 74 L2-89 L2-89 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 10 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bufider Version2012 Ode: December1S,2014 Tine:1151AO Fk:Suppod LinelO 1 - PROJECT TITLE General name 1.1 Desip Ship: Support Line 10 12 Load Case:SeMa(Sustained Load) 1.00xSd(MigM+1.00xDeed Wd* 0.30xUvebad• 1.00xPrestressin0 2 -MEMBER ELEVATION Q In) T r I II I I II I I II I 3- TOP REBAR. 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REAR 5.1 ADAPT selected S2 ADAPT selectec! ne ReVnceTeTmx'n mpneyCn Mve movtfowe.�m0om oeWen T+l e�.�ebslei�¢iaeevoo:ee ma 6 - REOUIRED & PROVIDED BARS 6.1 TopBers m coo o.oD [ImreQ ied a provided o 0 62 Bdtam Bars M Is am 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 75 L2-90 1-2-90 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 11 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Ode: December 15, 2014 Tine:1151 AO Fie: Support Line 11 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 11 1.2 Load Case: Seaice(Sustained Load) 1.ODxSdfweight- 1.D0xDeadlead- 0.30xLielead- 1.00xPrestressing 2-MEMBER ELEVATION Ift] ion I I I I I 1 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected m:Mtav!etsT.�+TAnrW OCC M'!!mw<fQM3e.l Son.T.veagemne9M1 ae vaucbf®A-Pwve'ac'Sems 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars me am °1°0 Iequied ° provld� n 0 6.2 Bottom Bars ra or om 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 76 L2-91 L2-91 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 12 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versbn 2012 Date: December 15,2014 Time:1151:00 Fie: Support Line 12 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 12 12 load Case: Senice(Sustnned Load) 1.00 xSHAeeight+ 1.00 xDead load + 0.30 xLNe bad + 1.00 xPrestressin0 2 -'MEMBER ELEVATION lalwar I I I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT seledad weweaov�vevo..mor+..sce.a,.e eee.e.ee-ie. �eneea.+ea esele n n.t...ms�u®s eaeerear..e sea 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mwc am 090 Iim as. provideA a 0 fi28ottom Ban mM am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 77 L2-92 L2-92 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 13 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Buiilc Versin2012 Date: Demmber15,2014 Tine:1151:00 Fie: Support Line 13 1 - PROJECT TITLE General name 1.1 Design Strip: Suppod Line 13 12 Load Case: Senim(Sustened Load) 1.00xSeliveight+ 1.00xDeadbsd* 0.30xihebad> 1.00 x Prestressing 2-IMEIMBER ELEVATION Ml 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected I! aenay.m�o.m.c.em>+u,xma...ewc aae�an�.a�e n eve..a.mn:a:ecRwa.sso�a mm 6 - REQUIRED & PROVIDED BARS 6A Top Bars reap a00 am lrequred 05 proWed o 0 62 Bdtomeers mlt a am 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 78 L2-93 L2-93 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 14 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Varsion 2012 Date: December 15, 2014 Time:115100 Fie: Support Line 14 1-PR OJECT TITLE General name 1.1 Design Strip: Support Line 14 1.2 Load Case: SwAoe(Sustalned Load) 1.00xSelfheight+ 1.00xDead1Dad+ 0.3Dxtive Wd+ 1.00xPrestrawng 2 -MEMBER ELEVATION Q Inl > 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected veaexaariasarovn�om nry yea-.eie ma.eaee. meeor:�.�a,+a n m�.+..s.m.��v.�zrera.�vex m: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m me am o"m [IT). as required provided a 0 62 Bottom Bars 10 max om a m 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 79 L2-94 L2-94 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 15 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Decemberl5, 2014 Tine:115100 Fie: Support Line 15 1-PR OJECT TITLE General name 1.1 Design Strip: Support Line 15 1.2 Load Case: Service(Sustained Load) 1.1)OxSdNef ht. 1.00xDesd bads 0.3DxLne bad+ 1.00 x Prestressing 2-MEMBER ELEVATION (R) st 1 I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ve rxerwrca sonmeme� <esxi temaesneQc ema.d.:x mo®+n+mn.e.m.eaa�ev ae.e�rao�amQ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mail am am rIr equired 05 provided cc 05 62 Bottom Bars mM 000 om 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 80 1-2-95 1-2-95 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 16 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Dole: December 15, 2014 Tine:1151 A 0 Fie: Supped Lice 16 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 16 12 Load Case: SeMce(Sustained Load) 1.00xSdtMigbt- 1.00x0esdind- 0.30xLirebad- 1.00xPresbessing 2-MEMBER ELEVATION O f01 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected xac aeerormszvo.� .ace.yam•.e�ac. --re�.�aoeae m: 6 - REQUIRED R PROVIDED WS 6.1 Top6ars max am om (iml. o reQurN proutleA o d• 628oesm Bars ,ate ow oe 10 - DESIGNER'S NOTES Support@adaptsaft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 81 L2-96 L2-96 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 17 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Ode: December lS, 2014 Time:115190 Fie: Support Line 17 1 - PROJECT TITLE General name 1.1 Design Stfq: Support Line 17 12 Load Case: Service(Sustened Load) 1.00xSelfveiyM+ 1.00xDeedload+ 0.30xlrveload* 1.00 x Prestressing 2-MEMBER ELEVATION [R1 r ss I ! I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected me(1eMaviv[eiTvnm9c�RaMf.ma<.Ce-l.laonAe:aes�erl���i stlamv[V�Jy -.aF. Got SemS 6 - REQUIRED 8 PROVIDED BARS 6.1 Top ears ma aa0 000 rled equired as provided an as 62Bottom 8ers mw 000 0m 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-24011 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 82 1-2-97 L2-97 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 18 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bui11e Vn bn 2012 Oita: December 15, 201 t Time:1151 AD F&: Support Line 18 1 - PROJECT TITLE General name 1.1 DesiD, Ship: Support Line 18 12 Load case:Se%iae(Sustalned Load)1.00xSelfmigr1. 1.00x0eadload+0.30xLire1oad• 1.00xPreshessln0 2 -MEMBER ELEVATION O I1t) 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 6 - BOTTOM REBAR 5.1 ADAPT aelected 52 ADAPT aelected a�.arnc:,etro.nm.new �e.o..,ee morsaae-e.. rsoew>asr� � can.e.�v.os*a rea.xao:.ema 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max am am Iimreq fired as providW o 0 6.28attvm Bem mioc am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 83 L2-98 L2-98 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 20 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: December 15,201s Tine:1151A0 Fie: Support Line 20 1 - PROJECT TITLE General name 7.1 Design Strip: Support Line 20 12 Load Case: Service(Suatained Load) 1.00xSeltmight+ 1.00xDesdbad+ 0.30xUvebed+ 1.00 x Prestressing 2-MEMBER ELEVATION O Ift) 0 n e a+ H 3- TOP REBAR. 11 ADAPT selected 32 ADAPT selected !#0• 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected atlleSfaw!eR1Twano0'i my OCv fon�emnesaene. bsaavr..fee4�nt e.am6bf,memT�eaolTem2 6 - REQUIRED & PROVIDED BARS 6.1 Top Bers m!asau Iprov�W 0 oa fit Bottom Be. m11 atmo ow 000 10 - DESIGNER'S NOTES Support@adaptsoft-com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 84 1-2-99 1-2-99 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 22 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 Tirne:11511)0 Fie: Support Litre 22 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 22 12 Load Case: Serrice(Sustahfed Load) 1.00xSel"ht+ 1.00 xDead load < 0.30 x Lire load + 1.00 x Prestressing 2 - MEUBER E LEVATION O O �] 135e 7� 115I OS f050 all 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT seleded , ocac (tk— 3 � v 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected .ru aexacae:sommo.,na �namne mwssaxse nmacdnscas�a n evn.ia smrsa�s�e w.xnaanma: 6 - REQUIRED & PROVIDED BARS 6.1 Top Burs mm an I oao am ,.as 1.05 1[I j"jufBd 15 prOla[Ied f 0 62 Bottom Bars m3 000 om ON a00 om 0 7-SHEAR STIRRUPS 7.1 ADAPT selected. Bar39$4 Legs: 2 Sparing [n1 ,an •------------------ ---------------------------------------------------------------- 72Useleded '-----'------------'- --------•-----------------•-_----------•--------------•--------- BerSizeC Legs: ao 7.3 Required area oou as rx-%i] 101 a 0056 a. a 0. 10 - DESIGN ER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 85 L2-100 L2-100 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 23 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BulbarVersion 2012 Date: December 15, 2014 Tine:11 S100 Fie: Support Line 23 1 - PROJECT TITLE General name 1.1 Deslgn St o: Support Line 23 12 Load Case: Se Aoe(Sustaned Load) 1.00 xS9tmight + 1.00 x Dead bad+ 0.30 x the bad+ 1.00 x Prestressng 2-YEUSER ELEVATION (Rt 2721 0. 1983 O 6/2 O I I I I I I I I I I I I I I I l� 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected Q �Xav (D5 6n IV ®o +au za• 5 - BOTTOM RAR 5.1 ADAPT select 52 ADAPT selected >ve.mr '-eQaanre woe:ease. aeao«o.n.e+a+ema mn enemvem..wavem.amao+nema 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars law 212 212 Iss Ilm padded ,- 06 [LE N� 62 Batlam Bars m1 0 oaa 000 "a 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corpora5on, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 86 L2-101 L2-101 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 24 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8u4Ida Verson 2012 Date: December 15, 2014 Tine:1151 AO Fie: Support Line 24 1 -PROJECT TITLE General name 1.1 Design Ship: Support Lite 24 1.2 Load Case: Seniae(Su9ened Load) 1.00xSelfxeight+ 1.00x0eadbad- 0.30xLi`ebada 1.00xPrestres5ng 2 -MEMBER ELEVATION Inl2991 3- TOP REBAR 3.1 ADAPT seledW 32 ADAPT sekded Q"sx;v-rt�vo- 5 - BOTTOM REBAR 5.1 ADAPT seleCW 5.2 ADAPT select � �env�m wra+.n'm een aan rc uaeaave. aa.anov,ss sasm n eron ra emus aacm nc.vear.e ms 5 - REQUIRED & PROVIDED BARS 6.1 Top Ban (fire] d proNded � a 62 Bod— Bars 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 87 1-2-102 1-2-102 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 25 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: De¢mberl5, 2014 Thne:1151:00 Fie: Support Line 25 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 25 1.2 Load Case: Servim(Sustaned Load) 1.00xSelMeght+ 1.00xDesd1oad+ 0.30xLiveload+ 1.01)xPre3tressng 2 - MEMBER ELEVATION 0 In1 27.65Ilizo i i i i i i i i i 112 I i i i i i--i 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected r - ,mv zQmxnc )001 5 - BOTTOM RE BAR 5.1 ADAPT selected 5.2 ADAPT selected NOY RtlTav�e�tvovnmo�nq'Qvfarh eEa1.efCNvi. Maoapl�ae c9Rs neT evem[IIRmO�sOlerevo:mx2 6 - REQUIRED & PROVIDED WS 6.1 Top Bars ran zu zn zero (fir z, required Provided ,. a 62 Bottom Bars rao aao oao oao 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 88 L2-103 L2-103 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 26 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December15,201e Tine:1151:01 Fie: SupportLiu; 26 1-PR OJECT TITLE General name 1.1 Design Ship: Support Line 26 1.2 Load Case: SerNce(Sustaned Load) 1.00 x Selt+eeight+ 1.00 x Deed bad+ 0.30 xLive load + 1.00xPreshessng 2-MEMBER ELEVATION O O O Iai 7Da 27A5O 39 I I I I I I I I I I I i I i I I I I I�1 6 a2 I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected r aess 2 .amoE^ 3 aenv l .y 5 _ptio• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected aacerase:,caovnmo..�-+a�n.cneemaesa�e.. ffiaoo�esoa�o n em ne aoaruscx�e.v+seao�aemm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars masm 2A1 2n 2aa 32 2M [im7. 24 equved provNed ra I 0im 62 Bottom Bers minim 000 on, 000 um 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 89 L2-104 L2-104 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 27 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-UuikWVatsW2012 Date: Decemher15,2014 Tine:115191 Fie: Support Line 27 1 - PROJECT TITLE General name 1.1 Des gn Strip: Support Line 27 1.2 Load Case: SerAce(Sustaned Load) 1.00 x S9txeight+ 1.00xDeadbad+ 0.30xLive Iosd+ 1.00 x Prestressing 2-MEMBER ELEVATION (/ �/ O 0 [iq 750 291 7W i i i i t i i i I I i i i i t �—t 6t i i i I i I 3- TOP REBAR 3A ADAPT selected 3.2 ADAPT selected 1 'ax+a^ 2(�iaZno- s c s 2v 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected me+n+v�>ae.,�nr„w �essn h me..eneae.. aysana�+veewam n rrexea.mrcarene rsa,<e�ol�emm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars M45 2-10 228 2.41 2f1 f 11 provided 1! a7 628ottom Bers rpgo a a 000 000 om 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 90 L2-105 L2-105 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 28 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 201I Time:1151 A 1 File: Support Line 28 1 -PROJECT TITLE General name ,.1 Deso Strip: Support Line 28 1.2 Load Case: Sevice(Sustaned Load) 1.00 x Sdrreight 1.00xDead1oa4- 0.30x Unload+ 1.00xPresfmsshq 2-MEMBER ELEVATION in) Q. 2176 r O as i i i i i i i i i i i i i i i i i i ii 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected eus- lcx„v 1 aac r s a- 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected Ro lOclfoc^aSYO�M1 W0l1M oeo`p1li sm,eiceae. �mooR.-e elm � 'O40 �[s b�R,MlasaHlco¢ 6 - REQUIRED & PROVIDED BARS 6.1 Top Beat mz 310 2.,s zx z�s nt*7 :, iced provided u 0 62 Bottom Ban mx aao ow oao 000 Ll T_ 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 91 1-2-106 L2-106 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 29 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 Tine:115101 Fie: Support Line 29 1 - PROJECT TITLE General name 1.1 Design5tdp: Supportthe29 1.2 Load Case: SeMae(Sustaired Load) 1.00xSellveigbt+ 1.00xDeadbed+ 0.30xthmiW+ 1.00 x Prestressing 2-MEMBER ELEVATION (Ilj17zo Q. O 1. O "1 O I I I I I I I 1 1 I I I I I I I I I I1 3-TOPREBAR 3A ADAPT selected 32 ADAPT selected "roma- a ursaaxto s�s�xts. 5 - BOTTOM REBAR , 5.1 ADAPT selected 52 ADAPT selected ox wa�am,a.seo.n.noa„w we+onve mw�nmme. emaooneeegam n ep. va smca�o es.aeae��sma 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mix Zia x�a r.rs is< real treat u pr. provided 1Z a 82 Bottom Bars moo 0aa am 000 a0o 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 92 L2-107 L2-107 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 31 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM MMT-8uINc Vlrsbn 2012 Dae: December 15, 2014 Time:11 SI D1 Fie: Support Line 31 1 -PROJECT TITLE General name 1.1 Design Strip: Support Line 31 1.2 Load Case: SerNce(Sustained Load) 1.00xSettadgbt+ 1.00xDeadlDad+ 0.30xLiretosd+ 1.00xPrestressng 2-fIfMEMBER ELEVATION l••1 ti " I I i i 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected t bra' lr�zt is s sera' 5 - BOTTOM REBAR 5.1 ADAPT selected 51 ADAPT selected 6 -REQUIRED & PROVIDED BARS 6.1 Top ears m� z's zu iR provided t 0 62 Bottom Bars raft om Dm 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 93 L2-108 L2-108 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 32 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Decemher15,2014 Time:115121 Fie: Support Line 32 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 32 12 Load Case: Service(Sustaired Load) 1.00xSelkeightt 1.00xl)eadbad+ 0.30xi-Neload- 1.00xPresttessng 2-MEMBER ELEVATION jlt] zrso am O 1. O zsso I I I I I I I I I I I I I I I I� 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected ' _ s =� Q_Cea. 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected � ara•.,.so.nmor+.+a�e+onamwev_-see aa.ancmm me�enacaa sn ms wue.ma�Yeaorams 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m 226 va r.x am 0.00 (tml. zr requred provided r� a Fi 1 62 Bottom ears rap 0, amF�i iii am 1 am ors 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 94 L2-109 L2-109 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 33 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 201 I Tine:115191 File: Support Line 33 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 33 1.2 Load Case: SerNce(Sustaned Load) 1.00xSdWeight+ 1.D0xDesdbad+ 0.30xlneload+ 1.00xi restressng 2- MEMBER ELEVATION 0 O O (n( LJ 1238 933 I II I I II I I II I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected r - tee• 2 �%" 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �as'.�.,asroa,a:cenw rase.,oremw�:eae.aysona.+�.anranvo ..n amviaa�sro�es+armo�rema: 6 - REQUIRED R PROVIDED BARS 6A TopBers max provided a, 62 Bottom Bars mar am coo 10 - DESIGNER'S NOTES Support@adaptsaft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 95 1-2-110 L2-110 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 34 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Bolder Version 2012 Date: December 15, 2014 Time: 11 St d)1 Fie: Support Line 34 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 34 1.2 Load Case: Service(Sust fined Load) 1.00xSeltveight- 1.00xDeadbad+ 0.30xUvebsd- 1.00xPrestressing 2-MEMBER ELEVATION Ll O IIt] 651 <.13 ! 1S f I I < � I 3- TOP REBAR 3.1 ADAPT selected s x26- 3.2 ADAPT selectedxl6- 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected xve �xra�.aewna�xaner sea.�xacayse. wan<-.x<queanew..n om,cns er�s�+aem: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m� am a.�6 om 1.21 0.00 rm om om p r1 ,2 provided o o< 8.2 Bottom Bers m em om o.m am aoo am om am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 96 L2-111 L2-111 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 35 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Ode: Dece be 15, 2014 Tine:1151 A7 File: Support Line 35 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 35 12 Load Case: SwAce(Sustalned Load) 1.00 x Sd Awlght+ 1.00 x Dead load+ 0.30 x Li`e bad+ 1.00 x Prestressing 2 -MEMBER ELEVATION [II]2789 933 926 0 t-t I I I I I 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected t 1s - x se Pmcar 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selectad IiCt 4MCRe'rlinon Rit�/W 6o font mtsCttl, bsonti-see s;et! t. r� rtl veau! V rmf! _WTe'St: Te mi 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max tea 000 034 am 0100 IiR u protNed t 0 6.2Bodwn Bars mra a0a 000 000 0m ore 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 97 L2-112 L2-112 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 37 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bullda Version 2012 Date: December 15, 2014 Tine:115101 Fie: Support Line 37 1 - PROJECTTrrLE General name 1.1 Design Strip: Support Line 37 1.2 Load Case: SamoeLSustained Load) I_00xSe1fveight+ 1.00x0esd1oad+ 0.30xLiveload+ 126xiorestressng 2 - MEMBER ELEVATION lnl 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ch-M-01 NOY aGflaca.M9e�m9n A' 4aefvn Se LLovesP�[. NsonoK,ac eyIDro � VpT. m0amrttrso¢lp�a.�9�iolfemo• 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars maa 000 00o Oro lirr) 0 pt0VldeC 0.1a 02t 62 Bottom Bars AA 009 000 oao 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 98 L2-113 L2-113 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 38 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 Tirne:1151 Al Fie: Support Line 38 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 38 1.2 Load Case: Service(Sustaned Load) I.HxSelkeight+ 1.00xDesdnad+ 0.30xLhenad+ 1.00xPrestres5ng 2-MEMBER ELEVATION O es Q 22,00 I II I i II 1 I II I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �sro,n:.� ,w me a-,><�..:cam. s�e�m.+� mew n r�nn.a.swen=is*a 2aknrno� a m: 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars mmr 000 007 lire) p�rovitle�d a. a 62 Bottom Bars m✓a 000 om 10 - DESIGNER'S NOTES Support@adaptsoft:com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 99 L2-114 L2-114 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 39 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 Tine:11 S1 D1 Fie: Support Lire 39 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 39 1.2 Load Case: SerAce(Sustaited Land) 1.00xSelfveight+ 1.00xDeffi1oad+ 0.30xLivebad+ 1.00xPrestressing 2-MEMBERELEVATION Q 16a1 (� ll 113r �—( I I I 1 I I I I I I I I I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT seledd 5.2 ADAPT selected N�exttays¢IIo�v�Oreyivlm9e viaaaCev¢. YaenpY ve v<mETE tv�/aewt[CSstp w.m�s6olSm¢ 6 - REQUIRED & PROVIDED BARS 6.1 TopBars RIM C= am am I? 0 prouuieddW a a 62 Bottom Bars mice 000 000 am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 100 1-2-115 1-2-115 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 40 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Ode: December15,2014 Time:115191 Fie: Suppod Line 40 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 40 1.2 Load Case: Selice(5udained Load) 1.00xSdtxeight+ 1.00xDeadbed+ 0.30xLiuebad+ 1.00xPresbessing 2 -MEMBER ELEVATION Q O [n] �1 I I I I 1 I I I I I I I 3 - TOP R®AR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM RERAR 5.1 ADAPT selected 5.2 ADAPT selected nox sm.�.iner:dccr ere>wnve mweseme. av,o.meeesse n eea..a emussr.mxm�.axnaam� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m me om am 0.00 [irr) as required Provided o. as 62 Bottom Bars mfa om am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 101 1-2-116 L2-116 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 41 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -builder Versbn2012 Dete:De¢mber15,2014 Time:1151101 Fie: Support Line 41 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 41 1.2 Load Case: Service(Sustained Load) 1.00xSellmight+ 1.00xDeadlead+ 0.30xUveload+ 1.00xPre3tiessng 2 -MEMBER ELEVATION (ft) roa I I I I I I 3-TOPREBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected Attic hY/xercnso�m�eq �a MTe mwesCNl. Ysoa�.:ae vgesilfi ly�etlaaaCLm�Ort6b'rveSlemh 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars MIX am am proWded oa as 62 Bottom Bars mac am om 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 102 L2-117 L2-117 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 42 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BWMe Version 2012 Date: DetemberlS, 2014 Ti ne:1151 Al Fk: Support Line 42 1- PROJECTTITLE-- Generalname 1.1 Design Strip: Support Line 42 12 Load Case: SerNa(Sustained Load) 1.00 xSdMeW- 1.00 xDesd bad+ 0.30xtivebad- 1.00xPrestressinq 2 -MEMBER ELEVATION ml 67 0 W33 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 AOAPT selected a<icrrvm.eswr.ane�+rn aea.nvrc.ewesassr. aao.wn-e m�a n em. ra msa.oae ra.e'ceormma: 6 - REQUIRED & PROVIDED BARS 6.1 Top bars m AM cm om f'ro1 oos os 629attom Bars MIA uao 0.00 am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 103 L2-118 L2-118 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 43 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versbn 2012 Date: Decwdm 15, 2014 Tine:11 S101 Fie: Support Line 43 1 - PROJECT TITLE General name 1.1 Design Strip: Support Lire 43 1.2 Load Case: Servioe(Sustailed Land) 1.00xSdf+eeght+ 1.00xDesd1osd+ 0.30xUve1Dad+ 1.00xPrestressing 2-MEMBER ELEVATION 0 [1[] 21 m I 1 I I I 1 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT seledad 5.2 ADAPT selected ex aexaaetrtm=ov� fa aecw.ve mave.meae �r.oeoras � n gym. e.,meev�.e ew.rneno::emm 6 - REOUIRED R PROVIDED BARS 6.1 Top6ars m mr am am [irri as- as - to requred proaided o 62 Bottom Bars mx am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International !Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 104 L2-119 L2-119 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 44 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 7ine:115101 Fie: Support Une 44 1 - PROJECT TITLE General name 1.1 Design Ship: Support Line 44 12 Load Case: SerMa(Sustahed Load) 1.00xSdtwigM+ 1.00x0eadioad- 0.30xLiveWd+ 1.00xPrestressing 2 - MEMBER ELEVATION IN 1067 am I I I I I I I I I 1 I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected aec eenreaanao.n m� fw ceev.,ss mcsesrc. �oow+aae resa nten.r..mrea.�eems:nena� r.mm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m= om coo am In• pnrONded a a 8.2 Bdtom Bars ntQ om 0.90 ow 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 105 L2-120 L2-120 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.ad m FLOOR -PRO 2012 SUPPORT LINE 45 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder VersW2012 Date: Deamber15,2014 Tine:1151.01 Fie: Support Line 45 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 45 12 Load Case: Sevioe(Sustaned Load) 1.WxSdheiyht+ 1.00xDesdbad+ 0.30xLiveload+ 1.00xPiestmssng 2 -MEMBER ELEVATION zt m I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected Nalc Eleftovnxn wnoeat '4 m'oXnli ovovesomtG Monorvem}aOne+pQ�vfa�rtYr�Omple+e6o:fi aR 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars am am povided ac as 62 Bottom Bars mm( a.ao am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 106 L2-121 L2-121 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 46 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Suiber Vensbn 2012 Date: December 15, 2014 Tine:1151 D 1 File: Suppod Lice 46 1 - PROJECT TITLE General name I.I Design Strip: Support Line 46 12 Load Case: Sevice(Sustaired Load) 1.00xSdMeigbt+ 1.00x0esdbad+ 0.30xL1vebad+ 1.00xPresbesebg 2-UEUSERELEVATION O Inl ss I I I I I I I I I I I I 3 - TOP REBAR 3.1 ADAPT seleded 32 ADAPT seleded 5 - BOTTOM REBAR 5.1 ADAPT sebded 52 ADAPT sele c NgGR[afPOSYrtPOYnoeO��r'COGtl Mil Rt.LaCtSe..aesaoan-e rtm» Sh aes�sb.Omi �'e+'eaalYc ms 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mM 000 am a Iln24 ad os p!oNded a 0 62 Bottom eels m , om om am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 107 L2-122 L2-122 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 47 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 Time:11 S1 Ai Fie: Support Lne 47 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 47 1.2 Load Case: Sevim(Sustained Load) 1.00x5eIWiga1+ 1.00xDead Ioad+ 0.30xIivebad+ 1.00xPrestressing 2-MEMBER ELEVATION O till r 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected m: acxaoersuonmseo¢»anre more:eeae moamrre oar>e+neea�aremrt >.�eisaw.ssanem: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max am 0m to vrrl ai 0s Pavided 00 0 628otlom Bars mex 0,00 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 108 1-2-123 1-2-123 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 78 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BalderVersion 2012 Date: December 15, 2014 Tine:1151111 Fie: Support Line 78 1 - PROJECT TITLE General name 1.1 Design Strip: Support Lne 78 12 Load Case: Service(Sustai ed Load) 1.00 x Selfveiybt + 1.00 x Dead bad * 0.30 x Live bad * 1.00 x Prestressing 2- MEMBER EIEVATM 0 Ili] L1 17b7 j { Ip III i Ip 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sebded 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected e+ae esxracs.. ao., m: ra u>.on se aae.esse. era nar,�.q�e n Erm oe ,®.e a. �o o � a m: 6 - REQUIRED &PROVIDED BARS 6.1 Top Bars mmr am am n as required Provided a 6.2 Bottom Bars mina oao am 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT CorporaBon, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 109 L2-124 L2-124 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 79 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiUer Veobn 2012 Date: December 15, 2014 Tine:115101 Fie: Support line 79 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 79 12 Load Case: SaAce(Sustaned Load) 1.00xS9hveight+ 1.00xDesdbad+ 0.30xLivebad+ 1.00 x Prestressing 2-MEMBER ELEVATION In) 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ¢e1leStaiw�vtf/onmoln n1ry W b1P10e TeveSQRL¢ pseepe¢e e¢¢m n eyl by emrtbaAn.O-]lxneno!!e m¢ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmc CLOD IP ONde D os 6.2 Bottom Bers ! max CLm 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 110 1-2-125 1-2-125 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 80 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bullder Verskxm2012 Dde:December15,2014 Tkne:115101 File:Suppod Lhe80 1 - PROJECT TITLE General name 1.1 Desigo Strip: Suppod Line 80 12 Load Case:Savice(Sustahed Load) 1.00xSdfmlgM+ 1.00xDeadbed* 0.3DxUmlDsdt 1.00xPrestreeshg 2-1fftA8ERELEVATION O Q [R] nss I I I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM R®AR 5.1 ADAPT selected 52 ADAPT selected N� Ri'tays+eLo�.¢fmR Ca9anR Wove.�M! Ysaelr..e r� eLpR rtl ame[Y.�a rtple'-bo'Se m! 6 - REQUIRED & PROVIDED BARS 6.1 Topeers ma am [+epuirad o t:ovided a. a 6.2 Bottom Bars mra om 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 111 L2-126 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 SUPPORT LINE 81 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM MMT-8ullder Version 2012 Date: Demmberl5, 2014 Time:115192 Fie: Support Line 81 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 81 1.2 Load Case: Service(Sustained Load) 1.00xSdNieight- 1.00xDeadbed* 0.30xUmiond+ 1.00 x Prestressing 2- MEMBER ELEVATION O O IN n. I I I 1 I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected era.rrav,�:ro.naac'a u� n:.,se mo.:.mac. �ssoncri:_+4ae n ep .,a.�r_n.�ea o�ae m: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mat aaa Iiepuked as provided ac as 62 Bottom Bars 'a mex a m 10 - DESIGNER'S NOTES FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 112 L2-126 , L2-127 L2-127 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 82 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 Tine:1151 A2 Fie: Support Line 82 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 82 1.2 Load Case: SerricetSustained Load) 1.00 xSdhwight* 1.0OxDeadbed+ 0.30xLiveload+ 1.00xPrstressing 2-MEMBER ELEVATION O t, [tt] n sa � J I I I I 1 1 3 - TOP R®AR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected a a�esso,nmar.+mv �nwnen mweseme. aasanmaemiscnem.aae�.:ameov ra+aeaoryemx 6 - REOUIRED & PROVIDED BARS 6.1 Top Bars RIM aao trequied as RoMtlM a. as 62 Bottom Bars mM aao 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 113 L2-128 L2-128 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 83 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 Time:115192 Fie: Support Line 83 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 83 1.2 Load Case: Senice(Sustained Load) 1.00xSeltmight+ 1.00xDesdbsd* 0.30xLnebsdt 1.00 x Prestressing 2-MEMBER ELEVATION O O (R] ss I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected Na2frt!av+u!ibv!m.�n A' YVK�IIe eMasvl!ItG bseaevve q-m n epl1. A eoa!eAfpmp eeWseebolfe mS 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmr am [ire], os requxad Pv'rided a. os 6.2 Battomears mac aaa 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 114 a L2-129 L2-129 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 84 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8Wtic Versbn2012 Date: De¢rtfr15,2014 Tine:115102 Fie: Support Line 84 1 - PROJECT TITLE General name 1.1 Design Ship: support Line 84 12 Load Case: SerNa(Sustehed Lmd) 1.00x5Etmigtd- 1.00x0eedlead+ 0.30xLire Ioad+ 1.00xPreshessirg 2-MEMBER ELEVATION Q ml i i 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selectee 52 ADAPT selected M�..tl'lovsafo'nmOn R' �n1m9e-wpfCGir<.. bsaeOY'isv.W-a f.ttlY a. ®.fib MmDRgtseOalfem! 6 - REQUIRED & PROVIDED BARS 6.1 TopBers RIM 000 (reputed as proNded a a 6.28ottom Bars msc om 10 - DESIGNER'S NOTES Support@adaptsaft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 115 L2-130 L2-130 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm 2012 SUPPORT LINE 85 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADOPT -Builder Version 2012 Date: Decemberl5, 2014 Tine:11 St D2 Fie: Support line 85 1 - PROJECT TITLE General name 1.1 Design Strip: Support Lin 85 12 Load Case: Service(Sustened Load) 1.00xSelMeight+ 1.00xDeadload+ 0.30xLneload+ 1.00xPrestressing 2-MEMBER ELEVATION 0 !1 [nl V I I I t I I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected x� a.rwnavoau,a.�nw Qeson n mxeseme. m000►�x dtm � � oemrstrmmeeewveao+yema 6 - REOUI RED R PROVIDED BARS 6.1 Top Bars mac aao D+r1 as reQuked - providM ao a3 62Battom Bars A o.ao 10 -DESIGNER'S NOTES FLOOR -PRO Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 116 1-2-131 1-2-131 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 86 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BullderVersion 2012 Date: December 15, 201 { Tine:1151 A2 Fie: Support Line 86 1 - PROJECT TITLE General name 1.1 Design Strip: support Line 86 1.2 Load Case: Serdce(Sustabed Load) 1.00xSdtAeight+ 1.00x0edbad+ 0.30xUMIoad+ 1.00 x Prestressing 2-1111EpBER ELEVATION InI 3 - TOP REBAR 3.1 ADAPT xkctd 32 ADAPT sekctd 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected N� ayfomsROovvmDE rtY K>1mR mciCeit i..OayYns. Yd<C n.-'LR.� CNtL�p IeQ.e4G Y.E x! 6 - REWIRED & PROVIDED BARS 6.1 Top Ban ma am o lirequFd as p oHded o 0s 628dtom Bars m14 om 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 117 L2-132 L2-132 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 SUPPORT LINE 87 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bu0derVersbn 2012 Date: December 15, 201 a Tyne: t 15102 File: SupportLire 67 1 - PROJECT TITLE General name 1.1 Design Strip: Support Lire 87 12 Load Case: Servioa(Sustained Load) 1.00xSatfseight• 1.WxDeadbed+ 0.3DxUvebad+ 1.00xPieshessing 2-MEMBER ELEVATION 0 mI » 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ee narosav�so.non.+.r.er+enee men.aeae. ro�ca..i.e.�.o n ron e..msm,.m�eu+e.-ce�ams 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ME( am p oNded a 0 828ottom Bars rnSK am 10 - DESIGNER'S NOTES FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 118 1-2-133 L2-133 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 88 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BWMc Versbn2o12 Date: Decerber15,2014 Tine:115192 File: Suppod Lbe88 1 - PROJECT TITLE General name 1.1 Design Strip: Support Lne 88 12 Load Case: Senia(Sustaned Load) 1.00 x Sdfneight - 1.00 x Dead bad+ 0.30 x LAe bad • 1.00 x Prestressing 2-MEMBER ELEVATION O Indma 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT seleded 5.2 ADAPT seleded e+ecamuv�.nena.on.r ee �...a,ac.r.,oee.r.�s�anean.,..®we,mw �s._�eoo+�m: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bam Max a.m IIK� a proYd� o 0 628oft— Bars mioc aw 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 119 L2-134 L2-134 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 89 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: Decenber15,2014 Tine:1151 :02 Fie: Support Line 89 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 89 1.2 Load Case: Service(Sustaned Load) 1.00xSelteeight+ 1.00xDeadbad+ 0.3DxLhebad+ 1.00xPrestressing 2 -MEMBER ELEVATION O O [tt[ aoo I I I I I I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 6 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected me 10eflav!vSgononM noY CRe,Mve,eglYcme. YlcnMae Yem n e[plt fD,m�tblmp2gexev6of Yemen 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmc am [required as provided a a 6.2 Bottom Bars n� am 10 -DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 120 L2-135 L2-135 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 90 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Bulge Versbn 2012 Date: December 15, 2014 Tine:11$1 dl2 Fie: Suppod Line % 1 - PROJECT TITLE General name 1.1 Design Strip: Suppod Line 90 1.2 Load Case: Sa%6ce(Sustened Load) 1.00xSeltmight- 1.00xDesdload+ 0.30xUveload• 1.00 x Prestressing 2 -MEMBER ELEVATION [R]22M I I I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM RE33AR 5.1 ADAPT selected 52 ADAPT selected T—Ritc!v�vl W-Imgl M' Reblse YwtlCfOl. baossa^t qy`L a.'Mi vY MiWtbiOlQy 19FSC6o!S0! 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mint am proNded a 0 62 Bottom Ben, m"o ow 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 121 1-2-136 1-2-136 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 91 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Deamber1S,2014 Tine:11.51U2 Fie: Support Line 91 1 - PROJECT TITLE: General name 1.1 Design Strip: Support Line 91 1.2 Load Case: Service(Suslaned Load) 1.00xSeltmight+ 1.00xDendlead+ 0.30xi-heirad* 1.00 x Prestressing 2-MEMBER ELEVATION O ]R] a 00 I I I 1 I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected aza xta�nnsno.mne.w easxnxm-.se�.anono.rae e4ueenrer. rieamue>m�eReurxac:acmm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmc o.ao Irequied 05 prodded oa o5 8.2 Bottom Bers miflc o.ao 10 -DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, KOlkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 122 L2-137 L2-137 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 92 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bu00er Vemion2012 Date: Dectnber15,2014 Tiae:115192 Fie: Support Line 92 1 - PROJECT TITLE: General name 1.1 Design strip: support Line 92 1.2 Load Case: SaWce(Sustained Load) 1.WxSdfreight- 1.00x0eadbod- 0.30xthtbad- 1.00 x Prestressing 2-MEMBER ELEVATION Irtl 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ae �c..sav:ao.imean'n seem, rs.m:.ese�. ae,onw�r_ sam nean.,..oara.�ro Rv.=worsemm 6 - REQUIRED & PROVIDED WS 6.1 Top gars mac 000 Ireriiiad provided a a 6.2 Bottom Bass m14 for am 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 123 L2-138 L2-138 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 94 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Decen6er 1S.2014 Tirne:115102 Fie: Support Line 94 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 94 1.2 Load Case: Service(Sustaned Load) 1.00xSelfweight- 1.00xDeaabad- 0.30xLnebad+ 1.D0 x Prestressing 2-MEMBER ELEVATION IRj ze)✓1raiO 2 3a O EY O IDm O 1 115.0 111. O28,05 I I I I I I I I I I I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected. �ax9a' 17IX�110' <x11S 5 naxtlC LpresilA' 7 aaT}t4'(,p.eatifi'��9aV' 5 - BOTTOM REBAR w—•—� 5.1 ADAPT selected 52 ADAPT select 10 sras' ecre vao�ensm�na.or:ra a:smre moeseeae. wsoau+�se aamnem.sa.eeueaameiea.vieno:ere ms 6 - REQUIRED 8 PROVIDED BARS 6.1 Top Bars rtl=O 0a0 It 230 1e1 211 2.0 23D ear z37 0.m pre) d z.t to e) 6.2 Bottom Bam .12 00 aoo ore ore ore 0.00 ore 000 coo ore 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 124 1-2-139 L2-139 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 95 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 Tine:1151 A2 Fie: Support Line 95 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 95 1.2 Load Case: Service(S ustained Load) 1.00 xSdfxeigbt+ 1.00 xDead load + 0.30 xLNe bad+ 1.00 xPrestreasbg 2-YEMBER ELEVATION �J [Il1 2725 O1]mO1r O 23Sa O ZST 17. 7=50 OttmO 2832 ` 1. I I I I 1 II I I I I I II I I I I II I --I 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected 1( exas' 2 *axla 3 aetm ws s naxlts a aioc> >bx9a- a .apt tan- 10 11 M - 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected t2 rr5�n- ae aar..v.nussov�morr•a aeatmm me..:ea.e. �aseno.ne. aerml n ea�.av eaausaxme �vx3ram- 6 - REQUIRED R PROVIDED BARS 6.1 Top Bars raw 1" 192 19 2 o 230 2.10 210 2.10 200 208 a01 28 [lrr), 2.1 re4u!rd u R°tlded 02 828naom8ers ram am am a.m am am am am am am am 0071 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 125 L2-140 L2-140 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 98 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: December15,2014 Tine:1151112 Fie: Support Lire 98 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 96 1.2 Load Case: Service(Sustained Laed) 1.O0xSdMel ht+ 1.00xDead1Ded+ 0.30xtiyebsd+ 1.01)xPrestresain0 2-MEPASER ELEVATION Irt] I I II I I II I I II H 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected olsaertaa!Mirommoi+� KOMfe mayseme.amonpa+mealvan!{T sameblmO20ase5o!sem! 6 - REQUIRED & PROVIDED BARS 6.1 Top Bam raw 000 0.00 IirrI as - required proNded a 0 6.28adam Bars mjr o00 0.011 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 126 1-2-141 L2-141 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 99 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December i5, 2014 Time:11 S1 D2 Fie: Support Line 99 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 99 12 Load Case: SwAcetSustaned Load) 1.00xSeltveignt+ 1.00xDeadload+ 0.30xLlelood+ 1.00xPrestressing 2-MEMBER ELEVATION 0 f\ Inl 1 1 217 0 I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected aee rrrracx:ssowmca+my araenmmwesmee. �e.�+veaonm n vm.0 �ueea.�o �oe�eae:ae ®m 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max aw pm]. 0 requred provided a a� 8.28dt0m8ers mUK 0.. 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 127 L2-142 L2-142 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 100 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 15, 2014 Time:11:51:02 Fie: Support Line 1DO 1 - PROJECT TITLE General name 1.1 Design Strip: Support line 100 1.2 Load Case: SmAce(Sustained Land) 1.00xSeltmight+ 1.60xDesd bad+ 0.30xLive bad+ 1.00xPnestn:ssing 2-MEMBER ELEVATION O dltl n m I I II I I II H 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected m• Mstoctvnao�nmOvi rq�nwnmmsesamt am;aaorn<xm n esn sn mmrtbY¢R2OleevIIof }.�. mo< 6 - REQUIRED & PROVIDED BARS 6.1 To96ars maps am ono ivied as provxled an as 62Battom Bars is max om am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 128 L2-143 L2-143 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 101 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVenuon2012 Date: December 15,2014 Time:11:51:02 Fie: Support Line 101 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 101 1.2 Load Case: SerAce(Sustained Load) 1.00xSelNeght+ 1.00xDe8d1osd+ 0.30xi-ivekad+ 1.00xPrestressng 2-MEMBER ELEVATION 0 O [rt] �! 1217 I I I I I I 3 - TOP REBAR 3.1 ADAPT aekcted 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT sekctetl u.r ePTeltedor,na ea>.�rn re mo e,ames.sonoanveewaeaneen me,�,:vmsro +so+aemm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max ]required as {ro�+ded o- 0 14 6.2 Bottom 8ars mM am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 129 L2-144 L2-144 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 104 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versbn2012 Dab: December 15,2014 Time:11:51:02 Fie: Support Line 104 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 104 1.2 Load Case: S ervice(Sustained Load) 1.00 x Seffveight + 1.00 x Dead bad+ 0.30 x Lire bad+ 1.0a x Prestressing 2-MEMBER ELEVATION O [nl 21 m I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 31 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected Nme!1tYfuetao�mpnq �-afm Se m.esmmY. MonoYn.eaArm! n r+vn va.mebaovv rtodsene!ae mn 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars VIM am am (im7 as required provided as as 62 Bottom Bars mia om am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 130 L2-145 L2-145 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.ad m FLOOR -PRO 2012 SUPPORT LINE 105 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Dole: December 15,2014 Tine:11:51:02 Fier Support L'ne105 1 - PROJECT TITLE: General name 1.1 DesignStrip: Support Line 105 1.2 Load Case: SerNce(Sustaned Load) 1.00xSelNeightt 1.00xDeadbad- 0.30x Uyebad• 1.00 x Prestressing 2 -MEMBER ELEVATION Inl i I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 6 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected Nvi R•lfvwnwv+c.Onro' 6vfveR alo.syefG NsOe:�:ve at♦!6 A Et¢: rC emKs�tp .AF1sb.1RmR 6 - REQUIRED & PROVIDED BARS 6A Top Bars max coo flied as prmtled o a 62 Bottom Bers '14 am 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 131 L2-146 L2-146 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E 2.adm FLOOR -PRO 2012 SUPPORT LINE 106 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Verson 2012 Dal: Oecember 15, 2014 TRne:11:51:02 FAe: Support Line 106 1 - PROJECT TITLE General name 1.1 Design Strip: Support Line 106 1.2 Load Case: SerNa(Sustened Load) 1.O0xSdfmigM+ 1.00xDeadbad+ 0.30xLivebad• 1.00xPrestressing 2-MEMBER ELEVATION IN 25,00 3-TOP REBAR 3A ADAPT selected 32 ADAPT selected 5 - BOTTOM REBM 5.1 ADAPT selaed 52 ADAPT seldad ac �c.reearoa ww�mes„v �>.m>: m.e.reae, mon:,m-a�enaen rismxa�cRwaaear-.ms 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mRK am �regmlirired provNed a a 6.2 Bottom B. M1me a.m 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 132 L2-147 L2-147 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 48 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADOPT-BuMa Version 2012 DRe: Declrt6er 17, 201 s Tine:13.4852 F!: Support line 48 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 48 1.2 Load Case: Servlrz(Sustaied Load) 1.00xSdtoelgtd+ 1.00x0eadload< 0.30xliveload• 1.00xPrestressing 2-MEMBER ELEVATION IR] i i i 3- TOP REBAR 3.1 ADOPT selected 32 ADAPT selected Y.�'0.aa• �3�rrexr aQs�ax:a- s z e +axe a[az w .amr rr �izilrsaxsa- 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected oc 411vvasn [eavim®R Cv Mt vpr[sCaie. Monyrv¢ yseb � cLOI N [mr-b6vnv Rat[[vaY.fe mR 6 - REQUIRED 8 PROVIDED BARS 6.1 Top Bars Clam a.w am am 33 0.00 zfz zN zz I'll 311 309 0.0mm tire]. 3 pr�vlde�d z u 62 Bottom Be. nat am 0m am am am am 0m am am am 0m 0am0 7 - SHEAR STIRRUPS — 7.1 ADAPT seM.ded. I Bar Siers4 Legs: 2 Spacing URI 72 U aer-selected- •• -----•----------------------------------------•------------------ ...... BarStw# Legs 0a ______________________________________________________________________________� 7.3 Required area ° lhYq am 10 - DESIGNERS NOTES Support@adaptsaft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 133 L2-148 L2-148 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 49 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December17,2014 Time:13.4852 Fie: Suppod line 49 1 -PROJECT TITLE Tukwila Village Building E 1.1 Deslgn Strip: Suppod Line 49 12 Load Case: Service(5ustaned load) 1.ODxSelfweight+ 1.D0xDeadbad+ 0.30xLneload+ 1.00xPrestiessing 2-MEMBER ELEVATION Oaoo OaooOtty inJ m z°ar xars I I I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected kL""""1—�x`a- �G-�Y"--pus- 7�s.s a(�aacza• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected err navmssroma,w,rnu>ranre mwese,eae. wneea.era�nnnav e�a..a.amvRat�neaataom s t0 g- 6 - REQUIRED & PROVID ED BARS 6.1 Top Bars raml°o oaa mm 1.22 ouo t.a 0,00 tso acc 207 aoo coo Irequked 7 t provltled co to 6.2 Bottom Bars 2° tamaao coo om 000 ON aao om coo nao oao ON ts< 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 134 L2-149 L2-149 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm 2012 SUPPORT LINE 50 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17,2014 Tine:13:4892 Fie: Support Llne 50 1 - PROJECT TITLE Tuk ila Village Building E I.1 Design strip: Support Line 50 1.2 Load Case: Senice(Sustabed Load) 1.00 xSelNeigM+ 1.00 xDeai bad+ 0.30 xL1ue bad+ 1.00 xPrestressiig 2-MEMBER ELEVATION [nJ 2 O 1 a 6a al 21 al �f�/�/ 1. t3jo :. m s5 I I I 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected LADAPT select a' wevvice+n vew,mxro ass arae,ffissec.e.. meee.-.ee.s�. n ro.� a..�sv+maee:e m: 6 -REQUIRED 8 PROVIDED BARS 6.1 Tap 8am MM 4m 4.66 31a 211 2.12 IM 2M 211 25a 3A2 3.16 3.160.00 51 liRl. 3 prv(O�d 24 1 a 0 6.2 Baftom8ers raieo0 l.F om aoa ow am am am 00o aoo am am 0=00 10 - DESIGNER'S NOTES FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 135 L2-150 L2-150 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 51 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Ode: December17, 2014 Tine:13:4852 Fie: Support Litre 51 1- PROJECTTITLETukwila Village Building E 1.1 Design Strip: Support Line 51 1-2LoadCase: Serdce(Suslited Load) 1.00 xSeltwiglit+ 1.00 x Dead load + 0.30 x Live load + 1.00 x Prestressing 2-MEMBER ELEVATION O 017z01.11022000 O O O O O O (tt) +7O rs1 1 z tau zzooO ss Hero zsw ❑oo zags Qe II 1 II II I I 11 II I I II 3 -TOP REBAR 3.1 ADAPT selected 32 ADAPT selected z ,�xt�' Q-x1­sumo ana•to a sa>ma• a aa>y w asxtos n u M - 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ac.. ram�e.e ww�wou,ory meson tmwessue. sesc.es+ae wma n em..n cm.sv.�o aae+evo:ve m: 6 - REQUIRED & PROVIDED HORS 6.1 Top Bars mmc zm u1 zet zso zsa 226 z.ro 130 320 2J59000 IlK1 27 ieQui� — pro=Ir I. 09 62 Bottom Baia m00 O.OD 000 11. a. O.OfI Oq0 OOfI OAA qqq OAOAAO 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 136 1-2-151 L2-151 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 52 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17,2014 Tine:13:4882 Fie: Support Live 52 1 - PROJECT TITLE: Tukwila Village Building E 1.1 Design strip: Support Line 52 1.2 Load Case: SerNce(Sustailed Load) 1.00xSeliveight+ 1.00xDeadbad+ 0,30xLheload+ 1.00 x Prestressing 2-MEMBER ELEVATION n (� 0- j f 1 � 0- Q 0- Q, {ftj 3zct 3oaz �- rn r. :s-o z55r r zs.m {rob-J za�t 1 I I 1 I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected +b�o'�i abv' 3�msxr, bx>5� e 7 11g�a sc los to tt solo t u M 5- BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT se@def r=+3+sxlao vb �xts- .� a�xruv,�san.�m�'w fi - REQUIRED & PROVIDED BARS 6.1 Top Bars ndm0 311 a.ma.m 323 Zee 255 3.10 31a zS 2% 33 3N 3 MN Oml. z proWe�d o. 21 62 Bottom Be. na See omam om a.00 om oao oao am am om om 01moo 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 137 1-2-152 L2-152 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 53 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Ode: Deceniberl7, 2014 Tine:13:4853 Fie: Support Line 53 1 -PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line-53 12 Load Case: SerwOe(ustained Load) 1.00xSdMefght+ 1.00xDeadbad+ 0.30xUwbad+ 1.00xPrestressitg 2-MEMBER ELEVATION tRl 31M 7 I I I I I 3-TOPREBAR 3.1 ADAPT selected 11sxl:s• 32 ADAPT selected 1/ 1�6 2 n5 3 xIII'S(rii 3fi/ 6 >5%ttp�p�%11 8 14%1106%W 10 fiaP 5 - BOTTOM REBAR T_r 5.1 ADAPT selected 13 r3xsa- 5.2ADAPTseteGad n .s1mo^ na maravtso.tma.���s*a'.,amwe�a,ese.me�a.:�»�er. r=m:>•a.�,ca�o�awmmx 6 - REQUIRED & PROVIDED BARS 6.1 TopBars 11M 3" 303 a00 3.B 3V 3a5 3a3 3.85 382 3.82 32t 00000 7 [IRS requiredz prowled 1 00 1.1 628dtom Bars rrto 151 000 am 0.00 0.00 000 000 000 000 000 0.00 coma 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 138 1-2-153 L2-153 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 54 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BUIIder Version2012 Date: December 17.2014 TFne:13ASS3 Fie: Support Line 54 1- PROJECTTITLE- TukwilaVillage Building E 1.1 Design Strip: Support Line 54 12 Load Case: SeMce(Sustained Loed) 1.00xShcuigM• t.00xDesdbed* 0.3()Weload� 1.00 x Prestressing 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selector.rtmn 2_ s 6 s 6 r a a w 1 12 r u u rs 1�6x12S tt ra + ��- 5 - BOTTOM REBAR 5.1 ADAPT sekUed i's'. 6 - REQUIRED & PROVIDED BARS q 6.1 Topsers 302 Om 275 0002St00Y660002.UO002640.0026000 .73 173 292 229 OME97 [in2j 39 21. 1S 6.28ottom8ars rAt� 0sa am am oa0oo0000om0000.0Dom0000e0o0a00 000 0.00 000 000 000000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 139 L2-154 L2-154 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 55 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT.Builder Version 2012 Date: Decemher17,2014 Time:13:4853 Fie:Suppod Lne55 1 - PROJECT TITLE: Tukwila Village Building E 1.1 Design Strip: Support Line 55 12 Load Case: Sercice(Sustaned Load) 1.00xSelfveightt 1.00xDeadloed+ 0.30xLheload+ 1.00xPrestressing 2-MEMBERELEVAMN O O O O ]I(] 30Ti 9.36 1923 l l l 3-TOPREBAR 3.1 ADAPT selected s wc3s^ 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected lnx/sa' 5.2 AD APT selected a�+""ne. Nm�.�.r�a.remr„a erewnasmwesaeue. �esonor.eaFam n rvn ra.mn z.maeiea.cm�+�e mm 6 - REQUIRED & PROVIDED EARS 6.1 Top Bars mmc eat am 2.05 (ire] requtcd 3a provlded 00 2T 6.2 Bottom Bars mac SIB 000 an 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 140 L2-155 L2-155 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 56 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: December17,2014 Tine:13;4853 Fie: Support Line 56 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 56 1.2 Load Case: Sevice(Sustaned Load) 1.00xSeliweght+ 1.00xDeadldad+ 0.30xLive1oad+ 1.00 x Prestressing 2-MEMBER ELEVATION O J �/�J O O CQ 0E'0 [it] 31 a2 `—'1671`-!1 2a.% 29.50 18?f 891 I I I I � I 3 -TOP RE3AR 3.1 ADAPT selected 3.2 ADAPT seceded 2 @BQ 3 l 6 �r g8x13V' 8 +FX13V'/naX1 10 11 12 /3 tl 116 1f-r• Y �• 5 - BOTTOM REBAR 5.1 ADAPT seceded ` 1a4xtT'b' 5.2 ADAPT selected "Wow .QWv' o' .�a,wn�r mvamve mweseese,8saonm-asna»�ne .vnemrttrsoeao �-+�c+solaema 6 - REQUIRED & PROVIDED B%RS 6.1 Top Bars Max %M 555 [.11240 361 361 358 2M IM 201 21D1 awm220001 l982 ]fire] Rom a a1 6.2 Bottom Bala M. 6P 1I3 tt30a0 000 000 00] 000 000 000 OA] 0w 0BW0000.00080 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 141 L2-156 L2-156 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 57 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: Deamber17,2014 Time:13:I6S3 Fie: Support Line 57 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 57 1.2 Load Case: Service(Sustaned Load) tAOxSeltmight+ 1.00xDead Wad* 0.30xLiveload+ 1.00xPrestressng 2-MEMBER ELEVATION 11(] 2957 O liA O11 W`—'9.50`-' 1 3 `—�t a5 1691 1a51.1 `yIOS I II I� I I I I 11 II I 1 3- TOP REBAR 3.1 ADAPT selected + z+mc6 a .nm6- 3.2ADAPT selected 1 fi](76• z 6xnv 3 + s _6 zi(as• a /9D" 9 A:6%p 1=y96x66' 11 1z M - 5 - BOTTOM REBAR 5.1 ADAPT selected 16-' 5.2 ADAPT selected 15»' Na ReXorta�rs[imwloo>rnV t¢a tonic meutrRl. bsen0.nst O�� �'Oet m0 eoartbioQJalaaencaetiem¢ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mvt0 339 339 to 1.43 tAS 1.48 1.46 146 16 z.13oW [in' z required 1 provided v v. aa755 6.2 Bottom Bars rng0 137 No 0W OW coo No ON 0W 0W OWOW 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 142 1 L2-157 L2-157 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 58 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Buiilc Version 2012 Date: De —item 17,2014 Tine: 13:4853 Fie: Support Line 58 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 58 1.2 Load Case: Service(Sustained Load) 1.00xSdPaeight• 1.00xDealbadt 0.30xi.iabad+ 1.00xPrestressing 2 - MEMBE R E LEVAT(ON (ZOIN - u.,r z3aa li ii ii 3-TOPREBAR 3.1 ADAPT selected 3.2ADAPT selected , a+axlc t rtid 1 ­ a ,ie s nxocss a irana s*sx<s• m .axsr 5 - BOTTOM REBAR 5.1 ADAPT selected a >°sxis• + r+azsa• 52 ADAPT selected scn3a• +3..xrs• as wrncrr„eo.m�.-m�nav,.e ®+c,eve. a.,e.e.=se.sQ, o cm....e�s>uve am.�xaerae mm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars in 'n a,a am 4.93 am 4.91 cm 30 am aas ooa tire). =ad 31 Qf04 ed qg, 628dtom Bars mumm ,sr am on am am am om om coo aoo 7 - SHEAR STIRRUPS 7.1 ADAPT (in]selected Bar Sue* 4 Legs: 2spacing C L — ` _-- J--------------J +_ ..-------. J-_---_---- -- __.__ ....... 72User-selected Bar Siva 0 7.3 Required area o., (in7t) o' a o a 10 -DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 143 L2-158 L2-158 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 59 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bulkler Version 2012 Date: December 17, 2014 Tine:13:4853 Fie: Support Line 59 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 59 1.2 Load Case: Senioe(Sustai,ed Load) 1.00xSdNeight. 1.D0xDeadbad+ 0.30xLirebsd• 1AOxP,estrewing 2-MEMBER ELEVATION Inl a3 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT seleced + artxio• axiv s .a: xis a .mao- 5 - BOTTOM REBAR 5.1 ADAPT seleced 5.2 ADAPT selectedg' .e aenaw.v,am�nmoa+na ae>sanxaeo.eae.-e. wsrw,re xwn n ese.sa.eanv wsro �e.vea.+.em: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mrb,00 040 0.00 6,2 ua ono 335 3.n 000 (Irr) a required If proNded g4+a 628ottom Bars +3jrpaa coo am 000 coa ao0 000 om om 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 144 L2-159 L2-159 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 60 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versbn2012 Date: December17,2014 Tirne:13:4853 Fie: Support Line 6o 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 60 1.2 Load Case: SwAae(Sustaned Load) 1.00xSdNeiilht+ 1.O0xDeadbad+ 0.30xUwbad+ 1.DOxPrestressng 2 -MEMBER ELEVATION O O O O ^{ j [ttj b� ,cs 1r. z5 s, zsno ,r 3z z.m II li 'i II II 1 I II I ` 10 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected ,Qs�ax3 1 ee�s• 3 xlze me 5 a . 7 a 9 a51m5- ,a« 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected xeaexaeevsannmoe�a �naaoa mxseme, s.soaorae egamr. em.ee emsax�er�.--+eaa:aemm 6 - REQUIRED & PROVIDED BARS 6.1 Top8ars ra3Mm 2d, 331 331 237 254 251 am 23s Irequ'rel zr proNded , of 62 Bottom bars romm om om ON 000 am am am am 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 145 L2-160 L2-160 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 61 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bu7tic V=ion 2012 Date: December 17, 201 a Tine:13:4853 Fie: Suppod Line 6/ 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 61 1.2 Load Case: Smfce(Sustahed Load) 1.00x591velght• 1.00x0eadbad• 0.30xtivebad- 1.00 x Prestressing 2 -MEMBER ELEVATION (rtl2109 •7 , it ii li ii li 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected%IUa' 2 �tRa' 3 1tP .8[qa' S x,tP a i Sa' a /x26• 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected oC I1tMOCTLTPD-OeOYf 'd CntTJ fi mtiemG. �emOcme eYSY haC/l v'/ a®fi b>�C �asbCtem! 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars t0W 2.q 240 267 3A 320 3.17 000 I�rd 2 — proHdd , a MI I Fil III 628ottom Bars ra oao 000 oao om a. om a. 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 146 L2-161 L2-161 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 62 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: 0ecenter17, 2014 Tine:13:48S3 Fie: Support Line 62 1 -PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 62 1.2 Load Case: SerNm(Sustaned Land) 1.00 xSdNeight 1.00x0eadbed- 0.30xtiueland- 1.00xPrestressng 2-MEMBER ELEVATIONIftl O O O O 30M j I I I I I 3 - TOP REAR 3.1 ADAPT selected°• 32 ADAPT selected r tme• +ax:a• st�s�mQrb1-SQ--a- �xra• 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ro� R.raa.rtw.ne.s.:'-w.evnin se�w..eax. r.,one.r� s� nc�n.n .m�sv.mao�ms�eao�ae ma 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars MeX .ee coo Ise 176 am 32 all (irep)ted _` grotided is a 628attam Bars m� am am am go a am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 147 L2-162 L2-162 Project Name: Tukwila Village Building E Specific Data: Le el 2, Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 63 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Tirne:13:1853 Fie: Support Line 63 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 63 1.2 Load Case: Service(Sustained Load) 1.00xSelfveight� 1.00x0eailead+ 0.30xLfeebad+ 1.00 x Prestressing 2-MEMBERELEVATION Q O O aoo [R] I I I 3 -TOP R®AR 3.1 ADAPT selected 3.2 ADAPT selected i �6Ra' 2 ±e Q2--. + 5 - BOTTOM REBAR , 5.1 ADAPT selected 5.2 ADAPT selected Hz.nrav�am.a-,oan'w meaan+e eew..mmc. avaoncaiae exam n em.n .xerzore�a nv�a,eaaraema 6 - REQUIRED & PROVIDED BARS 6.1 TopSers mmc o% nm 20 im 5 required provided os Fi il 6.2 Bottom Bers m� om ow ow aoo 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 148 L2-163 L2-163 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 64 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiNa Version2012 Date: De¢mber17,2014 Tine:13:4853 File: Support Line 61 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 64 1.2 Load Case: Sevice(Sustailed Load) 1.00x5dWight+ 1.00xDeadbad* 0.30xLivebad+ 1.00xPrestressing 2-NIENIBERELEVAMN Q ll[1 3021 I I I I I I 3 - TOP REBAR 3.1 ADAPT selected s .vasn' 32 ADAPT sekctel 1�e>7as z ss 3��xzo^r2c^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT select1d a :uns- a:OY'i e'W WeYenh marevSrtot.MonM'��aeael��i+On vtlemu'ba[eR2PJ'nvaollsmi 6 - REQUIRED 8 PROVIDED Et4RS 6.1 Top Bars meX 318 om -37 ago timl 3 requted 2 Rom 10 62 Battcm 6ars max 00 am ago coo 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 149 1-2-164 L2-164 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 65 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Otte: Demmberl7, 2014 Time:13:4854 Fie: Support Line 65 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 65 12 Load Case: Servim(Sustained Load) 1.00xSelfveight+ 1.00xOeadload+ 0.30xLi1eloed+ 1.00xPrestressng 2 -MEMBER ELEVATION O O O O p(] m 1,,. 615 29 .11 11. II II II II II II II II 3 II II II II II II II II II II 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected Q>.=- z no• 3 -mcno- _set 11T s >axl zs• Qi n�sx t e>�e r�wa• 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected xaac.erra�,:a..�m�,.w m-nnxen...ase. �onor��. ensn n r9a,.r.mvxa�+n-a.enraol rem: 6 -REQUIRED & PROVIDED BARS 6.1 Top Ban ma 241 eat 2e3 3.87 3.er 2.9r 191 am iln9. 3a requred provided za to 62 Bottom Ben roM 000 o.m coo a.m 000 om 000 coo 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 150 1-2-165 1-2-165 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 66 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date. December 17, 2014 Time:13:4854 Fie: Support Line 66 1 - PROJECT TITLE Tukwila Village Buildng E 1.1 Design Strip: Support Line 66 12 Load Case: SeNce(Sustailed Load) 1.00xSdtveigtd+ 1.00xDe9dkedt 0.30xLivebad+ 1.00 x Prestressing 2rx-fMEMBER ELEVATION O O O O O r•I 21 as 2156 1615 2.2135 Z/ 12 1 1 I I I I I I I I I I I I I I I I I I I I II II II II III 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected 1i�s1az2a• 2 .sm zn• 3 menn^ _tunas• s atn a^ e 1 s^ ssx/a• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ez �so.,s, �cxnasa.eseua>ynm.v,secs>:nnemc.nemusascs+e2a.�eaaoemm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars met 241 2.11 Z70 3SS US 324 am (required sa Provided 2LAI I MM m f❑ 62 Bottom Bars M'sa o.m a.m 000 am 000 am 000 10 - DESIGNER'S NOTES Support@adaptsaft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 151 L2-166 L2-166 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 67 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-SuiNer Version 2012 Date: December 17,2014 Tine:13:4854 Fie: Support Line 67 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 67 12 Load Case: Service(Sustained Load) 1.00xSdNeight- 1.00xDesdlood+ 0.30xI.Neload• 1.00xPreshessing 2 -MEMBER ELEVATION Iftl ISM O MW O n31 1700 2765 O 1958 O 1305 ILI" II IL'Id, III II II II II 1 �� I---1 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 1. axrc^ 2 acuv^ 3 exlas + .scars• s ocns• a rC2 a ia�s oMxw• 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ee neerwx�ssonmos,.�w aec�a.��emw.smrsn �.oaor,:e.s:nncnrv.®./s .ten wt.Taae�xmx fi - REQUIRED & PROMDEO BARS 6.1 Top Bars � 000 2A8 250 3.12 158 3b8 2.71 1.73 000 Tim)Cl 30 pnOVlded 20 10 62 Bottom BaF11 III M 1� rs nja� 000 000 000 000 000 000 Goo 000 00v 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 152 1-2-167 L2-167 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.ad m FLOOR -PRO 2012 SUPPORT LINE 68 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Ode:Decenber17,2014 Tine:13:4854 Fie: Support Line 66 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design strip: Support Line 6a 1.2 Load Case: SeMa(Suatained Land) 1.00 xSdMeight+ 1.00xDeadload+ 0.30xtivelmd- 1.00xPre3bewing 2-MEMBER ELEVATION O tn) lb.1T 271.A2 1 E Lill,II 11 II II II I 3-TOP REBAR 3.1 ADAPT selected ^ 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars �! 225 2A 2.17 2.0 1.X . m 2a7 090 Ireq[Tel Jf ked providM 2b 11 62Bdt9m Bars r11ej am 9m u.ao am am am am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 153 L2-168 L2-168 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 69 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVeisbn2012 Date: Deamber17,2014 Tine:13:4854 Fie: Suppod Line 69 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design StrV. Suppod Line 69 1.2 Load Case: Sevice(Sustaned Load) 1.00 xS el Wight 1.00 x Dead load + 0.30 x Live load + 1.00 x Pcestcessng 2- MEMBER ELEVATION O Ind i i 3-TOPREBAR 3.1 ADAPT selected 3.2 ADAPT selected e - ems' xQyamcav , 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected en xnvaasao.,mor,rn wa �onm mw:seme. mso,o...e.t�u n ema.a mmav�+v ecse ma 6 - REQUIRED & PROVIDED BARS 6.1 Top Bass mac xis aw —M is (immp'iied provided a6 � 6.2 Bdtom Bars max 000 oa0 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 154 L2-169 L2-169 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 70 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Tine:13Y854 F&: Support Line 70 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 70 1.2 Load Case:SeMce(Suataned Load) 1.00 x Sefmight. 1.00 x Deed bad* 0.30 x L Ne load • 1.00 x Prestressing 2 -MEMBER ELEVA710N 0.0 O Ole O In] so az z II II II II II II II II II II I I I I 1 1 I I I I II II II it I I 1 1 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 2 1/C 3 1614E' 12�iE 5 �7[i1V 6 lSE' T a�7n0' 5 — BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ae aearm.>.vlwrnmotina .e>mae ea.asex. mww�:_ aaam n ws.a,a.v.rev.ma ms>enolas m- 6 - REQUIRED B PROVIDED BARS 6.1 Top Bars fj 216 2Z 2.17 2.a2 312 3.10 271 000 e7 pided required provided 1 zF1 I III 62 Bottom Bars �yao, am am ON om ON as o0o aao 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 155 L2-170 L2-170 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 71 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Time; 13:4854 Fie: Support Line 71 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 71 1.2 Load Case: Sevice(Sustened Load) 1.00xSdHaight+ 1.00xDeadbad+ 0.30xLivebad+ 1.00xPrestressing 2-MEMBER ELEVATION O Q i 6 i i o i i o p 3- TOP REBAR 3A ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mem ,.a z 0.00 IreQ11Kld '� provlded ,- 05 8.2 Bottom Bars max om om 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 156 L2-171 L2-171 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 SUPPORT LINE 72 FLOOR -PRO ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT_8u1kWVersion2012 Date: Deameer17,2014 Tine:134854 File: Support tine 72 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 72 1.2 Load Case: Service(Sustailed Load) 1.00xSd,veigxt• 1.00xDesdWd+ 0.30xLJvetoed- 1.00xPrestresaNg 2-MEMBER ELEVATION 01640 O IN 1:.22925 17N X WAS I I II II II 11 I I II II II 11 I I II 11 II II II II 11 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT seleatQ) 5 - BOTTOM REBAR 5.1 ADAPT selected S2 ADAPT selected N� 1![lfom>6 coY!f mDney �nlaf f[ em�tsame.. iaaa0�ee slm. C711 of sm24R®9 eepmnalfems 6 - REQUIRED 8 PROMDED BARS 6.1Top Ban r0R ass 32. zes 314 an .31 000 lid] 39 provided 2] 3 M I 6.213attom Bars 11y, 000 am am am am am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 157 L2-172 L2-172 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.ad m FLOOR -PRO 2012 SUPPORT LINE 73 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Vetsirn 2012 Ode: Deoem6er17,2014 Tine:13:4854 Fie: Support Lice 73 1 - PROJECT TTrLE-Tukwila village Building E 1.1 Design Strip: Support Line 73 12 Load Case: Serke(SeZried Load) 1.00 x Self teigtd. 1.00 xDead bed+ 0.30 x i he bed+ 1.00 xPrestressitg 2 -MEMBER ELEVATION O [Rl60V ?to 223,n rs 14er 21 Do I I 11 II II II LLII I I I I I I I I I —i t-1 I —I F--- i 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected axlaP J fi0a' r•IxTD' S xt t'e' a x1eP r ft•BU1T 5 - BOTTOM REBAR 5.1 ADAPT seledad 52 ADAPT seleded tCatE�CR_1Gteerm0o+r'W C>lfnle mYCstV16.MW� ��tLA s+CurtIIm092pT: atfebm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ��,W " 332 327 3-9 3A1 321 000 205 II?mod 2 provlded t 0 6.28oftn Bars meson o00 ooa coo 000 coo om oao nor 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 158 L2-173 L2-173 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingF-_2.adm FLOOR -PRO 2012 SUPPORT LINE 74 ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Ven;W 2012 Date: December 17,2014 TineA34854 Fes: Support Line 7/ 1 -PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Lhe 74 12 Load Case: Service(Sustahed Load) 1.00xSelNeight- 1.00xDesdbad+ 0.30xLivebad+ 1.00xPrestresshg 2-MEMBER ELEVATION jR) aoO v O O zv O O I II I II I II I II I II I II 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected (�i srtxt z _axwo• s ttr _ na• a .axiiv a r.aua 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected .e.env�es ae.na+onm <asan>e eeweammz. wnaas+ar_ esnm n evn.vmecvxveaaam�xeo!nem 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars raftm om zrr s.m ass oar 322 am am (Imp sa mQuiad zc la 0a-- I M11 I as. 62 Bottom Bers m'aw° m am am am am am am om om 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 159 L2-174 L2-174 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 75 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Decemberl7, 2014 TirneA3:4854 Fie: Support Line 75 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 75 1.2 Load Case: SerMm(Sustaned Load) 1.00xSattoeight+ 1.00xDesdlosd+ 0.30xUvebsd+ 1.00 x Prestressing 2-MEMBER ELEVATION jR] a a s O m .Ts O4m mO O sse 3-TOP REBAR 3.1 ADAPT selected +z rtna^ tt3 s�cczt• +a �mcze 32 ADAPT selected r - z 3 xac• s a as 'r a , s as tas Qr 27 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected Na0[aelfavveno.nm�.n�'W oraam eemxeaeNae.amaop-:aeYmeft 'N�eCem�tb�9rtiR2bo'Sem! 6 • REQUIRED & PROVIDED BARS 6.1 Top Bars nim asi 00oi.03 am 123 o.00rm 0.m 123 am0a9 0.m 1.3e am 000 tt� is proutded to as 62 Bottom Bars ra°pM 000 000000 am am 000000 0m 000 0,000000 0m 0m 0m 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 160 L2-175 L2-175 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 76 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8u1pe Verson 2012 Date: December 17, 2014 Tine:13:/854 Fie: Support tine 76 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 76 12 Load Case: SuAce(Sustaned Load) 1.00xSdfAeight- 1.00x0eedbed+ 0.30xlhebed- 1.00xPresbessng 2-MEMBER ELEVATION O 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected Y"~ : ersxsc s taus +sx�s s .sx,c- 5 - BOTTOM REBAR 5.1 ADAPT selected S2 ADAPT sekcted m�,mrau+�.so.,ssno cseo.�ee ®+esavc. r�oer..ewsencma�em,evsoavRar.�aao+x� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mm ,se coo 2a 2o5 [imp x, Fll� provlde0 u a 62 Bottom Bars m a om o0o coo om 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 161 L2-176 L2-176 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 77 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: Deoember17, 2014 Tine:13:4854 Fie: Support Line 77 1 - PROJECT TITLE Tukwila Tillage Building E 1.1 Design strip: Support Line 77 12 Load Case: SeMw(Sustaned Load) 1.00xSdfve4lrt+ 1.DOxDeadbad+ 0.3OxLNeload+ 1.00x Prestressing 2-MEMBER ELEVATION Q O O � 0 O I1t] 1. 5 e 17 550 308 i Ii li ii Ii 257 li i ii i 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected + aRxv s re�ao- a �xta^ xro^ s ssmcis 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected �+oz serrovnn ss rm o., nr eea aaa a ma..mme..�.. w.+�.sab n Em.v emre a aanv 2m sre oe ae m m 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mass am 1A5 am 105 GOias tlm� 12 iequ ed Promoted as 0. F F 6.2 Bottom Bars 0gp0 000 000 oao am 000 am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 162 U>< 12/17/14 15:38:25 IdingE_2.adm Rebar Plan - Top Mat Tukwila Village Building E Level 2 F E F F i 3 ! 1 � F S e Rebar Plan - Top Mat 1Tukwila Village Building E 15:39:07 :39: BuildingE_2.adm Level 2 N v co �I #I I .. W �r i Rebar Plan - Top Mat 11 15:40::40:13 Tukwila Village Building E BuildingE_2.adm Level 2 ` E � � f s ! A E g i Y W x Rebar Plan - Top Mat 12/17/14 Tukwila Village Building E 15:40:31 BuildingE_2.adm Level 2 r N 00 O Iu co 0 Y W x Rebar Plan - Top Mat 1Tukwila Village Building E 15:40:45 :40: BuildingE_2.adm Level 2 Rebar Plan - Bottom Mat 12/17/14 I Tukwila Village Building E 15:42:01 IdingE_2.adm I Level 2 L2-183 L2-183 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE 2.adm 2012 Punching Shear Stress Check Parameters P s c SECTION g � v %x cV FLOOR -PRO r,X Label Condition Axis Effective depth Design length rr Design length ss Design area Section constant Gamma in in in in2 in4 Column 59 Comer rr 13.75 24.88 24.88 6.84E+002 4.95E+004 0.40 Column 59 Comer ss 13.75 24.88 24.88 6.84E+002 4.95E+004 0.40 Column 60 Interior rr 13.75 31.75 31.75 1.75E+003 3.07E+005 0.40 Column 60 Interior ss 13.75 31.75 1 31.75 1.75E+003 3.07E+005 0.40 Column 61 Interior rr 13.75 31.75 31.75 1.75E+003 3.07E+005 0.40 Column 61 Interior ss 13.75 31.75 31.75 1.75E+003 3.07E+005 0.40 Column 62 End rr 13.75 31.75 24.88 1.12E+003 8.73E+004 0.37 Column 62 Ede ss 13.75 31.75 24.88 1.12E+003 2.16E+005 0.43 Column 63 Interior rr 13.75 49.75 25.75 2.08E+003 2.77E+005 0.32 Column 63 Interior ss 13.75 49.75 25.75 2.08E+003 7.42E+005 0.48 Column 64 Interior rr 13.75 37.75 1 31.75 1.91E+003 3.49E+005 0.38 Column 64 Interior ss 13.75 37.75 31.75 1.91E+003 4.51E+005 0.42 Column 65 Interior rr 13.75 37.75 25.75 1.75E+003 2.22E+005 0.36 Column 65 Interior ss 13.75 37.75 25.75 1.75E+003 3.92E+005 0.45 Column 66 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 66 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 67 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 67 Interior ss 8.75 20.75 1 38.75 1.04E+003 8.83E+004 0.33 Column 68 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 68 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 69 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 69 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 70 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 70 Ede ss 8.75 20.75 28.38 6.78E+002 6.11E+004 0.36 Column 71 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 71 Interior ss 8.75 1 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 72 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 72 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 73 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 73 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 74 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 74 Interior ss 8.75 1 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 75 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 75 Ede ss 8.75 20.75 28.38 6.78E+002 6.11E+004 0.36 Column 76 Interior rr 8.75 20.75 38.75 1.04E+003 225E+005 0.48 Column 76 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 I 0.33 Column 77 Interior rr 8.75 20.75 38.75 1 1.04E+003 2.25E+005 1 0.48 Column 77 T Interior ss 8.75 20.75 38.75 1 1.04E+003 8.83E+004 0.33 Column 78 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 78 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 79 Interior rr 13.75 25.75 1 43.75 1.91E+003 5.50E+005 0.46 Column 79 Interior ss 13.75 25.75 1 43.75 1.91E+003 2.50E+005 0.34 Support@adaptsaft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 163 L2-184 1-2-184 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Column 80 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 80 Ede ss 8.75 20.75 28.38 6.78E+002 6.11E+004 0.36 Column 81 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 81 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 82 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 82 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 83 Interior rr 8.75 20.75 1 32.75 9.36E+002 1.52E+005 0.46 Column 83 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 84 Interior rr 13.75 25.75 43.75 1.91 E+003 5.50E+005 0.46 Column 84 Interior ss 13.75 25.75 43.75 1.91E+003 2.50E+005 0.34 Column 85 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 85 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 86 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 86 Ede ss 8.75 20.75 28.38 6.78E+002 6.11E+004 0.36 Column 87 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 87 Ede ss 8.75 20.75 28.38 6.78E+002 6.11E+004 0.36 Column 88 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 88 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 89 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 89 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 90 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 90 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 91 Interior r' 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 91 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 92 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 92 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 93 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 93 Ede ss 8.75 20.75 28.38 6.78E+002 6.11E+004 0.36 Column 94 Corner rr 8.75 16.38 28.38 3.92E+002 3.65E+004 0.47 Column 94 Corner ss 8.75 16.38 28.38 3.92E+002 1.02E+004 0.34 Column 95 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 95 Ede ss 8.75 20.75 1 28.38 6.78E+002 6.11 E+004 0.36 Column 96 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 96 Interior ss 8.75 20.75 38.75 1.04E+003 8.83E+004 0.33 Column 97 Interior rr 8.75 20.75 38.75 1.04E+003 2.25E+005 0.48 Column 97 Interior I ss 8.75 20.75 38.75 1 1.04E+003 I 8.83E+004 0.33 Column 98 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 98 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 99 Interior rr 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 99 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 100 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 100 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 101 Interior rr 13.75 1 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 101 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 102 End rr 8.75 20.75 28.38 6.78E+002 6.32E+004 0.44 Column 102 Ede ss 8.75 20.75 28.38 6.78E+002 6.11E+004 0.36 Column 103 Interior rr 13.75 25.75 61.75 2.41 E+003 1.24E+006 0.51 Column 103 Interior ss 13.75 25.75 61.75 2.41E+003 3.32E+005 0.30 Column 104 Interior rr 13.75 25.75 1 43.75 1.91 E+003 5.50E+005 0.46 Column 104 Interior ss 13.75 25.75 43.75 1.91 E+003 2.50E+005 0.34 Column 105 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 105 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 106 Interior r 8.75 20.75 32.75 9.36E+002 1.52E+005 0.46 Column 106 Interior ss 8.75 20.75 32.75 9.36E+002 7.70E+004 0.35 Column 107 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 107 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 1 0.36 Column 108 End rr 13.75 25.75 30.88 1.20E+003 1.40E+005 0.42 Column 108 Ede ss 13.75 25.75 30.88 1.20E+003 1.66E+005 0.38 Column 109 Interior rr 13.75 25.75 49.75 2.08E+003 7.42E+005 0.48 Column 109 Interior ss 13.75 25.75 49.75 2.08E+003 2.77E+005 0.32 Column 110 Interior r' 13.75 25.75 49.75 2.08E+003 7.42E+005 0.48 Column 110 Interior ss 1 13.75 25.75 1 49.75 2.08E+003 2.77E+005 0.32 Column 111 Interior rr 1 13.75 25.75 1 37.75 1.75E+003 I 3.92E+005 0.45 Column 111 Interior ss 1 13.75 25.75 1 37.75 1.75E+003 I 2.22E+005-r 0.36 Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kokata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 164 1-2-185 1-2-185 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Column 112 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 112 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 113 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 113 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 114 Interior rr 13.75 49.75 25.75 2.08E+003 2.77E+005 0.32 Column 114 Interior ss 13.75 49.75 25.75 2.08E+003 7.42E+005 0.48 Column 115 Interior rr 13.75 25.75 37.75 1.75E+003 3.92E+005 0.45 Column 115 Interior ss 13.75 25.75 37.75 1.75E+003 2.22E+005 0.36 Column 116 Interior rr 13.75 37.75 25.75 1.75E+003 2.22E+005 0.36 Column 116 Interior ss 13.75 37.75 25.75 1.75E+003 3.92E+005 0.45 Wall106 Corner rr 8.75 37.13 14.38 4.51E+002 7.65E+003 0.29 Wall106 Comer ss 1 8.75 37.13 14.38 14.51E+002 I 7.06E+004 0.52 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 165 SRanforac3 Column 62 SR rQ 0.61 SR_sUK Q63 SR r� 0.90 a SR sIX 0.9 SR r Q O.it s Q 0.33 SR_d 8.-s 8.32 SR_s 4 8- # 0.03 SRc=0. I 4 UK OK OK OK OK 0 SR_r Q 8,98 SR_r 4 1.07 SR rLL 1.17 SR_s U9966 SSReasiforcel SRQ�nforcv0 C'N Column 79 Column 84 0 • 0.71 = 0.72 �2y SSRR �1 AUK '20 SR=s S42 K UK SR rQ 1.00 R SRdinfor01 101 ry SR r Q 1.35 SR r Q 1.38 S. Q 1.25 SSR_r Q 1. SR_s 1.33 SR_s - 1.36 SR IF Renforce RQRQnf 1r inForC¢¢ Column 92 Cdunlnforn 100cQ Colvnn 107 [RP damn 113 SR r = SR:w SR r 4 1.622 SR"c = 145 gR r 4 1.77] SR=s = 1.04 SSRRr 4 L54 SR-c = 143 SSR r 4 7.8855 SR-s =SR RenforCC`` r q 1.56 SSRRr 4 1.5] gg l.gg33 s SR r 4 1.0zz SRs 0.99 Renfor Cdunn a Renfor Column 55 Relnfor Cd_ c/e0 Column &� SR"c = 1.44 RenforC Column 9i SR-s = 1.45 S Relnfor�p Cdunn 99 = 1.72 einfor[e Lunn IA = Reinforce Cdunn 112 SR �. SR_sOK gg99 SR r Q L24 95 SpRRR�e_s - 1.13 SR r Q 0.67 SRs 0.57 SR_r Q 142 SRs 0.9J SR-; Q 1.27 SRs - 1.22 g r Q pp,,556 ggR_r Q 733 SS Q •�1 ggR r pp,,SSS5 SR Cot1.- 67 OK CN- 77 Colvnnr _ 4 SR-s - 0.6 S - 5.71 5 R_a OK - 8.51 3UK SR -a - 0.57 SR f F. 1.01 - OK Colunnrc SR r Q 1.06 SR_r 4 1.20 S r 41 0.89 SR r U 0.86 SRethFor- SRnnforc� S _aoK 0.87 SR_cOK 0.]9 o SRr : 0 S - 3 ff11 SR r 4 ,.337 SR r Q 8J 5.81 SR_r 4 ,. SR I.JB Column 89 Cdunn 97 SR_s - 1.34 Lo kunn6a SR-_s - CK SR_s = 0. C.Wnnr76 SR=s = 1CC29 C.�lnuimnor 9l SRr = 0.; SR_sUK 0.i R L 4 CC1.¢¢pr 4 1�2p CCoWnnr 88� Cd6nnr% Y W x Punching Shear Check 12/17/14 Tukwila Village Building E 15:46:46 BuildingE_2.adm Level 2 SR_r Q89 a 027 SR_..K 0.83 R IV co L2-187 L2-187 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Building E_2.adm 2012 Punching Shear Stress Check Result ML'A COLUMN SECTION Load Combinabon:Strenoth(Dead and Live) FLOOR -PRO r,X Label Condition Axis Factored shear Factored moment Stress due to shear Stress due to moment Total stress Allowable stress Stress ratio k k-ft ksi ksi ksi ksi Column 59 Comer rr -155.845 15.627 0.228 0.066 0.294 0.212 1.39 Column 59 Comer ss -155.845 55.018 0.228 0.042 0.270 0.212 1.27 Column 60 Interior rr -331.617 9.804 0.190 0.002 0.192 0.214 0.90 Column 60 Interior ss -331.617 -32.317 1 0.190 0.008 0.198 0.214 1 0.93 Column 61 Interior rr -226.069 -5.474 0.129 0.001 0.131 0.214 0.61 Column 61 Interior ss -226.069 -23.690 0.129 0.006 0.135 0.214 0.63 Column 62 End rr -207.461 4.049 0.185 0.054 0.239 0.212 1.13 Column 62 Ede ss -207.461 41.185 0.185 0.016 0.201 0.212 0.95 Column 63 Interior rr -323.322 -4.872 0.156 0.001 0.157 0.214 0.73 Column 63 Interior ss -323.322 149.290 0.156 0.029 0.185 0.214 0.86 Column 64 Interior rr -360.573 -5.015 1 0.189 0.001 0.190 0.214 1 0.89 Column 64 Interior ss -360.573 69.716 0.189 0.015 0.203 0.214 0.95 Column 65 Interior rr -261.319 8.028 0.150 0.002 0.152 0.214 0.71 Column 65 Interior ss -261.319 14.869 0.150 0.004 0.153 0.214 0.72 Column 66 Interior rr -289.375 -28.490 0.278 0.014 0.292 0.214 1.37 Column 66 Interior ss -289.375 -18.214 0.278 0.008 0.286 0.214 1.34 Column 67 Interior rr -244.548 59.727 0.235 0.029 0.264 0.214 1.24 Column 67 Interior ss -244.548 -15.812 0.235 0.007 0.242 0.214 1.13 Column 68 Interior rr -287.397 -66.703 0.307 0.039 0.346 0.214 1.62 Column 68 Interior ss -287.397 -8.274 0.307 0.005 0.312 0.214 1.46 Column 69 Interior rr -356.391 18.313 0.204 0.005 0.209 0.214 0.98 Column 69 Interior ss -356.391 4.269 0.204 0.001 0.205 0.214 0.96 Column 70 End rr -53.963 19.996 0.080 0.006 0.086 0.212 0.40 Column 70 Ede ss -53.963 -5.879 0.080 0.004 0.084 0.212 0.40 Column 71 Interior rr -176.384 -18.050 0.169 0.009 0.178 0.214 0.83 Column 71 Interior ss -176.384 5.958 0.169 0.003 0.172 0.214 0.81 Column 72 Interior rr -127.078 42.242 0.122 0.021 0.143 0.214 0.67 Column 72 Interior ss -127.078 0.984 0.122 0.000 0.122 0.214 0.57 Column 73 Interior rr -207.682 48.180 0.222 0.028 0.250 0.214 1.17 Column 73 Interior ss -207.682 0.815 0.222 0.000 0.222 0.214 1 1.04 Column 74 Interior rr -191.055 4.519 0.204 0.003 0.207 0.214 1 0.97 Column 74 Interior ss -191.055 2.529 0.204 0.001 0.205 0.214 0.96 Column 75 End rr 43.406 7.212 0.064 0.012 0.076 0.212 0.36 Column 75 Ede ss 43.406 7.949 0.064 0.006 0.070 0.212 0.33 Column 76 Interior rr -213.504 -23.555 0.205 0.012 0.217 0.214 1.01 Column 76 Interior ss -213.504 -1.909 0.205 0.001 0.206 0.214 0.96 Column 77 Interior rr 1 -202.792 45.881 0.195 0.023 0.217 0.214 1.02 Column 77 Interior ss 1 -202.792 1 8.288 0.195 1 0.004 0.199 1 0.214 1 0.93 Column 78 Interior rr -281.125 48.235 1 0.300 0.028 0.329 0.214 1.54 Column 78 Interior ss -281.125 9.472 0.300 0.005 0.306 0.214 1.43 Column 79 1 Interior rr 1 -413.223 1 60.315 0.216 0.013 1 0.230 1 0.214 1.07 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 166 L2-188 1-2-188 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Column 79 Interior ss -413.223 0.048 0.216 0.000 0.216 0.214 1.01 Column 80 End rr -57.088 27.557 0.084 0.001 0.085 0.212 0.40 Column 80 Ede ss -57.088 -6.640 0.084 0.005 0.089 0.212 0.42 Column 81 Interior rr -279.866 -53.417 0.269 0.026 0.295 0.214 1.38 Column 81 Interior ss -279.866 16.521 0.269 0.008 0.276 0.214 1.29 Column 82 Interior rr -239.490 24.977 0.256 0.015 0.270 0.214 1.27 Column 82 Interior ss -239.490 -7.006 0.256 0.004 0.260 0.214 1.22 Column 83 Interior rr -347.489 -42.531 0.371 0.025 0.396 0.214 1.85 Column 83 Interior ss -347.489 -3.436 0.371 0.002 0.373 0.214 1.75 Column 84 Interior rr - 49.463 69.525 0.235 0.015 0.251 0.214 1.17 Column 84 Interior ss -449.463 -2.673 0.235 0.001 0.236 0.214 1.10 Column 85 Interior rr -177.087 6.681 0.189 0.004 0.193 0.214 0.90 Column 85 Interior ss -177.087 -6.610 0.189 0.004 0.193 0.214 0.90 Column 86 End rr -43.022 10.338 0.063 0.010 0.073 0.212 0.34 Column 86 Ede ss -43.022 4.579 0.063 0.003 0.067 0.212 0.32 Column 87 End rr -65.083 16.483 0.096 0.014 0.110 0.212 0.52 Column 87 Ede ss -65.083 -4.039 0.096 0.003 0.099 0.212 0.47 Column 88 Interior rr -237.737 -39.190 0.228 0.019 0.248 0.214 1.16 Column 88 Interior ss -237.737 -11.322 0.228 0.005 0.234 0.214 1.09 Column 89 Interior rr -194.791 80.379 0.187 0.040 0.227 0.214 1.06 Column 89 Interior ss -194.791 -10.768 0.187 0.005 0.192 0.214 0.90 Column 90 Interior rr -124.358 -14.897 0.133 0.009 0.142 0.214 0.66 Column 90 Interior ss -124.358 -6.052 0.133 0.003 0.136 0.214 0.64 Column 91 Interior rr -284.947 -49.680 0.304 0.029 0.334 0.214 1.56 Column 91 Interior ss -284.947 -6.512 0.304 0.004 0.308 0.214 1.44 Column 92 Interior rr -494.784 21.120 0.283 0.005 0.289 0.214 1.35 Column 92 Interior ss -494.784 0.790 0.283 0.000 0.284 0.214 1.33 Column 93 End rr -156.061 22.231 0.230 0.048 0.278 0.212 1.31 Column 93 Ede I ss -156.061 -9.746 0.230 0.007 0.237 0.212 1.12 Column 94 Comer rr 1.326 -4.377 0.003 0.005 0.008 0.212 1 0.04 Column 94 Comer ss 1.326 2.248 0.003 0.002 0.005 0.212 0.02 Column 95 End rr -91.826 35.460 0.135 0.009 0.144 0.212 0.68 Column 95 Ede ss -91.826 -2.028 0.135 0.001 0.137 0.212 0.65 Column 96 Interior rr -253.968 -52.587 0.244 0.026 1 0.270 0.214 1.26 Column 96 Interior ss -253.968 10.958 0.244 0.005 1 0.249 0.214 1.17 Column 97 Interior rr -236.051 1 59.593 0.227 0.029 0.256 0.214 1.20 Column 97 Interior ss -236.051 1 14.601 1 0.227 0.007 0.233 1 0.214 1 1.09 Column 98 Interior rr -143.912 -4.706 0.154 0.003 0.156 0.214 0.73 Column 98 Interior ss -143.912 9.460 0.154 0.005 0.159 0.214 0.74 Column 99 Interior rr -286.475 -48.790 0.306 0.029 0.335 0.214 1.57 Column 99 Interior ss -286.475 7.323 0.306 0.004 0.310 0.214 1A5 Column 100 Interior rr -507.396 19.025 0.291 0.005 0.295 0.214 1.38 Column 100 Interior ss -507.396 -0.188 0.291 0.000 0.291 0.214 1.36 Column 101 Interior rr -362.371 24.334 0.208 0.006 0.214 0.214 1.00 Column 101 Interior ss -362.371 -2.124 0.208 0.001 0.208 0.214 0.97 Column 102 End rr -28.789 2.722 0.042 0.010 0.053 0.212 0.25 Column 102 Ede ss -28.789 -0.457 0.042 0.000 0.043 0.212 0.20 Column 103 Interior rr -445.641 -172.604 0.185 0.026 0.211 0.214 0.99 Column 103 Interior ss -445.641 -4.611 0.185 0.001 0.186 0.214 0.87 Column 104 Interior rr -341.914 52.441 0.179 0.012 0.191 0.214 0.89 Column 104 Interior ss -341.914 -11.987 0.179 0.003 0.181 0.214 0.85 Column 105 Interior rr -187.444 -6.799 0.107 0.002 0.109 0.214 0.51 Column 105 Interior ss -187.444 -9.169 0.107 0.002 0.110 0.214 0.51 Column 106 Interior rr -339.396 -50.013 0.363 0.029 0.392 0.214 1.83 Column 106 Interior ss -339.396 -8.574 0.363 0.005 0.367 0.214 1.72 Column 107 Interior rr -454.409 22.728 0.260 0.006 0.266 0.214 1.25 Column 107 Interior ss -454.409 -2.549 0.260 0.001 0.261 0.214 1.22 Column 108 End rr -116.683 8.620 0.097 0.027 0.124 0.212 0.59 Column 108 Ede ss -116.683 0.897 0.097 0.000 0.097 0.212 0.46 Column 109 Interior rr -368.554 -52.949 0.178 0.010 0.188 0.214 0.88 Column 109 Interior ss -368.554 -3.468 0.178 0.001 0.178 0.214 0.83 Column 110 Interior rr -343.847 96.170 0.166 0.019 0.184 0.214 Column 110 Interior ss -343.847 12.629 0.166 0.002 0.168 0.214 M86 Column 111 Interior rr -207.610 -6.343 0.119 0.002 0.121 0.214 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 167 L2-189 L2-189 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 Column 111 Interior ss -207.610 9.288 0.119 0.002 0.121 0.214 0.57 Column 112 Interior rr -364.867 -35.154 0.209 0.009 0.218 0.214 1.02 Column 112 Interior ss -364.867 7.944 0.209 0.002 0.211 0.214 0.99 Column 113 Interior rr -380.334 12.316 0.218 0.003 0.221 0.214 1.03 Column 113 Interior ss 380.334 -0.437 0.218 0.000 0.218 0.214 1.02 Column 114 Interior rr -326.402 -13.206 0.157 0.002 0.160 0.214 0.75 Column 114 Interior ss -326.402 -85.203 0.157 0.016 0.174 0.214 0.81 Column 115 Interior rr -399.510 -5.002 0.229 0.001 0.230 0.214 1.08 Column 115 Interior ss -399.510 -7.039 0.229 0.002 0.231 0.214 1.08 Column 116 Interior rr -351.693 5.301 0.201 0.001 0.203 0.214 0.95 Column 116 Interior ss -351.693 -29.423 0.201 0.008 0.209 0.214 0.98 Wall106 Comer rr 1 -9.498 -0.541 0.021 1 0.005 1 0.026 1 0.171 0.15 Wall106 Comer ss 1 -9.498 1 10.861 1 0.021 1 0.006 1 0.027 1 0.171 1 0.16 Load Combination:Strenath(Dead Load Onlv) Label Condition Axis Factored shear Factored moment Stress due to shear Stress due to moment Total stress Allowable stress Stress ratio k k-ft ksi ksi ksi ksi Column 59 Comer rr -125.853 10.125 0.184 0.055 0.239 0.212 1.13 Column 59 Comer ss -125.853 40.501 0.184 0.037 0.221 0.212 1.04 Column 60 Interior rr -268.378 6.219 0.154 0.002 0.155 0.214 0.73 Column 60 Interior ss -268.378 -25.496 0.154 0.006 0.160 0.214 1 0.75 Column 61 Interior rr -165.667 -4.141 0.095 0.001 0.096 0.214 0.45 Column 61 Interior ss -165.667 -16.683 0.095 0.004 0.099 0.214 0.46 Column 62 End rr -174.601 1.727 0.156 0.046 0.202 0.212 0.95 Column 62 Ede ss -174.601 -31.312 0.156 0.012 0.168 0.212 0.79 Column 63 Interior rr -265.725 -3.926 0.128 0.001 0.129 0.214 0.60 Column 63 Interior ss -265.725 118.312 0.128 0.023 0.151 0.214 0.71 Column 64 Interior rr -295.625 -4.913 0.155 0.001 0.156 0.214 0.73 Column 64 Interior ss -295.625 54.525 0.155 0.012 0.166 0.214 0.78 Column 65 Interior rr -220.768 6.477 0.126 0.002 0.128 0.214 0.60 Column 65 Interior ss -220.768 10.212 0.126 0.003 0.129 0.214 0.60 Column 66 Interior rr -224.444 -18.021 0.216 0.009 0.224 0.214 1.05 Column 66 Interior ss -224.444 -15.357 1 0.216 0.007 0.223 0.214 1 1.04 Column 67 Interior rr -192.491 37.705 0.185 0.019 0.203 0.214 0.95 Column 67 Interior ss -192.491 -13.099 0.185 0.006 0.191 0.214 0.89 Column 68 Interior rr -239.535 -57.170 0.256 0.034 0.289 0.214 1.35 Column 68 Interior ss -239.535 -6.284 0.256 0.004 0.259 0.214 1.21 Column 69 Interior rr -286.835 11.774 0.164 0.003 0.167 0.214 0.78 Column 69 Interior ss -286.835 3.599 0.164 0.001 0.165 0.214 0.77 Column 70 End rr -34.933 1 13.032 0.052 0.004 0.055 0.212 1 0.26 Column 70 Ede ss -34.933 -3.933 0.052 0.003 0.054 0.212 0.26 Column 71 Interior rr -123.646 -5.930 0.119 0.003 0.122 0.214 0.57 Column 71 Interior ss -123.646 5.028 0.119 0.002 0.121 0.214 0.57 Column 72 Interior rr -90.720 18.832 0.087 0.009 0.096 0.214 0.45 Column 72 Interior ss -90.720 1.168 0.087 0.001 0.088 0.214 0.41 Column 73 Interior rr -174.617 -36.393 1 0.187 0.021 0.208 0.214 0.97 Column 73 Interior ss -174.617 0.835 0.187 0.000 0.187 0.214 1 0.88 Column 74 Interior rr -152.181 2.385 0.163 0.001 0.164 0.214 0.77 Column 74 Interior ss -152.181 2.112 0.163 0.001 0.164 0.214 0.77 Column 75 End rr -30.226 4.538 0.045 0.009 0.054 0.212 0.25 Column 75 Ede ss -30.226 6.154 0.045 0.005 0.049 0.212 0.23 Column 76 Interior rr -149.206 -9.804 0.143 0.005 0.148 0.214 0.69 Column 76 Interior ss -149.206 1 -2.779 1 0.143 0.001 0.145 0.214 0.68 Column 77 Interior rr -147.887 1 20.649 0.142 1 0.010 1 0.152 1 0.214 1 0.71 Column 77 Interior ss -147.887 1 5.433 0.142 1 0.003 1 0.145 1 0.214 1 0.68 Column 78 Interior rr -234.882 -36.520 0.251 0.021 0.272 0.214 1.27 Column 78 Interior ss -234.882 7.536 0.251 0.004 0.255 0.214 1.19 Column 79 Interior rr -331.887 46.400 0.174 0.010 0.184 0.214 0.86 Column 79 Interior ss 331.887 0.137 0.174 0.000 0.174 0.214 0.81 Column 80 End rr -37.795 19.715 0.056 0.001 0.056 0.212 0.27 Column 80 Ede ss -37.795 -4.652 0.056 0.003 0.059 0.212 0.28 Column 81 1 Interior I rr -196.839 1 0.268 1 0.189 1 0.020 0.209 0.214 11 0.98 Column 81 1 Interior I ss -196.839 1 12.997 1 0.189 1 0.006 0.195 0.214 1 0.91 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 168 1-2-190 1-2-190 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Column 82 Interior rr -173.250 10.035 0.185 0.006 0.191 0.214 0.89 Cdumn 82 Interior ss -173.250 -6.950 0.185 0.004 0.189 0.214 0.88 Column 83 Interior rr -288.724 -31.014 0.308 0.018 0.327 0.214 1.53 Cdumn 83 Interior ss -288.724 -3.741 0.308 0.002 0.310 0.214 1.45 Cdumn 84 Interior rr -365.271 53.224 0.191 0.012 0.203 0.214 0.95 Cdumn 84 Interior ss -365.271 -2.992 0.191 0.001 0.192 0.214 0.90 Column 85 Interior rr -140.063 3.375 0.150 0.002 0.152 0.214 0.71 Cdumn 85 Interior ss -140.063 -4.831 0.150 0.003 0.152 0.214 0.71 Cdumn 86 End rr -29.326 6.979 0.043 0.007 0.050 0.212 0.24 Column 86 Ede ss -29.326 2.767 0.043 0.002 0.045 0.212 0.21 Cdumn 87 End rr -45.598 7.478 0.067 0.013 0.080 0.212 0.38 Cdumn 87 Ede ss -45.598 -2.292 0.067 0.002 0.069 0.212 0.33 Column 88 Interior rr -174.569 -20.873 0.168 0.010 0.178 0.214 0.83 Cdumn 88 Interior ss -174.569 -7.249 0.168 0.003 0.171 0.214 0.80 Cdumn 89 Interior rr -129.992 62.169 0.125 0.031 0.155 0.214 0.73 Cdumn 89 Interior ss -129.992 -5.261 0.125 0.002 0.127 0.214 0.60 Column 90 Interior rr -89.987 -14.782 1 0.096 0.009 0.105 0.214 0.49 Column 90 Interior ss -89.987 -2.528 0.096 0.001 0.098 0.214 0.46 Column 91 Interior rr -235.151 -40.322 0.251 0.024 0.275 0.214 1 1.29 Column 91 Interior ss -235.151 -4.434 0.251 0.002 0.254 0.214 1.19 Cdumn 92 Interior rr 395.126 16.534 0.226 0.004 0.231 0.214 1.08 Cdumn 92 Interior ss 395.126 0.631 0.226 0.000 0.226 0.214 1.06 Column 93 End rr -120.415 15.586 0.178 0.038 0.216 0.212 1.02 Column 93 Ede ss -120.415 -7.512 0.178 0.006 0.183 0.212 0.86 Column 94 Corner rr 1.524 -6.081 0.004 0.007 0.011 0.212 0.05 Column 94 Comer ss 1.524 2.377 0.004 0.002 0.006 0.212 0.03 Column 95 End rr -69.469 23.618 0.102 0.010 0.112 0.212 0.53 Column 95 Ede ss -69.469 -0.323 0.102 0.000 0.103 0.212 0.48 Cdumn 96 Interior rr -205.861 -38.706 0.198 0.019 0.217 0.214 1.01 Column 96 Interior ss -205.861 1 9.024 1 0.198 0.004 1 0.202 0.214 0.94 Column 97 Interior rr -189.041 42.454 1 0.182 0.021 1 0.202 0.214 0.95 Column 97 Interior ss -189.041 f 11.975 1 0.182 0.006 1 0.187 1 0.214 1 0.88 Column 98 Interior rr -119.122 r4.575 0.127 0.003 0.130 0.214 0.61 Column 98 Interior ss -119.122 7.350 0.127 0.004 0.131 0.214 0.61 Column 99 Interior rr -238.119 38.555 0.254 0.023 0.277 0.214 1.30 Cdumn 99 Interior ss -238.119 5.400 0.254 0.003 0.257 0.214 1.20 Column 100 Interior rr -405.760 14.923 0.232 0.004 0.236 0.214 1.11 Column 100 Interior ss 405.760 -0.134 0.232 0.000 0.232 0.214 1.09 Column 101 Interior rr -295.715 1 18.702 0.169 0.005 0.174 1 0.214 0.82 Column 101 Interior ss -295.715 -1.906 0.169 0.000 0.170 0.214 0.79 Column 102 End rr -23.798 0.296 0.035 0.010 0.045 0.212 0.21 Column 102 Ede ss -23.798 -1.340 0.035 0.001 0.036 0.212 0.17 Column 103 Interior rr -362.753 -135.372 0.151 0.021 0.171 0.214 0.80 Column 103 Interior ss 362.753 -4.144 0.151 0.001 0.151 0.214 0.71 Column 104 Interior rr -277.326 39.856 0.145 0.009 0.154 0.214 1 0.72 Column 104 Interior ss -277.326 -9.751 0.145 0.002 0.147 0.214 0.69 Column 105 Interior rr -154.748 -5.826 0.089 0.002 0.090 0.214 0.42 Column 105 Interior ss -154.748 -7.279 0.089 0.002 0.090 0.214 0.42 Column 106 Interior rr -276.719 39.390 0.296 0.023 0.319 0.214 1.49 Column 106 Interior ss -276.719 -6.959 0.296 0.004 0.299 0.214 1.40 Column 107 Interior rr -371.881 16.189 0.213 0.004 0.217 0.214 1.02 Column 107 Interior ss 371.881 -2.019 0.213 0.000 0.213 0.214 1.00 Column 108 End rr -84.032 5.069 0.070 0.020 0.090 0.212 0.42 Column 108 Ede ss -84.032 1.528 0.070 0.001 0.070 0.212 0.33 Column 109 Interior rr -302.527 37.557 0.146 0.007 0.153 0.214 0.72 Column 109 Interior ss 302.527 -2.224 0.146 0.000 0.146 0.214 0.68 Column 110 Interior rr -275.662 79.479 1 0.133 0.015 0.148 0.214 0.69 Column 110 Interior ss -275.662 9.914 0.133 0.002 0.135 0.214 1 0.63 Column 111 Interior rr -171.589 -5.875 0.098 0.002 0.100 0.214 1 0.47 Column 111 Interior ss -171.589 7.322 0.098 0.002 0.100 0.214 0.47 Column 112 Interior rr -291.646 -28.967 0.167 0.007 0.174 0.214 0.82 Column 112 Interior ss -291.646 6.256 0.167 0.002 0.169 0.214 6.79 Column 113 Interior rr -316.330 7.101 0.181 0.002 1 0.183 0.214 0.86 Column 113 Interior ss 316.330 1 0.292 1 0.181 0.000 1 0.181 0.214 0.85 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 169 L2-191 L2-191 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 Column 114 Interior rr -258.217 -11.884 0.124 0.002 0.127 0.214 0.59 Column 114 Interior ss -258.217 -69.929 0.124 0.014 0.138 0.214 0.65 Column 115 Interior rr -318.398 -4.534 0.182 0.001 0.184 0.214 0.86 Column 115 Interior ss -318.398 -5.723 0.182 0.001 0.184 0.214 0.86 Column 116 Interior rr -275.437 4.753 0.158 0.001 0.159 0.214 0.74 Column 116 Interior ss -275.437 -24.197 0.158 0.006 0.164 0.214 0.77 Wall106 Corner rr 1 -6.187 1 -0.137 1 0.014 0.003 1 0.017 1 0.171 1 0.10 Wall106 Corner ss 1 -6.187 1 9.278 1 0.014 0.006 1 0.020 1 0.171 1 0.12 Legend. CONDITION ..... (a)= Intersecting beam, wall, or other non -conforming geometry. Perform shear check manually. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 170 L2-192 L2-192 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT Load Combination: Strength(Dead and Live) Number of rails per side: 3 Column ID Number of studs/rail Stud diameter in Studs 1 2 3 4 5 6 59 9 0.63 Distance 6.75 13.50 20.50 27.25 34.25 41.00 (7)48.00 (8)54.75 (9)61.75 62 5 0.63 Distance 6.75 13.50 20.50 27.25 34.25 66 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 67 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 68 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 73 4 0.63 Distance 4.25 8.50 13.00 17.25 76 4 0.63 Distance 4.25 8.50 13.00 17.25 77 4 0.63 Distance 4.25 8.50 13.00 17.25 78 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 79 3 0.63 Distance 6.75 13.50 20.50 81 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 82 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 83 8 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 (7)30.50 (8)34.75 84 4 0.63 Distance 6.75 13.50 20.50 27.25 88 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 89 4 0.63 Distance 4.25 8.50 13.00 17.25 91 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 92 4 0.63 Distance 6.75 13.50 20.50 27.25 93 10 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 (7)30.50 8)34.75 9 39.25 10 3.50 96 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 97 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 99 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 100 4 0.63 Distance 6.75 13.50 20.50 27.25 101 3 0.63 Distance 6.75 13.50 20.50 106 8 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 (7)30.50 (8)34.75 107 4 0.63 Distance 6.75 13.50 20.50 27.25 112 3 0.63 Distance 6.75 13.50 20.50 113 3 0.63 Distance 6.75 13.50 20.50 115 3 0.63 Distance 6.75 13.50 r20.50 Load Combination: Strength(Dead Load Only) Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail Cin 59 6 0.63 Distance 6.75 13.50 20.50 27.25 34.25 41.00 66 4 0.63 Distance 4.25 8.50 13.00 17.25 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 171 L2-193 1-2-193 Project Name: Tukwila Village Building E Specific Data: Le el 2 Date of execution: December 17, 2014 File Name: BuildingE_2-adm FLOOR -PRO 2012 68 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 78 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 83 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 91 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 92 3 0.63 Distance 6.75 13.50 20.50 93 7 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 (7)30.50 96 4 0.63 Distance 4.25 8.50 13.00 17.25 99 5 0.63 Distance 4.25 8.50 13.00 17.25 21.75 100 3 0.63 Distance 6.75 13.50 20.50 106 6 0.63 Distance 4.25 8.50 13.00 17.25 21.75 26.00 107 3 0.63 Distance 1 6.75 13.50 20.50 Notes: Dimensions are in (in) Distance = distance of the vertical bars from the respective column face (7)16.5 indicates layer 7 at distance 16.50 in from face of support. (7)16.5* indicates layer 7 at distance 16.50 in from face of drop caps. "*" = exceeds maximum allowable by code Refer to details for arrangement. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 172 Unit: In 0.23 0.21 0.19 0.17 0.15 0.12 0.10 0.08 0.06 0.04 0.01 -0.01 -0.03 1-0.05 -0.07 Z-Translation SERVICE DEFLECTIONS 12/17/14 Tukwila Village Building D 15:57:09 Units: in BuildingE_2.adv Level 2 Deformation r N A Unit in 0.53 A48 0.43 0.38 0.33 0.28 0.24 0.19 0.14 0.09 0.04 -0.01 -0.06 -0.10 -0.15 Z-Translation LONG TERM(CRACKED) DEFLECTIONS 17 Tukwila Village Building D Units: in 15:57:46 5::46 BuildingE_2.adv Level 2 Deformation Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS MEZZANINE CONC. SLAB DESIGN (ADAPT) Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 1.docx Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 i r 1 Model ,ti,"" Tukwila Village Building E 16:06:15 Mezzanine 18x18 1 12 4 12 4 12 4 8 1 4R 12 / 12 ! 12t 1 12 ff 2 4 12 fA 00 0 m 12 4 m 6 e 8 0 e 8 g m B 0.0 m �o x18 9 8 m 9 SO 1070 12x24 12X,70 12y30 12 3Y 12 10.0 1264 12Y24 9 LI ll Ll LI LI 0 0 0 10 2 x12 24.12 �o 0 1 4 12 4 12 4 12y24 12YP4 12x24 12a24 12x24 ED 2 jxs ITO IT ITT U 64 8 4 12ff4 12 4 12 4 12 4 ff �o [TO 121?f 0 12C0 126 36x12 ll TO IT 121T0 IT 36.12 �f p 00 10 m 19tt== 12yj0 t20 128 12}�6 10 10 70 8 8 8 0 10 �f u �f s 10 10 10 10 10 10 10 10 10 B 8 4>< Structural Plan 12/17/14 Tukwila Village Building E 16:06:48 BuildingE_2.adm Mezzanine LIM -I L Loading Plan Dead Load 12/17/14 16:07:43 Tukwila Village Building E jBuiIdingE_2.adm Mezzanine 0 0 0 A 0 L-- 0 0 0 0 Loading Plan Live Load 11 16:18:58 Tukwila Village Building E :58 BuildingE_2.adm Mezzanine r CD r 0 0 n n CA 0 -0 cn 9 N. rn MZ-7 Project Name: Tukwila Village Building E Specific Data: Mezzanine MZ-7 Date of execution: December 17, 2014 File Name: BulldlngE_2.adm FLOOR -PRO 2012 110.10 SLAB REGIONS (Summary Report) 77 L 1--AggE i ft2 ft3 Mezzanine Level Concrete 5000 15370.75 12808.96 Note: Volume includes drop caps, excludes area of openings and considers net thickness where slabs overlap. Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 1 MZ-8 MZ-8 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 112 RESTRAINTS AND RELEASES Specific Data: Mezzanine File Name: BuildingE_2.adm FLOOR -PRO 112.20 POINT SUPPORT LOCATION AND RESTRAINT I -------- Location ------ 1--Restraint:Translation---I---Restraint: Rotation ----I ID Label X, Y, Z ft X Y Z XX YY ZZ 41857 Point Support 41857 0.75;163.47;10.17 No No Yes Yes Yes Yes 41858 Point Support 41858 31.79;120.52;10.17 No No Yes Yes Yes Yes 41859 Point Support 41859 30.29;148.37;10.17 No No Yes Yes Yes Yes 41860 Point Support 41860 30.29;164.69;10.17 No No Yes Yes Yes Yes 41861 Point Support 41861 50.21;42.10;10.17 No No Yes Yes Yes Yes 41862 Point Support 41862 50.71;67.60;10.17 No No Yes Yes Yes Yes 41863 Point Support 41863 50.71;96.60;10.17 No No Yes Yes Yes Yes 41864 Point Support 41864 78.02;39.77;10.17 No No Yes Yes Yes Yes 41865 Point Support 41865 78.02;67.27;10.17 No No Yes Yes Yes Yes 41866 Point Support 41866 77.96;84.02;10.17 No No Yes Yes Yes Yes 41867 Point Support 41867 81.79.111.02;10.17 No No Yes Yes Yes Yes 41868 Point Support 41868 86.85;158.27;10.17 No No Yes Yes Yes Yes 41869 Point Support 41869 95.27;39.77;10.17 No No Yes Yes Yes Yes 41870 Point Support 41870 95.27;67.27;10.17 No No Yes Yes Yes Yes 41871 Point Support 41871 94.96;84.02;10.17 No No Yes Yes Yes Yes 41872 Point Support 41872 97.44;147.94;10.17 No No Yes Yes Yes Yes 41873 Point Support 41873 97.44;158.27;10.17 No No Yes Yes Yes Yes 41874 Point Support 41874 113.71;39.77;10.17 No No Yes Yes Yes Yes 41875 Point Support 41875 111.96;67.27;10.17 No No Yes Yes Yes Yes 41876 1 Point Support 41876 111.96.84.02;10.17 No No Yes Yes Yes Yes 41877 Point Support 41877107.29;111.27;10.17 No No Yes Yes Yes Yes 41878 Point Support 41878116.35.158.27;10.17 No No Yes Yes Yes Yes 41879 Point Support 41879 135.71;39.77;10.17 No No Yes Yes Yes Yes 41880 Point Support 41880 137.46.67.02;10.17 No No Yes Yes Yes Yes 41881 Point Support 41881 137.46;84.02;10.17 No No Yes Yes Yes Yes 41882 Point Support 41882132.79;111.27;10.17 No No Yes Yes Yes Yes 41883 Point Support 41883126.94;147.94;10.17 No No Yes Yes Yes Yes 41884 Point Support 41884126.94;158.27.10.17 No No Yes Yes Yes Yes 41885 Point Support 41885145.85; 158.27; 10.17 No No Yes Yes Yes Yes 41886 Point Support 41886 162.96;20.77;10.17 No No Yes Yes Yes Yes 41887 Point Support 41887 162.96.48.27.10.17 No No Yes Yes Yes Yes 41888 Point Support 41888 162.96;64.69;10.17 No No Yes Yes Yes Yes 41889 Point Support 41889 162.96;82.19;10.17 No No Yes Yes Yes Yes 41890 Point Support 41890160.79;111.27;10.17 No No Yes Yes Yes Yes 41891 Point Support 41891 156.44; 147.94; 10.17 No No Yes Yes Yes Yes 41892 Point Support 41892 156.44; 158.27; 10. 17 No No Yes Yes Yes Yes 41893 Point Support 41893175.35;146.27;10.17 No No Yes Yes Yes Yes 41894 Point Support 41894 179.96:20.77;10.17 No No Yes Yes Yes Yes 41895 Point Support 41895 179.96;48.27;10.17 No No Yes Yes Yes Yes 41896 Point Support 179.96;64.69;10.17 No No Yes Yes Yes Yes 41896 41897 Point Support 179.96;82.19;10.17 No No Yes Yes Yes Yes 41897 41898 Point Support 186.29;111.27;10.1 No No Yes Yes Yes Yes Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 2 MZ-9 MZ-9 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Buildingli 2.adm FLOOR -PRO 2012 41898 7 41899 Point Support 185.94;135.94;10.1 No No Yes Yes Yes Yes 41899 7 41900 Point Support 185.94;146.27;10.1 No No Yes Yes Yes Yes 41900 7 41901 Point Support 205.46;20.02; 10. 17 No No Yes Yes Yes Yes 41901 41902 Point Support 205.46;48.27; 10. 17 No No Yes Yes Yes Yes 41902 41903 Point Support 205.46;64.69;10.17 No No Yes Yes Yes Yes 41903 41904 Point Support 205.46;82.19;10.17 No No Yes Yes Yes Yes 41904 41905 Point Support 211.79;111.27;10.1 No No Yes Yes Yes Yes 41905 7 41906 Point Support 204.85; 146.27; 10. 1 No No Yes Yes Yes Yes 41906 7 41907 Point Support 231.12;20.52;10.17 No No Yes Yes Yes Yes 41907 41908 Point Support 222.46;48.52; 10. 17 No No Yes Yes Yes Yes 41908 41909 Point Support 222.46;64.69;10.17 No No Yes Yes Yes Yes 41909 41910 Point Support 222.46;82.19;10.17 No No Yes Yes Yes Yes 41910 41911 Point Support 236.29;111.02;10.1 No No Yes Yes Yes Yes 41911 7 41912 Point Support 249.46;38.52;10.17 No No Yes Yes Yes Yes 41912 41913 Point Support 248.46;64.69;10.17 No No Yes Yes Yes Yes 41913 41914 Point Support 248.96;92.19;10.17 No No Yes Yes Yes Yes 41914 41973 Point Support 252.98;119.48;10.1 Yes Yes No No No No 41973 7 41974 Point Support 252.98; 129.52; 10. 1 Yes No No No No No 41974 7 41915 Point Support 0.75;163.47;10.17 No No No Yes Yes Yes 41915 41916 Point Support 31.79;120.52;10.17 No No No Yes Yes Yes 41916 41917 Point Support 30.29;148.37;10.17 No No No Yes Yes Yes 41917 41918 Point Support 30.29;164.69;10.17 No No No Yes Yes Yes 41918 41919 Point Support 50.21;42.10;10.17 No No No Yes Yes Yes 41919 41920 Point Support 50.71;67.60;10.17 No No No Yes Yes Yes 41920 41921 Point Support 50.71;96.60;10.17 No No No Yes Yes Yes 41921 41922 Point Support 78.02;39.77;10.17 No No No Yes Yes Yes 41922 41923 Point Support 78.02;67.27;10.17 No No No Yes Yes Yes Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 MZ-10 MZ-10 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 41923 41924 Point Support 77.96;84.02; 10. 17 No No No Yes Yes Yes 41924 41925 Point Support 81.79;111.02;10.17 No No No Yes Yes Yes 41925 41926 Point Support 86.85;158.27;10.17 No No No Yes Yes Yes 41926 41927 Point Support 95.27;39.77;10.17 No No No Yes Yes Yes 41927 41928 Point Support 95.27;67.27; 10. 17 No No No Yes Yes Yes 41928 41929 Point Support 94.96;84.02;10.17 No No No Yes Yes Yes 41929 41930 Point Support 97.44;147.94;10.17 No No No Yes Yes Yes 41930 41931 Point Support 97.44;158.27;10.17 No No No Yes Yes Yes 41931 41932 Point Support 113.71;39.77;10.17 No No No Yes Yes Yes 41932 41933 Point Support 111.96;67.27;10.17 No No No Yes Yes Yes 41933 41934 Point Support 111.96;84.02;10.17 No No No Yes Yes Yes 41934 41935 Point Support 107.29;111.27;10.1 No No No Yes Yes Yes 41935 7 41936 Point Support 116.35;158.27;10.1 No No No Yes Yes Yes 41936 7 41937 Point Support 135.71;39.77;10.17 No No No Yes Yes Yes 41937 41938 Point Support 137.46;67.02;10.17 No No No Yes Yes Yes 41938 41939 Point Support 137.46;84.02;10.17 No No No Yes Yes Yes 41939 41940 Point Support 132.79;111.27;10.1 No No No Yes Yes Yes 41940 7 41941 Point Support 126.94;147.94;10.1 No No No Yes Yes Yes 41941 7 41942 Point Support 126.94;158.27;10.1 No No No Yes Yes Yes 41942 7 41943 Point Support 145.85;158.27;10.1 No No No Yes Yes Yes 41943 7 41944 Point Support 162.96;20.77;10.17 No No No Yes Yes Yes 41944 41945 Point Support 162.96;48.27;10.17 No No No Yes Yes Yes 41945 41946 Point Support 162.96;64.69;10.17 No No No Yes Yes Yes 41946 41947 Point Support 162.96;82.19;10.17 No No No Yes Yes Yes 41947 41948 Point Support 160.79;111.27;10.1 No No No Yes Yes Yes 41948 7 41949 Point Support 156.44;147.94;10.1 No No No Yes Yes Yes Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 MZ-11 MZ-11 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 41949 7 41950 Point Support 156.44;158.27;10.1 No No No Yes Yes Yes 41950 7 41951 Point Support 175.35; 146.27; 10. 1 No No No Yes Yes Yes 41951 7 41952 Point Support 179.96;20.77;10.17 No No No Yes Yes Yes 41952 41953 Point Support 179.96;48.27;10.17 No No No Yes Yes Yes 41953 41954 Point Support 179.96;64.69;10.17 No No No Yes Yes Yes 41954 41955 Point Support 179.96;82.19;10.17 No No No Yes Yes Yes 41955 41956 Point Support 186.29;111.27;10.1 No No No Yes Yes Yes 41956 7 41957 Point Support 185.94;135.94;10.1 No No No Yes Yes Yes 41957 7 41958 Point Support 185.94;146.27;10.1 No No No Yes Yes Yes 41958 7 41959 Point Support 205.46;20.02; 10. 17 No No No Yes Yes Yes 41959 41960 Point Support 205.46;48.27; 10. 17 No No No Yes Yes Yes 41960 41961 Point Support 205.46;64.69;10.17 No No No Yes Yes Yes 41961 41962 Point Support 205.46;82.19;10.17 No No No Yes Yes Yes 41962 41963 Point Support 211.79;111.27;10.1 No No No Yes Yes Yes 41963 7 41964 Point Support 204.85; 146.27; 10. 1 No No No Yes Yes Yes 41964 7 41965 Point Support 231.12;20.52;10.17 No No No Yes Yes Yes 41965 41966 Point Support 222.46;48.52; 10. 17 No No No Yes Yes Yes 41966 41967 Point Support 222.46;64.69; 10. 17 No No No Yes Yes Yes 41967 41968 Point Support 222.46;82.19;10.17 No No No Yes Yes Yes 41968 41969 Point Support 236.29;111.02;10.1 No No No Yes Yes Yes 41969 7 41970 Point Support 249.46;38.52;10.17 No No No Yes Yes Yes 41970 41971 Point Support 248.46;64.69; 10. 17 No No No Yes Yes Yes 41971 41972 Point Support 248.96;92.19;10.17 No No No Yes Yes Yes 41972 1 112.40 LINE SUPPORT LOCATIONS AND RESTRAINT Line Supports Locations ID Label Length Centroid X;Y;Z Start X;Y;Z End X;Y;Z ft ft ft ft 7196 1 Line Su port 7196 5.29 0.29;24.54;0.00 0.29;21.90;0.00 0.29;27.19;0.00 Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 5 MZ-12 MZ-12 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 7197 Line Support 7197 5.00 0.29;61.52;0.00 0.29;59.02;0.00 0.29;64.02;0.00 7198 Line Support 7198 5.00 0.29;91.52;0.00 0.29;89.02;0.00 0.29;94.02;0.00 7199 Line Support 7199 5.00 0.29;121.52;0.00 0.29;119.02;0.00 0.29;124.02;0.00 7200 Line Support 7200 4.62 0.29;140.50;0.00 0.29;138.19;0.00 0.29;142.81;0.00 7201 Line Support 7201 3.29 1.94;21.90;0.00 0.29;21.90;0.00 3.58;21.90;0.00 7202 Line Support 7202 5.90 26.82;21.90;0.00 23.88-121.90;0.00 29.77;21.90;0.00 7203 Line Support 7203 64.90 32.29;64.24;0.00 32.29.31.79;0.00 32.29;96.69;0.00 7204 Line Support 7204 10.25 37.42;96.69;0.00 32.29;96.69;0.00 42.54;96.69;0.00 7205 Line Support 7205 19.17 42.54;110.77;0.00 42.54;101.19;0.00 42.54;120.35;0.00 7206 Line Support 7206 4.65 54.55;18.69;0.00 52.23.18.69;0.00 56.88;18.69;0.00 7207 Line Support 7207 37.83 95.79;18.69;0.00 76.88;18.69;0.00 114.71;18.69;0.00 7208 Line Support 7208 16.58 135.79;10.90.0.00 135.79;19.19;0.00 135.79;2.60;0.00 7209 Line Support 7209 95.81 183.70;2.60;0.00 135.79.2.60;0.00 231.60;2.60;0.00 7210 Line Support 7210 11.27 248.37;14.64.0.00 248.37;9.00;0.00 248.37;20.27;0.00 7211 Line Support 7211 11.04 258.85;9.44;0.00 253.33;9.44;0.00 264.37;9.44;0.00 7212 Line Support 7212 2.73 264.37;10.80;0.00 264.37;9.44.0.00 264.37;12.17;0.00 7213 Line Support 7213 15.58 256.17;20.27;0.00 248.37;20.27;0.00 263.96;20.27;0.00 7214 Line Support 7214 16.75 264.37;28.54;0.00 264.37;20.17;0.00 264.37;36.92;0.00 7215 Line Support 7215 4.25 264.37;43.04;0.00 264.37;40.92.0.00 264.37;45.17;0.00 7216 Line Support 7216 16.75 264.37;61.54;0.00 264.37;53.17;0.00 264.37;69.92;0.00 7217 Line Support 7217 4.25 264.37;76.04;0.00 264.37;73.92;0.00 264.37;78.17;0.00 7218 Line Support 7218 18.92 264.37;95.62;0.00 264.37;86.17;0.00 264.37;105.08;0.00 7219 Line Support 7219 9.98 264.37.114.07;0.00 264.37;109.08;0.00 264.37.119.06;0.00 7220 Line Support 7220 11.40 258.68;119.06;0.00 264.37.119.06.0.00 252.98;119.06;0.00 7221 Line Support 7221 8.67 30.10.23.02;0.00 30.10;18.69;0.00 30.10.27.35;0.00 7222 Line Support 7222 1.25 30.73.18.69;0.00 30.10;18.69;0.00 31.35;18.69;0.00 7223 Line Support 7223 17.71 3-8.96.27.35.0.00 30.10;27.35;0.00 47.81.27.35;0.00 7224 Line Support 7224 14.21 41.79;18.69;0.00 34.69.18.69.0.00 48.90;18.69;0.00 7225 Line Support 7225 8.67 47.81;23.02;0.00 47.81;18.69;0.00 47.81;27.35;0.00 7226 Line Support 7226 12.53 48.81;102.44;0.00 42.54;102.44;0.00 55.07.102.44;0.00 7227 Line Support 7227 3.23 56.21;103.58;0.00 55.07;102.44;0.00 57.35;104.72;0.00 7228 Line Support 7228 3.01 62.90;110.26;0.00 61.83;109.20;0.00 63.96;111.33;0.00 7229 Line Support 7229 9.03 63.96;115.84;0.00 63.96;111.33;0.00 63.96;120.35;0.00 7230 Line Support 7230 21.42 53.25;120.35;0.00 42.54;120.35;0.00 63.96;120.35;0.00 7231 Line Support 7231 10.17 58.60;125.77;0.00 58.60;120.69;0.00 58.60;130.85;0.00 7232 Line Support 7232 9.35 34.78;129.04;0.00 30.10;129.04;0.00 39.46;129.04;0.00 7233 Line Support 7233 7.67 30.10;132.87;0.00 30.10;129.04;0.00 30.10;136.71;0.00 7234 Line Support 7234 9.35 34.78;136.71;0.00 30.10;136.71;0.00 39.46;136.71;0.00 7235 Line Support 7235 7.67 39.46;132.87;0.00 39.46;129.04;0.00 39.46;136.71;0.00 7236 Line Support 7236 22.00 47.00;148.27;0.00 47.00;137.27;0.00 47.00-159.27;0.00 7237 Line Support 7237 22.00 67.50;148.27;0.00 67.50;137.27;0.00 67.50;159.27;0.00 7238 Line Support 7238 92.26 104.73;130.85.0.00 58.60;130.85;0.00 150.85;130.85;0.00 7239 Line Support 7239 17.50 154.71;65.69;0.00 145.96;65.69;0.00 163.46;65.69;0.00 7240 Line Support 7240 1.25 236.56;0.00;0.00 235.94;0.00;0.00 237.19;0.00;0.00 7241 Line Support 7241 13.12 247.08;0.00;0.00 240.52;0.00;0.00 253.65;0.00;0.00 7242 Line Support 7242 8.67 235.94;4.33;0.00 235.94;0.00;0.00 235.94;8.67;0.00 7243 Line Support 7243 8.67 253.65;4.33.0.00 253.65;0.00;0.00 253.65;8.67;0.00 7244 Line Support 7244 17.71 244.79.8.67;0.00 235.94-18.67;0.00 253.65;8.67;0.00 7245 Line Support 7245 89.58 195.67;118.85;0.00 150.87;118.85;0.00 240.46;118.85.0.00 7246 Line Support 7246 25.00 216.19;137.77-0.00 216.19;125.27;0.00 216.19;150.27;0.00 7247 Line Support 7247 25.50 225.85;138.02;0.00 225.85;125.27;0.00 225.85;150.77;0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 MZ-13 MZ-13 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 7248 Line Support 7248 3.00 227.35;151.10;0.00 225.85;151.10;0.00 228.85;151.10;0.00 7249 Line Support 7249 10.02 240.20;151.10;0.00 235.19;151.10;0.00 245.21;151.10;0.00 7250 Line Support 7250 2.92 253.00;151.10;0.00 251.54;151.10;0.00 254.46;151.10;0.00 7251 Line Support 7251 9.33 244.98;124.50;0.00 244.98;119.83;0.00 244.98;129.17;0.00 7252 Line Support 7252 7.67 248.81;119.83;0.00 244.98;119.83;0.00 252.65;119.83;0.00 7253 Line Support 7253 9.33 252.65;124.50;0.00 252.65;119.83;0.00 252.65;129.17;0.00 7254 Line Support 7254 7.67 248.81;129.17;0.00 244.98;129.17;0.00 252.65;129.17;0.00 7255 Line Support 7255 21.58 254.46;140.31;0.00 254.46;129.52;0.00 254.46;151.10;0.00 7256 Line Support 7256 5.29 0.29;24.54;20.00 0.29;21.90;20.00 0.29;27.19;20.00 7257 Line Support 7257 5.00 0.29;61.52;20.00 0.29;59.02;20.00 0.29;64.02;20.00 7258 Line Support 7258 5.00 0.29;91.52;20.00 0.29;89.02;20.00 0.29;94.02;20.00 7259 Line Support 7259 5.00 0.29;121.52;20.00 0.29;119.02;20.00 0.29;124.02;20.00 7260 Line Support 7260 4.62 0.29;140.50;20.00 0.29;138.19;20.00 0.29;142.81;20.00 7261 Line Support 7261 3.29 1.94;21.90;20.00 0.29;21.90;20.00 3.58;21.90;20.00 7262 Line Support 7262 5.90 26.82;21.90;20.00 23.88;21.90;20.00 29.77;21.90;20.00 7263 Line Support 7263 4.65 54.55;18.69;20.00 52.23;18.69;20.00 56.88;18.69;20.00 7264 Line Support 7264 37.83 95.79;18.69;20.00 76.88;18.69;20.00 114.71;18.69;20.00 7265 Line Support 7265 16.58 135.79;10.90;20.00 135.79;19.19;20.00 135.79;2.60;20.00 7266 Line Support 7266 68.98 32.29;62.20;20.00 32.29;27.71;20.00 32.29;96.69;20.00 7267 Line Support 7267 23.67 42.54;108.52;20.00 42.54;96.69;20.00 42.54;120.35;20.00 7268 Line Support 7268 12.53 48.81;102.44;20.00 42.54;102.44;20.00 55.07;102.44;20.00 7269 Line Support 7269 12.57 59.51;106.88;20.00 55.07;102.44;20.00 63.96;111.33;20.00 7270 Line Support 7270 9.03 63.96;115.84;20.00 63.96;111.33;20.00 63.96;120.35;20.00 7271 Line Support 7271 21.42 53.25;120.35;20.00 63.96;120.35;20.00 42.54;120.35;20.00 7272 Line Support 7272 22.00 47.00;148.27;20.00 47.00;137.27;20.00 47.00;159.27;20.00 7273 Line Support 7273 8.52 67.50;141.53;20.00 67.50;137.27;20.00 67.50;145.79;20.00 7274 Line Support 7274 9.35 34.78;136.71;20.00 30.10;136.71;20.00 39.46;136.71;20.00 7275 Line Support 7275 7.67 39.46;132.87;20.00 39.46;136.71;20.00 39.46;129.04;20.00 7276 Line Support 7276 9.35 34.78;129.04;20.00 39.46;129.04;20.00 30.10;129.04;20.00 7277 Line Support 7277 7.67 30.10;132.87;20.00 30.10;129.04;20.00 30.10;136.71;20.00 7278 Line Support 7278 10.25 37.42;96.69;20.00 32.29;96.69;20.00 42.54;96.69;20.00 7279 Line Support 7279 8.67 30.10;23.02;20.00 30.10;18.69;20.00 30.10;27.35;20.00 7280 Line Support 7280 17.71 38.96;27.35;20.00 30.10;27.35;20.00 47.81;27.35;20.00 7281 Line Support 7281 8.67 47.81;23.02;20.00 47.81;27.35;20.00 47.81;18.69;20.00 7282 Line Support 7282 17.71 38.96;18.69;20.00 30.10;18.69;20.00 47.81;18.69;20.00 7283 Line Support 7283 8.67 235.94;4.33;20.00 235.94;0.00;20.00 235.94;8.67;20.00 7284 Line Support 7284 17.71 244.79;8.67;20.00 235.94;8.67;20.00 253.65;8.67;20.00 7285 Line Support 7285 8.67 253.65;4.33;20.00 253.65;8.67;20.00 253.65;0.00;20.00 7286 Line Support 7286 17.71 244.79;0.00;20.00 253.65;0.00;20.00 235.94;0.00;20.00 7287 Line Support 7287 9.33 244.98;124.50;20.0 0 244.98;119.83;20.0 0 244.98;129.17;20.0 0 7288 Line Support 7288 7.67 248.81;129.17;20.0 0 244.98;129.17;20.0 0 252.65;129.17;20.0 0 7289 Line Support 7289 9.33 252.65;124.50;20.0 0 252.65;129.17;20.0 0 252.65;119.83;20.0 0 ne Support 7290 7.67 248.81;119.83;20.0 0 252.65;119.83;20.0 0 244.98;119.83;20.0 0 ne Support 7291 4.65 138.11;2.60;20.00 135.79;2.60;20.00 140.44;2.60;20.00 iLL11'ne ne Support 7292 5.50 151.19;2.60;20.00 148.44;2.60;20.00 153.94;2.60;20.00 ne Support 7293 5.42 189.31;2.60-20.00 186.60;2.60;20.00 192.02;2.60;20.00 Support 7294 12.99 1 210.27;2.60;20.00 1 203.78;2.60;20.00 1 216.77;2.60;20.00 Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 7 MZ-14 MZ-14 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 7295 Line Support 7295 10.83 230.19;2.60;20.00 224.77;2.60;20.00 235.60;2.60;20.00 7296 Line Support 7296 2.73 264.37;10.80;20.00 264.37;9.44;20.00 264.37;12.17;20.00 7297 Line Support 7297 11.19 248.37;14.68;20.00 248.37;9.08;20.00 248.37;20.27;20.00 7298 Line Support 7298 8.65 252.70;20.27;20.00 248.37;20.27;20.00 257.02;20.27;20.00 7299 Line Support 7299 4.15 264.37;22.34;20.00 264.37;20.27;20.00 264.37;24.42;20.00 7300 Line Support 7300 16.75 264.37;36.79;20.00 264.37;28.42;20.00 264.37;45.17;20.00 7301 Line Support 7301 4.25 264.37;55.29;20.00 264.37;53.17;20.00 264.37;57.42;20.00 7302 Line Support 7302 16.75 264.37;69.79;20.00 264.37;61.42;20.00 264.37;78.17;20.00 7303 Line Support 7303 3.85 264.37;88.09;20.00 264.37;86.17;20.00 264.37;90.02;20.00 7304 Line Support 7304 6.67 264.37;97.35;20.00 264.37;94.02;20.00 264.37;100.69;20.0 0 7305 Line Support 7305 9.98 264.37;114.07;20.0 0 264.37;109.08;20.0 0 264.37;119.06;20.0 0 7306 Line Support 7306 4.04 255.00;119.06;20.0 0 257.02;119.06;20.0 0 252.98;119.06;20.0 0 7307 Line Support 7307 3.33 254.46;131.19;20.0 0 254.46;129.52;20.0 0 254.46;132.85;20.0 0 7308 Line Support 7308 4.17 254.46;140.44;20.0 0 254.46;138.35;20.0 0 254.46;142.52;20.0 0 7309 Line Support 7309 3.08 254.46;149.56;20.0 0 254.46;148.02;20.0 0 254.46;151.10;20.0 0 7310 Line Support 7310 2.92 253.00;151.10;20.0 0 254.46;151.10;20.0 0 251.54;151.10;20.0 0 7311 Line Support 7311 10.02 240.20;151.10;20.0 0 245.21;151.10;20.0 0 235.19;151.10;20.0 0 7312 Line Support 7312 3.00 227.35;151.10;20.0 0 228.85;151.10;20.0 0 225.85;151.10;20.0 0 7313 Line Support 7313 20.33 225.85;140.60;20.0 0 225.85;130.44;20.0 0 225.85;150.77;20.0 0 7314 Line Support 7314 25.00 216.19;137.77;20.0 0 216.19;125.27;20.0 0 216.19;150.27;20.0 0 7315 Line Support 7315 6.06 147.82;130.85;20.0 0 150.85;130.85;20.0 0 144.79;130.85;20.0 0 7316 Line Support 7316 10.00 132.79;130.85;20.0 0 137.79;130.85;20.0 0 127.79;130.85;20.0 0 7317 Line Support 7317 10.01 115.79;130.85;20.0 0 120.79;130.85;20.0 0 110.78;130.85;20.0 0 7318 Line Support 7318 10.00 98.78;130.85;20.00 103.78;130.85;20.0 0 93.78;130.85;20.00 7319 Line Support 7319 10.00 81.78;130.85;20.00 86.78;130.85;20.00 76.78;130.85;20.00 7320 Line Support 7320 11.18 64.19;130.85;20.00 69.78;130.85;20.00 58.60;130.85;20.00 7321 Line Support 7321 6.13 58.60;127.79;20.00 58.60;130.85;20.00 58.60;124.73;20.00 7322 Line Support 7322 20.67 168.27;2.60;20.00 157.94;2.60;20.00 178.60;2.60;20.00 7323 Line Support 7323 7.76 199.90;2.60;20.00 196.02;2.60;20.00 203.78;2.60;20.00 7324 Line Support 7324 7.35 260.70;20.27;20.00 257.02;20.27;20.00 264.37;20.27;20.00 7325 Line Support 7325 7.35 260.70;119.06;20.0 0 257.02;119.06;20.0 0 264.37;119.06;20.0 0 7326 Line Support 7326 13.48 67.50;152.53;20.00 67.50;145.79;20.00 67.50;159.27;20.00 Line Supports Releases ---Release:Translation-------- Release: Rotation ---I ID Label I X Y Z XX YY ZZ 7196 1 Line Support 7196 1 No No Yes Yes Yes Yes Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 8 MZ-15 MZ-15 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 7197 Line Support 7197 No No Yes Yes Yes Yes 7198 Line Support 7198 No No Yes Yes Yes Yes 7199 Line Support 7199 No No Yes Yes Yes Yes 7200 Line Support 7200 No No Yes Yes Yes Yes 7201 Line Support 7201 No No Yes Yes Yes Yes 7202 Line Support 7202 No No Yes Yes Yes Yes 7203 Line Support 7203 No No Yes Yes Yes Yes 7204 Line Support 7204 No No Yes Yes Yes Yes 7205 Line Support 7205 No No Yes Yes Yes Yes 7206 Line Support 7206 No No Yes Yes Yes Yes 7207 Line Support 7207 No No Yes Yes Yes Yes 7208 Line Support 7208 No No Yes Yes Yes Yes 7209 Line Support 7209 No No Yes Yes Yes Yes 7210 Line Support 7210 No No Yes Yes Yes Yes 7211 Line Support 7211 No No Yes Yes Yes Yes 7212 Line Support 7212 No No Yes Yes Yes Yes 7213 Line Support 7213 No No Yes Yes Yes Yes 7214 Line Support 7214 No No Yes Yes Yes Yes 7215 Line Support 7215 No No Yes Yes Yes Yes 7216 Line Support 7216 No No Yes Yes Yes Yes 7217 Line Support 7217 No No Yes Yes Yes Yes 7218 Line Support 7218 No No Yes Yes Yes Yes 7219 Line Support 7219 No No Yes Yes Yes Yes 7220 Line Support 7220 No No Yes Yes Yes Yes 7221 Line Support 7221 No No Yes Yes Yes Yes 7222 Line Support 7222 No No Yes Yes Yes Yes 7223 Line Support 7223 No No Yes Yes Yes Yes 7224 Line Support 7224 No No Yes Yes Yes Yes 7225 Line Support 7225 No No Yes Yes Yes Yes 7226 Line Support 7226 No No Yes Yes Yes Yes 7227 Line Support 7227 No No Yes Yes Yes Yes 7228 Line Support 7228 No No Yes Yes Yes Yes 7229 Line Support 7229 No No Yes Yes Yes Yes 7230 Line Support 7230 No No Yes Yes Yes Yes 7231 Line Support 7231 No No Yes Yes Yes Yes 7232 Line Support 7232 No No Yes Yes Yes Yes 7233 Line Support 7233 No No Yes Yes Yes Yes 7234 Line Support 7234 No No I Yes Yes Yes Yes 7235 Line Support 7235 No No Yes Yes Yes Yes 7236 Line Support 7236 No No Yes Yes Yes Yes 7237 Line Support 7237 No No Yes Yes Yes Yes 7238 Line Support 7238 No No Yes Yes Yes Yes 7239 Line Support 7239 No No Yes Yes Yes Yes 7240 Line Support 7240 No No Yes Yes Yes Yes 7241 Line Support 7241 No No Yes Yes Yes Yes 7242 Line Support 7242 No No Yes Yes Yes Yes 7243 Line Support 7243 No No Yes Yes Yes Yes 7244 Line Support 7244 No No Yes Yes Yes Yes 7245 Line Support 7245 No No Yes Yes Yes Yes 7246 Line Support 7246 No No Yes Yes Yes Yes 7247 Line Support 7247 No No Yes Yes Yes Yes Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 MZ-16 MZ-16 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.ad m FLOOR -PRO 2012 7248 Line Support 7248 No No Yes Yes Yes Yes 7249 Line Support 7249 No No Yes Yes Yes Yes 7250 Line Support 7250 No No Yes Yes Yes Yes 7251 Line Support 7251 No No Yes Yes Yes Yes 7252 Line Support 7252 No No Yes Yes Yes Yes 7253 Line Support 7253 No No Yes Yes Yes Yes 7254 Line Support 7254 No No Yes Yes Yes Yes 7255 Line Support 7255 No No Yes Yes Yes Yes 7256 Line Support 7256 No No No Yes Yes Yes 7257 Line Support 7257 No No No Yes Yes Yes 7258 Line Support 7258 No No No Yes Yes Yes 7259 Line Support 7259 No No No Yes Yes Yes 7260 Line Support 7260 No No No Yes Yes Yes 7261 Line Support 7261 No No No Yes Yes Yes 7262 Line Support 7262 No No No Yes Yes Yes 7263 Line Support 7263 No No No Yes Yes Yes 7264 Line Support 7264 No No No Yes Yes Yes 7265 Line Support 7265 No No No Yes Yes Yes 7266 Line Support 7266 No No No Yes Yes Yes 7267 Line Support 7267 No No No Yes Yes Yes 7268 Line Support 7268 No No No Yes Yes Yes 7269 Line Support 7269 No No No Yes Yes Yes 7270 Line Support 7270 No No No Yes Yes Yes 7271 Line Support 7271 No No No Yes Yes Yes 7272 Line Support 7272 No No No Yes Yes Yes 7273 Line Support 7273 No No No Yes Yes Yes 7274 Line Support 7274 No No No Yes Yes Yes 7275 Line Support 7275 No No No Yes Yes Yes 7276 Line Support 7276 No No No Yes Yes Yes 7277 Line Support 7277 No No No Yes Yes Yes 7278 Line Support 7278 No No No Yes Yes Yes 7279 Line Support 7279 No No No Yes Yes Yes 7280 Line Support 7280 No No No Yes Yes Yes 7281 Line Support 7281 No No No Yes Yes Yes 7282 Line Support 7282 No No No Yes Yes Yes 7283 Line Support 7283 No No No Yes Yes Yes 7284 Line Support 7284 No No No Yes Yes Yes 7285 Line Support 7285 No No No Yes Yes Yes 7286 Line Support 7286 No No No Yes Yes Yes 7287 Line Support 7287 No No No Yes Yes Yes 7288 Line Support 7288 No No No Yes Yes Yes 7289 Line Support 7289 No No No Yes Yes Yes 7290 Line Support 7290 No No No Yes Yes Yes 7291 Line Support 7291 No No No Yes Yes Yes 7292 Line Support 7292 No No No Yes Yes Yes 7293 Line Support 7293 No No No Yes Yes Yes 7294 Line Support 7294 No No No Yes Yes Yes 7295 Line Support 7295 No No No Yes Yes Yes 7296 Line Support 7296 No No No Yes Yes Yes 7297 Line Support 7297 No No No Yes Yes Yes 7298 Line Support 7298 No No No I Yes Yes I Yes Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 10 MZ-17 MZ-17 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 7299 Line Support 7299 No No No Yes Yes Yes 7300 Line Support 7300 No No No Yes Yes Yes 7301 Line Support 7301 No No No Yes Yes Yes 7302 Line Support 7302 No No No Yes Yes Yes 7303 Line Support 7303 No No No Yes Yes Yes 7304 Line Support 7304 No No No Yes Yes Yes 7305 Line Support 7305 No No No Yes Yes Yes 7306 Line Support 7306 No No No Yes Yes Yes 7307 Line Support 7307 No No No Yes Yes Yes 7308 Line Support 7308 No No No Yes Yes Yes 7309 Line Support 7309 No No No Yes Yes Yes 7310 Line Support 7310 No No No Yes Yes Yes 7311 Line Support 7311 No No No Yes Yes Yes 7312 Line Support 7312 No No No Yes Yes Yes 7313 Line Support 7313 No No No Yes Yes Yes 7314 Line Support 7314 No No No I Yes I Yes Yes 7315 Line Support 7315 No No No Yes Yes Yes 7316 Line Support 7316 No No No Yes Yes Yes 7317 Line Support 7317 No No No Yes Yes Yes 7318 Line Support 7318 No No No Yes Yes Yes 7319 Line Support 7319 No No No Yes Yes Yes 7320 Line Support 7320 No No No Yes Yes Yes 7321 Line Support 7321 No No No Yes Yes Yes 7322 Line Support 7322 No No No Yes Yes Yes 7323 Line Support 7323 No No No Yes Yes Yes 7324 Line Support 7324 No No No Yes Yes Yes 7325 Line Support 7325 No No No Yes Yes Yes 7326 Line Support 7326 No No No Yes Yes Yes Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306 2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 MZ-18 MZ-18 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 146 LOAD CASES AND COMBINATIONS 146.20 LOAD CASES Dead load Live load Selfweight Prestressing Hyperstatic Specific Data: Mezzanine File Name: BuildingE_2.adm FLOOR -PRO 146.40 LOAD COMBINATIONS Name: Service(Total Load) Evaluation: SERVICE TOTAL LOAD Combination detail: 1.00 x Selfweight + Prestressing Name: Service(Sustained Load) Evaluation: SERVICE SUSTAINED LOAD Combination detail: 1.00 x Selfweight + Prestressing Name: Strength(Dead and Live) Evaluation: STRENGTH Combination detail: 1.20 x Selfweight + Hyperstatic Name: Strength(Dead Load Only) Evaluation: STRENGTH Combination detail: 1.40 x Selfweight + Name: Initial Evaluation: INITIAL Combination detail: 1.00 x Selfweight + Name: Sustained —Load Evaluation: CRACKED DEFLECTION Combination detail: 1.00 x Selfweight + 1.00 x Dead load + 1.00 x Live load + 1.00 x 1.00 x Dead load + 0.30 x Live load + 1.00 x 1.20 x Dead load + 1.60 x Live load + 1.00 x 1.40 x Dead load + 1.00 x Hyperstatic 1.15 x Prestressing 1.00 x Dead load + 0.30 x Live load + 1.00 x Prestressing Name: Long_Term Evaluation: LONG TERM DEFLECTION Combination detail: 3.00 x Sustained Load Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 12 19 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 117 MATERIALS 117.20 CONCRETE MATERIAL PROPERTIES MZ-19 psi pCf ksi 1 Concrete 4000 4000 150.00 Normal 3835 2.00 2 Concrete 5000 5000 150.00 Normal 4287 2.00 F'c = strength at 28 days Ec = modulus of elasticity at 28 days 117.40 REINFORCEMENT (NONPRESTRESSED) MATERIAL PROPERTIES ksi ksi ksi 1 MildSteel1 60.000 60.000 30000 fy = yield stress of longitudinal reinforcement fvy = yield stress of one-way shear reinforcement Es = modulus of elasticity 117.60 PRESTRESSING MATERIAL PROPERTIES ksi ksi ksi 1 Prestressing 1 270.000 440.000 29007 fpu = ultimate stress fpy = yield stress Eps = modulus of elasticity 142 CODES AND ASSUMPTIONS 142.10 DESIGN CODE SPECIFIED: ACI 2011/I13C 2012 142.15 TORSIONAL STIFFNESS OF BEAMS ACCOUNTED FOR 142.16 TORSIONAL STIFFNESS OF LOWER COLUMNS ACCOUNTED FOR 142.17 TORSIONAL STIFFNESS OF UPPER COLUMNS ACCOUNTED FOR 142.20 MATERIAL AND STRENGTH REDUCTION FACTORS Two-way Slabs ACI 2011/I13C 2012 strength reduction factors used: For bending = 0.90 For shear two-way = 0.75 One-way Slabs ACI 2011/I13C 2012 strength reduction factors used: For bending = 0.90 For shear one-way = 0.75 Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 13 MZ-20 MZ-20 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm 2012 Beams ACI 201 VIBC 2012 strength reduction factors used: For bending = 0.90 For shear one-way = 0.75 142.30 COVER TO REINFORCEMENT Two-way Slabs Prestressing Tendons (CGS) At top = 1.50 in At bottom = 1.50 in Nonprestressing reinforcement (cover) At top = 1.50 in At bottom = 1.25 in One-way Slabs Prestressing Tendons (CGS) At top = 1.50 in At bottom = 1.50 in Nonprestressing reinforcement (cover) At top = 1.00 in At bottom = 1.00 in Beams Prestressing Tendons (CGS) At top = 1.50 in At bottom = 1.50 in Nonprestressing reinforcement (cover) At top = 1.50 in At bottom = 1.50 in 142.40 MINIMUM BAR LENGTH Two-way systems FLOOR -PRO Cut off length of minimum steel over support (length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: Top bars = 12.00 in Bottom bars = 12.00 in One-way slabs Cut off length of minimum steel over support (length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: Top bars = 12.00 in Bottom bars = 12.00 in Beams Cut off length of minimum steel over support (length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: Top bars = 12.00 in Bottom bars = 12.00 in 143 DESIGN CRITERIA Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 14 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 143.10 ONE-WAY SLABS Sustain load stresses Tension stress as multiple of (fc)^1/2 At top fibers At bottom fibers Compression stress as multiple of fc Extreme fiber Initial load stresses Tension stress as multiple of (fc)Al/2 At top fibers At bottom fibers Compression stress as multiple of fc Extreme fiber Total load stresses Tension stress as multiple of (fc)Al/2 At top fibers At bottom fibers Compression stress as multiple of fc Extreme fiber 143.20 TWO-WAY SLABS Sustain load stresses Tension stress as multiple of (fc)Al/2 At top fibers At bottom fibers Compression stress as multiple of fc Extreme fiber Initial load stresses Tension stress as multiple of (fc)Al/2 At top fibers At bottom fibers Compression stress as multiple of fc Extreme fiber Total load stresses Tension stress as multiple of (fc)"1/2 At top fibers At bottom fibers Compression stress as multiple of f'c Extreme fiber 143.30 BEAMS Sustain load stresses Tension stress as multiple of (fc)^1/2 At top fibers At bottom fibers Compression stress as multiple of fc Specific Data: Mezzanine File Name: BuildingE 2.adm = 7.50 = 7.50 = 0.45 = 3.00 = 3.00 = 0.60 = 7.50 = 7.50 = 0.60 = 6.00 = 6.00 = 0.45 = 3.00 = 3.00 = 0.60 = 6.00 = 6.00 = 0.60 = 7.50 = 7.50 FLOOR -PRO SupportCadaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 15 MZ-21 MZ-22 MZ-22 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm 2012 Extreme fiber = 0.45 Initial load stresses Tension stress as multiple of (fc)Al/2 At top fibers = 3.00 At bottom fibers = 3.00 Compression stress as multiple of fc Extreme fiber = 0.60 Total load stresses Tension stress as multiple of (fc)Al/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of fc Extreme fiber = 0.60 FLOOR -PRO Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 16 I MZ-23 MZ-23 MZ-24 MZ-24 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 111.10 TENDON MATERIAL Material Label: Prestressing 1 fpu = 270.000ksi fpy = 240.000ksi Specific Data: Mezzanine File Name: Building E_2.adm Eps = 29007ksi FLOOR -PRO 111.20 TENDON GROUPS GEOMETRY, SYSTEM AND FRICTION Group Span Span lengt h Shape Start (from soffit) Center (from soffit End (from soffit) Stressing end System K *0.001 Meu *0.01 Min radius of curvature ft in in in rad/ft ft Group 1 1 1.25 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 8.60 1 5.00 5.00 8.50 Both U 1.00 7.00 6.34 3 17.03 8 8.50 -- 8.50 Both U 1.00 7.00 NA 4 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 5 25.50 1 8.50 3.00 8.50 Both U 1.00 7.00 24.77 6 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 7 26.00 1 8.50 1.50 8.50 Both U 1.00 7.00 28.97 8 16.33 4 8.50 - 5.00 Both U 1.00 7.00 457.29 Total 128.7 2 TENDON GROUPING, IDENTIFICATION AND STRESSING GROUP: NONE Number of tendons: 186 Material ID: Prestressing 1 Tendon length(ft) = 128.72 Strands area (in2): 0.15 Stressing: Both ends Seating (in): 0.25 Elongation (in): First end: 0.00 Second end: 0.00 Total: 0.00 Tendon ID Number of Strands 2 9 3 21 5 17 7 8 8 10 10 12 12 10 13 12 15 21 16 8 17 4 18 3 19 3 20 3 21 3 22 3 23 3 24 3 26 3 27 3 28 3 29 3 30 3 Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 17 f MZ-25 MZ-25 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 31 3 32 3 33 3 34 3 35 3 36 3 37 3 38 3 39 3 40 3 41 3 42 3 43 3 44 3 45 3 46 3 47 3 48 3 49 3 50 3 51 3 52 3 53 3 54 3 55 3 56 3 57 3 58 3 59 3 60 3 61 3 62 3 63 3 64 3 65 3 66 3 67 3 68 3 70 3 71 3 72 3 73 3 74 3 75 3 76 3 77 3 78 3 79 3 80 3 81 3 82 3 83 3 84 3 85 3 86 3 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 18 MZ-26 MZ-26 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 87 3 88 3 191 3 89 10 90 22 91 22 92 22 93 24 94 34 95 24 96 12 97 8 98 12 99 22 100 26 101 24 102 28 107 8 108 10 109 5 110 5 111 5 112 5 113 5 114 5 115 5 116 5 117 5 118 5 119 5 120 5 122 5 123 5 124 5 125 5 126 5 127 5 128 4 129 4 130 4 131 4 132 4 133 4 134 4 135 4 136 4 137 4 138 4 139 4 140 4 141 4 142 4 143 4 144 4 145 4 Specific Data: Mezzanine File Name: BuildingE_2.adm FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 19 A111 % MZ-27 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 146 4 147 4 148 4 149 4 150 4 151 4 152 4 153 4 154 4 155 4 156 4 157 4 158 4 159 4 160 4 161 4 162 4 163 4 164 4 165 4 166 4 167 4 168 4 169 5 170 5 171 5 172 5 173 5 174 5 175 5 176 5 177 5 178 5 179 5 180 5 181 5 182 5 183 5 184 5 185 5 186 5 187 4 188 4 189 4 190 4 106 16 103 16 192 10 196 16 197 16 198 8 199 6 200 5 TENDON CASTING Specific Data: Mezzanine File Name: BuildingE_2.adm FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 20 MZ-28 MZ-28 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 Total Number of 5 Hole Casting: 121, Unit Price: $1.00, Total Price: $121.00 Total Number of Single Casting: 255, Unit Price: $0.50, Total Price: $127.50 Legend Shape 1 ----- Reversed Parabola 2----- Partial Parabola 3----- Harped 4----- Cantilever Up 5----- Cantilever Partial 6----- Cantilever Harped 7----- Cantilever Down 8 ----- Straight 9----- Extended Reversed Parabola System U----Unbonded B ----- Bonded Code First ----Stressed at first end Last ----Stressed at last end Both ---Stressed at both ends 111.50 TENDON ELONGATION, BY GROUPS Tendon (Group Label) Jack (1st,2nd) Seating (1 st,2nd Elongation 1 st,2nd,Total k in in Group 1 297,432,297.432 0.25,0.25 10.02,0.37,10.38 Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 21 MZ-29 MZ-29 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 111.30 INDIVIDUAL TENDON'S GEOMETRY, SYSTEM AND FRICTION Material Label: Prestressing 1 fpu = 270.000ksi fpy = 240.000ksi Eps = 29007ksi # Label Span Span length Shape Start (from soffit) Center (from soffit) End (from soffit Stressing end System K *0.001 Meu *0.01 Min radius of curvature ft in in in rad/ft ft 2 Tendon 2 1 1.25 8 5.00 --- 5.00 Both U 1.00 7.00 NA 2 8.60 1 5.00 5.00 8.50 Both U 1.00 7.00 6.34 3 17.03 8 8.50 --- 8.50 Both U 1.00 7.00 NA 4 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 5 25.50 1 8.50 3.00 8.50 Both U 1.00 7.00 24.77 6 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 7 26.00 1 8.50 1.50 8.50 1 Both U 1.00 7.00 28.97 8 16.33 4 8.50 --- 5.00 Both U 1.00 7.00 457.29 Total 128.72 3 Tendon 3 1 19.13 4 5.00 --- 8.50 Both U 1.00 7.00 28.01 2 25.57 1 8.50 1.50 8.50 Both U 1.00 7.00 24.77 3 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 4 25.50 1 8.50 1.50 8.50 Both U 1.00 7.00 24.77 5 17.00 1 8.50 5.00 8.50 Both U 1.00 7.00 24.77 6 28.32 1 8.50 1.50 8.50 Both U 1.00 7.00 34.38 7 15.83 4 8.50 --- 5.00 Both U 1.00 7.00 429.72 Total 148.35 5 Tendon 5 1 16.94 1 5.00 1.50 8.50 Both U 1.00 7.00 12.29 2 28.00 1 8.50 1.50 8.50 Both U 1.00 7.00 27.87 3 25.50 1 8.50 1.50 8.50 Both U 1.00 7.00 27.87 4 25.50 1 8.50 1.50 8.50 Both U 1.00 7.00 25.73 5 24.50 1 8.50 1.50 8.50 Both U 1.00 7.00 25.73 6 28.50 1 8.50 1.50 5.00 Both U 1.00 7.00 34.81 Total 148.94 7 Tendon 7 1 16.94 1 5.00 1.50 8.50 Both U 1.00 7.00 12.29 2 19.61 1 8.50 1.50 8.50 Both U 1.00 7.00 16.48 3 89.58 8 8.50 --- 8.50 Both U 1.00 7.00 NA 4 5.07 4 8.50 --- 5.00 Both U 1.00 7.00 44.05 Total 131.20 8 Tendon 8 1 35.07 8 5.00 --- 8.50 Both U 1.00 17.001 NA Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 22 MZ-30 MZ-30 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 W�MMMMMMMMMEW Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 23 Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 23 MZ-31 MZ-31 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 EMMIM Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 24 MZ-32 MZ-32 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 _-� 11 � 11 � 11 - • • � 11 11 m _-� 11 � 11 � 11 - • • � 11 11 m ENUM _-� 11 � 11 � 11 - • . � 11 11 m _-� 11 � 1/ � 11 - • • � 11 11 m _-� 11 � 11 � 11 - • • � 11 /1 m _-� 11 � 11 � 11 - • • � If 11 ® - •• �®© 11 ® 11 - • • � 11 11 _-� 11 � 11 ® 11 - • • � 11 11 m Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 25 MZ-33 MZ-33 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 MWE-11 i M®MW®W - • . WMEW -©®0EFWI rl, - • • 0 •• •• _-Q �• 0 �• •e - . • 0 �� •� m Support@adaptsoftcom vwuw.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 26 MZ-34 MZ-34 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 q 001 M W M W Support@adaptsaft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 27 MZ-35 MZ-35 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 0 ss �• - • • 0 �• •• Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 28 MZ-36 MZ-36 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 I 1 Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 29 FIMZ-37 �i t Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 Specific Data: Mezzanine File Name: BuildingE_2.adm FLOOR -PRO MZ-37 s1 - 0 �� �� mom W I W 7 1 11 NO, M W M W M M 0MrnvsprsMa e� 0Mrwlvnprs1 �M MORE oW-%TIAMWITIMMMrs, Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 30 MZ-38 MZ-38 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 MWE,M®M®®®®M®®® EWE, I "I MWWW=WMWWE= MUM Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 31 MZ-39 MZ-39 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingF-_2.adm FLOOR -PRO 2012 -0 0Evvl from- . • 0 �� •� Support@adaptsaft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 32 MZ-40 MZ-40 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 f• - • • 0 •• �� on from ORION Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 33 MZ-41 MZ-41 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 _-� 11 � 11 � 11 - • • � 11 11 m �Evnsnnrl ms� NOW M. _-� 11 � 1/ � 11 - • • � 11 11 m ® -••• � �. � 11 ® 1 - . • � 11 11 1 �1 11 11 _-� /I � 11 � 11 - • • � 11 11 m _-© 11 � 11 � 11 - • • � 11 11 m Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 [c'! MZ-42 MZ-42 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 TENDON GROUPING, IDENTIFICATION AND STRESSING Tendon: Tendon 2 Material ID: Prestressing 1 Tendon length(ft) = 128.72 Strands/tendon: 9 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 3 Material ID: Prestressing 1 Tendon length(ft) = 148.35 Strands/tendon: 21 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 5 Material ID: Prestressing 1 Tendon length(ft) = 148.94 Strands/tendon: 17 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 7 Material ID: Prestressing 1 Tendon length(ft) = 131.20 Strands/tendon: 8 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 8 Material ID: Prestressing 1 Tendon length(ft) = 41.15 Strands/tendon: 10 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 10 Material ID: Prestressing 1 Tendon length(ft) = 29.07 Strands/tendon: 12 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Support@ ad aptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 35 MZ-43 MZ-43 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm 2012 Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 12 Material ID: Prestressing 1 Tendon length(ft) = 29.02 Strands/tendon: 10 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Both ends First end Second end Ratio of jacking force: 0.80 Ratio of jacking force:0.80 Seating loss: 0.25in Seating loss: 0.25in Tendon: Tendon 13 Material ID: Prestressing 1 Tendon length(ft) = 68.62 Strands/tendon: 12 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 15 Material ID: Prestressing 1 Tendon length(ft) = 52.67 Strands/tendon: 21 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 16 Material ID: Prestressing 1 Tendon length(ft) = 86.15 Strands/tendon: 8 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 17 Material ID: Prestressing 1 Tendon length(ft) = 76.33 Strands/tendon: 4 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 18 Material ID: Prestressing 1 Tendon length(ft) = 16.69 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 19 Material ID: Prestressing 1 Tendon length(ft) = 16.94 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 36 MZ-44 MZ44 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 20 Material ID: Prestressing 1 Tendon length(ft) = 17.19 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 21 Material ID: Prestressing 1 Tendon length(ft) = 17.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 22 Material ID: Prestressing 1 Tendon length(ft) = 17.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 23 Material ID: Prestressing 1 Tendon length(ft) = 17.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 24 Material ID: Prestressing 1 Tendon length(ft) = 17.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 26 Material ID: Prestressing 1 Tendon length(ft) = 25.28 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 27 Material ID: Prestressing 1 Tendon length(ft) = 21.78 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 37 MZ-45 MZ-45 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.ad m 2012 Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 28 Material ID: Prestressing 1 Tendon length(ft) = 19.75 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 29 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 30 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 31 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 32 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 33 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end -- Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 34 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, 'USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 38 MZ-46 MZ-46 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingE_2.adm 2012 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 35 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 36 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 37 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 38 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 39 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 40 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 41 Material ID: Prestressing 1 FLOOR -PRO Support@adaptsortcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 39 MZ-47 IMZ-47 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 42 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 43 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 44 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 45 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 46 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 47 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 40 MZ-48 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Tendon: Tendon 48 Material ID: Prestressing 1 Tendon length(ft) = 73.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 49 Material ID: Prestressing 1 Tendon length(ft) = 73.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 50 Material ID: Prestressing 1 Tendon length(ft) = 73.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 51 Material ID: Prestressing 1 Tendon length(ft) = 73.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 52 Material ID: Prestressing 1 Tendon length(ft) = 73.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 53 Material ID: Prestressing 1 Tendon length(ft) = 73.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 54 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 FLOOR -PRO MZ-48 I Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 41 MZ-49 MZ-49 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Tendon: Tendon 55 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 56 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 57 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 58 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 59 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 60 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 61 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 FLOOR -PRO Support@adaptsaft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 42 MZ-50 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 --- Seating loss: 0.25 Tendon: Tendon 62 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 63 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 64 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 65 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 66 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 67 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 68 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 43 MZ-50 I MZ-51 MZ-51 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 70 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 71 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 72 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 73 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 74 Material ID: Prestressing 1 Tendon length(ft) = 61.58 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 75 Material ID: Prestressing 1 Tendon length(ft) = 87.83 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 76 Material ID: Prestressing 1 Tendon length(ft) = 87.83 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 44 MZ-52 MZ-52 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingl_2.adm 2012 First end Second end --- Ratio of Jacking force:0.80 -- Seating loss: 0.25 Tendon: Tendon 77 Material ID: Prestressing 1 Tendon length(ft) = 87.83 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 78 Material ID: Prestressing 1 Tendon length(ft) = 87.83 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 — Seating loss: 0.25 Tendon: Tendon 79 Material ID: Prestressing 1 Tendon length(ft) = 87.83 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 80 Material ID: Prestressing 1 Tendon length(ft) = 22.35 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end Ratio of Jacking force:0.80 Seating loss: 0.25 Tendon: Tendon 81 Material ID: Prestressing 1 Tendon length(ft) = 22.35 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end -- Ratio of Jacking force:0.80 — Seating loss: 0.25 Tendon: Tendon 82 Material ID: Prestressing 1 Tendon length(ft) = 22.00 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end — Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 83 Material ID: Prestressing 1 Tendon length(ft) = 56.15 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 45 MZ-53 MZ-53 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 84 Material ID: Prestressing 1 Tendon length(ft) = 56.15 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 85 Material ID: Prestressing 1 Tendon length(ft) = 55.79 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 86 Material ID: Prestressing 1 Tendon length(ft) = 55.79 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 87 Material ID: Prestressing 1 Tendon length(ft) = 55.79 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 88 Material ID: Prestressing 1 Tendon length(ft) = 55.79 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Tendon: Tendon 191 Material ID: Prestressing 1 Tendon length(ft) = 54.25 Strands/tendon: 3 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: Second end First end Second end --- Ratio of Jacking force:0.80 --- Seating loss: 0.25 Legend Shape Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 46 MZ-54 MZ-54 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 1 ----- Reversed Parabola 2----- Partial Parabola 3 ----- Harped 4----- Cantilever Up 5----- Cantilever Partial 6----- Cantilever Harped 7----- Cantilever Down 8 ----- Straight 9 ----- Extended Reversed Parabola System U----- Unbonded B ----- Bonded Code First ----Stressed at first end Last ----Stressed at last end Both ----Stressed at both ends Specific Data: Mezzanine File Name: BuildingE_2.adm FLOOR -PRO 111.60 TENDON ELONGATION, INDIVIDUAL TENDONS Tendon ID,Label Jack 1st,2nd Seatin 1st,2nd Elon ation 1st,2nd,Total k in in 2,Tendon 2 297,432,297.432 0.25,0.25 10.02,0.37,10.38 3,Tendon 3 694,008,694.008 0.25,0.25 11.46,0.44,11.91 5,Tendon 5 561,816,561.816 0.25,0.25 11.45,0.56,12.02 7,Tendon 7 264,384,264.384 0.25,0.25 10.01,0.37,10.38 8,Tendon 8 330,480,330.480 0.25,0.25 3.53,0.00,3.53 10,Tendon 10 396,576,396.576 0.25,0.25 2.33,0.00,2.33 12,Tendon 12 330,480,330.480 0.25,0.25 2.33,0.00,2.34 13,Tendon 13 396.576,0.00 0.25,0.00 5.57,0.00,5.57 15,Tendon 15 694.008,0.00 0.25,0.00 4.22,0.00 4.22 16,Tendon 16 264.384,0.00 0.25,0.00 6.91,0.00,6.91 17,Tendon 17 132.192,0.00 0.25,0.00 6.25,0.00,6.25 18,Tendon 18 0.00 99.144 0.00,0.25 0.00,1.23,1.23 19,Tendon 19 0.00,99.144 0.00,0.25 0.00,1.50,1.50 20,Tendon 20 0.00,99.144 0.00,0.25 0.00,1.28,1.28 21,Tendon 21 0.00,99.144 0.00,0.25 0.00,1.28 1.28 22,Tendon 22 0.00,99.144 0.00,0.25 0.00,1.28,1.28 23,Tendon 23 0.00,99.144 0.00,0.25 0.00,1.28,1.28 24,Tendon 24 0.00,99.144 0.00,0.25 0.00,1.28,1.28 26,Tendon 26 0.00,99.144 0.00,0.25 0.00,1.98,1.98 27,Tendon 27 0.00,99.144 0.00,0.25 0.00,1.68,1.68 28,Tendon 28 0.00,99.144 0.00,0.25 0.00,1.50,1.50 29,Tendon 29 0.00,99.144 0.00,0.25 0.00,4.39,4.39 30,Tendon 30 0.00,99.144 0.00,0.25 0.00,4.39,4.39 31,Tendon 31 0.00 99.144 0.00,0.25 0.00,4.39,4.39 32,Tendon 32 0.00 99.144 0.00,0.25 0.00,4.39,4.39 33,Tendon 33 0.00,99.144 0.00,0.25 0.00,4.39,4.39 34,Tendon 34 0.00,99.144 0.00,0.25 0.00,4.39,4.39 35,Tendon 35 0.00,99.144 0.00,0.25 0.00,4.41 4.41 36,Tendon 36 0.00,99.144 0.00,0.25 0.00,4.43,4.43 Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 47 MZ-55 MZ-55 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 37,Tendon 37 0.00,99.144 0.00,0.25 0.00,4.40,4.40 38,Tendon 38 0.00,99.144 0.00,0.25 0.00,4.40,4.40 39,Tendon 39 0.00,99.144 0.00,0.25 0.00,4.40,4.40 40,Tendon 40 0.00,99.144 0.00,0.25 0.00,4.40,4.40 41,Tendon 41 0.00,99.144 0.00,0.25 0.00,4.39,4.39 42,Tendon 42 0.00,99.144 0.00,0.25 0.00,4.39,4.39 43,Tendon 43 0.00,99.144 0.00,0.25 0.00,4.41,4.41 44,Tendon 44 0.00,99.144 0.00,0.25 0.00,4.41,4.41 45,Tendon 45 0.00,99.144 0.00,0.25 0.00,4.40,4.40 46,Tendon 46 0.00,99.144 0.00,0.25 0.00,4.40,4.40 47,Tendon 47 0.00,99.144 0.00,0.25 0.00,4.40,4.40 48,Tendon 48 0.00,99.144 0.00,0.25 0.00,5.97,5.97 49,Tendon 49 0.00,99.144 0.00,0.25 0.00,5.97,5.97 50,Tendon 50 0.00,99.144 0.00,0.25 0.00,5.97,5.97 51,Tendon 51 0.00,99.144 0.00,0.25 0.00,5.97,5.97 52,Tendon 52 0.00,99.144 0.00,0.25 0.00,6.16,6.16 53,Tendon 53 0.00,99.144 0.00,0.25 0.00,6.13,6.13 54,Tendon 54 0.00,99.144 0.00,0.25 0.00,5.01,5.01, 55,Tendon 55 0.00,99.144 0.0010.25 0.00,5.01,5.01 56,Tendon 56 0.00,99.144 0.00,0.25 0.00,5.02,5.02 57,Tendon 57 0.00,99.144 0.00,0.25 0.00,5.02,5.02 58,Tendon 58 0.00,99.144 0.00,0.25 0.00,5.01,5.01 59,Tendon 59 0.00,99.144 0.00,0.25 0.00,5.24,5.24 60,Tendon 60 0.00,99.144 0.00,0.25 0.00,5.23,5.23 61,Tendon 61 0.00,99.144 0.00,0.25 0.00,5.24,5.24 62,Tendon 62 0.00,99.144 0.00,0.25 0.00,5.01,5.01 63,Tendon 63 0.00,99.144 0.00,0.25 0.00,5.01,5.01 64,Tendon 64 0.00,99.144 0.00,0.25 0.00,5.01,5.01 65,Tendon 65 0.00,99.144 0.00,0.25 0.00,5.01,5.01 66,Tendon 66 0.00,99.144 0.00,0.25 0.00,5.02,5.02 67,Tendon 67 0.00,99.144 0.00,0.25 0.00,5.01,5.01 68,Tendon 68 0.00,99.144 0.00,0.25 0.00,5.26,5.26 70,Tendon 70 0.00,99.144 0.00,0.25 0.00,5.18,5.18 71,Tendon 71 0.00,99.144 0.00,0.25 0.00,5.15,5.15 72,Tendon 72 0.00,99.144 0.00,0.25 0.00,5.02,5.02 73,Tendon 73 0.00,99.144 0.00,0.25 0.00,5.01,5.01 74,Tendon 74 0.00,99.144 0.00,0.25 0.00,4.96,4.96 75,Tendon 75 0.00,99.144 0.00,0.25 0.00,7.02,7.02 76,Tendon 76 0.00,99.144 0.00,0.25 0.00,7.02,7.02 77,Tendon 77 0.00,99.144 0.00,0.25 0.00,7.01,7.01 78,Tendon 78 0.00,99.144 0.00,0.25 0.00,7.02,7.02 79,Tendon 79 0.00,99.144 0.00,0.25 0.00,7.00,7.00 80,Tendon 80 0.00,99.144 0.00,0.25 0.00,1.73,1.73 81,Tendon 81 0.00,99.144 0.00,0.25 0.00,1.73,1.73 82,Tendon 82 0.00,99.144 0.00,0.25 0.00,1.70,1.70 83,Tendon 83 0.00 99.144 0.00 0.25 0.00 4.53 4.53 84,Tendon 84 0.00 99.144 0.00 0.25 0.00 4.55 4.55 85,Tendon 85 0.00 99.144 0.00 0.25 0.00 4.53 4.53 86,Tendon 86 0.00,99.144 0.00,0.25 0.00,4.53,4.53 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 48 MZ-56 MZ-56 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 87,Tendon 87 0.00,99.144 0.00,0.25 0.00,4.54,4.54 88,Tendon 88 0.00,99.144 0.00 0.25 0.00,4.53,4.53 191,Tendon 191 0.00,99.144 0.00 0.25 0.00,4.39,4.39 89,Tendon 89 330.480,0.00 0.25,0.00 10.66,0.00,11.73 90,Tendon 90 727,056,727.056 0.25 0.25 10.66,1.08,11.74 91,Tendon 91 727,056,727.056 0.25 0.25 10.60,1.04,11.64 92,Tendon 92 727,056,727.056 0.25 0.25 10.73,0.93,11.65 93,Tendon 93 793,152,793.152 0.25 0.25 10.81,1.05,11.86 94,Tendon 94 1123.632,1123.632 0.25,0.25 10.31,0.96,11.28 95,Tendon 95 793,152,793.152 0.25,0.25 1.83 0.00,1.83 96,Tendon 96 396.576 396.576 0.25 0.25 1.84,0.00,1.84 97,Tendon 97 0.00,264.384 0.00,0.25 0.00 0.00,1.82 98,Tendon 98 396.576,0.00 0.25 0.00 1.81,0.00,1.81 99,Tendon 99 727.056,0.00 0.25,0.00 8.42,0.00,8.77 100,Tendon 100 859.248,0.00 0.25,0.00 8.44,0.00,8.75 101,Tendon 101 793.152,0.00 0.25,0.00 8.35,0.00,8.73 102,Tendon 102 925.344,0.00 0.25,0.00 8.49,0.00,8.73 107,Tendon 107 264.384,0.00 0.25,0.00 8.57,0.00,8.82 108 Tendon 108 0.00,330.480 0.00 0.25 0.00,0.25,8.83 109,Tendon 109 165,240,165.240 0.25,0.25 8.95,0.00 8.95 110,Tendon 110 165,240,165.240 0.25,0.25 8.98,0.00,8.98 111,Tendon 111 165,240,165.240 0.25,0.25 6.04,0.00 6.04 112,Tendon 112 165.240 165.240 0.25,0.25 3.19,0.00,3.19 113,Tendon 113 165,240,165.240 0.25 0.25 3.21,0.00,3.21 114,Tendon 114 165.240 165.240 0.25,0.25 3.02,0.00,3.02 115,Tendon 115 165.240 165.240 0.25 0.25 3.05,0.00,3.05 116,Tendon 116 165,240,165.240 0.25,0.25 7.81 0.23,8.04 117,Tendon 117 165.240 165.240 0.25,0.25 0.00,0.00,0.00 118,Tendon 118 165,240,165.240 0.25 0.25 0.00,0.00,0.00 119,Tendon 119 165,240,165.240 0.25,0.25 0.00,0.00 0.00 120,Tendon 120 165,240,165.240 0.25,0.25 0.00,0.00,0.00 122,Tendon 122 165,240,165.240 0.25,0.25 0.00,0.00,0.00 123,Tendon 123 165,240,165.240 0.25,0.25 0.00,0.00,0.00 124,Tendon 124 165,240,165.240 0.25,0.25 0.00,0.00,0.00 125,Tendon 125 165,240,165.240 0.25,0.25 0.00,0.00,0.00 126,Tendon 126 165,240,165.240 0.25,0.25 0.00,0.00 0.00 127,Tendon 127 165,240,165.240 0.25 0.25 0.00,0.00,0.00 128,Tendon 128 132,192,132.192 0.25 0.25 0.00,0.00,0.00 129,Tendon 129 132,192,132.192 0.25,0.25 0.0010.00 0.00 130,Tendon 130 132,192,132.192 0.25 0.25 0.00,0.00,0.00 131,Tendon 131 132,192,132.192 0.25,0.25 0.00,0.00 0.00 132,Tendon 132 132,192,132.192 0.25,0.25 0.00,0.00 0.00 133,Tendon 133 132,192,132.192 0.25,0.25 0.00,0.00 0.00 134,Tendon 134 132,192,132.192 0.25,0.25 0.00,0.00,0.00 135,Tendon 135 132,192,132.192 0.25,0.25 0.00,0.00 0.00 136 Tendon 136 132.192 132.192 0.25 0.25 0.00 0.00 0.00 137 Tendon 137 132.192 132.192 0.25 0.25 0.00 0.00 0.00 138 Tendon 138 132.192 132.192 0.25 0.25 0.00 0.00 0.00 139 Tendon 139 132.192 132.192 0.25 0.25 0.00 0.00 0.00 140 Tendon 140 132.192 132.192 0.25 0.25 0.00 0.00 0.00 141,Tendon 141 132,192,132.192 0.25,0.25 0.00,0.00,0.00 Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 'Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 49 MZ-57 MZ-57 Project Name: Tukwila %fiIlage Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 142,Tendon 142 132,192,132.192 0.25,0.25 0.00,0.00,0.00 143,Tendon 143 132,192,132.192 0.25,0.25 0.00,0.00,0.00 144,Tendon 144 132,192,132.192 0.25,0.25 0.00,0.00,0.00 145,Tendon 145 132,192,132.192 0.25,0.25 0.00,0.00,0.00 146,Tendon 146 132,192,132.192 0.25,0.25 0.00,0.00,0.00 147,Tendon 147 132,192,132.192 0.25,0.25 0.00,0.00,0.00 148,Tendon 148 132,192,132.192 0.25,0.25 0.00,0.00,0.00 149,Tendon 149 132,192,132.192 0.25,0.25 0.00,0.00,0.00 150,Tendon 150 132,192,132.192 0.25,0.25 0.00,0.00,0.00 151,Tendon 151 132,192,132.192 0.25,0.25 0.00,0.00,0.00 152,Tendon 152 132,192,132.192 0.25,0.25 0.00,0.00,0.00 153,Tendon 153 132,192,132.192 0.25,0.25 0.00 0.00,0.00 154,Tendon 154 132,192,132.192 0.25,0.25 0.00,0.00,0.00 155,Tendon 155 132,192,132.192 0.25,0.25 0.00,0.00,0.00 156 Tendon 156 132,192,132.192 0.25,0.25 0.00,0.00,0.00 157,Tendon 157 132,192,132.192 0.25,0.25 0.00,0.00,0.00 158,Tendon 158 132,192,132.192 0.25,0.25 0.00,0.00,0.00 159,Tendon 159 132,192,132.192 0.25,0.25 0.00,0.00,0.00 160,Tendon 160 132,192,132.192 0.25,0.25 0.00,0.00,0.00 161,Tendon 161 132,192,132.192 0.25,0.25 0.00,0.00,0.00 162,Tendon 162 132,192,132.192 0.25,0.25 0.00,0.00,0.00 163,Tendon 163 132,192,132.192 0.25,0.25 0.00,0.00,0.00 164,Tendon 164 132,192,132.192 0.25,0.25 0.00,0.00,0.00 165,Tendon 165 132,192,132.192 0.25,0.25 0.00,0.00,0.00 166,Tendon 166 132,192,132.192 0.25,0.25 0.00,0.00,0.00 167,Tendon 167 132,192,132.192 0.25,0.25 0.00,0.00,0.00 168,Tendon 168 132,192,132.192 0.25,0.25 0.00 0.00,0.00 169,Tendon 169 165,240,165.240 0.25,0.25 0.00,0.00,0.00 170,Tendon 170 1 165,240,165.240 0.25,0.25 0.00,0.00,0.00 171,Tendon 171 165,240,165.240 0.25,0.25 0.00,0.00,0.00 172,Tendon 172 165,240,165.240 0.25,0.25 0.00,0.00,0.00 173,Tendon 173 165,240,165.240 0.25,0.25 0.00,0.00,0.00 174,Tendon 174 165,240,165.240 0.25,0.25 0.00,0.00,0.00 175,Tendon 175 165,240,165.240 0.25,0.25 0.00,0.00,0.00 176,Tendon 176 165,240,165.240 0.25,0.25 0.00,0.00,0.00 177,Tendon 177 165,240,165.240 0.25,0.25 0.00,0.00,0.00 178,Tendon 178 165,240,165.240 0.25,0.25 0.00,0.00,0.00 179,Tendon 179 165,240,165.240 0.25,0.25 0.00,0.00,0.00 180,Tendon 180 165,240,165.240 0.25,0.25 0.00,0.00,0.00 181,Tendon 181 165,240,165.240 0.25,0.25 0.00,0.00,0.00 182,Tendon 182 165,240,165.240 0.25,0.25 0.00,0.00,0.00 183,Tendon 183 165,240,165.240 0.25,0.25 0.00,0.00,0.00 184,Tendon 184 165,240,165.240 0.25,0.25 0.00,0.00,0.00 185,Tendon 185 165,240,165.240 0.25,0.25 0.00,0.00,0.00 186,Tendon 186 165,240,165.240 0.25,0.25 0.00,0.00,0.00 187 Tendon 187 132.192 132.192 0.25 0.25 0.00 0.00,0.00 188 Tendon 188 132.192 132.192 0.25 0.25 0.00 0.00 0.00 189 Tendon 189 132,192,132.192 0.25 0.25 0.00 0.00 0.00 190 Tendon 190 132,192,132.192 0.25 0.25 0.00 0.00 0.00 106 Tendon 106 528.768 0.00 0.25 0.00 8.35 0.00 8.73 103,Tendon 103 528.768,0.00 0.25,0.00 8.38,0.00,8.74 Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 50 MZ-58 MZ-58 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 192,Tendon 192 330.480,0.00 0.25,0.00 0.00,0.00,0.00 196,Tendon 196 528.768,0.00 0.25,0.00 0.00,0.00,0.00 197,Tendon 197 528.768,0.00 0.25,0.00 0.00,0.00,0.00 198,Tendon 198 264.384,0.00 0.25,0.00 0.00,0.00,0.00 199,Tendon 199 198.288,0.00 0.25,0.00 0.00,0.00,0.00 200,Tendon 200 165,240,165.240 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 51 I MZ-59 MZ-59 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 110.60 TENDON ELONGATION, INDIVIDUAL TENDONS Tendon ID,Label Jack 1st,2nd Seatin 1st,2nd Elon ation 1st,2nd,Total k in in 2,Tendon 2 297,432,297.432 0.25,0.25 10.02,0.37,10.38 3,Tendon 3 694,008,694.008 0.25,0.25 11.46,0.44,11.91 5 Tendon 5 561,816,561.816 0.25,0.25 11.45,0.56,12.02 7,Tendon 7 264.384 264.384 0.25,0.25 10.01,0.37,10.38 8 Tendon 8 330.480 330.480 0.25,0.25 3.53,0.00,3.53 10,Tendon 10 396,576,396.576 0.25,0.25 2.33,0.00,2.33 12,Tendon 12 330.480 330.480 0.25,0.25 2.33,0.00,2.34 13,Tendon 13 396.576,0.00 0.25,0.00 5.57,0.00,5.57 15,Tendon 15 694.008,0.00 0.25,0.00 4.22,0.00,4.22 16,Tendon 16 264.384,0.00 0.25,0.00 6.91,0.00,6.91 17 Tendon 17 132.192,0.00 0.25,0.00 6.25,0.00,6.25 18,Tendon 18 0.00,99.144 0.00,0.25 0.00 1.23,1.23 19 Tendon 19 0.00,99.144 0.00,0.25 0.00,1.50,1.50 20,Tendon 20 0.00,99.144 0.00,0.25 0.00,1.28,1.28 21,Tendon 21 0.00,99.144 0.00 0.25 0.00,1.28,1.28 22,Tendon 22 0.00,99.144 0.00 0.25 0.00,1.28,1.28 23,Tendon 23 0.00,99.144 0.00,0.25 0.00,1.28,1.28 24,Tendon 24 0.00,99.144 0.00,0.25 0.00,1.28,1.28 26,Tendon 26 0.00,99.144 0.00,0.25 0.00,1.98,1.98 27,Tendon 27 0.00,99.144 0.00,0.25 0.00,1.68,1.68 28,Tendon 28 0.00,99.144 0.00 0.25 0.00,1.50,1.50 29,Tendon 29 0.00,99.144 0.00,0.25 0.00,4.39,4.39 30,Tendon 30 0.00,99.144 0.00,0.25 0.00,4.39,4.39 31,Tendon 31 0.00,99.144 0.00,0.25 0.00,4.39,4.39 32,Tendon 32 0.00,99.144 0.00,0.25 0.00,4.39,4.39 33 Tendon 33 0.00,99.144 0.00 0.25 0.00,4.39,4.39 34,Tendon 34 0.00,99.144 0.00,0.25 0.00,4.39,4.39 35,Tendon 35 0.00,99.144 0.00,0.25 0.00,4.41,4.41 36 Tendon 36 0.00,99.144 0.00,0.25 0.00 4.43,4.43 37 Tendon 37 0.00,99.144 0.00 0.25 0.00,4.40,4.40 38,Tendon 38 0.00,99.144 0.00,0.25 0.00,4.40,4.40 39,Tendon 39 0.00,99.144 0.00,0.25 0.00,4.40,4.40 40,Tendon 40 0.00,99.144 0.00,0.25 0.00,4.40,4.40 41,Tendon 41 0.00,99.144 0.00,0.25 0.00,4.39,4.39 42,Tendon 42 0.00,99.144 0.00,0.25 0.00,4.39,4.39 43,Tendon 43 0.00,99.144 0.00 0.25 0.00,4.41,4.41 44,Tendon 44 0.00,99.144 0.00 0.25 0.00,4.41,4.41 45,Tendon 45 0.00,99.144 0.00 0.25 0.00,4.40,4.40 46,Tendon 46 0.00,99.144 0.00,0.25 0.00,4.40,4.40 47 Tendon 47 0.00,99.144 0.00,0.25 0.00,4.40,4.40 48 Tendon 48 0.00 99.144 0.00 0.25 0.00 5.97 5.97 49 Tendon 49 0.00 99.144 0.00 0.25 0.00 5.97 5.97 50 Tendon 50 0.00 99.144 0.00 0.25 0.00 5.97 5.97 51 Tendon 51 0.00 99.144 0.00 0.25 0.00 5.97 5.97 52 Tendon 52 0.00 99.144 0.00 0.25 0.00 6.16 6.16 53 Tendon 53 0.00 99.144 0.00 0.25 0.00 6.13 6.13 54,Tendon 54 0.00 99.144 0.00,0.25 0.00,5.01,5.01 Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 52 MZ-60 MZ-60 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 55,Tendon 55 0.00,99.144 0.00,0.25 0.00,5.01,5.01 56,Tendon 56 0.00,99.144 0.00,0.25 0.00,5.02,5.02 57,Tendon 57 0.00,99.144 0.00,0.25 0.00,5.02,5.02 58,Tendon 58 0.00,99.144 0.00,0.25 0.00,5.01,5.01 59,Tendon 59 0.00,99.144 0.00,0.25 0.00,5.24,5.24 60,Tendon 60 0.00,99.144 0.00,0.25 0.00,5.23,5.23 61,Tendon 61 0.00,99.144 0.00,0.25 0.00,5.24,5.24 62,Tendon 62 0.00,99.144 0.00,0.25 0.00,5.01,5.01 63,Tendon 63 0.00,99.144 0.00,0.25 0.00,5.01,5.01 64,Tendon 64 0.00,99.144 0.00,0.25 0.00,5.01,5.01 65,Tendon 65 0.00,99.144 0.00,0.25 0.00,5.01,5.01 66 Tendon 66 0.00,99.144 0.00,0.25 0.00,5.02,5.02 67,Tendon 67 0.00,99.144 0.00,0.25 0.00,5.01,5.01 68,Tendon 68 0.00,99.144 0.00,0.25 0.00,5.26,5.26 70,Tendon 70 0.00,99.144 0.00,0.25 0.00,5.18,5.18 71 Tendon 71 0.00,99.144 0.00,0.25 0.00,5.15,5.15 72,Tendon 72 0.00,99.144 0.00,0.25 0.00,5.02,5.02 73,Tendon 73 0.00,99.144 0.00,0.25 0.00,5.01,5.01 74,Tendon 74 0.00,99.144 0.00,0.25 0.00,4.96,4.96 75,Tendon 75 0.00,99.144 0.00,0.25 0.00,7.02,7.02 76,Tendon 76 0.00,99.144 0.00,0.25 0.00,7.02,7.02 77,Tendon 77 0.00,99.144 0.00,0.25 0.00,7.01,7.01 78,Tendon 78 0.00,99.144 0.00,0.25 0.00,7.02,7.02 79,Tendon 79 0.00,99.144 0.00,0.25 0.00,7.00,7.00 80,Tendon 80 0.00,99.144 0.00,0.25 0.00,1.73,1.73 81,Tendon 81 0.00,99.144 0.00,0.25 0.00,1.73,1.73 82 Tendon 82 0.00,99.144 0.00,0.25 0.00,1.70,1.70 83,Tendon 83 0.00,99.144 0.00,0.25 0.00,4.53,4.53 84,Tendon 84 0.00,99.144 0.00,0.25 0.00,4.55,4.55 85,Tendon 85 0.00,99.144 0.00,0.25 0.00,4.53,4.53 86,Tendon 86 0.00,99.144 0.00,0.25 0.00,4.53,4.53 87,Tendon 87 0.00,99.144 0.00,0.25 0.00,4.54,4.54 88,Tendon 88 0.00,99.144 0.00,0.25 0.00,4.53,4.53 191,Tendon 191 0.00,99.144 0.00,0.25 0.00,4.39,4.39 89,Tendon 89 330.480,0.00 0.25,0.00 10.66,0.00,11.73 90,Tendon 90 727,056,727.056 0.25,0.25 10.66,1.08,11.74 91,Tendon 91 727,056,727.056 0.25,0.25 10.60,1.04,11.64 92,Tendon 92 727,056,727.056 0.25,0.25 10.73,0.93 11.65 93,Tendon 93 793,152,793.152 0.25,0.25 10.81,1.05 11.86 94,Tendon 94 1123.632,1123.632 0.25,0.25 10.31,0.96,11.28 95,Tendon 95 793,152,793.152 0.25,0.25 1.83,0.00,1.83 96,Tendon 96 396,576,396.576 0.25,0.25 1.84,0.00,1.84 97,Tendon 97 0.00,264.384 0.00,0.25 0.00,0.00,1.82 98,Tendon 98 396.576,0.00 0.25,0.00 1.81,0.00,1.81 99,Tendon 99 727.056,0.00 0.25,0.00 8.42,0.00,8.77 100 Tendon 100 859.248 0.00 0.25 0.00 8.44 0.00 8.75 101 Tendon 101 793.152 0.00 0.25 0.00 8.35 0.00 8.73 102 Tendon 102 925.344 0.00 0.25 0.00 8.49 0.00 8.73 107 Tendon 107 264.384 0.00 0.25 0.00 8.57 0.00 8.82 108 Tendon 108 0.00 330.480 0.00 0.25 0.00 0.25 8.83 109,Tendon 109 165,240,165.240 0.25,0.25 8.95,0.00,8.95 Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 53 MZ-61 MZ-61 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 110,Tendon 110 165.240,165.240 0.25,0.25 8.98,0.00,8.98 111,Tendon 111 165.240,165.240 0.25,0.25 6.04,0.00,6.04 112,Tendon 112 165.240,165.240 0.25,0.25 3.19,0.00,3.19 113,Tendon 113 165.240,165.240 0.25,0.25 3.21,0.00,3.21 114,Tendon 114 165.240,165.240 0.25,0.25 3.02,0.00,3.02 115,Tendon 115 165.240,165.240 0.25,0.25 3.05,0.00,3.05 116,Tendon 116 165.240,165.240 0.25,0.25 7.81,0.23,8.04 117,Tendon 117 165.240,165.240 0.25,0.25 0.00,0.00,0.00 118,Tendon 118 165.240,165.240 0.25,0.25 0.00,0.00,0.00 119,Tendon 119 165.240,165.240 0.25,0.25 0.00,0.00,0.00 120,Tendon 120 165.240,165.240 0.25,0.25 0.00,0.00,0.00 122,Tendon 122 165.240,165.240 0.25,0.25 0.00,0.00,0.00 123,Tendon 123 165.240,165.240 0.25,0.25 0.00,0.00,0.00 124,Tendon 124 165.240,165.240 0.25,0.25 0.00,0.00,0.00 125,Tendon 125 165.240,165.240 0.25,0.25 0.00,0.00,0.00 126,Tendon 126 165.240,165.240 0.25,0.25 0.00,0.00,0.00 127,Tendon 127 165.240,165.240 0.25,0.25 0.00,0.00,0.00 128,Tendon 128 132.192,132.192 0.25,0.25 0.00,0.00,0.00 129,Tendon 129 132.192,132.192 0.25,0.25 0.00,0.00,0.00 130,Tendon 130 132.192,132.192 0.25,0.25 0.00,0.00,0.00 131,Tendon 131 132.192,132.192 0.25,0.25 0.00,0.00,0.00 132,Tendon 132 132.192,132.192 0.25,0.25 0.00,0.00,0.00 133,Tendon 133 132.192,132.192 0.25,0.25 0.00,0.00,0.00 134,Tendon 134 132.192,132.192 0.25,0.25 0.00,0.00,0.00 135,Tendon 135 132.192,132.192 0.25,0.25 0.00,0.00,0.00 136,Tendon 136 132.192,132.192 0.25,0.25 0.00,0.00,0.00 137,Tendon 137 132.192,132.192 0.25,0.25 0.00,0.00,0.00 138,Tendon 138 132.192,132.192 0.25,0.25 0.00,0.00,0.00 139,Tendon 139 132.192,132.192 0.25,0.25 0.00,0.00,0.00 140,Tendon 140 132.192,132.192 0.25,0.25 0.00,0.00,0.00 141,Tendon 141 132.192,132.192 0.25,0.25 0.00,0.00,0.00 142,Tendon 142 132.192,132.192 0.25,0.25 0.00,0.00,0.00 143,Tendon 143 132.192,132.192 0.25,0.25 0.00,0.00,0.00 144,Tendon 144 132.192,132.192 0.25,0.25 0.00,0.00,0.00 145,Tendon 145 132.192,132.192 0.25,0.25 0.00,0.00,0.00 146,Tendon 146 132.192,132.192 0.25,0.25 0.00,0.00,0.00 147,Tendon 147 132.192,132.192 0.25,0.25 0.00,0.00,0.00 148,Tendon 148 132.192,132.192 0.25,0.25 0.00,0.00,0.00 149,Tendon 149 132.192,132.192 0.25,0.25 0.00,0.00,0.00 150,Tendon 150 132.192,132.192 0.25,0.25 0.00,0.00,0.00 151,Tendon 151 132.192,132.192 0.25,0.25 0.00,0.00,0.00 152,Tendon 152 132.192,132.192 0.25,0.25 0.00,0.00,0.00 153,Tendon 153 132.192,132.192 0.25,0.25 0.00,0.00,0.00 154,Tendon 154 132.192,132.192 0.25,0.25 0.00,0.00,0.00 155,Tendon 155 132.192,132.192 0.25,0.25 0.00,0.00,0.00 156 Tendon 156 132.192 132.192 0.25,0.25 0.00 0.00,0.00 157 Tendon 157 132.192 132.192 0.25 0.25 0.00 0.00 0.00 158 Tendon 158 132.192 132.192 0.25,0.25 0.00 0.00 0.00 159 Tendon 159 132.192 132.192 0.25 0.25 0.00 0.00 0.00 160 Tendon 160 132.192 132.192 0.25 0.25 0.00 0.00 0.00 161,Tendon 161 132.192,132.192 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 54 MZ-62 MZ-62 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 162,Tendon 162 132.192,132.192 0.25,0.25 0.00,0.00,0.00 163,Tendon 163 132.192,132.192 0.25,0.25 0.00,0.00,0.00 164,Tendon 164 132.192,132.192 0.25,0.25 0.00,0.00,0.00 165,Tendon 165 132.192,132.192 0.25,0.25 0.00,0.00,0.00 166,Tendon 166 132.192,132.192 0.25,0.25 0.00,0.00,0.00 167,Tendon 167 132.192,132.192 0.25,0.25 0.00,0.00,0.00 168,Tendon 168 132.192,132.192 0.25,0.25 0.00,0.00,0.00 169,Tendon 169 165.240,165.240 0.25,0.25 0.00,0.00,0.00 170,Tendon 170 165.240,165.240 0.25,0.25 0.00,0.00,0.00 171,Tendon 171 165.240,165.240 0.25,0.25 0.00,0.00,0.00 172,Tendon 172 165.240,165.240 0.25,0.25 0.00,0.00,0.00 173,Tendon 173 165.240,165.240 0.25,0.25 0.00,0.00,0.00 174,Tendon 174 165.240,165.240 0.25,0.25 0.00,0.00,0.00 175,Tendon 175 165.240,165.240 0.25,0.25 0.00,0.00,0.00 176,Tendon 176 165.240,165.240 0.25,0.25 0.00,0.00,0.00 177,Tendon 177 165.240,165.240 0.25,0.25 0.00,0.00,0.00 178,Tendon 178 165.240,165.240 0.25,0.25 0.00,0.00,0.00 179,Tendon 179 165.240,165.240 0.25,0.25 0.00,0.00,0.00 180,Tendon 180 165.240,165.240 0.25,0.25 0.00,0.00,0.00 181,Tendon 181 165.240,165.240 0.25,0.25 0.00,0.00,0.00 182,Tendon 182 165.240,165.240 0.25,0.25 0.00,0.00,0.00 183,Tendon 183 165.240,165.240 0.25,0.25 0.00,0.00,0.00 184,Tendon 184 165.240,165.240 0.25,0.25 0.00,0.00,0.00 185,Tendon 185 165.240,165.240 0.25,0.25 0.00,0.00,0.00 186,Tendon 186 165.240,165.240 0.25,0.25 0.00,0.00,0.00 187,Tendon 187 132.192,132.192 0.2510.25 0.00,0.00,0.00 188,Tendon 188 132.192,132.192 0.25,0.25 0.00,0.00,0.00 189,Tendon 189 132.192,132.192 0.25,0.25 0.00,0.00,0.00 190,Tendon 190 132.192,132.192 0.25,0.25 0.00,0.00,0.00 106,Tendon 106 528.768,0.00 0.25,0.00 8.35,0.00,8.73 103,Tendon 103 528.768,0.00 0.25,0.00 8.38,0.00,8.74 192,Tendon 192 330.480,0.00 0.25,0.00 0.00,0.00,0.00 196,Tendon 196 528.768,0.00 0.25,0.00 0.00,0.00,0.00 197,Tendon 197 528.768,0.00 0.25,0.00 0.00,0.00,0.00 198 Tendon 198 264.384,0.00 0.25,0.00 0.00,0.00,0.00 199,Tendon 199 198.288,0.00 0.25,0.00 0.00,0.00,0.00 200 Tendon 200 165.240,165.240 0.25,0.25 0.00,0.00,0.00 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 55 MZ-63 MZ-63 Project Name: Tukwila Village Building E Date of execution: December 17, 2014 2012 300.00 PT TOTALS Specific Data: Mezzanine File Name: BuildingE_2.adm FLOOR -PRO # Label Reference Tendon/Duct Strand Area Number Strand Tendon Stressing Plane Length Of Length Diameter ends Strands ft in2 ft in 1 Tendon 2 Mezzanine 128.81 0.15 9 1159.33 0.50 2 Level 2 Tendon 3 Mezzanine 148.48 0.15 21 3118.12 0.50 2 Level 3 Tendon 5 Mezzanine 149.13 0.15 17 2535.19 0.50 2 Level 4 Tendon 7 Mezzanine 131.29 0.15 8 1050.30 0.50 2 Level 5 Tendon 8 Mezzanine 41.16 0.15 10 411.62 0.50 2 Level 6 Tendon 10 Mezzanine 29.07 0.15 12 348.84 0.50 2 Level 7 Tendon 12 Mezzanine 29.03 0.15 10 290.28 0.50 2 Level 8 Tendon 13 Mezzanine 68.68 0.15 12 824.16 0.50 1 Level 9 Tendon 15 Mezzanine 52.74 0.15 21 1107.63 0.50 1 Level 10 Tendon 16 Mezzanine 86.20 0.15 8 689.60 0.50 1 Level 11 Tendon 17 Mezzanine 76.34 0.15 4 305.36 0.50 1 Level 12 Tendon 18 Mezzanine 16.69 0.15 3 50.08 0.50 1 Level 13 Tendon 19 Mezzanine 16.94 0.15 3 50.83 0.50 1 Level 14 Tendon 20 Mezzanine 17.19 0.15 3 51.58 0.50 1 Level 15 Tendon 21 Mezzanine 17.25 0.15 3 51.76 0.50 1 Level 16 Tendon 22 Mezzanine 17.25 0.15 3 51.76 0.50 1 Level 17 Tendon 23 Mezzanine 17.25 0.15 3 51.76 0.50 1 Level 18 Tendon 24 Mezzanine 17.25 0.15 3 51.76 0.50 1 Level 19 Tendon 26 Mezzanine 25.28 0.15 3 75.83 0.50 1 Level 20 Tendon 27 Mezzanine 21.78 0.15 3 65.33 0.50 1 Level 21 Tendon 28 Mezzanine 19.75 0.15 3 59.25 0.50 1 Level 22 Tendon 29 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 23 Tendon 30 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 24 Tendon 31 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 56 MZ-64 MZ-64 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 25 Tendon 32 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 26 Tendon 33 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 27 Tendon 34 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 28 Tendon 35 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 29 Tendon 36 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 30 Tendon 37 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 31 Tendon 38 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 32 Tendon 39 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 33 Tendon 40 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 34 Tendon 41 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 35 Tendon 42 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 36 Tendon 43 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 37 Tendon 44 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 38 Tendon 45 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 39 Tendon 46 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 40 Tendon 47 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level 41 Tendon 48 Mezzanine 73.65 0.15 3 220.94 0.50 1 Level 42 Tendon 49 Mezzanine 73.65 0.15 3 220.95 0.50 1 Level 43 Tendon 50 Mezzanine 73.65 0.15 3 220.96 0.50 1 Level 44 Tendon 51 Mezzanine 73.66 0.15 3 220.97 0.50 1 Level 45 Tendon 52 Mezzanine 73.66 0.15 3 220.98 0.50 1 Level 46 Tendon 53 Mezzanine 73.66 0.15 3 220.98 0.50 1 Level 47 Tendon 54 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 48 Tendon 55 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 49 Tendon 56 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 50 Tendon 57 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 57 MZ-65 MZ-65 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 51 Tendon 58 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 52 Tendon 59 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 53 Tendon 60 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 54 Tendon 61 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 55 Tendon 62 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 56 Tendon 63 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 57 Tendon 64 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 58 Tendon 65 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 59 Tendon 66 Mezzanine 61.63 0,15 3 184.89 0.50 1 Level 60 Tendon 67 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 61 Tendon 68 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 62 Tendon 70 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 63 Tendon 71 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 64 Tendon 72 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 65 Tendon 73 Mezzanine 61.63 0.15 3 184.89 0.50 1 Level 66 Tendon 74 Mezzanine 61.65 0.15 3 184.96 0.50 1 Level 67 Tendon 75 Mezzanine 87.93 0.15 3 263.80 0.50 1 Level 68 Tendon 76 Mezzanine 87.93 0.15 3 263.80 0.50 1 Level 69 Tendon 77 Mezzanine 87.93 0.15 3 263.80 0.50 1 Level 70 Tendon 78 Mezzanine 87.94 0.15 3 263.81 0.50 1 Level 71 Tendon 79 Mezzanine 87.94 0.15 3 263.82 0.50 1 Level 72 Tendon 80 Mezzanine 22.35 0.15 3 67.06 0.50 1 Level 73 Tendon 81 Mezzanine 22.35 0.15 3 67.06 0.50 1 Level 74 Tendon 82 Mezzanine 22.00 0.15 3 66.00 0.50 1 Level 75 Tendon 83 Mezzanine 56.22 0.15 3 168.65 0.50 1 Level 76 Tendon 84 Mezzanine 56.18 0.15 3 168.55 0.50 1 Level 77 Tendon 85 Mezzanine F__5K_83 0.15 3 167.49 0.50 1 Level Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 58 MZ-66 MZ-66 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.ad m FLOOR -PRO 2012 78 1 Tendon 86 Mezzanine 55.83 0.15 3 167.49 0.50 1 Level 79 Tendon 87 Mezzanine 55.83 0.15 3 167.49 0.50 1 Level 80 Tendon 88 Mezzanine 55.83 0.15 3 167.49 0.50 1 Level 81 Tendon 191 Mezzanine 54.29 0.15 3 162.88 0.50 1 Level Summary by Tvpe Type # Tendon Diameter Strand Area Strand Length Tendon/Duct Length Weight # Stressing Ends # Dead Ends in in2 ft ft Ibs 1 0.50 0.15 23207.98 4730.12 12016.05 88 74 Total - - 23207.98 4730.12 12016.05 88 74 Summary Reference Plane Floor Area Floor Volume Weight Rate Rate Cost ft2 ft3 Ibs Ibs/ft2 Ibs/ft3 $ Mezzanine Level 15370.75 12913.64 12016.05 0.78 0.93 48064.18 Total 15370.75 12913.64 12016.05 0.78 0.93 48064.18 Unit weight of prestressing steel = 487.08 pcf Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 59 Suppor Suppor Suppor 'Ll-13 - Suppor S Bo S Be Su 84 - SuPpo S 12 Su 14 Su 16 O Suppor S PP r uPPort Support 1.ux 7 S all S B3 Su 83 Su 86 S� 99 11 87 Su 18 S IOo Support _ _ IMEN— Support Lhe 4 SB orti U-6 Su Port Support L e 95 Support 0 0 0 0 0 0 0 L 0 0 p 0 0 -0 Y W x Idealized Tributary Plan for Support Lines in X-Direction 12/17/14 Tukwila Village Building E 16:39:05 BuildingE_2.adm Mezzanine C7 L 2/17/14 6:39:50 IdingE_2.adm Idealized Tributary Plan for Support Lines in Y Direction Tukwila Village Building E Mezzanine N Co co L 2/17/14 6:41:01 IdingE_2.adm Stress check in X-direction Tukwila Village Building E Mezzanine L 2/17/14 6:44:02 IdingE_2.adm Stress check in Y direction Tukwila Village Building E Mezzanine K N v O L Strenath Check - X-Direction 11 16:45::45:13 Tukwila Village Building E BuildingE_2.adm M ezza n i n e N v IV v 0 PTA 0 0 0 0 0 0 0 0 L 0 0 0 Y W x Strength Check - Y Direction 11 16:48::48:17 Tukwila Village Building E BuildingE_2.adm Mezzanine N v N N v N MZ-73 MZ-73 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E 2.adm 2012 DESIGN LEGEND This legend is provided as an aid for the interpretation of the results that follow. Allowable Stress Man = Y °.lmss D7s>arms rnlrtrrlkwA pr.r l,yR, ,l�ele-rrw.lr MIrn:O.�r.rdr.4wnr Pmni` all. r ID9 •IM- +IrVl W.rlalr+IORr11311r!•10lrllYla liWi>•rli@i+!®l WiIIW !OrllM11 Tm . CalculatedStmes Bottom fiber Stress (Tensfenstresspositive) DESIGN ST OF "DESIGN MOMENT G1Uig1" (No went is dxawx •rt the tensists $ide) xrb:ni.am. ,anwiw.+aot*a.,�.t.rr>•.y.r9 rw t.r,s.d..or PYEA fapJn6 Tpp MfA hpJ1A ialim 'rmrrweraT rseAslar,rarnrom Bebar Provided a � Rebar Requuod e r, DESIGN STRIP REINFORCEMENT REQiJIRED AND PROVIDED FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 60 MZ-74 MZ-74 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-SuiderVersion2012 Date Decemher17,2014 Tme:16:23:17 PYe Suppod Line1 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Stdp: Support Line 1 12 Load Case: SeMce(Sustained Load) 1.00xSelfmight+ 1.00xDeadbad+ 0.30xUveload+ 1.00xPrestiessing 2-MEMBER ELEVATION lit] a awO + O 'a O 1. O lzao O zaao `-' un II I I I I I II I I I I I II I I I I I I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected + rexr zi.mes� s risxire• c .mesa• s _aces• s cevc T ,�mcsa• aQie�xis 6 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected � aetfvvrv[vovnmtYeC Gvvlv'1}i-NefQVRG BffonpY:ve v{ve1 ab914vb sTu04s®O iiWv.e6o1 R mR 6 -REQUIRED & PROVIDED BARS 6.11Top Bats m�oa 1.13 0.00 191 1.91 1.93 1.03 I'm 000 [iRl.is- repured 1] Prow>� 015 828attom BdB RB19t00 000 ON Ono 0.00 000 000 0.00 am 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 61 MZ-75 MZ-75 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 4 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiderVersion2012 Date:. December 17,2014 Tne:16:23:17 Fie SuModune4 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 4 12 Load Case: Service(Sustai,ed Load) 1.00 xSeM eight+ 1.00 xDead bad+ 0.30 xUm bad+ 1.00 x Prestressng 2 -MEMBER ELEVATION O O O O I I I 1 I I i I I I I 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected$x,ac z o¢v 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected Q,sx;, s• 6 - REQUIRED & PROVIDED EARS 6.1 TopBars a00 (in`1, u Pr roHded o. 6.28altom Bars max oaa om am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 62 MZ-76 MZ-76 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 5 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bukler Version 2012 Data December 17, 2014 Tne:1623:17 Fie Supped Lines 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 5 12 Load Case: SerNce(Suslained Load) 1.00 xSelfveight+ 1.00xDeadbed+ 0.30xLoebad+ 1.00xPrestreseing 2 . MEMBER ELEVATION I1tl 9330 33 I I I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selectedss s nsz+a- s�sezzo• 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT sekctetf o0ee<YtbTelect nnW �bMReeaisertme. Bbsonbnbe ulr�OnftpttaO'emrtbBmplm�vb6etlemt! 6 - REQUIRED & PROVIDED BARS 6.1 Top8am mmoo o.m Z94 Goo coo zu 33 lepuired pbYtded i e IN a a 6.26ottomBers ff81�X coo 000 coo am 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 63 MZ-77 MZ-77 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 6 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTAuiderVersion 2012 Date December 17, 2014 Tme:1623:13 Fie Suppod Line6 1 - PROJECT TITLE: Tukwila Village Building E 1.1 Design strip: Support Lire 6 12 Load Case: Servim(Suffiailed Load) 1.00xSel%e4bt+ 1.00xDe9dhmd+ 0.30xUwlood+ 1.00xPrestressing 2 -MEMBER ELEVATION [n[ 3 -TOP RERAR 3.1 ADAPT selected 32ADAPT selected^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mW( o.aa ono 153 om oao [irr Z, provided ,aLLi or 62 Bottom Bars m� ono aoo n,o av am 10 - DESIGN EWS NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 64 MZ-78 MZ-78 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 7 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTBulderVersion 2012 Date December 17, 2014 Tme:16:23:18 Fie SuX*d Line? 1 - PROJECT TITLE Tukwila Mflage Building E 1.1 Design SW. Support Line 7 1.2 Load Case: Service(Sustened Load) 1.00xSdMeight+ 1.00xDesd bad+ 0.30xi-kebad+ 1.00xPnesbesitg 2-MEMBERELEVATIDN O O O O Q ]d1] 483 1913 a3 6. M 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected + �a1ao" z EIUa" 3 4 5 -BOTTOM REAR 5.1 ADAPT selected 52 ADAPT selected � ao.,mor.nv aevmnne mwxaame.sysa�uae ma>e.+nw..ay.mnrsx�om+ea�aasms 6 - REQUIRED & PROVIDED BARS 6.1 TopSaia m 6r aaz 112 am um oao [�� i a. yyE 628dtom Bars mao"3 aoo oao a oao 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 65 MZ-79 MZ-79 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 8 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiderVersion 2012 Date December 17, 2014 Tirne: 1623:18 Fie Support Line8 1 - PROJECT TITLE Tukwila village Building E 1.1 Design Strip: Support Lire 8 12 Load Case: SenAoe(Susteined Load) 1.00 xSelMeight+ 1.00 xDead load + 0.30 x Live bad+ 1.00 xPrestnessing 2-#IENBERELEVATION O Q O O O O O Iftj .s os ox cs3 zst so, i ii I i i I' i i Iii 3-TOPRE$AR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM R®AR 5.1 ADAPT selected 5.2 ADAPT selected a nxsa• ��sso.,dv.mv se�mmo-ssave.aaocra�veeusa n ram4.e.mesncaiv'eesevo,m m: 6 - REQUIRED & PROVIDED HORS 6.1 Top Bars MM ooa is am ,oz am as (ire]. u required o provided ax 1-1 Fi 62 Bdtom Bn,s max o.,3 ow o.m o.ao om oao 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 66 MZ-80 MZ-80 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 9 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2l)12 Date December 17,2014 Tme:16:23:18 Fie Supporti-ine9 1 - PROJECT TITLE Tuklwla Village Building E 1.1 Design Strip: Support Line 9 12 Load Case: Sevice(Sustaned Load) 1.00 xSdTNeighi+ 1.00xDead bad+ 0.30 x Lae bad+ 1.00 xPrestressng 2 -MEMBER ELEVATION O O tltl 11 tall A 1 IM B I Itl 1 I IY 1 M 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmcaac 0.00 10 0.00 iq as reu'red praaldM a. as 626a0om8ars mecoao 000 am 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 67 MZ-81 MZ-81 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 10 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: December17,2014 Tirne:162318 Fie: Support Line 10 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design SW. Support Line 10 12 Load Case: Senice(Sustaned Load) 1.00xSdfaeight+ 1.00xDesd bad+ 0.30xLNebad+ 1.00xPrestressng 2-MEMBER ELEVATION IRI 17 O 267 O i ii fl i ii f F--i 3 -TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected e�a..n;.,e, s a. - o, a. mrneon.n mm.rsv>weeo�.,ra 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars re!e 000 0.00 [in'I o pro id d o as 6.2 Battom Bars roat 000 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 68 MZ-82 MZ-82 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 11 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Time:162318 Fie: Support Line 11 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support L'na 11 12 Load Case: Scvice(Susiained load) 1.00xSdfweigbt+ 1.o0xDead1oad+ 0.30xLrve1oad+ 1.00xPrestressng 2-GIEMBER ELEVATION [4] lost I I I I I I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected mnnnr �.�.,.. ra._sasae. ssaonce...eosmnws�..n.eae.emme�a.�snoram: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars Meg aoo 000 [la'1. as equred proNded. a as 82 Bottom Bars rst o.ao om 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 69 MZ-83 MZ-83 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 12 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Time:1623:18 Fie: Support Line 12 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 12 1.2 Load Case: Savice(Susteined Load) 1.00xSelNeight+ 1.00xDesdbad+ 0.31txl_hvebad+ 1.00xPmstressirg 2-MEYBERELEVATION 0 Inl l/ nm I I I I I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM RERAR 5.1 ADAPT selected S.2 ADAPT selected m,.a araevnamw-mae. eenoaomse eca®naoa eva�rez.mvaRaa,s.en.ram� 6 -REQUIRED R PROVIDED a4RS 6.1 Top Bars m me moo 000 [prl)ied 05 provided as os 6.2 Bottom Bars a,14 aao ow 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 70 MZ-84 MZ-84 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 13 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Time:1623:18 Fie: Support Line 13 1 - PROJECT TITLE Tukm1a Village Building E 1.1 Design Strip: Support Lire 13 1.2 Load Case: Servioe(Sustaired Load) 110xSottvieight+ 1.00xDeadbed+ 0.30xLlve1Dad+ 1.00xPnestressing 2 -MEMBER ELEVATION [ft] loss I I I I I I 3 -TOP R®AR 3A ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected f!t!am�ntam!nmvm+nq' �tefv.!fe mmeseeEl.9.soa!a,sea%® n'epn.stivmnbs�0 rtO1se6o!!e mh 6 • REQUIRED & PROVIDED BARS 6.1 TopBars CON am am 10 Dml, os requred - Pruvided ao os 6.2 Bottom Bars bj°i o.m am 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 71 MZ-85 MZ-85 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 14 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: December 17, 2014 Tine:162318 Fie: Support Line 14 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 14 12 Load Case: Sernlce(Susteined Load) 1.01)xSdfveight+ 1.00xDeadbed+ 0.30xLiuebad+ 1.00x Prestressing 2-MEMBER ELEVATION O I I I I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected errrwrrace,mae.��or,..v � �aaeac. rsoneen.�a�emnevn.n.carevamc+osueriraoaae®m 6 - REQUIRED 8 PROVIDED EARS 6.1 Top Bars MCC am am (ire] as requted - provided o- OS 628abom Bers min 0m 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 72 MZ-86 MZ-86 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 15 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Verson 2012 Date: December17,2014 Tine:1623:18 Fie: Support Line 15 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support L'ne 15 12 Load Case: Servloe(Sustained Load) 1.00xSelfoeight+ 1.00x0eedoad+ 0.30xLheoad+ 1.00xPrestressilg 2 -MEMBER ELEVATION [R[ 1059 I I I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ViaRG.rav!m Lo�m9lnnN.Evhn]e sOaesQaSl. MfonMRgflvebpl aveID_vtbfQtlp2WG�Ao1 SeIDR 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars maa aa0 000 provided 00 as 628attom Bars rAat am 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, KOlkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 73 MZ-87 MZ-87 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 16 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17,2014 Tine:162318 Fie: Support Line 16 1 - PROJECT TITLE Tukwia wage Building E 1.1 Design Stfq: Suppord Lire 16 1.2 Load Case:SerMoe(Sastaned Load) 1.00xSe1fveigld+ 1.00xDesd ixld+ 0.30xUve Wd+ 1.00xPm3trassng 2-MEMBER ELEVATION O (n1 1105 I I I I I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected .z o�.m.v�.wsaamaemx�e.osonar•.�. eaa+rn�sxvu �.ens�o�aoram: 6 - REQUIRED & PROVIDED HORS 6.1 Top Bars mex coo am Dn'1. a required provided 0 6.26dtom Bers m14 oco om 10 - DESIGNERS NOTES Support@adaptsoftcom www.adaptsofi.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 74 MZ-88 MZ-88 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 17 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Vlrsion2012 Date:December17,2014 Tirne:1623-.18 F1e:Support Line17 1 - PROJECT TITLE Tukwila Village Budding E 1.1 Design Strip: Support Line 17 12 Load Case: SeMce(Sustained Load) 1.0DxSeltmight+ 1.00x0eadbad+ 0.30xLkv lDad+ 1.00xPrestressing 2 -MEMBER ELEVATION fill jam I I I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected we ianoca,vsarommas�r eanr�n.e meesmea.sm000..e �.: oa.a�.e>weoRo+cvmera ms 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars rs� am am Ilrc] as proZeed as as 62 Bottom Bars rpa aao om 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 75 MZ-89 MZ-89 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingl_2.adm FLOOR -PRO 2012 SUPPORT LINE 18 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: Decem6er17,2014 Tine:1623:18 Fie: Support Line 18 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design ship: Support Lira 18 12 Load Case: SerNce(Sustaned Load) 1.00 x Sellxeiglit 1.00 x Dead bad + 0,30 xLhe load + 1.00 x Prestressing 2 -MEMBER ELEVATION O [ftl lice � I I I I I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected a: werrao�c�msvam+�a m+.:n„a mwKv:..se.essaameeac�®�eanaa ®.xva=ae�neram: 6 - REQUIRED 8 PROVIDED BARS 6.1 Top8ars max oao 0.00 Provided o aS 628ottom Bars mac oa o.m 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 76 MZ-90 MZ-90 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 20 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Verson 2012 Date: Decemher17,2014 Tine:162318 Fie: Support Line 20 1 - PROJECT TITLE Tulawla Village Building E 1.1 Design Strip: Support Line 20 1.2 Load Case: Service(Sustaned Load) 1.00xSeltmight. 1.0(IxDeadoad+ 0.30xUelead+ 1.00x P+estiesng 2-MEMBER ELEVAT)OR O e aR O 11 1 I I i III I I � H 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected + x;xtn• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected R A•.rtamveLn�.mmYnq maAfnle e0aveaCfe!!. avionpneeeyrn ncghee am1[Stfm'npfteeao14m2 6 - REQUIRED & PROVIDED BARS 6A TopBars mewo om t.+a 4ni'rad 12 eA 62 Bottom Bars too e m o ao 10 -DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 77 MZ-91 MZ-91 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 22 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-SuiNer Version2012 Date: Deamber17,2014 Tine:162318 Fk:SuppDd Lne22 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design SUP: Support Line 22 12 Load Case: Service(Sustaited Load) 1.01)xSel&eight+ i.00xOeadbed+ 0.30xUve1oad+ 1.00x Ppestessng 2-MEMBERELEVAT)ON O O O Q lily 36a 1. .2 7 M V. 6.11 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected + -pcas- rmczo 3 r tr 5-BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected .e<.�dri+'a��+a,h��.�.an=�m..+eem+nwn.ti.�..v�o �,�netame. 6 - REQUIRED & PROVIDED BARS 6.1Top6ads Mac °u 116 aoo om 1.05 t.os (reQuired is aaVldaA 1A as 628attom 8ars m®i a00 omo 000 0a0 am 0.ao 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Oarsize* Legs 2 Spacing Ind to ---------•--------•--------- ---------•-------•------------•----------------------- 72UserseleCed_________------------------------------ _-------------- _-------- 6ar5¢e• Legs aow , 7.311equiedarea °0� aan Cefl ants 0000 OASa 0. Q. 0. 0. a 1 D - DESI E S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 78 MZ-92 MZ-92 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 23 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Deoember17,2014 Time:162318 F1e:Suppod Line23 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 23 12 Load Case: Servioe(Sustsired Load) 1.00xSdfaeight+ 1.00xDead1Dad+ 0.30xLhebad+11.00xPrestressbg 2 -MEMBER ELEVATION 94 2727 1981 I I I I I I I I I I I I I I f-1 3 - TOP REBAR 3.1 ADAPT selected � 32 ADAPT selected + � - <p�6x11 V s — + IX27 5 - BOTTOM REBAR T 5.1 ADAPT selected 51 ADAPT xkctN 6 - REQUIRED & PROVIOED BARS 6.1 Tap Bars reaK 212 2.12 195 (required 1 pvvded 12 ee 62 Bottom 8 ars 10 om o00 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 79 MZ-93 MZ-93 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 24 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Tine:162318 Fie: Support Line 24 1 - PROJECT TITLE Tukwila Village Building E I. Design Strip: Support Line 24 1.2 Load Case: Sewice(Sustaned Load) 1.00xSdfweight+ 1.00xDesd1oad+ 0.30xLrveload+ 1.00xPrestressng 2-MEMBER ELEVATION O {1tj sr i I I I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected �i reaxro•��oo• . 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected � anaae�vewnmanry s�amx �eweaaeu. es.o.omaeaaam n evnvn ox>mz.xcne2v.�eae+xmx 6 - REQUIRED & PROVIDED EIARS 6.1 Top Bars rem lio'I. required - poNded u 0 62 Bottom Bars raft ooc 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 80 MZ-94 MZ-94 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 25 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Batla Version 2012 Date: December17, 2014 Tine:1623:7 8 Fie: Support Line 25 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support line 25 12 Load Case: Senice(Sustaioed Load) 1.00xSdhrigM+ 1.01)xDeadlood+ 0.30xlrvelood+ 1.00xPrestressng 2-MEMBER ELEVAT)ON 0.10 (Rl 2165 1956 i i i i i i i i I I i i i t� 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 1 •6>ss• IQs.axns 5 •sx.x:a• ' 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected a �ravnassro.:moncw xawioa. �xae.�eamr��mm+n evnun.®ur+a.s®o'a.annso+se ma 6 - REQUIREO & PROVIDED BARS 6.1 Top Hers M91 2.11 250 230 (lf 21 required Provided i aLE o: 62 Bottom Ba15 row ono oeo ono 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 81 MZ-95 MZ-95 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 26 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Demff ber17,2014 T4ne:1623:18 Fie: Support Line 26 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 26 1.2 Load Case: SeMce(Sustained Load) 1.00 xSd Neight+ 1.00xDesd1oad+ 0.30x Lrveldad+ 1.00 x Prestressing 2 - MEMBE R E LE VATION O O6 IN 700 2755 SS I I I I I I I I I I I I 2O I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 1 6XSE^ 2 56x1O6' 3 6X11V" 4 26 5 _6x2P 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT seledV ms ��enno.,mc..a mesonse ®wese.uc.sysanomeemy bnss�.e rsarsasoc`oRa>R.mnorrema 6 - REQUIRED & PROMDED BARS 6.1 TopBars ro 2A1 z57 2a6 2a6 Irequied 2t PraNded 1a 0a211 628dtom Bars romm ono am 000 0m 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 82 MZ-96 MZ-96 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.ad m FLOOR -PRO 2012 SUPPORT LINE 27 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builds Version 2012 Date: December 17, 2014 Tine:162318 Fie: Support Line 27 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 27 12 Load Case: Sevioe(SusldLoad) 1.00xSdfvveiW- 1.0(IxDeadbad+ 0.30xUvebed+ 1.01)xPrestressing 2 -MEMBER ELEVATION O O O litl 1 So 2916 1. I I I I I I I I I I I I I I I - 4. I I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 1 ?bx1s6K119' 3 s + s 2p 5-BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected mlmracmmenne:oe�ca mew. re mse.xne.e.,e�r..�.nee+nw++..e.awn�e �,.vm�m: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ma Ito 22e 241 2.11 (required 21 provided u o. 62 Bottom Bers moo too 000 om 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 83 MZ-97 MZ-97 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 28 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8uiNa Versbn 2012 Date: December 17, 2014 Tine:1623:18 Fie: Support Line 28 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 28 1.2 Load Case: SeAce(Sustabed Load) 1.00 x SelfreiW 1.0DxDeadbad+ 0.30xLnebad+ 1.00xPrestressb0 2 -ME MBE R E LEVATION IN 1150 O 29'6 Q 1. 0.20 I I I I I I I I 1 1 I I 1 I I I I I i 3 - TOP REBAR 3.1 ADAPT selected � 3.2 ADAPT selected 1 .axis t<l 2XI lP 3 axac + 5 a 5 - BOTTOM REAR 5.1 ADAPT selected 5.2 ADAPT selected arxxaa..,.mo.nmo.i.w aennnsc.oa,e»use. mone.v.e.ma<a n er�.a.meeuauor<e.er�e�o�.smm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mm 2.0 2.15 Z35 235 firr 21 required provided as 6.2 Bottom ears mat 9.m 0.00 am o00 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 84 MZ-98 MZ-98 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 29 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: DecemDer17,2014 Tine:1623:18 Fie: Support Line 29 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 29 12 Load Case: SaMce(Sustaned Load) 1.oDxSativtight+ 1.00xDeadkad+ 0.30xL1ve1Dad+ 1.00xPrestresang 2-MEMBER ELEVATION 0Inl O 976 11. O Jib O I I I I I I I I I I I I I I I I I I f-y 3-TOP REBAR 3.1 ADAPT sekctad 3.2 ADAPT selected 3 7r +Qmmo @t x:s^ 5 - BOTTOM REBAR 5.1 ADAPT selected S.2 ADAPT selected ee aewwae...+se..aro.,.w:.:x.n,n m..e.� s.,ovo...e.mda n avn.n.m.sx.�rom.cva=�e�m: 6 - REQUIRED & PROVIDED BARS 6.1 Top 8ars rs?s z13 rnris equied provided rz a 628adom Bars rajr aoo aoo 000 om 10 - DESIGNERS NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 85 MZ-99 MZ-99 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 31 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Tine:162318 Fie: Support Line 31 1 -PROJECT T[TLE T ukvA]a Village Building E 1.1 Design Ship: Support Line 31 12 Load Case: SwAce(Sustained Load) 1.00xSdfvei9ht+ 1.00xDeadbed+ 0.30xLirvelaad+ 1.00xPrestressing 2 - ME MBE R ELEVATION O [Il] r: so msa I I I I I I I I I I I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected asxic^ zQsrsxt rx^ 1 x7e^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selec[d z rexracs�esseo.r vea+'v �e�a.nr2 meo.e-----raene.ne�.udnn+em�..,a.mra s�roRa.^ o�scas 6 - REOUIRED & PROVIDED BARS 6.1 Top Bars maa zla zrs z.. red Provided O6 MI 12 6.2 Bottom Bars mjr am am 10 - DESIGNER'S NOTES Support@adaptsofLcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 86 MZ-100 MZ-100 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 32 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: DecemberlT, 2014 Tene:1623:18 Fie: Support Line 32 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 32 1.2 Load Case: Service(Suatained Load) 1.00xSdMeight+ 1.00x0esdbed+ 0.30xLNeload+ 1.00xPrestressing 2-MEMBER ELEVATION Itt] 27,50 O O R� O 2550 I I I I I I I I I I I I I I I Its 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected + amens" 2 >bx11e s .noa•xry 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT seIt e�.ue.,.no.n m meamae xwesaeva mmmve.w>,<ea nvm..n,mnnmanr2v.e�reoeam: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars rely =6 226 1.94 0.00 0.00 [in' v require provided 1.4 0. 628atom Bars rpjp 00a �' L 000 am 000 am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 87 MZ-101 MZ-101 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE Zadm FLOOR -PRO 2012 SUPPORT LINE 33 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: DecemDer17,201; Time:1623:18 Fie: Support Line 33 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design strip: Support Line 33 1.2 Load Case: SenicetSustaned Load) 1.00xSNfxeight+ 1.00xDeadload+ 0.30xlne1Dad+ 1.00xPrestlessng 2- MEMBER ELEVATION 0 O O [R] wa e33 I II I 1 II I I II I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected r x axae^ 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected �,.w.e, n sum:same. ausonoen�am�mnrnaee aawsv.os*o enecmear�emm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ME( 0.93 am [lrr� u proNdW at a, 626attamll mint o.m am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 88 MZ-102 MZ-102 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 34 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: DeaemDer 17, 2014 Tine:1623:18 File: Support Lice 34 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 34 12 Load Case: SerNae(Sustaned Load) 1.00xSd1Neight+ 1.00xDeodnad+ 0.30xLKvload+ 1.00xPrestressng 2-MEMBER ELEVATION O O O O 0 rl lit] s.3 NJ 4.11 e00 fs92 I I I I I I I 1. a% I I 3 - TOP REBAR 3.1 ADAPT selected lea^ 3.2 ADAPT selected + ax4s z.�xzo• 1i�.axzo• rr 4 xsa^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT Belted me rceavimso.�mor+'vms.e.e. m�sxae.c�onwnm eeNraaxox su oew:n.oa�or_a.�ao .emm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mM a.aa an o.aa r.n am rm om am DRI.12 -Zel — PraNded a a4 6.28attom hers ma ow o.ao am aao ama 000 000 oaa 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 89 MZ-103 MZ-103 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 35 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: December 17, 2014 Time:162318 Fie: Support Line 35 1 -PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Lit. 35 12 Load Case: Service(Sustaned Load) 1.00xSelfxeight+ 1.00xDeadload+ 0.30xLiveload+ 1.00xPrestressitg 2-MEMBER ELEVATION 2749 931 9S6 2T I I I I I I I 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected me aenoRrn+conmr...oue�w..xemon•amc.s.,ocsaec4�n..an.e,�smm��m+�=seam: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mac race 010 asa am am (required ra protAded to 05 6.28altom Bars mini oao oao ono aw 000 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 90 MZ-104 MZ-104 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 37 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -builder Veision2012 Date: Demm6er17,2014 Tine:1623:78 Fi :Support Lire 37 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design SMp: Support Line 37 12 Load Case: Sermoe(Sustaned Load) 1.00xSel Wight+ 1.00xDeadbad* 0.30xi-hebad- 1.00xPteshessng 2-MEMBER ELEVATION Ind 3 -TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52ADAPTsekchd +(hmm- mxeravxRcv.nmrr+.�e�maranre.m.wexe.s�enm.�om+nvm.�e.zmee�roReuvirnavasms 6 - REQUIRED & PROVIDED BARS 6ATop Bers rem 000 000 000 (mqu'red pn�lded 0.ia 02, 62Battom Bars rgif 009 000 0m 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 91 MZ-105 MZ-105 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 38 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Time:16231 S Fie: Support Line 38 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design strip: Support Line 38 12 Load Case: SerWce(Sustaned Load) 1.00xSdfNeiyht+ 1.00xDeadbad+ 0.30xi-webad+ 1.00xPrestressng 2-i#NSERELEVATION O O O (R] a co a s I II I I II I I II I 3 - TOP REBAR 3A ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT sekdetl � �ae>o mr„roaeewnaemesxme.mon®ne slm+ncpn.mamrttrm�sanaeseaamm 6 - REQUIRED 8 PROVIDED BARS 6.1 Top bars m me 0.00 0m [IR�1r� as Rounded 00 a5 62 Bdtorn Bars m1X aoa 0.m 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 92 MZ-106 MZ-106 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 39 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Deawber 17, 2014 Tine:162318 Fie: Support Line 39 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Stilly. Support Line 39 1.2 Load Case: SerAce(Sustained Load) 1.00xS4&eigtd* 1.00xDeadbad+ 0.30xtivebad+ 1.00xPre3tressing 2-H1NIEMBERELEVATION O O In1 1,1 * 31 I I I I 1 I I I I I I I I I 1 1 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected v:er,Pvs.n,,.em�mae.a,ono.o.�armne.a....�nv,m.�e,.�aoa�ms 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m oc o.00 um Coo [irr0s provide0 a. as 628ottan Bars max 000 000 coo 10 - DESIGNER'S NOTES Support@adaptsokcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 93 MZ-107 MZ-107 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 40 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Deoemher17,2014 Time:1623:18 Fie: Support Line 40 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Stdp: Support Line 40 1.2 Load Case: Ser%ioe(Sustaned Load) 1.00 xSelNeght+ 1.00 xDead load + 0.30xUvebad- 1.00 x Prestressing 2-MEMBER ELEVATION [tt] V rom mu I I I I I I I I 1 I 1 I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �amaz,ra vo.,m��rvae+ona.m..:x.e.rn...m.... nrn+. erca:.e.eoxv.axro'aernsorve sm 6 - REQUIRED & PROVIDED BARS 6.t Top Bars max om a.ao OLD [ rr) os provided a.a as 6.2 Bottom Sam mia aao a.00 000 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 94 MZ-108 MZ-108 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 41 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Buiidw Version 2012 Date: Demmber17,2014 Time:1623:18 Fie: Support Line 41 1 -PROJECT TITLE Tukwila Village Building E II Design Strip: Support Line 41 12 Load Case: Servioe(Sustaiied Load) 1.00xSNfmight+ 1.00xDesdbad+ 0.30xLivebad+ 1.00xPrestressing 2-MEM13ERELEVATION O {Rl 2100 I i I I I I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected e: .nmc�+nw eeesanaema.ese.me. sesonowr_ mrev nTm.e .a,saseme aerxmma mQ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars maac am am Dml. as repured praVldeli 00 as 628attom Bars max 0.00 am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 95 MZ-109 MZ-109 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 42 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Deaernber17,2014 Tine:162318 Fie: Support Lire 42 1 - PROJECT TITLE T ukw la Village Building E 1.1 Design Strip: Support Line 42 12 Load Case: Service(Sustained Load) 1.00xSeltmiglrt+ 1.00xDeadbad+ 0.30xi-hebad+ 1.00xPrestressirg 2 -MEMBER ELEVATION O 0 [ft] roar I I I I I I I I I I I I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �x.r�rRvo..mc�=m 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars MIX om a.0D om provMed [iml. o• requrad o: 6.2 Bottom Gem r mmc o ao cao 0 oa 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 96 MZ-110 MZ-110 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 43 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Deeenber17,2014 Tine:1623:18 Fie: Support Line 43 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 43 12 Load Case: Sernice(Sustained Load) 1.00xSelfveWd- 1.00xDeadload+ 0,30xLiveload+ 1.00xPrestressing 2-MEMBER ELEVATION O [rt] 2140 1 I I i I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected as aere�..+.-mo.+'a acsa,.� m..e,�at. c...no..�.rse n �.n.mrsa:pro m.c+etiotaems 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmo 000 040 0s requred — proNded o. 05 6.2Bat0m Bent m�i o.a0 0m 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 97 MZ-111 MZ-111 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 44 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 oate:December17,2014 Time:1623:18 Fie: Support Line 44 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 44 12 Load Case: Sevice(Sustained Load) 1.ODxSelfweight+ 1.ODxDeadloed+ 0.30xLNeloed+ 1.00xPiestressing 2-MEMBER ELEVATION O 0 IM10,67 1033 I I I I I I I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected mwnrreararanae movemac. assanwnse mamn emnre.a.+sarw:+e r<aecraar.emm 6 - REQUIRED R PROVIDED BARS 6.1 Top Bars MM om act° am fire] 0 required Provided a. a5 62 Bottom Bars mac ow a.ao am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306 2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 98 MZ-112 MZ-112 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 45 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Time:162318 Fie: Support Line 45 1 - PROJECT TITLE T ukwila Village Building E 1.1 Design Strip: Support Line 45 1.2 Load Case: Service(Sustained Load) 1.00xSelNeight+ 1.00xDeadlaW. 0.30xLlvebad+ 1.00xPrestressirg 2-MEMBER ELEVATION O (RI n I I I I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ae nereamYnnonwo.. rn oenwnve maremae.sasonaeeegzi n arm.ma smuerr�ovimeneso+a ms 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ME( am o.m liK7. as required Provided a a5 6.2 Bottom Bars r max am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 99 MZ-113 MZ-113 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 46 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Deoember17,2014 Tirne:162318 Fie: Support Line 46 1 -PROJECT TITLE_ Tukwila Village Building E 1.1 Design Strip: Support Line 46 12 Load Case: SerNre(Susteined Load) 1.00xSatfoeight+ 1.00xDesdnad+ 0.30xi-heload+ 1.0DxPrestressng 2 -MEMBER ELEVATION O O [R] 1067 10W it I 1 1 I I I I I I 1 I I I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REAR 5.1 ADAPT selected 52 ADAPT selected we aevraccv�so.imo.+rn xaeama mwa.sms. eanngmm: wsm n e�s»eeswvsmvTa�n=rams 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mala om 000 om [ln� as provided 00 os 62 Bodom Bars 1 o max 0W 0= ow 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 100 MZ-114 MZ-114 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 47 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Verslen 2012 Date: December 17,2014 Time:1623.18 Fie: Support Lire 47 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 47 1.2 Load Case: Service(Sustaired Load) 1.00xSeltmight+ 1.00xDesd bad+ 0.30xLrveload+ 1.00xPrestressirg 2- MEMBER ELEVATION O [ttl :r I I I I 1 I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected q[ReMacenv[So�ma.+^O'�vMee mesaeae.l7lanCMYetlQ�Dn rySt stl Omarsbmbplm.a'Cver4mh 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmo am 0m [pie 05 prod ded OA H. 628attom Bars mM1 0.m am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 101 MZ-115 MZ-115 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 78 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuWer Vemun 2012 Date: December 17, 2014 Tiae:162318 Fie: Support Line 78 1 - PROJECT TITLE-Tukwga Village Building E 1.1 Design strip: Support Line 78 12 Load Case:Service(Sustaned Load) 1.00xSdfveight+1.00xDesdbad+0.30xUebad+ 1.00xPrestiessng 2-MEMBER ELEVATION O I IM 1 i IN III �p 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ae aenav�-.sn,.imon+�m asa*„aeme.eseme.sma..u.�anae�� ce.me aanvm�.'m..xaa�xfl: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m me am am m as required proMed a a5 62 Bottom Bar: mmc am am 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 102 MZ-116 MZ-116 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 79 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: December17,2014 Tirne:162318 Fie: Support Line 79 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 79 12 Load Case: Service(Sustained Load) 1.00xSe1fveigM+ 1.00xDeadload+ 0.30xLNebad+ 1.00xPrestressing 2-MEMBER ELEVATION Iftl 3 -TOP RE BAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT salted ax rmrreer.+v�se.nmm'a �.eranamaresame.amonmes�asn n csr..e®.svamven+e,:.noram: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mac aao Irequlred as proZed o OS 628citom Bars mHK oars 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 103 MZ-117 MZ-117 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 80 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builds Version 2012 Date: Decemher17,2014 Time:162319 Fie: Support Line 80 1 -PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 80 12 Load Case: Service(Sustai,ed Laed) 1.09xSe1Nftht+ 1.00xDeadkad+ 0.30xLive1Gad+ 1.00xPrestresshg 2-11,IEUSERELEVATION O 0 Ml „ss 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected � ooces.om,ocom,my �nnnae ma.esa.u�sesonaree+s..mnem.aesca.vvmvemarerevoaocma 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars m oc am lift -I d as {rovide0 os as 628ottom Bars al am 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 104 MZ-118 MZ-118 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.ad m FLOOR -PRO 2012 SUPPORT LINE 81 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Dde:Decem6er17,2014 Time:1623:19 Fie:Support Line81 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 81 12 Load Case. Servlce(Sustaioed Load) 1.00xSelweiyat+ 1.00xDeadload+ 0.30xiivelDedt 1.00xPrestressng 2 -MEUSER ELEVATION O O Inl s I I I I j I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected _ �. mm'wer<e>.rna.rxwine.oaaom�.namnewn.n.m'xeam��.aruxvemm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m me 0.00 Ii-F, as provided o. os 62 Bottom Bars mmc aao 10 - DESIGNER'S NOTES Support@@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 105 MZ-119 MZ-119 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 82 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17,2014 Time: 1623:19 Fie: Support line 82 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 82 12 Load Case:Service(Sustahed Load) 1.00xSelN"ht+ 1.00XDeadioad• 0.30xLiveioad+ 1.00xPre3tressng 2-MEMBER ELEVATION O 0 ItiJ sa I I I I I i 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected a xxoc.�ma+o.,monro ss+Rm. xma.euxae.ss.anpanveemmeanemsima smrr<vaozronan�+ersoraemm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mat 0.00 (required os provided a 0 62 Bottom Bars mmc 0a0 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 106 MZ-120 MZ-120 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 83 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Time:1623:19 Fie: Support Line 83 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 83 12 Load Case: Service(Sustaned Load) 1.00xSeltmight+ 1.00x0eadload+ 0.30xLNeioad+ 1.00xPrestressng 2-MEMBER ELEVATION O [R] nss I I I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected S2 ADAPT selected ce itreoemesro.imvr,na ae�aonm m�mne, ma�oase em®n wx mess,nas�roico+mvaor eemm 6 - REQUIRED & PROVIDED BARS 6.1 TopBars mmc CLOD IV ]requied a5 pr.= on a5 62 Banom Bars MIA oao 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 107 MZ-121 MZ-121 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 84 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Tirne:162319 Fie: Support Lire 84 1 - PROJECT TITLE -Tukwila Village Building E 1.1 Design Strip. Support Line 84 12 Load Case: SwAoe(Sustained Load) 1.00x5etfveght+ 1.00xDeadbad+ 0.30xLrve1Dad+ 1.00xPrestressing 2- MEMBER ELEVATION Q O I I j I I I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected sty .nmmn..,v axvfan Le eOwcWM]tt. bsonp0nee m{aNn�ve vavibwvp¢aMxnofhm¢ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max am Irequied os Provlded o os 6.26altom hers m� 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 108 MZ-122 MZ-122 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 85 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Verson 2012 Date: Deaoberl7, 201 E Time:1623:19 Fie: Support Line 85 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 85 1.2 Load Case: Service(Sustained Load) 1.00xSAfxeight+ 1.00xDeadbad+ 0.30xi-Webad+ 1.00xPrestressing 2- MEMBER ELEVATION O O (R] se I I I I I I 3 -TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected a%t4�fweectuefn S.M nR' aFCMR messeui. flaoa W ve Wse1 � E91+. rtl u®usbraOp,m.venef femur 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m me am lm as - required o pm-Aded a as 62 Bottom aere mfor1a 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 109 MZ-123 MZ-123 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 86 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: Dewmber17,2014 Tine:1623-19 Fie: Support Lire 86 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 86 12 Load Case: SwAoe(Sustained Load) 1.00 x Selfveght . 1.00 x Dead bad+ 0.30 x the bad. 1.00 x Prestressng 2-MEMBER ELEVATION Q O [rtJ nss j I j I I I 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR SA ADAPT selected 5.2 ADAPT selected ae neK.,e�.+uemmoe, Aa ernn.�reeooresaeu. se.oncmme amnea nem.me sxausas�o aa+xvrser �mm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m3)( aao [ia1, oe pouKd� a as 626o8om Bars m� aao 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 110 MZ-124 MZ-124 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 87 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: December 17, 2014 Tine:1623:19 Pie: Support Line 87 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 87 1.2 Load Case: Senvice(Sustained Load) 1.00xSdMeigbt+ 1.00xDeadload+ 0.30xLiyebad+ 1.00xPrestressing 2-MEMBER ELEVATION O O �R] rsa 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selted � raerracevsxo.�mm,�.a aeermnc maesarae rao�o.+�.mann e,w,..e.earsb�e�r'or..m: 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars m� ow Ireq 'red 0. provided 0 0s 6.2 Bottom Bars MID ow 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 111 MZ-125 MZ-125 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 88 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersbn2012 Date: Deoamber17,2014 Tirne:1623:19 File:Suppod Lbe88 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 88 12 Load Case: Service(Sustaned Load) 1.00xSdtveigtit+ 1.00xDesdbad+ 0.30xLnebad+ 1.00 x Prestressing 2-MEMBER ELEVATION O O [R] m I I I I I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT xkGed na,�..wav>nvnae,eo.�:meae.sysoronv.a�aane�v.evszaran.ova m.ano:aems 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m pr a.ao Iim7. as required - provided a.o as 62 Bottom Bars mkt oao 10 - DESIGN ER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 112 MZ-126 MZ-126 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 89 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Debember17,2014 Tine:162319 Fie: Support Line 89 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 89 1.2 Load C ese: SeMoe(Susteined Load) 1.00 x Sdfmight - 1.00 x Dead toed+ 0.30 x Liee bad + 1.00 x Prestcessng 2- MEMBER ELEVATION O 0 [rt] am I I I I I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 6 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT sekctdl aRanemo., ma.. rer sere7.�ee mereexa: rimono..ee eo�a noanra eearsn�naweram: 6 - REOUIRED & PROVIDED BARS 6.1 Top Bars mac am protided a a5 628attom 8air 14 mex am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 113 MZ-127 MZ-127 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 90 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Suilde Version2012 Date: De¢mber17,2014 Tine:162319 Fie: Support Lure 9D 1 - PROJECT TITLE Tukvnla Village Building E 1.1 Design strip: Support Line 9D 12 Load Case: Senice(Sustaned LoDd) 1.00xSeiNeight+ 1.0OxDeadlaed+ 0.30xLheload+ 1.00xPrestressiog 2-MEMBER ELEVATION O f� [III0 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected x �,�.Q:rt+.eve.saw,a�m...eeac.ra..oar,�a�ne�.�a..o�ra.m.+e�aosremx 6 - REQUIRED 8 PROVIDED BARS 6.1 Topears max tin-] os provided as o� 62eoltomeanc AD am 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 114 MZ-128 MZ-128 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 SUPPORT LINE 91 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT_8~%tasion2012 Ode: Dexm6er17,2014 Time:162319 File: Support Line 91 1 -PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 91 12 Load Case: SeMoe(Sustsned Load) 1.00 xSdfveight+ 1.00 xDead bad+ 0.30 xLhe bad+ 1.00xPresheasing 2- MEMBER ELEVATION O O [ttl ao] i 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected � aeHamvhN'MmM.O' OiSNYh i9iefQW! YfonpCove�{W �lgfaC CSPI<4 vmft�fe!e9olfemR 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ma 0.9° req i a• requred ' pro= oo os 6.25attom Bars mac am 10 - DESIGNER'S NOTES FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 115 MZ-129 MZ-129 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm 2012 SUPPORT LINE 92 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVeislon2012 Date: December 17,2014 Tine:162320 Fie: Support Line 92 1 -PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 92 12 Load Cate: Service(Sustaned Loed) 1.O0xSedlvsght+ 1.O0xDesdload+ 0.30xUeba4+ 1.00xPrestressng 2-MEMBER ELEVATION 0 rl [Rl L/ am �. I I I I I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ,na,cr,na.0aeorae mw.eaa�m,e.aysa�cenaeea�wnrtwnvusmnasmnomrrcaorae mm 6 - REQUIRED & PROVIDED BARS &1 Top Bars mmc 0.00 lice] as requted - provided 0. 05 62 Bottom Bars mmc 0.a0 10 - DESIGN ER'S NOTES FLOOR -PRO Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 116 MZ-130 MZ-130 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 94 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Time:162320 Fie: Support Line 94 1 - PROJECT TITLE TukvMa Village Building E 1.t Des'gn Strip: Support Line 94 12 Load Case: Service(Sustailed Load) 1.00xSe1lveight+ 1.00xDeadbad+ 0.30xthe Wd+ 1.00xPrestressing 2 -MEMBER ELEVATION in) 2 17940 M50 O 25W O 2800 O 2550 O 2550 O V40 O 21W QD I I I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected- 2 Rx96' `IX110' Xtl£ 5 16%i1S (=�n0111 o• 7 bz11O' e �a)(116-�JOiV^ 5 - BOTTOM REBAR ��rI 5.1 ADAPT selected 5.2 ADAPT selected t0 nxss^ MOs 4ttamevsbo-mon'q �afmhmwefinetl. bsonMeeeCylN nt» vpaearttrsvmpnpveeeolaemx 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mna 000 211 2.30 211 2At 2A1 2,30 237 IN am requred 11 P@`mod a7 62 Bottom Ban ro aoo a0o 000 0.00 om aao 000 0.a0 000 om 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 117 MZ-131 MZ-131 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 95 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Tine:162320 Fie: Support Line 95 1 - PROJECT TITLE Tukwila Village Building E Pi 1.1 Des Strip: Support Line 95 1.2 Load Case: Service(Sustaifed Load) 1.00xSelNeight* 1.00xDeadload+ 0.30xUyeload+ 1.00xPrestressng 2 -MEMBER ELEVATION Oil. 011.WO O 07W0 01700 Oi [ft] 1111 1.. 2ssl 2ssa 2832 I I 11 I I I I I I I I I 12 I I II 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected f(*excs^ z txla 3Qaexa sons s �x11s s Dios 7 .s�oc^ a �mfao^ fo n wz;v^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ox fa<nocemnwaf o,om.w uvnnaemae.eae.9v.o.ee,�..�mv n tm.me.za,snsozmaa.rnenaf aemm 6 - REQUIRED R PROVIDED BARS 6.1 Top Bars rea 10 11.9 191 230 2.30 210 210 2.10 2.09 205 OW 2f prect required provided 1 0.7 6.2 BaltOm Bars rag am a. 0. 000 am am coo am am a 007 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 118 MZ-132 MZ-132 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 98 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: December17,2014 Tine:162320 Fie: Support Line 98 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip., Support Line 98 1.2 Load Case: Service(Sustained Load) 1.00xSdNeight+ 1.00xDeadloed+ 0.30xUmload+ 1,00 x Prestressing 2 - MEMBE R E LE VATION (A] rx I I II I I II I I II H 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ae ayrarse�mo�ovo..a ee�+mx me.�:xan a..oae.nsa emem nwnenaoxrcvamor-viarr+soim ms 6 - REQUIRED & PROVIDED BARS 6.1 TopBars ma000 0.00 ic (in. as required provided 00 05 628dtom Bars mat 0.00 0m 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 119 MZ-133 MZ-133 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 99 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2D'12 Date: Demmberl7, 2014 Tioe:162320 Fie: Support Line 99 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Shp: Support Line 99 12 Load Case: SeMa(Sustaned Loed) 1.01)x5elfoeight+ 1.00x0eadbad+ 0.3OxLhebad- 1.DOxPrestressng 2-MEMBER ELEVATION O 0 IftJ : v I I I I I I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected a.annen oa er oe eewesceaa oo sees. nean.as ec»nveoas2vre.rno+mmoe 6 - REQUIRED & PROVIDED BARS 6.1 Top Bais msa am Irequ"red as pr.%ed 00 as 6.2 Bottom 8ars + m0 o.m 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 120 MZ-134 MZ-134 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingl_2.adm FLOOR -PRO 2012 SUPPORT LINE 100 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17,201e Ttne:16:23:20 Fie Support Line 10D 1 - PROJECT TITLE -Tukwila Village Building E 1.1 Design Strip: Support Line 100 1.2 Load Case: Sawce(Sustaned Load) 1.00x5dNeight+ 1.0lixDeadbad+ 0.30itLieload+ 1.00 x Prestressing 2- MEMBER ELEVATION O iRl n I I II I I II I I II H 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected aax a.rr�m ae.,eo."n aee a,n �.::erne. c..ona..�.s�.+n.�vx.e.earevamso�,•nora.mm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mas 000 o.ao 10 I ire] 0s povided a. os 6.2 Battom Bars ma 0.00 ow 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 121 1 MZ-135 MZ-135 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 101 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Daie:December17,2014 Tine:16:23:20 Fie: Support Line 101 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 101 12 Load Case: Service(Sustained Load) 1.00xSe1Wight+ 1.00xDead1oad+ 0.30xLae1oad+ 1.00xPrestressng 2-MEMBER ELEVATION O O [ft[ 1217 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5a�2 ADAPT selected e-..cmw.nmosrn unwnre eoo.esa.ae.emo,a.nse eumunaor.enoarzav�n2aeeeco,aemm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmo am (RQ IfBd 05 provided o. aS 62 Bottom Bars ma am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 122 MZ-136 MZ-136 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 104 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: Decemher17,2014 Time:16:23:20 Fie Support Line 104 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 104 12 Load Case: Senice(Sustained Load) 1.0DxSdftieght+ 1.00xDeadbad+ 0.30xLhe1oad+ 110xPrestmssing 2-MEMBERELEVATION O Ift] z I I I I I I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected xnvc:new.,a,o., rw ae>sa,se mo.csa.ac. aasa�o�ne em:e n wn.e.�s�sa�e gym.-xncrae ma 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 0.00 om [irr)�� as podded a 05 62 Bottom Bars mAX oa0 ow 10 - DESIGN ER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 123 MZ-137 MZ-137 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 105 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Ose: December 17,2014 Time:1623:20 Fie Support Line 105 I - PROJECT TITLE Tukwla Village Building E 1.1 Design Strip: Support Line 105 12 Load Case: Service(Sustaned Load) 1.00xSeIWWd+ 1.00xDeadoad+ 0.30xLirebad+ 1.00xPrestessing 2-MEMBER ELEVATION O (nl 2200 0 it I i 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected me ae.+we-.en ore., mo.� ..w =ere san ore m-e.x+e. smocor� �� a cae�.e,®m v acre m.�.-ra oe a mQ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bans Form 0.00 (2quied os provided o0 a5 6.28ottom8ars m14 ow 10 - DESIGNER'S NOTES Support@adaptsoft-com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 124 MZ-138 MZ-138 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 106 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Dat:Deoemher17,2014 Time:16:23:20 Fie Suppod Line 106 1 - PROJECT TrrLE: Tukwila Village Building E 1.1 Design Strip: Support Line 106 1.2 Load Case: SerNce(Sustained Load) 1.00xSeltmigat+ 1.00xDead1oad+ 0.30xl.iebW+ 1.00xPie3tressing 2 -MEMBER ELEVATION [n]25 m i I 3 -TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT se=d ole aeMuca!NYo�nwa4� nq iFyMfi mPreseaG YSoapPeem�lsl �tl2.a6m�4a�imRersEef EmR 6 - REQUIRED & PROVIDED BARS 6.1 ToPBars map aw Required as proNded oa os 6.2 Sodom Bars mia em 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 125 MZ-139 MZ-139 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 48 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Tine:13:4852 Fie: Support Line 48 1 - PROJECT TITLE T ukvAa Vdiage Building E 1.1 Design Step: Support Line 48 12 Load Case: SerMa(Susteined Laed) 1.00xSdfveigbt+ 1.00xDeadbad+ 0.30xLnekad+ 1.00xPrestressi,g 2-MENBER ELEVATION 101 z029 i i i 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selecteda+ 2+IXis Qr.sx.ax:a- �- ..:.- ^.sx, 9 pmc ,c ex„ „ sx +!5x3a• 6 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected air—mmz:ra o&s>xn>c revs:emc ma�neee.asenenn,:emay.vvo=rae mx 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars naw 4.10 0L0 am 337 0.00 292 2.39 2� 3l, 3.11 309 O.M.00 [ire). 33 requred provided 22 62 Bottom Bars ni00 aW 0.0 0.00 ore 0.00 0. 0.00 °00 000 000 ON 0.00000 7 - SHEAR STIRRUPS IL 7.1 ADAPT selected. Legs 2 Bar Sng Spaong 1m) 23.5 i3S 7.2DsersekQed _ ----- •----------------------------- -------'-------_.-_...___-_-------"----- ..._____._i---------------------------------------- SarSize# Legs 0,2 ------- __.____...___.-_--.- 7.3Requiredarea 0% 0 0e rn%i) 0w ° rffSIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 126 MZ-140 MZ-140 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 49 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVe+slon2012 Date: Demniher/7,2014 Time:13:4852 File:SuppodlS+e49 1-PR OJECT TfRE Tukwila Village Building E 1.1 Design Strip: Support Line 49 12 Load Case: SeMce(Sustained Load) 1.00xSdtve4nt+ 1.00xDeadload+ 0.30xLi+eload+ i.DOxPrestnssng 2-MEMBER ELEVATION (� Oaeo`—•� Oeo 0++.+r (1l] am roar xors I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 . BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT select me eena®�mnvmm�„w er:.maw m.:case. �e�ve..��e.e n eae..u,carzvs®an:rerraoaa om 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars �.e° aaa Om 122 Om 1.2 Om +80 o.m 2.ar am 000 I f&]. required provided °. 62 Bottom Bars 2° nrmeoo 000 000 000 coo am 000000 am om ono Is. 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 127 MZ-141 MZ-141 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 50 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVemian2012 Date: Demmber17,2014 Tirne:13:4852 Fie: Support Line 50 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Stdp: Support Line 50 1.2 Load Case: Sermoe(Sustained Load) 1.00xSeltmight+ 1.0QxDeodload+ 0.30xt_heload+ 1.00xPrestressilg 2-MEMBER ELEVATION /��) IT11 231 01.0 D.31 '11.10ab5'—' 25.50 0E61 1.0 25 , 26.00 $9 I I I I I I I 3- TOP REBAR 3.1 ADAPT selected /s axss- 3.2ADAPT selected S-Sx11IIl�btaxR.A�6)l/3.�f96G1lilal�{.�a6( io >67( i ax iz 9 1 1� M 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected /a ssxsa• era�xroclmsrov�mo�+rn�»onse mwe:amaamoncenae m.'nnavnmvsusa�oiw-. mxme: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars n 409 43 118 231 2.19 2M 259 2.11 23a 0A2 3.16 UNDO lrequied zs proYlded 1] ob ob 62 Bottom Bars n,mp 131 0oo coo 0.03 000 om 0 00 000 000 u.ao 0.03 0=00 10 - DESIGN ER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 128 MZ-142 MZ-142 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 51 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Tine:13:4852 Fie: Support Line 51 1 - PROJECT TITLE Tukwga 1/rllage Building E 1.1 Design Strip: Support Lin 51 12 Load Case: Service(Sustained Load) 1.00xSeUveight+ 1.00xDesdload+ 0.30xLrveload+ 1.00xPrestressinq 2-MEMBERELEVATION O O 0172501844022000 O O O O O O (Rj 1;ffi nst 12s au z: a ; o zsso 0170. .11 I_ 11 I I I 1 I II 11 I I I I I II II I I I I I II 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 1 2 !6xtoa• aj xto fixa s xfa tt6• z act 6 A61(96' 9 61p to xia6- n u M 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected me ne.taoe+xso�nmmv�na �eaonee massmev�r o:,®ms mNaane.on.re.m.sa>a�oM1orm,.neeamc 6. REQUIRED & PROVIDED BARS 6.1 Top Bars MU190 7M, 2A1 241 IN IN 226 2.x1 320 330 UNDO Im 2] P'ouv d d Is 09 62 Bottom Bers mmcaaa om aoa 000 0.00 a.m ono o.ao a6o 090 om000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 129 MZ-143 MZ-143 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 52 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: Deoember17,2014 Time:13:4852 Fie: Support Line 52 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Stdp: Suppod Line 52 1.2 Load Case: SerMa(Sustalned Load) 1.00xSelHeight+ 1.00xDeadload* 0.30xUveload+ 1.00xPiestmssing 2-MEMBER ELEVATION (� n [R] Su1 Soaz Qra�--S:ad--�aso� s Qr a r an e.z II I I I I I I I I 1 �I I I II 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 1��xra• z .exav 3 axi z .lraxi s arz s�.amcsa r ani a s' ac cos to aia �+ pia t. u M . 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �$ S+rsxlav 1e �x1s• - �.R,ea�.,mor,'w aesnnr�mw�:aae. eaneeel.�ec ee�+nve+t.,aema.ex.xaa�-_mm.vao�xe®: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars RM 391 0m0A0 320 tea i.5a 310 3.10 IS Z% 3. 333 3.1m.90 10 (retWired za Ro�ided o. v 6.2Battom Bais mje`p Sea om0.m om 0m am om o90 am a.m am am 011000 10 - DESIGNER'S NOTES Support@adaptsaft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 130 MZ-144 MZ-144 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 53 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Time: f3:4853 Fie: SupportLine 53 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 53 1.2 Load Case: Sevire(Sustaned Load) 1.00xSeif%wightt 1.00xDesdbad+ 0.30xLhvbed+ 1.00xPrestressng 2-MEMBER ELEVATION I I I II I 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected xn 1 + 6x3b I +b 3 1r20' `�aQ10q/icRil b �b%11 >' lb-11c1m10.10 x10P 5 - BOTTOM REBAR �F-+ 5.1 ADAPT selected 5.2 ADAPT selected a ssrmv oee areamen w-a:e-+e+e ere een k ra..�. sa.e�or:ae egeee n esn en .xvr a semv,earvanoe>t m: 6 - REQUIRED & PROVIDED GARS 6.1 Top Bers ITIM 3N 314 010 38 317 315 313 185 312 182 all 0.0000 40 irr 3 requred N pro,,ided 1. ao 11 61 Bottom Bers nlm0 191 000 000 000 000 000 000 0.00 000 0.00 a00 00000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 131 MZ-145 MZ-145 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 54 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersbn2012 Date: December17,2014 TineA14833 Fie: Support Line 54 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 54 1.2 Load Case: SerVice(Sustaited Load) 1.01)xSeltmght+ 1.00xDeadbad+ 0.30xLwebad+ 1.00xPrestressilg 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected t +*axso z�.+imt+ * 5 6 r a s to tt tz tuts - to t�sxtas rr tat .; rw 5 - BOTTOM REBAR 5.1 ADAPT selected Q• r5i2'wr�. t� 5 r =3x9n• 6 - REQUIRED & PROVRID��EtD BARS 6.1 Top Bars T 3.02 000 025 00M10.m2650000.U0002540m260.00 r73 a.Ta 287 279 0�7 lrequired a provided 26 13 6.2 Bottom Bars M 058 am 0m 00000o0m0m0000.000=00100000,00 000 am am cm oamm 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 132 MZ-146 MZ-146 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.ad m FLOOR -PRO 2012 SUPPORT LINE 55 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVemW2012 Date: December 17,2014 Tine:13:4853 Fie: Support Line 55 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design strip: Support Line 55 1.2 Load Case: Service(Sustained Load) t.6oxSeltmight+ 1.00xDeadload+ 0.30xi-weload+ 1.00xPrestressing 2 -MEMBER ELEVATION O O O 0 fin) 3075 e. Is. I I i I i 3 - TOP REBAR 3.1 ADAPT selected s �css 3.2 ADAPT selected + axac 2 xaro• 0 - sx.v 5 - BOTTOM REBAR 5.1 ADAPT selected s�l.sxta,r 5.2 ADAPT selected �axas• gosxnr>Sxt a- m� a+rec�.sovna,o.,� aenro.se moasmse. eaoaomsa aoo�7 n ecn.en.men.o�v�=i a m: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmc eat aao 2.06 irr mci sa P'o= 0 JTTA� 27 6.2 Bottom Bars mm sia 0.00 as 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 133 MZ-147 MZ-147 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 56 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: December 17,2014 Tine:13:4853 Fie: Suppod Line 56 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 56 12 Load Case: Serrtce(Sustaned Load) 1.00xSdkeight+ 1.00xDead1oad+ 0.30xLlhe1oad+ 1.00 x Prestressing 2-MEMBER ELEVATION Qa71�f. Itt] 31fII zssa 5o tsss ere II I I I II I I 3-TOP REBAR 3.1 ADAPT selected 1�ocus• 3.2 ADAPT selected `'�a%e 2 0161Q33 a 6 >—.13D' a fi%13P `%t110 _ 11 12 tl it 1 to tf`rw �• r- 5 - BOTTOM R®AR 5.1 ADAPT selected t onx176• 5.2 ADAPT selected st resx:as Td5(-1a1v x. amact-r,.vona:ov�.w eadtme..�.�:nve. e..e�c��+aw.n n emr.en.ew:tatacno2va�.ex�otmmm 6 - REQUIRED & PROMDED BARS 6.1 Top Bars m� 725 ass a." 2<0 361 311 3M 295 tm 2o/ 241 O.m1a0720m1AM2 IrZed at protide0 o. as 62 Bottom Ban manc am 173 193000 am ao0 em am em am am eom.aemo m0 ma00 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 134 MZ-148 MZ-148 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 57 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: December 17,2014 Time:13:4853 Fie: Support Line 57 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 57 1.2 Load Case: Servoe(Sustained Lead) 1.00xSelWglrt+ 1.00xDeadload+ 0.30xLiveload+ 1.00xPrestiessing 2 -MEMBER ELEVATION O (� Q Oms (R] 29sr » 1 II I II n..Q.0 19aa .0 tam 1 1 a 1 I I T I I II II II I I I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 1 �x1a' 2 6%/10' 3 1 5 .ptL raase' a �. p[19D' L+eHI 10 RSgba' 11 72 M' 5 - BOTTOM REBAR 5.1 ADAPT selected 'g.esxss' 52 ADAPT selected ism' we ADAPT sel tmra+ni'sasmremwesSeue.Oesomm�e manor h!. 6m0 s^-nrt LrseeZYn�anmet lema< 6 - REQUIRED 8 PROViDEO BARS 6.1 ToPBars mom a.a9 3 9 1.74 1.0 Ltd 149 1.4 1.45 Lfa 2.13000 IVZe' 1 t QaNded 09 00 3a. 61 Bottom Bars in16 11t 000 o.m om 000 ON am aoo om omom 10 - DESIGNER'S NOTES Support@adaptsoft.com w%w.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 135 MZ-149 MZ-149 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 58 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: December 17,2011 Tine:13:4853 File: Support Line 58 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 58 1.2 Load Case: SgNce(SU$aired Load)1.00xSelfeeight. 1.00xDeadbad+0.30xiimload* 1.00xPrestressing 2-MEMBER ELEVATION (/�j/�J {��/�] 3t AJ 5ry7 `—'tom I. `-:A-= 1111 Tf6 Iel II II li 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected + _Ta'x' 3 lamcs'a^ + +'"a s��.acss a ts•s:±sxs a r_. wa• to .sr¢n^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected + ._1Jo^ w.�nzs• r,�.or�'a eeQa-,ac mw�:xae.rya,m>R�eernean..e.�cv»�e�m.�sseram: 6 - REQUIRED 8 PROVIDED BARS 6.1 Top Bars Me" e.18 0m t9t 020 tst a00 J.m 0.00 243 000 lirr) J.t require poWed v 0 HIP I h-L)-- I 1 11 11 H 6.20ottom Bars ma"M tsr ono era+ am oaa aao om om ooa aaa 7 - SHEAR STIRRUPS � IInII� 7.1 ADAPT selected. Es: BarSiaR4 Legs: 2 � Spacing [in] 235 235 ZJS ^33 JS5 _ ------------------------------------------------------------ 71 Usereelected ---------------------------------- Bar5�:1 Legs: on _ 7.3 Required area 0.ts [n9t] om 011 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 136 MZ-150 MZ-150 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 59 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuOder Version, 2012 Date: December17, 2014 Time:13:4853 Fie: Support Line 59 1 - PROJECT TITLE Tukwila Village Budding E 1.1 Design Strip: Support Line 59 1.2 Load Case: SeMce(Sustaiied Load) 1.00 x Selfieigtit+ 1.00 x Dead load+ 0.30 xUve load + 1.00 x Prestressing 2-MEMBER ELEVATION {{//��jj �/�J �j�) I}(] .101 30 6116 0 236a `—'Sb3 6J—'116TO 1631 I II Ill �I Ili II II Ili F--I H 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 1 a•5160• 2 2ralcao' t366 aia6 s �1an^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected Q'"Xw ae aeMace�+me.ne,o.n ro ��aa.gem+aeeam.amerce;�.�nssnsva�.x>mmsrmaueacl�ema 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m W 0. (LW 612 235 000 335 335 am (irr]. ab ed32 7Qa 6.2Bottom Bars ALI 61 000 0.00 000 .00 000 000 am coo 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 137 MZ-151 MZ-151 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 60 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: December 17, 2014 Tine:13:4853 Fie: Support Line 60 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 60 12 Load Case: Servioe(Sustained Load) 1.00xSelfAe1ght+ 1.00xl)eadbad+ 0.30xUveioad+ 1.00 x Prestressing 2-MEMSERELEVATIOR Q ^j 0 o 0 0 Q [fry tiT U 91 2151 2UQ LY A92 17.32 2200 6 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 1�i!6]GS 2 15X96' 3 X116' 1 6X 5 5 1 7 89 XLb' 10« 7Qp^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT sale a �ramcs ww,man ^a aeeam m mwesa.ae msoaw.ee as�m n e�on.n emrt x.aRre iema.enol se mm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars roafto0 2,51 331 331 232 251 251 ow 36 231 I[lrFI 27 Ro'llded 1 �1� 09. 1771 62 Bottom Bars m92.w 0ao am o00 000 00o 0Do 0.09 00o 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 138 MZ-152 MZ-152 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 SUPPORT LINE 61 FLOOR -PRO ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8uikWVeision2012 Date: Decsmber17,2014 TineA3:4653 FM:Suppod Line61 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 61 12 Load Case: SerNce(Sustained Load) 1.00 x SeiNeigtrt + 1.00 x Dead load + 0.30 x Live load + 1.00 x Prestressing 2 -MEMBER ELEVATION O O O III] Oa 27W 1 11 T.7 19a1 SJ.a9 11 II II II II II II II II II II II II II II •I11-IF--i 3 -TOP REBAR 3.1 ADAPT selected 32 ADAPT selected a--.- 2 ap(110' 3 6%110' >• .�C106' 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected � eraroe�m ev.�mra:.�r a<znnxm..e.ae. �enor�...n:a r. �.e.�..aemry �nolasmae 6 - REQUI RED R PROVIDED BARS 6.1 Top Bars @b9 2.4 240 2ai 3.39 3X 3.17 0,00 ' ' provided tb 09 F 62 Bottom Bars m°a°1Uoao 000 0m 000 aao aoo 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 139 MZ-153 MZ-153 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Bu1ldingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 62 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -builder Version 2012 Date: December 17, 2014 Tine:13:/893 Fie: Suppod Line 62 1 -PROJECT TITLE Tukwla Village Building E 1.1 Design Strip: Suppod Line 62 12 Load Case: SeMoe(Sustained Load) 1.00xSelfs+eght+ 1.00xDesdWd+ 0.30xLlreWd+ 1.00xPie3tmssing 2-MEMBERELEVATIONO O O O O IR] JOK 90 10733 22m 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected ''�• z �zrc• 3>sxro•��zeo s(.mao• �C:azs^ 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected �.v..,m � m.�:ame. ., �.m�enevsnn.�re»eoma�-w4+ena mm 6 - REQUIRED & PROVIDED BARS 6.1 TopBars mm( zaa aa0 1ss isa 000 am (re4ui� za proNded 1a 0 62 Bottom Bars mac aw 000 om 0.00 ow 0m 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 140 MZ-154 MZ-154 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 SUPPORT LINE 63 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versbn2012 Date: December17,2014 Time:13:4853 Fie: Support Line 63 1 - PROJECT TITLE Tukwla Village Building E 1.1 Design Strip: Support Line 63 1.2 Load Case: Saxiw(Sustaned Load) 1.00 x Sdfweight+ 1.00 x0ead bad+ 0.30xLhebad+ 1.00xPre3tressng 2 -MEMBER ELEVATION O 0 [n] 1. 1.! 22Aa i i it i I li i I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 1 +cxts• z r6x=o-sxry r , sx.s 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ¢oaeflece�moAmon rq 6sfath movelofeli. avfon0ense n6®nulR slvmrtti %oa0 im.enevotte mR 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmc ass 1.72 1.>3 am 20 [irrs . required - provided n [L� Fi i V 6280ttom Bars mmc am om 000 0.00 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 141 MZ-155 MZ-155 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 64 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Dewnber17,2014 Tine:13:4853 Fie: Support Line 64 1 - PROJECT TrrLE Tukwila Village Building E 1.1 Design Strip: Support Line 64 12 Load Case: Service(SuslaWed Load) 1.00xSelfweight- 1.00xDead Wad+ 0.30xLive Wad+ 1.00xPrestiessing 2-MEMBER ELEVATION O I I I 1 I I 3- TOP REBAR 3.1 ADAPT selected s1ao^ 3.2 ADAPT selected +�aasxiac r 2 .axes o�aasxzo• rt�vaxzo- 5 - BOTTOM REBAR 5A ADAPT selected 5.2 ADAPT select ad a 1Px11a^ sae xrrrece,vr vo.n mcs, mr ern ran ere ewuesaes� sasonoenme rma+n emi.e.mre n ma0ra nviax^eaa a aoa: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m X an am 2» am [iK1, ao requred 20 provided i. 6-2Bottom Bere 1, 005 om coo ON 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 142 MZ-156 MZ-156 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 65 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: Decenberl7, 2014 T4ne:13:48$4 Fie: Support Line 65 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 65 1.2 Load Case: ScMoo(Sustained L➢ed) 1.0g x Seltveight + 1.00 x oead bad + 0.30 x Live load- 1.00 x P1estressing 2-MEMBER ELEVATION O O O O O (n) 21M D50 1675 2991 2379 1717 1035 3-TOP REBAR 3.1 ADAPT selected 31 ADAPT selected 1 *aluo• 2 ax rz➢- 3 pone• + _ x11V' s _ xl zs• aK r ,.o�1a o- 5 - BOTTOM R®AR 5.1 ADAPT selected 5.2 ADAPT seleded os Qltacve von v: M rq �'v � R sMesCxsl. 6!f a n pMae .'Llet A Lp7t N mK b s[Cty mOlJev. e 1 m: m x 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars r0A 211 211 103 3.87 327 IN 191 000 IeQUfed 5 provxled z➢ 10 11111 6.28ottan Bars 7pf0 oa0 om a00 ➢.00 ➢m o.ao 0:0➢ ao➢ 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, KOlkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 143 MZ-157 MZ-157 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 66 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Verson 2012 C de: December 17, 2014 Tine:13.4854 Fie: Suppod Lire 66 1 -PROJECT TITLE Tukwila Village Building E 1.1 Design Ship: Support Line 66 1.2 Load Case: SerNtalSustailed Load) 1.00xSeltmightt 1.00x0eadbad+ 0.30xLiveload- 1.00xPreshessilg 2ii-MtEMBER ELEVATION 0 0 0 0 0 QD 210E 273E 1675 27.65 2U1 2?4' t-I f-I I1 t H 3- TOP REBAR 3.1 ADAPT seected 32 ADAPT selected t`,p!5%tD' I%12P 3 Q(11 D' .BnOE" 5 6%118" 6 7 b' cr 8 oxrb' 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT sekcted oinry eve.anee ew+.esavn. vaanc.ne«-mnvon.. ee.�aeea=oe.+a�niu+en.lamm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mla 2AI -41 270 3.53 333 3@ 000 [irr) 30 required provided 20 10 F11 M MM ML 62BDttom Bnrs ms, 0m am 000 am 000 000 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 144 MZ-158 MZ-158 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 67 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: December17,2014 Tine:13:4854 Fie: Support Line 67 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design ship: Support Line 67 1.2 Load Case: Seroce(Sustaited Load) 1.00xSelWight+ 1.00xDeadload+ 0.30xLhebad+ 1.00xPrestressinq 2 -MEMBER ELEVATION In) 16 O 20.% O 27.31 O 1790 O 2715 O 1955 O 7505 t0] 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected tQsy ax�6' z extzo' 3 .cxtoa' a -10a' s acns I I— a l.�s Luc' 5 - BOTTOM REBAR 5.4 ADAPT selected 5.2 ADAPT selected �a.rav�usw.�:mnw aesaexx.ewesamz-.a.aonwnse eaosmnem�.a.xaesyscaeo�an claem: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars nb= am 24 250 3.12 358 358 271 1-M 000 required provided toi I t1l I F1 I III 6.28a8om Hers n1Ae oro 0m am coo 000 0.a0 am 0a o00 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 145 MZ-159 MZ-159 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 68 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: December 17, 2014 Tine:13:4854 Fie: Support Lire 68 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 68 12 Load Case: SerNce(Sustaned Load) 1.00xS91New- /.00xDeadbad+ 0.30xi.nebad+ 1.00xPrestressng 2 -MEMBER ELEVATION O O O O O (1 4 ]ft] err aso wu rrsa za16 aesz II II II II II II II II II II II I II I 11 II II II II II I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected +Qs+sxi 2 +exrrc ('-a. ]'}efiH96' + s�sraF s ,.mnrn- s rxmc�ce- F—r r es s _Mo• 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ca aeN.e�a.m.nmrm,'w aes+oexc m>�.ame.emenw+mmw.�sx��vmae�-eaw�em: 6 - REQUIRED & PROVIDED BARS 6.1 Top8ars IT 226 225 TV 2.A 476 <r6 2ar o00 [irr], as mqured provided z6 ra 62 Bottom Bars argj am cm cm am om am 000 aoo 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 146 MZ-160 MZ-160 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 69 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-6uiNa Version 2012 Date: December17, 2014 Tine:134834 Fie: SupportLire 69 1-PR OJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support lire 69 12 Load Case: Service(Sustained Load) 1.00xSdMeight+ 1.00xDeadlead+ 0.30xLkebad+ 1.00 x Prestressing 2 -MEMBER ELEVATION O Q. In) M S i 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected xra• (�saacao^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ec wrrexnsow,ao.n.� aenw:ve mwesarae. e„eemee �m nr•eei.e.®eea.vno�oemm: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mmc 2.19 0.00 (regt' a. proNded = u 06 62 Bottom Bars oc mM 000 0o0 10 - DESIGN ER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 147 MZ-161 MZ-161 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 70 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8uildr Version 2012 Date: December 17, 2014 Time:13:4854 Fie: Support Line 70 1- PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 70 12 Load Case: Service(Sustaned Load) 1.00xSelfmght+ 1.00xDeadbad+ 0.30xi-Neload+ t.00xPrestressng 2 - AM MOE R E LEVATION O O � � Q Oo� [RJ 1a2¢ so 1ar2 nsA zlva use LltIf-If-iflf--i H 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 2 str1A' 3 rtrsa^ Y-` :� s ?6x11 Q' a mc12a^ 2 _aca a�roro^ 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected a �.�� m7nmz�ma.::ame.�e..�oe.memaanem�.n wswxxmvv�.vcooeamx 6 - REQUIRED R PROVIDED BARS 6.1 Top Bars fatal 2� 225 211 2.m 3sz 3M 2.71 0.00 I[� 30 provided zo i Fii Iii niiii IH�l ��O 62 Bottom Bars raw non am once 0m 000 nm coo ON 10 - DESIGN ER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 148 MZ-162 MZ-162 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 71 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVerskm2012 Date: De,xmher17,2014 Time:13:4854 Fie: Support Line 71 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design SLIP: Support Line 71 12 Load Case: Smice(Sustaned Load) 1.00 x SdtweigLt + 1.00 x Dead bad+ 0.30 x Llve bad+ 1.00 x Prestressing 2-MEMBERELEVATIiON O O Ilk! I I I I H II I I II H 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected 0euv" �z aaac , 5 . BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected ac �e�e.n-aon'w sEe�x m.snec. traaonrea. mgaln a�au earsa+.eeo�raeaee ma 6 . REQUIRED & PROVIDED BARS 6.1 Top Bars m me ,.a 000 [ia1. ,e requred pravi�A to as 62 Bottom Bars m9m 00 0.00 10 - DESIGNER'S NOTES Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 149 MZ-163 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 SUPPORT LINE 72 FLOOR -PRO ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Debember17, 2014 Tine:13:4854 Fie: Support Line 72 1 -PROJECT TITLE Tuk Aa Village Building E 1.1 Design Stdp: Support Line 72 12 Load Case: Service(Sustaned Load) 1.ODxSdNeight+ 1.00xDeadbad+ 0.30xLhebad+ 1.00 x Prestressing 2-MEMBER ELEVATM 011.20 O O O O (y 0A0 Ift] 2a23 11. 17.10 a ea II L-1 III II II II f I I--1f—i F---1 L 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected Qir ax3e 2�.eaxttc 3 ee - 2.axes 5 xtty 6 -exno' 7 - 1 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selectel _ �Q .: � s�orv...m�vnv,vnae exwemrucavna►�+.+otvema 6 - REQUIRED & PROVIDED BARS r1110 353 314 2.a5 314 1.71 4.71 6.1 Top hers a2 0OD Iire] 39 requred — proHded 2a is F111 62 Bottom Bars col' a00 an0 a00 0m aGo am 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 150 MZ-164 MZ-164 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 73 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versbn2012 Date: De0ember17,2014 Tme:13:4854 Fie: Support Line 73 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 73 12 Load Case: Service(Sustained Load) 1.00xSNfveigbt+ 1.0DxDeadlDad+ 0.30 x Lile load + 1.00 x Prestressing 2-MEMBER ELEVATION `—' O O O � III] E 1279 29.J1 fE.17 1730 J09II 167 IJ 00 II II II II II I I I I I I I I I I I I I I I I II I I 3-TOP REBAR 3.1 ADAPT selected 32 ADAPT selected = a%10D" 3 %10E' tpn%7D' 3 aE%11S 6 X10D' 7 rl<S[aR a�!6M ��.• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected vo.nmor�mv ae9anre mKsame. moca.:...a�nwn.n.eweeruoameUruclvemm 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars r0M00 33I 332 317 319 349 3.29 0.00 2AE rr reputed 27 provided to 09 62 Bottom Bars roor' ON coo coo 000 000 000 coo 0.00 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 151 MZ-165 MZ-165 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 74 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Dernmber 17, 2014 Tine:13:4854 Fie: Support Line 74 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Ship: Support Line 74 1-2LoadCase: SerAce(Sustained Loed) 1.00xSelfreght+ 1.00x[lesdbad+ 0.30xLive1oad+ 1.00xPrestressing 2-MEMBER ELEVATION (� [R] - 6i`Jit bOO ta72 O 2619 O D.m O 22.0 O 22.O1 O 20M I11 I II I II I II III I II 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected i�sesn z _ tao• a mcu6• r +mriio• s a6xiie 6 ramuc 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected acaww.v.ao.�a.'wv.ev.w,.�marc:xs:. Aao,mee vansan�.n �waasono2v�v+enoaenma 6 - REQUIRED & PROVIDED OARS 6.1 Top Bars MWOO am 297 3.a16 3A6 36, 312 am am fire] 30 rerluved zo Provided 1A 00 M III as- J I 62 Broom Bars MA 00 a 0. a.m OM ON am am am 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 152 MZ-166 MZ-166 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingE 2.adm FLOOR -PRO 2012 SUPPORT LINE 75 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion 2012 Date: December 17,2014 Time:13:4854 Fie: Support Line 75 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design Strip: Support Line 75 1.2 Load Case: Service(Sustainedlwil) 1.00xSelfveight* 1.00xDesd Ioad+ 0.30xLheload+ 1.UOxPrestressing 2-MEMBER ELEVATION Ili) a00 767 Oa.00 10 i3 08➢0 OalflO 958 3 -TOP REBAR 3.1 ADAPT selected tx -Was* 13 —2V to saxza• 3.2 ADAPT selected 1�aa 3 �sxas• `.Ci s a meals•m. 9 eaters +�*a 11 zp 5 - BOTTOM REBAR c, 5.1 ADAPT selected 5.2 ADAPT selected pY I.lKs�sovnmpv� eq aFntnnte movesmefe. aRono�![ ey®e4COLaCes[v:bmeapicp)eee6o:li mQ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars olt.7CD Oat 0001.03 am 123 0.00 L03 am 123 0.00089 a00 135 000 000 liequied 1s provided 1 03 628attom Bars nlim a 000000 coo ➢m o➢o0.00 ➢00 000 0.0a000 am coo 000 00) 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 153 MZ-167 MZ-167 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 76 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Decem6er17,2014 Time:13:4854 Fie: Support Line 76 1 -PROJECT TITLE Tukmla Village Building E 1.1 Design Strip: Support Line 76 12 Load Case: Se Ace(Sustained Load) 1.00xSeltweignt+ 1.00xDead1oed+ 0.30xLrvebad+ 1.00xPrestressing 2- MEMBER ELEVATION [}i] 1239 f53 z 9a 2s7" I I I I I I I I I I I I 3-TOPREBAR 3.1 ADAPT selected 32 ADAPT selected Ib1419 ] u6x3P 3 fixtb' t e61G6 bx1E' 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected scin.w eaebn.s memae.amoe�...arsn nr�me.mrensoavRe.vena�asx 6 - REQUIRED & PROMDED BARS 6.1 Top Bars max 1M aoo zM z.m 25 ]requ�etl zi proMded ix o. 62 Bottom 8ers mo 0W a00 0.00 000 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 154 MZ-168 MZ-168 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 SUPPORT LINE 77 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2l)12 Date: December 17, 2014 Tirne:13:4854 Fie: Support Line 77 1 - PROJECT TITLE Tukwila Village Building E 1.1 Design strip: Support Line T7 1.2 Load Case: Sevice($Uataned Loed) 1.OgxSdMeight+ 1.00xDeadlW+ 0.30x Lheload+ 1.000restnxsng 2-MEMBER ELEVATION O O O O O O [RI J3J 50 tt) 55 JO I II II II II I II II II II 1 II II II II 2ST II I II I II I 3 - TOP REBAR 3.1 ADAPT selected 31 ADAPT selected 1 �za' z cxtc• 5 >bxta• z xro• ts^ 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selectd a aertao.ove wvnman..m eavranmmo.esamnc onmaeayrslc truttresca.cn.oav2vre,:votaem: 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars nbrim o.00 1105 0.00 105 000 1.05 Ir�iied prodded on or 6.28ottom8ars ° mmo aao oaa aao ono aoa oao 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 155 L 12/17/14 16:53:32 uildingE_2.adm Rebar Plan - Top Mat Tukwila Village Building E Mezzanine N N v 0 0 'I �I S EJ �..�..� A �n ..�.... Y x 0 0 Rebar Plan - Top Mat 1Tukwila Village Building E 16:53:50 :53: BuildingE_2.adm Mezzanine m I I E Y d W x n Rebar Plan - Top Mat 1Tukwila Village Building E 16:54:08 :54: BuildingE_2.adm Mezzanine A I12/17/14 16:55:02 IBuildingE_2.adm Rebar Plan - Bottom Mat Tukwila Village Building E Mezzanine 3 N N N N MZ-173 MZ-173 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm 2012 Punching Shear Stress Check Parameters cY Ps COLUMN SECTION � t�x FLOOR-PRO r,X Label Condition Axis Effective depth Design length rr Design length ss Design area Section constant Gamma in in in in2 in4 Column 3 Ede rr 7.75 21.88 25.75 5.39E+002 6.82E+004 0.42 Column 3 End ss 7.75 21.88 25.75 5.39E+002 3.02E+004 0.38 Column 4 Comer rr 7.75 21.88 21.88 3.39E+002 1.77E+004 0.40 Column 4 Comer ss 7.75 21.88 21.88 3.39E+002 1.77E+004 0.40 Column 10 End rr 7.75 19.75 27.87 5.85E+002 5.21 E+004 0.44 Column 10 Ede ss 7.75 19.75 27.87 5.85E+002 4.79E+004 0.36 Column 11 Interior rr 7.75 19.75 31.75 7.98E+002 1.21 E+005 0.46 Column 11 Interior ss 7.75 19.75 31.75 7.98E+002 5.95E+004 0.34 Column 12 Comer rr 7.75 15.88 27.87 3.39E+002 3.03E+004 0.47 Column 12 Comer ss 7.75 15.88 27.87 3.39E+002 8.14E+003 0.33 Column 15 End rr 7.75 19.75 27.87 5.85E+002 5.21 E+004 0.44 Column 15 Ede ss 7.75 19.75 27.87 5.85E+002 4.79E+004 0.36 Column 16 Ede rr 7.75 15.88 31.75 4.92E+002 8.39E+004 0.49 Column 16 End I ss 7.75 15.88 31.75 4.92E+002 1.42E+004 0.32 Column 17 Comer rr 7.75 1 15.88 27.87 3.39E+002 3.03E+004 0.47 Column 17 Comer ss 7.75 15.88 27.87 3.39E+002 8.14E+003 0.33 Column 20 End rr 7.75 19.75 27.87 5.85E+002 5.21 E+004 0.44 Column 20 Ede ss 7.75 19.75 27.87 5.85E+002 4.79E+004 0.36 Column 21 Interior rr 7.75 19.75 37.75 8.91 E+002 1.81 E+005 0.48 Column 21 Interior ss 7.75 19.75 37.75 8.91 E+002 6.85E+004 0.33 Column 22 Comer rr 7.75 1 15.88 27.87 3.39E+002 3.03E+004 0.47 Column 22 Comer ss 7.75 15.88 27.87 3.39E+002 8.14E+003 0.33 Column 24 Comer rr 7.75 15.88 27.87 3.39E+002 3.03E+004 0.47 Column 24 Comer ss 7.75 15.88 27.87 3.39E+002 8.14E+003 0.33 Column 25 End rr 7.75 19.75 27.87 5.85E+002 5.21E+004 0.44 Column 25 Ede ss 7.75 19.75 27.87 5.85E+002 4.79E+004 0.36 Column 26 Interior rr 7.75 19.75 1 37.75 8.91E+002 1.81E+005 0.48 Column 26 Interior ss 7.75 19.75 37.75 8.91E+002 6.85E+004 0.33 Column 27 Ede rr 7.75 15.88 31.75 4.92E+002 8.39E+004 0.49 Column 27 End ss 7.75 15.88 31.75 4.92E+002 1.42E+004 0.32 Column 28 Comer rr 7.75 15.88 27.87 3.39E+002 3.03E+004 0.47 Column 28 Comer ss 7.75 15.88 27.87 3.39E+002 8.14E+003 0.33 Column 29 Comer rr 7.75 15.88 27.87 3.39E+002 3.03E+004 0.47 Column 29 Comer ss 7.75 15.88 1 27.87 3.39E+002 8.14E+003 0.33 Column 33 Interior rr 7.75 19.75 31.75 7.98E+002 1.21E+005 0.46 Column 33 Interior ss 7.75 19.75 31.75 7.98E+002 5.95E+004 0.34 Column 34 Interior rr 7.75 19.75 37.75 8.91E+002 1.81E+005 0.48 Column 34 Interior ss 7.75 19.75 37.75 1 8.91E+002 I 6.85E+004 0.33 Column 35 Ede rr 7.75 15.88 31.75 4.92E+002 8.39E+004 0.49 Column 35 End ss 7.75 15.88 1 31.75 4.92E+002 1.42E+004 0.32 Column 36 Comer rr 7.75 15.88 1 27.87 3.39E+002 3.03E+004 0.47 Column 36 Comer ss 7.75 15.88 1 27.87 3.39E+002 8.14E+003 0.33 Support@adaptsoftcom www.adaptsaft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 156 MZ-174 MZ-174 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Building E_2.adm FLOOR -PRO 2012 Column 37 Comer rr 7.75 15.88 27.87 3.39E+002 3.03E+004 0.47 Column 37 Comer ss 7.75 15.88 27.87 3.39E+002 8.14E+003 0.33 Column 40 End rr 7.75 19.75 27.87 5.85E+002 5.21 E+004 0.44 Column 40 Ede ss 7.75 19.75 27.87 5.85E+002 4.79E+004 0.36 Column 41 Interior rr 7.75 19.75 31.75 7.98E+002 1.21 E+005 0.46 Column 41 Interior ss 7.75 19.75 31.75 7.98E+002 5.95E+004 0.34 Column 42 Interior rr 7.75 19.75 37.75 8.91E+002 1.81 E+005 0.48 Column42 Interior ss 7.75 19.75 37.75 8.91E+002 6.85E+004 0.33 Column 43 Ede rr 7.75 15.88 31.75 4.92E+002 8.39E+004 0.49 Column 43 End ss 7.75 15.88 31.75 4.92E+002 1.42E+004 0.32 Column 44 Comer rr 7.75 15.88 27.87 3.39E+002 3.03E+004 0.47 Column 44 Comer ss 7.75 15.88 27.87 3.39E+002 8.14E+003 0.33 Column 47 End rr 7.75 1 19.75 27.87 5.85E+002 5.21 E+004 0.44 Column 47 Ede ss 7.75 19.75 27.87 5.85E+002 4.79E+004 0.36 Column 48 Interior rr 7.75 19.75 31.75 7.98E+002 1.21 E+005 0.46 Column 48 Interior ss 7.75 19.75 31.75 7.98E+002 5.95E+004 0.34 Column 49 Interior rr 7.75 19.75 37.75 8.91E+002 1.81 E+005 0.48 Column 49 Interior ss 7.75 19.75 37.75 8.91E+002 6.85E+004 0.33 Column 50 Comer rr 7.75 15.88 27.87 3.39E+002 3.03E+004 0.47 Column 50 Comer ss 7.75 15.88 1 27.87 3.39E+002 8.14E+003 0.33 Column 53 End rr 7.75 19.75 27.87 5.85E+002 5.21E+004 0.44 Column 53 Ede ss 7.75 19.75 27.87 5.85E+002 4.79E+004 0.36 Column 54 Interior rr 7.75 19.75 31.75 7.98E+002 1.21E+005 0.46 Column 54 Interior ss 7.75 19.75 31.75 7.98E+002 5.95E+004 0.34 Column 55 Interior rr 7.75 19.75 31.75 7.98E+002 1.21E+005 0.46 Column 55 Interior ss 7.75 19.75 31.75 7.98E+002 5.95E+004 0.34 Column 57 End rr 7.75 19.75 1 27.87 5.85E+002 5.21E+004 0.44 Column 57 Ede ss 7.75 19.75 27.87 5.85E+002 4.79E+004 0.36 Column 58 Interior rr 7.75 31.75 19.75 7.98E+002 5.95E+004 0.34 Column 58 Interior ss 7.75 31.75 19.75 7.98E+002 1.21E+005 0.46 Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 157 t� SR_r • 0.37 SR_5 K 0.34 SR r = 0.35 SR s K 0.29 ■:I SR_s 0.3'dR_c0 O.AB SR_s = Q3R=s0.0§ JR-i 0 K SR r 0.33 SR_f �34 0.36 SR_s 0.31 SR5 34 SR-5 0.33 SR_r 0.31 - O.d9t r OA9 SR_ _ 0.29 0 SR s K 4R_ 0119 SR_ K SR r 028 SR_s 13 0.27 SR_r Q ID7 SR_r LL 1.14 SR_r Q 1.04 SR_r 0.87 SR_r C 0.83 SR 0.80 SR r 0.72 SR s 0.94 SR_s • 04.92 SR s 0CC.e0e6 SR 0.74 SR • 0.69 SR 0.67 SR_s 0.65 COlunnr 11 R_,.Or 27 CIAIx26 OK OK OK OK 0 SR • 0.97 OH a a MA 0 NA n (j �j NA Ih1 NA ! � SR_r Q 0.88 SR Q 0.93 SR a • 5 1 0r! SR _r 0.83 SR_sON 0.83 SR_zOK 0.88 r SR_z 0.87 r or SRetnPvc�e� n 5 OK W-n 34 KOIR n n n Ild SI!_1 OSS SR_zOK 0.35 SIt QSa SR_sOK 0.34 SI! 1 041 SR sOK 0.41 t7/. 1JA tVA IlA Y W x Punching Shear Check 12/17/14 Tukwila Village Building E 16:58:17 BuildingE_2.adm Mezzanine MZ-176 MZ-176 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingE 2.adm 2012 Punching Shear Stress Check Result COLUMN SECTION Load Comb inab on:Strenath(Dead and Live) %X Qv FLOOR -PRO r,X Label Condition Axis Factored shear Factored moment Stress due to shear Stress due to moment Total stress Allowable stress Stress ratio k k-ft ksi ksi ksi ksi Column 3 Ede rr -32.487 -14.995 0.060 0.014 0.075 0.212 0.35 Column 3 End ss -32.487 14.102 0.060 0.002 0.063 0.212 0.29 Column 4 Comer rr -21.287 3.232 0.063 0.015 0.077 0.212 0.37 Column 4 Comer ss -21.287 19.145 0.063 0.009 0.072 0.212 1 0.34 Column 10 End rr -78.926 -51.440 0.135 0.015 0.150 0.212 0.71 Column 10 Ede ss -78.926 -15.358 0.135 0.014 0.149 0.212 0.70 Column 11 Interior rr -155.483 45.707 0.195 0.033 0.228 0.214 1.07 Column 11 Interior ss -155.483 7.932 0.195 0.005 0.200 0.214 0.94 Column 12 Comer rr -19.272 16.641 0.057 0.009 0.066 0.212 0.31 Column 12 Comer ss -19.272 4.019 0.057 0.010 0.067 0.212 0.32 Column 15 End rr -54.206 -58.465 0.093 0.035 0.127 0.212 0.60 Column 15 Ede ss -54.206 1.278 0.093 0.001 0.094 0.212 0.44 Column 16 Ede rr -31.255 5.704 0.064 0.006 0.070 0.212 0.33 Column 16 End ss -31.255 -16.833 0.064 0.002 0.065 0.212 0.31 Column 17 Comer rr 4.909 4.306 0.014 0.002 0.017 0.212 0.08 Column 17 Comer ss -4.909 -3.957 0.014 0.002 0.016 0.212 0.08 Column 20 End rr -67.068 -65.560 0.115 0.036 0.151 0.212 1 0.71 Column 20 Ede ss -67.068 3.199 0.115 0.003 0.117 0.212 0.55 Column 21 Interior rr -174.875 79.988 0.196 0.048 0.244 0.214 1.14 Column 21 Interior ss -174.875 1.940 0.196 0.001 0.197 0.214 0.92 Column 22 Comer rr -19.399 16.917 0.057 0.009 0.066 0.212 0.31 Column 22 Comer ss -19.399 4.009 0.057 0.010 0.068 0.212 0.32 Column 24 Comer rr -5.791 -8.705 1 0.017 0.009 0.026 0.212 0.12 Column 24 Comer ss -5.791 0.002 0.017 0.005 0.022 0.212 0.10 Column 25 End rr -140.648 -51.466 0.240 0.015 0.255 0.212 1.20 Column 25 Ede ss -140.648 5.179 0.240 0.005 0.245 0.212 1.16 Column 26 Interior rr -162.200 67.938 0.182 0.041 0.223 0.214 1.04 Column 26 Interior ss -162.200 4.898 0.182 0.003 0.185 0.214 0.86 Column 27 Ede rr -32.056 6.709 0.065 0.007 0.073 0.212 0.34 Column 27 End ss -32.056 -17.239 1 0.065 0.002 0.067 0.212 0.31 Column 28 Comer rr 4.701 4.288 0.014 0.003 0.016 0.212 0.08 Column 28 Comer ss 4.701 -3.945 0.014 0.002 0.016 0.212 1 0.07 Column 29 Comer rr -19.873 17.860 0.059 0.010 0.069 0.212 0.33 Column 29 Corner ss -19.873 4.032 0.059 0.011 0.069 0.212 0.33 Column 33 Interior rr -137.829 -35.148 0.173 0.025 0.198 0.214 0.93 Column 33 Interior ss -137.829 -7.834 0.173 0.005 0.178 0.214 0.83 Column 34 Interior rr 1 -140.387 1 46.508 1 0.158 0.028 1 0.185 0.214 0.87 Column 34 Interior ss 1 -140.387 1 -2.346 1 0.158 1 0.001 1 0.159 0.214 0.74 Column 35 Ede rr 1 -33.182 1 7.689 1 0.067 1 0.008 1 0.076 1 0.212 0.36 Column 35 End ss 1 -33.182 -18.560 1 0.067 1 0.002 1 0.070 0.212 0.33 Column 36 Comer rr 1 -4.207 4.373 1 0.012 1 0.003 1 0.016 0.212 0.07 Support@adaptsoftcom www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 158 MZ-177 MZ-177 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Column 36 Corner ss -4.207 -3.966 0.012 0.002 0.015 0.212 0.07 Column 37 Comer rr -18.686 15.366 0.055 0.007 0.062 0.212 0.29 Column 37 Comer ss -18.686 4.049 0.055 0.010 0.065 0.212 0.31 Column 40 End rr -40.059 -12.416 0.068 0.007 0.075 0.212 0.35 Column 40 Ede ss -40.059 7.657 0.068 0.007 0.075 0.212 0.35 Column 41 Interior rr -144.499 -27.674 0.181 0.020 0.201 0.214 0.94 Column 41 Interior ss -144.499 10.105 0.181 0.007 0.188 0.214 0.88 Column 42 Interior rr -131.395 49.804 0.147 0.030 0.177 0.214 0.83 Column 42 Interior ss -131.395 0.480 0.147 0.000 0.148 0.214 0.69 Column 43 Ede rr -27.861 1.570 0.057 0.002 0.058 0.212 0.28 Column 43 End ss -27.861 -14.637 0.057 0.001 0.058 0.212 0.27 Column 44 Comer rr -5.839 4.364 0.017 0.002 0.019 0.212 0.09 Column 44 Corner ss -5.839 -3.993 0.017 0.001 0.018 0.212 0.09 Column 47 End rr -37.728 -10.462 0.064 0.007 0.072 0.212 0.34 Column 47 Ede ss -37.728 -9.606 0.064 0.009 0.073 0.212 0.34 Column 48 Interior rr -141.909 -30.239 0.178 0.022 0.200 0.214 0.93 Column 48 Interior ss -141.909 -10.923 0.178 0.007 0.185 0.214 0.87 Column 49 Interior rr -127.458 47.078 0.143 0.028 0.171 0.214 0.80 Column 49 Interior ss -127.458 -0.946 0.143 0.001 1 0.144 0.214 0.67 Column 50 Comer rr -19.028 14.117 0.056 0.005 0.061 0.212 0.29 Column 50 Comer ss -19.028 4.568 0.056 0.009 0.065 0.212 0.31 Column 53 End rr -44.564 -10.696 0.076 0.011 0.087 0.212 0.41 Column 53 Ede ss -44.564 12.208 0.076 0.011 0.087 0.212 0.41 Column 54 Interior rr -145.771 48.168 0.183 0.035 0.217 0.214 1.02 Column 54 Interior ss -145.771 12.763 1 0.183 0.009 0.191 0.214 1 0.90 Column 55 Interior rr -109.772 22.081 0.138 0.016 0.153 0.214 0.72 Column 55 Interior ss -109.772 -0.545 0.138 0.000 0.138 0.214 0.65 Column 57 End rr -73.369 -42.194 0.125 0.008 0.134 0.212 0.63 Column 57 Ede ss -73.369 -3.979 0.125 0.004 0.129 0.212 0.61 Column 58 Interior rr 1 -156.326 17.884 0.196 0.012 0.208 0.214 0.97 Column 58 Interior ss 1 -156.326 -16.806 0.196 1 0.012 0.208 0.214 0.97 Load Comhinatinn•Strenath(Dead Load Only) Label Condition Axis Factored shear Factored moment Stress due to shear Stress due to moment Total stress Allowable stress Stress ratio k k-ft ksi ksi ksi ksi Column 3 Ede rr -27.535 -12.757 0.051 0.012 0.063 0.212 0.30 Column 3 End ss -27.535 11.287 0.051 0.003 0.054 0.212 0.25 Column 4 Comer rr -18.643 2.757 1 0.055 0.013 0.068 0.212 1 0.32 Column 4 Comer ss -18.643 15.308 0.055 0.006 0.061 0.212 0.29 Column 10 End rr -64.190 -33.887 0.110 0.004 0.114 0.212 0.54 Column 10 Ede ss -64.190 -12.079 0.110 0.011 0.120 0.212 0.57 Column 11 Interior rr -126.665 33.229 0.159 0.024 0.183 0.214 0.85 Column 11 Interior ss -126.665 6.133 0.159 0.004 0.163 0.214 0.76 Column 12 Comer rr -16.037 13.287 0.047 0.006 0.054 0.212 0.25 Column 12 Comer ss -16.037 3.210 0.047 0.009 0.056 0.212 0.26 Column 15 End rr -43.917 -38.993 0.075 0.019 0.094 0.212 0.45 Column 15 Ede ss -43.917 1.200 0.075 0.001 0.076 0.212 0.36 Column 16 Ede rr -25.698 4.695 0.052 0.005 0.057 0.212 0.27 Column 16 End ss -25.698 -13.476 0.052 0.001 0.053 0.212 0.25 Column 17 Corner rr -4.558 3.428 0.013 0.001 0.015 0.212 0.07 Column 17 Comer ss -4.558 -3.161 0.013 0.001 0.014 0.212 0.07 Column 20 End rr -53.444 -45.466 1 0.091 0.022 0.113 0.212 1 0.53 Column 20 Ede ss -53.444 1.247 0.091 0.001 0.092 0.212 0.44 Column 21 Interior rr -141.693 59.992 0.159 0.036 0.195 0.214 0.91 Column 21 Interior ss -141.693 2.014 0.159 0.001 0.160 0.214 0.75 Column 22 Comer rr -16.176 13.576 0.048 0.007 0.055 0.212 0.26 Column 22 Comer ss -16.176 3.203 0.048 0.009 0.057 0.212 0.27 Column 24 Comer rr -4.648 -6.689 0.014 0.007 0.020 0.212 0.10 Column 24 Corner ss -4.648 -0.825 1 0.014 0.005 0.019 0.212 1 0.09 Column 25 End rr -113.902 -30.635 1 0.195 0.023 0.218 0.212 1 1.03 Column 25 Ede ss -113.902 1.530 0.195 0.001 0.196 0.212 0.92 Column 26 Interior rr -131.093 46.617 0.147 0.028 0.175 0.214 0.82 Column 26 Interior ss -131.093 5.517 0.147 0.003 0.150 0.214 0.70 Column 27 Ede I rr -26.366 5.506 0.054 0.006 0.060 0.212 0.28 Column 27 End I ss -26.366 -13.862 0.054 0.001 0.055 0.212 0.26 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 159 MZ-178 MZ-178 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: BuildingE_2.adm FLOOR -PRO 2012 Column 28 Corner rr -4.364 3.425 0.013 0.001 0.014 0.212 0.07 Column 28 Comer ss -4.364 -3.152 0.013 0.001 0.014 0.212 0.06 Column 29 Corner rr -16.624 14.428 0.049 0.008 0.057 0.212 0.27 Column 29 Corner ss -16.624 3.234 0.049 0.009 0.058 0.212 0.27 Column 33 Interior rr -111.126 -22.114 0.139 0.016 0.155 0.214 0.73 Column 33 Interior ss -111.126 -4.873 0.139 0.003 0.143 0.214 0.67 Column 34 Interior rr 1 -114.815 1 26.169 1 0.129 1 0.016 1 0.144 1 0.214 1 0.68 Column 34 Interior ss 1 -114.815 1 -1.528 1 0.129 1 0.001 1 0.130 1 0.214 1 0.61 Column 35 Ede rr -26.952 5.683 0.055 0.006 0.061 0.212 0.29 Column 35 End ss -26.952 -14.937 0.055 0.002 0.057 0.212 0.27 Column 36 Comer rr -3.998 3.552 0.012 0.002 0.014 0.212 0.07 Column 36 Corner ss -3.998 -3.182 0.012 0.001 0.013 0.212 0.06 Column 37 Comer rr -15.446 11.982 0.046 0.005 0.050 0.212 0.24 Column 37 Comer ss -15.446 3.243 0.046 0.008 0.054 0.212 0.25 Column 40 End rr -32.071 -8.820 0.055 0.006 1 0.061 0.212 0.29 Column 40 Ede ss -32.071 5.114 0.055 0.005 0.059 0.212 0.28 Column 41 Interior rr -115.683 -16.307 0.145 0.012 0.157 0.214 0.73 Column 41 Interior ss -115.683 6.326 0.145 0.004 0.149 0.214 0.70 Column 42 Interior rr -106.704 29.158 0.120 0.017 0.137 0.214 0.64 Column 42 Interior ss -106.704 0.142 0.120 0.000 0.120 0.214 0.56 Column 43 Ede rr -21.930 0.058 0.045 0.000 0.045 0.212 0.21 Column 43 End ss -21.930 -11.201 0.045 0.000 0.045 0.212 0.21 Column 44 Corner rr -5.554 3.515 0.016 0.000 0.017 0.212 0.08 Column 44 Corner ss -5.554 -3.200 0.016 0.000 0.016 0.212 0.08 Column 47 End rr -30.648 -7.251 0.052 0.007 0.060 0.212 0.28 Column 47 Ede ss -30.648 -6.272 0.052 0.006 0.058 0.212 0.27 Column 48 Interior rr -114.192 -18.154 0.143 0.013 0.156 0.214 0.73 Column 48 Interior ss -114.192 -6.912 0.143 0.005 0.148 0.214 0.69 Column 49 Interior rr -103.395 27.344 0.116 0.016 0.132 0.214 0.62 Column 49 Interior ss -103.395 -0.940 0.116 0.001 0.117 0.214 0.55 Column 50 Comer rr -15.683 10.935 0.046 0.003 0.049 0.212 0.23 Column 50 Comer ss -15.683 3.620 0.046 0.008 0.054 0.212 0.26 Column 53 End rr -36.595 -5.400 0.063 0.012 0.075 0.212 0.35 Column 53 Ede ss -36.595 8.500 0.063 0.008 0.070 0.212 0.33 Column 54 Interior rr -116.173 -38.397 0.146 0.028 0.173 0.214 0.81 Column 54 Interior ss -116.173 8.093 0.146 0.006 0.151 0.214 0.71 Column 55 Interior rr -89.782 9.992 0.112 0.007 0.120 0.214 0.56 Column 55 Interior ss -89.782 0.314 0.112 0.000 0.113 0.214 0.53 Column 57 End rr -59.368 -27.298 0.101 0.000 0.102 0.212 0.48 Column 57 Ede ss -59.368 -0.895 0.101 0.001 0.102 0.212 0.48 Column 58 Interior rr -126.033 15.799 0.158 0.011 0.169 0.214 0.79 Column 58 Interior ss -126.033 -5.645 0.158 0.004 0.162 0.214 0.76 Legend: CONDITION ..... (a)= Intersecting beam, wall, or other non -conforming geometry. Perform shear check manually. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 160 MZ-179 MZ-179 Project Name: Tukwila Village Building E Specific Data: Mezzanine Date of execution: December 17, 2014 File Name: Build ingl_2.adm FLOOR -PRO 2012 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT Load Combination: Strength(Dead and Live) Number of rails per side: 3 Column ID Number of studs/rail Stud diameter in Studs 1 2 3 4 5 6 11 4 0.63 Distance 3.75 7.50 11.50 15.25 21 4 0.63 Distance 3.75 7.50 11.50 15.25 25 11 0.63 Distance 3.75 7.50 11.50 15.25 19.25 23.00 (7)27.00 (8)30.75 (9)34.75 10 38.50 11 42.50 26 4 0.63 Distance 3.75 7.50 11.50 15.25 54 3 0.63 1 Distance 3.75 7.50 11.50 Load Combination: Strength(Dead Load Only) Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail in 25 8 0.63 Distance 3.75 7.50 11.50 15.25 19.25 23.00 (7)27.00 (8)30.75 Notes: Dimensions are in (in) Distance = distance of the vertical bars from the respective column face (7) 16.5 indicates layer 7 at distance 16.50 in from face of support. (7) 16.5* indicates layer 7 at distance 16.50 in from face of drop caps. "*" = exceeds maximum allowable by code Refer to details for arrangement. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 161 Ll 14 10 M (p ap t % f Unit in 0.17 0.16 .0.14 10.13 10.11 0.10 0.08 0.07 0.05 0.04 0.02 ' 0.01 -0.00 r U_0.02 L -0.03 Z-Translation SERVICE DEFLECTIONS 11Units: in Tukwila Village Building D 17:00:7:00:19 BuildingE_2.adv Mezzanine Deformation N 00 0 IV co 0 M Unit in 0.33 0.30 -- 0.27 j 10.24 i 0.21 10.18 I 0.15 I0.12 0.09 0.06 10.02 :I �� y -0.01 ' -0.04 =L ==-L_ 0.07 ON-0.10 All -AW A/' I I 1 W k loom Z-Translation LONG TERM(CRACKED) DEFLECTIONS 1Tukwila Village Building D Units: in 17:00:51 7:00: BuildingE_2.adv Mezzanine Deformation MZ-182 Davido Consulting Group Date 12 17 2014 . . civil I structural I land use Made By DPM INCORPORATED Pro ect uk ila Village uilding Descri tion Parking a p Design Design the traffic ramp from mezzanine level to level 1. Will design the slab as one-way. To be conservative will design positive reinforcing for simply supported slab and top reinforcing for fixed -fixed conditions. Loading: Dead = 145 psf 10" Conc w/ 20 psf ADL Live = 50 psf Factored = 254 psf Span = 24.8 ft Po it! a Moment 19. k-ft Negati a Moment 1 .1 k-ft S ear .1 kip Ramp beams designed in ETABS but will check design using simplified assumptions in RISA-2D Maximum forces from model: Moment 2 0.7 k-ft Negati a Moment 122. k-ft S ear .0 kip MZ-182 MZ-183 MZ-183 NEWDavido Consulting Group Oate 12 17 Zola DICIG civil I structural I land use Made By DPM INCORPORATED Pro ect uk ila Village uilding Descri tion Parking a p lab b P. h • • 0 • b = 10.00 in h = 12.00 in Bar Clearance = 0.75 in Mu` = 19.58 K-ft Mu = 13.05 k-ft Vu = 3.15 K Concrete F'c = 5000 psi Reinforcing Fy = 60 ksi Flexural De Ign Bot : A . d 0.41 in A min 0.22 in' USE: 1. OK! As = 0.41 in Flexural De ign Top : A . d 0.27 in' A min 0.22 in' USE: 0. 7 OK! As = 0.29 in (@911) (@18") S ear De ign: VC = 15.5 Kips No Stirrups Req'd = 0.75 Min Stirrup Spacing = 5.5 in 2 A . d N R in rt Maximum ofACl 11.5.6.3 & 11.5.7.2 MZ-184 MZ-184 Davido Consulting Group Date 12 17 2014 . civil I structural I land use Made By DPM Pro ect uk ila Village uilding Descri tion Concrete ea Design h b= 10.00 in h = 52.00 in Bar Clearance = 0.75 in Mu, = 250.70 K-ft Mu = 122.50 K-ft Vu = 55.00 K Concrete Fc = 4000 psi Reinforcing Fy = 60 ksi Flexural De ign Bot : A re d 1.12 In' A min 1.49 in' 4/3x As; AC 110.5.3 USE: 7 OK! As = 1.80 in Flexural De Ign Top : A fe d 0. 4 in' A m1n 1.49 in' Min Flexural Reinf; ACI 10.5.1 USE: 7 OK! As = 1.80 in S ear De ign: VC = 64.3 Kips Stirrups Req'd + = 0.75 Min Stirrup Spacing = 25.4 in A re d 0.09 in2 ft Maximum ofACI 11.5.6.3 & 11.5.7.2 Stirrup Reinforcing = 2 Leg 4 at 12 o.c. OK! Av = 0.40 in2/ft Ig = 117173.3 in Icr = 27381.2 in Mcr = 178.14 K-ft leff 59597.2 in MZ-185 MZ-185 v rn CL � O ui co � C) N U � N Co ado a E cc CM Z 9W 5W co m m a E rn CD c -o c a E W co a) co rn m � � a m E ca c� cU Y m (V Z bW £W Q co O Z 0 ZW 6W a> c U) c U o o a 0 0 MZ-186 MZ-186 O d O LO ca O N ~ U U Cc m °' E cc M Z 9W 9W m am m a cc rn c Co cU �- J W -p rn ca -0 (D 0 m a) 0) cv c6 N O N bW £W Q. 7 O O Z (D Z LW ) cq c U � m U cp o cp Q Q o MZ-187 MZ-187 O n. LO O LO co O N ~ U a) (L4 t CU m C' E co Cl) z 9W SW cu w m a cu w rn c c`a ccu a o w a) > -a m a) rn m lz c� O N Ilk bW <j £W a ao o z � Z 6 W a) a) N > C ' N co U c -, Q T O U U > Q MZ-188 MZ-188 Company Rp u gner p'OSA obDeslNumber TECHNO LOG I ES Model Name Basic Load Cases Davido Consulting Group DPM Tukwila Village Bldg E Parking Ramp Beam Dec 17, 2014 Checked By: BLC Description Cateaory rayY Gravitv Joint Point Distributed 1 Dead DL -1 3 2 Live LL 3 Member Distributed Loads (BLC 1 : Dead) 11Ae.r.f.er I 'k-I rlirnngM Sfnrf KA-ihdcrWff M Fnrl NhnnifiiAnflc/ff M Cfmrf I-finnrff 0/1 Pnrl I nc74innrk o/I 1 M7 Y -1.8 -1.8 0 %100 2 M8 Y -1.8 -1.8 0 %100 3 M9 Y -1.8 -1.8 0 %100 Member Distributed Loads (BLC 2: Live) RAe-&- I nk^l flire..fi- Q+-f Rfi-if,irinr4Kf M C: rA KA-ifiirinrk/ff M Cf.rf I-finnrff 0/7 Gnrl I nnnfinnff} 0/1 1 M7 Y -.62 -.62 0 %100 2 M8 Y -.62 -.62 0 %100 3 M9 Y -.62 -.62 0 %100 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1 1.41D IYesl Y I 1 1 1 1.4 2 1 1.2D + 1.61- 1 Yes I Y I 1 1 1 1.2 1 2 1 1.6 Envelope Member Section Forces Avi�lr47 I r` Ch-nil I r. Mnmcnffk-ffl I C 1 M7 1 max -2.806 1 23.708 2 22.65 2 2 min -3.225 2 20.634 1 19.712 1 3 2 max -.724 1 7.351 2 -37.49 1 4 min -.833 2 6.398 1 -43.072 2 5 3 max 1.559 2 -7.838 1 1 -34.444 1 6 min 1.358 1 -9.005 2 -39.572 2 7 4 max 3.952 2 -22.074 1 33.149 2 8 min 3.44 1 -25.362 2 28.85 1 9 5 max 6.344 2 -36.31 1 175.091 2 10 min 5.523 1 -41.718 2 152.391 1 11 M8 1 max -4.189 1 52.395 2 214.237 2 12 min -4.816 2 45.603 1 186.463 1 13 2 max -.764 1 25.541 2 -49.204 1 14 min -.88 2 22.23 1 2 15 3 max 3.055 2 -1.143 1 -122.467 1 16 min 2.661 1 -1.313 2 - 2 17 4 max 6.99 2 -24.515 1 -33.327 1 18 min 6.086 1 -28.166 2 2 19 5 max 10.925 2 A7 000 1 250.72 2 20 min 9.511 1 -55.02 2 1 21 M9 1 max -9.073 1 2 227.171 2 22 min -10.429 2 44.601 1 197.719 1 23 2 max -6.506 1 31.059 2 12.264 2 24 min -7.48 2 27.033 1 10.671 1 RISA-21D Version 13.0.0 [PA ... \... \Tukwila Village\Design\Bldg E\Ramp Beam.r2d] Page 1 MZ-189 Company RRPuSA Designer Job Number TEC H NO LOG IES Model Name Davido Consulting Group DPM Tukwila Village Bldg E Parking Ramp Beam Envelope Member Section Forces (Continued) Member Sec MZ-189 Dec 17, 2014 Checked By. Axial k LC Shearfkl LC Momenffk-ftl LC 25 3 max -3.94 1 10.875 2 -84.631 1 26 min -4.531 2 9.465 1 -97.233 2 27 4 max -1.373 1 -8.103 1 -88.188 1 28 min -1.582 2 -9.309 2 -101.321 2 29 5 max 1.367 2 -25.671 1 0 1 30 min 1.194 1 -29.494 2 0 1 RISA-21D Version 13.0.0 [PA ... \...\Tukwila Village\Design\Bldg E\Ramp Beam.r2d] Page 2 ETABS-1 ETABS-1 Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS CONCRETE LATERAL DESIGN Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 (ETABS) TUKWILA VILLAGE- BLDG E TUKWILA, WASHINGTON Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Section Cover ETABS-3 ETABS-3 ETABf 2013 Integrated Building Design Software Tukwila Building E Model File: Tukv ilal3ldgE-2, Revision 0 12/18/2014 ETABS-4 -11 ❑v o 0 0 �i id � 'ld zld , vel 12 Z�l ETABS-5 Structure Data ETABS-5 12/18/2014 1 Structure Data This chapter provides model geometry information, including items such as story levels, point coordinates, and element connectivity. 1.1 Stor Data 1.2 Ma Table 1.1 - Stor Data Heig t Ele ation Ma ter Splice 1 Name Similar To I in in Stor Stor J L2 120 3720 No None No Mezz 120 3600 No None No L1 0 3480 No None No Table 1.2 - Ma Source Include Include Include Lateral Lump at Load Element Me ed Load Onl Storie Pattern Multiplier No No Yes Yes Yes Dead 1 Table 1. - Center of Ma and Rigidit Diap rag Ma Ma CM CM umu ati CumulatiCCM CCM CR CR Stor m lb- ' ft lb- 2 ft ft ft lb- 2 ft lb_ ' ft ft ft ft ft Mezz Ul UJtS/Z.14 I UJU/2.14 1bb.lb3b lUb.dfU/ UJU12.14 UJUIZ.14 1bb.1bJo j Wd.t3/U/ L2 D2 430495.85 430495.85 131.0212 86.0822 430495.85 430495.85 131.0212 86.0822 Table 1.4 - Ma Summar b Diap ragm Ma Ma Ma Stor Diap ragm Ma Ma Moment of Center Center lb- 2 ft lb- 2 ft Inertia ft ft kip-ft- 2 L2 D2 430495.85 430495.85 3503615 131.0212 86.0822 Mezz 01 93872.14 93872.14 488203.3984 156.1635 108.8707 Table 1. - Ma Summar b Stor Stor U U Ib-'ft Ib-'ft L2 430495.85 430495.85 0 Mezz 112594.31 112594.31 0 L1 24690.12 24690.12 0 Page 2 of 158 ETABS-6 Properties 2 Propertie ETABS-6 12/18/2014 This chapter provides property information for materials, frame sections, shell sections, and links. 2.1 Material Table 2.1 - Material Propertie - Summar Unit Name T pe IbEnY v eig t De ign Strengt lb ft; 4000Psi Concrete 3604996.5 0.2 150 Fc=4000 Win` 5000psi Concrete 3604996.5 0.2 150 Fc=50001b/in' A615Gr60 Rebar l 29000000 0.3 490 Fy=600001b/ir? Fu=90000 b/irP 2.2 Frame Section Table 2.2 - Frame Section - Summar Name Material S ape Beam10x42 5000psi Concrete Rectangular Beam24x24 6-0 psi Concrete Rectangular Col12x18 4000Psi Concrete Rectangular Coll2x24 4000Psi Concrete Rectangular! Col12x3O --- 4000Psi -__ _ _ Concrete Rectangular Col12x36 4000Psi Concrete Rectangulari Col18x18 4000Psi Concrete Rectangular Co118x24 4000Psi Concrete Rectangular, Table 2. - Frame Section Part 1 of 2 Name Material S ape t t2 Area A AS 4 4 3 in in in in= in in in in in Beam10x42 5000psi Concrete 42 10 420 350 350 11900.56 3500 61740 700 Rectangular i Bearn24x24 5000psi Concrete 24 24 576 480 480 46725.12 27648 27648 2304 Rectangular Col12x18 4000Psi Concrete 18 12 216 180 180 6085.12 2592 5832 432 Rectangular _ y- Col12x24 4000Psi Concrete 24 12 288 240 240 9492.12 3456 13824 576 L Rectangular Co112x3O 4000Psi Concrete 30 12 360 300 300 12934.73 ' 4320 27000 720 Rectangular Cd 4000Psi Concrete12x36 36 12 432 360 360 16385.92 5184 46656 864 Rectangular Col18x18 4000Psi Concrete 18 18 324 270 270 14784.12 , 8748 8748 972 Rectangular I [CoI18.24Concrete 4000Psi 24 18 432 360 360 25192.3 11664 20736 1296 Rectangular Table 2. - Frame Section Part 2 of 2 S 22 R Name in3 n3 in' in in in Beam10x42 2940 1050 -- 4410 2.8868 12.1244 Beam24x24 �2304 3456 3456 6.9282 ` 6.9282 `Col12x18 r- 648 648 972 3.4641 T 5.1962 L Col12x24 1152 864 1728 3.4641 6.9282 Col12x30 �- _1800 1080 2700 3.4641 8.6603 Col12x36 2592 1296 3888 3.4641 10.3923 Page 3 of 158 ETABS-7 Properties ETABS-7 12/18/2014 2. S ell Section S 22 R22 R Name Il in; in' in' in in Co118x18 972 1458 1458 5.1962 5.1962 —6.9282 Cd18x24 1728 1944 2592_—_ 5.1962 l Table 2.4 - S ell Section - Summar Total De ign Element Name Material T ickne T e P T e P in Slab10 Slab Shell -Thin 5000psi 10 Slab12 Slab Shell -Thin 5000psi 12 Slab16 Slab Shell -Thin 5000psi 16 Wa1110 Wall Shell -Thin 4000Psi 10 Wa118 Wall Shell -Thin 4000Psi 8 Page 4 of 158 ETABS-8 ETABS-8 Assignments 12/18/2014 A ignment This chapter provides a listing of the assignments applied to the model. .1 Frame A ignment Table .1 - Frame A ignment - Summar Stor Label Uni ue Name De ign T pe Lengt in Anal i Section De ign Section Angle deg Station Spacing in Min Number Station Relea e L2 C1 1 Column 240 Coll8x18 Coll8x18 3 Yes L2 C5 5 Column 240 Coll2x36 Col 12x36 3 Yes L2 C7 7 Column 240 Coll2x30 Coll2x30 90 3 Yes L2 C10 11 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C13 100 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C14 18 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C15 20 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C16 22 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C20 106 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C21 31 Column 120 Coll2x24 Co112x24 90 3 Yes L2 C24 38 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C25 40 Column 120 Coll2x24 Coll 2x24 90 3 Yes L2 C28 112 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C29 48 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C30 49 Column 240 CoI12x30 Coll2x30 90 3 Yes L2 C31 50 Column 240 CoI12x30 Col 12x30 90 3 Yes L2 C32 52 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C33 54 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C35 57 Column 240 Coll2x30 Coll2x30 90 3 Yes L2 C36 58 Column 240 Coll2x30 Coll2x30 90 3 Yes L2 C37 60 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C38 62 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C39 64 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C40 28 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C42 69 Column 240 CoI18x18 Col 18x18 90 3 Yes L2 C43 70 Column 240 Coll2x36 Col 12x36 90 3 Yes L2 C44 72 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C45 74 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C48 81 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C49 83 Column ln Coll2x24 Coll2x24 90 3 Yes L2 C50 84 Column 240 Coll2x36 Coll2x36 90 3 Yes L2 C51 86 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C52 88 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C53 89 Column 240 Coll2x36 Coll2x36 90 3 Yes L2 C54 91 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C55 93 Column 120 Coll2x24 Coll2x24 3 Yes L2 C56 95 Column 120 Col 12x24 Col 12x24 3 Yes L2 C57 96 Column 240 Coll2x36 Col 12x36 3 Yes L2 C59 102 Column I 120 Coll2x24 Coll2x24 90 3 Yes L2 C61 108 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C63 114 Column 120 Coll2x24 Col 12x24 90 3 Yes L2 C18 24 Column 120 Coll2x24 Coll2x24 90 3 Yes L2 C19 26 Column 120 Coll2x24 Col 12x24 3 Yes L2 C4 6 Column 120 Coll8x18 Coll8x18 3 Yes L2 C6 9 Column 120 Coll8x18 Coll8x18 3 Yes L2 C9 13 Column 240 Coll2x30 Coll2x30 90 3 Yes L2 C3 3 Column 240 Coll2x30 Coll2x30 90 3 Yes Page 5 of 158 ETABS-9 ETABS-9 Assignments 12/18/2014 Stor L2 L2 L2 Label C11 C12 C22 Uni ue Name 14 27 32 De ign T pe Column Column Column Lengt in 240 120 120 Anal i Section Coll2x30 Coll2x24 C0118x18 De ign Section Coll WO Coll2x24 C0118x18 Axe Angle deg 90 90 Station Spacing in Min Number Station 3 3 3 Relea e Yes Yes Yes L2 C26 44 Column 183.1111 Coll2x30 Coll2x30 90 3 Yes L2 C34 56 Column 183.1111 Coll2x30 Cd12x30 90 3 Yes L2 C2 34 Column 120 Coll8x24 Coll8x24 3 Yes Mezz C10 10 Column 120 Coll2x24 Cd12x24 90 3 Yes Mezz C13 99 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C14 17 Column 120 Coll2x30 Coll 12x30 90 3 Yes Mezz C15 19 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C16 21 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C26 105 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C21 30 Column 120 Coll2x30 Cd12x30 90 3 Yes Mezz C24 35 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C25 39 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C28 111 Column 120 Coll2x24 Coll 2x24 90 3 Yes Mezz C29 47 Column 120 C0118x18 Coll8x18 90 3 Yes Mezz C32 51 Column 120 Coll 12x24 Coll2x24 90 3 Yes Mezz C33 53 Cdumn 120 Cd12x24 Cd12x24 90 3 Yes Mezz C37 59 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C38 61 Column 120 C0112x24 Cd12x24 90 3 Yes Mezz C39 63 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C40 65 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C41 67 Column 120 Coll2x18 Cd12x18 90 3 Yes Mezz C44 71 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C45 73 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C47 77 Column 120 Coll2x18 Coll2x18 90 3 Yes Mezz C48 80 Column 120 Coll8x18 Coll8x18 90 3 Yes Mezz C49 82 Column 120 Coll8x18 Cd18x18 90 3 Yes Mezz C51 85 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C52 87 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C54 90 Column 120 Coll2x24 Coll2x24 90 3 Yes Mezz C55 92 Column 120 Coll2x24 Coll 12x24 3 Yes Mezz C56 94 Column 120 Coll2x24 Col 12x24 3 Yes Mezz C58 97 Column 120 Coll2x18 Cd12x18 90 3 Yes Mezz C59 101 Column 120 Coll2x24 Coll 12x24 90 3 Yes Mezz C60 103 Column 120 Cd12x18 Cd12x18 90 3 Yes Mezz C61 107 Column 120 Coll2x24 Col 12x24 90 3 Yes Mezz C62 109 Column 120 Cd12x18 Cd12x18 90 3 Yes Mezz C63 113 Column 120 Coll2x24 Col 12x24 90 3 Yes Mezz C18 16 Cdumn 120 Cd12x24 Cd12x24 90 3 Yes Mezz C19 25 Column 120 Coll2x24 Coll2x24 3 Yes Mezz C4 4 Cdumn 120 Cd18x18 Cd18x18 3 Yes Mezz C6 8 Column 120 Coll8x18 Coll8x18 3 Yes Mezz C12 15 Column 120 Coll2x24 Col 12x24 90 3 Yes Mezz C22 29 Column 120 Coll8x18 Coll8x18 3 Yes Mezz C23 43 Column 56.8889 Cd12x30 Coll2x30 90 3 Yes Mezz C27 55 Column 56.8889 Coll2x30 Cd12x30 90 3 Yes Mezz C2 33 Cdumn 120 Cd18x24 Cd18x24 3 Yes Mezz B3 36 Beam 244 Beam 10x42 Beam 10x42 24 No Mezz B1 2 Beam 2" Beam10x42 Beam10x42 24 No Mezz B5 41 Beam 262.2448 1 Beam10x42 Beam10x42 3 No Mezz B6 42 Beam 290.9278 Beam10x42 Beam 10x42 3 No Mezz B7 45 Beam 262.2448 1 Beam 10x42 I Beam 10x42 3 No Page 6 of 158 ETABS-10 Assignments ETABS-10 12/18/2014 A maxUni Min ue Stor Label De ign Lengt Anal i De ign An Angle Station Number Relea e Name T pe in Section Section Spacing deg Station in Mezz B8 46 Beam 290.9278 Beam10x42 Beam10x42 3 No Mezz B2 23 Beam 356 Beam24x24 Beam24x24 24 No I Page 7 of 158 ETABS-11 ETABS-11 12/18/2014 4 Load This chapter provides loading information as applied to the model. 4.1 Load Pattern Table 4.1 - Load Pattern Self Name T pe eig t Auto Loa Multiplier Dead Dead 1 Live Live 0 EQ Seismic 0 ASCE 7-10 Page 8 of 158 4.2 Auto Sei mic Loading ETABS-12 ETABS-12 12/18/2014 ASCE 7-10 Auto Sei mic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQ according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricit 1 Direction = Multiple Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Program Calculated Coefficient, C, [ASCE Table 12.8-2] Ct = 0.02ft Coefficient, x [ASCE Table 12.8-2] x = 0.75 Structure Height Above Base, hn hn = 20 ft Long -Period Transition Period, TL [ASCE 11.4.5] TL = 8 sec Factor and Coefficient Response Modification Factor, R [ASCE Table 12.2-11 R = 8 System Overstrength Factor, Do [ASCE Table 12.2-11 DO = 3 Deflection Amplification Factor, Cd [ASCE Table 12.2-1] Cd = a5 Importance Factor, I [ASCE Table 11.5-1] 1 = 1 Ss and S1 Source = User Specified Mapped MCE Spectral Response Acceleration, SS [ASCE 11.4.1] SS = 1.489g Mapped MCE Spectral Response Acceleration, S1 [ASCE 11.4.1] S1 = 0.558g Site Class [ASCE Table 20.3-1] = D - Stiff Soil Site Coefficient, Fa [ASCE Table 11.4-1] Fa = 1 Site Coefficient, F [ASCE Table 11.4-2] Fv = 1.5 Sei mic Re Pon e MCE Spectral Response Acceleration, SMs SMs = Fass [ASCE 11.4.3, Eq. 11.4-1] MCE Spectral Response Acceleration, SM1 SM1 = F�S1 [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, SDS 2 [ASCE 11.4.4, Eq. 11.4-3] SDS = 3 SMS Design Spectral Response Acceleration, SD1 2 SW = SM1 [ASCE 11.4.4, Eq. 11.4-4] 3 E ui alent Lateral Force SMs = 1.489g SM1 = 0.837g SDS = 0.992667g SD1 = 0.558g Page 9 of 158 ETABS-13 ETABS-13 12/18/2014 Seismic Response Coefficient, CS [ASCE 12.8.1.1, Eq. 12.8-21 [ASCE 12.8.1.1, Eq. 12.8-3] [ASCE 12.8.1.1, Eq. 12.8-5] Calculated Ba e S ear Applied Stor Force SDS Cs _R (I) SDI CS,max = T(R) Cs,min = max(0.044SDS1, 0.01) = 0.043677 CS,min < Cs < CS,max Direction Period U ed ec C kip V kip X 0.09 0.124083 17473.4097 2168.1589 Y 0.086 0.124083 17473.4097 2168.1589 X + Ecc. Y 0.09 0.124083 17473.4097 2168.1589 Y + Ecc. X 0.086 0.124083 17473.4097 2168.1589 X - Ecc. Y 0.09 0.124083 17473.4097 2168.1589 Y - Ecc. X 0.086 0.124083 17473.4097 2168.1589 Lateral Load to Stories - L2 X9t7 ♦1 1 I � r i la 2 746kip --� Mezz�.--r ! I L1,-,--r-r-,--�-r -� 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 E+3 Force, kip Lateral Load to Stories - Y L2 r 1917 4131dp j r � I I�;,i lip I� Ili Mezz LI IEiili±�! 0.00 0.25 0.50 0.751.00 1.25 1.50 1.75 2.00 E+3 Force, kip Page 10 of 158 ETABS-14 ETABS-14 12/18/2014 Stor Ele ation -Dir -Dir ft kip kip L2 310 1917.413 0 Mezz 300 250.746 0 L1 290 0 0 Stor Ele ation -Dir -Dir ft kip kip L2 310 0 1917.413 Mezz 300 0 250.746 L1 290 0 0 Page 11 of 158 -ETABS-15 Loads ETABS-15 12/18/2014 4. Applied Load 4. .1 Area Load 4.4 Load Ca e 4. Load Combination Table 4. - S ell Load - Uniform Uni ue Load Load Stor Label Direction Name Pattern lb ft" L2 F2 11937 Dead Gravity 60 L2 F3 11942 �— Dead Gravity 60 L2 F4 11944 Dead Gravity 185 L2 F5 118E7 Dead Gravity 200 L2 F7 11 EAC Dead Gravity 110 L2 F9 11EA5 Dead Gravity 60 Mezz F8 11434 - Dead Gravity 20 Mezz F10 129 Dead Gravity 20 L2 F2 11937 Live Gravity 100 L2 F3 11942 Live Gravity 100 L2 F4 11944 Live Gravity 130 L2 F5 118E7 Live Gravity 100 L2 F7 11EAC Live Gravity 100 L2 F9 11EA5 Live Gravity 100 Mezz F8 11434 Live Gravity 50 ! Mezz- F10 129 Live Gravity 50 T Table 4.4 - Load Ca e - Summar Name T pe Dead Linear Static Live Linear Static EQ Linear Static Table 4. - Load Combination Load Scale Name T pe Auto Ca a Combo Factor 1ADL Dead 1.4 Linear Add No L1.2DL + 1.6LL Dead 1.2 Linear Add No 1 1.2DL + 1.61-L T Live 1.6 No 1.4DL + LL + EQ Dead 1.4 Linear Add No 1.4DL + LL + EQ, Live 1 No 1ADL+LL+EQ EQ 1 No 1 ADL + LL - EQ Dead 1.4 Linear Add No 1 ADL + LL - EQ Live 1 No 1 ADL + LL - EQ T EQ -1 No 0.7DL + EQ Dead 0.7 Linear Add Now 0.7DL + EQ EQ - 1 No 0.7DL - EQ Dead 0.7 Linear Add No 0.7DL - EQ EQ -1 No Page 12 of 158 ETABS-16 Analysis Results Anal 1 Re ult This chapter provides analysis results. .1 Structure Re ult Table .1 - Diap ragm Center of Ma Di placement ETABS-16 ' 12/18/2014 Diap rag Load 11 Stor Point m Ca a Combo in in in rad rad rad ft ft ft L2 D2 Dead !-0.000577 0.000826 0 0 0 1 -1 E-06 143 131.0212 86.0822 310 L2 02 Live -0.000198 0.000318 0 0 0 2.079E 143 131.0212 86.0822 310 L2 I D2 EQ 1 0.010692 -0.000321 0 1 0 1 0 1 -1 E-06 1 143 131.0212 86.0822 1 310 5.7098E L2 D2 EQ 2 -0.000331 0.010073 0 0 0 143 131.0212 86.0822 310 L2 D2 I EQ 3 0.010815 -0.000316 0 1 0 1 0 1 -2E-06 1 143 131.0212 86.0822 1 310 L2 02 EQ 4 -0.000532 U.U10U55 0 U U 1E-Ub 14J 1J1.UZ1Z tfb.UUZ JlU L2 02 EQ 5 0.010568 -0.000326 0 0 0 1 -1 E-06 1 143 1131.02121 86.0822 1 310 L2 D2 EQ 6 -0.00013 0.010082 0 0 0 -1 E-06 143 131.0212 86.0822 310 L2 I D2 I 1ADL -0.000808 0.001157 0 1 0 1 0 1 -1E-06 1 143 131.0212 86.0822 1 310 L2 D2 1.2DL + 1.6LL -0.001009 0.001501 0 0 0 -1 E-06 143 131.0212 86.0822 310 1 4DL + EQ 3.2077E L2 D2 0.00981 0.011557 0 0 0 143 131.0212 86.0822 310 Max 1.40L + LL + EQ L2 02 -0.001538 0.001149 0 0 0 -3E-06 143 131.0212 86.0822 310 Min L2 D2 1 ADLM LtL - EQ -0.000474 0.001801 0 0 0 1 E-06 143 131.0212 86.0822 310 L2 D2 1 ADL + LL - EQ -0.011821-0.008607 0 0 0 -2E-06 143 131.0212 86.0822 310 Min 3.0005 E L2 D2 0.7DL + EQ Max 0.010412 0.01066 0 0 0 143 131.0212 86.0822 310 L2 02 0.70L + EQ Min -0.000936 0.000252 U 0 U -ZE-Ub 14J 1J1.UZ12 tfb.UtSZZ J1U L2 D2 0.7DL - EQ Max 0.000128 0.000904 0 1 0 1 0 1 1 E-06 1 143 131.0212 86.0822 1 310 L2 D2 0.7DL - EQ Min -0.011219-0.009504 0 0 0 -1E-06 143 131.0212 86.0822 310 1.5002E Mezz D1 Dead -1.8E-05 0.000866 0 0 0 144 156.1635 108.8707 300 -4.089E Mezz D1 Live 4E-06 0.000294 0 0 0 144 156.1635 108.8707 300 Mezz I D1 I EQ 1 0.003541 -0.000177 0 1 0 0 1 -1E-06 1 144 1156.16351108.8707 300 1.6078E Mezz D1 EQ 2 -7.8E-05 0.004347 0 0 0 144 156.1635 108.8707 300 Mezz D1 I EQ 3 10.003612-0.000215 0 1 0 1 0 1 -1E-06 1 144 1156.16351108.87071 300 Mezz D1 EQ 4 -0.00019 0.004406 0 0 0 1.0E 144 156.1635 108.8707 300 07 Mezz 01 EQ 5 0.003471 -0.000139 0 0 0 -4. 2 E 144 156.1635 108.8707 300 � � r3S'K-3wl:�GfG1Z17.7111:ILYl:fa:1�1��7�1 ��I:�CL' f F.:1�11�b�Dt:�•714��NP1• 2• 0 E Mezz D1 1.4DL 2.5E-05 0.001212 0 0 0 144 156.1635 108.8707 300 -2.4075E- Mezz D1 1.2DL + 1.6LL -1.5E-05 0.00151 0 0 0144 156 1635 108.8707 300 Mezz D1 1.40E + EQ 0.003591 0.005913 0 0 0 7' 08 E 144 156.1635 108.8707 300 Max Mezz D1 1 ADL + LL + EQ -0.000211 0.001291 0 0 0 -1 E-06 144 156.1635 108.8707 300 Min D1 1.4DLM Lt L - EQ 0.000169 0.001721 0 0 0 11E-06 144 156.1635 108.87071 300 EMez-z D1 1 ADL + LL - EQ -0.003633 -0.0029 0 0 0 -4.313E- 144 156 1635 108.8707 300 Min 07 Mezz D1 0.7DL + EQ Max 0.003599 0.005012 0 0 0 7.50184E 144 156.1635 108.8707 300 Mezz Ul U./UL+tQ Min-U.000ZUZ U.0003`Jl U U U -ltilb 144 100.10JO-IUa.OIUI ,UV Mezz D1 0.7DL - EQ Max 0.000177 0.000821 0 j 0 1 0 1 1E-06 1 144 156.1635 108.8707 300 Page 13 of 158 ETABS-17 Analysis Results ETABS-17 12/18/2014 Stor Diap rag Load U U U R R R Point m Ca a Combo in in in rad rad rad ft ft ft Mezz D1 0.7DL - EQ Min -0.003624-0.0038 0 0 0-2.854E- 144 156.1635 108.8707 300 07 Table .2 - Diap ragm Drift Stor Ca a Combo Label Item Drift ft ft ft L2 I Dead 213 Diaph D2 X 0.002542 0.7917 64.3542 310 L2 Dead 208 Diaph D2 Y 0.00058 24.375 22.2292 310 L2 Live 213 Diaph D2 X 0.000863 0.7917 64.3542 310 L2 Live 208 Diaph D2 Y 0.000197 24.375 22.2292 310 L2 EQ 1 274 Diaph D2 X 6.9E-05 51.2083 67.3542 310 L2 EQ 1 187 Diaph D2 Y 2E-05 253.8333 9.7708 310 L2 EQ 2 I 184 Diaph D2 X 1.4E-05 136.2917 19.5208 310 L2 EQ 2 185 Diaph D2 Y 5E-05 136.2917 2.9375 310 L2 EQ 3 274 Diaph D2 X 6.9E-05 51.2083 67.3542 310 L2 EQ 3 187 Diaph 02 Y 2.2E-05 253.8333 9.7708 310 L2 EQ 4 184 Diaph D2 X 1.4E-05 136.2917 19.5208 310 L2 EQ 4 578 Diaph D2 Y 5.6E-05 264.875 20.6042 310 L2 EQ 5 274 Diaph D2 X 7E-05 51.2083 67.3542 310 L2 EQ 5 187 Diaph D2 Y 1.8E-05 253.8333 9.7708 310 L2 EQ 6 184 Diaph D2 X 1.5E-05 136.2917 19.5208 310 L2 EQ 6 336 Diaph D2 Y 5.3E-05 48.3125 19.0208 310 L2 1 ADL 213 Diaph D2 X 0.003559 0.7917 64.3542 310 L2 1 ADL 208 Diaph D2 Y 0.000812 24.375 22.2292 310 L2 1.2DL + 1.6LL 213 Diaph D2 X 0.004431 0.7917 64.3542 310 L2 1.2DL + 1.6LL 208 Diaph D2 Y 0.001011 24.375 22.2292 310 L2 11ADL + LL + EQ Maxi 213 Diaph D2 X 0.004428 0.7917 64.3542 310 L2 1.4DL + LL + EQ Max 208 Diaph D2 Y 0.001018 24.375 22.2292 310 L2 11ADL + LL + EQ Min 213 Diaph D2 X 0.004405 0.7917 64.3542 310 L2 1 ADL + LL + EQ Min 208 Diaph D2 Y 0.001005 24.375 22.2292 310 L2 1 ADL + LL - EQ Max 213 Diaph D2 X 0.004439 0.7917 64.3542 310 L2 1 ADL + LL - EQ Max 208 Diaph D2 Y 0.001013 24.375 22.2292 310 L2 1 ADL + LL - EQ Min 213 Diaph D2 X 0.004416 0.7917 64.3542 310 L2 1 ADL + LL - EQ Min 208 Diaph D2 Y 0.001 24.375 22.2292 310 L2 0.7DL + EQ Max 213 Diaph D2 X 0.001785 0.7917 64.3542 310 L2 0.7DL + EQ Max 208 Diaph D2 Y 0.000415 24.375 22.2292 310 L2 0.7DL + EQ Min 213 Diaph D2 X 0.001763 0.7917 64.3542 310 L2 0.7DL + EQ Min 208 Diaph D2 Y 0.000402 24.375 22.2292 310 L2 0.7DL - EQ Max 213 Diaph D2 X 0.001796 0.7917 64.3542 310 L2 0.7DL - EQ Max 208 Diaph D2 Y 0.00041 24.375 22.2292 310 L2 0.7DL - EQ Min 213 Diaph D2 X 0.001773 0.7917 64.3542 310 L2 0.7DL - EQ Min 208 Diaph D2 Y 0.000398 24.375 22.2292 310 Mezz Dead 141 Diaph D1 X I 1 E-06 146.2917 66.0208 300 Mezz Dead 195 Diaph D1 Y 9E-06 30.6042 148.7083 300 Mezz Live 272 Diaph D1 X 2.62E-07 30.6042 165.0208 300 Mezz Live 195 Diaph 01 Y 3E-06 30.6042 148.7083 300 Mezz EQ 1 272 Diaph D1 X 3.3E-05 30.6042 165.0208 300 Mezz EQ 1 698 Diaph 01 Y 9E-06 264.875 105.8542 300 Mezz EQ 2 141 Diaph D1 X 1E-06 146.2917 66.0208 300 Mezz EQ 2 195 Diaph D1 Y 3.8E-05 30.6042 148.7083 300 Mezz EQ 3 272 Diaph D1 X: 3.5E-05 30,6042 1 165.0208 300 Mezz EQ 3 698 Diaph D1 Y 1.1 E-05 264.875 105.8542 300 Mezz EQ 4 272 Diaph D1 X I 3E-06 30.6042 165.0208 300 Mezz EQ 4 698 Diaph D1 Y 3.9E-05 264.875 105.8542 300 Mezz EQ 5 272 Diaph D1 X 3.2E-05 30.6042 165.0208 300 Page 14 of 158 ETABS-18 Analysis Results ETABS-18 12/18/2014 Stor Mezz Ca a Combo EQ 5 babel 698 Item Diaph D1 Y Drift 6E-06 ft 264.875 ft 105.8542 ft 300 Mezz EQ 6 272 Diaph D1 X 3E-06 30.6042 165.020873300 Mezz EQ 6 195 Diaph D1 Y 4.2E-05 30.6042 148.7083 300 Mezz 1ADL 141 Diaph D1 X 1 E-06 146.2917 66.0208 300 Mezz 1ADL 195 Diaph D1 Y 1.3E-05 30.6042 148.7083 300 Mezz 1.2DL + 1.6LL 272 Diaph D1 X 1 E-06 30.6042 165.0208 300 Meu 1.2DL + 1.6LL 195 Diaph D1 Y 1.6E-05 30.6042 148.7083 300 Mezz 1 ADL + LL + EQ Maxj 272 1 Diaph D1 X 3.6E-05 30.6042 165.0208 300 Mezz 1ADL + LL + EQ Max 195 Diaph D1 Y 5.8E-05 30.6042 148.7083 300 Mezz 1 ADL + LL + EQ Min 141 Diaph D1 X 3E-06 146.2917 66.0208 300 Mezz 1ADL + LL + EQ Min 195 Diaph D1 Y 2.1E-05 30.6042 148.7083 300 Mezz 1 ADL + LL - EQ Max 272 Diaph D1 X 4E-06 30.6042 165.0208 300 Mezz 1ADL + LL - EQ Max 698 Diaph D1 Y 2.1 E-05 264.875 105.8542 300 Mezz 1ADL + LL - EQ Min 272 Diaph D1 X 3.4E-05 30.6042 165.0208 300 Mezz 1ADL + LL - EQ Min 698 Diaph D1 Y 2.9E-05 264.875 105.8542 300 Mezz 0.7DL + EQ Max 272 Diaph D1 X 3.6E-05 30.6042 165,0208 300 Mezz 0.7DL + EQ Max 195 Diaph 01 Y 4.8E-05 30.6042 148.7083 300 Mezz 0.7DL + EQ Min 141 Diaph D1 X 2E-06 146.2917 66.0208 300 Mezz 0.70L + EQ Min 195 Diaph 01 Y 1.1E-05 30.6042 148.7083 300 Mezz 0.7DL - EQ Max 272 Diaph D1 X 3E-06 30.6042 165.0208 300 Mezz 0.7DL - EQ Max 698 Diaph D1 Y 1.5E-05 264.875 105.8542 300 Mezz 0.7DL - EQ Min 272 Diaph D1 X 3.5E-05 30.6042 165.0208 300 Mezz 0.7DL - EQ Min 195 Diaph D1 Y 3.6E-05 30.6042 148.7083 300 .2 Stor Re ult Table . - Stor Drift Stor Loaa Ca a Combo Label Item Drift ft ft ft t L2 Dead 248 Max Drift X 0.002542 0.7917 64.3542 310 L2 Dead 245 Max Drift Y 0.00058 24.375 22.2292 310 L2 Live 248 Max Drift X 0.000863 0.7917 64.3542 310 L2 Live 245 Max Drift Y 0.000197 24.375 22.2292 310 L2 EQ 1 265 Max Drift X 6.9E-05 51.2083 67.3542 310 L2 EQ 1 242 Max Drift Y 2E-05 253.8333 9.7708 310 L2 EQ 2 239 Max Drift X 1.4E-05 136.2917 19.5208 310 L2 EQ 2 241 Max Drift Y 5E-05 136.2917 2.9375 310 L2 EQ 3 265 Max Drift X 6.9E-05 51.2083 67.3542 310 L2 EQ 3 242 Max Drift Y 2.2E-05 253.8333 9.7708 310 L2 EQ 4 239 Max Drift X 1.4E-05 136.2917 19.5208 310 L2 EQ 4 45 Max Drift Y 5.6E-05 264.875 20.6042 310 L2 EQ 5 265 Max Drift X 7E-05 51.2083 67.3542 310 L2 EQ 5 242 Max Drift Y 1.8E-05 253.8333 9.7708 310 L2 EQ 6 239 Max Drift X 1.5E-05 136.2917 19,5208 310 L2 EQ 6 308 Max Drift Y 5.3E-05 48.3125 19.0208 310 L2 1ADL 248 Max Drift X 0.003559 0.7917 64.3542 310 L2 1ADL 245 Max Drift Y 0.000812 24.375 22.2292 310 L2 1.2DL + 1.6LL 248 Max Drift X 0.004431 0.7917 64.3542 310 L2 1.2DL + 1.6LL 245 Max Drift Y 0.001011 24.375 22.2292 310 L2 11ADL + LL + EQ Max, 248 Max Drift X 0.004428 0.7917 64.3542 310 L2 1ADL + LL + EQ Max 245 Max Drift Y 0.001018 24.375 22.2292 310 L2 11ADL + LL + EQ Min 248 Max Drift X 0.004405 0.7917 64.3542 310 L2 1ADL + LL + EQ Min 245 Max Drift Y 0.001005 24.375 22.2292 310 L2 11ADL + LL - EQ Max 248 Max Drift X 0.004439 0.7917 64.3542 310 L2 1ADL + LL - EQ Max 245 Max Drift Y 0.001013 24.375 22.2292 310 Page 15 of 158 ETABS-19 Analysis Results ETABS-19 12/18/2014 Stor Label Item Drift Ca a Combo ft ft ft L2 1 ADL + LL - EQ Min 248 Max Drift X 0.004416 0.7917 64.3542 310 L2 1.40L + LL - EQ Min 245 Max Drift Y 0.001 24.375 22.2292 310 L2 0.7DL + EQ Max 248 Max Drift X 0.001785 0.7917 64.3542 310 L2 0.7DL + EQ Max 245 Max Drift Y 0.000415 24.375 22.2292 310 L2 0.7DL + EQ Min 248 Max Drift X 0.001763 0.7917 64.3542 310 L2 0.7DL + EQ Min 245 Max Drift Y 0.000402 24.375 22.2292 310 L2 0.7DL - EQ Max 248 Max Drift X 0.001796 0.7917 64.3542 310 L2 0.7DL - EQ Max 245 Max Drift Y 0.00041 24.375 22.2292 310 L2 0.7DL - EQ Min 248 Max Drift X 0.001773 0.7917 64.3542 310 L2 0.7DL - EQ Min 245 Max Drift Y 0.000398 24.375 22.2292 310 Mezz Dead 248 Max Drift X 0.002548 0.7917 64.3542 300 Mezz Dead 245 Max Drift Y 0.000567 24.375 22.2292 300 Mezz Live 248 Max Drift X 0.000865 0.7917 64.3542 300 Mezz Live 245 Max Drift Y 0.000192 24.375 22.2292 300 Mezz EQ 1 265 Max Drift X 0.000156 51.2083 67.3542 300 Mezz EQ 1 256 Max Drift Y 2.1E-05 241.0208 0.3333 300 Mezz EQ 2 239 Max Drift X 1.7E-05 136.2917 19.5208 300 Mezz EQ 2 283 Max Drift Y 9.3E-05 173.6042 2.9375 300 Mezz EQ 3 265 Max Drift X 0.000156 51.2083 67.3542 300 Mezz EQ 3 256 Max Drift Y 2.2E-05 241.0208 0.3333 300 Mezz EQ 4 239 Max Drift X 1.4E-05 136.2917 19.5208 300 Mezz EQ 4 283 Max Drift Y 9.5E-05 173.6042 2.9375 300 Mezz EQ 5 265 Max Drift X 0.000157 51.2083 67.3542 300 Mezz EQ 5 256 Max Drift Y 1.9E-05 241.0208 0.3333 300 Mezz EQ 6 239 Max Drift X 2E-05 136.2917 19.5208 300 Mezz EQ 6 283 Max Drift Y 9.1 E-05 173.6042 2.9375 300 Mezz 1ADL 248 Max Drift X 0.003567 0.7917 64.3542 300 Mezz 1.40L 245 Max Drift Y 0.000794 24.375 22.2292 300 Mezz 1.2DL + 1.6LL 248 Max Drift X 0.004442 0.7917 64.3542 300 Mezz 1.2DL + 1.6LL 245 Max Drift Y 0.000987 24.375 22.2292 300 Mezz 1 ADL + LL + EQ Maxj 248 Max Drift X 0.004329 0.7917 64.3542 300 Mezz 1 ADL + LL + EQ Max 245 Max Drift Y 0.000902 24.375 22.2292 300 Mezz 11ADL + LL + EQ Min 248 Max Drift X 0.004441 0.7917 64.3542 300 Mezz 1 ADL + LL + EQ Min 245 Max Drift Y 0.000976 24.375 22.2292 300 Mezz 1.4DL + LL - EQ Max 248 Max Drift X 0.004424 0.7917 64.3542 300 Mezz 1.40L + LL - EQ Max 245 Max Drift Y 0.000995 24.375 22.2292 300 Mezz 1 ADL + LL - EQ Min 248 Max Drift X 0.004536 0.7917 64.3542 300 Mezz 1 ADL + LL - EQ Min 245 Max Drift Y 0.001069 24.375 22.2292 300 Mezz 0.7DL + EQ Max 248 Max Drift X 1 0.001681 0.7917 64.3542 300 Mezz 0.7DL + EQ Max 245 Max Drift Y 0.000314 24.375 22.2292 300 Mezz 0.7DL + EQ Min 248 Max Drift X 0.001792 0.7917 64.3542 300 Mezz 0.7DL + EQ Min 245 Max Drift Y 0.000387 24.375 22.2292 300 Mezz 0.7DL - EQ Max 248 Max Drift X 0.001775 0.7917 64.3542 300 Mezz 0.7DL - EQ Max 245 Max Drift Y 0.000406 24.375 22.2292 300 Mezz 0.7DL - EQ Min 248 Max Drift X 0.001887 0.7917 64.3542 300 Mezz 0.7DL - EQ Min 245 Max Drift Y 0.00048 24.375 22.2292 300 Modal Re ult Table .4 - Modal Period and Fre uencie Period Fre uenc Urcuiar Eigen alue Ca a Mode Fre uenc ec c c ec rad2 ec2 rad ec Modal I 1 I 0.152 I 6.595 I 41.4368 I 1717.0123 Modal 2 0.098 10.202 64.1015 4108.9987 Page 16 of 158 ETABS-20 ETABS-20 Analysis Results 12/18/2014 Period Fre uenc circular Eigen alue Ca a Mode Fre e ec c c ec rad2 W du rac Modal 3 0.09 11.053 69.4488 4823.1316 Modal 4 0.089 11.205 70.406 4956.9985 Modal 5 0.086 11.615 72.9772 5325.667 Modal 6 0.083 12.017 75.5042 5700.8776 Modal 7 0.078 12.759 80.1654 6426.4957 Modal 8 0.074 13.458 84.5571 7149.9037 Modal 9 0.073 13.697 86.0581 7405.9945 Modal 10 0.072 13.797 86.6861 7514.4747 Modal 11 0.072 13.843 86.9811 7565.7184 Modal 12 0.072 13.962 87.7247 7695.6259 Table . - Modal Participating Ma Ratio Part 1 of 2 Ca a Mode - -- U U U Sum U Sum U Sum U ec Modal 1 0.152 0.001 0 0 0.001 0 0 Modal 2 0.098 0.0213 0.0002 0 0.0223 0.0002 0 Modal 3 0.09 0.7256 0.0948 0 0.7479 0.095 0 Modal 4 0.089 0.026 0.0113 0 0.774 0.1064 0 Modal 5 0.086 0.0657 0.7937 0 0.8397 0.9001 0 Modal 6 0.083 0.0205 0.011 0 0.8602 0.9111 0 Modal 7 0.078 4.889E-05 0.0231 0 0.8602 0.9342 0 Modal 8 0.074 0.0004 3.062E-06 0 0.8607 0.9342 0 Modal 9 0.073 0.0001 3.299E-05 0 0.8608 0.9342 0 Modal 10 0.072 0.0005 0.0016 0 0.8612 0.9358 0 Modal 11 0.072 0.0005 0.0001 0 0.8617 0.9359 0 Modal 12 0.072 0.0007 0.0007 0 0.8624 0.9366 0 Table - Modal Participating Ma Ratio Part 2 of 2 Ca a Mode R R R Sum R Sum R Sum R Modal j 1 1 0 1 0.0022 1 4.116E-05 0 1 0.0022 4.116E-05 Modal 2 1.905E-05 0.0002 0.003 1.905E-05 0.0024 0.003 Modal 3 0.0138 0.1575 0.0286 0.0138 0.1599 0.0316 Modal 4 0.0002 0.0055 0.0046 0.014 0.1654 0.0362 Modal 5 0.1325 0.0108 0.0059 0.1465 0.1762 0.0422 Modal 6 0.0018 0.027 0.0109 0.1483 0.2032 0.053 Modal 7 0.0316 1.18E-05 0.0039 0.1799 0.2032 0.057 Modal 8 2.106E-05 0.0021 0.0014 0.1799 0.2054 0.0584 Modal 9 1.347E-05 0.0098 0.0076 0.18 0.2152 0.066 Modal 10 0.0081 0.0001 0.0093 0.1881 0.2153 0.0753 Modal 11 0.0002 0.0042 0.002 0.1883 0.2194 0.0773 Modal 12 0.0033 0.0001 0.0103 0.1916 0.2195 0.0876 Page 17 of 158 ETABS-21 ETABS-21 12/18/2014 De ign Data This chapter provides design data and results. .1 Concrete Frame De ign Table .1 - Concrete Frame Preference - ACI 18-11 Item Value Multi -Response Design Step -by -Step - All Seismic Design D Category # Interaction Curves 24 It Interaction Points 11 Minimum Eccentricity Yes Phi (Tension) 0.9 Phi (Compression Tied) 0.65 Phi (Compresseion 0.75 Spiral) Phi (Shear and Torsion) 0.85 Phi (Shear Seismic) 0.6 Phi (Shear Joint) 0.85 Pattern Live Load Factor 0.75 D/C Ratio Limit 1 Table .9 -Concrete Column Summar - ACI 18-11 Part1 of 2 Stor Label Uni ue Name Station in De ign Section De ign C ec k statu;mm PiNatio R PMM Combo A in' A ins L2 Cl 1 0 Co118x18 Check To Message 1 0.199 JIADL + LL + EQ 3.24 1 4.8 L2 Cl 1 120 Co118x18 Check No Message 0.192 1 ADL + LL + EQ 3.24 4.8 L2 Cl 1 240 Co118x18 Check I No Messagel 0.186 1 1.2DL + 1.6LL 1 3.24 4.8 L2 C5 5 0 Co112x36 Check No Message 0.956 1 ADL + LL + EQ 4.32 6 L2 CS 5 120 Co112x36 Check No Message 1 0.892 11ADL + LL + EQ 4.32 6 L2 C5 5 240 Coll 2x36 Check No Message 0.834 1 ADL + LL + EQ 4.32 6 L2 C7 7 0 Co112x3O Check No Message 1 0.514 1ADL + LL - EQ 3.6 1 3.6 L2 C7 7 120 Co112x30 Check No Message 0.493 1 ADL + LL - EQ 3.6 3.6 L2 C7 7 240 Co112x30 I Check I No Message 0.474 1.4DL + LL - EQ 3.6 1 3.6 L2 C10 11 0 Cd12x24 Check No Message 0.579 1 ADL + LL + EQ 2.88 3.6 L2 C10 11 60 Co112x24 Check No Message 1 0.575 1 ADL + LL + EQ 2.88 3.6 L2 C10 11 120 Cd12x24 Check No Message 0.571 1 ADL + LL + EQ 2.88 3.6 L2 C13 100 0 Co112x24 Check No Message 0.18 1.2DL + 1.6LL 2.88 3.6 L2 C13 100 60 Co112x24 Check No Message 0.177 1.2DL + 1.6LL 2.88 3.6 L2 C13 100 120 Co112x24 Check No Message 1 0.174 1 1.2DL + 1.6LL 2.88 3.6 L2 C14 18 0 Col 12x24 Check No Message 0.713 1 ADL + LL - EQ 2.88 3.6 L2 C14 18 60 Co112x24 Check No Message 1 0.709 11ADL + LL - EQ 2.88 3.6 L2 C14 18 120 Coll 2x24 Check No Message 0.705 1.4DL + LL - EQ 2.88 3.6 L2 C15 20 0 Co112x24 Check No Message 1 0.351 1 1.2DL + 1.6LL 2.88 3.6 L2 C15 20 60 Cd12x24 Check No Message 0.348 1.2DL + 1.6LL 2.88 3.6 L2 C15 20 120 Co112x24 Check No Message 1 0.345 J 1.2DL + 1.6LL 2.88 3.6 L2 C16 22 0 Cd12x24 Check No Message 0.493 1 ADL + LL + EQ 2.88 3.6 L2 C16 22 60 Co112x24 Check No Message 1 0.489 1 ADL + LL + EQ 2.88 3.6 L2 C16 22 120 Co112x24 Check No Message 0.485 1 ADL + LL + EQ 2.88 3.6 L2 C20 106 0 Co112x24 Check No Message 1 0.18 1 1.2DL + 1.6LL 2.88 3.6 L2 C20 106 60 Coll 2x24 Check No Message 0.177 1.2DL + 1.6LL 2.88 3.6 L2 C20 106 120 Coll2x24 I Check I No Message 0.174 1 1.2DL+ 1.6LL 2.88 3.6 L2 C21 31 0 Co112x24 Check No Message 0.75 1 ADL + LL - EQ 2.88 3.6 L2 C21 31 60 Cd12x24 I Check I No Messagej 0.746 11ADL + LL - EQ 2.88 3.6 Page 18 of 158 ETABS-22 ETABS-22 12/18/2014 Stor L2 Label C21 Uni ue Name 31 station in 120 De Ign Section Cd12x24 De Ign G ec k Check Statu No Message PMM Ratio 0.742 PMM Combo 1.41DL + LL - EQ A ,min in' 2.88 A in' 3.6 L2 C24 38 0 Coll 2x24 Check No Message 0.43 1.21DL + 1.61LL 1 2.88 1 3.6 L2 C24 38 60 Cd12x24 Check No Message 0.427 1.21DL + 1.61LL 2.88 3.6 L2 C24 38 120 Co112x24 Check I No Messagel 0.424 1.21DL + 1.61LL 2.88 3.6 L2 C25 40 0 Col 12x24 Check No Message 0.617 1 ADL + LL + EQ 2.88 3.6 L2 C25 40 60 Coll 2x24 Check No Message 1 0.614 1.40L + LL + EQ 2.88 3.6 L2 C25 40 120 Co112x24 Check No Message 0.61 1 ADL + LL + EQ 2.88 3.6 L2 C28 112 0 Cd12x24 Check No Message 0.049 1.21DL + 1.61LL 2.88 3.6 L2 C28 112 60 Co112x24 Check No Message 0.046 1.21DL + 1.61LL 2.88 3.6 L2 C28 112 120 Co112x24 Check No Message 0.043 1.20L + 1.61LL 2.88 3.6 L2 C29 48 0 Co112x24 Check No Message 0.882 1.4DL + LL + EQ 2.88 3.6 L2 C29 48 60 Cd12x24 Check No Message 1 0.878 1 ADL + LL + EQ 2.88 3.6 L2 C29 48 120 Cd12x24 Check No Message 0.874 1.4DL + LL + EQ 2.88 3.6 L2 C30 49 0 Cd12x30 Check No Message 1 0.397 1.41DL + LL - EQ 3.6 3.6 L2 C30 49 120 Co112x30 Check No Message 0.383 1.4DL + LL - EQ 3.6 3.6 L2 C30 49 240 Co112x30 Check No Message 0.372 1.2DL + 1.61LL 3.6 3.6 L2 C31 50 0 Co112x30 Check No Message 0.33 1.2DL + 1.6LL 3.6 3.6 L2 C31 50 120 Co112x30 Check No Message 0.321 1.2DL + 1.61LL 3.6 3.6 L2 C31 50 240 Co112x30 Check No Message 0.312 1.21DL + 1.6LL 3.6 3.6 L2 C32 52 0 Co112x24 Check No Message 0.211 1.21DL + 1.6LL 2.88 3.6 L2 C32 52 60 Cd12x24 Check No Message 0.208 1.2DL + 1.61LL 2.88 3.6 L2 C32 52 120 Co112x24 Check No Message 1 0.205 1.21DL + 1.61LL 2.88 3.6 L2 C33 54 0 Co112x24 Check No Message 0.486 1 ADL + LL - EQ 2.88 3.6 L2 C33 54 60 Co112x24 Check No Message 0.483 1.4DL + LL - EQ 2.88 3.6 L2 C33 54 120 Ca112x24 Check No Message 0.479 1.40L + LL - EQ 2.88 3.6 L2 C35 57 0 Co112x30 Check No Message 1 0.488 1.4DL + LL - EQ 3.6 3.6 L2 C35 57 120 Col 12x30 Check No Message 0.469 1.4DL + LL - EQ 3.6 3.6 L2 C35 57 240 Co112x30 Check No Message 1 0.452 1.41DL + LL - EQ 3.6 1 3.6 L2 C36 58 0 Cd12x30 Check No Message 0.442 1.41DL + LL + EQ 3.6 3.6 L2 C36 58 120 Co112x30 Check No Message 1 0.427 1.41DL + LL + EQ 3.6 3.6 L2 C36 58 240 Co112x30 Check No Message 0.412 1.41DL + LL + EQ 3.6 3.6 L2 C37 60 0 Co112x24 Check No Message 1 0.234 1.41DL + LL + EQ 2.88 3.6 L2 C37 60 60 Co112x24 Check No Message 0.23 1.41DL + LL + EQ 2.88 3.6 L2 C37 60 120 Co112x24 Check No Message 1 0.226 1 ADL + LL + EQ, 2.88 3.6 L2 C38 62 0 Co112x24 Check No Message 0.495 1.4DL + LL - EQ 2.88 3.6 L2 C38 62 60 Co112x24 Check No Message 1 0.491 1.41DL + LL - EQ 2.88 3.6 L2 C38 62 120 Coll 12x24 Check No Message 0.487 1.41DL + LL - EQ 2.88 3.6 L2 C39 64 0 Co112x24 Check No Message 1 0.204 1 1.20L + 1.61LL 2.88 3.6 L2 C39 64 60 Co112x24 Check No Message 0.201 1.21DL + 1.6LL 2.88 3.6 L2 C39 64 120 Cd12x24 I Check I No Message 0.198 1 1.2DL + 1.61LL 2.88 3.6 L2 040 28 0 Co112x24 Check No Message 0.651 1.41DL + LL + EQ 2.88 3.6 L2 C40 28 60 Co112x24 Check No Message 1 0.647 JIADL + LL + EQ 2.88 3.6 L2 C40 28 120 Cd12x24 Check No Message 0.643 1.40L + LL + EQ 2.88 3.6 L2 C42 69 0 Co118x18 Check No Message 1 0.676 1 ADL + LL - EQ 3.24 4.8 L2 C42 69 120 Cd18x18 Check No Message 0.667 1 ADL + LL - EQ 3.24 4.8 L2 C42 69 240 Co118x18 Check No Message 1 0.658 11.41DL + LL - EQ 3.24 4.8 L2 C43 70 0 Cd12x36 Check No Message 0.673 1.41DL + LL + EQ 4.32 6 L2 C43 70 120 Co112x36 Check No Message 0.641 1.4DL + LL + EQ 4.32 6 L2 C43 70 240 Co112x36 Check No Message 0.612 1.41DL + LL + EQ 4.32 6 L2 C44 72 0 Co112x24 Check No Message 1 0.303 1.4DL + LL - EQ 2.88 1 3.6 L2 C44 72 60 Coll 2x24 Check No Message 0.299 1.41DL + LL - EQ 2.88 3.6 L2 C44 72 120 Coll 2x24 Check No Message 0.296 1.4DL + LL - EQJ 2.88 3.6 L2 C45 74 0 Co112x24 Check No Message 0.588 1.41DL + LL + EQ 2.88 3.6 L2 C45 74 60 Cd12x24 Check No Message 0.584 1.41DL + LL + EQ 2.88 3.6 L2 C45 74 120 Cd12x24 Check No Message 0.58 1.40L + LL + EQ 2.88 3.6 L2 C48 81 0 Coll2x24 I Check INoMessagel 0.922 JIADL + LL + EQ 2.88 3.6 Page 19 of 158 ETABS-23 ETABS-23 12/18/2014 Stor L2 L2 Label C48 C48 Uni ue Name 81 81 Station in 60 120 De ign Section Co112x24 Co112x24 I De ign G ec k Check Check I Statu No Message No Message PMM Ratio 0.918 0.914 PMM Combo 1.4DL + LL + EQ 1 ADL + LL + EQ A ,min in 2.88 2.88 A in 3.6 3.6 L2 C49 83 0 Co112x24 Check No Message 0.715 1.4DL + LL - EQ 2.88 3.6 L2 C49 83 60 Co112x24 Check I No Messagel 0.711 11ADL + LL - EQ 1 2.88 3.6 L2 L2 C49 C50 83 84 120 0 Co112x24 Co112x36 Check Check No Message No Message 1 0.707 0.659 1 ADL + LL - EQ 1.4DL + LL + EQ 2.88 4.32 3.6 6 L2 C50 84 120 Co112x36 Check No Message 0.628 1 ADL + LL + EQ 4.32 6 L2 C50 84 240 Co112x36 Check No Message 1 0.6 1 ADL + LL + EQ 4.32 6 L2 C51 86 0 Co112x24 Check No Message 0.351 1 ADL + LL + EQ 2.88 3.6 L2 C51 86 60 Co112x24 Check No Message 0.348 1 1.2DL + 1.6LL 1 2.88 3.6 L2 C51 86 120 Co112x24 Check No Message 0.345 1.2DL + 1.6LL 2.88 3.6 L2 C52 88 0 Co112x24 Check No Message 0.647 11ADL + LL + EQ 2.88 3.6 L2 C52 88 60 Co112x24 Check No Message 0.644 1.4DL + LL + EQ 2.88 3.6 L2 C52 88 120 Co112x24 Check No Message 1 0.64 1 ADL + LL + EQ 2.88 3.6 L2 C53 89 0 Co112x36 Check No Message 0.531 1 ADL + LL - EQ 4.32 6 L2 C53 89 120 Co112x36 Check No Message 0.509 1.4DL + LL - EQ 1 4.32 6 L2 C53 89 240 Co112x36 Check No Message 0.488 1.4DL + LL - EQ 4.32 6 L2 C54 91 0 Co112x24 Check No Message 0.506 1 ADL + LL - EQ 1 2.88 3.6 L2 C54 91 60 Co112x24 Check No Message 0.502 1 ADL + LL - EQ 2.88 3.6 L2 C54 91 120 Coll2x24 Check No Message 1 0.498 1 ADL + LL - EQ 2.88 1 3.6 L2 C55 93 0 C0112x24 Check No Message 0.592 1 ADL + LL - EQ 2.88 3.6 L2 C55 93 1 60 Co112x24 Check No Message 1 0.588 1ADL + LL - EQ 2.88 3.6 L2 C55 93 120 Coll 2x24 Check No Message 0.584 1 ADL + LL - EQ 2.88 3.6 L2 C56 95 0 Co112x24 Check No Message 1 0.63 11ADL + LL - EQ 2.88 3.6 L2 L2 C56 C56 95 95 60 120 Co112x24 Co112x24 Check Check No Message No Message 0.626 1 0.622 1 ADL + LL - EQ 1 ADL + LL - EQ 2.88 2.88 3.6 1 3.6 L2 C57 96 0 Co112x36 Check No Message 0.532 1 ADL + LL + EQ 4.32 6 L2 C57 96 120 Co112x36 I Check No Message 0.51 1.4DL + LL + EQ 4.32 6 L2 L2 C57 C59 1 96 102 240 0 Co112x36 Co112x24 Check Check No Message No Message 0.49 1 0.295 1 ADL + LL + EQ 1 1.2DL + 1.6LL 4.32 2.88 6 3.6 L2 C59 102 60 Col 12x24 Check No Message 0.292 1.2DL + 1.6LL 2.88 3.6 L2 C59 102 120 Co112x24 I Check I No Message 0.289 1 1.2DL + 1.6LL 2.88 3.6 L2 C61 108 0 Co112x24 Check No Message 0.29 1.2DL + 1.6LL 2.88 3.6 L2 C61 108 60 Co112x24 Check No Message 0.287 1.2DL + 1.6LL 2.88 3.6 L2 C61 108 120 Co112x24 Check No Message 0.284 1.2DL + 1.6LL 2.88 3.6 L2 C63 114 0 Co112x24 Check No Message 0.33 1.2DL + 1.6LL 2.88 3.6 L2 L2 C63 C63 114 114 60 120 Co112x24 Co112x24 Check Check No Message No Message 0.327 0.324 1.2DL + 1.6LL 1.2DL + 1.6LL 2.88 2.88 3.6 3.6 L2 C18 24 0 Co112x24 Check No Message 0.489 1 ADL + LL + EQ 2.88 3.6 L2 C18 24 60 C0112x24 I Check I No Messagel 0.485 1 ADL + LL + EQ 2.88 1 3.6 L2 C18 24 120 Co112x24 Check No Message 0.482 1 ADL + LL + EQ 2.88 3.6 L2 C19 26 0 Co112x24 Check No Message 1 0.304 11ADL + LL - EQ 1 2.88 3.6 L2 C19 26 60 Co112x24 Check No Message 0.3 1 ADL + LL - EQ 2.88 3.6 L2 C19 26 120 Co112x24 Check No Message 1 0.297 1ADL + LL - EQJ 2.88 3.6 L2 C4 6 0 Co118x18 Check No Message 0.401 1.4DL + LL + EQ 3.24 4.8 L2 C4 6 60 Co118x18 I Check I No Messagel 0.398 1.4DL + LL + EQ 3.24 4.8 L2 C4 6 120 Co118x18 Check No Message 0.395 1.4DL + LL + EQ 3.24 4.8 L2 C6 9 0 Co118x18 Check No Message 1 0.349 1 ADL + LL - EQ 1 3.24 4.8 L2 C6 9 60 C0118x18 Check No Message 0.346 1 ADL + LL - EQ 3.24 4.8 L2 C6 9 120 Co118x18 Check No Message 1 0.342 1 ADL + LL - EQT 3.24 4.8 L2 C9 13 0 Col 12x30 Check No Message 0.398 1 ADL + LL - EQ 3.6 3.6 L2 C9 13 120 Co112x30 I Check INo Message 0.385 11ADL + LL - EQ 1 3.6 3.6 L2 C9 13 240 Co112x30 Check No Message 0.371 1.4DL + LL - EQ 3.6 3.6 L2 C3 3 0 Co112x30 Check No Message 0.261 T.2DL + 1.6LL I 3.6 3.6 L2 C3 3 120 Co112x30 Check No Message 0.253 1.2DL + 1.6LL 3.6 3.6 L2 C3 3 240 Co112x30 Check No Message 0.246 1.2DL + 1.6LL 3.6 3.6 Page 20 of 158 ETABS-24 ETABS-24 12/18/2014 Stor L2 L2 Label C11 C11 Uni ue Name 14 14 Station in 0 120 De ign Section Co112x30 Co112x30 De ign C ec k Check Check Statu No Message No Message PMM Ratio 0.196 1 0.189 PMM Combo 1.2DL + 1.6LL 1 1.2DL + 1.6LL A ,min in 3.6 3.6 A in" 3.6 3.6 L2 C11 14 240 Co112x30 Check No Message 0.183 1.2DL + 1.6LL 3.6 3.6 L2 C12 27 0 Co112x24 I Check I No Messagel 0.358 11.4131L + LL - EQ 2.88 3.6 L2 C12 27 60 Col 12x24 Check No Message 0.354 1.4131- + LL - EQ 2.88 3.6 L2 C12 27 120 Coll2x24 Check No Message 1 0.351 1ADL + LL - EQ 2.88 1 3.6 L2 C22 32 0 C0118x18 Check No Message 0.259 1 ADL + LL + EQ 3.24 4.8 L2 C22 32 60 1 Co118x18 Check I No Message 0.256 11.41DL + LL + EQ 3.24 4.8 L2 C22 32 120 Co118x18 Check No Message 0.253 1 ADL + LL + EQ 3.24 4.8 L2 C26 44 0 Co112x30 Check I No Messa el 0.529 JIADL + LL + EQ 3.6 3.6 L2 C26 44 91.5556 Co112x30 Check No Message 0.513 1.40E + LL + EQ 3.6 3.6 L2 C26 44 183.1111 Co112x30 Check No Message 0.502 1 1.2DL+ 1.61LL 3.6 3.6 L2 C34 56 0 Co112x30 Check No Message 0.377 1.21DL + 1.61LL 3.6 3.6 L2 C34 56 91.5556 Co112x30 Check No Message 0.369 1.2DL + 1.61LL 3.6 3.6 L2 C34 56 183.1111 Col 12x30 Check No Message 0.362 1.2131L + 1.6LL 3.6 3.6 L2 C2 34 0 Col 18x24 Check I No Messagel 0.668 11.4DL + LL - EQ 4.32 4.8 L2 C2 34 60 Co118x24 Check No Message 0.665 1.41DL + LL - EQ 4.32 4.8 L2 C2 34 120 Co118x24 Check No Message 1 0.661 1.41DL + LL - EQ 4.32 4.8 Mezz C10 10 0 Co112x24 Check No Message 0.855 1 ADL + LL + EQ 2.88 3.6 Mezz C10 10 60 Co112x24 Check No Message 1 0.851 JIADL + LL + EQ 2.88 3.6 Mezz C10 10 120 Co112x24 Check No Message 0.847 1.4DL + LL + EQ 2.88 3.6 Mezz C13 99 0 Co112x24 Check No Message 0.189 1.2DL + 1.61LL 2.88 3.6 Mezz C13 99 60 Co112x24 Check No Message 0.186 1.21DL + 1.6LL 2.88 3.6 Mezz C13 99 120 Co112x24 Check No Messagel 0.183 1 1.2DL + 1.6LL 2.88 3.6 Mezz C14 17 0 Coll 2x30 Check No Message 0.84 1 ADL + LL - EQ 3.6 3.6 Mezz C14 17 60 Co112x30 I Check I No Messagel 0.836 1 ADL + LL - EQ 3.6 3.6 Mezz C14 17 120 Coll 2x30 Check No Message 0.831 1.4131- + LL - EQ 3.6 3.6 Mezz C15 19 0 Co112x24 I Check I No messagel 0.51 1 ADL + LL + EQ 2.88 3.6 Mezz C15 19 60 Co112x24 Check No Message 0.506 1.41DL + LL + EQ 2.88 3.6 Mezz C15 19 120 Co112x24 Check No Message 1 0.502 1.41DL + LL + EQ 2.88 3.6 Mezz C16 21 0 Co112x24 Check No Message 0.691 1.41DL + LL - EQ 2.88 3.6 Mezz C16 21 39 Co112x24 Check No Message 1 0.689 JIADL + LL - EQ 2.88 3.6 Mezz C16 21 78 Co112x24 Check No Message 0.686 1 ADL + LL - EQ 2.88 3.6 Mezz C20 I 105 0 Co112x24 Check I No Messagel 0.189 1.213L + 1.6LL 2.88 3.6 Mezz C20 105 60 Co112x24 Check No Message 0.186 1.2DL + 1.6LL 2.88 3.6 Mezz C20 105 120 Co112x24 Check No Message 1 0.183 1.2DL + 1.6LL 2.88 3.6 Mezz C21 30 0 Co112x30 Check No Message 0.843 1.41DL + LL - EQ 3.6 3.6 Mezz C21 30 60 Co112x30 Check No Message 1 0.839 JIADL + LL - EQ 3.6 3.6 Mezz C21 30 120 Col 12x30 Check No Message 0.834 1.4DL + LL - EQ 3.6 3.6 Mezz C24 35 0 Co112x24 Check No Message 1 0.631 JIADL + LL + Ed 2.88 3.6 Mezz C24 35 60 Co112x24 Check No Message 0.627 1.41DL + LL + EQ 2.88 3.6 Mezz C24 35 120 Co112x24 Check No Messagel 0.624 11.41DL + LL + EQ 2.88 3.6 Mezz C25 39 0 Co112x24 Check No Message 0.9 1.4DL + LL - EQ 2.88 3.6 Mezz C25 39 39 Coll 2x24 Check I No messagel 0.898 JIADL + LL - EQ 2.88 3.6 Mezz C25 39 78 Co112x24 Check No Message 0.895 1.4131L + LL - EQ 2.88 3.6 Mezz C28 111 0 Co112x24 Check No Message 0.057 1.2DL + 1.61-E 2.88 3.6 Mezz C28 111 60 Coll2x24 Check No Message 0.054 1.20L + 1.6LL 2.88 3.6 Mezz C28 111 120 Coll2x24 Check No Message 0.051 1.20L + 1.6LL 2.88 3.6 Mezz C29 47 0 Co118x18 Check No Message 0.905 1.4DL + LL + EQ 3.24 4.8 Mezz C29 47 60 Coll 8x18 Check No Message 1 0.902 JIADL + LL + EQ 3.24 4.8 Mezz C29 47 120 Co118x18 Check No Message 0.899 1 ADL + LL + EQ 3.24 4.8 Mezz C32 51 0 Co112x24 I Check I No Message 0.107 1.4DL + LL + EQ 2.88 3.6 Mezz C32 51 60 Co112x24 Check No Message 0.103 1.41DL + LL + EQ 2.88 3.6 Mezz C32 51 120 Co112x24 I Check I No Messagel 0.097 11.41DL + LL + EQ 2.88 3.6 Mezz C33 53 0 Co112x24 Check No Message 0.727 1.40L + LL + EQ 2.88 3.6 Mezz C33 53 60 Co112x24 Check No Message 1 0.723 11.41DL + LL + EQ 2.88 3.6 Page 21 of 158 ETABS-25 ETABS-25 12/18/2014 Stor Mezz Label C33 Uni ue Name 53 Station in 120 De ign Section Co112x24 De ign G ec k Check Statu No Message PMM Ratio 0.719 PMM Combo 1ADL + LL + EQ A ,min in' 2.88 A in' 3.6 Mezz C37 1 59 1 0 Co112x24 Check No Message 1 0.31 1ADL + LL + EQ 2.88 3.6 Mezz C37 59 60 Co112x24 Check No Message 0.306 1ADL + LL + EQ 2.88 3.6 Mezz C37 59 j 120 Coll2x24 Check No Message 0.303 1 ADL + LL + Ed 2.88 3.6 Mezz C38 61 0 Co112x24 Check No Message 0.762 1ADL + LL - EQ 2.88 3.6 Mezz C38 61 1 60 Co112x24 Check No Message 1 0.758 1 ADL +. LL - EQ 1 2.88 3.6 Mezz C38 61 120 Co112x24 Check No Message 0.754 1ADL + LL - EQ 2.88 3.6 Mezz C39 63 1 0 CoJ12x24 I Check I No Message 0.209 1 ADL + LL + EQ 2.88 3.6 Mezz C39 63 60 Co112x24 Check No Message 0.206 1ADL + LL + EQ 2.88 3.6 Mezz C39 63 120 Co112x24 I Check I No Message 0.202 1 1.20L + 1.6LL 1 2.88 3.6 Mezz C40 65 0 Co112x24 Check No Message 0.724 1ADL + LL + EQ 2.88 3.6 Mezz C40 65 60 Co112x24 Check No Message 0.72 1ADL + LL + EQ 2.88 3.6 Mezz Mezz C40 C41 65 67 120 0 Co112x24 Co112x18 Check I Check No Message No Message 0.716 0.045 1ADL + LL + EQ 1 ADL + LL + EQ 2.88 2.16 3.6 3.6 Mezz C41 67 60 Co112x18 Check No Message 0.042 1ADL + LL + EQ 2.16 3.6 Mezz C41 67 120 Co112x18 Check No Message 0.039 1 1.2DL + 1.6LL 2.16 3.6 Mezz Mezz C44 C44 71 71 0 60 Co112x24 Co112x24 Check Check No Message No Message 0.369 0.365 1.4DL + LL - EQ 1ADL + LL - EQ 2.88 2.88 3.6 3.6 Mezz C44 71 120 Co112x24 Check No Message 0.362 1ADL + LL - EQ 2.88 3.6 Mezz C45 73 1 0 1 Co112x24 Check No Message 0.851 1.4DL + LL + EQ'. 2.88 3.6 Mezz C45 73 60 Co112x24 Check No Message 0.847 1ADL + LL + EQ 2.88 3.6 Mezz C45 73 120 Co112x24 I Check I No Message 0.843 1 ADL + LL + EQ 2.88 3.6 Mezz C47 77 0 Co112x18 Check No Message 0.033 1ADL + LL + EQ 2.16 3.6 Mezz C47 77 60 Co112x18 Check No Message 0.03 TADL + LL + EQ' 2.16 1 3.6 Mezz Mezz C47 C48 77 80 120 0 Co112x18 Co118x18 Check I Check No Message I No Message 0.027 0.984 1ADL + LL + EQ 1ADL + LL - EQ 2.16 3.24 3.6 1 4.8 Mezz C48 80 60 Co118x18 Check No Message 0.981 1ADL + LL - EQ 3.24 4.8 Mezz C48 80 120 Co118x18 I Check I No Message 0.978 1ADL + LL - EQ 3.24 4.8 Mezz C49 82 0 Co118x18 Check No Message 0.806 1ADL + LL - EQ 3.24 4.8 Mezz C49 82 60 Co118x18 Check No Message 1 0.803 11ADL + LL - EQ 3.24 4.8 Mezz C49 82 120 Co118x18 Check No Message 0.799 1ADL + LL - EQ 3.24 4.8 Mezz C51 85 0 1 Co112x24 Check No Message 1 0.432 1 ADL + LL + EQ 2.88 3.6 Mezz C51 85 60 Co112x24 Check No Message 0.428 1ADL + LL + EQ 2.88 3.6 Mezz C51 85 120 Co112x24 I Check I No Message 0.424 1ADL + LL + EQ 2.88 3.6 Mezz C52 87 0 Co112x24 Check No Message 0.948 1ADL + LL + EQ 2.88 3.6 Mezz C52 87 60 Co112x24 Check No Message 1 0.944 1 ADL + LL + E4 2.88 3.6 Mezz C52 87 120 Co112x24 Check No Message 0.939 1ADL + LL + EQ 2.88 3.6 Mezz C54 90 0 Co112x24 Check No Message 1 0.701 1ADL + LL - EQ 2.88 3.6 Mezz C54 90 60 Co112x24 Check No Message 0.697 1ADL + LL - EQ 2.88 3.6 Mezz C54 90 120 Co112x24 I Check No messagel 0.693 1 ADL + LL - EQ 2.88 3.6 Mezz Mezz C55 C55 92 1 92 0 1 60 Co112x24 Co112x24 Check Check No Message No Message 0.866 1 0.862 1ADL + LL - EQ 1ADL + LL - EQ 2.88 2.88 3.6 3.6 Mezz C55 92 120 Co112x24 Check No Message 0.858 1ADL + LL - EQ 2.88 3.6 Mezz C56 94 0 Co112x24 Check No Message 1 0.765 11ADL + LL - EQ 2.88 3.6 Mezz C56 94 60 Co112x24 Check No Message 0.761 1ADL + LL - EQ 2.88 3.6 Mezz C56 94 120 Co112x24 Check No Message 1 0.757 1 ADL + LL - EQ 2.88 3.6 Mezz C58 97 0 Col 12A 8 Check No Message 0.043 1ADL + LL + EQ 2.16 3.6 Mezz C58 97 60 Coll2x18 Check No Message 0.04 1 ADL + LL + EQ' 2.16 3.6 Mezz C58 97 120 Co112x18 Check No Message 0.037 1.2DL + 1.6LL 2.16 3.6 Mezz C59 101 0 Co112x24 Check No Message 0.35 1 1.2DL + 1.6LL 2.88 3.6 Mezz C59 101 60 Co112x24 Check No Message 0.347 1.2DL + 1.6LL 2.88 3.6 Mezz C59 101 120 Co112x24 I Check I No Message 0.344 1 1.2DL + 1.6LL 2.88 3.6 Mezz C60 103 0 Co112x18 Check No Message 0.043 1ADL + LL + EQ 2.16 3.6 Mezz C60 103 60 Co112x18 Check No Message 1 0.04 1 ADL + LL + EQ 2. 66 3.6 Mezz C60 103 120 Co112x18 Check No Message 0.037 1.2DL + 1.6LL 2.16 3.6 Mezz C61 107 0 Co112x24 Check No Message 1 0.345 1 1.2DL + 1.6LL 1 2.88 3.6 Page 22 of 158 ETABS-26 ETABS-26 12/18/2014 Stor Mezz Mezz Label C61 C61 um ue Name 107 107 station in 60 120 ue ign Section Co112x24 Co112x24 ue ign c ec k Check Check Statu No Message No Message rmm Ratio 0.342 0.339 PMM Combo 1.2DL + 1.6LL 1.2DL + 1.6LL 1 A ,mm in= 2.88 2.88 A in= 3.6 3.6 Mezz C62 109 0 Co112xl8 Check No Message 0.043 1.4DL + LL + EQ 2.16 3.6 Mezz C62 109 60 Co112xl8 Check No Message 0.04 1.4DL + LL + EQ 2.16 3.6 Mezz C62 109 120 Co112xl8 Check No Message 0.036 1.2DL + 1.6LL 2.16 3.6 Mezz C63 113 0 Co112x24 I Check JNoMessage 0.39 1 1.2DL + 1.6LL 2.88 3.6 Mezz C63 113 60 Co112x24 Check No Message 0.387 1.2DL + 1.6LL 2.88 3.6 Mezz C63 113 120 Co112x24 I Check No Message 0.384 1 1.2DL + 1.6LL 2.88 3.6 Mezz C18 16 0 Co112x24 Check No Message 0.631 1.4DL + LL + EQ 2.88 3.6 Mezz C18 16 60 Co! 12x24 Check No Message 0.627 11ADL + LL + EQ 2.88 3.6 Mezz C18 16 120 Co112x24 Check No Message 0.623 1 ADL + LL + EQ 2.88 3.6 Mezz C19 25 0 C0112x24 Check No Message 1 0.403 1 ADL + LL - EQ 2.88 3.6 Mezz Mezz C19 C19 25 25 48 96 Co112x24 Co112x24 Check Check No Message No Message 1 0.401 0.398 1 ADL + LL - EQ 1 ADL + LL - EQ 2.88 1 2.88 3.6 3.6 Mezz C4 4 0 Co118x18 Check No Message 0.44 1 ADL + LL + EQ 3.24 4.8 Mezz C4 4 60 Co118x18 Check No Message 1 0.436 1 ADL + LL + E4 3.24 4.8 Mezz C4 4 120 Co118x18 Check No Message 0.433 1.40L + LL + EQ 3.24 4.8 Mezz C6 8 0 Co118x18 Check I No Mess gel 0.36 1 ADL + LL - EQ 3.24 4.8 Mezz C6 8 60 Col 18x18 Check No Message 0.357 1.40L + LL - EQ 3.24 4.8 Mezz C6 8 120 Co118x18 Check No Message 1 0.354 1 ADL + LL - EQ 3.24 1 4.8 Mezz C12 15 0 Co112x24 Check No Message 0.439 1 ADL + LL - EQ 2.88 3.6 Mezz C12 15 60 Co112x24 I Check I No Message 0.436 1 ADL + LL - EQ 1 2.88 3.6 Mezz C12 15 120 Co112x24 Check No Message 0.432 1.4DL + LL - EQ 2.88 16 Mezz C22 29 0 Co118x18 Check No Message 0.29 1 ADL + LL + EQ 3.24 4.8 Mezz C22 29 60 Co1l8x18 Check No Message 0.286 1 ADL + LL + EQ 3.24 4.8 Mezz C22 29 120 Co118x18 Check No Message 0.283 1.4DL + LL + EQ 3.24 4.8 Mezz C23 43 0 Col 12x30 Check No Message 0.639 1.4DL + LL + EQ 3.6 3.6 Mezz C23 43 9.3744 Co112x3O Check No Message 0.637 1.40L + LL + EQ 3.6 3.6 Mezz C23 43 18.7488 Co112x3O Check No Message 0.635 1.40L + LL + EQ 3.6 3.6 Mezz C27 55 0 Co112x3O Check No Message 0.426 1.4DL + LL + EQ 3.6 3.6 Mezz C27 55 9.3744 Coll WO Check No Message 0.425 1 ADL + LL + EQ 3.6 3.6 Mezz C27 55 18.7488 Co112x3O Check No Message 1 0.424 11ADL + LL + EQ 3.6 3.6 Mezz C2 33 0 Co118x24 Check No Message 0.697 1 ADL + LL - EQ 4.32 4.8 Mezz C2 33 48 Co118x24 Check I No Message 0.694 1 ADL + LL - EQ 4.32 4.8 Mezz C2 33 96 Co118x24 Check No Messaqe 0.691 1 ADL + LL - EQ 4.32 4.8 Table .9 - Concrete Column Summar - ACI 18-11 Part 2 of 2 Stor Label Uni ue Name Station. in Mid Bar A ire Corner Bar A in' V Major Combo At V Major inl ft V Minor Combo At V Minor inl ft arning Error L2 Cl 1 0 0.6 1 0.6 JO.7DL - EQ: 0 0.7DL - EQ' 0 No Message' No Message L2 Cl 1 120 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message L2 Cl 1 240 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message N� o Message L2 C5 5 0 0.6 0.6 0.7DL - EQ 0 0.70L - EQ 0 No Message No Messag" L2 C5 5 120 0.6 1 0.6 0.7DL - Ed 0 0.7DL - EQ 0 No Message! No Message L2 C5 5 240 0.6 0.6 0.7DL - EQI 0 0.7DL - EQ 0 No Message No Message' L2 C7 7 0 0.6 1 0.6 0.7DL - EQ� 0 0.7DL - EQ 0 No Message No Message L2 C7 7 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C7 7 240 0.6 1 0.6 0.7DL - EQ, 0 0.7DL - EQ' 0 JNoMessge Now Message L2 C10 11 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C10 11 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message, N� o Message �L2 C10 11 120 0.6 0.6 0.7DL - EQ 0 0.70L - EQ� 0 No Message No Message L2 C13 100 0 1 0.6 1 0.6 0.7DL - EQ 0 JO.7DL - EQ 0 No Message' No Message L2 C13 100 60 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message Page 23 of 158 ETABS-27 ETABS-27 12/18/2014 Stor Label Uni ue Name Station in Mid Bar A in= Corner Bar A inn V Major Combo At V Major in' ft V Minor Combo At V Minor in ft arning Error L2 C13 100 120 1 0.6 1 0.6 J0.7DL - Ed 0 10.7DL - EQ: 0 1 No Message: No Message L2 C14 18 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C14 18 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 1 No Message No Message L2 C14 18 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C15 20 0 1 0.6 1 0.6 0.7DL - EQ, 0 0.7DL - EQ 0 No Message No Message L2 C15 20 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C15 20 120 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C16 22 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C16 22 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C16 22 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C20 106 0 1 0.6 1 0.6 JOYDL - EQ' 0 10.7DL - EQ 0 No Message No Message L2 C20 106 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C20 106 120 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C21 31 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message. L2 C21 31 60 1 0.6 1 0.6 0.7DL - EQ� 0 0.7DL - EQ' 0 1 No Message No Message L2 C21 31 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C24 38 1 0 1 0.6 1 0.6 0.71)L - EQ 0 0.7DL - EQ 0 1 No Message! No Message L2 C24 38 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C24 38 120 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message, N Message L2 C25 40 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C25 40 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No o Message L2 C25 40 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C28 112 0 1 0.6 1 0.6 JOYDL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C28 112 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C28 112 120 1 0.6 1 0.6 0.7DL - Ed 0 0.7DL - EQ 0 No Message No Message L2 C29 48 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C29 1 48 60 1 0.6 1 0.6 0.7DL - EQ, 0 O.7DL - EQ i 0 No Message. No Message L2 C29 48 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message. L2 C30 49 0 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ' 0 No Message No Message L2 C30 49 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C30 49 240 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQI 0 1 No Message N M sage L2 631 50 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C31 50 120 1 0.6 1 0.6 0.7DL - EQI 0 0.7DL - EQ 0 No Message No o Message L2 C31 50 240 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C32 52 0 1 0.6 1 0.6 0.7DL - EQ 0 10.7DL - EQ 0 No Message! No Message L2 C32 52 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C32 52 120 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C33 54 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C33 54 60 0.6 0.6 0.7DL - EQ � 0 OJDL - Ed 0 No Message No Message L2 C33 54 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message U C35 57 0 0.6 1 0.6 0.7DL - EQ, 0 0.7DL - EQ 0 No Message No Message L2 L2 C35 C35 57 1 57 120 240 0.6 1 0.6 0.6 1 0.6 0.7DL - EQ 0.7DL - EQ 0 0 0.7DL - EQ 0.7DL - EQ 0 0 No Message No Message' No Message, No Message L2 C36 58 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 I C36 1 58 120 1 0.6 1 0.6 0.7DL - EQ' 0 0.7DL - EQ 0 No Message. Now Message L2 C36 58 240 0.6 0.6 OJDL - EQ 0 OJDL - EQ 0 No Message No Message L2 C37 1 60 1 0 1 0.6 1 0.6 0.7DL - EQ 0 10.7DL - EQ 0 No Message No Message L2 C37 60 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C37 1 60 120 1 0.6 1 0.6 JOYDL - EQ 0 0.7DL - EQ, 0 1 No Message No Message L2 C38 62 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message. L2 C38 62 60 1 0.6 1 0.6 0.7DL - Ed 0 0.7DL - EQ 0 1 No Message No Message L2 C38 62 120 0.6 0.6 0.7DL - EQ 0 O.7DL - EQ 0 No Message No Message L2 C39 64 0 1 0.6 1 0.6 0.7DL - EQ 0 J0.7DL - EQ 0 1 No Message No Message L2 C39 64 60 0.6 0.6 0.7DL - EQ 0 0.70L - EQ 0 No Message No Message Page 24 of 158 ETABS-28 ETABS-28 12/18/2014 Stor Label Uni ue Name Station in Mid Bar A ire Corner Bar A inl V Major Combo At V Major inz ft V Minor Combo At V Minor in' ft arning Error L2 I C39 I 64 I 120 ( 0.6 0.6 I0.7DL - EQ: 0 10.7DL - EQ' 0 I No Message; No Message L2 C40 28 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C40 28 60 1 0.6 1 0.6 0.7DL - EQ4 0 0.70L - EQ, 0 1 No Message No Message L2 C40 28 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C42 69 0 1 0.6 1 0.6 JOIDL - EQ: 0 !0.7DL - EQ 0 No Message No Message L2 C42 69 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C42 69 240 1 0.6 1 0.6 0.7DL - EQ� 0 0.7DL - EQ 0 No Message N M e L2 L2 C43 C43 70 70 0 120 0.6 0.6 0.6 0.6 0.7DL - EQ 10.7DL - EQ, 0 0 0.7DL - EQ 0.7DL - EQ: 0 0 No Message No Message No Message N ge L2 C43 70 240 0.6 0.6 0.7DL - EQ 0 0.70L - EQ 0 No Message No Message L2 C44 72 0 1 0.6 1 0.6 10.7DL - EQ 0 JOIDL - EQ 0 No Message! No Message L2 C44 72 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C44 72 120 1 0.6 1 0.6 0.70E EQ 0 0.7DL - EQ 0 No Message No Message L2 C45 74 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C45 74 60 1 0.6 1 0.6 10.7DL - EQI 0 J0.7DL - EQ, 0 No Message No Message L2 C45 74 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C48 81 0 1 0.6 1 0.6 JOIDL - Ed 0 10.7DL - EQ 0 No Message No Message L2 L2 C48 C48 81 81 60 120 0.6 0.6 0.6 0.6 0.70L - EQ 0.7DL - EQ 0 0 0.7DL - EQ 0.7DL - EQ 0 0 No Message No Message No Message N� o Message L2 L2 C49 C49 83 83 I 0 60 0.6 1 0.6 0.6 1 0.6 0.7DL - EQ 10.7DL - Ed 0 0 0.7DL - EQ 0.7DL - EQ 0 0 No Message No Message No Message N� o Message L2 C49 83 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C50 84 0 1 0.6 1 0.6 10.7DL - Ed 0 JOIDL - EQ 0 No No Message! w Message L2 C50 84 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C50 84 240 1 0.6 1 0.6 0.7DL - EQ; 0 0.7DL - EQ 0 1 No Message No Message �L2 C51 86 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C51 86 60 0.6 1 0.6 10.7DL - EQ1_0 10.7DL - EQ 0 1 No Message: No Message L2 C51 86 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Mes L2 C52 88 0 1 0.6 1 0.6 J0.7DL - Ed 0 10.7DL - EQ 0 1 No Message! No Message L2 L2 C52 C52 88 88 60 120 0.6 1 0.6 0.6 0.6 0.7DL - EQ J0.7DL - EQ! 0 0 0.7DL - EQ JOIDL - EQ 0 0 No Message No Messag No Message N� o Message L2 C53 89 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C53 89 120 1 0.6 1 0.6 0.7DL - EQ 0 JOIDL - EQ 0 No Message No Message L2 C53 89 240 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C54 91 0 1 0.6 1 0.6 10.7DL - EQ 0 JOIDL - EQ 0 No Message No Message L2 C54 91 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Messagg L2 C54 91 120 1 0.6 1 0.6 JOIDL - EQ 0 JOIDL - EQ 0 No Message No Message L2 C55 93 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C55 93 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C55 93 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C56 95 0 1 0.6 1 0.6 J0.7DL - EQ 0 10.7DL - EQ, 0 1 No Message! No Message L2 C56 95 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C56 95 120 1 0.6 1 0.6 10.7DL - Ed 0 0.7DL - EQ 0 1 No Message N M age L2 L2 C57 C57 96 96 0 120 0.6 0.6 0.6 1 0.6 0.7DL - EQ 10.7DL - EQ, 0 0 0.7DL - EQ 10.7DL - EQ 0 0 No Message No Message 1 No Message No Message L2 C57 96 240 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C59 1 102 1 0 1 0.6 1 0.6 10.7DL - Ed 0 10.7DL - EQ, 0 No Message No Message L2 C59 102 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C59 102 1 120 1 0.6 1 0.6 0.7DL - EQj 0 10.7DL - EQ 0 No Message No Message L2 C61 108 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C61 108 60 1 0.6 1 0.6 0.7DL - EQ 0 10.70L - EQ 0 No Message No Message L2 C61 108 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C63 114 0 0.6 1 0.6 0.7DL - EQ 0 10.7DL - EQ 0 No Message, No Message L2 C63 114 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Messaqe No Message Page 25 of 158 ETABS-29 ETABS-29 12/18/2014 Stor Label Uni ue Name Station in Mid Bar A in' Corner Bar A in2 V Major Combo At V Major in ft V Minor Combo At V Minor in' ft arning Error L2 C63 114 1 120 1 0.6 1 0.6 10.70L - EQ: 0 JOYDL - EQ: 0 1 No Message' No Message L2 C18 24 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message, L2 C18 24 60 1 0.6 1 0.6 0.7DL - EQI 0 0.7DL - EQ 0 1 No Message No Message L2 C18 24 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C19 26 0 1 0.6 1 0.6 0.7DL EQ; 0 0.7DL - EQ 0 No Message No Message L2 C19 26 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C19 26 120 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 1 No Message N� o Message L2 C4 6 0 0.6 0.6 0.7DL - EQ 0 0.70L - EQ 0 No Message No Message L2 C4 6 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 1 No Message No Message L2 C4 6 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C6 9 0 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - Ed 0 No Message No Message L2 C6 9 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message, L2 C6 9 120 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C9 13 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C9 13 120 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ, 0 No Message No Message L2 C9 13 240 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message; L2 C3 3 0 1 0.6 1 0.6 0.7DL - Ed 0 0.7DL - EQ 0 No Message No Message L2 C3 3 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C3 3 240 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ' 0 No Message No Message L2 C11 14 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C11 14 120 1 0.6 1 0.6 0.7DL - EQ1 0 0.7DL - EQJ1 0 No Message No Message L2 C11 14 240 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C12 1 27 0 0.6 0.6 1 0.7DL - EQ 0 JO.7DL - EQj 0 No Message No Message L2 C12 27 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C12 27 120 0.6 1 0.6 10.7DL - EQ, 0 0.7DL - EQ 0 No Message No Message L2 C22 32 0 0.6 0.6 0.7DL - EQ 0 0.70L - EQ 0 No Message No Message L2 C22 32 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ, 0 No Message No Message L2 C22 32 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C26 44 0 1 0.6 1 0.6 0.7DL - Ed 0 0.7DL - EQ 0 No Message No Message L2 L2 C26 C26 44 44 91.5556 183.1111 0.6 0.6 0.6 0.6 0.70L - EQ 0.7DL - EQ 0 0 0.70L - EQ 0.7DL - EQ 0 0 No Message No Message No Message N Message L2 C34 56 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C34 56 91.5556 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C34 56 183.1111 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C2 34 0 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message L2 C2 34 60 0.6 0.6 0.7DL - EQ 0 0.70L - EQ 0 No Message No Message L2 C2 34 120 0.6 0.6 0.7DL - EQ' 0 JO.7DL - EQ, 0 No Message No Message Mezz C10 10 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C10 10 60 1 0.6 1 0.6 0.7DL - EQ 0 0.70L - EQ 0 No Message No Message Mezz C10 10 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C13 1 99 1 0 0.6 1 0.6 JO.7DL - EQI 0 0.7DL - EQ 0 No Message No Message Mezz C13 99 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C13 99 120 1 0.6 1 0.6 0.7DL - Ed 0 0.7DL - EQ 0 No Message'No M age Mezz Mezz C14 C14 17 17 0 60 0.6 1 0.6 0.6 1 0.6 0.7DL - EQ 0.7DL - EQ 0 0 0.7DL - EQ 0.7DL - EQ, 0 0 No Message No Message No Message, N� o Message Mezz C14 17 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C15 19 0 1 0.6 1 0.6 0.7DL - Ed 0 10.7DL - EQ 0 No Message No Message Mezz C15 19 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C15 19 120 1 0.6 1 0.6 0.7DL - EQ 0 10.7DL - EQ 0 No Message No Message Mezz C16 21 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C16 21 39 0.6 1 0.6 0.7DL - EQ' 0 0.7DL - Ed 0 No Message No Message Mezz C16 21 78 0.6 0.6 0.701- - EQ 0 0.70L - EQ 0 No Message No Message Mezz C20 1 105 1 0 1 0.6 1 0.6 0.7DL - EQ 0 JO.7DL - EQ; 0 No Message No Message Mezz C20 105 60 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message Page 26 of 158 ETABS-30 ETABS-30 12/18/2014 Stor Label Uni ue Name Station in Mid Bar A in2 Corner Bar A in2 V Major Combo At V Major in2 ft V Minor Combo At V Minor in' ft arning Error Mezz C20 105 120 1 0.6 0.6 0.701- - EQ� 0 jO.7DL - EQ' 0 No Message No Message Mezz C21 30 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message, Mezz C21 30 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message. No Message Mezz C21 30 120 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message, Mezz C24 35 0 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz Mezz C24 C24 35 35 60 120 0.6 1 0.6 1 0.6 0.6 0.7DL - EQ 0.7DL - EQ 0 0 JOIDL 0.7DL - EQ - EQI 0 0 No Message No Message No Messagee N�ge Mezz C25 39 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C25 39 39 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ, 0 No Message No Message Mezz C25 39 78 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C28 111 0 1 0.6 1 0.6 0.7DL - EQ 0 0.71)L - EQ, 0 No Message No Message Mezz C28 111 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C28 111 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C29 47 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C29 47 60 1 0.6 1 0.6 10.7DL - EQ 0 0.7DL - EQ 0 1 No Message, No Message Mezz C29 47 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C32 51 0 1 0.6 1 0.6 0.7DL - EQ'; 0 JOYDL - EQ 0 1 No Message No Message Mezz C32 51 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C32 51 120 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message N� o Message Mezz C33 53 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C33 53 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message N� o Message Mezz C33 53 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C37 59 0 1 0.6 1 0.6 0.7DL - Ed 0 0.7DL- EC 0 No Message No Message Mezz C37 59 60 0.6 0.6 0.7DL - EQ 0 0.70L - EQ 0 No Message No Message Mezz C37 59 120 1 0.6 1 0.6 0.7DL - Ed 0 0.7DL - EQ' 0 1 No Message No Message Mezz C38 61 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C38 61 60 1 0.6 1 0.6 0.7DL - EQ 0 10.7DL - EQJ 0 No Message No Message Mezz C38 61 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C39 63 0 1 0.6 1 0.6 0.7DL - EQ 0 JOYDL - EQ, 0 1 No Message No Message Mezz C39 63 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C39 63 1 120 1 0.6 1 0.6 0.7DL - EQ, 0 0.7DL - EQ 0 No Message No Message, Mezz C40 65 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Messagy Mezz C40 65 60 1 0.6 1 0.6 0.7DL - EQ 0 0.70L - EQ, 0 No Message. No Message Mezz C40 65 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C41 67 0 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message• No Message Mezz C41 67 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C41 67 120 0.6 0.6 10.713L - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C44 71 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C44 71 60 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C44 71 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C45 73 0 1 0.6 1 0.6 10.7DL - EQ 0 0.7DL - EQ 0 No Message, No Message Mezz Mezz C45 C45 73 73 60 120 0.6 1 0.6 0.6 0.6 0.7DL - EQ 0.7DL - EQ, 0 0 0.7DL - EQ 10.7DL - EQ 0 0 No Message No Message No Message No Message Mezz Mezz C47 C47 77 77 0 60 0.6 1 0.6 0.6 1 0.6 0.7DL - EQ 0.713L - EQ 0 0 0.7DL - EQ 0.7DL - EQ 0 0 No Message No Message No Message N� o Message Mezz C47 77 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C48 80 0 0.6 1 0.6 10.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C48 80 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C48 80 120 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C49 82 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz I C49 82 1 60 1 0.6 1 0.6 10.7DL - EQ� 0 J0.7DL - EQ 0 No Message No o Message Mezz C49 82 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz I C51 85 0 1 0.6 1 0.6 0.7DL - EQ' 0 J0.7DL - EQ� 0 No Message No Message Mezz C51 85 60 0.6 0.6 0.7DL - EQ 0 0.70L - EQ 0 No Message No Message Page 27 of 158 ETABS-31 ETABS-31 12/18/2014 Stor Label Uni ue Name Station in Mid Bar A in2 Corner Bar A in V Major Combo At V Major in2 ft V Minor Combo At V Minor in ft arning Error Mezz C51 85 120 0.6 0.6 10.7DL - EQ' 0 �0.7DL - EQ� 0 No Message No Message Mezz C52 87 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C52 87 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C52 87 120 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C54 90 0 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message; No Message Mezz C54 90 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C54 90 120 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 ( No Message, N� o Message Mezz C55 92 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C55 92 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ, 0 No Message N�o Message Mezz C55 92 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C56 94 0 1 0.6 0.6 0.7DL - EQ,I 0 0.7DL - EQ 0 No Message! No Message Mezz C56 94 60 _ 0.6 - 0.6 0.7DL - EQ 0 0.7DL - EQ _ - 0 No Message No Message Mezz C56 94 1 120 0.6 1 0.6 0.7DL - EQ 0 0.70L - EQ: 0 1 No Message N� o Message Mezz C58 97 0 0.6 0.6 0.70L - EQ 0 0.70L - EQ 0 No Message No Message Mezz C58 97 60 1 0.6 1 0.6 0.71)L - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C58 97 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C59 101 0 0.6 0.6 JOIDL - EQ', 0 0.7DL - EQ 0 No Message No Message Mezz C59 101 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ+ 0 No Message No Message Mezz C59 101 120 1 0.6 1 0.6 0.7DL - Ed 0 0.70L - EQ 0 1 No Message No Message Mezz C60 103 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Mes ases ge Mezz C60 103 1 60 1 0.6 0.6 0.7DL - EQ, 0 0.7DL - EQ, 0 No Message, N� o Message Mezz C60 103 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C61 107 0 1 0.6 1 0.6 0.70L - EQ 0 0.7DL - Ed 0 No Message No Message Mezz C61 107 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C61 107 120 0.6 1 0.6 JOYDL - EQ' 0 10.7DL - EQ� 0 No Message! No Message Mezz C62 109 0 0.6 0.6 0.7DL - EQ 0 0.7DL 75 0 No Message No Mess Mezz C62 109 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - Ed 0 No Message No Message Mezz C62 109 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C63 113 0 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz Mezz C63 C63 113 113 60 120 0.6 1 0.6 0.6 1 0.6 0.7DL - EQ 0.7DL - Ed 0 0 0.70L - EQ 0.7DL - EQ 0 0 No Message No Message, No Message, No Message Mezz C18 16 0 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C18 16 60 1 0.6 1 0.6 0.7DL - EQ', 0 0.7DL - EQ 0 No Message, No Message Mezz C18 16 120 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C19 25 0 1 0.6 1 0.6 0.70L - Ed 0 0.7DL - EQ 0 No Message! No Message Mezz C19 25 48 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message g Mezz C19 25 96 1 0.6 1 0.6 0.7DL - Ed 0 0.7DL - EQ 0 No Message; No Message Mezz C4 4 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message, Mezz C4 4 60 1 0.6 1 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C4 4 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message, Mezz C6 8 0 1 0.6 1 0.6 JOYDL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C6 8 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C6 1 8 120 1 0.6 1 0.6 0.7DL - EQ, 0 0.7DL - EQ, 0 No Message No Message Mezz C12 15 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C12 15 60 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ' 0 No Message No Message Mezz C12 15 120 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C22 29 0 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C22 29 60 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C22 29 120 1 0.6 1 0.6 0.7DL - Ed 0 0.7DL - EQ' 0 No Message No Message Mezz C23 43 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C23 1 43 1 9.3744 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C23 43 18.7488 0.6 0.6 0.70L - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C27 1 55 1 0 1 0.6 1 0.6 0.7DL - EQ 0 0.7DL - Ed 0 No Message, No Message Mezz C27 55 9.3744 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message; Page 28 of 158 ETABS-32 ETABS-32 12/18/2014 Mid Bar Corner At V At V Uni ue Station V Major V Minor Stor Label A Bar A Major Minor arning Error Name in in= W Combo in= ft Combo inl ft Mezz %-d1 00 10. /400 U.0 U.0 U. / UL - Cad U U. / UL - MU U rvo rviessage rvo rviessage L Mezz C2 33 0 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message Mezz C2 33 48 0.6 0.6 0.7DL - EQ' 0 0.7DL - EQ 0 No Message No Message f Mezz C2 33 96 0.6 0.6 0.7DL - EQ 0 0.7DL - EQ 0 No Message No Message' Table .10 - Concrete Beam Summar - ACI 18-11 Part 1 of 2 ,, Uni ue Station De ign A Top A min A Top A Bottom A min Stor Label Statu Top Bottom Bottom Name in Section Combo in' inl Combo in' in' Mezz B3 36 12 ; =a 2 V^ Message g 1.2DL + 1.6LL ; 0.7324 0.7324 0.7DL - EQ 0 0 } Bea No 1 AD LL + Mezz B3 36 33.5 0.5543 0.5543 0.7DL - EQ 0 0 E+Q 210x4 Message TBeam10x4 No r1ADL+LL+ Mezz B3 36 33.5 2 Message as_ EQ 0.4932 0.4932 0.7DL - EQ 0 0 Mezz 63 36 50.25 Beam10x4 No 1 ADL + LL + 0.3044 0.3044 0.7DL - EQ 0 0 2 Mess e EQ Beam10x4 rNo _ 1.4DL + LL + - Mezz B3 36 67 0.1253 0.1253 1.2DL + 1.6LL 0.0611 0.0611 2 Message EQ ' Mezz 63 36 67 Beam 10x4 No 1 ADL + LL + 0.0968 0.0968 1.2DL + 1.6LL 0.0886 0.0886 2 Messa a EQ .� --- -' -- .-- -' -r -- - -- Bea210x4, _ --" , -_ _ T-- - Mezz B3 36 86.5 , 0.7DL + EQ � 0.0121 0.0121 1.2DL + 1.6LL 0.181 0.181 Message Beam10x4 No j Mezz B3 36 106 0.70L - EQ 0 0 1.2DL + 1.6LL 0.2635 0.2635 2 Message Bea No Mezz B3 36 106 210x4 0.70L - EQ 0 0 1.2DL + 1.6LL 0.2662 0.2662 Mess a Beam 10x4 Mezz B3 36 130 0.7DL + EQ 0.033 0.033 1.2DL + 1.6LL 0.177 0.177 2 Message Mess - l � Beam 10x4 No 1.4DL + LL + Mezz 63 36 154 0.1314 0.1314 1.2DL + 1.6LL 0.0725 , 0.0725 2 Message EQ -y-- --�, Mezz B3 36 154 Beam10x4 No 1ADL+LL+ 0.1606 0.1606 1.2DL + 1.6LL 0.0474 0.0474 I 2 Messagg EQ Mezz B3 36 170.5 Beam 10x4 T No 1.4DL + LL + 0.3539 0.3539 0.7DL - EQ 0 0 2 Message EQ Mezz B3 36 187 Beam 10x4 No 1 ADL + LL + 0.5568 0.5568 0.7DL - EQ 0 0 2 Message T EQ Mezz B3 36 1 187 Beam10x4 No 1ADL + LL + 0.6267 0.6267 0.7DL - EQ 0 0 2 Message EQ Mezz B3 36 204 Beam 10x4 No 1.40L + LL + 0.8474 0.8474 0.7DL - EQ 0 0 2 Message EQ - T Bea No 1.4D LL + _ i - - Mezz B3 36 204 210x4 . EQ 0.7823 0.7823 0.7DL - EQ 0 0- Message Mezz 63 36 220 Beam10x4 No 1 ADL + LL + 0.3199 0.3199 0.7DL - EQ 0 0 2 Message EQ i Beam10x4 No Mezz B3 36 220 � 1 ADL 0.1301 0.1301 0.7DL - EQ 0 0 2 Mess Message _ r Beam 10x4 No 1 ADL + LL + ^� Mezz B3 36 244 0.7DL - EQ 0 0 0.6847 0.6847 2 Mess a ag EQ Beam10x4 1.4DL + LL + Mezz B1 2 0 0.7DL - EQ 0 0 1.1382 1.1382 2 Message r�-�T y Beam10x4 No �EQ ^� 1 Mezz B1 2 24 0.7DL - EQ 0 0 1.2DL + 1.6LL 0.1147 0.1147 L- -- --- 2 2 Mess ,aga__ - --.r Mezz 81 2 24 , Beam10x4 No2 1.4DL 0.0379 0-03791T2DL + 1.6LL 0.0157 0.0157 Message Mezz �- B1 2 y T 40 Beam 10x4 No 1.4DL + LL + 0.6388 0.6388 0.7DL - EQ 0 0 2 Message EQ Mezz B1 2 40 Beam10x4 No 1 ADL + LL + 0.6975 0.6975 0.7DL - EQ 0 0 2 Message EQ �� �� ^T Beam10x4 ^No 1 ADL + LL + ` Me22 B1 2 57 0.618 0.618 0.7DL - EQ 0 0 2 Message EQ Page 29 of 158 ETABS-33 ETABS-33 12/18/2014 ,, Uni ue Station De ign A Top A min min A A Top A Bottom Stor Label Name in Section Statu Combo Top in2 Combo Bottom Bottom inl in in Beam 10x4 No 1ADL + LL + Mezz B1 2 57 0.6073 0.6073 0.7DL - EQ 0 0 1 2 Message EQ Beam10x4 No 1ADL + LL + Mezz B1 2 73.5 0.5443 0.5443 0.7DL - EQ 0 0 2 Message EQ BeamIOx4j No 1ADL + LL + Mezz B1 2 90 0.49 0.49 0.7DL - EQ 0 1 0 2 Message EQ Beam10x4 No 1ADL +LL+ Mezz 81 2 90 0.4865 0.4865 0.70L EQ 0 0 2 Message EQ Beam10x1ADL + LL + Mezz B1 2 114 =893 0.4893 0.7DL - EQ 0 0 2 Message EQ Beam10x4 No 1ADL + LL + Mezz 61 2 138 0.5104 0.5104 0.7DL - EQ 0 0 2 Message EQ Beam 10x4 No 1ADL + LL + Mezz B1 2 138 0.5145 0.5145 0.7DL - EQ 0 0 2 Message EQ Beam 10x4 No 1ADL + LL + Mezz B1 2 157.5 0.6147 0.6147 0.7DL - EQ 0 0 2 Message EQ Beam 10x4 No 1ADL + LL + Mezz 61 2 177 0.7274 0.7274 0.7DL - EQ 0 0 2 Message EQ Beam 10x4 No 1ADL + LL + Mezz B1 2 177 0.7384 0.7384 0.7DL - EQ 0 0 2 Message EQ Beam10x4 No 1ADL + LL + Mezz B1 2 193.75 0.8805 0.8805 0.7DL - EQ 0 0 2 Message EQ Beam10x4 No 1ADL + LL + Mezz B1 2 210.5 1.0321 1.0321 0.7DL - EQ 0 0 2 Message EQ Bea No Mezz B1 2 210.5 1.2DL + 1.6LL 1.0559 1.0559 0.7DL - EQ 0 0 210x4 Message Bea 10x4 Mezz B1 2 232 1.2DL + 1.6LL 1.2092 1.2092 0.7DL - EQ 0 0 Mess a 2ag Bea No Mezz I B1 2 232 1.2DL + 1.6LL 1.1195 1.1195 0.7DL - EQ 0 0 210x4 Message Bea No Mezz B1 2 232.2 1.2DL + 1.6LL 1.1156 1.1156 0.7DL - EQ 0 0 210x4 Message Beam 10x4 No I 1ADL + LL- Mezz B5 41 0 0.1473 0.1473 0.7DL - EQ 0 0 2 Message EQ Beam 10x4 No 1ADL + LL - Mezz B5 41 124.3117 0.7DL - EQ 0 0 0.0403 0.0403 2 Message EQ Beam10x4 No 1.40L + LL + Mezz BS741248.62341 0.3042 0.3042 0.7DL - EQ 0 0 2 Message EQ Beam 10x4 No 1ADL + LL + Mezz B6 42 13.6215 0.2926 0.2926 0.7DL - EQ 0 0 2 Message EQ Beam10x4 No 1ADL +LL+ Mezz 66 42 152.2747 0.7DL - EQ 0 0 0.2507 0.2507 2 Message EQ Beam 10x4 No 1ADL + LL + Mezz B6 42 290.9278 0.7DL - EQ 0.0526 0.0526 0.2H8O�.20782 Mess Mezz B7 45 0Beam 10x4No No 1ADL + LL - 0.6993 0.6993 0.7DL - EQ 0 2 EQ Bea No Mezz B7 45 124.3117 1.2DL + 1.6LL 0.2374 0.2374 0.7DL - EQ 0 0 210x4 Message Beam 10x4 No 1ADL + LL + Mezz 67 F45 248.6234 0.3271 0.3271 0.7DL - EQ 0 0 2 Message EQ Beam 10x4 No 1ADL + LL + Mezz B8 46 13.6215 0.2721 0.2721 0.7DL - EQ 0 0 2 Message EQ Beam 10x4 No 1ADL + LL + Mezz B8 46 152.2747 0.7DL - EQ 0 0 0.4072 0.4072 2 Message EQ Beam 10x4 No 1ADL + LL + Mezz B8 46 290.9278 0.7DL - EQ 0 0 0.5004 0.5004 2 Message EQ Mezz 62 23 9 Beam24x2 No 0.7DL - EQ 0 0 1ADL + LL + 0.1772 0.1772 4 Message EQ Beam24x2 No 1ADL + LL + Mezz B2 23 17 0.7DL - EQ 0 0 0.33 0.33 4 Message EQ Beam24x2 No 1ADL+LL+ Mezz 82 23 17 0.7DL - EQ 0 0 0.33 0.33 4 Message EQ Beam24x2 No 1ADL + LL + Me_ B2 23 33.5 0.7DL - EQ 0 0 0.6309 0.6309 4 Message EQ Page 30 of 158 ETABS-34 ETABS-34 12/18/2014 Uni ue Station De ign A Top " ....... A Top A Bottom " ''"". Stor Label Statu To Bosom Bosom Name in Section Combo in= Combo inz Bea 1 ADL ++ LL + 424x21 Mezz I B2 I 23 50 I I 0.7DL - EQ ( 0 I 0 I I 0.9123 I 0.9123 Message Beam24x2 No 1.4DL + LL + Mezz B2 23 50 0.7DL - EQ 0 0 0.9123 0.9123 4 Message EQ Beam24x2 No 1 1.4DL + LL + Mezz B2= 74 0.7DL - EQ 0 0 1.2861 1.2861 4 Message EQ Beam24x2 No 1 ADL + LL + Mezz B2 23 98 0.7DL - EQ 0 0 1.617 1.617 4 Message EQ Beam24x2 No 1 ADL + LL + Mezz 62F27398 0.7DL - EQ 0 0 1.617 1.617 4 Message EQ Mezz B2 23 117.5 Beam24x2 No 0.7DL - EQ 0 0 1 ADL + LL + 1.8537 1.8537 4 Message EQ Beam24x2 No 1 ADL + LL - Mezz B2 23 137 0.7DL - EQ I 0 0 1.9092 1.9092 4 Message EQ Beam24x2 No 1 ADL + LL - 1 90924 Mezz B2 23 137 0.7DL - EQ 0 0 Message EQ Beam24x2 No 1ADL + LL - E1.9092 Mezz 62 23 153.75 0.7DL - EQ 0 0 1.9092 4 Message EQ Beam24x2 No 1 ADL + LL - Mezz B2 23 170.5 0.7DL - EQ 0 0 1.9092 1.9092 4 Message EQ Beam24x2 No 1.4DL + LL - Mezz 62 23 170.5 0.7DL - EQ 0 0 1.9092 1.9092 4 1 Message EQ Beam24x2 No 1 ADL + LL - Mezz B2 23 192 0.7DL - EQ 0 0 1.9092 1.9092 4 Message EQ Beam24x2 No + LL - Mezz B2 23 192 0.7DL - EQ 0 0 TlADL 1.9092 1.9092 4 Message EQ Me_ B2 23 204 Beam24x2 No 0.7DL - EQ 0 0 1.40L + LL - 1.9092 1.9092 4 Message EQ Beam24x2 No 1ADL + LL - Mezz B2 23 204 0.7DL - EQ 0 0 1.9092 1.9092 4 Message EQ Mezz B2 23 218.5 Beam24x2 No 0.7DL - EQ 0 0 1 ADL + LL - 1.9092 1.9092 4 Message EQ Mezz B2 23 233 Beam24x2 No 0.7DL - EQ 0 0 1 ADL + LL - 1.9092 1.9092 4 Message EQ Beam24x2 No 1 ADL + LL - Mezz B2 23 233 0.7DL - EQ 0 0 1.9092 1.9092 4 Message EQ Beam24x2 No 1 ADL + LL + Mezz B2 23 250.25 4 Message 0.7DL - EQ 0 0 EQ 1.7479 1.7479 Mezz B2 23 267.5 Beam24x2 No 0.7DL - EQ 0 0 1 ADL + LL + 1.5212 1.5212 4 Message EQ Beam24x2j No I0.7DL 1 ADL + LL + Mezz B2 23 267.5 - EQ 0 0 1.4977 1.4977 4 Message EQ Beam24x2 No 1.40L + LL + Mezz B2 23 284.75 0.7DL - EQ 0 0 1.1766 1.1766 4 Message EQ Mezz 62 __F_23 302 Beam24x2 No O.7DL - EQ 0 0 1 ADL + LL + 0 8343 0.8343 4 Message EQ Beam24x2 No 1 ADL + LL + Mezz B2 23 302 0.7DL - EQ 0 0 0.7974 0.7974 4 Message EQ Beam24x2 No 1 ADL + LL + Mezz B2 23 315.5 0.70L - EQ 0 0 0.4602 0.4602 4 Message EQ Mezz B2 23 329 Beam424x2 0.7DL - EQ 0 0 1.2DL + 1.6LL 0.1142 0.1142 Mess a ag Mezz B2 1 23 329 Bea m24x2 No 0.7DL - EQ 0.0034 0.0034 1.2DL + 1.6LL 0.0356 0.0356 Message Me. B2 23 350 Beam24x2 1.4DL + LL 0.321 0.321 0.7DL - EQ 0 0 4 Messss age EQ Table .10 -Concrete Beam Summar - ACI 18-11 Part 2 of 2 Uni ue Station At Tor ion A Tor ion At Stor Label V Combo S ear Long Tor ion Tran Tor ion arning Error Name in ins ft Combo in Combo ins ft Mezz I B3 I 36 I 12 I 0.7DL - EQ I 0 0.7DL - EQ 0 I 0.7DL - EQ I 0 I No I No Page 31 of 158 ETABS-35 ETABS-35 12/18/2014 At Uni Tor ion AI Tor ion At Stor Label Name in ue Station V Combo S ear Long Tor ion Tran Tor ion arning Error Na ire ft Combo in Combo in' ft f I I I I I Message j Message No No Mezz B3 36 33.5 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B3 T I36 33.5 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B3 36 50.25 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B3 T I36 67 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B3 36 67 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B3 36 86.5 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B3 36 106 0.70L - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B3 36 106 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B3 36 130 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B3 36 154 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B3 36 154 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B3 36 170.5 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B3 36 187 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message Mezz B3 36 187 0.7DL - EQ 0 0.701- - EQ 0 0.7DL - EQ 0 No No No Message No No Mezz B3 36 204 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz 63 367 204 0.7DL + EQ 0.1061 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B3 36 220 0.7DL + EQ 0.1061 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B3 T�� 220 0.7DL + EQ 0.1061 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B3 36 244 0.7DL + EQ 0.1061 0.7DL - EQ 0 0.7DL - EQ 0 Message Message 1.4DL + LL + 1 ADL + LL + No No Mezz B1 2 0 0.1732 1 ADL 1.8763 0.1036 EQ EQ Message Message 1ADL+LL+ 1ADL+LL+ No No Mezz B1 2 24 0.1812 1ADL 1.8763 0.1036 EQ EQ Message Message -F27 1 ADL + LL + 1 ADL + LL + No No No Mezz B1 24 0.1325 1 ADL 1.7977 0.1159 EQ EQ Message 1 ADL + LL + 1 ADL + LL + No No Mezz B1 2 40 0.1379 1 ADL 1.7977 0.1159 EQ EQ Message Message 1 ADL + LL No No Mezz B1 2 40 0.70L - EQ 0 1.4DL 1.8488 0.1064 EQ Message Message 1 ADL + LL - No No Mezz B1 2 57 0.7DL - EQ 0 1.40L 1.8488 0.1064 EQ Message Message 1.4DL + LL - No No Mezz B1 2 57 0.7DL - EQ 0 1 ADL 1.8636 0.1036 EQ Message Message 1 ADL + LL - No No Mezz B1 2 73.5 0.7DL - EQ 0 1.4DL 1.8636 0.1036 EQ Message Message 1.4DL + LL - No No Mezz 81 2 90 0.7DL - EQ 0 1 ADL 1.8636 0.1036 EQ Message I Message 1.4DL + LL - No No Mezz B1 2 90 0.701- - EQ 0 1 ADL 1.9444 0.0896 EQ Message Message 1.41L + LL - No No Mezz B1 T I2 114 0.7DL - EQ 0 1ADL 1.9444 0.0896 EQ Message Message 1 ADL + LL - No No Mezz B1 2 138 0.7DL - EQ 0 1 ADL 1.9444 0.0896 EQ Message Message Page 32 of 158 ETABS-36 ETABS-36 12/18/2014 Uni At Tor ion AI Tor ion At Stor Label Name a in Station V Combo S ear Long Tor ion Tran Tor ion arning Error Na in' ft Combo in2 Combo ir? ft 1.4DL + LL + 1 ADL + LL - No I No Mezz B1 2 138 0.7DL - EQ 0 2.0289 I 0.0607 EQ EQ Message Message 1 ADL + LL + 1.4DL + LL - No No Mezz 61 2 157.5 0.7DL - EQ 0 2.0289 0.0607 EQ EQ Message Message 1.4DL + LL + 1 ADL + LL - No No Mezz B1 2 177 0.7DL - EQ 0 2.0289 0.0607 EQ EQ Message Message No No Mezz B1 2 177 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B1 2 193.75 0.70L - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B1 2 210.5 0.701L - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B1 2 210.5 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ p Message Message No No Mezz B1 2 232 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message 1.4DL + LL + No No Mezz B1 2 232 0.7DL - EQ 0 1 ADL 1.9849 0.0824 EQ Message Message 1 ADL + LL + No No Mezz B1 2 232.2 0.7DL - EQ 0 1 ADL 1.9849 0.0824 EQ Message Message No No Mezz B5 41 0 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B5 41 124.3117 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B5 41 248.6234 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B6 42 13.6215 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message Mezz B6 42 152.2747 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ p Message Message No No Mezz B6 42 290.9278 0.7DL - EQ 0 0.70L - EQ 0 0.7DL - EQ 0 Message Message No Mezz B7 45 To 1 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B7 45 124.3117 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B7 45 248.6234 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B8 46 13.6215 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B8 46 152.2747 0.7DL EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B8 46 290.9278 0.7DL - EQ 0 0.70L - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 9 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 17 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B2 23 17 0.7DL - EQ 0 0.70L - EQ 0 0.7DL - EQ p Message No No Mezz B2 23 33.5 0.7DL - EQ 0 0.7DL - EQ 0 0.70L - EQ p Message Message No No Mezz B2 23 50 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 50 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No Mezz B2 23 74 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ p -Message Message No No Mezz B2 23 98 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz 62 23 98 0.7DL - EQ 0 0.7DL EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 117.5 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message Page 33 of 158 ETABS-37 ETABS-37 12/18/2014 UniAt Tor ion Tor ion At Stor Label Na me in tie Station V Combo S ear Long Tor ion Tran Tor ion arning Error Na in ft Combo in Combo in ft No No Mezz B2 23 137 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 137 0.7131- - EQ 0 0.7DL - EQ 0 0.71DL - EQ 0 Message Message No No No Mezz B2 23 153.75 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B2 23 170.5 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No F No Mezz B2 23 170.5 0.7DL - EQ 0 0.7131- - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 192 0.7131- - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No F No Mezz B2 23 192 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 204 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B2 23 204 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B2 23 218.5 0.7131- - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B2 23 233 0.701- - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B2 23 233 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No No Mezz B2 23 250.25 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message No No Mezz B2 23 267.5 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 267.5 0.7DL - EQ 0 0.7131- - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 284.75 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 Message Message No No Mezz B2 23 302 0.7DL - EQ 0 0.7DL - EQ 0 0.70L - EQ 0 Message Message 1.40L + LL + 1 ADL + LL - No No Mezz B2 23 302 0.1175 2.5741 1.2DL + 1.6LL 0.0754 EQ EQ Message Message 1.4131- + LL + 1 ADL + LL - No No Mezz B2 23 315.5 0.1175 2.5741 1.2DL + 1.6LL 0.0754 EQ EQ Message Message 1 ADL + LL + 1 ADL + LL - No No Mezz B2 23 329 0.1175 2.5741 1.2DL + 1.6LL 0.0754 EQ EQ Message Message 1 ADL + LL + 1.40L + LL - No No Mezz B2 23 329 0.1173 I I 2 5741 I 1.2DL + 1.61-1- 0.0744 I I EQ EQ Message Message 1.4131- + LL + 1 ADL + LL - No No Mezz B2 23 350 0.1173 2.5741 1.20L + 1.6LL 0.0744 EQ EQ Message Message .2 S ear all De ign Table .12 - S ear all Preference - ACI 18-11 Rebar Material I A615Gr60 Rebar Shear Material A615Gr60 Importance Factor 1 Phi (Tension) 0.9 Phi (Compression) 0.65 Phi (Shear and Torsion) 0.75 Phi (Shear Seismic) 0.6 PMax factor 0.8 # Interaction Curves 24 # Interaction Points I 11 Page 34 of 158 ETABS-38 ETABS-38 12/18/2014 Item Value Edge Design PT -Max 0.06 Edge Design PC -Max 1 0.04 Section Design IP-Max 0.04 Section Design IP-Min 1 0.0025 Table .1 - S ear all Pier O erwrite - ACI 18-11 EdgeBarS EdgeBa Co er De ign C e Stor Pier De ign LLRF Sei mic PierSecT pe EndBar pc Material r in ck in L2 P1 Yes 1 Yes Uniform Reinforcing -4 -4 -6 -1 5000psi Check I i Section Uniform Reinforcing L2 P1.1 Yes 1 Yes -4 -4 -6 -1 5000psi Check Section Uniform Reinforcing L2 P1.2 Yes 1 Yes -4 -4 -6 -1 5000psi Check Section Uniform Reinforcing L2 P1.4 Yes 0.904058 Yes -4 -4 -6 -1 5000psi Check Section Uniform Reinforcing L2 P1.3 Yes 1 Yes -4 -4 -6 _1 5000psi Check Section Uniform Reinforcing L2 P12.1 Yes 1 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P10 Yes 0.665815 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P13 Yes 1 Yes -4 -4 -24 -1 4000Psi Check Section L2 P17 Yes 1 Yes Uniform Reinforcing -4 -4 -12 -4 4000Psi Check Section L2 P17.1 Yes 0.86974 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section L2 P17.27 Yes 0.6 Yes Uniform Reinforcing -4 -4 -12 -1 4000Psi Check Section L2 P19.1 Yes 1 Yes Uniform Reinforcing 4 -4 -24 -4 4000Psi Check Section L2 P19 Yes 1 1 Yes Uniform Reinforcing 24 -4 4000Psi Check Section L2 P2 Yes 0.727823 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section L2 P21 Yes 1 Yes Uniform Reinforcing 24 4 4000Psi Check Section L2 P22 Yes 1 Yes Uniform Reinforcing -4 -4 _24 -4 4000Psi Check Section L2 P3 Yes 0.655403 Yes Uniform Reinforcing -4 -4 _24 -4 4000Psi Check Section L2 P14 Yes 1 Yes Uniform Reinforcing -4 -4 -12 -1 4000Psi Check Section L2 P6 Yes 0.623621 Yes Uniform Reinforcing -24 -4 4000Psi Check Section L2 P7 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section L2 P12.2 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -1 4000Psi Check Section L2 P9.2 Yes 0.900729 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section L2 P9.1 Yes 1 Yes Uniform Reinforcing -4 4 -24 -4 4000Psi Check Section L2 P12 Yes 1 Yes Uniform Reinforcing 4 -4 -24 -1 4000Psi Check Section L2 P9.1.1 Yes 1 Yes Uniform Reinforcing -5 -4 -12 -1 4000Psi FCheck Section L2 P9.1.2 Yes 1 Yes Uniform Reinforcing 5 -4 -12 -1 4000Psi Check Section L2 I P9.1.3 I Yes I 1 I Yes I Uniform Reinforcing I -5 f -4 I -12 -1 4000Psi I Check Page 35 of 158 ETABS-39 ETABS-39 12/18/2014 EdgeBarS EdgeBa Co er De ign C e Stor Pier De ign LLRF Sei mic PierSecT pe EndBar r pc in Material ck in I ► i I I Section I I I I I I Uniform Reinforcing L2 P11 Yes 1 Yes -4 -4 -24 -1 4000Psi Check Section Uniform Reinforcing L2 P13.1 Yes 0.692886 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P11.1.1 Yes 1 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P15 Yes 0.831418 Yes -4 4 _12 -1 4000Psi Check Section Uniform Reinforcing L2 P15.1 Yes 1 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P15.2 Yes 1 Yes -4 -4 -12 -4 4000Psi Check Section Uniform Reinforcing L2 P11.1 Yes 1 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P16 Yes 1 Yes -4 -4 -6 -1 5000psi Check Section Uniform Reinforcing L2 P16.1 Yes 1 Yes -4 -4 -6 -1 5000psi Check Section Uniform Reinforcing L2 P18 Yes 1 Yes 4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P24 Yes 1 Yes -4 -4 -12 -4 4000Psi Check Section Uniform Reinforcing L2 P5 Yes 1 Yes 4 4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P5.1 Yes 1 Yes -4 -4 -24 4 4000Psi Check Section Uniform Reinforcing L2 P20 j Yes 1 1 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing L2 P4.1 Yes 1 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing L2 P18.1 Yes 1 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing L2 P4.1.1 Yes 0.927166 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing L2 P4.2 FYsTO.833168 Yes 4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing L2 P4.3 Yes 0.812347 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing L2 P4.4 Yes 0.802215 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing L2 P4.5 Yes 0.818872 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing L2 P4.6 Yes 1 Yes -4 _24 -4 4000Psi Check Section Uniform Reinforcing L2 P182 Yes 1 Yes -4 -4 _24 -4 4000Psi Check Section Uniform Reinforcing L2 P8 Yes 1 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P8.1 Yes 1 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P8.2 Yes 1 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing L2 P23 Yes 0.819358 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing L2 P26 Yes 0.847962 Yes -4 -4 -24 -1 4000Psi Check Section Uniform Reinforcing L2 P27 Yes 1 Yes -4 -4 -24 -1 4000Psi Check Section M. P1 Yes 0.794111 Yes Uniform Reinforcing -4 -4 -6 -1 5000psi Check Section Uniform Reinforcing Meu P1.1 Yes 0.731007 Yes -4 -4 -6 -1 5000psi Check Section Page 36 of 158 ETABS-40 ETABS-40 12/18/2014 EdgeBarS EdgeBa Co er De ign C e Stor Pier De ign LLRF Sei mic PierSecT pe EndBar pc Material r in ck in Mezz P1.2 Yes 0.78281 Yes Uniform Reinforcing -4 -4 -6 _1 5000psi Check Section Uniform Reinforcing Mezz P1.4 Yes 0.817224 Yes -4 -4 -6 -1 5000psi Check Section Mezz P1.3 T IYes 0.920973 Yes Uniform Reinforcing -4 -4 -6 _1 5000psi Check Section Uniform Reinforcing Mezz P12.1 Yes 1 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing Mezz P10 Yes 0.594021 Yes -12 1 4000Psi Check Section Mezz P13 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -1 4000Psi Check Section Uniform Reinforcing Mezz P17 Yes 0.893715 Yes -24 1 4000Psi Check Section Mezz P17.1 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section Mezz P17.2 Yes 0.534217 Yes Uniform Reinforcing -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing Mezz P19.1 Yes 1 , Yes -4 -4 -24 -4 4000Psi Check Section Mezz P19 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section Mezz P2 Yes 0.657307 Yes Uniform Reinforcing -4 -4 -24 4 4000Psi Check Section Mezz P21 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section Mezz Uniform Reinforcing P22 Yes 0.978451 Yes 4 24 4 4000Psi Check Section Mezz P3 Yes 0.685397 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section Mezz P14 Yes 0.801339 Yes Uniform Reinforcing -4 -4 -12 -1 4000Psi Check Section Mezz P6 Yes 0.533995 Yesr niform Reinforcing -4 -24 4 4000Psi Check Section Mezz P7 Yes 0.681986 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section Mezz P12.2 Yes 1 Yes Uniform Reinforcing -4 -4 -24 1 4000Psi Check Section Mezz P9.2 Yes 0.954817 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section Mezz P9.1 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section Mezz P12 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -1 4000Psi Check Section Mezz P9 Yes 1 TYes Uniform Reinforcing -4 -12 -1 4000Psi Check Section Mezz P11 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -1 4000Psi Check Section Mezz P13.1 Yes 0.642797 Yes Uniform Reinforcing -4 -4 -12 -1 4000Psi Check Section Mezz P11.1.1 Yes 1 Yes Uniform Reinforcing -4 -4 -12 -1 4000Psi Check Section Mezz P15 Yes 0.730654 Yes Uniform Reinforcing -4 -4 -12 -1 4000Psi Check Section Mezz P15.1 Yes 1 Yes Uniform Reinforcing -4 -4 -12 -1 4000Psi Check Section Mezz P15.2 Yes 1 Yes Uniform Reinforcing -4 -4 1 -24 -1 4000Psi Check Section Mezz P11.1 Yes 0.991957 Yes Uniform Reinforcing -4 -4 -12 -1 4000Psi Check Section Mezz P16 Yes 1 Yes Uniform Reinforcing -4 -4 -6 -1 5000psi Check Section Mezz P16.1 Yes 1 Yes Uniform Reinforcing -4 -4 -6 -1 5000psi Check Section Page 37 of 158 ETABS41 ETABS41 12/18/2014 EdgeBarS EdgeBa Co er De ign C Stor Pier De ign LLRF Sei mic PierSecT pe EndBar r pc in Material ck in MezzP18 Yes , 0.70996 Yes vnirorn rcernroran9 -4 -4 -12 -1 4000Psi . Check Section Uniform Reinforcing Mezz P24J Yes 0.915957 Yes -4 -4 -24 -4 4000Psi Check Section Mezz P5 Yes 1 Yes Uniform Reinforcing -4 -4 -12 -1 r4000PsiT Check Section _ Uniform Reinforcing MezzP5.1 Yes 1 Yes -4 -4 -24 -4 4000Psi Check Section _ Mezz P5.2 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section Mezz P20 Yes 0.79321 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section - Uniform Reinforcing Mezz P4.1 Yes 1 Yes -4 -4 -24 -4 4000Psi Check Section : Yes Uniform Reinforcing 4000Psi Check Mezz P18.1 Yes 0.997117 Section -4 -4 _24 -4 Uniform Reinforcing T Mezz P4 Yes 0.6 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing Mezz P18.2 Yes 0.943837 Yes -4 -4 -24 -4 4000Psi Check L Section Uniform Reinforcing Mezz P8 Yes 1 Yes -4 -4 -12 -1 4000Psi Check Section Uniform Reinforcing MezzP8.1 Yes 0.803548 Yes -4 -4 -12 -1 4000Psi Check Section Mezz P8.2 Yes 1 Yes Uniform Reinforcing -4 4 -12 1 4000Psi Check Section Uniform Reinforcing _ _ Mezz P23 Yes 1 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing Mezz P25 Yes > 0.807551 Yes -4 -4 -24 -4 4000Psi Check Section Uniform Reinforcing -4 -4 -24 -1 400OPsi Check i i Mezz - P26 -�- Yes 0.852143 Yes Uniform Reinforcing J orcing -4 -4 _24 -1 T4000Psi T Check l MezzP27 Yes 1 Yes Section I Mezz P23.1 Yes 1 Yes Uniform Reinforcing -4 -4 -24 -4 4000Psi Check Section Table .14 - S ear all Spandrel O erwrite - ACI 18-11 Part 1 of 2 LL T ick Dept Co er Co er Slab Slab T ick Stor Spandre De sign reductio Sei mic Lengt Left Left Top Left Botoom idt Dept Rig t I Left Left Left n Factor in in in in in in in LL Al Tes l res 30L IV rL f.L /.L V V IV 1 L2 S1.1 Yes 1 Yes 300 10 72 7.2� 0 0 10 - L2 S1.2 Yes 1 Yes r 300 T 10 72 -7_2� 7.2 7.2 0 - 0 10 L2 S1.3 Yes 1 Yes 170 10 72 7.2 7.2 0 0 10 L2 S16 r Yes 1 Yes 243.5 10 72 7.2 7.2 0 0 10 L2 S15.1 Yes 1 Yes 240 10 69 6.9 6.9 0 0 10 L2 S15.2 Yes 1 Yes 53 10 84 8.4 8.4 0 0 10 L2 S15 Yes 1 Yes 253 10 48 4.8 4.8 0 0 10 Mezz S23 Yes 1 Yes 84 8 24 2.4 2.4 0 0 8 Table .14 - S ear all Spandrel O erwrite - ACI 18-11 Part2 of 2 Dept Co er Top o er Slab Slab Rig t Rig t Botoom idt Dept Material Con idea in in Rig t Rig t Rig t Vc in in in 72 7.2 7.2 0 0 4000Psi Yes Page 38 of 158 ETABS-42 ETABS-42 12/18/2014 Dept Co er Top uo er ciao biao Botoom idt Dept Con ider Rig t Rig t Material Rig t Rig t Rig t VC in in in in in 72 7.2 7.2 0 0 4000Psi Yes 72 7.2 7.2 0 0 4000Psi Yes 72 7.2 7.2 0 0 4000Psi Yes 72 7.2 7.2 0 0 4000Psi Yes 69 6.9 6.9 0 0 4000Psi Yes 84 8.4 8.4 0 0 4000Psi Yes 48 4.8 4.8 0 0 4000Psi Yes 24 2.4 2.4 0 0 4000Psi Yes Table .1 - S ear all Pier Summar - ACI 18-11 Part 1 of 2 Pier De ign Edge End DC Leg 1 Leg 1 Leg 2 Leg 2 Stor Station Spacing Pier Leg Label T pe Rebar Rebar Ratio in in in in in L2 P1 Top Uniform #5 i #5 6 ' 0.629 Top Leg 1 9.5 266.75 9.5 330.25 Bottom Leg L2 P1 Bottom Uniform #5 #5 6 0.26 9.5 266.75 9.5 330.25 Mezz P1 Top Uniform #5 #5 6 0.307 Top Leg 1 9.5 266.75 9.5 330.25 Bottom Leg Mezz P1 Bottom Uniform #5 #5 6 0.326 9.5 266.75 9.5 330.25 L2 P1.1 Top Uniform #5 #5 6 0.795 Top Leg 1 9.5 712.25 9.5 772.25 L2 P1.1 Bottom Uniform #5 #5 6 0.829 Bottom Leg 9.5 712.25 9.5 772.25 Mezz P1.1 Top Uniform #5 #5 6 0.829 Top Leg 1 9.5 712.25 9.5 772.25 Bottom Leg Mezz P1.1 Bottom Uniform #5 #5 6 0.407 9.5 712.25 9.5 772.25 L2 P1.2 Top Uniform #5 #5 6 0.501 Top Leg 1 9.5 1072.25 9.5 1132.2518 Bottom Leg L2 P1.2 Bottom Uniform #5 #5 6 0.604 9.5 1072.25 9.5 1132.2518 Mezz P1.2 Top Uniform #5 #5 6 0.604 Top Leg 1 1 9.5 1 1072.25 1 9.5 1132.2518 Bottom Leg Mezz P1.2 Bottom Uniform #5 #5 6 0.287 9.5 1072.25 9.5 1132.2518 L2 P1.4 Top Uniform #5 #5 6 0.488 Top Leg 1 9.5 1662.2518 9.5 1717.7518 Bottom Leg LZ P1.4 Bottom Uniform 95 #5 6 0.37 9.5 1662.2518 9.5 1717.7518 Mezz P1.4 Top Uniform #5 #5 6 0.37 Top Leg 1 9.5 1662.2518 9.5 11717.7518 Mezz P1.4 Bottom Uniform #5 #5 6 0.238 Bottom Leg 9.5 1662.2518 9.5 1717.7518 L2 P1.3 Top Uniform #5 #5 6 0.373 Top Leg 1 9.5 1432.2518 9.5 11492.2518 Bottom Leg L2 P1.3 Bottom Uniform 45 #5 6 0.461 9.5 1432.2518 9.5 1492.2518 Mezz P1.3 Top Uniform #5 #5 6 0.461 Top Leg 1 9.5 1432.251 & 9.5 1492.9518 Mezz P1.3 Bottom Uniform #5 #5 6 0.261 Bottom Leg 9.5 1432.2518 9.5 1492.2518 L2 P12.1 Top Uniform #5 #5 12 1 0.165 ' Top Leg 1 2993.4996 108 2993.4996 247.25 Bottom Leg L2 P12.1 Bottom Uniform #5 #5 12 0.089 2993.4996 108 2993.4996 247.25 Mezz P12.1 Top Uniform #5 #5 12 1 0.091 Top Leg 1 •2993.4996 108 2993.4996 247.25 Bottom Leg Mezz P12.1 Bottom Uniform #5 #5 12 0.149 2993.4996 108 2993.4996 247.25 L2 P10 Top Uniform , #5 #5 12 0.279 Top Leg 1 3178.5 117.25 3178.5 1 1430.25 Bottom Leg L2 P10 Bottom Uniform #5 #5 12 0.11 3178.5 117.25 3178.5 1430.25 Mezz P10 Top Uniform #5 #5 12 0.045 Top Leg 1 3178.5 117.25 3178.5 1 1430.25 Bottom Leg Mezz P10 Bottom Uniform #5 #5 12 0.03 3178.5 117.25 3178.5 1430.25 L2 P13 Top Uniform ! #5 #5 24 0.182 Top Leg 1 1 2837.25 4 3049.75 4 L2 P13 Bottom Uniform 95 #5 24 0.179 Bottom Leg 2837.25 4 3049.75 4 Page 39 of 158 ETABS-43 ETABS-43 12/18/2014 Pier De ign Edge End D C Leg 1 Leg 1 Leg 2 Leg 2 Stor Station Spacing Pier Leg Label T pe Rebar Rebar Ratio in in in in in 1 Mezz P13 Top Uniform #5 #5 24 0.213 Top Leg 1 2892.25 4 3049.75 4 Bottom Leg Mezz P13 Bottom Uniform #5 #5 24 0.293 2892.25 4 3049.75 4 L2 P17 Top Uniform #5 #5 12 0.919 Top Leg 1 367.25 228.25 367.25 .332.25 Bottom Leg L2 P17 Bottom Uniform #5 #5 12 0.168 367.25 228.25 367.25 332.25 Mezz P17 Top Uniform #5 #5 24 0.763 Top Leg 1 367.25 228.25 367.25 332.25 Bottom Leg Mezz P17 Bottom Uniform #5 #5 24 0.524 367.25 228.25 367.25 332.25 L2 P17.1 Top Uniform #5 #5 24 0.193 Top Leg 1 367.25 1552.5 367.25 1644.5 Bottom Leg L2 P17.1 Bottom Uniform #5 #5 24 0.154 367.25 1552.5 367.25 1644.5 Mezz P17.1 Top Uniform #5 #5 24 0.216 Top Leg 1 367.25 1552.5 367.25 1644.5 Bottom Leg Mezz P17.1 Bottom Uniform #5 #5 24 0.352 367.25 1552.5 367.25 1644.5 L2 P17.2 Top Uniform #5 #5 12 0.269 Top Leg 1 393.5 336.5 393.5 1164.25 Bottom Leg L2 P17.2 Bottom Uniform #5 #5 12 0.131 393.5 336.5 393.5 1164.25 Mezz P17.2 Top Uniform #5 #5 12 0.122 Top Leg 1 393.5 336.5 393.5 1164.25 Bottom Leg Mezz P17.2 Bottom Uniform #5 #5 12 0.104 393.5 336.5 393.5 1164.25 L2 P19.1 Top Uniform #5 #5 24 0.409 Top Leg 1 479.5 1552.5 479.5 1644.5 Bottom Leg L2 P19.1 Bottom Uniform #5 #5 24 0.372 479.5 1552.5 479.5 1644.5 Mezz P19.1 Top Uniform #5 45 24 0.216 Top Leg 1 479.5 1552.5 479.5 1644.5 Bottom Leg Mezz P19.1 Bottom Uniform #5 #5 24 0.314 479.5 1552.5 479.5 1644.5 L2 P19 Top Uniform #5 #5 24 0.192 Top Leg 1 516.5 1169.25 516.5 1448.25 Bottom Leg L2 P19 Bottom Uniform #5 #5 24 0.1 516.5 1169.25 516.5 1448.25 Mezz P19 Top Uniform #5 #5 24 0.177 Top Leg 1 516.5 1169.25 516.5 1448.25 Bottom Leg Mezz P19 Bottom Uniform 45 #5 24 0.432 516.5 1169.25 516.5 1448.25 L2 P2 Top Uniform #5 #5 24 0.09 Top Leg 1 1 570 1651.2518 570 1915.2518 Bottom Leg L2 P2 Bottom Uniform #5 95 24 0.211 570 1651.2518 570 1915.2518'i Mezz P2 Top Uniform #5 #5 24 0.167 Top Leg 1 1 570 1651.2518 570 1915.2518 Bottom Leg Mezz P2 Bottom Uniform #5 #5 24 0.135 570 1651.2518 570 1915.2518' L2 P21 Top Uniform #5 #5 24 0.252 1 Top Leg 1 1 709.1863 1500.75 1 709.1863 1 1574.25 L2 P21 Bottom Uniform #5 #5 24 0.239 Bottom Leg 709.1863 1500.75 709.1863 1574.25 Mezz P21 Top Uniform #5 #5 24 0.105 1 Top Leg 1 709.1863 1448.25 1 709.1863 1574.25 Bottom Leg Mezz P21 Bottom Uniform #5 #5 24 0.217 709.1863 1448.25 709.1863 1574.25 L2 P22 Top Uniform #5 #5 24 0.389 Top Leg 1 1 773.5 1339.9069 773.5 1 1448.25 Bottom Leg L2 P22 Bottom Uniform #5 #5 24 0.222 773.5 1339.9069 773.5 1448.25 Mezz P22 Top Uniform #5 #5 24 0.157 Top Leg 1 1 773.5 1339.9069' 773.5 1 1448.25 Bottom Leg Mezz P22 Bottom Uniform #5 #5 24 0.215 773.5 1339.9069 773.5 1448.25 L2 P3 Top Uniform #5 #5 24 0.136 Top Leg 1 1 816 1651.2518 816 1915.2518 Bottom Leg L2 P3 Bottom Uniform #5 #5 24 0.103 816 1651.2518 816 1915.2518 Mezz P3 Top Uniform #5 #5 24 0.109 Top Leg 1 816 1651.2518 816 11915.2518 Bottom Leg Mezz P3 Bottom Uniform #5 #5 24 0.129 816 1651.2518 816 1915.2518 L2 P14 Top Uniform #5 #5 12 0.451 Top Leg 1 1 1635.5 1 35.25 1 1635.5 1 234.25 L2 P14 Bottom Uniform #5 #5 12 0.101 Bottom Leg 1635.5 35.25 1635.5 234.25 Page 40 of 158 ETABS-44 ETABSA4 12/18/2014 Pier De ign Edge End DC Leg 1 Leg 1 Leg 2 Leg 2 Stor Station Spacing Pier Leg Label T pe Rebar Rebar Ratio in in in in in 1 Mezz I P14 Top Uniform #5 #5 12 0.107 Top Leg 1 1635.5 35.25 1635.5 234.25 Bottom Leg Mezz P14 Bottom Uniform #5 #5 12 0.11 1635.5 35.25 1635.5 234.25 L2 P6 Top Uniform #5 #5 24 0.482 Top Leg 1 1 2600.25 1507.2518 2600.25 1807.2518 Bottom Leg L2 P6 Bottom Uniform #5 #5 24 0.26 2600.25 1507.2518 2600.25 1807.2518 Mezz I P6 Top Uniform #5 #5 24 0.166 Top Leg 1 1 2600.25 11507.2518 2600.25 11807.2518 Bottom Leg Mezz P6 Bottom Uniform #5 #5 24 0.167 2600.25 1507.2518 2600.25 1807.2518 L2 P7 Top Uniform #5 #5 24 0.391 Top Leg 1 1 2716.25 1 1569.25 1 2716.25 1812.2518 Bottom Leg L2 P7 Bottom Uniform #5 #5 24 0.195 2716.25 1569.25 2716.25 1812.25181 Mezz P7 Top Uniform #5 #5 24 0.084 Top Leg 1 1 2716.25 1507.2518 2716.25 1812.2518 Mezz P7 Bottom Uniform #5 #5 24 0.097 Bottom Leg 2716.25 1507.2518 2716.25 1812.25181 L2 P12.2 Top Uniform #5 #5 24 0.193 Top Leg 1 2837.25 4 2837.25 108 Bottom Leg L2 P12.2 Bottom Uniform 95 #5 24 0.125 2837.25 4 2837.25 108 Mezz P12.2 Top Uniform #5 #5 24 0.108 Top Leg 1 2837.25 4 2837.25 108 Mezz P12.2 Bottom Uniform #5 #5 24 0.226 Bottom Leg 2837.25 4 2837.25 1081 L2 P9.2 Top Uniform #5 #5 24 0.127 Top Leg 1 2945.75 1430.25 2945.75 1554 Bottom Leg L2 P9.2 Bottom Uniform #5 #5 24 0.119 2945.75 1430.25 2945.75 1554 Mezz P9.2 Top Uniform #5 #5 24 0.18 Top Leg 1 2945.75 1430.25 2945.75 1554 Bottom Leg Mezz P9.2 Bottom Uniform #5 #5 24 0.369 2945.75 1430.25 2945.75 1554 L2 P9.1 Top Uniform #5 #5 24 0.189 Top Leg 1 3037.75 1430.25 3037.75 1554 L2 P9.1 Bottom Uniform #5 #5 24 0.189 Bottom Leg 3037.75 1430.25 3037.75 1554 Mezz P9.1 Top Uniform #5 #5 24 0.068 Top Leg 1 3037.75 1430.25 3037.75 1554 Bottom Leg Mezz P9.1 Bottom Uniform #5 #5 24 0.111 3037.75 1430.25 3037.75 1554 L2 P12 Top Uniform #5 #5 24 0.277 Top Leg 1 3049.75 4 3049.75 108 L2 P12 Bottom Uniform #5 #5 24 0.243 Bottom Leg 3049.75 4 3049.75 108 Top Uniform #5 #5 24 0.409 Top Leg 1 3049.75 4 3049.75 108 ��M-�P Bottom Leg Mezz P12 Bottom Uniform #5 #5 24 0.466 3049.75 4 3049.75 108 Mezz P9 Top Uniform #5 #5 12 6.055 Top Leg 1 3059.5 1558.25 1 3059.5 11817.2518 Mezz P9 Bottom Uniform #5 #5 12 0.089 Bottom Leg 3059.5 1558.25 3059.5 1817.2518 L2 P9.1.1 Top Uniform #5 #6 12 0.677 Top Leg 1 3059.5 1558.25 3059.5 1598,25 Bottom Leg L2 P9.1.1 Bottom Uniform #5 #6 12 0.746 3059.5 1558.25 3059.5 1598.25 L2 P9.1.2 Top Uniform #5 #6 12 0.256 Top Leg 1 3059.5 1664.25 1 3059.5 1714.25 L2 P9.1.2 Bottom Uniform #5 #6 12 0.251 Bottom Leg 3059.5 1664.25 3059.5 1714.25 L2 P9.1.3 Top Uniform #5 #6 12 0.661 Top Leg 1 3059.5 1780.25 1 3059.5 1817.2518 L2 P9.1.3 Bottom Uniform #5 #6 12 0.702 Bottom Leg 3059.5 1780.25 3059.5 1817.2518' L2 P11 Top Uniform #5 #5 24 0.171 Top Leg 1 2837.25 108 3049.75 108 L2 P11 Bottom Uniform #5 #5 24 0.063 Bottom Leg 2837.25 108 3049.75 108 Mezz P11 Top Uniform #5 #5 24 0.041 Top Leg 1 2837.25 108 3049.75 108 Mezz P11 Bottom Uniform #5 95 24 0.206 Batton Leg 2837.25 108 3049.75 108 L2 P13.1 Top Uniform 95 #5 12 0.208 Top Leg 1 1635.5 35.25 2785.25 35.25 L2 P13.1 Bottom Uniform #5 #5 12 0.05 Bottom Leg 2083.25 35.25 2785.25 35.25 Page 41 of 158 ETABS-45 ETABS-45 12/18/2014 Rebar Pier De ign Edge End D C Leg 1 Leg 1 Leg 2 Leg 2 Stor Station Spacing Pier Leg Label T pe Rebar Rebar Ratio in in in in in 1 Mezz P13.1 Top Uniform 95 #5 12 0.054 Top Leg 1 2083.25 35.25 2785.25 35.25 Bottom Leg Mezz P13.1 Bottom Uniform #5 #5 12 0.031 1635.5 35.25 2785.25 35.25 L2 P11.1.1 Top Uniform #5 #5 12 0.225 Top Leg 1 3046 117.25 3178.5 117.25 Bottom Leg L2 P11.1.1 Bottom Uniform #5 #5 12 0.098 3046 117.25 3178.5 117.25 Mezz P11.1.1 Top Uniform #5 #5 12 0.04 Top Leg 1 3046 117.25 3178.5 117.25 Bottom Leg Mezz P11.1.1 Bottom Uniform #5 #5 12 0.233 3046 117.25 3178.5 117.25 L2 P15 Top Uniform #5 #5 12 0.47 Top Leg 1 928.5 228.25 1382.5 228.25 Bottom Leg L2 P15 Bottom Uniform #5 #5 12 0.181 928.5 228.25 1382.5 228.25 Mezz P15 Top Uniform #5 #5 12 0.181 Top Leg 1 928.5 228.25 1382.5 228.25 Bottom Leg Mezz P15 Bottom Uniform #5 #5 12 0.134 928.5 228.25 1382.5 228.25 L2 P15.1 Top Uniform #5 #5 12 0.451 Top Leg 1 632.75 228.25 688.5 228.25 Bottom Leg L2 P15.1 Bottom Uniform #5 #5 12 0.4 632.75 228.25 688.5 228.25 Mezz P15.1 Top Uniform #5 #5 12 0.4 Top Leg 1 632.75 228.25 688.5 228.25 Bottom Leg Mezz P15.1 Bottom Uniform #5 #5 12 0.44 632.75 228.25 688.5 228.25 L2 P15.2 Top Uniform #5 #5 12 0.561 Top Leg 1 367.25 228.25 579.75 228.25 Bottom Leg L2 P15.2 Bottom Uniform #5 #5 12 0.48 367.25 228.25 579.75 228.25 Mezz P15.2 Top Uniform #5 #5 24 0.28 Top Leg 1 367.25 228.25 579.75 228.25 Bottom Leg Mezz P15.2 Bottom Uniform #5 #5 24 0.263 411.75 228.25 579.75 228.25 L2 P11.1 Top Uniform #5 #5 12 0.083 Top Leg 1 2986.5 247.25 3173.5 247.25 Bottom Leg L2 P11.1 Bottom Uniform #5 #5 12 0.07 2986.5 247.25 3173.5 247.25 Mezz P11.1 Top Uniform #5 #5 12 0.065 Top Leg 1 2986.5 247.25 3173.5 247.25 Bottom Leg Mezz P11.1 Bottom Uniform #5 #5 12 0.138 2986.5 247.25 3173.5 247.25 L2 P16 Top Uniform #5 #5 6 0.625 Top Leg 1 292.5 266.75 363.25 266.75 Bottom Leg L2 P16 Bottom Uniform #5 #5 6 0.275 292.5 266.75 363.25 266.75 Mezz P16 Top Uniform #5 #5 6 0.275 Top Leg 1 292.5 266.75 363.25 266.75 Bottom Leg Mezz P16 Bottom Uniform #5 #5 6 0.265 292.5 266.75 363.25 266.75 L2 P16.1 Top Uniform #5 #5 6 0.859 Top Leg 1 9.5 266.75 49 266.75 Bottom Leg L2 P16.1 Bottom Uniform #5 #5 6 0.229 9.5 266.75 49 266.75 Mezz P16.1 Top Uniform #5 #5 6 0.254 Top Leg 1 9.5 266.75 49 266.75 Bottom Leg Mezz P16.1 Bottom Uniform #5 #5 6 0.272 9.5 266.75 49 266.75 L2 P18 Top Uniform #5 #5 12 0.942 Top Leg 1 393.5 1164.25 520.5 1164.25 Bottom Leg L2 P18 Bottom Uniform #5 #5 12 0.24 393.5 1164.25 520.5 1164.25 Mezz P18 Top Uniform #5 #5 12 0.238 Top Leg 1 393.5 1164.25 520.5 1164.25 Bottom Leg Mezz P18 Bottom Uniform #5 #5 12 0.273 393.5 1164.25 520.5 1164.25 L2 P24 Top Uniform #5 #5 12 0.705 Top Leg 1 516.5 1 1233.25 666.8431 1233.25 Bottom Leg L2 P24 Bottom Uniform #5 #5 12 0.254 516.5 1233.25 666.8431 1233.25 Mezz P24 Top Uniform #5 #5 24 0.086 Top Leg 1 516.5 1 1233.25 1666.84311 1233.25 Bottom Leg Mezz P24 Bottom Uniform #5 #5 24 0.142 516.5 1233.25 666.8431 1233.25 L2 P5 Top Uniform #5 #5 12 0.408 Top Leg 1 3041.75 1 1430.25 1 3178.5 1 1430.25 L2 P5 Bottom Uniform 95 #5 12 0.213 Bottom Leg 3041.75 1430.25 3178.5 1430.25 Page 42 of 158 ETABS-46 ETABS-46 12/18/2014 Rebar Pier De ign Edge End DC Leg 1 Leg 1 Leg 2 Leg 2 Stor Station Spacing Pier Leg Label T pe Rebar Rebar Ratio in in in in in 1 Mezz P5 Top Uniform #5 #5 12 0.108 Top Leg 1 3041.75 1430.25 3178.5 1430.25 Bottom Leg Mezz P5 Bottom Uniform #5 #5 12 0.08 3041.75 1430.25 3178.5 1430.25 L2 P5.1 Top Uniform #5 #5 24 0.417 Top Leg 1 2945.75 1430.25 3037.75 1430.25 Bottom Leg L2 P5.1 Bottom Uniform #5 #5 24 0.383 2945.75 1430.25 3037.75 1430.25 Mezz P5.1 Top Uniform #5 #5 24 0.193 Top Leg 1 2945.75 1430.25 3037.75 1430.25 Mezz P5.1 Bottom Uniform #5 #5 24 0.226 Bottom Leg 2945.75 1430.25 3037.75 1430.25 Mezz I P5.2 Top Uniform #5 #5 24 0.029 Top Leg 1 1816.5 1430.25 2891.5 1430.25 Bottom Leg Mezz P5.2 Bottom Uniform #5 #5 24 0.025 1816.5 1430.25 2891.5 1430.25 L2 P20 Top Uniform #5 #5 24 0.088 Top Leg 1 516.5 1448.25 773.5 1448.25 L2 P20 Bottom Uniform #5 #5 24 0.156 Bottom Leg 516.5 1448.25 773.5 1448.25 Mezz P20 Top Uniform #5 #5 24 0.078 Top Leg 1 516.5 1448.25 773.5 1448.25 Bottom Leg Mezz P20 Bottom Uniform #5 #5 24 0.134 516.5 1448.25 773.5 1448.25 L2 P4.1 Top Uniform #5 #5 24 0.469 Top Leg 1 367.25 1552.5 479.5 1552.5 L2 P4.1 Bottom Uniform #5 45 24 0.153 Bottom Leg 367.25 1552.5 479.5 1552.5 Mezz P4.1 Top Uniform #5 #5 24 0.091 Top Leg 1 367.25 1552.5 479.5 1552.5 Bottom Leg Mezz P4.1 Bottom Uniform #5 #5 24 0.184 367.25 1552.5 479.5 1552.5 L2 P18.1 Top Uniform #5 #5 24 0.51 Top Leg 1 2945.75 1554 3037.75 1554 Bottom Leg L2 P18.1 Bottom Uniform #5 #5 24 0.279 2945.75 1554 3037.75 1554 Mezz P18.1 Top Uniform #5 #5 24 0.101 Top Leg 1 2945.75 1554 3037.75 1554 Mezz P18.1 Bottom Uniform #5 #5 24 0.214 Bottom Leg 2945.75 1554 3037.75 1554 Mezz P4 Top Uniform #5 #5 24 0.117 1 Top Leg 1 1709.18631 1574.25 1 1816.25 1 1574.25 Mezz P4 Bottom Uniform #5 #5 24 0.125 Bottom Leg 709.1863 1574.25 1816.25 1574.25 L2 P4.1.1 Top Uniform #5 #5 24 0.795 Top Leg 1 1743.5 1574.25 1816.25 1574.25 L2 P4.1.1 Bottom Uniform #5 #5 24 0.656 Bottom Leg 1743.5 1574.25 1816.25 1574.25 L2 P4.2 Top Uniform #5 #5 24 0.174 Top Leg 1 1539.5 1574.25 1659.5 1574.25 Bottom Leg L2 P4.2 Bottom Uniform #5 #5 24 0.195 1539.5 1574.25 1659.5 1574.25 L2 P4.3 Top Uniform #5 #5 24 0.159 1 Top Leg 1 11335.3751 1574.25 1 1455.5 1574.25 L2 P4.3 Bottom Uniform #5 #5 24 0.184 Bottom Leg 1335.375 1574.25 1455.5 1574.25 L2 P4.4 Top Uniform #5 #5 24 0.14 1 Top Leg 1 11131.3751 1574.25 11251.3751 1574.25 L2 P4.4 Bottom Uniform #5 #5 24 0.178 Bottom Leg 1131.375 1574.25 1251.375 1574.25 L2 P4.5 Top Uniform #5 #5 24 0.218 1 Top Leg 1 1 927.375 1 1574.25 11047.3751 1574.25 L2 P4.5 Bottom Uniform #5 #5 24 0.213 Bottom Leg 927.375 1574.25 1047.375 1574.25 L2 P4.6 Top Uniform #5 #5 24 0.118 1 Top Leg 1 1709.18631 1574.25 1 843.375 1 1574.25 L2 P4.6 Bottom Uniform #5 #5 24 0.186 Bottom Leg 709.1863 1574.25 843.375 1574.25 L2 P18.2 Top Uniform 45 #5 24 0.531 Top Leg 1 367.25 1 1644.5 479.5 1644.5 L2 P18.2 Bottom Uniform #5 #5 24 0.144 Bottom Leg 367.25 1644.5 479.5 1644.5 Mezz P18.2 Top Uniform #5 #5 24 0.106 Top Leg 1 367.25 1644.5 479.5 1644.5 Mezz P18.2 Bottom Uniform #5 #5 24 0.122 Bottom Leg 367.25 1644.5 479.5 1644.5 L2 P8 Top Uniform #5 #5 12 0.317 Top Leg 1 3024.5 1817.2518 3059.5 11817.2518 L2 P8 Bottom Uniform #5 #5 12 0.26 Bottom Leg 3024.5 1817.2518 3059.5 1817.2518 Page 43 of 158 ETABS-47 ETABS-47 12/18/2014 Star Pier De ign Edge End ' -7 DC Leg 1 Leg 1 Leg 2 Leg 2 Label Station T pe Rebar Rebar Spacing Ratio Pier Leg in in in in in 1 Mezz P8 Top Uniform #5 #5 12 0.113 Top Leg 1 1 3024.5 1817.2518 3059.5 1817.2518 Bottom Leg Mezz P8 Bottom Uniform #5 #5 12 0.092 3024.5 1817.2518 3059.5 1817.2518' L2 P8.1 Top Uniform #5 #5 12 0.381 Top Leg 1 1 2828.25 1817.2518 2948.5 1817.2518 Bottom Leg L2 P8.1 Bottom Uniform #5 #5 12 0.248 2828.25 1817.2518 2948.5 1817.2518, Mezz P8.1 Top Uniform #5 #5 12 0.118 Top Leg 1 1 2828.25 1817.2518' 2948.5 1817.2518 Bottom Leg Mezz P8.1 Bottom Uniform #5 #5 12 0.1 2828.25 1817.2518 2948.5 1817.2518 L2 P8.2 Top Uniform #5 #5 12 0.537 Top Leg 1 1 2712.25 1817.2518 2752.25 1817.2518 L2 P8.2 Bottom Uniform #5 #5 12 0.355 Bottom Leg 2712.25 1817.2518 2752.25 1817.25181 Mezz P8.2 Top Uniform #5 #5 12 0.22 Top Leg 1 1 2712.25 1817.2518 2752.25 1817.2518 Bottom Leg Mezz P8.2 Bottom Uniform #5 45 12 0.127 2712.25 1817.2518 2752.25 1817.25181 L2 P23 Top Uniform #5 #5 24 0.696 Top Leg 1 1 666.8431 1233.25 1 773.5 1339.9069 Bottom Leg L2 P23 Bottom Uniform #5 #5 24 0.775 666.8431 1233.25 773.5 1339.9069': Mezz P23 Top Uniform #5 #5 24 0.384 1 Top Leg 1 666.8431 1233.25 1 689.4706 1255.8774 Bottom Leg Mezz F P23 Bottom Uniform #5 #5 24 0.411 666.8431 1233.25 689.4706 1255.8774 Mezz P25 Top Uniform #5 #5 24 0.345 r Top Leg 1 1 1755.5 1 792.25 1 --- 1967.57 792.25 Bottom Leg Mezz P25 Bottom Uniform #5 #5 24 0.078 1755.5 792.25 1967.5 792.25 L2 P26 Top Uniform #5 #5 24 1 0.442 Top Leg 1 367.25 1 332.25 1 579.75 1 332.25 Bottom Leg L2 P26 Bottom Uniform #5 #5 24 0.205 367.25 332.25 579.75 332.25 Mezz P26 Top Uniform #5 #5 24 0.09 Top Leg 1 367.25 332.25 579.75 1 332.25 Bottom Leg Mezz P26 Bottom Uniform #5 95 24 0.107 367.25 332.25 579.75g332.25L2 P27 Top Uniform #5 #5 24 0.285 Top Leg 1 579.75 228.25 579.75L2 Bottom Leg P27 Bottom Uniform #5 #5 24 0.345 579.75 228.25 579.75 Mezz P27 Top Uniform #5 #5 24 0.275 Top Leg 1 579.75 228.25 579.75 1 332.25 Bottom Leg Mezz P27 Bottom Uniform #5 #5 24 0.435 579.75 228.25 579.75 332.25 Mezz P23.1 Top Uniform #5 #5 24 0.267 1 Top Leg 1 748.8675 1315.2744 773.5 1339.9069 Bottom Leg Mezz P23.1 Bottom Uniform #5 #5 24 0.375 748.8675 1315.2744 773.5 1339.9069' I Table .1 - S ear all Pier Summar - ACI 18-11 Part 2 of 2 Star Pier Label Station S ear Rebar W ft Boundar one Left in Boundar Rig t in arning Error L2 P1 Top 0.3 No Message No Message L2 Mezz P1 P1 Bottom Top 0.3 0.3 9.181 No Message No Message No Message No Message Mezz P1 Bottom 0.3 8.9204 No Message No Message L2 131.1 Top 0.3 No Message No Message L2 P1.1 Bottom 0.3 15.3056 No Message No Message Mezz P1.1 Top 0.3 15.3056 No Message No Message Mezz P1.1 Bottom 0.3 15.6131 15.7089 No Message No Message L2 P1.2 Top 0.3 No Message No Message L2 P1.2 Bottom 0.3 12.1396 No Message No Message Mezz P1.2 Top 0.3 12.1396 No Message No Message Mezz P1.2 Bottom 0.3 12.4156 12.3724 No Message No Message Page 44 of 158 ETABS-48 ETABS48 12/18/2014 Stor Pier Label Station S ear Boundar Rebar one Left in' ft in ---"--' Ron t arning g in Error L2 P1.4 Top 0.3 No Message No Message L2 P1.4 Bottom 0.3 No Message No Message Mezz P1.4 Top 0.3 No Message No Message Mezz P1.4 Bottom 0.3 No Message No Message L2 P1.3 Top 0.3 No Message No Message L2 P1.3 Bottom 0.3 No Message No Message Mezz P1.3 Top 0.3 No Message No Message Mezz P1.3 Bottom 0.3 No Message No Message L2 P12.1 Top 0.3 No Message No Message L2 P12.1 Bottom 0.3 No Message No Message Mezz P12.1 Top 0.3 No Message No Message Mezz L2 P12.1 P10 Bottom Top 0.3 0.3 No Message No Message No Message No Message L2 P10 Bottom 0.3 No Message No Message Mezz P10 Top 0.3 No Message No Message Mezz P10 Bottom 0.3 No Message No Message L2 P13 Top 0.24 No Message No Message L2 P13 Bottom 0.24 No Message No Message Mezz P13 Top 0.24 No Message No Message Mezz P13 Bottom 0.24 No Message No Message L2 P17 Top 0.24 No Message No Message L2 P17 Bottom 0.24 No Message No Message Mezz P17 Top 0.24 No Message No Message Mezz L2 P17 P17.1 Bottom Top 0.24 0.24 No Message No Message No Message No Message L2 P17.1 Bottom 0.24 No Message No Message Mezz P17.1 Top 0.24 No Message No Message Mezz P17.1 Bottom 0.24 No Message No Message L2 P17.2 Top 0.3 No Message No Message L2 P17.2 Bottom 0.3 No Message No Message Mezz P17.2 Top 0.3 No Message No Message Mezz P17.2 Bottom 0.3 No Message No Message L2 P19.1 Top 0.24 No Message No Message L2 P19.1 Bottom 0.24 No Message No Message Mezz P19.1 Top 0.24 No Message No Message Mezz P19.1 Bottom 0.24 No Message No Message L2 P19 Top 0.3 No Message No Message L2 P19 Bottom 0.3 No Message No Message Mezz P19 Top 0.3 No Message No Message Mezz P19 Bottom 0.3 No Message No Message L2 P2 Top 0.24 No Message No Message L2 P2 Bottom 0.24 No Message No Message Mezz P2 Top 0.24 No Message No Message Mezz P2 Bottom 0.24 No Message No Message L2 P21 Top 0.24 No Message No Message L2 P21 Bottom 0.24 No Message No Message Mezz P21 Top 0.24 No Message No Message Mezz P21 Bottom 0.24 No Message No Message L2 P22 Top 0.24 No Message No Message L2 Mezz P22 P22 Bottom Top 0.24 0.24 No Message No Message No Message No Message Mezz P22 Bottom 0.24 No Message No Message L2 P3 Top 0.24 No Message No Message L2 P3 Bottom 0.24 No Message No Message Page 45 of 158 ETABS-49 ETABS-49 12/18/2014 Stor Pier Label Station S ear Boundar Rebar one Left in' ft in --- "--' R'9 t arning in Error Mezz P3 Top 0.24 No Message I No Message Mezz P3 Bottom 0.24 No Message No Message L2 P14 Top 0.3 No Message'. No Message L2 P14 Bottom 0.3 No Message No Message Mezz P14 Top 0.3 No Message No Message Mezz P14 Bottom 0.3 No Message No Message L2 P6 Top 0.24 No Message No Message L2 P6 Bottom 0.24 No Message No Message Mezz P6 Top 0.24 No Message No Message Mezz P6 Bottom 0.24 No Message No Message L2 P7 Top 0.24 No Message No Message L2 P7 Bottom 0.24 No Message No Message Mezz P7 Top 0.24 No Message No Message Mezz P7 Bottom 0.24 No Message No Message L2 P12.2 Top 0.24 No Message No Message L2 P12.2 Bottom 0.24 No Message No Message Mezz P12.2 Top 0.24 No Message No Message Mezz P12.2 Bottom 0.24 No Message No Message L2 P9.2 Top 0.24 No Message No Message L2 P9.2 Bottom 0.24 No Message No Message Mezz P9.2 Top 0.24 No Message No Message Mezz P9.2 Bottom 0.24 No Message No Message L2 P9.1 Top 0.24 No Message No Message L2 P9.1 Bottom 0.24 No Message No Message Mezz P9.1 Top 0.24 No Message No Message Mezz P9.1 Bottom 0.24 No Message No Message L2 P12 Top 0.24 No Message No Message L2 P12 Bottom 0.24 No Message No Message Mezz P12 Top 0.24 No Message No Message Mezz P12 Bottom 0.24 No Message No Message Me= P9 Top 0.3 No Message No Message Mezz P9 Bottom 0.3 No Message No Message L2 P9.1.1 Top 0.24 No Message No Message L2 P9.1.1 Bottom 0.24 No Message No Message L2 P9.1.2 Top 0.24 No Message No Message L2 P9.1.2 Bottom 0.24 No Message No Message L2 P9.1.3 Top 0.24 No Message No Message L2 P9.1.3 Bottom 0.24 No Message No Message L2 P11 Top 0.24 No Message No Message L2 P11 Bottom 0.24 No Message No Message Mezz P11 Top 0.24 No Message No Message Mezz P11 Bottom 0.24 No Message No Message L2 P13.1 Top 0.3 No Message No Message L2 P13.1 Bottom 0.3 No Message No Message Mezz P13.1 Top 0.3 No Message No Message Mezz P13.1 Bottom 0.3 No Message No Message L2 1311.1.1 Top 0.3 No Message No Message L2 1311.1.1 Bottom 0.3 No Message No Message Mezz P11.1.1 Top 0.3 No Message No Message Mezz P11.1.1 Bottom 0.3 No Message No Message L2 P15 Top 0.3 No Message No Message L2 P15 Bottom 0.3 No Message No Message Mezz P15 Top 0.3 No Message I No Message Page 46 of 158 ETABS-50 ETABS-50 12/18/2014 Stor Pier Label Station S ear Boundar Rebar one Left in2 ft in Ron t arning g in Error L2 I P15.1 I Top I 0.3 ( No Message No Message L2 P15.1 Bottom 0.3 No Message No Message Mezz P15.1 Top 0.3 No Message No Message Mezz P15.1 Bottom 0.3 No Message No Message L2 P15.2 Top 0.24 No Message No Message L2 P15.2 Bottom 0.24 No Message No Message Mezz P15.2 Top 0.24 No Message No Message Mezz P15.2 Bottom 0.24 No Message No Message L2 P11.1 Top 0.3 No Message No Message L2 P11.1 Bottom 0.3 No Message No Message Mezz P11.1 Top 0.3 No Message No Message Mezz P11.1 Bottom 0.3 No Message No Message L2 P16 Top 0.3 No Message FNo Message L2 P16 Bottom 0.3 No Message No Message Mezz P16 Top 0.3 No Message No Message Mezz P16 Bottom 0.3 No Message No Message L2 P16.1 Top 0.3 No Message No Message L2 P16.1 Bottom 0.3 No Message No Message Mezz P16.1 Top 0.3 No Message No Message Mezz P16.1 Bottom 0.3 No Message No Message L2 P18 Top 0.3 No Message No Message L2 P18 Bottom 0.3 No Message No Message Mezz P18 Top 0.3 No Message No Message Mezz L2 P18 P24 Bottom Top 0.3 0.2425 No Message No Message No Message FNo Message L2 P24 Bottom 0.2425 No Message No Message Mezz P24 Top 0.24 No Message No Message Mezz P24 Bottom 0.24 No Message No Message L2 P5 Top 0.3 No Message No Message L2 P5 Bottom 0.3 No Message No Message Mezz P5 Top 0.3 No Message No Message Mezz P5 Bottom 0.3 No Message No Message L2 P5.1 Top 0.24 No Message No Message L2 P5.1 Bottom 0.24 No Message No Message Meu P5.1 Top 0.24 No Message No Message Mezz P5.1 Bottom 0.24 No Message No Message Mezz P5.2 Top 0.24 No Messagj No Message Mezz P5.2 Bottom 0.24 No Message No Message L2 P20 Top 0.24 No Message No Message L2 P20 Bottom 0.24 No Message No Message Mezz P20 Top 0.24 No Message No Message Mezz P20 Bottom 0.24 No Message No Message L2 P4.1 Top 0.24 No Message No Message L2 P4.1 Bottom 0.24 No Message No Message Mezz P4.1 Top 0.24 No Message No Message Mezz P4.1 Bottom 0.24 No Message No Message L2 P18.1 Top 0.24 No Message No Message L2 P18.1 Bottom 0.24 No Message No Message Mezz P18.1 Top 0.24 No Message No Message Mezz P18.1 Bottom 0.24 No Message No Message Mezz P4 Top 0.24 No Messagel No Message Mezz P4 Bottom 0.24 No Message No Message L2 P4.1.1 Top 0.4576 I No Message I No Message L2 P4.1.1 Bottom 0.4576 No Message No Message Page 47 of 158 ETABS-51 ETABS-51 12/18/2014 Stor Pier Label Station S ear Boundar Rebar one Left in ft in ---"--' Ron t arning g in Error L2 P4.2 Top 0.24 No Message No Message L2 P4.2 Bottom 0.24 No Message No Message L2 P4.3 Top 0.24 No Message No Message L2 P4.3 Bottom 0.24 No Message No Message L2 P4.4 Top 0.24 No Message No Message L2 P4.4 Bottom 0.24 No Message No Message L2 P4.5 Top 0.24 No Message No Message L2 P4.5 Bottom 0.24 No Message No Message L2 P4.6 Top 0.24 No Message No Message L2 P4.6 Bottom 0.24 No Message No Message L2 P18.2 Top 0.24 No Message No Message L2 P18.2 Bottom 0.24 No Message No Message Mezz P18.2 Top 0.24 No Message No Message Mezz P18.2 Bottom 0.24 No Message No Message L2 P8 Top 0.3 No Message No Message L2 P8 Bottom 0.3 No Message No Message Mezz P8 Top 0.3 No Message No Message Mezz P8 Bottom 0.3 No Message No Message L2 P8.1 Top 0.3 No Message No Message L2 P8.1 Bottom 0.3 No Message No Message Mezz P8.1 Top 0.3 No Message No Message Mezz P8.1 Bottom 0.3 No Message No Message L2 P8.2 Top 0.3 No Message No Message L2 P8.2 Bottom 0.3 No Message No Message Mezz P8.2 Top 0.3 No Message No Message Mezz P8.2 Bottom 0.3 No Message No Message L2 P23 Top 0.24 No Message No Message L2 P23 Bottom 0.24 No Message No Message Mezz P23 Top 0.24 No Message No Message Mezz P23 Bottom 0.24 No Message No Message Mezz P25 Top 0.24 No Message No Message Mezz P25 Bottom 0.24 No Message No Message L2 P26 Top 0.24 No Message i No Message L2 P26 Bottom 0.24 No Message No Message Mezz P26 Top 0.24 No Message No Message Mezz L2 P26 P27 Bottom Top 0.24 0.24 No Message No Message No Message No Message L2 P27 Bottom 0.24 No Message No Message Mezz P27 Top 0.24 No Message No Message Mezz P27 Bottom 0.24 No Message No Message Mezz P23.1 Top 0.24 No Message No Message Mezz P23.1 Bottom 0.24 No Message No Messaqe Table .1 - S ear all Spandrel Summar - ACI 18-11 Part 1 of 2 Top Top Top Bottom Bottom Bottom Bottom Spandrel Top Rebar De ign De ign A Vert Stor Station Rebar Rebar Rebar Rebar Rebar Label Combo Moment Moment in2 ft in Ratio in2 Ratio Combo kip-ft kip-ft L2 S1 Left 2.3374 0.003246 1 ADEQ+ LL --659.8899 0.2672 0.000371 0.7DL + EQ 58.2867 0.5002 1.40L + LL + - L2 S1 Right 4.6926 0.006518 0.7771 EQ 1280.9359 1.4DEQ+ LL L2 S1.1 Left 2.4874 10.003455 _700.7577 0.4984 Page 48 of 158 ETABS-52 ETABS-52 ' 12/18/2014 Top Bottom Top Top Bottom Bottom Bottom Spandrel Top Rebar De ign De ign A Vert Stor Station Rebar Rebar Rebar Rebar Rebar Moment in= ft Label Combo MomentP- ire Ratio inz Ratio Combo ki ft ki ft P- 1 ADL + LL +EQ L2 51.1 Right 2.16 0.003 -586.7251 0.3896 + 1.4DL + LL - L2 S1.2 left 2.16 0.003 558.533 0.3753 L2 S1.2 Right 2.16 0.003 1 ADL ++ LL +-554.8221 0.0192 2.7E-05 0.7DL - EQ 4.2082 0.3772 EQ L2 S1.3 Left 0.9796 0.001361 1.41EQ+ LL - -212 1031 0.3172 0.000441 0.7DL + EQ 69.1429 0.3 L2 S1.3 Right 1.9791 0.002749 1ADE+QLL+ 424.0729 0.3 L2 S16 Left 0.6428 0.000893 1ADEQ+ LL - _139.6595 0.633 0.000879 0.7DL + EQ 137.5507 0.3049 1ADL+LL+EQ L2 S16 Right 2.16 0.003 -596.9019 0.5456 1.40L ++ LL + L2 S15.1 Left 1.1814 0.001712 0.70L - EQ 244.4846 1.4635 0.002121 1 301.9495 0.3 L2 S15.1 Right 2.9042 0.004209 1 ADL ++ LL +-778.0881 0.3923 0.000569 0.7DL - EQ 81.8723 0.3981 EQ 1.4DEQ+ LL - L2 S15.2 Left 0.7454 0.000887 188.951 0.4962 0.000591 0.7DL + EQ 126.0645 0.3 1.4DEQ+ LL L2 S15.2 Right 0.0445 5.3E-05 0.7DL + EQ-11.3535 0.5146 0.000613 130.6977 0.3 L2 S15 Left 1.705 0.003552 1 ADEQ+ LL - _319.9088 0.1984 L2 S15 Right 1.3217 0.002754 1ADE+Q LL + -188 8022 0.1 1.4DE+Q LL + Mezz S23 Left 0.2644 0.001377 0.7DL - EQ 19.08 0.3134 0.001633 22.5762 0.24 Mezz S23 Right 0.3222 0.001678 1.40L ++ LL +-23.201 0.2544 0.001325 0.70L - EQ 18.3645 0.24 EQ Table .1 - S ear all Spandrel Summar - ACI 18-11 Part 2 of 2 Stor Spandrel Label Station A Horz in ft S ear Combo De ign A Diag Diag S ear inz ft S ear kip Combo Sear Diag. kip arning Error L2 S1 Left 1 0 1.40L + LL - EQ 140.248 No Message No Message L2 S1 Right 0 1.4DL + LL + EQ 193.716 No Message No Message L2 S1.1 Left 0 1 ADL + LL - EQ 146.413 No Message No Message L2 S1.1 Right 0 1ADL + LL + EQ 125.268 No Message No Message L2 S1.2 I Left 1 0 11ADL + LL - EQ 122.073 No Message No Message L2 S1.2 Right 0 1.40L + LL + EQ 122.47 No Message No Message L2 S1.3 1 Left 1 0.18 1 ADL + LL - EQ 62.383 No Message No Message L2 S1.3 Right 0.18 1.4DL + LL + EQ 87.652 No Message No Message L2 S16 I Left 0.18 1 ADL + LL - EQ 95.437 No Message No Message L2 S16 Right 0.18 1 ADL + LL + EQ 142.728 No Message No Message L2 S15.1 Left 0.18 1.4DL + LL - EQ 65.829 No Message No Message L2 S15.1 Right 0.18 1.4DL + LL + EQ 121.587 No Message No Message L2 S15.2 Left 0.18 71ADL + LL + EQ 48.015 No Message No Message L2 S15.2 Right 0.18 1 ADL + LL - EQ 72.311 No Message No Message L2 S15 Left 0 1ADL + LL - EQ 59.933 No Message No Message L2 S15 Right 0 1.40L + LL + EQ 43.938 No Message No Message Mezz S23 Left 0.144 1 ADL + LL - EQ 5.934 No Message No Message Mezz S23 Right 0.144 1 ADL + LL + EQ 7.614 No Message No Message Page 49 of 158 ETABS-53 ETABS-53 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P1 9.5 298.5 63.5 10 1 Material Propertie Lt. t Factor Ec lb in2 f. lb in2 f lb in2 f lb in2 Unitle 3604996.5 5000 1 60000 60000 De ign Code Parameter mT I me I m I m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 266.75 9.5 330.25 63.5 10 Bottom Leg 1 9.5 266.75 9.5 330.25 63.5 10 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.629 1ADL + LL - EQ -138.7 -27.1979 301.3624 Bottom 0.26 1ADL + LL - EQ 200.624 2.9021 324.9127 S ear De ign Station Rebar P„ M. V„ mVI mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL + EQ -124.175 321.549 78.277 70.278 127.428 Bottom Leg 1 0.3 1ADL + LL - EQ 172.641 324.9127 74.065 59.821 116.971 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip M. kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Botttom-Right I Leg 1 0 1ADL 1 200.624 1 324.9127 896.11 1000 Not Required I Not Required Page 50 of 158 ETABS-54 ETABS-54 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P1 9.5 298.5 63.5 10 0.794 Material Propertie Lt. t Factor E. lb in2 f r lb in' f lb in' f lb in2 Unitle 3604996.5 5000 1 1 60000 1 60000 De ign Code Parameter mT Oc m m Sei mic IPMA IPMIN MA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 I Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 266.75 9.5 330.25 63.5 10 Bottom Leg 1 9.5 266.75 9.5 330.25 63.5 10 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.307 1 ADL + LL - EQ 181.429 12.0734 416.2312 Bottom 0.326 1 ADL + LL - EQ 190.69 0.8968 -491.4015 S ear De ign Station Rebar P„ Mu V„ mV. mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL - EQ 159.915 416.2312 90.763 59.821 116.971 Bottom Leg 1 0.3 1 ADL + LL - EQ 169.175 -327.4873 90.763 59.821 116.971 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 181.429 416.2312 1028.94 1000 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 190.69 -327.4873 885.06 1000 Not Needed Not Needed Botttom-Right I Leg 1 0 11ADL + LL - EQ 1 80.777 1 22.8093 167.94 1000 Not Needed Not Needed Page 51 of 158 ETABS-55 ETABS-55 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P1.1 9.5 742.25 60 10 1 Material Propertie Lt. t Factor Er lb inz f , lb in2 f lb in2 f lb in2 Unitle 3604996.5 5000 1 1 60000 1 60000 De ign Code Parameter f OT me m m Sei mic INA IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 712.25 9.5 772.25 60 10 Bottom Leg 1 9.5 712.25 9.5 772.25 60 10 Flexural De ign for P, M and M2 P„ Mu2 M„ Station D C Flexural kip kip-ft kip-ft Top 0.795 1 ADL + LL + EQ -33.61 -92.2029 99.644 Bottom 0.829 1 ADL + LL + EQ 438.555 -152.7002 -264.9352 S ear De ign Station Rebar P„ M„ V„ Ov. IDV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL - EQ -30.139 12.4577 23.358 50.912 104.912 Bottom Leg 1 0.3 1 ADL + LL + EQ 433.042 -152.6971 60.12 50.912 104.912 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL + EQ 438.555 -152.6971 1036.32 1000 Not Needed Not Needed Botttom-Right I Leg 1 1 0 11ADL + LL + EQJ 180.492 1 56.2481 1 413.32 1000 1 Not Needed I Not Needed Page 52 of 158 ETABS-56 ETABS-56 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P1.1 9.5 742.25 60 10 0.731 Material Propertie Lt. t Factor E. lb in2 f , lb in2 f lb in2 f lb in2 Unitle 3604996.5 5000 1 60000 60000 De ign Code Parameter tDr me m m Sei mic IPMA IPM,r, +_!MA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 712.25 9.5 772.25 60 10 Bottom Leg 1 9.5 712.25 9.5 772.25 60 10 Flexural De ign for P, M and M2 P. Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.829 1 ADL + LL + EQ 438.555 -152.7002 -264.9352 Bottom 0.407 1 ADL + LL + EQ 447.305 0 345.0279 S ear De ign Station Rebar P„ M„ Vu mVC mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 433.042 -152.6971 60.996 50.912 104.912 Bottom Leg 1 0.3 1 ADL + LL + EQ 441.792 345.0279 60.996 50.912 104.912 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 438.555 -152.6971 1036.32 1000 Not Needed Not Needed Top -Right Leg 1 0 1 ADL + LL + EQ 180.492 56.2481 413.32 1000 Not Needed Not Needed Bottom -Left Leg 1 0 1.40L + LL - EQ 445.226 -17.6982 777.44 1000 Not Needed Not Needed Botttom-Right Leg 1 0 1 ADL + LL - EQ 447.305 345,0279 1435.56 1000 Not Needed Not Needed Page 53 of 158 ETABS-57 ETABS-57 12/18/2014 0 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P1.2 9.5 1102.2509 60.0018 10 1 Material Propertie Lt. t Factor Ec lb in f r lb in f lb in f lb inz Unitle 3604996.5 5000 1 1 60000 1 60000 De ign Code Parameter mr me m m Sei mic lip. IPMIN PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 1072.25 9.5 1132.2518 60.0018 10 Bottom Leg 1 9.5 1072.25 9.5 1132.2518 60.0018 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.501 1 ADL + LL - EQ -9.127 -60.9614 -81.7507 Bottom 0.604 1 ADL + LL + EQ 326.947 -118.2988 -132.9912 S ear De ign Station Rebar Pu M„ V. mV. (DV„ ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL - EQ -9.127 -18.5357 13.051 50.916 104.918 Bottom Leg 1 0.3 1 ADL + LL + EQ 324.859 -41.4965 34.452 50.916 104.918 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P kip Mu kip-ft Stre Comp lb in Stre Limit Ib in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL + EQ 326.947 -132.9912 810.86 1000 Not Needed Not Needed Botttom-Right I Leg 1 1 0 11ADL + LL + EQJ 328.572 1 67.3143 1 682.22 1 1000 1 Not Needed I Not Needed Page 54 of 158 ETABS-58 ETABS-58 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P1.2 9.5 1102.2509 60.0018 10 0.783 Material Propertie Lt. t Factor Ec lb in2 f, lb inz f lb in2 f lb in2 Unitle 3604996.5 5000 1 60000 1 60000 De ign Code Parameter mT me m m Sei mic IP,,,A IPMIN PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left , Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 1072.25 9.5 1132.2518 60.0018 10 Bottom Leg 1 9.5 1072.25 9.5 1132.2518 60.0018 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.604 1 ADL + LL + EQ 326.947 -118.2988 -132.9912 Bottom 0.287 1 ADL + LL + EQ 335.697 0 219.7564 S ear De ign Station Rebar P„ M„ V. mV. OV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 324.859 -41.4965 35.275 50.916 104.918 Bottom Leg 1 0.3 1 ADL + LL + EQ 333.609 219.7564 35.275 50.916 104.918 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 326.947 -132.9912 810.86 1000 Not Needed Not Needed Top -Right Leg 1 0 1 ADL + LL + EQ 328.572 67.3143 682.22 1000 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL - EQ 337.322 -111.9952 786.16 1000 Not Needed Not Needed Botttom-Right I Leg 1 0 1 ADL + LL - EQ 1 335.697 1 219.7564 998.96 1000 Not Needed I Not Needed Page 55 of 158 ETABS-59 ETABS-59 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P1.4 9.5 1690.0018 55.5 10 0.904 Material Propertie Lt. t Factor Ev lb inz f , lb in2 f lb in2 f lb in2 Unitle 3604996.5 5000 1 60000 1 60000 De ign Code Parameter mr me m m Sei mic IP. IPMIN PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 1662.2518 9.5 1717.7518 55.5 10 Bottom Leg 1 9.5 1662.2518 9.5 1717.7518 55.5 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.488 1ADL + LL + EQ 166.41 -52.9997 360.3092 Bottom 0.37 1ADL + LL + EQ 269.327 -53.4668 -99.5384 S ear De ign Station Rebar P„ Mu Vu Ovr mV„ ID Sear Combo Location in' ft kip kip-ft kip kip kip Top Leg 1 0.3 1ADL + LL + EQ 166.41 360.3092 45.088 54.363 104.313 Bottom Leg 1 0.3 1ADL + LL + EQ 254.469 -63.143 20.125 47.093 97.043 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 177.753 351.1172 1141 1000 Not Required Not Required Bottom -Left Leg 1 0 1ADL + LL + EQ 269.327 -63.143 632.87 1000 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL + EQ 1 102.645 1 14.3957 1 218.59 1 1000 INot Required Not Required Page 56 of 158 ETABS-60 ETABS-60 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P1.4 9.5 1690.0018 55.5 10 0.817 Material Propertie Lt. t Factor E, lb in2 f . lb in2 f lb in' f lb inz Unitle 3604996.5 5000 1 60000 1 60000 De ign Code Parameter mr me m m Sei mic IP. IPMIN PMa, 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left I Rig t 2 Rig t z Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 1662.2518 9.5 1717.7518 55.5 10 Bottom Leg 1 9.5 1662.2518 9.5 1717.7518 55.5 10 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.37 1 ADL + LL + EQ 269.327 -53.4668 -99.5384 Bottom 0.238 1 ADL + LL + EQ 277.421 0 106.8213 S ear De ign Station Rebar Pu Mu V„ mVC mV„ ID Sear Combo Location in: ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 254.469 -63.143 20.636 47.093 97.043 Bottom Leg 1 0.3 1 ADL + LL + EQ 262.563 106.8213 20.636 47.093 97.043 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 269.327 -63.143 632.87 1000 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL + EQ 102.645 14.3957 218.59 1000 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 260.531 -82.7184 662.78 1000 Not Required Not Required Botttom-Right Leg 1 0 11.4DL+LL-EQI 277.421 1 106.8213 749.55 1000 1 Not Required I Not Required Page 57 of 158 ETABS-61 ETABS-61 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P 1.3 9.5 1462.2518 60 10 1 Material Propertie Lt. t Factor Er lb in f. lb in f lb in' f lb in Unitle 3604996.5 5000 1 60000 60000 De ign Code Parameter mr me m m Sei mic IPMA IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 1432.2518 9.5 1492.2518 60 10 Bottom Leg 1 9.5 1432.2518 9.5 1492.2518 60 10 Flexural De ign for P, M and M2 Pu Mu2 M. Station DC Flexural kip-ft kip-ft Top 0.373 1 ADL + LL - EQ 1.586 -43.3172 -137.1771 Bottom 0.461 1 ADL + LL + EQ 239.164 -81.0619 -179.9113 S ear De ign Station Rebar P. M„ V. mV. mV„ ID S ear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 1.586 -88.234 37.387 50.912 104.912 Bottom Leg 1 0.3 1 ADL + LL + EQ 236.416 -96.4391 43.254 50.912 104.912 Boundar Element C eck Station Edge Go erning P„ Mu Stre Comp Stre Limit C Dept C Limit ID Location Lengt in Combo kip kip-ft lb in' Ib in2 in in Top -Left Leg 1 0 1 ADL + LL - EQ 4.988 -88.234 184.78 1000 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1ADL+LL+EQ 239.164 -179.9113 758.43 1000 Not Needed Not Needed 1ADL+LL+EQ Botitom-Right Leg 1 0 242.637 1.9665 408.33 1000 Not Needed Not Needed Page 58 of 158 ETABS-62 ETABS-62 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P1.3 9.5 1462.2518 60 10 0.921 Material Propertie Lt. t Factor Er lb in2 f c lb in2 f lb in' f lb in2 Unitle 3604996.5 5000 1 60000 60000 De ign Code Parameter mT me m m Sei mic IP. IPMIN 0.9 0.65 0.75 0.6 0.04 0.0025+3i7 Pier Leg Location, Lengt and T ickne Station Left Left 7 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 1432.2518 9.5 1492.2518 60 10 Bottom Leg 1 9.5 1432.2518 9.5 1492.2518 60 10 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.461 1 ADL + LL + EQ 239.164 -81.0619 -179.9113 Bottom 0.261 1 ADL + LL + EQ 247.914 0 260.0115 S ear De ign Station Rebar P„ M„ V. (DVC mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL + EQ 236.416 -96.4391 43.992 50.912 104.912 Bottom Leg 1 0.3 1 ADL + LL + EQ 245.166 260.0115 43.992 50.912 104.912 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 239.164 -179.9113 758.43 1000 Not Needed Not Needed Top -Right Leg 1 0 1.4DL + LL + EQ 242.637 1.9665 408.33 1000 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL - EQ 251.387 -54.3901 527.76 1000 Not Required Not Required Botttom-Right I Leg i 1 0 1.4DL + LL - EQ 247.914 1 260.0115 1 933.21 1 1000 1 Not Required I Not Required Page 59 of 158 ETABS-63 ETABS-63 12/18/2014 STABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P12.1 2993.4996 177.625 139.25 10 1 Material Propertie Lt. t Factor Er lb in2 f r, lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr me m m Sei mic IPMA IPMM PMA 0.9 1 0.65 1 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2993.4996 108 2993.4996 247.25 139.25 10 Bottom Leg 1 2993.4996 108 2993.4996 247.25 139.25 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.165 1 ADL + LL - EQ 85.116 1.0995 733.955 Bottom 0.089 0.7DL + EQ 34.491 -3.895 350.4455 S ear De ign Station Rebar Pu Mu Vu mVI mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 85.116 733.955 102.843 187.145 312.47 Bottom Leg 1 0.3 1 ADL + LL - EQ 105.423 29.6191 102.843 190.191 315.516 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit Ib in2 C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 54.291 -140.6374 91.21 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 115.069 733.955 355.16 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 135.376 -294.4737 206.56 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 135.376 1 29.6191 108.22 800 Not Required I Not Required Page 60 of 158 ETABS-64 ETABS-64 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P12.1 2993.4996 177.625 139.25 10 1 Material Propertie Lt. t Factor Er lb in f, lb in Unitle f lb in f lb in 3604996.5 4000 1 60000 60000 De ign Code Parameter mT me m m Sei mic IPMA IPM,N 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2993.4996 108 2993.4996 247.25 139.25 10 Bottom Leg 1 2993.4996 108 2993.4996 247.25 139.25 10 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.091 1 ADL + LL - EQ 156.881 -2.5062 455.4873 Bottom 0.149 0.7DL - EQ 39.066 5.2064 -507.4832 S ear De ign Station Rebar Pu Mu vu Ov, Ov, ID Sear Combo Location 2 inft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL - EQ 96.314 455.4873 104.772 188.825 314.15 Bottom Leg 1 0.3 1 ADL + LL - EQ 116.622 -58.7281 104.772 191.871 317.196 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in" Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 0.70L + EQ 67.967 -7.6804 51.66 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 156.881 455.4873 281.79 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL - EQ 177.189 -58.7281 149.05 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQJ 155.676 1 308.2358 1 226.25 1 800 1 Not Required I Not Required Page 61 of 158 ETABS-65 ETABS-65 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P 10 3178.5 773.75 1313 10 0.666 Material Propertie Lt. t Factor Ec lb in' f lb i� f lb in= f lb in' Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr me m m Sei mic IP. IPMtN PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3178.5 117.25 3178.5 1430.25 1313 10 Bottom Leg 1 3178.5 117.25 3178.5 1430.25 1313 10 Flexural De ign for P, M and M2 Pu Mu2 Mukip Station D C Flexural kip-ft kip-ft Top 0.279 1 ADL + LL - EQ 200.845 428.1915 2926.5123 Bottom 0.11 1.40L + LL - EQ 296.894 -231.0231 1986.6709 S ear De ign Station Reber P° M. V. (DVr Wn ID S ear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 200.845 2926.5123 535.127 1674.347 2856.047 Bottom Leg 1 0.3 1.213L + 1.6LL 364.532 2127.3613 41.445 1698.9 2880.6 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in' Stre Limit lb in' C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 277.008 2804.1915 32.81 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Botttom-Right I Leg 1 0 1 ADL 0 0 0 0 Not Needed I Not Needed Page 62 of 158 ETABS-66 ETABS-66 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P10 3178.5 773.75 1313 10 0.594 Material Propertie Lt. t Factor Er lb inz f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr me m m Sei mic IPMA IPMIN PMA 0.9 1 0.65 r 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3178.5 117.25 3178.5 1430.25 1313 10 Bottom Leg 1 3178.5 117.25 3178.5 1430.25 1313 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.045 1 ADL + LL + EQ 600.549 112.0608 6947.0281 Bottom 0.03 1.4DL + LL + EQ 746.189 0.258 7403.8627 S ear De ign Station Rebar P„ M„ V„ Ovr (I)VI ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 485.551 6947.0281 545.901 1717.053 2898.753 Bottom Leg 1 0.3 1.2DL + 1.6LL 584.058 5813.4878 69.469 1731.829 2913.529 Bounder Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 600.549 6947.0281 74.75 800 Not Required Not Required Bottom -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Botttom-Right I Leg 1 0 1ADL 0 0 0 0 Not Needed I Not Needed Page 63 of 158 ETABS-67 ETABS-67 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P13 2943.5 4 212.5 8 1 Material Propertie Lt. t Factor Ec lb in2 f c lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mT I me I m m Sei mic I INA I IPMw I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2837.25 4 3049.75 4 212.5 8 Bottom Leg 1 2837.25 4 3049.75 4 212.5 8 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.182 1 ADL + LL - EQ -21.01 0.8983 323.1584 Bottom 0.179 0.7DL - EQ -10.749 -0.1808 -393.2558 S ear De ign Station Rebar Pu Mu V„ mV. Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ -21.01 323.1584 73.956 209.733 362.733 Bottom Leg 1 0.24 1 ADL + LL - EQ 3.782 -0.154 73.956 213.452 366.452 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 28.19 -194.1673 55.28 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 30.523 323.1584 82.36 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 55.315 -0.154 32.57 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 52.981 1 342.7108 99.47 800 Not Required I Not Required Page 64 of 158 ETABS-68 ETABS-68 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P13 2960.0217 4 172.5 8 1 Material Propertie Lt. t Factor E, lb in2 f , lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter Or me m m Sei mic IP. IPMw P 0.9 0.65 0.75 0.6 0.04 0.0625 0.8 Pier Leg Location, Lengt and T ickne Station Location ID Left 1 in Left 1 in Rig t 2 in Rig t 2 in Lengt in T ickne in Top Leg 1 2892.25 4 3049.75 4 157.5 8 Top Leg 2 2837.25 4 2852.25 4 15 8 Bottom Leg 1 2892.25 4 3049.75 4 157.5 8 Bottom j Leg 2 1 2837.25 j 4 2852.25 4 15 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.213 0.7DL + EQ -56.553 0.7958 -198.0071 Bottom 0.293 0.7DL + EQ -46.49 -0.2008 459.6855 S ear De ign Station Location ID Rebar in2 ft Sear Combo P„ kip M„ kip-ft V„ kip mV. kip mV„ kip Top Leg 1 0.24 1 ADL + LL - EQ -3.233 164.8124 66.226 157.3 270.7 Top Leg 2 0.24 1.40L + LL - EQ 7.784 43.389 8.691 4.629 15.429 Bottom Leg 1 0.24 1 ADL + LL - EQ 15.142 -24.4073 66.226 160.056 273.456 Bottom I Leg 2 1 0.24 11ADL + LL - EQ 1 9.534 1 3.9797 1 8.691 1 9.107 1 19.907 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 62.873 -41.8286 65.07 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 96.28 164.8124 136.21 800 Not Required Not Required Top -Left Leg 2 0 1.4DL + LL - EQ 14.493 -4.1654 287.39 800 Not Required Not Required Top -Right Leg 2 0 1.4DL + LL - EQ 14.493 43.389 1856.34 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 114.655 -24.4073 99.85 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL - EQ 89.83 19.4233 78.34 800 Not Required Not Required Bottom -Left Leg 2 0 1 ADL + LL - EQ 16.243 -43.5228 1876.27 800 Not Needed Not Needed N Page 65 of 158 ETABS-69 ETABS-69 12/18/2014 Station Edge Go erning P„ M„ Stre Comp Stre Limit C Dept C Limit ID Location Lengt in Combo kip kip-ft lb in lb in in in Botttom-Right Leg 2 0 11.4DL+LL-EQI 16.243 1 3.9797 1 294.55 1 800 1 Not Needed I Not Needed Page 66 of 158 ETABS-70 ETABS-70 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P17 1 367.25 1 280.25 1 104 1 8 1 Material Propertie Lt. t Factor E, lb in f r lb in f lb in' f lb in' Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter Or I me I m m Sei mic I IP„ A I IPMI I PMn 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 228.25 367.25 332.25 104 8 Bottom Leg 1 367.25 228.25 367.25 332.25 104 8 Flexural De ign for P, M and M2 Pu Mu2 Mukip Station D C Flexural kip-ft kip-ft Top 0.919 1 ADL + LL - EQ 71.015 12.9344 1283.1238 Bottom 0.168 1 ADL + LL - EQ 102.904 8.4763 -301.6648 S ear De ign Station Rebar P„ Mu Vu Ov, Ov, ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL - EQ 71.015 1283.1238 158.479 114.841 189.721 Bottom Leg 1 0.24 1.4DL + LL - EQ 83.149 -164.3066 158.479 116.661 191.541 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in' C Dept in C Limit in Top -Left Leg 1 0 1.40L 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 90.77 1283.1238 1176.79 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 102.904 -164.3066 260.4 800 Not Required Not Required Botttom-Right I Leg 1 1 0 11ADL + LL - EQ 39.866 72.7526 108.45 1 800 INot Required Not Required Page 67 of 158 ETABS-71 ETABS-71 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P17 1 367.25 1 280.25 104 1 8 1 0.894 Material Propertie Lt. t Factor Er lb in2 f r lb in2 Unitle f lb in2 f lb in' 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m I m Sei mic I IPMA ( IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 228.25 367.25 332.25 104 8 Bottom Leg 1 367.25 228.25 367.25 332.25 104 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station DC Flexural kip kip-ft kip-ft Top 0.763 1 ADL + LL + EQ 31.3 -11.0926 737.3606 Bottom 0.524 1 ADL + LL - EQ 106.474 -7.2818 -786.2499 S ear De ign Station Reber P" Mu Vu (I)VI Wn ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL - EQ 87.295 870.8299 162.658 117.282 192.162 Bottom Leg 1 0.24 1 ADL + LL - EQ 106.474 -575.5842 163.289 120.159 195.039 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 104.524 870.8299 850.25 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 135.829 -575.5842 642.2 800 Not Needed Not Needed BoMom-Right I Leg i 1 0 11ADL + LL - EQ 0 0 0 0 Not Needed I Not Needed Page 68 of 158 ETABS-72 ETABS-72 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P17.1 1 367.25 1 1598.5 1 92 1 8 1 0.87 Material Propertie Lt. t Factor E. lb inz f. lb in f lb in' f lb inz Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter mT I me I m m Sei mic I INA I IPMM PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 1552.5 367.25 1644.5 92 8 Bottom Leg 1 367.25 1552.5 367.25 1644.5 92 8 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.193 1 ADL + LL - EQ 193.961 14.4763 154.438 Bottom 0.154 1 ADL + LL - EQ 204.694 -6.2841 -118.836 S ear De ign Station Rebar P. M„ Vu (DVC (DV„ ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL - EQ 176.737 154.438 27.327 118.677 184.917 Bottom Leg 1 0.24 1 ADL + LL - EQ 187.47 -33.6276 27.327 120.287 186.527 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 74.318 -32.707 135.75 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 193.961 154.438 427.75 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 204.694 -33.6276 313.87 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 191.967 J 37.4397 300.63 800 Not Required I Not Required Page 69 of 158 ETABS-73 ETABS-73 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID ICentroid in ICentroid in ILengt in IT ickne in I LLRF Mezz P17.1 367.25 1598.5 92 8 1 Material Propertie Lt. t Factor E. lb in2 f. lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mr I me I m m Sei mic I IPMA I IPMIN ( PMA 0.9 0.65 1 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 1552.5 367.25 1644.5 92 8 Bottom Leg 1 367.25 1552.5 367.25 1644.5 92 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.216 0.7DL + EQ -2.698 -0.1867 -116.2712 Bottom 0.352 0.7DL + EQ 2.668 -0.1967 214.183 S ear De ign Station Rebar Pu Mu V mVC mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL + EQ 67.954 -74.7135 40.761 102.36 168.6 Bottom Leg 1 0.24 1 ADL + LL + EQ 78.687 259.1158 40.761 103.97 170.21 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip M„ kip-ft Stre Comp lb in2 Stre Limit Ib in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 172.139 -34.8438 270.93 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 172.139 38.934 275.28 800 Not Required Not Required Bottom -Left Leg 1 0 1ADL + LL - EQ 182.872 -107.4874 362.76 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQJ 182.872 1 51.1045 1 302.81 1 800 1 Not Required I Not Required Page 70 of 158 ETABS-74 ETABS-74 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P17.2 393.5 750.375 827.75 1 10 1 0.6 Material Propertie Lt. t Factor Er lb in2 f c lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter (Vr I me I m m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 393.5 336.5 393.5 1164.25 827.75 10 Bottom Leg 1 393.5 336.5 393.5 1164.25 827.75 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.269 1 ADL + LL - EQ 1268.381 468.8284 11,968.2591 Bottom 0.131 1 ADL + LL + EQ 1476.542 116.6106 13708.7983 S ear De ign Station Rebar P. M„ V„ mV. (DV„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL + EQ 1272.864 10001.5622 632.306 1227.489 1972.464 Bottom Leg 1 0.3 1 ADL + LL + EQ 1393.578 13708.7983 632.306 1245.596 1990.571 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M. kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 1355.829 10001.5622 268.9 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Botttom-Right I Leg 1 0 1.4DL 1 1476.542 113708.7983 322.44 800 1 Not Requiredl Not Required Page 71 of 158 ETABS-75 ETABS-75 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in ( Lengt in IT ickne in I LLRF Mezz P17.2 393.5 750.375 827.75 1 10 0.534 Material Propertie Lt. t Factor Ec lb in' f c lb in2 f lb in2 f lb in' Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mr I me I m m Sei mic IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 393.5 336.5 393.5 1164.25 827.75 10 Bottom Leg 1 393.5 336.5 393.5 1164.25 827.75 10 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.122 1 ADL + LL + EQ 1315.566 171.5763 7927.7868 Bottom 0.104 1 ADL + LL + EQ 1436.28 -15.209 14349.5075 S ear De ign Station Rebar P„ M. vu Ov, Wn ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 1208.614 7927.7868 642.172 1217.852 1962.827 Bottom Leg 1 0.3 1 ADL + LL + EQ 1329.328 14349.5075 642.172 1235.959 1980.934 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 1427.136 8111.0244 257.64 800 Not Required Not Required Bottom -Left Leg 1 0 0.7DL - EQ 710.81 -3697.1361 124.72 800 Not Required Not Required Botttom-Right I Leg 1 0 0.7DL - EQ 1 1547.849 1 8729.16421 278.72 800 Not Required I Not Required Page 72 of 158 ETABS-76 ETABS-76 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P19.1 479.5 1598.5 92 8 1 Material Propertie Lt. t Factor Ec lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter 0r me (1) (1) Sei mlc IPMA IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 479.5 1552.5 479.5 1644.5 92 8 Bottom Leg 1 479.5 1552.5 479.5 1644.5 92 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.409 1.4DL + LL - EQ -39.964 -0.3975 100.0218 Bottom 0.372 1 ADL + LL - EQ -29.23 -0.6756 -115.9226 S ear De ign Station Rebar P° M„ V„ Ova Ov, ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.40L + LL - EQ -39.964 100.0218 21.594 86.172 152.412 Bottom Leg 1 0.24 1 ADL + LL - EQ -29.23 -16.4718 21.594 87.782 154.022 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 0.7DL + EQ 5.206 -22.8934 31.42 800 Not Required Not Required Botttom-Right I Leg 1 0 0.7DL + EQ 5.206 1 76.5574 88.48 800 Not Required I Not Required Page 73 of 158 ETABS-77 ETABS-77 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P19.1 479.5 1598.5 92 8 1 Material Propertie Lt. t Factor E. lb in2 f r, lb in2 Unitle f lb in2 f lb in2 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mT I me I m (D Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 479.5 1552.5 479.5 1644.5 92 8 Bottom Leg 1 479.5 1552.5 479.5 1644.5 92 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station DC Flexural kip kip-ft kip-ft Top 0.216 0.7DL - EQ -13.83 0.2128 77.8222 Bottom 0.314 0.7DL - EQ -8.463 0.1835 -153.6653 S ear De ign Station Rebar P„ M„ V„ 4)VI OV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 75.106 -55.1884 37.768 103.432 169.672 Bottom Leg 1 0.24 1 ADL + LL + EQ 85.84 249.0332 37.768 105.042 171.282 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 127.241 -55.1884 231.57 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 85.079 56.9127 176.11 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 95.812 -113.5448 250.91 800 Not Required Not Required Botttom-Right I Leg 1 1 0 11ADL + LL - EQ 1 137.975 1 249.0332 452.27 800 Not Required Not Required Page 74 of 158 ETABS-78 ETABS-78 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P19 516.5 1308.75 279 10 1 Material Propertie Lt. t Factor E. lb in f r lb in2 f lb in f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter OT I me I tD m Sei mic I INA I IPMM I PM, 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 516.5 1169.25 516.5 1448.25 279 10 Bottom Leg 1 516.5 1169.25 516.5 1448.25 279 10 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.192 1 ADL + LL - EQ 65.635 -31.1921 892.5887 Bottom 0.1 0.7DL - EQ 33.211 11.461 -630.9147 S ear De ign Station Rebar Pu Mu Vu mVr Ov. ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL + EQ 88.977 -385.0441 149.705 362.728 613.828 Bottom Leg 1 0.3 1 ADL + LL + EQ 129.665 808.4385 149.705 368.831 619.931 Bounder Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 111.234 -385.0441 75.48 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 87.892 892.5887 114.06 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 151.922 -23.8306 56.66 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL + EQ 151.922 1 808.4385 129.23 800 Not Required I Not Required Page 75 of 158 ETABS-79 ETABS-79 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P19 516.5 1308.75 279 1 10 1 Material Propertie Lt. t Factor E. lb in' f r lb inz f lb in f lb in' Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter mr I me I m m Sei mic I INA ( IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 516.5 1169.25 516.5 1448.25 279 10 Bottom Leg 1 516.5 1169.25 516.5 1448.25 279 10 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.177 0.7DL + EQ -46.533 0.469 -322.7511 Bottom 0.432 0.7DL + EQ -26.19 2.0321 1707.0668 S ear De ign Station Rebar Pu M„ V. mVI mV„ ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 13.094 413.9563 175.195 351.345 602.445 Bottom Leg 1 0.3 1 ADL + LL + EQ 53.781 2119.8862 175.195 357.448 608.548 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 90.761 -100.4293 41.82 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL + EQ 199.523 839.9752 149.21 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 240.21 -744.0086 154.91 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 240.21 1 733.7918 153.97 800 Not Required I Not Required Page 76 of 158 ETABS-80 ETABS-80 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P2 1 570 1783.2518 1 264 1 8 1 0.728 Material Propertie Lt. t Factor Ec lb in2 f c lb in2 f lb in' f lb in2 Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter mr I me I m m Sei mic I IPM I IPM,N I Pau, 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 570 1651.2518 570 1915.2518 264 8 Bottom Leg 1 570 1651.2518 570 1915.2518 264 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.09 1 ADL + LL + EQ 281.883 20.0399 -438.1424 Bottom 0.211 1 ADL + LL + EQ 304.995 -63.7356 294.2461 S ear De ign Station Rebar Pu M„ V. mV. mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 274.195 -307.1701 73.239 305.607 495.687 Bottom Leg 1 0.24 1 ADL + LL + EQ 304.995 294.2461 73.239 310.227 500.307 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 281.883 -307.1701 173.13 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 102.295 66.3633 57 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 312.683 -201.9298 174.13 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL + EQI 312.683 1 294.2461 186.05 800 Not Required Not Required Page 77 of 158 ETABS-81 ETABS-81 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in. I Centroid in I Lengt in IT ickne in I LLRF Mezz P2 570 1783.2518 1 264 1 8 0.657 Material Propertie Lt. t Factor Er lb in' f lb irr2 f lb in f lb in Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mr I me I m I m Sei mic I IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 570 1651.2518 570 1915.2518 264 8 Bottom Leg 1 570 1651.2518 570 1915.2518 264 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.167 1 ADL + LL + EQ 395.603 51.1388 442.9152 Bottom 0.135 1 ADL + LL + EQ 426.403 0 1682.2181 S ear De ign Station Rebar P. M„ Vu (DVI mV„ ID Sear Combo Location irr2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 387.016 442.9152 123.93 322.53 512.61 Bottom Leg 1 0.24 1 ADL + LL + EQ 417.816 1682.2181 123.93 327.15 517.23 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 395.603 -34.3527 191.75 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL + EQ 395.603 442.9152 244.51 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 404.542 -889.725 306.44 800 Not Required Not Required Botttom-Right Leg 1 0 1.4DL + LL - EQ 426.403 1 1682.2181 419.12 800 Not Required I Not Required Page 78 of 158 ETABS-82 ETABS-82 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P21 709.1863 1537.5 73.5 1 8 1 1 Material Propertie Lt. t Factor Ec lb in2 f. lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter OT I me m m Sei mic I INA ( IPMM I PM„ 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 709.1863 1500.75 709.1863 1574.25 73.5 8 Bottom Leg 1 709.1863 1500.75 709.1863 1574.25 73.5 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.252 0.7DL - EQ 24.696 -1.0412 158.1764 Bottom 0.239 0.7DL - EQ 28.984 1.471 -162.6483 S ear De ign Station Rebar Pu M„ Vu mV, WV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.40L + LL - EQ 61.054 179.2341 36.441 82.791 135.711 Bottom Leg 1 0.24 1 ADL + LL - EQ 69.629 -117.718 36.441 84.077 136.997 Bounder Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip M„ kip-ft Stre Comp Ib in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 60.754 -50.788 187.93 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 72.043 179.2341 421.12 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 80.618 -117.718 333.22 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL - EQ 1 69.329 1 107.601 297.17 800 Not Required I Not Required Page 79 of 158 ETABS-83 ETABS-83 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID ( Pier ID I Centroid in Centroid in I Lengt in I T ickne in I LLRF Mezz P21 709.1863 1511.25 126 8 1 Material Propertie Lt. t Factor Er lb in' f . lb in2 f lb in f lb in' Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m I m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 709.1863 1448.25 709.1863 1574.25 126 8 Bottom Leg 1 709.1863 1448.25 709.1863 1574.25 126 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.105 0.7DL + EQ 23.143 0.9745 -201.4796 Bottom 0.217 0.7DL + EQ 30.493 -1.6892 349.6318 S ear De ign Station Rebar P. Mu Vu mVc Wn ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 85.795 -131.1097 61.492 139.097 229.817 Bottom Leg 1 0.24 1 ADL + LL + EQ 100.495 413.8581 61.492 141.302 232.022 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in' Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 118.522 -131.1097 191.91 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 128.069 202.4985 241.85 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 142.769 -197.9324 253.84 800 Not Required Not Required Botttom-Right I Leg 1 1 0 1.4DL + LL - EQ 142.769 1 74.1578 1 183.68 1 800 Not Required I Not Required Page 80 of 158 ETABS-84 ETABS-84 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID ( Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF L2 P22 773.5 1394.0784 108.3431 8 1 Material Propertie Lt. t Factor E. lb in= f , lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m m Sei mic I IPMA I IPMW I PMA 0.9 0.65 r 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 773.5 1339.9069 773.5 1448.25 108.3431 8 Bottom Leg 1 773.5 1339.9069 773.5 1448.25 108.3431 8 Flexural De ign for P, M and M2 P. Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.389 1 ADL + LL + EQ 115.323 -8.4834 -713.032 Bottom 0.222 1 ADL + LL + EQ 127.963 6.7665 535.625 S ear De ign Station Rebar P° M„ V„ (vvr (DV„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 115.323 -505.2035 124.866 125.838 203.845 Bottom Leg 1 0.24 1 ADL + LL + EQ 127.963 535.625 124.866 127.734 205.741 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 137.246 -505.2035 545.7 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 39.782 22.7929 63.37 800 Not Required Not Required Bottom -Left Leg 1 0 0.7DL - EQ 46.102 -104.1469 133.04 800 Not Required Not Required Botttom-Right Leg 1 0 0.7DL - EQ 1 149.886 1 535.625 583.61 800 Not Required I Not Required Page 81 of 158 ETABS-85 ETABS-85 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in T ickne in I LLRF Mezz P22 773.5 1394.0784 108.3431 8 0.978 Material Propertie Lt. t Factor Er lb in2 f . lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me ( m m Sei mic I IPMA I IPMM I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 773.5 1339.9069 773.5 1448.25 108.3431 8 Bottom Leg 1 773.5 1339.9069 773.5 1448.25 108.3431 8 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.157 1 ADL + LL + EQ 199.232 -4.4544 -325.568 Bottom 0.215 0.7DL - EQ 2.96 0.0621 -188.7009 S ear De ign Station Rebar P° M„ V„ mVr Ov, ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 123.067 -191.4187 66.313 126.999 205.006 Bottom Leg 1 0.24 1 ADL + LL + EQ 160.999 376.1051 87.008 132.689 210.696 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 199.232 -191.4187 376.63 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 78.755 59.2531 136.29 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 175.542 -109.1454 286.21 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 235.731 1 376.1051 560.34 800 Not Required I Not Required Page 82 of 158 ETABS-86 ETABS-86 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P3 816 1 1783.2518 264 1 8 0.655 Material Propertie Lt. t Factor Ec lb in2 f c lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m m Sei mic I INA I IPMW I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 816 1651.2518 816 1915.2518 264 8 Bottom Leg 1 816 1651.2518 816 1915.2518 264 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.136 1 ADL + LL + EQ 330 -34.7113 -615.2892 Bottom 0.103 1 ADL + LL - EQ 348.968 -8.527 -950.4938 S ear De ign Station Rebar Pu Mu Vu mVr Ov. ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 0.7DL + EQ 123.42 -201.1069 68.242 282.991 473.071 Bottom Leg 1 0.24 0.7DL + EQ 138.82 315.0141 68.242 285.301 475.381 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 330 -448.9906 214.23 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL + EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL + EQ 360.8 -453.932 229.45 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL + EQ 360.8 1 53.8633 177.79 800 Not Required I Not Required Page 83 of 158 ETABS-87 ETABS-87 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P3 816 1783.2518 264 8 0.685 Material Propertie Lt. t Factor E. lb in f r lb inz f lb in2 f lb in' Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter mr I me I m m Sei mic I IPMA I IPMM I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 816 1651.2518 816 1915.2518 264 8 Bottom Leg 1 816 1651.2518 816 1915.2518 264 8 Flexural De ign for P, M and M2 P. Mu2 Mukip Station D C Flexural kip-ft kip-ft Top 0.109 1 ADL + LL - EQ 354.682 -11.6197 -976.0941 Bottom 0.129 1.4131- + LL + EQ 399.804 0 1634.5451 S ear De ign Station Rebar P„ M„ V„ Wc OV„ ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.24 1.41DL + LL + EQ 354.852 -33.7592 166.83 317.706 507.786 Bottom Leg 1 0.24 1 ADL + LL + EQ 385.652 1634.5451 166.83 322.326 512.406 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 369.004 -33.7592 179.08 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 155.427 260.8291 107.27 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 385.482 -842.0069 291.25 800 Not Required Not Required Botttom-Right Leg 1 0 1.4DL + LL - EQ 399.804 1 1634.54511 400.37 1 800 1 Not Required Not Required Page 84 of 158 ETABS-88 ETABS-88 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P14 1635.5 134.75 199 10 1 Material Propertie Lt. t Factor E, lb in f, lb in f lb inz f lb in Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter @r me m m Sei mic IP. IPMm P 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 1635.5 35.25 1635.5 234.25 199 10 Bottom Leg 1 1635.5 35.25 1635.5 234.25 199 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.451 1 ADL + LL - EQ 29.307 -95.841 500.8357 Bottom 0.101 1.4DL + LL + EQ 274.03 -5.3001 982.0223 S ear De ign Station Rebar P. M„ V„ mVr Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 29.307 500.8357 114.789 253.596 432.696 Bottom Leg 1 0.3 1 ADL + LL - EQ 228.827 622.8274 129.359 283.524 462.624 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in' Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 20.649 -55.6873 20.5 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 48.142 500.8357 115.25 800 Not Required Not Required Bottom -Left Leg 1 0 0.7DL - EQ 115.493 -101.7937 76.54 800 Not Required Not Required Botttom-Right I Leg 1 0 0.7DL - EQ 1 274.03 1 982.0223 316.25 800 Not Required I Not Required Page 85 of 158 ETABS-89 ETABS-89 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P14 1635.5 134.75 1 199 1 10 0.801 Material Propertie Lt. t Factor Er lb in2 f, lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mT I me I m I m Sei mic I INA I IPMM I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 1635.5 35.25 1635.5 234.25 199 10 Bottom Leg 1 1635.5 35.25 1635.5 234.25 199 10 Flexural De ign for P, M and M2 P„ Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.107 1 ADL + LL + EQ 261.406 -5.1762 1081.987 Bottom 0.11 1 ADL + LL - EQ 335.02 12.6242 -871.0978 S ear De ign Station Rebar P„ M„ V„ Ov, Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 198.963 828.537 130.601 279.045 458.145 Bottom Leg 1 0.3 1 ADL + LL - EQ 236.843 -228.6987 132.012 284.727 463.827 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp Ib in2 Stre Limit Ib in2 C Dept in C Limit in Top -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 261.406 1081.987 328.08 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL + EQ 337.765 -28.7178 174.95 800 Not Required Not Required Botttom-Right I Leg 1 1 0 11ADL + LL + EQ 337,765 613.6813 281.31 1 800 INot Required Not Required Page 86 of 158 ETABS-90 ETABS-90 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF L2 P6 2600.25 1657.2518 300 8 0.624 Material Propertie Lt. t Factor Ec lb in2 f c lb in2 f lb in' f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mT I me I m I m Sei mic I IPMA I IPMIN ( PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2600.25 1507.2518 2600.25 1807.2518 300 8 Bottom Leg 1 2600.25 1507.2518 2600.25 1807.2518 300 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.482 1 ADL + LL + EQ 514.03 150.5051 -1119.8813 Bottom 0.26 1 ADL + LL - EQ 551.315 -80.5236 -1127.8393 S ear De ign Station Rebar Pu M„ Vu Ov. Ov. ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.41DL + LL + EQ 514.03 -1089.223 156.851 377.647 593.647 Bottom Leg 1 0.24 1 ADL + LL + EQ 549.03 448.6285 156.851 382.897 598.897 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 517.532 -1035.5985 319.2 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom —Left Leg 1 0 1.40L + LL - EQ 552.532 -182.3589 248.46 800 Not Required Not Required Botttom—Right I Leg 1 1 0 11ADL + LL - EQI 550.247 1 448.6285 1 274.13 1 800 1 Not Required I Not Required Page 87 of 158 ETABS-91 ETABS-91 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P6 2600.25 1657.2518 300 1 8 1 0.534 Material Propertie Lt. t Factor EC lb in2 f, lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me I m I m Sei mic I IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left i Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2600.25 1507.2518 2600.25 1807.2518 300 8 Bottom Leg 1 2600.25 1507.2518 2600.25 1807.2518 300 8 Flexural De ign for P, M and M2 P. Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.166 1 ADL + LL - EQ 682.849 11.4354 -1906.7471 Bottom 0.167 1 ADL + LL - EQ 717.849 0 -2070.2455 S ear De ign Station Rebar P„ M„ V„ Ova mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.413L + LL + EQ 676.407 -391.293 159.142 273.221 489.221 Bottom Leg 1 0.24 1.4DL + LL + EQ 711.407 1200.1227 159.142 273.221 489.221 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL - EQ 682.849 -990.8349 383.6 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 276.615 293.299 144.59 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 717.849 -114.7442 310.58 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQJ 714.436 1 1200.1227 417.69 800 1 Not Required I Not Required Page 88 of 158 ETABS-92 ETABS-92 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P7 2716.25 1690.7509 1 243.0018 1 8 1 Material Propertie Lt. t Factor Er lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mT I me I m I m Sei mic I INA I IPMw I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2716.25 1569.25 2716.25 1812.2518 243.0018 8 Bottom Leg 1 2716.25 1569.25 2716.25 1812.2518 243.0018 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.391 1 ADL + LL - EQ 171.097 -55.7546 -1211.8117 Bottom 0.195 1 ADL + LL + EQ 192.433 39.7856 772.2148 S ear De ign Station Rebar P. M„ V„ mVr Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.413L + LL + EQ 164.083 -1164.2295 212.128 268.054 443.015 Bottom Leg 1 0.24 I ADL + LL + EQ 192.433 772.2148 212.128 272.307 447.268 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit Ib in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 173.77 -1026.9751 245.91 800 Not Required Not Required Top -Right Leg 1 0 1ADL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1.4DL + LL - EQ 202.121 -253.0241 142.54 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 202.121 1 323.5369 153.28 800 Not Required I Not Required Page 89 of 158 ETABS-93 ETABS-93 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P7 2716.25 1659.7518 1 305 1 8 1 0.682 Material Propertie Lt. t Factor Er lb in2 f. lb in2 f lb in2 f lb in; Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me m I m Sei mic I IPMA I IPMm I Puu, 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2716.25 1507.2518 2716.25 1812.2518 305 8 Bottom Leg 1 2716.25 1507.2518 2716.25 1812.2518 305 8 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.084 1 ADL + LL - EQ 325.961 -24.0398 319.1704 Bottom 0.097 1 ADL + LL + EQ 326.573 0 1700.4237 S ear De ign Station Rebar Pu M. Vu mVI (DV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 278.798 358.4606 134.196 347.372 566.972 Bottom Leg 1 0.24 1 ADL + LL + EQ 314.381 1700.4237 134.196 352.709 572.309 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp Ib in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 325.961 -104.9503 143.74 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 325.961 319.1704 164.47 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 361.544 -963.5698 241.4 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 361.544 1 745.637 1 220.31 1 800 1 Not Required I Not Required Page 90 of 158 ETABS-94 ETABS-94 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF L2 P12.2 2837.25 56 104 8 1 Material Propertie Lt. t Factor E. lb in2 f , lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m m Sei mic I IP. I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2837.25 4 2837.25 108 104 8 Bottom Leg 1 2837.25 4 2837.25 108 104 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.193 1 ADL + LL - EQ 26.179 -1.7372 250.0508 Bottom 0.125 0.7DL + EQ 12.428 -1.5159 145.6948 S ear De ign Station Rebar P. M. V„ IDV. Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 26.179 250.0508 38.959 108.115 182.995 Bottom Leg 1 0.24 1 ADL + LL - EQ 38.313 -6.0726 38.959 109.935 184.815 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 30.653 -11.7245 46.6 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL + EQ 33.48 250.0508 248.31 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL - EQ 45.613 -6.0726 59.88 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 42.786 1 147.8363 174.44 800 Not Required I Not Required Page 91 of 158 ETABS-95 ETABS-95 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P12.2 2837.25 56 104 8 1 Material Propertie Lt. t Factor E. lb inz f. lb in Unitle f lb in' f lb inz 3604996.5 4000 1 60000 60000 De ign Code Parameter OT I me I m I (D Sei mic I IPMA I IPMm I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2837.25 4 2837.25 108 104 8 Bottom Leg 1 2837.25 4 2837.25 108 104 8 Flexural De ign for P, M and M2 P. Mu2 M. Station D C Flexural kip-ft kip-ft Top 0.108 0.7DL + EQ -6.167 0.1045 -62.2707 Bottom 0.226 0.7DL + EQ -0.101 0.0163 180.0292 S ear De ign Station Rebar P° M„ V„ mV. mV„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 61.793 175.0589 44.932 113.457 188.337 Bottom Leg 1 0.24 1 ADL + LL - EQ 73.927 -38.5994 44.932 115.277 190.157 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in' Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 48.185 -13.4943 69.14 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 84.788 175.0589 247.57 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 96.921 -38.5994 148.61 800 Not Required Not Required eotttom-Right Leg 1 0 11ADL + LL - EQ 1 60.318 1 140.0114 189 800 Not Required I Not Required Page 92 of 158 ETABS-96 ETABS-96 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P9.2 2945.75 1492.125 123.75 1 8 1 0.901 Material Propertie Lt. t Factor Er lb in2 f , lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter mT I me I m m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2945.75 1430.25 2945.75 1554 123.75 8 Bottom Leg 1 2945.75 1430.25 2945.75 1554 123.75 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.127 1.4DL + LL - EQ 160.97 6.2172 321.4589 Bottom 0.119 1 ADL + LL - EQ 175.407 -3.4731 -314.4847 S ear De ign Station Rebar Pu M„ V. Ove (I)VI ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL - EQ 129.77 321.4589 63.594 143.439 232.539 Bottom Leg 1 0.24 1.4DL + LL - EQ 144.208 -86.821 63.594 145.605 234.705 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 58.099 -52.9512 89.8 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 160.97 321.4589 351.52 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 175.407 -86.821 228.2 800 Not Required Not Required Botttom-Right Leg 1 0 1.4DL + LL - EQ 152.566 35.8801 175.19 800 Not Required Not Required Page 93 of 158 ETABS-97 ETABS-97 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P9.2 2945.75 1 1492.125 123.75 8 0.955 Material Propertie Lt. t Factor E. lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me I m m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left t Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2945.75 1430.25 2945.75 1554 123.75 8 Bottom Leg 1 2945.75 1430.25 2945.75 1554 123.75 8 Flexural De ign for P, M and M2 Pu Muz M. Station D C Flexural kip-ft kip-ft Top 0.18 0.7DL + EQ -17.611 0.1369 -87.1019 Bottom 0.369 0.7DL + EQ -10.393 -0.0162 297.9951 S ear De ign Station Rebar P. Mu Vu mV. mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 61.896 1.7835 44.934 133.258 222.358 Bottom Leg 1 0.24 1 ADL + LL + EQ 76.333 342.5898 44.934 135.424 224.524 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 208.554 -67.1112 250.1 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL - EQ 208.554 41.4268 235.01 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 222.992 -194.2074 339.38 800 Not Required Not Required Botttom-Right Leg 1 0 11.4DL+LL-EQI 222.992 1 143.8575 1 309.79 1 800 Not Required I Not Required Page 94 of 158 ETABS-98 ETABS-98 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF L2 P9.1 3037.75 1492.125 123.75 8 1 Material Propertie Lt. t Factor E. lb in2 f c lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m m Sei mic I INA I IPMw I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3037.75 1430.25 3037.75 1554 123.75 8 Bottom Leg 1 3037.75 1430.25 3037.75 1554 123.75 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.189 0.7DL + EQ 10.813 3.1623 -227.9876 Bottom 0.189 0.7DL - EQ 19.127 1.6895 -268.2892 S ear De ign Station Rebar P° M. Vu Ov, Ov. ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 29.734 208.9721 52.383 128.434 217.534 Bottom Leg 1 0.24 1 ADL + LL - EQ 44.171 69.5486 52.383 130.6 219.7 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL - EQ 30.792 -175.5044 134.25 800 Not Required Not Required Top -Right Leg 1 0 1ADL + LL - EQ 30.792 208.9721 153.91 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL - EQ 45.229 -314.8564 230.73 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQI 45.229 1 69.5486 1 86.56 1 800 1 Not Required I Not Required Page 95 of 158 ETABS-99 ETABS-99 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P9.1 3037.75 1492.125 123.75 8 1 Material Propertie Lt. t Factor E. lb in2 f, lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter (D-r (Dc (D m Sei mic IPMA IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3037.75 1430.25 3037.75 1554 123.75 8 Bottom Leg 1 3037.75 1430.25 3037.75 1554 123.75 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station DC Flexural kip kip-ft kip-ft Top 0.068 1 ADL + LL + EQ 99.772 1.2591 -185.2117 Bottom 0.111 1.4DL + LL + EQ 114.21 -1.1564 349.1269 S ear De ign Station Rebar P° M° Vu Ov. mV„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 97.037 58.8715 53.434 138.529 227.629 Bottom Leg 1 0.24 1 ADL + LL + EQ 111.474 349.1269 53.434 140.695 229.795 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu. kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 99.772 -185.2117 209.63 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 99.772 58.8715 135.38 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 114.21 -6.0189 118.9 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL + EQJ 114.21 1 349.1269 320.54 800 Not Required I Not Required Page 96 of 158 ETABS-100 ETABS-100 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P12 3049.75 56 104 8 1 Material Propertie Lt. t Factor Er lb in f c lb irr• f lb in' f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter O I me I m I m Sei mic I INA I IPMI I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3049.75 4 3049.75 108 104 8 Bottom Leg 1 3049.75 4 3049.75 108 104 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.277 1 ADL + LL - EQ -1.014 0.7092 218.8243 Bottom 0.243 0.7DL + EQ -5.119 0.8302 175.9387 S ear De ign Station Rebar P„ M„ V„ mV, (I)VI ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ -1.014 218.8243 44.594 104.036 178.916 Bottom Leg 1 0.24 1 ADL + LL - EQ 11.119 -4.8856 44.594 105.856 180.736 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in' Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 9.626 198.005 176.33 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 20.566 -4.8856 28.78 800 Not Required Not Required Botttom-Right j Leg 1 0 11ADL + LL - EQ 1 15.692 16.5377 1 32.62 1 800 INot Required Not Required Page 97 of 158 ETABS-101 ETABS-101 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P12 3049.75 56 1 104 8 1 Material Propertie Lt. t Factor Ec lb in' f c lb inz Unitle f lb in2 f lb inz 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter mr me m 4) Sei mic IP. IPMa P 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3049.75 4 3049.75 108 104 8 Bottom Leg 1 3049.75 4 3049.75 108 104 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station DC Flexural kip kip-ft kip-ft Top 0.409 0.7DL - EQ -37.825 -0.7338 177.937 Bottom 0.466 0.7DL - EQ -31.758 -0.4229 -246.9941 S ear De ign Station Rebar P„ Mu V„ mVI OV„ ID Sear Combo Location in' ft kip kip-ft kip kiip kip Top Leg 1 0.24 1.4DL + LL - EQ -29.058 210.0029 47.259 99.83 174.71 Bottom Leg 1 0.24 1.4DL + LL - EQ -16.924 0.4437 47.259 101.65 176.53 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in' Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 62.458 -102.2431 160.15 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 62.458 44.4745 112.08 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL + EQ 74.591 -53.5398 134.2 800 Not Required Not Required Botttom-Right Leg 1 0 1.4DL + LL + EQ 74.591 209.4951 263.97 800 Not Required Not Required Page 98 of 158 ETABS-102 ETABS-102 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P9 3059.5 1687.7509 259.0018 10 1 Material Propertie Lt. t Factor E. lb in2 f, lb in' Unitle f lb in2 f lb in2 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mT I me I m I W Sei mic I INN IPMw I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3059.5 1558.25 3059.5 1817.2518 259.0018 10 Bottom Leg 1 3059.5 1558.25 3059.5 1817.2518 259.0018 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.055 1 ADL + LL + EQ 158,515 28.9454 309.0844 Bottom 0.089 0.7DL + EQ 76.435 -0.0277 1270.5587 S ear De ign Station Rebar Pu M„ V. mV. mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 133.234 309.0844 146.89 344.323 577.425 Bottom Leg 1 0.3 1 ADL + LL + EQ 171.005 1518.8598 146.89 349.989 583.091 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 82.83 -56.7538 38.07 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 158.515 309.0844 94.38 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 163.544 -689.2812 137.13 800 Not Required Not Required Botttom-Right Leg 1 0 IIADL + LL - EQI 196.286 1 1518.85981 238.81 1 800 1 Not Required Not Required Page 99 of 158 ETABS-103 ETABS-103 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P9.1.1 3059.5 1578.25 40 8 1 Material Propertie Lt. t Factor E. lb in f, lb inz f lb inz f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT me m m Sei mic IN,% IPMIN 40.8 0.9 0.65 0.75 0.6 0.04 0.0025 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3059.5 1558.25 3059.5 1598.25 40 8 Bottom Leg 1 3059.5 1558.25 3059.5 1598.25 40 8 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.677 1 ADL + LL - EQ 4.42 2.5049 201.2409 Bottom 0.746 1 ADL + LL - EQ 9.087 -3.6118 -225.8135 S ear De ign Station Rebar P. Mu Vu Ovc Wn ID Sear Combo Location inz ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 4.42 201.2409 42.705 24.479 53.279 Bottom Leg 1 0.24 1 ADL + LL - EQ 9.087 -151.9215 42.705 35.968 64.768 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb inz Stre Limit lb inz C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 14.683 -0.2946 47.54 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 22.709 152.2977 927.64 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 27.376 -105.0604 676.51 800 Not Needed Not Needed Botttom-Right Leg 1 0 1 ADL + LL + EQ 0 1 0 1 0 1 0 1 Not Needed I Not Needed Page 100 of 158 ETABS-104 ETABS-104 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P9.1.2 3059.5 1689.25 50 8 1 Material Propertie Lt. t Factor Er lb in2 f � lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter OT me m m Sei mic INA IPMM PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3059.5 1664.25 3059.5 1714.25 50 8 Bottom Leg 1 3059.5 1664.25 3059.5 1714.25 50 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.256 1 ADL + LL - EQ 42.195 9.8425 134.328 Bottom 0.251 1 ADL + LL - EQ 48.028 -6.558 -151.2936 S ear De ign Station Rebar P„ M„ V„ mV. mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 42.195 134.328 28.562 30.358 66.358 Bottom Leg 1 0.24 1 ADL + LL - EQ 48.028 -25.8751 28.562 30.358 66.358 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 42.248 -35.7739 234.41 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 42.68 134.328 590.28 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 48.514 -25.8751 214.43 800 Not Required Not Required Botttom-Right Leg 1 1 0 JIADL + LL - EQJ 48.082 1 47.706 1 291.95 1 800 1 Not Required I Not Required Page 101 of 158 ETABS-105 ETABS-105 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P9.1.3 3059.5 1798.7509 37.0018 1 8 1 1 Material Propertie Lt. t Factor Er lb inz f r lb in2 f lb in' f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter Or I We I m tD Sei mic I INA I IPMW I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left , Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3059.5 1780.25 3059.5 1817.2518 37.0018 8 Bottom Leg 1 3059.5 1780.25 3059.5 1817.2518 37.0018 8 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.661 1 ADL + LL + EQ 18.297 2.7884 -171.2809 Bottom 0.702 1.4131- + LL + EQ 22.614 -1.8147 186.2654 S ear De ign Station Rebar Pu Mu Vu mV. (I)VI ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL + EQ 18.297 -104.738 35.755 22.466 49.107 Bottom Leg 1 0.24 1 ADL + LL + EQ 22.614 186.2654 35.755 20.825 47.467 Bounder Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp Ib inz Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 19.739 -104.738 755.18 800 Not Needed Not Needed Top -Right Leg 1 0 1 ADL + LL + EQ 7.446 4.7234 56.2 800 Not Needed Not Needed Bottom -Left Leg 1 0 0.7DL - EQ 9.604 -6.3831 74.4 800 Not Required Not Required Botttom-Right Leg 1 0 0.7DL - EQ 1 24.056 1 186.2654 1 1305.68 800 Not Required I Not Required Page 102 of 158 ETABS-106 ETABS-106 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in ( Lengt in IT ickne in I LLRF L2 P11 1 2943.5 1 108 212.5 1 8 1 1 Material Propertie Lt. t Factor E. lb in2 f r lb inz f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr ( me I m I m Sei mic I IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left t Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2837.25 108 3049.75 108 212.5 8 Bottom Leg 1 2837.25 108 3049.75 108 212.5 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.171 0.7DL + EQ 11.129 0.4201 -548.0481 Bottom 0.063 1 ADL + LL - EQ 111.991 -3.9853 -550.6239 S ear De ign Station Rebar P„ Mu V„ mV. (DV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 52.952 -269.5383 79.901 220.827 373.827 Bottom Leg 1 0.24 1 ADL + LL + EQ 77.744 109.2323 79.901 224.546 377.546 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 87.199 -207.3131 92.61 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL - EQ 87.199 212.9288 93.73 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 111.991 -194.6466 104.67 800 Not Required Not Required Botttom-Right I Leg 1 0 1.4DL + LL - EQ 95.341 1 109.2323 77.85 800 Not Required I Not Required Page 103 of 158 ETABS-107 ETABS-107 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P11 2943.5 108 212.5 8 1 Material Propertie Lt. t Factor Er lb in2 f r lb in2 Unitle f lb in f lb in2 3604996.5 4000 1 60000 60000 De ign Code Parameter mr me m 0 Sei mic IPMA IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2837.25 108 3049.75 108 212.5 8 Bottom Leg 1 2837.25 108 3049.75 108 212.5 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.041 1 ADL + LL + EQ 119.775 -1.172 -266.0788 Bottom 0.206 0.7DL - EQ 17.583 0.0107 -691.9935 S ear De ign Station Rebar Pu Mu Vu Ov. Ov, ID Sear Combo Location in' ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL + EQ 72.637 -195.6034 82.335 223.78 376.78 Bottom Leg 1 0.24 1.4DL + LL + EQ 97.429 557.2678 82.335 227.499 380.499 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 119.775 -195.6034 109.44 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL + EQ 101.998 52.4461 70.45 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL + EQ 144.567 -178.2212 120.56 800 Not Required Not Required Botttom-Right Leg 1 0 11.413L + LL + EQJ 144.567 1 557.2678 1 196.11 1 800 1 Not Required I Not Required Page 104 of 158 ETABS-108 ETABS-108 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in LLRF L2 P13.1 2216.7947 35.25 1102.75 10 0.693 Material Propertie Lt. t Factor Er lb in2 f r lb inz f lb in' f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m tD Sei mic I INA I IPMW I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Location ID Left in Left 1 in Rig t 2 in Rig t 2 in Lengt in T ickne in Top Leg 1 1635.5 35.25 2785.25 35.25 1149.75 10 Bottom Leg 1 2083.25 35.25 2785.25 35.25 702 10 Bottom Leg 2 1635.5 35.25 2036.25 35.25 400.75 10 Flexural De ign for P, M and M2 P. Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.208 1 ADL + LL + EQ 358.064 348.07 1948.446 Bottom 0.05 1 ADL + LL - EQ 507.02 154.7304 2223.9675 S ear De ign Station Location ID Rebar in' ft Sear Combo P„ kip M„ kip-ft V„ kip mV. kip mV„ kip Top Leg 1 0.3 1.4DL + LL - EQ 376.632 2117.3413 345.578 1496.283 2531.058 Bottom Leg 1 0.3 1.2DL + 1.6LL 366.499 -1133.0067 3.378 231.869 863.669 Bottom Leg 2 0.3 1.2DL + 1.6LL 90.828 -312.1593 29.184 515.468 876.143 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in Stre Limit lb in' C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 384.972 2117.3413 45.02 800 Not Required Not Required Bottom -Left Leg 1 0 1.40L 0 0 0 0 Not Needed Not Needed Botttom-Right Leg 1 0 1.41DL 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 2 0 1.4DL 0 0 0 0 Not Needed Not Needed Botttom-Right Leg 2 0 1 ADL 0 0 0 0 Not Needed Not Needed Page 105 of 158 ETABS-109 ETABS-109 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P13.1 2210.375 35.25 1150.75 9.9913 0.643 Material Propertie Lt. t Factor E. lb in2 f, lb in2 Unitle f lb in2 f lb in2 3604996.5 4000 1 60000 60000 De ign Code Parameter mT ( me I m m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Location ID Left 1 in Left 1 in Rig t 2 in Rig t 2 in Lengt in T ickne in Top Leg 1 2083.25 35.25 2785.25 35.25 702 10 Top Leg 2 1635.5 35.25 2035.25 35.25 399.75 10 Bottom Leg 1 1635.5 35.25 2785.25 35.25 1149.75 10 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.054 1 ADL + LL - EQ 572.964 153.4987 3200.3483 Bottom 0.031 1.4DL + LL - EQ 694.03 -0.2758 1564.6024 S ear De ign Station Location ID Reber in2 ft Sear Combo P„ kip M. kip-ft V„ kip (DVI kip Wn kip Top Leg 1 0.3 1 ADL + LL - EQ 407.944 487.2271 256.61 940.28 1572.08 Top Leg 2 0.3 1.413L + LL - EQ 133.028 -929.5318 145.632 520.546 880.321 Bottom Leg 1 0.3 1.2DL + 1.6LL 592.632 3003.4222 74.08 1528.683 2563.458 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 438.469 -459.1599 69.17 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 438.469 487.2271 69.58 800 Not Required Not Required Top -Left Leg 2 0 1 ADL + LL - EQ 149.217 -929.5318 79.21 800 Not Required Not Required Top -Right Leg 2 1 0 11ADL + LL - EQ 32.622 108.5817 13.05 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Botttom-Right Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Page 106 of 158 ETABS-110 ETABS-110 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF L2 P11.1.1 3112.25 117.25 132.5 10 1 Material Propertie Lt. t Factor Er lb in2 f. lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me I m I m Sei mic I INA I IPNIIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3046 117.25 3178.5 117.25 132.5 10 Bottom Leg 1 3046 117.25 3178.5 117.25 132.5 10 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.225 0.7DL - EQ -40.164 0.974 252.6966 Bottom 0.098 0.7DL - EQ -21.081 -0.1894 -91.4967 S ear De ign Station Rebar P. Mu Vu Ov, Ov, ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL - EQ -36.524 268.4518 45.298 160.446 279.696 Bottom Leg 1 0.3 1 ADL + LL - EQ -3.477 31.2546 44.651 165.403 284.653 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 47.812 -217.3647 125.23 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL + EQ 47.812 48.2551 55.87 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 68.452 -59.8935 76.22 800 Not Required Not Required Botttom-Right Leg 1 0 11AIDL + LL + EQ 68.452 1 71.7311 81.08 800 Not Required I Not Required Page 107 of 158 ETABS-111 ETABS-111 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID ( Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P11.1.1 1 3112.25 1 117.25 132.5 10 1 Material Propertie Lt. t Factor Er lb inz f. lb in f lb in' f lb in' Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter OT I me I m ( (1) Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3046 117.25 3178.5 117.25 132.5 10 Bottom Leg 1 3046 117.25 3178.5 117.25 132.5 10 Flexural De ign for P, M and M2 Pu Mu2 mu Station D C Flexural kip kip-ft kip-ft Top 0.04 0.7DL - EQ -9.31 2.0833 -26.8664 Bottom 0.233 0.7DL + EQ -23.283 -1.2557 353.9436 S ear De ign Station Rebar Pu Mu Vu Ov. Ov. ID S ear Combo Location in' ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 7.493 -14.9716 45.747 167.049 286.299 Bottom Leg 1 0.3 1 ADL + LL - EQ 44.002 83.2826 46.036 172.525 291.775 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in' Stre Limit lb inz C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 54.21 -6.6538 43.64 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 37.407 6.6947 30.98 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 119.755 -371.3929 242.69 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 119.755 1 83.2826 124.54 800 Not Required I Not Required Page 108 of 158 ETABS-112 ETABS-112 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P15 1155.5 228.25 454 1 10 0.831 Material Propertie Lt. t Factor Ec lb in2 f lb in= f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mr I Oc I m I m Sei mic I INA I IPMM I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 928.5 228.25 1382.5 228.25 454 10 Bottom Leg 1 928.5 228.25 1382.5 228.25 454 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.47 1 ADL + LL + EQ 92.978 230.1038 -1637.6942 Bottom 0.181 1.4DL + LL - EQ 338.649 144.7602 -2424.5497 S ear De ign Station Rebar Pu Mu Vu mV, OV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL - EQ 78.943 -220.7205 182.821 580.368 988.968 Bottom Leg 1 0.3 1.4DL + LL - EQ 338.649 -1033.3387 248.533 619.324 1027.924 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 121.799 -985.4236 61.25 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 46.382 332.4751 21.83 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 381.425 -1155.2205 124.37 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL + EQI 381.425 1 235.9905 1 92.26 1 800 1 Not Required Not Required Page 109 of 158 ETABS-113 ETABS-113 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in ( Centroid in I Lengt in I T ickne in I LLRF Mezz P15 1155.5 228.25 454 10 0.731 Material Propertie Lt. t Factor Ec lb in2 f c lb in2 Unitle f lb in2 f lb in2 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m m Sei mic I INA I IPMM I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 928.5 228.25 1382.5 228.25 454 10 Bottom Leg 1 928.5 228.25 1382.5 228.25 454 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.181 1.4DL + LL - EQ 338.649 144.7602 -2424.5497 Bottom 0.134 0.7DL - EQ 162.98 -33.6835 -4235.9232 S ear De ign Station Rebar P° M„ V„ mV, OV„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 338.649 -1033.3387 252.024 619.324 1027.924 Bottom Leg 1 0.3 1 ADL + LL - EQ 404.857 -950.5099 252.024 629.255 1037.855 Bounder Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 381.425 -1155.2205 124.37 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 381.425 235.9905 92.26 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 447.633 -1463.015 149.7 800 Not Required Not Required Botttom-Right Leg 1 1 0 11ADL + LL + EQJ 447.633 1 2531.2673 1 187.02 1 800 1 Not Required Not Required Page 110 of 158 ETABS-114 ETABS-114 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P15.1 660.625 228.25 55.75 1 10 1 Material Propertie Lt. t Factor E. lb in2 f, lb in f lb inz f lb in Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter (Dr I me I m I m Sei mic I IPMA I IPMM I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 632.75 228.25 688.5 228.25 55.75 10 Bottom Leg 1 632.75 228.25 688.5 228.25 55.75 10 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.451 1 ADL + LL - EQ -5.846 27.7385 58.5273 Bottom 0.4 1.4DL + LL - EQ 21.335 16.8147 195.1458 S ear De ign Station Rebar P„ Mu Vu Ov. Ov. ID Sear Combo Location in' ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL - EQ -5.846 58.5273 28.192 42.311 92.486 Bottom Leg 1 0.3 1 ADL + LL - EQ 21.335 195.1458 43.159 42.311 92.486 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 0.7DL - EQ 1.232 -7.3676 19.28 800 Not Required Not Required Top -Right Leg 1 0 0.7DL - EQ 7.605 84.9604 210.46 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL + EQ 53.523 -23.3896 150.19 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL + EQI 53.523 1 114.5216 1 361.3 1 800 1 Not Required I Not Required Page 111 of 158 ETABS-115 ETABS-115 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P15.1 660.625 228.25 55.75 1 10 1 Material Propertie Lt. t Factor Ec Ib in2 f c Ib in2 f Ib in2 f Ib in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m I m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 632.75 228.25 688.5 228.25 55.75 10 Bottom Leg 1 632.75 228.25 688.5 228.25 55.75 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.4 1 ADL + LL - EQ 21.335 16.8147 195.1458 Bottom 0.44 1 ADL + LL - EQ 29.466 0 -242.3692 S ear De ign Station Rebar P. Mu Vu Ovr OV„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 21.335 195.1458 43.751 42.311 92.486 Bottom Leg 1 0.3 1 ADL + LL - EQ 29.466 -58.3082 43.751 42.311 92.486 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp Ib in2 Stre Limit Ib in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 53.523 -23.3896 150.19 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 53.523 114.5216 361.3 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL + EQ 61.654 -122.1577 393.57 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL + EQJ 61.654 1 61.9033 1 253.99 1 800 1 Not Required I Not Required Page 112 of 158 ETABS-116 ETABS-116 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P15.2 473.5 228.25 212.5 8 1 Material Propertie Lt. t Factor Er lb in2 f , lb in2 f lb in' f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr me m m Sei mic IP. IPMM PMa 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 228.25 579.75 228.25 212.5 8 Bottom Leg 1 367.25 228.25 579.75 228.25 212.5 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.561 1ADL + LL - EQ -208.303 -4.4044 1050.7309 Bottom 0.48 1.4DL + LL + EQ -171.879 0.1113 929.7464 S ear De ign Station Rebar P° M„ V„ Ov, Ov, ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1ADL + LL - EQ -208.303 1050.7309 92.913 181.639 334.639 Bottom Leg 1 0.24 1.4DL + LL - EQ -143.878 825.886 115.486 191.303 344.303 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Botttom-Right I Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Page 113 of 158 ETABS-117 ETABS-117 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P15.2 1 489.7663 228.25 1 176.5 1 8 1 Material Propertie Lt. t Factor Ec lb inz, f , lb inz f lb inz f lb in Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter Q)T I Oc I m m Sei mic I IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Location ID Left , in Left 1 in Rig t 2 in Rig t 2 in Lengt in T ickne in Top Leg 1 367.25 228.25 579.75 228.25 212.5 8 Bottom Leg 1 411.75 228.25 579.75 228.25 168 8 Bottom Leg 2 367.25 228.25 375.75 228.25 8.5 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station DC Flexural kip kip-ft kip-ft Top 0.28 1 ADL + LL + EQ -65.564 7.5045 -56.7267 Bottom 0.263 0.7DL + EQ -48.508 -0.2822 402.4471 S ear De ign Station Location ID Rebar in2 ft Sear Combo P„ kip M„ kip-ft V„ kip ®V. kip mV„ kip Top Leg 1 0.24 1 ADL + LL - EQ -6.48 2.6702 111.184 211.913 364.913 Bottom Leg 1 0.24 1.2DL + 1.6LL 9.642 -233.0298 34.196 169.75 290.71 Bottom Leg 2 0.24 1.2DL + 1.6LL 0.691 -7.0881 1.887 2.237 8.357 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M, kip-ft Stre Comp lb inz Stre Limit lb inz C Dept in C Limit in Top -Left Leg 1 0 0.7DL - EQ 59.807 -38.9936 42.95 800 Not Required Not Required Top -Right Leg 1 0 0.7DL - EQ 59.807 25.4533 40.25 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Botttom-Right Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 2 0 1 ADL 0 0 0 0 Not Needed Not Needed Botttom-Right Leg 2 0 1 ADL 0 0 0 0 Not Needed Not Needed Page 114 of 158 ETABS-118 ETABS-118 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P11.1 1 3080 247.25 1 187 1 10 1 1 Material Propertie Lt. t Factor E, lb in2 f . lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter Or I Oc I m I m Sei mic I INA I IPMW I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2986.5 247.25 3173.5 247,25 187 10 Bottom Leg 1 2986.5 247.25 3173.5 247.25 187 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.083 1.4DL + LL + EQ 151.937 9.4948 -765.132 Bottom 0.07 1 ADL + LL - EQ 180.757 1.03 -612.1378 S ear De ign Station Rebar P„ Mu Vu mV, mV„ ID Sear Combo. Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 131.2 -606.5135 75.099 253.853 422.153 Bottom Leg 1 0.3 1 ADL + LL + EQ 158.471 -14.1383 75.099 257.944 426.244 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 153.486 -202.7889 123.83 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 68.118 87.2789 54.4 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 180.757 -344.8652 167.67 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL - E01 80.205 1 173.0869 1 78.53 1 800 1 Not Required I Not Required Page 115 of 158 ETABS-119 ETABS-119 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P11.1 3080 247.25 1 187 1 10 0.992 Material Propertie Lt. t Factor E. lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mT I me I m m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2986.5 247.25 3173.5 247.25 187 10 Bottom Leg 1 2986.5 247.25 3173.5 247.25 187 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.065 1 ADL + LL + EQ 208.256 -1.9266 -454.301 Bottom 0.138 0.7DL - EQ 22.242 -1.9781 -694.9974 S ear De ign Station Rebar P. M„ V„ mV. Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 164.858 -78.6088 76.952 258.902 427.202 Bottom Leg 1 0.3 1 ADL + LL + EQ 192.129 663.5722 76.952 262.992 431.292 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 208.256 -78.6088 127.55 800 Not Required Not Required Top -Right Leg 1 0 1ADL + LL + EQ 141.129 69.2067 89.72 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 235.527 -86.4024 143.74 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL + EQJ 235.527 1 663.5722 1 262.58 1 800 1 Not Required Not Required Page 116 of 158 ETABS-120 ETABS-120 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in ( Lengt in IT ickne in I LLRF L2 P16 1 327.875 1 266.75 70.75 1 10 1 1 Material Propertie Lt. t Factor EC lb in2 f, lb in2 Unitle f lb in2 f lb in2 3604996.5 5000 1 60000 60000 De ign Code Parameter mT I me I m m Sei mic I INA I IPMI I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 292.5 266.75 363.25 266.75 70.75 10 Bottom Leg 1 292.5 266.75 363.25 266.75 70.75 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.625 1.4DL + LL + EQ -152.607 0.8527 -373.52 Bottom 0.275 1ADL + LL + EQ 34.315 34.3967 -265.2731 S ear De ign Station Rebar Pu Mu Vu mVC mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL + EQ -152.607 -368.9357 65.386 60.039 123.714 Bottom Leg 1 0.3 1ADL + LL + EQ 34.315 -211.1605 65.672 104.202 167.877 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp Ib in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1ADL + LL - EQ 58.139 -168.1302 324.01 1000 Not Required Not Required Botttom-Right I Leg 1 1 0 11ADL + LL - EQ 0 0 0 0 Not Needed I Not Needed Page 117 of 158 ETABS-121 ETABS-121 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID Centroid in I Centroid in Lengt in IT ickne in I LLRF Mezz P16 327.875 266.75 70.75 1 10 1 1 Material Propertie Lt. t Factor E, Ib in f r Ib in2 f Ib in f Ib in Unitle 3604996.5 5000 1 60000 60000 De ign Code Parameter Or I me I m I m Sei mic I INN I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 292.5 266.75 363.25 266.75 70.75 10 Bottom Leg 1 292.5 266.75 363.25 266.75 70.75 10 Flexural De ign for P, M and M2 P. Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.275 1.4DL + LL + EQ 34.315 34.3967 -965.2731 Bottom 0.265 1 ADL + LL + EQ 44.632 0 398.1391 S ear De ign Station Rebar Pu Mu Vu Ov. Ov. ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 34.315 -211.1605 66.341 104.202 167.877 Bottom Leg 1 0.3 1.4DL + LL + EQ 44.632 398.1391 66.341 100.799 164.474 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp Ib in Stre Limit Ib in C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 58.139 -168.1302 324.01 1000 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 0.7DL - EQ 37.69 -42.1153 113.85 1000 Not Required Not Required Botttom-Right I Leg 1 0 0.7DL - EQ 1 68.457 1 261.199 472.47 1000 1 Not Required Not Required Page 118 of 158 ETABS-122 ETABS-122 12/18/2014 STABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P16.1 29.25 266.75 39.5 10 1 Material Propertie Lt. t Factor Er lb inz f,, lb in2 f lb in' f lb in2 Unitle 3604996.5 5000 1 1 60000 60000 De ign Code Parameter mr me m m Sei mic IP. IPM,N PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 266.75 49 266.75 39.5 10 Bottom Leg 1 9.5 266.75 49 266.75 39.5 10 Flexural De ign for P, M and M2 Pu Mu2 MUkip Station D C Flexural kip-ft kip-ft Top 0.859 1.4DL + LL + EQ -73.05 17.2158 262.7467 Bottom 0.229 1 ADL + LL - EQ 84.958 -17.4806 84.7315 S ear De ign Station Rebar Pu Mu Vu mVr (DV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ -73.05 262.7467 57.297 23.695 59.245 Bottom Leg 1 0.3 1 ADL + LL + EQ 44.937 51.4455 17.911 33.517 69.067 Bounder Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1.4DL 0 0 0 0 Not Needed Not Needed Botttom-Right Leg 1 0 1 ADL 84.958 84.7315 606.09 1000 Not Required Not Required Page 119 of 158 ETABS-123 ETABS-123 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P16.1 29.25 266.75 39.5 10 1 Material Propertie Lt. t Factor E. lb in= f , lb in2 f lb in2 f lb irt2 Unitle 3604996.5 5000 1 60000 1 60000 De ign Code Parameter Or I me I tD m Sei mic I IPA I IPMN I PM, 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 9.5 266.75 49 266.75 39.5 10 Bottom Leg 1 9.5 266.75 49 266.75 39.5 10 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.254 1 ADL + LL - EQ 93.43 -15.6669 107.2985 Bottom 0.272 1 ADL + LL - EQ 99.191 3.467 -157.7595 S ear De ign Station Rebar P„ M„ V„ mV. Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 76.17 107.2985 26.506 33.517 69.067 Bottom Leg 1 0.3 1 ADL + LL - EQ 81.93 -56.519 26.506 33.517 69.067 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 78.801 -2.6584 211.76 1000 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 93.43 107.2985 731.68 1000 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 99.191 -56.519 511.93 1000 Not Required Not Required Botttom-Right I Leg 1 1 0 11ADL + LL - EQ 1 36.967 1 38.7712 272.5 1000 Not Required I Not Required Page 120 of 158 ETABS-124 ETABS-124 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF L2 P18 1 457 1164.25 127 10 1 Material Propertie Lt. t Factor E. lb in' f lb in2 Unitle f lb in' f lb in2 3604996.5 4000 1 60000 60000 De ign Code Parameter Or I me I m ( m Sei mic I INA I IPM,N I P. 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 393.5 1164.25 520.5 1164.25 127 10 Bottom Leg 1 393.5 1164.25 520.5 1164.25 127 10 Flexural De ign for P, M and M2 Pu Mu2 M. Station D C Flexural kip-ft kip-ft Top 0.942 1 ADL + LL + EQ 107.018 -116.7836 -1381.928 Bottom 0.24 1 ADL + LL + EQ 125.539 -68.8278 114.2267 S ear De ign Station Rebar P. M„ Vu Ov. Ov. ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 107.018 -1198.1662 149.615 175.09 289.39 Bottom Leg 1 0.3 1 ADL + LL + EQ 125.539 114.2267 149.615 177.868 292.168 Bounder Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL - EQ 178.969 -694.5006 450.95 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom -left Leg 1 0 1 ADL + LL - EQ 197.49 -140.2913 218.13 800 Not Required Not Required Botttom-Right Ii Leg 1 0 11ADL + LL - EQI 137.907 1 114.2267 1 159.58 1 800 1 Not Required I Not Required Page 121 of 158 ETABS-125 ETABS-125 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID ( Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P18 457 1164.25 127 10 0.71 Material Propertie Lt. t Factor E� lb inz f e lb inz f lb inz f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me I m I m Sei mic I IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 393.5 1164.25 520.5 1164.25 127 10 Bottom Leg 1 393.5 1164.25 520.5 1164.25 127 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.238 1 ADL + LL + EQ 314.976 28.3953 -852.167 Bottom 0.273 1 ADL + LL + EQ 333.497 43.8026 888.2414 S ear De ign Station Rebar P° M° Vu mV. (DV,, ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 291.656 -810.6836 172.136 202.786 317.086 Bottom Leg 1 0.3 1 ADL + LL + EQ 310.177 888.2414 172.136 205.564 319.864 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in' C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 314.976 -810.6836 609.9 800 Not Needed Not Needed Top -Right Leg 1 0 1 ADL + LL + EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 0.7DL - EQ 107.252 -214.5145 180.21 800 Not Required Not Required B- om-Right Leg 1 0 0.7DL - EQ 1 333.497 1 888.2414 1 659.11 1 800 INot Required Not Required Page 122 of 158 ETABS-126 ETABS-126 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P24 591.6716 1233.25 150.3431 1 8 1 Material Propertie Lt. t Factor Er lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter Or I me I m I m Sei mic I INA I IPM,N I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 516.5 1233.25 666.8431 1233.25 150.3431 8 Bottom Leg 1 516.5 1233.25 666.8431 1233.25 150.3431 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.705 1 ADL + LL - EQ 10.6 -12.7139 1731.0141 Bottom 0.254 1 ADL + LL - EQ 28.14 7.7057 -731.9346 S ear De ign Station Rebar P„ M„ V„ mVI mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.2425 1 ADL + LL - EQ 10.6 1731.0141 246.295 136.923 246.295 Bottom Leg 1 0.2425 1 ADL + LL - EQ 28.14 -328.8204 246.295 136.923 246.295 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 21.914 1731.0141 707.47 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 39.454 -328.8204 163.73 800 Not Required Not Required Botttom-Right I Leg 1 0 1 ADL + LL - EQ 1 24.646 1 107.6609 63.36 800 1 Not Requiredl Not Required Page 123 of 158 ETABS-127 ETABS-127 12/18/2014 ETABS 201 S ear all De ign 9 ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P24 591.6716 1233.25 150.3431 8 0.916 Material Propertie Lt. t Factor Er lb in2 f , lb in' f lb in2 f lb in' Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr me m m Sei mic IPMA IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 516.5 1233.25 666.8431 1233.25 150.3431 8 Bottom Leg 1 516.5 1233.25 666.8431 1233.25 150.3431 8 Flexural De ign for P, M and M2 Pa Mu2 M. Station D C Flexural kip-ft kip-ft Top 0.086 1.40L + LL - EQ 158.878 -1.7496 335.5063 Bottom 0.142 0.7DL + EQ 19.697 4.4586 287.1982 S ear De ign Station Rebar P° Mu Vu mVI mV„ ID S ear Combo Location in' ft kip kip-ft kip kip kip Top Leg 1 0.24 1ADL + LL - EQ 119.424 335.5063 54.887 168.529 276.776 Bottom Leg 1 0.24 1ADL + LL - EQ 154.028 32.9977 78.482 173.719 281.966 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in' Stre Limit lb in' C Dept in C Limit in Top -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 158.878 335.5063 265.69 80D Not Required Not Required Bottom -Left Leg 1 0 1ADL + LL - EQ 197.599 -286.3194 278.3 800 Not Required Not Required Botttom-Right I Leg 1 0 11ADL + LL - EQ 1 197.599 1 32.9977 1 177.43 1 800 INot Required Not Required Page 124 of 158 ETABS-128 ETABS-128 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P5 3110.125 1430.25 136.75 1 10 1 Material Propertie Lt. t Factor E. lb in2 f � lb it? f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mT I Q)c I m I m Sei mic I INA I IPMM I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3041.75 1430.25 3178.5 1430.25 136.75 10 Bottom Leg 1 3041.75 1430.25 3178.5 1430.25 136.75 10 Flexural De ign for P, M and M2 P. Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.408 1.40L + LL + EQ 9.677 -48.1451 -539.7337 Bottom 0.213 1 ADL + LL + EQ 62.305 33.0154 489.7715 S ear De ign Station Rebar P„ M„ V„ mVI mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 9.677 -33.7973 115.438 172.698 295.773 Bottom Leg 1 0.3 1 ADL + LL + EQ 62.305 489.7715 116.253 180.593 303.668 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 66.985 -33.7973 62 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 56.864 194.6673 116.53 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 96.425 -2.2487 71.38 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL + EQJ 96.425 1 489.7715 1 259.08 1 800 1 Not Required I Not Required Page 125 of 158 ETABS-129 ETABS-129 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P5 3110.125 1430.25 136.75 10 1 Material Propertie Lt. t Factor E. lb in2 f r lb in' f lb inz f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr me m m Sei mic IP. IPMM PMn 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 7 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3041.75 1430.25 3178.5 1430.25 136.75 10 Bottom Leg 1 3041.75 1430.25 3178.5 1430.25 136.75 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.108 0.7DL - EQ -18.387 -7.6105 -119.0477 Bottom 0.08 1 ADL + LL + EQ 162.147 5.0611 349.7211 S ear De ign Station Rebar P° M„ V„ Ov. Ov. ID S ear Combo Location ire ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 63.905 -78.1591 54.453 180.833 303.908 Bottom Leg 1 0.3 1 ADL + LL + EQ 152.479 349.7211 56.168 194.119 317.194 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in' Stre Limit lb in' C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 138.318 -78.1591 131.24 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 89.383 4.4267 67.07 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 109.758 -11.4624 84.67 800 Not Required Not Required Botttom-Right I Leg 1 0 11ADL + LL - EQ 1 162.147 1 349.7211 253.22 800 Not Required I Not Required Page 126 of 158 ETABS-130 ETABS-130 12/18/2014 ETABS 201 S ear all De ign AC! 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P5.1 2991.75 1430.25 92 8 1 Material Propertie Lt. t Factor Er lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter OT OC m m Sei miC IPMA IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2945.75 1430.25 3037.75 1430.25 92 8 Bottom Leg 1 2945.75 1430.25 3037.75 1430.25 92 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.417 0.7DL + EQ 13.68 -0.7152 -291.1417 Bottom 0.383 0.7DL + EQ 19.047 -0.0629 288.6226 S ear De ign Station Rebar Pu Mu Vu OvC mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL + EQ 52.165 -93.2266 72.935 99.991 166.231 Bottom Leg 1 0.24 1 ADL + LL + EQ 62.898 344.8752 72.935 101.601 167.841 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL - EQ 76.283 -221.4872 339.16 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 76.283 69.7574 177.82 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 87.016 -155.0852 283.14 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQJ 87.016 1 154.7001 1 282.73 1 800 Not Required I Not Required I LFJ Page 127 of 158 ETABS-131 ETABS-131 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P5.1 2991.75 1430.25 92 8 1 Material Propertie Lt. t Factor E� lb in' f � lb in2 f lb in= f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT me m m Sei mic INA IPMIN PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2945.75 1430.25 3037.75 1430.25 92 8 Bottom Leg 1 2945.75 1430.25 3037.75 1430.25 92 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.193 0.70L + EQ 0.03 0.1942 -112.5409 Bottom 0.226 0.7DL + EQ 5.396 -0.2103 150.6341 S ear De ign Station Rebar P° M° Vu mV` (I)VI ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL + EQ 45.044 -24.3176 30.671 98.923 165.163 Bottom Leg 1 0.24 1.4DL + LL + EQ 55.777 162.3618 30.671 100.533 166.773 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in= C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 108.905 -81.6606 234.8 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL - EQ 108.905 38.3685 188.77 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL - EQ 119.638 -123.6423 294.02 800 Not Required Not Required Botttom-Right Leg 1 0 11.4DL+LL-EQI 119.638 1 36.0703 1 200.91 1 800 1 Not Required Not Required Page 128 of 158 ETABS-132 ETABS-132 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P5.2 2354 1430.25 1075 8 1 Material Propertie Lt. t Factor Er lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter mr me m m Sei mic IN, IPMM PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 1816.5 1430.25 2891.5 1430.25 1075 8 Bottom Leg 1 1816.5 1430.25 2891.5 1430.25 1075 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.029 1ADL + LL - EQ 94.568 18.6111 -2539.3843 Bottom 0.025 1 ADL + LL - EQ 221.372 0 -6360.6738 S ear De ign Station Rebar P„ Mu Vu Ov. Ov. ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 87.617 -2776.1998 396.522 1090.088 1864.088 Bottom Leg 1 0.24 1 ADL + LL + EQ 213.034 1066.5283 396.522 1108.9 1882.9 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 95.956 -2416.6521 29.98 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1.4DL + LL - EQ 221.372 -2305.486 43.7 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQI 214.421 1 1066.5283 1 33.24 1 800 1 Not Required Not Required Page 129 of 158 ETABS-133 ETABS-133 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P20 645 1448.25 257 8 1 Material Propertie Er lb in f r lb in2 Lt. t Factor f lb in f lb in Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mT me m m Sei mic IP. IPM. P 0.9 0.65 1 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 516.5 1448.25 773.5 1448.25 257 8 Bottom Leg 1 516.5 1448.25 773.5 1448.25 257 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station DC Flexural kip kip-ft kip-ft Top 0.088 0.7DL - EQ 31.088 4.0471 576.6895 Bottom 0.156 0.7DL - EQ 46.08 -4.7999 -1013.813 S ear De ign Station Rebar P° Mu V„ Ov, OV„ ID S ear Combo Location ir12 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 101.937 700.743 182.102 272.756 457.796 Bottom Leg 1 0.24 1 ADL + LL - EQ 131.92 -167.2879 182.102 277.253 462.293 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 134.941 -284.9955 104.47 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 134.941 229.6202 96.92 800 • Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL + EQ 164.924 -186.5781 105.64 800 Not Required Not Required Botttom-Right Leg 1 0 11.40L + LL + EQJ 164.924 1 766.4132 1 184.65 1 800 1 Not Required Not Required Page 130 of 158 ETABS-134 ETABS-134 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P20 645 1448.25 257 8 0.793 Material Propertie Lt. t Factor Ee lb in2 f , lb in2 f lb in' f lb in' Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mT me m m Sei mic IP. IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig It 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 516.5 1448.25 773.5 1448.25 257 8 Bottom Leg 1 516.5 1448.25 773.5 1448.25 257 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.078 1 ADL + LL + EQ 298.351 -4.0579 316.8981 Bottom 0.134 0.7DL - EQ 26.021 0.0916 -769.7485 S ear De ign Station Rebar P„ M„ vu Ov. Ov. ID Sear Combo Location in' ft kip kip-ft kip kip kip Top Leg 1 0.24 1.40L + LL - EQ 138.939 365.5288 80.284 278.306 463.346 Bottom Leg 1 0.24 1 ADL + LL - EQ 168.922 246.4655 80.284 282.803 467.843 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in' C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 170.441 -83.8948 94.33 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 298.351 316.8981 188.29 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 328.334 -42.763 165.52 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL + EQI 328.334 1 912.3996 284.02 800 Not Required Not Required Page 131 of 158 ETABS-135 1 ETABS-135 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P4.1 423.375 1552.5 112.25 8 1 Material Propertie Lt. t Factor E. lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mr me m m Sei mic IP,,,a, IPM,N 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left , Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 1552.5 479.5 1552.5 112.25 8 Bottom Leg 1 367.25 1552.5 479.5 1552.5 112.25 8 Flexural De ign for P, M and M2 P„ Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.469 1 ADL + LL + EQ 82.382 -1.2528 -723.291 Bottom 0.153 0.7DL + EQ 38.006 1.0239 272.5387 S ear De ign Station Rebar P. M„ V„ mVI Wn ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 82.382 -566.8934 112.624 124.81 205.63 Bottom Leg 1 0.24 1 ADL + LL + EQ 95.478 402.9473 112.624 126.775 207.595 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 88.428 -439.9419 412.72 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 0.7DL - EQ 44.052 -95.9656 117.6 800 Not Required Not Required Botttom-Right Leg 1 0 0.7131- - EQ 1 101.524 1 234.2444 280.37 800 Not Required I Not Required Page 132 of 158 ETABS-136 ETABS-136 I 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P4.1 423.375 1552.5 112.25 8 1 Material Propertie Lt. t Factor Ec lb in2 f c lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mr Oc m m Sei mic INA IPM,N PMA 0.9 0.65 0.75 0.6 0.04 0.0095 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 1552.5 479.5 1552.5 112.25 8 Bottom Leg 1 367.25 1552.5 479.5 1552.5 112.25 8 Flexural De ign for P, M and M2 P° M.2 M" Station D C Flexural kip kip-ft kip-ft Top 0.091 1 ADL + LL - EQ 154.586 0.2616 -100.7865 Bottom 0.184 0.7DL + EQ 5.619 0.3551 182.1571 S ear De ign Station Rebar P„ M. V„ mVr Ov, ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 62.554 -86.9824 27.92 121.836 202.656 Bottom Leg 1 0.24 1 ADL + LL + EQ 75.65 192.2223 27.92 123.801 204.621 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 154.586 -87.1641 234.4 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL - EQ 167.682 -159.1346 300.4 800 Not Required Not Required Botttom-Right j Leg 1 0 11ADL + LL - EQ 167.682 1 26.0937 205.37 800 Not Required I Not Required Page 133 of 158 ETABS-137 ETABS-137 12/18/2014 ETABS 201 S ear all De* ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P 18.1 2991.75 1554 92 8 1 Material Propertie Lt. t Factor Er lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter Or (DC m m Sei mic IPMA IPMIN PMA 0.9 0.65 1 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2945.75 1554 3037.75 1554 92 8 Bottom Leg 1 2945.75 1554 3037.75 1554 92 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.51 1 ADL + LL + EQ 49.408 4.0017 -457.8375 Bottom 0.279 1 ADL + LL + EQ 60.141 -0.9224 345.887 S ear De ign Station Rebar P„ M vu Ov. mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 49.408 -344.1048 80.372 99.578 165.818 Bottom Leg 1 0.24 1.4DL + LL + EQ 60.141 345.887 80.372 101.188 167.428 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 65.492 -195.8555 297.24 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 0.7DL - EQ 36.595 -81.7601 136.66 800 Not Required Not Required Botttom-Right Leg 1 0 0.7DL - EQ 1 76.226 1 184.8323 300.1 800 1 Not Required Not Required Page 134 of 158 ETABS-138 ETABS-138 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P18.1 2991.75 1554 92 8 0.997 Material Propertie Lt. t Factor E� lb in" f c lb inz f lb in1 f lb in' Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter mr me m m Sei mic IP. IPMIN +__!MA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 1 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2945.75 1554 3037.75 1554 92 8 Bottom Leg 1 2945.75 1554 3037.75 1554 92 8 Flexural De ign for P, M and M2 P„ M„2 M„ Station D C Flexural kip kip-ft kip-ft Top 0.101 1 ADL + LL + EQ 137.086 0.0443 -110.9202 Bottom 0.214 0.7DL - EQ -3.963 0.4814 -111.4743 S ear De ign Station Rebar P„ M. V„ (I)VImV„ ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 66.129 -89.0687 26.549 102.086 168.326 Bottom Leg 1 0.24 1.4DL + LL + EQ 76.863 154.5735 26.549 103.696 169.936 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in' Stre Limit Ib in' C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 137.086 -89.0687 280.97 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL - EQ 125.482 -92.9347 269.31 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 147.82 1 154.5735 365.2 800 Not Required Not Required Page 135 of 158 ETABS-139 ETABS-139 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P4 1262.7182 1574.25 1107.0637 8 0.6 Material Propertie Lt. t Factor E, lb inz f c lb in' f lb in' f lb in2 Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mT I me I m I m Sei mic I INN ( IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 709.1863 1574.25 1816.25 1574.25 1107.0637 8 Bottom Leg 1 709.1863 1574.25 1816.25 1574.25 1107.0637 8 Flexural De ign for P, M and M2 Pu Mu2 M. Station D C Flexural kip-ft kip-ft Top 0.117 1ADL + LL + EQ 191 T651 8.7975 14197.2316 Bottom 0.125 1ADL + LL + EQ 2046.809 0.2075 17595.5708 S ear De ign Station Rebar P„ M. V. mV. (DV,,ID Sear Combo Location in' ft kip kip-ft kip kip kip Top Leg 1 0.24 1ADL + LL - EQ 1815.313 14571.5243 459.392 1381.364 2178.45 Bottom Leg 1 0.24 1ADL + LL - EQ 1944.471 14103.1758 459.392 1400.738 2197.823 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in' Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1ADL 1917.651 14197.2316 320.78 800 Not Required Not Required Bottom -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Botttom-Right I Leg 1 0 1ADL 1 2046.809 117595.57081 360.32 1 800 1 Not Requiredl Not Required Page 136 of 158 ETABS-140 ETABS-140 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P4.1.1 1779.875 1574.25 1 72.75 8 0.927 Material Propertie Lt. t Factor Er lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me I m I m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 1743.5 1574.25 1816.25 1574.25 72.75 8 Bottom Leg 1 1743.5 1574.25 1816.25 1574.25 72.75 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.795 1 ADL + LL - EQ 332.089 10.3455 928.3742 Bottom 0.656 1 ADL + LL - EQ 340.577 -16.5756 -666.8076 S ear De ign Station Rebar P„ Mu V„ 4)VI CDV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.4576 1 ADL + LL - EQ 332.089 928.3742 159.518 59.653 159.518 Bottom Leg 1 0.4576 1 ADL + LL - EQ 340.577 -544.7459 159.518 59.653 159.518 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M. kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1.413L 347.988 845.6652 2035.97 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 356.476 -444.0517 1367.61 800 Not Needed Not Needed Botttom-Right Leg 1 0 11ADL + LL + EQI 0 1 0 1 0 1 0 1 Not Needed I Not Needed Page 137 of 158 ETABS-141 ETABS-141 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID ( Centroid in I Centroid in ( Lengt in I T ickne in I LLRF L2 P4.2 1599.5 1574.25 120 8 0.833 Material Propertie Lt. t Factor Er lb in2 f r lb in2 Unitle f lb in2 f lb in2 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me I m I (D Sei mic I IPMA I IPM,N I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 1539.5 1574.25 1659.5 1574.25 120 8 Bottom Leg 1 1539.5 1574.25 1659.5 1574.25 120 8 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.174 1 ADL + LL - EQ 218.769 12.5307 317.5637 Bottom 0.195 1 ADL + LL - EQ 228.908 -9.1778 -475.3053 S ear De ign Station Rebar P" M° V. 4)V. 4)V„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 214.908 317.5637 79.287 152.453 238.853 Bottom Leg 1 0.24 1 ADL + LL - EQ 228.908 -57.4119 79.287 154.553 240.953 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 222.129 -86.0076 285.14 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 222.129 133.8245 315.03 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 236.129 -124.9528 324.06 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL + EQJ 236.129 1 292.9406 1 429.06 1 800 1 Not Required I Not Required Page 138 of 158 ETABS-142 ETABS-142 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P4.3 1395.4375 1574.25 120.125 8 0.812 Material Propertie Lt. t Factor Ec lb in f c lb in2 f lb in f lb inz Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mr me m tD Sei mic IPMA IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 1335.375 1574.25 1455.5 1574.25 120.125 8 Bottom Leg 1 1335.375 1574.25 1455.5 1574.25 120,125 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.159 1.41DL + LL - EQ 243.853 12.1878 217.8798 Bottom 0.184 1 ADL + LL - EQ 257.867 -7.5915 -426.9508 S ear De ign Station Rebar P„ M„ V„ mVr Ov, ID Sear Combo Location in= ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL - EQ 243.702 217.8798 64.483 156.898 243.388 Bottom Leg 1 0.24 1 ADL + LL - EQ 257.716 4.4303 64.483 109.402 195.892 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in' Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 243.853 -29.9807 272.45 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 243.853 217.8798 389.64 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL - EQ 257.867 -426.9508 534.62 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQJ 257.867 1 4.4303 1 271.1 1 800 Not Required I Not Required Page 139 of 158 ETABS-143 ETABS-143 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in ( Centroid in I Lengt in IT ickne in I LLRF L2 P4.4 1191.375 1574.25 1 120 1 8 0.802 Material Propertie Lt. t Factor Er lb in2 f r, lb in2 f lb in' f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I (D I (D Sei mic I IPMA I IPMM I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 1131.375 1574.25 1251.375 1574.25 120 8 Bottom Leg 1 1131.375 1574.25 1251.375 1574.25 120 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.14 1 ADL + LL + EQ 234.989 -4.6145 -259.8011 Bottom 0.178 1 ADL + LL + EQ 248.989 7.9573 397.3273 S ear De ign Station Rebar P„ Mu V. 4)VI 4)V„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.413L + LL + EQ 234.859 -12.7299 65.713 155.446 241.846 Bottom Leg 1 0.24 1.413L + LL + EQ 248.859 397.3273 65.713 157.546 243.946 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 234.996 -52.4812 277.59 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 234.996 194.5901 366.41 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 248.996 -395.8617 506.78 800 Not Required Not Required Botttom-Right I Leg 1 0 11.40L + LL - EQJ 248.996 1 35.5948 1 281.62 1 800 1 Not Required I Not Required Page 140 of 158 ETABS-144 ETABS-144 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in ( Centroid in I Lengt in IT ickne in I LLRF L2 P4.5 1 987.375 1574.25 120 1 8 0.819 Material Propertie Lt. t Factor E. lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me I m m Sei mic I IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 927.375 1574.25 1047.375 1574.25 120 8 Bottom Leg 1 927.375 1574.25 1047.375 1574.25 120 8 Flexural De ign for P, M and M2 P. Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.218 1 ADL + LL - EQ 241.013 17.1253 395.7655 Bottom 0.213 1 ADL + LL - EQ 255.797 -11.2911 -492.2723 S ear De ign Station Rebar Pu Mu Vu mVr Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 241.013 395.7655 88.804 156.369 242.769 Bottom Leg 1 0.24 1 ADL + LL - EQ 255.013 -55.5245 88.804 109.288 195.688 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 241.024 -62.3114 290.01 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 241.797 395.7655 499.23 800 Not Required Not Required Bottom -Left Leg 1 0 1.40L + LL - EQ 255.797 -55.5245 301.16 800 Not Required Not Required Botttom-Right Leg 1 1 0 11.4DL+LL-EQI 255.024 1 309.0285 458.79 800 Not Required I Not Required Page 141 of 158 ETABS-145 ETABS-145 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID ' Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P4.6 776.2807 1574.25 134.1887 1 8 1 Material Propertie Lt. t Factor E. lb in2 f, lb in2 Unitle f lb in2 f lb irn2 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mT I me I m m Sei mic I IPMA I IPMw I PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 7 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 709.1863 1574.25 843.375 1574.25 134.1887 8 Bottom Leg 1 709.1863 1574.25 843.375 1574.25 134.1887 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station DC Flexural kip kip-ft kip-ft Top 0.118 0.7DL + EQ 39.136 -5.4524 -284.7719 Bottom 0.186 0.7DL - EQ 37.969 -4.1362 -391.5584 S ear De ign Station Rebar Pu Mu Vu Ov. Ov. ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 97.628 -107.9085 74.29 149.076 245.692 Bottom Leg 1 0.24 1.4DL + LL + EQ 113.284 422.9931 74.29 151.424 248.04 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 108.447 -107.9085 154.96 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL + EQ 99.453 204.6011 194.91 800 Not Required Not Required Bottom -Left Leg 1 0 1ADL + LL - EQ 115.108 -11.3642 112.91 800 Not Required Not Required Botttom-Right Leg 1 1 0 11ADL + LL - EQ 1 124.102 1 422.9931 327.02 800 Not Required Not Required Page 142 of 158 ETABS-146 ETABS-146 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P18.2 423.375 1644.5 1 112.25 1 8 1 1 Material Propertie Lt. t Factor Ec lb in2 f , lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr I me I m I m Sei mic I IPMA I IPMa I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 1644.5 479.5 1644.5 112.25 8 Bottom Leg 1 367.25 1644.5 479.5 1644.5 112.25 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.531 1 ADL + LL + EQ 95.443 1.8163 -825.083 Bottom 0.144 1 ADL + LL + EQ 112.975 -1.3815 417.4889 S ear De ign Station Rebar P° Mu Vu mV, 4)V„ ID S ear Combo Location ire ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL + EQ 95.443 -694.8956 124.257 126.77 207.59 Bottom Leg 1 0.24 1 ADL + LL + EQ 108.539 417.4889 124.257 128.734 209.554 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL - EQ 100.567 -550.0998 504.92 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL - EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 0.7DL - EQ 48.577 -97.8967 124.02 800 Not Required Not Required Boti-m Right Leg 1 0 0.7DL - EQ 1 113.663 1 239.4386 297.6 800 Not Required Not Required Page 143 of 158 ETABS-147 ETABS-147 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P18.2 423.375 1644.5 112.25 1 8 1 0.944 Material Propertie Lt. t Factor Er lb in f r lb in f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter O I Oc I m m Sei mic I INA I IPMM I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 1644.5 479.5 1644.5 112.25 8 Bottom Leg 1 367.25 1644.5 479.5 1644.5 112.25 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.106 1 ADL + LL + EQ 179.766 -0.4529 -74.6476 Bottom 0.122 0.7DL - EQ 18.234 -1.0997 -175.3426 S ear De ign Station Rebar P. Mu V„ ®V, mV„ ID Sear Combo Location in ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 135.099 -74.6476 27.181 132.718 213.538 Bottom Leg 1 0.24 1.4DL + LL + EQ 148.195 195.136 27.181 134.682 215.502 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 179.766 -74.6476 253.5 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL - EQ 149.239 -166.6933 285.26 800 Not Required Not Required Botttom-Right Leg 1 0 11ADL + LL - EQ 1 192.862 1 195.136 354.15 800 Not Required I Not Required Page 144 of 158 ETABS-148 ETABS-148 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P8 3042 1817.2518 35 10 1 Material Propertie Lt. t Factor Er lb in2 f r lb in2 Unitie f lb in2 f lb in2 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me I m I m Sal mic I IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3024.5 1817.2518 3059.5 1817.2518 35 10 Bottom Leg 1 3024.5 1817.2518 3059.5 1817.2518 35 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.317 1 ADL + LL + EQ 40.832 -6.4703 -95.7425 Bottom 0.26 1.4DL + LL + EQ 45.936 6.8917 87.6267 S ear De ign Station Rebar P„ M„ V. mV. Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 40.832 -18.5087 18.337 26.563 58.063 Bottom Leg 1 0.3 1.40L + LL + EQ 45.936 87.6267 18.337 27.395 58.895 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 43.314 -18.5087 232.54 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 30.34 8.7899 138.35 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 35.445 -5.7035 134.79 800 Not Required Not Required Botttom-Right Leg 1 0 11.40L + LL - EQ 1 48.419 1 87.6267 653.37 800 Not Required I Not Required Page 145 of 158 ETABS-149 ETABS-149 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P8 3042 1817.2518 35 10 1 Material Propertie Lt. t Factor Ec lb in2 f c lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter Or I me I m I m Sei mic I IPMA I IPMt I PM" 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 3024.5 1817.2518 3059.5 1817.2518 35 10 Bottom Leg 1 3024.5 1817.2518 3059.5 1817.2518 35 10 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.113 0.7DL - EQ -6.966 -1.0473 -11.0783 Bottom 0.092 0.713L - EQ -4.414 -0.144 10.53 S ear De ign Station Rebar P° Mu Vu Ov. mV„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 11.326 -19.2521 4.011 23.645 55.145 Bottom Leg 1 0.3 1.4DL + LL - EQ 16.43 19.3087 4.011 24.112 55.612 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 50.858 -12.7946 220.51 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 0.7DL - EQ 26.554 -2.2197 88.92 800 Not Required Not Required Botttom-Right I Leg 1 0 0.7DL - EQ 1 55.962 1 23.5553 298.34 800 Not Required I Not Required Page 146 of 158 ETABS-150 ETABS-150 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in ( Centroid in I Lengt in IT ickne in I LLRF L2 P8.1 2888.375 1817.2518 1 120.25 1 10 1 1 Material Propertie Lt. t Factor E, lb in2 f c lb in2 f lb in' f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mr I me I m I m Sei mic I IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2828.25 1817.2518 2948.5 1817.2518 120.25 10 Bottom Leg 1 2828.25 1817.2518 2948.5 1817.2518 120.25 10 Flexural De ign for P, M and M2 Po Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.381 1 ADL + LL + EQ 131.593 -84.3115 -196.9324 Bottom 0.248 1.4DL + LL + EQ 149.129 70.3697 146.6429 S ear De ign Station Rebar Pu Mu Vu Ovr Ov, ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1 ADL + LL + EQ 131.593 -2.2983 34.358 170.323 278.548 Bottom Leg 1 0.3 1.4DL + LL + EQ 149.129 146.6429 34.358 172.954 281.179 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 139.624 -2.2983 117.26 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 134.734 160.1871 191.81 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 157.161 -31.3524 146.31 800 Not Required Not Required Botttom-Right Leg 1 1 0 11ADL + LL + EQ 157.161 1 146.6429 203.71 800 Not Required I Not Required Page 147 of 158 ETABS-151 ETABS-151 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P8.1 2888.375 1817.2518 120.25 10 0.804 Material Propertie Lt. t Factor Ec lb in2 f c lb in2 Unitle f lb in2 f lb in2 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mr I me I m m Sei mic I IPMA I IPMIN PMA 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left , Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2828.25 1817.2518 2948.5 1817.2518 120.25 10 Bottom Leg 1 2828.25 1817.2518 2948.5 1817.2518 120.25 10 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.118 1 ADL + LL - EQ 193.397 -28.3642 -133.3429 Bottom 0.1 1 ADL + LL + EQ 216.708 0 267.9292 S ear De ign Station Rebar P„ M„ V„ ®V. mV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1.4DL + LL + EQ 189.4 103.1988 16.473 178.994 287.219 Bottom Leg 1 0.3 1.4DL + LL + EQ 206.936 267.9292 16.473 100.278 208.503 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M. kip-ft Stre Comp lb in2 Stre Limit Ib in2 C Dept in C Limit in Top -Left Leg 1 0 1.4DL + LL + EQ 199.172 -32.1083 181.62 800 Not Required Not Required Top -Right Leg 1 0 1.4DL + LL + EQ 199.172 103.1988 217.02 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 216.708 -7.8845 184.14 800 Not Required Not Required Botttom-Right I Leg 1 1 0 11ADL + LL + EQJ 216.708 1 267.9292 1 313.62 1 800 1 Not Required I Not Required Page 148 of 158 ETABS-152 ETABS-152 12/18/2014 STABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P8.2 2732.25 1817.2518 40 10 1 Material Propertie Lt. t Factor E, lb in2 f, lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mr (DC m m Sei mic IP„ A IPMtN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2712.25 1817.2518 2752.25 1817.2518 40 10 Bottom Leg 1 2712.25 1817.2518 2752.25 1817.2518 40 10 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.537 1 ADL + LL - EQ 17.252 -10.3387 152.178 Bottom 0.355 1 ADL + LL - EQ 23.086 9.222 -113.5742 S ear De ign Station Rebar Pu Mu Vu mVI OV„ ID Sear Combo Location in2 ft kip kip -It kip kip kip Top Leg 1 0.3 1 ADL + LL - EQ 17.252 152.178 26.575 26.386 62.386 Bottom Leg 1 0.3 1 ADL + LL - EQ 23.086 -89.5396 26.575 30.358 66.358 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 18.351 -15.1891 114.23 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 33.707 152.178 769.07 800 Not Required Not Required Bottom -Left Leg 1 0 1.40L + LL - EQ 39.54 -89.5396 501.78 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL - EQI 21.268 1 15.5645 1 123.21 800 Not Required I Not Required Page 149 of 158 ETABS-153 ETABS-153 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne iin LLRF Mezz P8.2 2732.25 1817.2518 40 10 1 Material Propertie Lt. t Factor E. Ib in' f , Ib in' f Ib in' f Ib in' Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr me m m Sei mic IPMA IPMM PMa 0.9 0.65 0.75 1 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 2712.25 1817.2518 2752.25 1817.2518 40 10 Bottom Leg 1 2712.25 1817.2518 2752.25 1817.2518 40 10 Flexural De ign for P, M and M2 Pu Mu2 M. Station D C Flexural kip-ft kip-ft Top 0.22 1ADL + LL - EQ 13.39 -4.4424 -70.2583 Bottom 0.127 1ADL + LL + EQ 75.53 0 52.286 S ear De ign Station Rebar Pu Mu Vu mV. (DV„ ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.3 1ADL + LL + EQ 41.025 -35.0957 11.373 30.358 66.358 Bottom Leg 1 0.3 1ADL + LL + EQ 46.858 52.286 11.373 37.084 73.084 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp Ib in' Stre Limit Ib in' C Dept in C Limit in Top -Left Leg 1 0 1ADL + LL + EQ 69.697 -35.0957 332.17 800 Not Required Not Required Top -Right Leg 1 0 1ADL + LL + EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1ADL 0 0 0 0 Not Needed Not Needed Botttom-Right Leg 1 0 1ADL 75.53 1 52.286 424.11 800 Not Required I Not Required Page 150 of 158 ETABS-154 ETABS•154 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF L2 P23 720.1716 1 1286.5784 150.8356 1 8 1 0.819 Material Propertie Lt. t Factor lb in= f lb in f lb in f lb in2 Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mr I me I m m Sei mic I INA I IPMa I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 666.8431 1233.25 773.5 1339.9069 150.8356 8 Bottom Leg 1 666.8431 1233.25 773.5 1339.9069 150.8356 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.696 1 ADL + LL - EQ 157.697 -78.1465 367.5287 Bottom 0.775 1 ADL + LL - EQ 175.295 83.9667 -485.4257 S ear De ign Station Rebar P° M. V„ mVr Ov, ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 157.697 367.5287 85.295 174.763 283.365 Bottom Leg 1 0.24 1.4DL + LL - EQ 175.295 -352.9489 85.295 177.403 286.004 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 190.895 -139.5818 213.41 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 183.722 367.5287 297.64 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL - EQ 201.32 -352.9489 306.46 800 Not Required Not Required Botttom-Right Leg 1 0 11.4DL+LL-EQI 208.493 1 290.3209 1 287.63 1 800 1 Not Required I Not Required Page 151 of 158 ETABS-155 ETABS-155 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P23 678.1569 1244.5637 32 8 1 Material Propertie Lt. t Factor Ec lb in2 f, lb in2 Unitle f lb in' f lb in2 3604996.5 4000 1 1 60000 60000 De ign Code Parameter OT I me I m I m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 666.8431 1233.25 689.4706 1255.8774 32 8 Bottom Leg 1 666.8431 1233.25 689.4706 1255.8774 32 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.384 1 ADL + LL + EQ 19.141 -12.2969 3.3065 Bottom 0.411 0.7DL - EQ 11.347 0.4398 -44.3725 S ear De ign Station Rebar Pu Mu V„ Ov. Ov. ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 29.208 10.3892 14.406 19.429 42.469 Bottom Leg 1 0.24 1.2DL + 1.6LL 57.185 -11.7516 3.711 33.471 56.511 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip M. kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 16.342 -0.1177 64.87 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 45.242 10.3892 268.04 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Botttom-Right I Leg 1 0 1 ADL 0 0 0 0 Not Needed I Not Needed Page 152 of 158 ETABS-156 ETABS-156 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF Mezz P25 1861.5 792.25 212 8 0.808 Material Propertie Lt. t Factor Ec lb in2 f c lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mr (DC to m Sei mic IPMA IPMIN PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left t Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 1755.5 792.25 1967.5 792.25 212 8 Bottom Leg 1 1755.5 792.25 1967.5 792.25 212 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.345 1 ADL + LL - EQ 129.963 50.8462 594.3231 Bottom 0.078 1 ADL + LL + EQ 156.16 -2.8792 670.3901 S ear De ign Station Reber Pu Mu vu Ov. (Dv. ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 129,963 594.3231 87.229 231.878 384.518 Bottom Leg 1 0.24 1 ADL + LL - EQ 154.696 231.2509 87.229 235.588 388.228 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL 0 0 0 0 Not Needed Not Needed Top -Right Leg 1 0 1.4DL 138.478 594.3231 200.66 800 Not Required Not Required Bottom -Left Leg 1 0 1.4DL + LL - EQ 163.211 -277.9668 151.9 800 Not Required Not Required BoMom-Right I Leg 1 1 0 IIADL + LL - EQ 1 163.211 1 231.2509 142.54 1 800 INot Required Not Required Page 153 of 158 ETABS-157 ETABS-157 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID Pier ID Centroid in Centroid in Lengt in T ickne in LLRF L2 P26 473.5 332.25 212.5 8 0.848 Material Propertie Lt. t Factor Er lb in2 f r, lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 1 60000 De ign Code Parameter Or I me I m m Sei mic I IPMA I IPMW I PMA 0.9 0.65 0.75 0.6 1 0.04 1 0.0025 J 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 332.25 579.75 332.25 212.5 8 Bottom Leg 1 367.25 332.25 579.75 332.25 212.5 8 Flexural De ign for P, M and M2 P., Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.442 1 ADL + LL + EQ 312.726 59.7671 -2059.6888 Bottom 0.205 1 ADL + LL - EQ 365.409 -23.5785 -1398.8598 S ear De ign Station Rebar Pu M„ V. mVI Wn ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL + EQ 312.726 -1513.0156 140.467 259.793 412.793 Bottom Leg 1 0.24 1 ADL + LL + EQ 337.517 -655.022 140.467 263.512 416.512 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 347.063 -1513.0156 505.71 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL + EQ 371.855 -655.022 349.29 800 Not Required Not Required Botttom-Right Leg 1 0 1 ADL + LL + EQ 0 0 0 0 Not Needed Not Needed Page 154 of 158 ETABS-158 ETABS-158 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P26 473.5 332.25 212.5 1 8 1 0.852 Material Propertie Lt. t Factor E. lb inz f c lb inz Unitle f lb inz f lb inz 3604996.5 4000 1 60000 1 60000 De ign Code Parameter Or I me I m m Sei mic I INA I IPMw I P. 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 367.25 332.25 579.75 332.25 212.5 8 Bottom Leg 1 367.25 332.25 579.75 332.25 212.5 8 Flexural De ign for P, M and M2 Pu Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.09 1 ADL + LL + EQ 260.966 -0.9869 -610.6801 Bottom 0.107 1.4DL + LL + EQ 285.758 -3.6596 815.2711 S ear De ign Station Rebar P„ M„ V„ Ov. Wn ID Sear Combo Location inz ft kip kip-ft kip kip kip Top Leg 1 0.24 1.40L + LL + EQ 223.571 -428.1492 142.595 246.42 399.42 Bottom Leg 1 0.24 I ADL + LL + EQ 248.363 815.2711 142.595 250.139 403.139 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp Ib inz Stre Limit lb inz C Dept in C Limit in Top -Left Leg 1 0 1 ADL + LL + EQ 260.966 -428.1492 238.84 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 0 0 0 0 Not Needed Not Needed Bottom -Left Leg 1 0 1 ADL + LL - EQ 218.88 -487.1378 225.84 800 Not Required Not Required Botttom-Right Leg 1 0 JIADL + LL - EQ 1 285.758 1 815.2711 1 330.58 800 1 Not Required I Not Required Page 155 of 158 ETABS-159 ETABS-159 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF L2 P27 579.75 280.25 104 8 1 Material Propertie Lt. t Factor E, lb in2 f , lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 1 60000 60000 De ign Code Parameter mr I me I m I m Sei mic I IPMA I IPMI I PMA 0.9 t 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 579.75 228.25 579.75 332.25 104 8 Bottom Leg 1 579.75 228.25 579.75 332.25 104 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.285 1 ADL + LL - EQ -21.35 -6.5641 143.6494 Bottom 0.345 1 ADL + LL - EQ 8.607 -7.6151 -305.1361 S ear De ign Station Rebar P° M„ V„ ®VI mV„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL - EQ -21.35 143.6494 36.604 100.986 175.866 Bottom Leg 1 024 1.4DL + LL - EQ 8.607 -157.0045 46.231 105.479 180.359 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P. kip M„ kip -It Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 0.7DL + EQ 4.113 -105.3424 92.6 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 4.113 44.7257 42.16 800 Not Required Not Required Bottom —Left Leg 1 0 1.4DL + LL + EQ 18.802 -1.043 23.47 800 Not Required Not Required Botttom—Right Leg 1 0 1.4DL + LL + EQ 12.584 1 90.0701 1 90.07 1 800 1 Not Required I Not Required Page 156 of 158 ETABS-160 ETABS-160 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in IT ickne in I LLRF Mezz P27 579.75 280.25 104 1 8 1 Material Propertie Lt. t Factor Er lb in2 f c lb in2 f lb in2 f lb inz Unitle 3604996.5 4000 1 60000 1 60000 De ign Code Parameter mr I me I m m Sei mic I INA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left 1 Left I Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 579.75 228.25 579.75 332.25 104 8 Bottom Leg 1 579.75 228.25 579.75 332.25 104 8 Flexural De ign for P, M and M2 Pu Mu2 MU Station D C Flexural kip kip-ft kip-ft Top 0.275 1 ADL + LL - EQ 6.074 -0.7239 245.4935 Bottom 0.435 0.7DL - EQ -34.039 2.2183 -215.7799 S ear De ign Station Rebar Pu Mu Vu Ovc Ov. ID Sear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1 ADL + LL - EQ 6.074 245.4935 51.713 105.099 179.979 Bottom Leg 1 0.24 1 ADL + LL - EQ -18.169 17.8958 52.125 101.463 176.343 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo Pu kip Mu kip-ft Stre Comp lb in2 Stre Limit lb in' C Dept in C Limit in Top -Left Leg 1 0 0.70L + EQ 37.123 -47.0931 83.8 800 Not Required Not Required Top -Right Leg 1 0 0.7DL + EQ 52.557 283.3234 298.92 800 Not Required Not Required Bottom -Left Leg 1 0 1 ADL + LL + EQ 81.943 -82.4112 167.06 800 Not Required Not Required Botttom-Right Leg 1 1 0 11ADL + LL + EQJ 81.943 1 169.9375 239.89 800 Not Required I Not Required Page 157 of 158 ETABS-161 Design Data ETABS-161 12/18/2014 ETABS 201 S ear all De ign ACI 318-11 Pier Design Pier Detail Stor ID I Pier ID I Centroid in I Centroid in I Lengt in I T ickne in I LLRF Mezz P23.1 761.1838 1327.5906 34.8356 8 1 Material Propertie Lt. t Factor Ec lb in2 f r lb in2 f lb in2 f lb in2 Unitle 3604996.5 4000 1 60000 60000 De ign Code Parameter mT I me I m I m Sei mic I IPMA I IPMIN I PMA 0.9 0.65 0.75 0.6 0.04 0.0025 0.8 Pier Leg Location, Lengt and T ickne Station Left Left 1 Rig t 2 Rig t 2 Lengt T ickne ID Location in in in in in in Top Leg 1 748.8675 1315.2744 773.5 1339.9069 34.8356 8 Bottom Leg 1 748.8675 1315.2744 773.5 1339.9069 34.8356 8 Flexural De ign for P, M and M2 P. Mu2 Mu Station D C Flexural kip kip-ft kip-ft Top 0.267 1 ADL + LL + EQ 43.55 -10.0896 -14.1377 Bottom 0.375 0.7DL + EQ 18.245 0.5828 53.4761 S ear De ign Station Rebar P° M„ V„ mVI mV„ ID S ear Combo Location in2 ft kip kip-ft kip kip kip Top Leg 1 0.24 1.4DL + LL + EQ 43.55 -8.0789 15.993 21.151 46.232 Bottom Leg 1 0.24 1.2DL + 1.6LL 70.291 33.9308 9.046 33.684 58.765 Boundar Element C eck Station Location ID Edge Lengt in Go erning Combo P„ kip M„ kip-ft Stre Comp lb in2 Stre Limit lb in2 C Dept in C Limit in Top -Left Leg 1 0 1.41DL + LL + EQ 63.079 -8.0789 286.26 800 Not Required Not Required Top -Right Leg 1 0 1 ADL + LL + EQ 47.104 0.6588 173.91 800 Not Required Not Required Bottom -Left Leg 1 0 1.40L 0 0 0 0 Not Needed Not Needed Botttom-Right Leg 1 0 1 ADL 0 0 0 0 Not Needed I Not Needed Page 158 of 158 FD-1 FD-1 Davido Consulting Group civil I structural I land use Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 STRUCTURAL CALCULATIONS FOUNDATION DESIGN TUKWILA VILLAGE - BLDG E TUKWILA, WASHINGTON Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Section Cover FD-3 FD-3 Q�d �A GY1 )'bd o� v kA V O V ® S r3 �3 u' oV oT t� aT � U v QO o f Ct � o v o U o tJ nv oV CC3 U N o o C3 J v o� o� v o� U n V o v t J �V N 1 co o t J U v N v V U o aT flU V o� Ll Q o 0 0 )7 ld 5'1d z•ld ) Jei �� rN Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN . Project: Tukwila Bldg E Description: Foundation Design Allowable Soil Pressure = 5500 psf F'c = 3000 psi Soil Above Footings = 12 in Fy = 60 ksi ETABS Pier Load P (kips) Length (ft) Load (klf) Soil Check (DL+LL) Footing Dimensions (ft) Footing Reinforcement Soil Pressure Check (including EQ Loads) P3 P3 P1 DEAD LIVE 106.08 27.18 5.3 5.3 20.05 5.14 3058 OK Length = Width = D (in) = 8.3 6.0 22 Btm Reinf: 8 #6 at 9 in o.c. O Soil Pre ure O Stirrups: 1 #4 at 6 "o.c. As (inz) = 3.52 Av (inZ) = 0.8 NR EQ Mmax (kip-ft) 158.5 Wall Width (in) = 10 P3.1 P1.1 P1.1 DEAD LIVE 261.64 77.21 5.0 5.0 52.33 15.44 5090 OK Length = Width = D (in) = 12.0 6.0 22 Stm Reinf: 8 #7 at 9 in o.c. O Soil Pre ure O Stirrups: 1 #4 at 12 ..o.c. As (in') = 4.80 Av (in') = 0.40 OK EQ Mmax (kip-ft) 181.4 Wall Width (in) = 10 P1.2 P1.2 P1.2 DEAD LIVE 199.15 56.66 5.0 5.0 39.83 1 11.33 3936 OK Length = Width = D (in) = 12.0 6.0 22 Btm Reinf: 8 #6 at 9 in o.c. O Soil Pre ure O Stirrups: 1 #4 at 9 I.O.C. As (inz) = 3.52 Av (inZ) = 0.53 NR EQ Mmax (kip-ft) 165.9 Wall Width (in) = 10 P3.3 P1.3 P1.3 DEAD LIVE 148.07 40.98 5.0 5.0 29.61 8.20 3009 OK Length = Width = D (in) = 12.0 6.0 22 Stm Reinf: 8 #6 at 9 in o.c. O Soil Pre ure O Stirrups: 1 #4 at 6 I.O.C. As (in2) = 3.52 Av (in2) = 0.8 NR EQ Mmax (kip-ft) 157.2 Wall Width (in) = 10 P1.4 P1.4 P1.4 DEAD LIVE 153.87 46.13 4.6 4.6 33.27 9.97 3162 OK Length = Width = D (in) = 12.0 6.0 22 Btm Reinf: 10 #6 at 8 in o.c. O Soil Pre ure O Stirrups: 1 #4 at 6 "o.c. As (in2) = 4.40 Av (in2) = 0.8 NR EQ Mmax (kip-ft) 94.8 Wall Width (in) = 10 P10 P10 P30 DEAD LIVE 386.21 75.38 109.4 109.4 3.53 1 0.69 1623 OK Length = Width = D (in) = 110.9 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 1563.0 Wall Width (in) = 9 P31 P31 P11 DEAD LIVE 71.49 12.03 17.7 17.7 1 4.037 0.679 3225 OK Length = Width = D (in) = 19.7 4.0 12 Stm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 653.3 Wall Width (in) = 8 P31.1 P11.1 P11.1 DEAD LIVE 110.72 25.26 15.6 15.6 7.11 1 1.62 4563 OK Length = Width = D (in) = 17.6 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 685.8 Wall Width (in) = 10 P31.1.1 P11.1.1 P11.1.1 DEAD LIVE 43.65 4.81 11.0 11.0 1 3.95 0.44 4346 OK Length = Width = D (in) = 13.0 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure wit in , O Stirrups: 1 #5 at 6 ..o.c. As (inz) = 1.24 Av (inz) = 1.24 NR EQ Mmax (kip-ft) 1 357.7 1 Wall Width (in) = 10 Davido Consulting Group Date: 12/18/14 civil I structural I land use Made By: 1N Project: Tukwila Bldg E Description: Foundation Design Allowable Soil Pressure = 5500 psf F'c = 3000 psi Soil Above Footings = 12 in Fy = 60 ksi ETABS Pier Load P (kips) Length (ft) Load (klf) Soil Check (DL+LL) Footing Dimensions (ft) Footing Reinforcement Soil Pressure Check (including EQ Loads) P12 P12 P12 DEAD LIVE 20.00 0.83 8.7 8.7 2.31 0.10 2997 OK Length = Width = D (in) = 12.0 5.5 12 Btm Reinf: 6 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (inZ) = 1.71 Av (in) = 1.24 NR EQ Mmax (kip-ft) 236.0 Wall Width (in) = 8 P12.1 P12.1 P12.1 DEAD LIVE 83.71 18.96 11.6 11.6 7.21 1.63 4797 OK Length = Width = D (in) = 13.6 4.0 12 Stm Reinf: 4 #5 at 12 In o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (inZ) = 1.24 Av (inz) = 1.24 NR EQ Mmax (kip-ft) 450.2 Wall Width (in) = 10 P12.2 P12.2 P32.2 DEAD LIVE 42.43 7.73 8.7 8.7 4.90 0.89 972 OK Length = Width = D (in) = 24.0 5.0 12 Stm Reinf: 5 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (inZ) = 1.55 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 207.1 Wall Width (in) = 8 P13 P13 P13 DEAD LIVE 39.08 2.34 17.7 17.7 1 2.21 0.13 1599 OK Length = Width = D (in) = 22.0 5.0 12 Btm Reinf: 5 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (inZ) = 1.55 Av (in) = 1.24 NR EQ Mmax (kip-ft) 506.4 Wall Width (in) = 7 P33.1 P13.1 P13.1 DEAD LIVE 403.68 67.64 95.8 95.8 4.21 1 0.71 1446 OK Length = Width = D (in) = 97.8 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 I.O.C. As (inZ) = 1.24 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 1569.9 Wall Width (in) = 10 P14 P14 P34 DEAD LIVE 171.75 46.85 156.7 156.7 1 1.10 0.30 604 OK Length = Width = D (in) = 158.7 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (inz) = 1.24 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 742.4 Wall Width (in) = 2 P15 Pis P35 DEAD LIVE 263.38 57.51 37.8 37.8 6.96 1 1.52 4797 OK Length = Width = D (in) = 39.8 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 I.O.C. As (inZ) = 1.24 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 3738.0 Wall Width (in) = 10 P15.1 P15.1 P15.1 DEAD LIVE 30.64 2.67 4.6 4.6 6.59 0.57 3864 OK Length = Width = D (in) = 8.0 5.0 12 Btm Reinf: 5 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 I.O.C. As (inZ) = 1.55 Av (inz) = 1.24 NR EQ Mmax (kip-ft) 152.1 Wall Width (in) = 10 P15.2 P35.2 P15.2 DEAD LIVE 17.22 6.46 17.7 17.7 0.97 0.36 2309 OK Length = Width = 1 D (in) = 20.2 5.0 12 Btm Reinf: 5 #5 at 12 in o.c. O Soil Pre ure wit in , O Stirrups: 1 #5 at 12 "o.c. As (inz) = 1.55 Av (inZ) = 0.62 NR EQ Mmax (kip-ft) 499.6 I Wall Width (in) = 8 -n Q Cn O �n Davido Consulting Group Date: 12/18/14 civil I structural I land use Made By: 1N • Project: Tukwila Bldg E Description: Foundation Design Allowable Soil Pressure = 5500 psf F'c = 3000 psi Soil Above Footings = 12 in Fy = 60 ksi ETABS Pier Load P (kips) Length (ft) Load (klf) Soil Check (DL+LL) Footing Dimensions (ft) Footing Reinforcement Soil Pressure Check (including EQ Loads) P16 P16 P16 DEAD LIVE 36.83 4.99 5.9 5.9 6.25 0.85 4450 OK Length = Width = D (in) = 7.9 4.0 12 Stm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 145.1 Wall Width (in) = 10 P36.1 P36.1 P36.1 DEAD LIVE 50.93 11.94 3.3 3.3 1 15.47 3.63 3220 OK Length = Width = D (in) = 5.3 4.0 12 Stm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (in2) = 1.24 Av (inZ) = 1.24 NR EQ M,a (kip-ft) 73.2 Wall Width (in) = 10 P17 P17 P17 DEAD LIVE 54.39 11.29 8.7 8.7 6.28 1 1.30 3931 OK Length = Width = D (in) = 10.7 4.0 12 Stm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 224.4 Wall Width (in) = 10 P17.1 P17.1 P17.1 DEAD LIVE 78.23 21.26 7.7 7.7 10.20 2.77 2823 OK Length = Width = D (in) = 9.7 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 183.3 Wall Width (in) = 8 P17.2 P17.2 P17.2 DEAD LIVE 859.36 235.49 69.0 69.0 12.46 1 3.41 5412 OK Length = Width = D (in) = 70.5 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 6763.8 Wall Width (in) = 10 P38 P18 P18 DEAD LIVE 174.93 50.08 10.6 10.6 1 16.53 4.73 4715 OK Length = Width = D (in) = 12.6 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 407.7 Wail Width (in) = 10 P38.1 P18.1 P18.1 DEAD LIVE 60.98 15.80 7.7 7.7 7.95 1 2.06 3036 OK Length = Width = D (in) = 9.2 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 I.O.C. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 123.8 Wall Width (in) = 8 P18.2 P18.2 P18.2 DEAD LIVE 89.11 23.96 9.4 9.4 9.53 2.56 3715 OK Length = Width = D (in) = 10.9 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mn,,, (kip-ft) 180.9 Wall Width (in) = 8 P29 P19 Pig DEAD LIVE 95.75 12.95 23.3 23.3 4.12 0.56 4480 OK Length = Width = D (in) = 25.3 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure wit in , O Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 1431.9 Wall Width (in) = 8 Q rn Q M Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN Project: Tukwila Bldg E Description: Foundation Design Allowable Soil Pressure = 5500 psf Pc = 3000 psi Soil Above Footings = 12 in Fy = 60 ksi ETABS Pier Load P (kips) Length (ft) Load (klf) Soil Check (DL+LL) Footing Dimensions (ft) Footing Reinforcement Soil Pressure Check (including EQ Loads) P19.1 P19.1 P19.1 DEAD LIVE 55.27 13.46 7.7 7.7 7.21 1.76 4106 OK Length = Width = D (in) = 9.7 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (inz) = 1.24 NR EQ Mmax (kip-ft) 181.3 Wall Width (in) = 8 P2 P2 P2 DEAD LIVE 243.05 70.90 22.0 22.0 11.05 1 3.22 3518 OK Length = Width = D (in) = 24.0 4.0 12 Stm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 1286.0 Wall Width (in) = 8 P20 P20 P20 DEAD LIVE 151.04 37.18 21.4 21.4 7.05 1 1.74 2979 OK Length = Width = D (in) = 22.9 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 810.5 Wall Width (in) = 8 P21 P21 P21 DEAD LIVE 73.76 18.37 10.5 10.5 1 7.02 1.75 4189 OK Length = Width = D (in) = 12.5 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 305.9 Wall Width (in) = 8 P22 P22 P22 DEAD LIVE 100.60 27.43 9.0 9.0 11.14 3.04 3152 OK Length = Width = D (in) = 11.0 4.0 12 Btm Reinf: 4 #5 at 12 In o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 242.6 Wall Width (in) = 8 P23 P23 P23 DEAD LIVE 34.82 9.63 2.7 2.7 13.06 1 3.61 2635 OK Length = Width = D (in) = 4.7 4.0 12 Btm Reinf: 4 #5 at 12 In o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 38.6 Wall Width (in) = 8 P23.1 P23.1 P23.1 DEAD LIVE 42.61 11.98 2.9 2.9 14.68 4.13 4381 OK Length = Width = D (in) = 4.4 3.0 12 Btm Reinf: 3 #5 at 12 In o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmaz (kip-ft) 38.9 Wall Width (in) = 8 P24 P24 P24 DEAD LIVE 92.94 22.13 12.5 12.5 1 7.42 1.77 2976 OK Length = Width = D (in) = 14.0 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 287.0 Wall Width (in) = 8 P25 P25 P25 I DEAD LIVE 90.24 29.10 17.7 17.7 1 5.11 1.65 2317 OK Length = Width = D (in) = 19.2 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 474.2 Wall Width (in) = 8 P 11 'n Q 4 Davido Consulting Group Date: 12/18/14 tcivil I structural I land use Made By: JN Project: Tukwila Bldg E Description: Foundation Design Allowable Soil Pressure = 5500 psf F'c = 3000 psi Soil Above Footings = 12 in Fy = 60 ksi ETABS Pier Load P (kips) Length (ft) load (klf) Soil Check (DL+LL) Footing Dimensions (ft) Footing Reinforcement Soil Pressure Check (including EQ Loads) P26 P26 P26 DEAD LIVE 142.57 34.03 17.7 17.7 8.05 1.92 3300 OK Length = Width = D (in) = 19.2 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure 0 Stirrups: 1 #5 at 6 ..o.c. As (in2) = 0.93 Av (inZ) = 1.24 NR EQ Mm,X (kip-ft) 651.2 Wall Width (in) = 10 P27 P27 P27 DEAD LIVE 22.88 0.15 8.7 8.7 2.64 0.02 2937 OK Length = Width = D (in) = 11.2 5.0 12 Stm Reinf: 5 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (in2) = 1.55 Av (inZ) = 1.24 NR EQ MR % (kip-ft) 202.2 Wall Width (in) = 10 P4 P4 P4 DEAD LIVE 1175.26 350.28 92.3 92.3 12.74 1 3.80 4293 OK Length = Width = D (in) = 94.3 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 4702.4 Wall Width (in) = 8 P4.1 P4.1 P4.1 DEAD LIVE 73.76 18.40 9.4 9.4 7.89 1.97 3073 OK Length = Width = D (in) = 10.9 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. 0 Soil Pre ure 0 Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 175.7 Wall Width (in) = 8 P5 P5 P5 DEAD LIVE 80.83 17.96 11.4 11.4 7.09 1 1.58 2790 OK Length = Width = D (in) = 12.9 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. 0 Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (inZ) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 266.1 Wall Width (in) = 10 P5.1 P5.1 P5.1 DEAD LIVE 53.32 13.05 7.7 7.7 6.96 1 1.70 2657 OK Length = Width = D (in) = 9.2 3.0 12 Stm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (inZ) = 0.93 Av (In') = 1.24 NR EQ Mmax (kip-ft) 143.0 Wall Width (in) = 8 P5.2 P5.2 P5.2 DEAD LIVE 142.37 17.89 89.6 89.6 1 1.59 0.20 826 OK Length = Width = D (in) = 91.1 3.0 12 Btm Reinf: 3 #5 at 12 In o.c. O Soil Pre ure 0 Stirrups: 1 #5 at 6 O.C." As (inZ) = 0.93 Av (inZ) = 1.24 NR I EQ Mm,X (kip-ft) 3713.6 Wall Width (in) = 8 P6 P6 P6 DEAD LIVE 420.44 126.01 25.0 25.0 16.82 5.04 5307 OK Length = Width = D (in) = 27.0 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. 0 Soil Pre ure O Stirrups: 1 #5 at 6 ..o.c. As (in2) = 1.24 Av (in) = 1.24 NR EQ Mm,x (kip-ft) 1635.2 Wall Width (in) = 8 P7 P7 P7 DEAD LIVE 202.96 1 53.83 25.4 25.4 1 7.99 2.12 3421 OK Length = Width = D (in) = 26.9 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure 0 Stirrups: 1 #5 at 6 "o.c. As (in) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 1 1332.0 Wall Width (in) = 8 -n Q 00 -n P 00 -n T CD Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N • Project: Tukwila Bldg E Description: Foundation Design Allowable Soil Pressure = 5500 psf Pc = 3000 psi Soil Above Footings = 12 in Fy = 60 ksi ETABS Pier Load P (kips) Length (ft) Load (klf) Soil Check (DL+LL) Footing Dimensions (ft) Footing Reinforcement Soil Pressure Check (including EQ Loads) P8 P8 P8 DEAD LIVE 21.93 5.49 2.9 2.9 7.52 1.88 2314 OK Length = Width = D (in) = 4.4 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #S at 6 "o.c. As (in2) = 0.93 Av (in) = 1.24 NR EQ Mmax (kip-ft) 8.5 Wall Width (in) = 10 P8.1 P8.1 P8.1 DEAD LIVE 125.00 33.94 10.0 10.0 12.47 1 3.39 4836 OK Length = Width = D (in) = 11.5 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 259.0 Wall Width (in) = 10 P8.2 P8.2 P8.2 DEAD LIVE 29.01 6.77 3.3 3.3 8.70 2.03 2710 OK Length = Width = D (in) = 4.8 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 7.6 Wall Width (in) = 10 P9 P9 P9 DEAD LIVE 103.86 21.87 21.6 21.6 1 4.81 1.01 5270 OK Length = Width = D (in) = 23.1 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure wit in , O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 1104.1 Wall Width (in) = 10 P9.1 P9.1 P9.1 DEAD LIVE 63.84 15.03 10.3 10.3 6.19 1 1.46 5292 OK Length = Width = D (in) = 11.8 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ lvl X (kip-ft) 273.5 Wall Width (in) = 8 P9.2 P9.2 P9.2 DEAD LIVE 89.91 23.79 10.3 10.3 1 8.72 2.31 3451 OK Length = Width = D (in) = 11.8 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. O Soil Pre ure O Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 268.4 Wall Width (in) = 8 P3 P3 P3 DEAD LIVE 223.70 72.39 22.0 22.0 10.17 3.29 4441 OK Length = Width = D (in) =1 23.5 3.0 12 Btm Reinf: 3 #5 at 12 In o.c. O Soil Pre ure wit in ' O Stirrups: 1 #5 at 6 O.C. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 1 1238.3 1 Wall Width (in) = 8 -n Q FD-10 FD-10 Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: 1N Project: Tukwila Bldg E Description: Foundation Design Total Load Footing(kips) Column Load P (kips) Vert EQ (k) Size C1 DEAD 82.90 0.07 108.64 F6 C1 LIVE 25.73 C3 DEAD 93.08 0.09 135.20 F6 C3 LIVE 42.12 C4 DEAD 180.34 2.90 238.90 F8 C4 LIVE 58.57 CS DEAD 246.16 1.17 320.11 F8 C5 LIVE 73.95 C6 DEAD 146.00 1.41 192.95 F8 C6 LIVE 46.96 C7 DEAD 159.44 0.04 214.78 F8 C7 LIVE 55.34 C9 DEAD 139.07 0.02 184.66 F6 C9 LIVE 45.59 C10 DEAD 280.84 1.99 373.88 F10 C10 LIVE 93.04 C11 DEAD 73.26 0.16 104.42 F6 C11 LIVE 31.16 C12 DEAD 153.83 0.03 198.93 F8 C12 LIVE 45.10 C13 DEAD 60.98 0.05 86.76 F6 C13 LIVE 25.78 C14 DEAD 336.25 0.25 447.59 F10 C14 LIVE 111.35 C15 DEAD 164.83 10.07 225.20 F8 C15 LIVE 60.37 C16 DEAD 243.68 0.24 316.72 F8 C16 LIVE 73.04 C18 DEAD 216.77 0.34 280.89 F8 C18 LIVE 64.12 C19 DEAD 141.42 3.48 180.19 F6 C19 LIVE 38.77 C20 DEAD 60.79 0.04 86.71 F6 C20 LIVE 25.91 C21 DEAD 337.73 0.02 448.82 F10 C21 LIVE 111.09 FD-11 1992511 Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN Project: Tukwila Bldg E Description: Foundation Design Total Load Footing(kips) Column Load P (kips) Vert EQ (k) Size C22 DEAD 120.19 0.51 158.35 F6 C22 LIVE 38.16 C23 DEAD 169.70 2.16 240.12 F8 C23 LIVE 70.41 C24 DEAD 203.46 9.31 278.19 F8 C24 LIVE 74.73 C25 DEAD 314.26 0.34 410.49 F10 C25 LIVE 96.23 C27 DEAD 138.96 2.38 195.13 F8 C27 LIVE 56.18 C28 DEAD 19.59 0.02 26.62 F4 C28 LIVE 7.04 C29 DEAD 373.11 0.86 496.39 F10 C29 LIVE 123.29 C30 DEAD 134.50 0.19 187.02 F6 C30 LIVE 52.52 C31 DEAD 111.85 0.10 163.82 F6 C31 LIVE 51.98 C32 DEAD 31.11 8.12 49.39 F4 C32 LIVE 12.18 C33 DEAD 245.80 0.07 321.76 F8 C33 LIVE 75.96 C35 DEAD 157.97 0.05 207.07 F8 C35 LIVE 49.10 C36 DEAD 148.84 0.01 197.08 F8 C36 LIVE 48.24 C37 DEAD 108.71 0.20 142.17 F6 C37 LIVE 33.46 C38 DEAD 257.02 0.08 336.18 F10 C38 LIVE 79.16 C39 DEAD 72.47 0.42 96.91 F6 C39 LIVE 24.44 C40 DEAD 241.65 0.50 321.73 F8 C40 LIVE 80.08 C41 DEAD 12.95 0.01 16.64 F4 C41 LIVE 3.69 C42 DEAD 259.86 0.02 340.04 F10 C42 LIVE 80.17 C43 DEAD 224.47 0.05 291.52 F8 C43 LIVE 67.05 FD-12 FD-12 Davido Consulting Group Date: 12/18/14 . civil I structural I land use Made By: JN Project: Tukwila Bldg E Description: Foundation Design Total Load Footing(kips) Column Load P (kips) Vert EQ (k) Size C44 DEAD 129.82 0.06 168.11 F6 C44 LIVE 38.29 C45 DEAD 282.71 0.23 372.43 F10 C45 LIVE 89•73 C47 DEAD 9.58 0:21 12.11 F4 C47 LIVE 2.53 C48 DEAD 404.60 0.19 538.83 F12 C48 LIVE 134.23 C49 DEAD 330.66 0.80 440.44 F10 C49 LIVE 109.78 C50 DEAD 219.89 0.13 292.30 F8 C50 LIVE 72.41 C51 DEAD 148.00 0.04 197.16 F8 C51 LIVE 49.15 C52 DEAD 308.44 0.39 411.60 F10 C52 LIVE 103.16 C53 DEAD 200.82 2.17 266.12 F8 C53 LIVE 65.30 C54 DEAD 233.16 1.42 310.33 F8 C54 LIVE 77.18 C55 DEAD 283.37 0.26 379.38 F10 C55 LIVE 96.01 C56 DEAD 253.19 0.28 338.76 F10 C56 LIVE 85.57 C57 DEAD 201.14 0.75 267.89 F8 C57 LIVE 66.75 C58 DEAD 12.46 0.02 15.99 F4 C58 LIVE 3.53 C59 DEAD 116.90 0.15 160.19 F6 C59 LIVE 43.29 C60 DEAD 12.42 0.03 15.94 F4 C60 LIVE 3.52 C61 DEAD 115.15 0.33 157.93 F6 C61 LIVE 42.78 C62 DEAD 12.38 0.03 15.86 F4 C62 LIVE 3.49 C63 DEAD 131.22 1.36 178.36 F6 C63 LIVE 47.14 g START LAYOUT 24" O.C. 17 F0f I �D .__. ..�-5/2r__---. -- m---_.'—_ FD1 I FILE REVIEWED FOR CODE COMPLIANCE APPROVED DEC 13 2017 City of Tukwila Truss left end indicator. C C � y c 0 Q q•D L 09�� t Or., REVIEWED [) E C OWE �� ThiS plan was reviewed lbr general conformance with the followift ` a ` ` ; = 9 �E-9� °ao �-l�thc rt;�ll'llon: ,ao2-0e zsooao � _ -,z Structural Provisions of the International Building Code � 44 a y d t:z2 R m o t N Nun -Structural Provisions of the httemational Building Code � `__ h� 9 �' — 0 (hhrrs: 00 C ,� F $u!EoCoQ•paoq The tr„Irel applicant is responsible for conforma cc with all e _ a " W m� m v a Perequirements! REID MIDD ETDN IN applfcahlr �,ak.. antdiuuns ufapproea, and rt SUl1 el '.,, i �� E` 14 file rcgllllcll its and interpr stations of the governing b L aulhe nt%. 1 his reflex% does nut Tell ,hc Archil of k Cord of* the re>punsibilitr fur .1 Co n IMes d n In a �pCIG j Ile lags of the goeennn Innsdr o f is 41 F' to li �fYate '; t , ; I �j j 1 ! o ! 1�t�lilU� Il'vt(- i a,2; j e,ae e,su11 I e,aa Jsn.I lerszl �eVhcy C ynpu t inlj ; I I I — _ I I m _ s,0. a1, s — am it 5) a I e10(12i �_ 1 m .. .._ N j 1 _° i ! 7IL71is -----� C:_ ! zs o0 0o i II 20 oa0a I� I sae-,rz 1i! >�3o-0aao (. R� El VED n, CITY TUKVIILO m , �IU — m�6111- OC 30 2017 0/12 = PERM T CEPJTER Hatch Legend ® Area of outlooker overframing m U — Field famed parapet wall —� U Z Shear wall below I I_ �eviewed ❑ Revise and Resubmit No Exceptions Taken ❑ Rejected ❑ Make Corrections as Noted ❑ Not Reviewed This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings durring this review do not relieve the contractor from compliance with the requirments of the plans and specifications. DAVIDO CONSULTING GROUP, INC. DATE:10/04/2017Br: Spencer Feathers b a's sobs* I 91--- s50n2�"_��_'4Tg�I ICI $ tl 27— A — XMLDl .-i 521 It- UJ in Y V ml .SO112; _ I Q ----, . o M rn Uca— 24-0600 10.1n-n0 ,e-0200 314)0m I; ` ■ - Y at. • �� W U W a e Irtr LU U `L Z Y 0 _ j UJ }-- -:� LU L11 OLl '- cc ���I' VUJ � rrl i IL II 3,-„•oa _ _START LAYOIJ I - -' -- -- 24" O.C. 259.06-00 32-02-12 _- _,— _- 20.00.00 5-00-08 10-08-0_0_ 18-09-08 -----it-02-00 19-02-08 _ 11.02=00 _-_-_ 18-09-08 —_ -_- 1_- -�I is - --- - - - - F01 �003 , �I -- _ — I I I �— 11 A \ ,. 5n2 o � J N III C) 01 1, 7 } 1 � 4 Doi -r d .m ! 1 ml _Rafters per 512/12 � A1>r ---I } y tl o Elevator! 1 ! 0 { { �! 2�m� .. 012 AO6A p Eo a Za XB03_ m �T� 7J o o a o . w 4 ' o s,za xeez } - - ! {If I - - - atsa n ..a _RM ar Rtl _ N R HA " 1.o I I 14-05-00 -__ 11.07-DO .__T 6•a0-00 I� _ 18-02-00_- .0-00 T I - _ { I04 �t 1 'I� 0(5p 810(5) IBi 5'Jj ry B705 w �B105 I I m ( t o. _._L( )f -( )I -I __.i ). 811(5) �870(_5); ,810(51I B11 5 o� 1 H --f-r- {—` I f - -r 1 j+ i 3 B10(1 s) 7 -I 1— m 910(15) ' + -- rill, I, H �1 1 44 = Truss left end indicator. Tukwila Village - Build E LM-eviewed ❑ Revise and Resubmit No Exceptions Taken [-]Rejected ❑ Make Corrections as Noted ❑ Not Reviewed This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings durring this review do not relieve the contractor from compliance with the requirments of the plans and specifications. Dl VIDO CONSULTING GROUP, INC. DATE:10/04/2017BY: Spencer Feathers 147-00-00 259-00-00 r rRUg�� CI 20815 67th Ave NE THIS 1S A TRUSS PLACEMENT DIAGRAM ONLY. Arlington, WA 98223 These trusses are designed as individual building components to be incorporated into the building design Phone: 1-360-925-4155 at the specification of the building designer. See the �FrstSOUrce individual design sheets for each truss design identified BUILDER: SUBDIV : - - -- ----- - [.OT ; on the placement drawing. The building designer is Inter -City Contractors Inc it µ responsible for temporary and permanent bracing of the roof and Boor system and for the overall structure. The design of the truss support structure including headers, PROJECT: MODEL : JOB k: beams, walls, and columns is the responsibility of the r Tukwila Village - Building E Tukwila Village - Building E J1605025 building designer. For general guidance regarding _ bracing, consult "Bracing of wood trusses" available ADDRESS: from V [he Truss Plate Institute, 583 D'Onifrio Drive; t Tukwilla, A Madison, WI 53179 — 18-09-.08 - 10-08-00 — _T1UJ 34 04 Or � j " — — — 1 a-lQt, - - -- 25-00-00 32-02-12 L LL F w a CV-1 cc ci�Q--+ J U d }➢ I �_ Rl 7,zt5) i ! I I — I I I I I I i iX I N 1 �� I I o LO Ii I g I I I I I In I I , I B'12O ! �13(8) < 8�15O NI 816( )_ BI 7(I) B18J2 1 0(1) '� - Z B}10(I) B1 (5) a Co to l G 4 BOXTRE aFRAMED I 1 Jt a E9u10 n �12 _ use I n IB1002) c Bl (9) m Im mm U o m m m m s. m Co m' m IIIm' m m m m xcol 0 _4 N s: r '_ i zoo-ooI oa-o J s0-1 i 30-_0-D.00 — -- — LOU U, i lI r { C13i N 7 j LL�- 1. __-.. _- .50/12 • � �� M 4 , _ O XCO2 Hatch Legend o -- o _ sl_ Area of outlooker II Feld famed parapetwarllming Nof L) '_j I I _ I _ — �.. Shear wall below CO2D1 e - Build E - 4 1.50/12 I 150/12 o s _I O 9 CD C04 I71 -. eviewed ❑ Revise and Resubmit No Exceptions Taken ❑ Rejected ❑ Make Corrections as Noted [-]Not Reviewed This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings durring this review do not relieve the contractor from compliance with the requirments of the plans and specifications. DAVIDO CONSULTING GROUP, INC. DATE:10/04/2017Br: Spencer Feathers 147-00-00 259-oa00 I I , .50/12 - III m 24-00-00 _-- _ COIB CO2DI I m 11 50/12F - q N xu 01 Rake shear L Cie 4U I IF, C77 436# 3-05�08 b09 10-10-00 18_02-00 C I C 0 N O 0 N a N O CO 4 PROBUIld 20815 67th Ave NE I THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building '01 Arlington, WA 98223 components to be incorporated into the building design \ Phone: 1-360-925-4155 at the specification of the building designer. See the �FMS0urce individual design sheets for each truss design identified -- - - -- - - - on the placement drawing. The building designer is BUILDER : SIT : LOT : �y responsible for temporary and permanent bracing of the Inter -City Contractors Inc it roof and Boor system and for the overall structure. The design of the truss support structure including headers, PROJECT : MODEL : JOB #: beams, walls, and columns is the responsibility of the Tukwila Village - Building E Tukwila Village - Building E J1605025 building designer. For general guidance regarding _ bracing, consult "Bracing of wood trusses" available ADDRESS: from the Truss Plate Institute, 583 D'Onifrio Drive; Tukwilla, WA Madison, W153179 n MiTek TD Re: J 1605025 Tukwila Village - Building E FILI:m ECEIV'POE DE� 0 6 2017 L(/Iryvp- 7� REID MIDDLETON, INC. MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA,_Inc.-under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K3720473 thru K3720585 My license renewal date for the state of Washington is September 28, 2018. REVIEWED FOR , CODE COMPLIANCE APPROVED `> DEc 13 20-17 e Ch of Tvikw1l2 I jM eviewed ❑ Revise and Resubmit No Exceptions Taken ❑ Rejected ❑ Make Corrections as Noted [-]Not Reviewed This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings durring this review do not relieve the contractor from compliance with the requirments of the plans and specifications. DAVMO CONSULTING GROUP, INC. DATE:10/04/2017BY: Spencer Feathers September 27,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. RECEIVED CITY OF TUKWILA :t,T 3 0 2Gi7 PERMIT CENTER Dab <AAeff f) IL400V 05 r Truss J Truss Type JQty IPly I Tukwila Village - Building E 1605025 IA01 IMONOPITCH 14 1 1 I ProBuild Arlington, Arlington,WA 98223 T640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:40 2017 Page 1 I D: yxS 0 i l_oGg3mgQ 5R MYV9nOzP U 9c-AfrgYsSOFZGtwM iONzl Bwy RbO31 ppkJXG FH R Q yZS6n 15-10-0 5-1 -24-0-0 2-11-3 8-1-3 0- - 3 7.8-0 0-0-13 8-1-3 0.50 12 2.4 11 4x6 = 4x4 = 5 Scale = 1:45.5 4x12 = 12 6 m I6 11 -lu a 0 T 4x4 II 5x12 = 8x8 - 4x6 II 8-5-12 8-1-3 8 15-10-0 15-1 -13 23-8-e 2 -0 0 8-1-3 0- - 7-0-0 0-0-13 7-9-11 0-3- LOADING (psf) WILL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012f rPI2007 CSI. TC 0.79 BC 0.78 WB 0.72 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Udefl Ud -0.33 9-10 >844 360 -0.72 9-10 >385 240 0.05 8 n/a n/a 0.24 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 126 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc purlins, except BOT CHORD 2x6 DF No.2 'Except` end verticals. 9-11: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud "Except 7-10-9 oc bracing: 9-10. 2-10,5-10: 2x4 HF No.2, 6-9: 2x4 DF 180OF 1.6E, 6-8: 2x6 DF No.2 recommends that Stabilizers and required cross bracing [MiTek installedduring truss erection, in accordance with Stabilizer tallation uide. REACTIONS. (lb/size) 11=1226/0-5-8, 8=988/Mechanical Max Horz 11=74(LC 9) Max Uplift 11=-294(LC 8), 8=167(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-1 154/327, 2-3=3532/597, 3-4=-3511/597, 4-5=-3526/609, 5-12=-2926/521, 6-12=-2913/523, 6-8=-902/200 BOT CHORD 10-11=-100/289, 9-10=-508/2967 WEBS 2-10=-565/3257, 4-10=469/184, 5-10=82/563, 6-9=-498/2821, 5-9=-653/208 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) G-1-12 to 23-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 294 lb uplift at joint 11 and 167 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7' OWNG ZZh77 September 27,2017 W kI sC A WAR G • V9q(y de p and R S Tr9S AN CLUDED MITEK REFERENCE PAGE MI-7473 rev. 10/0312015 BEFORE USE. Design valid for use on h MI ek® actors. his sig basetl pon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appliesbil of design parameters and properly incorporate this design into the overall Nit building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oft ses and truss systems see ANSVTPI1 Quality Criteria, OSB-89 and SCSI Building Component 250 Klug Circle SafetyyklformatlgrL availalom Truss Plate Institut 218�[J. L&e Streejai6% 312, Alexandria, VA 22314. Corona, CA 92880 �k 'w�jli 2x4 I 4x6 = Job t Truss Truss Type Qty Ply Tukwila Village - Building E J16G�5025 A01T MONOPITCH 3 1 K3720474 , -Job Reference o tional roBulld Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:43 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-bEXpAuUuYUeSnpRb25luYaTYuE5COBaIDEUxllyZS6k 10.8 8- -3 1S1 1 -13 4-0-0 1_0-8 8-1-3 0- - 3 7-6 0-0-13 8-1-3 o.50 12 Sv17 _ 44 = 5 Scale = 1:52.5 4x12 = 13 6 I� 6 11 10 9 8 3x4 II Sx16 = 7 Sx8 = 3x8 II e-5-12 -5- 8 13-1-3 15-10.0 15-1 -13 23-8-e 24 0 5-10.0-9 8-1-37-0- - T(ps2 CLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ` BQDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.66 BC 0.77 WB 0.65 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(ILL) in (loc) Udell L/d -0.31 9-10 >883 360 -0.69 9-10 >400 240 0.05 8 n/a n/a 0.23 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 133 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except BOT CHORD 2x6 DF No.2 `Except' end verticals. 9-11: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x6 DF No.2 `Except` 7-11-13 oc bracing: 9-10. 2-10,5-10: 2x4 HF NO-2, 4-10,5-9: 2x4 HF Stud, 6-9: 2x4 DF 180OF 1.6E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 11=1322/0-5-8, 1=107/Mechanical, 8=974/Mechanical Installation guide. Max Horz 11=77(LC 9) Max Uplift 1 1=-278(LC 8), 1=46(1_C 8), 8=-164(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1251/312, 2-3=3356/557, 3-4=3335/557, 4-5=-3348/568, 5-13=-2873/510, 6-13=-2860/512, 6-8=-888/196 BOT CHORD 10-11=-88/259, 9-10=496/2913 WEBS 2-10=-530/3109, 4-10=-425/171, 5-10=53/437, 6-9=486/2768, 5-9=-639/206 NOTES- 1) Wind: ASCE 7-10; VuR=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-7-12 to-2-7-12, Interior(1)-2-7-12 to 23-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.- 6) Refer to girder(s) for truss to truss connections. RrgS`90 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 11, 46 lb uplift at joint 1 and 164 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1� 54074k(,�' crsT�� SSI�NAL ECG September 27,2017 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M I.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall racing building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bMiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Ouali[y Crkeria, DSB-89 and SCSI Building Component 250 Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K372!J475 J1605025 A02 MONOPITCH 44 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-11-3 101 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:43 2017 Page 1 ID:yxSOil oGg3m9Q5RMYV9nOzPU9c-bEXpAuUuYUeSnpRb25luYaTWQE9109DIDEUx11yZS6k 7-6-0 B-2-0 Scale = 145.5 5x12 = 4x4 II 4x12 = 5x8 = 3x4 II LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.82 BC 0.54 WB 0.80 (Matrix) DEFL. in Vert(LL) -0.34 Vert(TL) -0.73 Horz(TL) 0.05 Wind(LL) 0.26 (loc) II L/d 8-9 >822 360 8-9 >388 240 7 n/a n/a 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E `Except' end verticals. 7-8: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except* MiTek recommends that Stabilizers and required cross bracing 7-11: 2x6 DF No.2, 2-9,5-9,6-8: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1245/0-5-8, 7=1002/0-5-8 Max Horz 10=173(LC 9) Max Uplift l0=-311(LC 8), 7=165(1_C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1169/343, 2-3=-3618/660, 3-4=3611/668, 4-5=-3603/671, 5-12=-3108/659, 6-12=-3094/660, 6-7=-934/198 BOT CHORD 9-10=-217/308, 8-9=535/3094 WEBS 2-9=-628/3324, 3-9=-465/180, 5-9=129/520, 5-8=-654/210, 6-8=-512/3018 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 111,1111, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 101oTILING 2A - 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will O fit between the bottom chord and any other members. O� Wf1S 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 10 and 165 lb uplift at joint 7. O 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ADO SA 44074 jONAL� September 27,2017 ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111[II.7473 rev. 10/0 OIS aEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job 1 Truss e Qty Ply Tukwila Village - Building E J1605025 A02A TMONOPITCH 1 1 K3720476 p ^^ Job Reference o tional uLit ni mgry mIngron,-m 6-0-0 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 2710:07:44 2017 Page 1 ID: yxSOil_oGg3m9Q5RMYV9nOzPU9c-3Q5BODV WJomJPzOncop74oOjleRdlcRvSuDVaByZS6j 7-&0 0.50 B-2-0 Scale = 1:52.5 a 8 7 4x4 II 5x12 = 5x12 = 3x4 II TCADING (Ps) 0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BQDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.65 BC 0.76 WB 0.81 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Well L/d -0.35 8-9 >819 360 -0.74 8-9 >385 240 0.05 7 n/a n/a 0.26 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 131 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud 'Except" BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. 7-11: 2x6 DF No.2, 2-9,5-9,6-8: 2x4 HF No.2 MIT recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 10=1364/0-5-8, 7=988/0-5-8, 1=94/Mechanical tallation quide. Max Horz 10=176(LC 9) Max Uplift 1 0=-301 (LC 8), 7=162(LC 12), 1=-42(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-1 291/334, 2-3=-3456/641, 3-4=3448/650, 4-5=-3440/652, 5-13=-3044/657, 6-13=-3030/659, 6-7=921/195 BOT CHORD 8-9=-524/3031 WEBS 2-9=-630/3298, 3-9=-432/171, 5-9=107/418, 5-8=-639/206, 6-8=497/2955 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -5-9-4 to-2-9-4, Interior(1) -2-9-4 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. ONUNG f IV 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint 10, 162 lb uplift at joint 7 � WAS�r, 0 and 42 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Ql„ 54074 IsT> � cq� '�sSIONaL��'� September 27,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Aek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i1AiT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIi Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720477 J1605025 A0301 MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-11-3 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:46 2017 Page 1 ID:yxSOil oGg3m9Q5RMYV9nOzPU9c-?pCypvWnrP01eH9AjDsc9D5lfRASOTdCvBice4yZS6h 7-6-0 B-2-0 Scale = 1:45.5 10 ' o 7 44 II 4x12 = 5x8 = 3x4 II - — 8-4-0 8-4-0 15-10-0 7-6-0 24-0-0 8.2-0 Plate Offsets (X.Y)-- 12 0-3-6 0-3-0] (670-8-0 0-3-8118:0-3-0.0.3-011j9 0-5-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.34 8-9 >822 360 MT20 185/148 TCLL 10.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.73 8-9 >388 240 BCLL Rep Stress Incr YES WS 0.95 Horz(TL) 0.05 7 n/a n/a 8.0 BCDL Code IBC20121TPI2007 (Matrix) Wind(LL) 0.27 8-9 >999 240 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 cc purlins, except BOT CHORD 2x4 DF 180OF 1.6E `Except` end verticals. 7-8: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud `Except` MiTek recommends that Stabilizers and required cross bracing 7-11: 2x6 DF No.2, 2-9,5-9,6-8: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1245/0-5-8, 7=1002/0-5-8 Max Horz 10=173(LC 38) Max Upliftl0=-333(LC 31), 7=-177(LC 40) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1169/365, 2-3=-3618/775, 3-4=-3611/701, 4-5=-3603/715, 5-12=-3108/685, 6-12=-3094/714, 6-7=934/210 BOT CHORD 9-10=-223/308, 9-13=-727/3094, 8-13=-636/3094, 7-8=-193/292 WEBS 2-9=-742/3324, 3-9=465/182, 5-9=-204/520, 5-8=-654/224, 6-8=566/3018 NOTES- 1) Wind: ASCE 7-10; VuR=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �rjII1�TG 2�tr - 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will O fit between the bottom chord and any other members.�� W 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 10 and 177 lb uplift at C� joint 7. p 8) This truss has been designed for a total drag load of 250 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag 05 loads along bottom chord from 10-0-0 to 24-0-0 for 17.9 plf. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 k,`r G1D, GIs g10, s'r10 ALE�G September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss ye Qty PlyTukwila Village -Building EK3720478 J1605`025 A03D2 FM0101ITCH 2 1 Job Reference (optional) roEiujia Arington, Arungton,WA y8223 2-11-3 �J B-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:47 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-T?mKOFXPcj8tGRkMHxNdQd97rYAyx5LBrS9A WyZS6g 7-6-0 8-2-0 Scale = 1:45.5 lu O 7 5x8 II 8x12 = 5x8 = 3.6 II TCLL (ps25 0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.97 BC 0.38 WB 0.88 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.35 8-9 >801 360 -0.72 8-9 >392 240 0.05 7 n/a n/a 0.39 8-9 >729 _ 240 PLATES GRIP MT20 185/148 MT20HS 139/111 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, except BOT CHORD 2x4 DF 240OF 2.0E `Except` end verticals. 7-8: 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 4-6-10 oc bracing. WEBS 2x4 HF Stud `Except' WEBS 1 Row at midpt 5-9, 6-8 7-11: 2x6 DF No.2, 2-9,5-9,6-8: 2x4 HF No.2 2 Rows at 1/3 pts 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u d REACTIONS. (lb/size) 10=1245/0-5-8, 7=1002/0-5-8 Max Horz 10=173(LC 34) Max Uplift 10=-840(LC 31), 7=-448(LC 40) Max Grav 10=1453(LC 26), 7=1069(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1367/859, 2-3=5220/3501, 3-4=-3596/1274, 4-5=-3873/1748, 5-6=-3590/1919, 6-7=-1001/519 BOT CHORD 9-10=-2095/2053, 8-9=3181/4465, 7-8=-2005/2107 WEBS 2-9=-3294/4820, 3-9=-462/238, 5-9=-2024/2127, 5-8=-791/567, 6-8=-1873/3541 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Comer(3)-2-11-3 to 0-1-12, Exterior(2) 0-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially'Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 840 lb uplift at joint 10 and 448 lb uplift at joint 7. 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 250.0 plf. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7' OWNG _, September 27,2017 �— WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3P10479 J1605025 A04 MONOPITCH 7 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-11-3 B-4-0 0.50 12 2x4 11 4x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:48 2017 Page 1 ID: yxSOil_oGg3m9Q5R MYV9nOzPU9c-xCKiDbY1 NOGkubJZreu4FeAN MFpThQ WVN VBijyyZS6f 7-6-0 4x4 = 7-11-0 Scale = 1:45.2 4x12 = 11 6 10 V 6 7 4x4 II 5x12 = 5x12 = 3x4 II LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ` BCDL 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.81 BC 0.76 WB 0.74 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) 1/defl Ud -0.35 8-9 >804 360 -0.74 8-9 >379 240 0.06 7 nla n/a 0.26 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud `Except* BOT CHORD Rigid ceiling directly applied or 7-10-0 oc bracing. 2-9,6-8,5-9: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1238/0-5-8, 7=995/Mechanical Max Horz 10=76(LC 9) Max Uplift 10=-296(LC 8), 7=173(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-11651330, 2-3=-3588/608, 3-4=-3581/617, 4-5=-3573/620, 5-11=-3056/546, 6-11=-3043/548, 6-7=-930/205 BOT CHORD 9-10=-103/295, 8-9=-514/3042 WEBS 2-9=-575/3306, 6-8=-540/3048, 3-9=463/181, 5-9=-86/543, 5-8=676/219 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fING Zp' 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �Q+ '�Yo fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. Spa'•' G 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 10 and 173 lb uplift at �p joint 7. Z 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 w� �SSIQNAL��� September 27,2017 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03R015 BEFORE USE. -- Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pemranent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job , Truss Type Qty Ply Tukwila Village - Building E J1605025 A05 � FMONOPITCH 2 1 K3720480 Jab Reference o tional ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:49 2017 Page 1 I D:yxSOil_oGg3m9Q5R MYV9nOzPU9c-POu4RxZf8KObVkulPMPJnrja Wf9xQt2ec9xGFPyZS6e 6.0-0 B-0-3 0.- 3 7-4-13 0. -3 7-11-0 �w Scale = 1:52.3 0.50 12 46 = 4x4 = 4x12 = 2x4 11 5 12 6 10 9 a 7 4x4 II 5x12 = 5x12 = 3x4 II 60-0 8-0-3 )VI 13 711 Plate Offsets (X.Y)-- 12 0-3-8 0.3-01 r6 0 7 0-2-01 r8 0-6-0 0-3-0) [9 0-5-8 0-2-81 T(psf) 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.34 8-9 >829 360 MT20 185/148 TCDL - 10.0 Lumber DOL 1.15 BC 0.75 Vert(TL) -0.72 8-9 >390 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.05 7 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.25 8-9 >999 240 Weight: 124 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 7-11-5 oc bracing. 2-9,6-8,5-9: 2x4 HF No.2 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 10=1360/0-5-8, 7=980/Mechanical, 1=103/Mechanical Max Horz 10=79(LC 9) Max Uplift10=-288(LC 8), 7=169(LC 12), 1=-45(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1287/321, 2-3=3415/564, 3-4=3407/572, 4-5=-3399/575, 5-12=-3000/533, 6-12=-2986/535, 6-7=916/201 BOT CHORD 8-9=-499/2986 WEBS 2-9=-561/3258, 6-8=-526/2991, 3-9=-427/171, 5-9=-55/422, 5-8=-662/216 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B, enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-11-4, Interior(1)-2-11-4 to 23-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ONUNG zA 6) Refer to girder(s) for truss to truss connections. 4 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 10, 169 lb uplift at joint 7 ,r O and 45 lb uplift at joint 1. C� 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 O� AGIS' 741 ,, September 27,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E KV20481 J1605025 A06 MONOPITCH 10 1 Job Reference o tional riuounu niunyw nnurymn, vvn voz[o 6-0-0 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:49 2017 Page 1 I D: yxS 0 il_oGg3m 9Q5R MYV9nOzP U 9c-P O u4RxZf6KObV ku I P M PJnrjaSf9oQsgec9xG F PyZS6e 7-6-0 0.50 FvT 8-2-0 Scale = 1:52.5 10 9 8 7 4x4 II 5x12 = 5x12 = 3x4 11 LOADING (psf) TOLL 25A (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.66 BC 0.76 WB 0.81 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wlnd(LL) in (loc) I/deft Ud -0.35 8-9 >820 360 -0.74 8-9 >385 240 0.05 7 n/a n/a 0.26 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 131 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. 7-11: 2x6 OF No.2, 2-9,5-9,6-8: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1367/0-5-8, 7=987/0-5-8, 1=103/Mechanical Max Horz 10=177(LC 9) Max Uplift 10=-303(LC 8), 7=162(LC 12), 1=-45(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1295/336, 2-3=3454/640, 3-4=-3446/648, 4-5=-3438/651, 5-13=-3044/657, 6-13=-3029/659, 6-7=920/195 BOT CHORD 8-9=-524/3030 WEBS 2-9=-630/3298, 3-9=-431/171, 5-9=1071417, 5-8=-639/206, 6-8=-497/2954 NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-11-4, Interior(1)-2-11-4 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow), Category Il; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OMAWG Z� 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 10, 162 lb uplift at joint 7 1i WAS J4>, G and 45 lb uplift at joint 1. ti G 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �p 54074 q>� L'GtSTER1a sSj�NALti�G September 27,2017 AwARIWNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job � Truss Truss Type Qty Ply i Tukwila Village - Building E J16A025 A06A MONOPITCH 1 1 K3720482 Job Reference (optional) ProBuild Arlington, Anington,WA 98223 B-4-O 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:50 2017 Page 1 ID: yxSOil_oGg3m9Q5R MYV9nOzPU9c-uaSSeHaHueWS7uTxy3wYK3Fha2aO9l l ngphpnryZS6d 5-10-D 24-0-0 7-6-0 8-2-0 Scale = 1:40.9 5x12 = 10 4x4 11 5x12 - 5x8 = 3x4 II T(psf) 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.95 BC 0.38 WB 0.86 (Matrix) DEFL. in Vert(LL) -0.35 Vert(TL) -0.73 Horz(TL) 0.04 Wind(LL) 0.26 (loc) I/defl L/d 7-8 >812 360 7-8 >390 240 6 n/a n/a 7-8 >999 240 PLATES GRIP MT20 185/148 Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except BOT CHORD 2x4 OF 180OF 1.6E *Except* end verticals. 7-9: 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except' Tek recommends that Stabilizers and required cross bracing 6 10: 2x6 DF No.2, 1 8,4-8,5 7: 2x4 HF No.2 installedduring truss erection, in accordance with Stabilizer �be stallation uide. REACTIONS. (lb/size) 9=1016/0-5-8, 6=1016/0-5-8 Max Horz 9=171(LC 9) Max Upl'Ift9=-190(LC 8), 6=169(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-934/221, 1-11=3786/726, 2-11=-3774/729, 2-3=-3784/738, 3-4=-3774/741, 4-12=-3171/687, 5-12=3157/689, 5-6=-948/202 BOT CHORD 8-9=-231/364, 7-8=554/3157 WEBS 1-8=-675/3439, 2-8=-515/194, 4-8=153/630, 4-7=-666/213, 5-7=-527/3082 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 9 and 169 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r OWNG September 27,2017 AWARNING - Verify design paramefare and READ NOTES ON THIS AND INCLUDED Ill REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K320483 J1605025 A07D1 MONOPITCH 1 1 Job Reference o tional rroCWlO Arlington, Anington,WA 98223 6-0-0 B-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:51 2017 Page 1 ID: yxSOil_oGg3m9Q5RMYV9nOzPU9c-MnOrsdavfxfJ1228WnRnsGowySgGukrx3TQNJHyZS6c 7-6-0 0.50 8-2-0 Scale = 1:52.5 10 9 8 7 4x4 II 5x12 = 5x12 = 3x4 11 w 4 N N N LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL , 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.66 BC 0.76 WB 0.96 (Matrix) DEFL. in Vert(LL) -0.35 VertTL -0.74 { ) Horz(TL) 0.05 Wind(LL) 0.27 (loc) I/deft L/d 8-9 >820. 360 8-9 >385 240 7 n/a n/a 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 131 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. t WEBS 2x4 HF Stud 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-11: 2x6 DF No.2, 2-9,5-9,6-8: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 10=1367/0-5-8, 7=987/0-5-8, 1=103/Mechanical Max Horz 10=177(LC 33) Max Uplift 10=-325(LC 30), 7=-174(LC 39), 1=-45(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-1 295/358, 2-3=3454/755, 3-4=-3446/681, 4-5=-3438/696. 5-13=-3044/683, 6-13=-3029/713, 6-7=920/207 BOT CHORD 9-14=-715/3030, 8-14=-624/3030, 7-8=192/290 WEBS 2-9=-744/3298, 3-9=431/172, 5-9=-182/417, 5-8=-639/220, 6-8=-552/2954 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6:Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-11-4, Interior(1)-2-11-4 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. OMwG Z 6) Refer to girder(s) for truss to truss connections. 7) Provide 0 mechanical connection (by others) of truss to bearing plate capable of withstanding 325 Ito uplift at joint 10, 174 lb uplift at joint 7 WC and 45 lb uplift at joint 1. 8) This truss has been designed for total drag load 250 lb. a of Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-0-0 to 24-0-0 for 17.9 plf. 07 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — 54074 cyAl� �d+ GISTER� �S%NALti�� September 27,2017 ..— WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and -is for an individual building component, not ^ a truss system. Before use, the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS-99 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720484 J1605025 A08 MONOPITCH 3 1 Jab Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:51 2017 Page 1 I D: yxSOiloGg3m9Q5RMYV9nOzPU9c-MnOrsdavfxfJl228 WnRnsGot5So2unDx3TQNJHyZS6c _ 6.0.0 8-0-3 0- -13 7-4-13 043 7-11-0 Scale = 1:52.3 0.50 F12 4x4 = 4x12 = 2x4 II 4x6 = 5 13 6 10 9 8 7 4x6 = 5x12 = 5x12 = 3x4 11 (i0-0 8-0-3 0- 7 e 1� ti 3 7-11-0 Plate offsets /X Yl— [270-3-8 0-3-0) (6 0-3-7 0-2-0] [8 0-6-0 0-3-oj (9 0-5-12 0-2-8j T(psf) 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.35 8-9 >808 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.84 Vert(TL) -0.74 8-9 >380 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(TL) 0.05 7 n/a n/a BCDL 8.0 Code IBC2012fTP12007 (Matrix) Wind(LL) 0.26 8-9 >999 240 Weight: 124 Ito FT = 20% LUMBER- BRACING. TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud 'Except` BOT CHORD Rigid ceiling directly applied or 7-10-11 oc bracing. 2-9,6-8,5-9: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. (lb/size) 10=1446/0-5-8, 7=990/Mechanical, 1=94/Mechanical Max Horz 10=79(LC 9) Max Uplift10=-303(LC 8), 7=-171(LC 12), 1=-43(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1372/336, 2-12=3538/582, 3-12=3520/585, 3-4=-3527/593, 4-5=-3520/596, 5-13=-3039/540, 6-13=3025/542, 6-7=-926/203 BOT CHORD 8-9=-506/3024 WEBS 2-9=-577/3350, 6-8=533/3030, 3-9=-460/177, 5-9=-70/506, 5-8=671/217 NOTES- 1) Wind: ASCE 7-10; VuR=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-11-4, Interior(1)-2-11-4 to 23-7-4 zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 10, 171 lb uplift at joint 7 and 43 Ib uplift at joint 1. 9) "Semi -rigid pitchbreaks. including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 16 lb up at 3-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 7'ApNiWG 2�A`(i September 27,2017 ,&WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village -Building E K37`10484 J1605025 A08 MONOPITCH 3 1 Job Reference (optional) rite—junne1ywn, mlwlytun, vvr yo[Gtl LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2=-70, 2-6=70, 7-10=-16 Concentrated Loads (lb) Vert: 12=-86(F) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:52 2017 Page 2 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-gzaD3ybYQ FMMCdK4UzOPU L2gsBHd ET417AwskyZS6b WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev. 101O312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job ` Truss Truss Type Qty Ply Tukwila Village - Building E K3720485 J1605025 A08A MONOPITCH 2 1 Job Reference (optional) ProBulld Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:52 2017 Page 1 ID: yxSOil_oGg3m9Q5R MYV9nOzPUgc-qzaD3ybYQFnAMCdK4UzOPUL2GsFgdDZ417AwskyZS6b B-0-3 0. - 3 7-4-13 0. -3 7.11-0 Scale = 1:41.4 4x4 = 2xd I I 46 = 0.50 F12 12 4x12 = 9 6 4x4 II 5x12 = Sx12 = 3x4 II 8-0- 0.- 7 4 1 0.1 7 11 0 Plate Offsets (X Y)- r5 0-3-7 0-2-01 17Q&t0 0-3-01 t870-4-12 0 -01 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.36 7-8 >792 360 MT20 185/148 TCDL 0.0 10.0 Lumber DOL 1.15 BC 0.42 VertTL -0.74 7-8 >381 240 MT20HS 139/111 BCLL " Rep Stress Incr NO WB 0.80 Horz(TL) 0.04 6 n/a n/a BCDL 8.0 Code ISC2012ITP12007 (Matrix) Wind(LL) 0.26 7-8 >999 240 Weight: 115 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E "Except' end verticals. 7-9: 2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing 5-6,2-8,4-7: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1122/0-5-8, 6=1023/Mechanical Max Horz 9=74(LC 9) Max Uplift9=-196(LC 8), 6=179(1_C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-1038/227, 1-10=3929/681, 10-11=-3915/681, 2-11=3913/683, 2-3=-3923/692, 3-4=-3913/695, 4-12=3183/573, 5-12=3169/575, 5-6=-959/211 BOT CHORD 8-9=-129/430, 7-8=539/3169 WEBS 1-8=-623/3513, 5-7=566/3177, 2-8=558/202, 4-8=-137/762, 4-7=-703/225 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf, h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 23-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss,has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0rIiING ,Zt, fit between the bottom chord and any other members. O 7) Refer to girder(s) for truss to truss connections. `N' O� g1Ag 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 9 and 179 Ito uplift at joint 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 24 lb up at 2-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. j 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �r LOAD CASE54074S) Standard Off, ACIS'I'ER� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 �S G1� SIGNAL Continued on page 2 September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3-(20485 J1605025 A08A MONOPITCH 2 1 Job Reference o tional PfOt3Ulla Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5-70, 6-9=16 Concentrated Loads (Ib) Vert: 10=128(F) 7.640 s Aug 16 2017 MiTek industries, Inc. Wed Sep 27 10:07:52 2017 Page 2 I D:yxSOil_oGg3m9Q5R MYV9nOzPU9c-gzaD3ybYQFnAMCdK4UzOPU L2GsFgdDZ417AwskyZS6b AWARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB-89 and SCSI Building Component 250 Klug circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job, Truss Truss Type Qty Ply Tukwila Village - Building E I J1605025 A09 MONOPITCH 4 1 K3720486 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:53 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPUgc-198bHIcABZv1 MCWeBUFyhtCpGcjMfmEXnvTOAyZS6a 5-10-0 24-0.0 7-6-0 8-2-0 Scale = 1:40.9 5x12 = 10 04 I 5x12 = - 5x8 = 3x4 11 LOADING (psf) TCLL 25.0 TCOL (Roof Snow=25.0) 0.0 BCLL 10.0 BCDL 8 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012fTP12007 CSI. TC 0.95 BC 0.38 WB 0.86 (Matrix) DEFL. in Vert(LL) -0.35 VertTL -0.73 Horz(TL) 0.04 Wind(LL) 0.26 (loc) Udefl L/d 7-8 >812 360 7-8 >390 240 6 n/a n/a 7-8 >999 240 PLATES GRIP MT20 185/148 Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E 'Except' end verticals. 7-9: 2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except' ek recommends that Stabilizers and required cross bracing 6-10: 2x6 DF No.2, 1-8,4-8,5-7: 2x4 HF No.2 installed during truss erection, in accordance with Stabilizer �be allation uide. REACTIONS. (lb/size) 9=1016/0-5-8, 6=1016/0-5-8 Max Horz 9=171(LC 11) Max Uplift9=-190(LC 8), 6=169(1_C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-934/221, 1-11=-3786/726, 2-11=3774/729, 2-3=-3784/738, 3-4=-3774/741, 4-12=-3171/687, 5-12=3157/689, 5-6=948/202 BOT CHORD 8-9=-231/364, 7-8=554/3157 WEBS 1-8=-675/3439, 2-8=515/194, 4-8=-153/630, 4-7=-666/213, 5-7=527/3082 NOTES- 1) Wind: ASCE 7-10; VuR=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. /;OZ,147W��G��Z- 6) joint t Provide mechanical connection (by others) m truss to bearing plate capable of withstanding 190 Ib uplift at joint 9 and 169 Ib uplift atO 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.�- A� 54074 cy� AssI�NAL;;" September 27,2017 �— j A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M147473 rev. 10/012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K372aJ487 J1605025 A10 MONOPITCH GIRDER 1 2 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:55 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-EYFLh_dQjA9lDfLvlcWjl6zeH3HggZXX 5OaS2yZS6Y 2-0-0 4-7-12 { 6-1-12 10-2-1a 1ad-0 18-1-0 21-10-0 zs-sd 30-0-0 2-0-0 2-7-12 1�-0 4-1-2 4-1-2 3-s-0 3-9-0 3-11� 4-2-12 ;cI Scale = 1:50.9 3x6 = 22 21 20 19 2x4 I I 5x8 = 2x4 I I 4x8 = 2.4 I 4x6 = 10x10 =. 6x6 = . 24 18 17 16 15 14 13 12 12x12 = 2x4 II 46 = -7-12 6-0-O6-i 2 10-2-14 �0 t 1-0-40-1- 4-1- 14-4-0 41 11-1-0 0 i- 0-0 3-a0 25-9.4 30-0-0 3-11-0 4-2-12 Plate Offsets (X Y)— U 7 0-2-8 0-1-121 r21 0-6-0 0-8-12j. [22 0-5-0 0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) 0.01 18-19 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(TL) 0.03 18-19 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.85 Horz(TL) -0.03 12 n/a n/a , Code IBC2012/TP12007 (Matrix) Wind(LL) -0.02 18-19 >999 240 Weight: 339 Ib FT = 20% BCDL 80 LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD BOT CHORD 2x6 DF 240OF 2.0E WEBS 2x4 HF Stud 'Except' BOT CHORD 1-22,12-23: 2x6 DF No.2 REACTIONS. All bearings 24-0-0 except Ot=length) 19=0-5-8, 19=0-5-8. (lb) - Max Horz 19=261(LC 25) Max Uplift All uplift 100111 or less at joint(s) 17, 15, 14 except 12=-550(LC 25), 18=-440(LC 22), 13=112(LC 22), 19=1064(LC 22) Max Grav All reactions 250 Ito or less at joint(s) except 12=814(LC 40), 12=379(LC 1), 18=1524(LC 53), 17=1042(LC 49), 15=678(LC 53), 14=990(LC 48). 13=1118(LC 49), 19=5002(LC 49), 19=4397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-154/850, 1-2=-1016/3556, 2-3=1677/4109, 3-4=-2049/4366, 4-5=-3155/8073, 5-6=-910/3368, 6-7=-1595/3887, 7-8=2510/4574, 8-9=-882/1173, 9-10=-1383/1703, 1D-11=-1166/1104,11-12=-368/118 BOT CHORD 20-21=-3292/649, 19-20=-7073/1845, 19-24=-7127/1857, 18-24=7220/1981, 17-18=-8180/3260, 16-17=-2361/1545, 15-16=1570/491, 14-15=2229/1365, 13-14=-1455/1359,12-13=-1133/1160 WEBS 1-21=-3474/693, 2-21=106/932, 4-19=-3520/832, 5-18=-19001923, 5-17=-2684/5202, 7-17=-958/323, 8-15=-485/275, 8-14=1578/2035, 9-14=-765/248, 10-14=-1632/1360, 10-13=-821/356, 10-12=125011390, 3-20=-11131404, 4-20=1460/4611, 8-17=-2952/1806 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- G 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: �p+Q�j[IN Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. '}-' pttAs O Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. `WG, 1 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-19 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �� 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 54074 cy� 5) This truss has been checked for uniform snow load only, except as noted. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S sy SIONAL 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 September 27,2017 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of designparameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply72JT.ub la Village - Building E K3720487 J1605025 A10 MONOPITCH GIRDER 1 ference (optional) rruCulla Arlington, Anington, WA quzz i T640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:55 2017 Page 2 NOTES - I D:yxSOil_oGg3m9Q5RMYV9nOzPU9c-EYFLh_dQjA9lDfLvlcWjl6zeH3HggZXX_5OaS2yZS6Y 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 15, 14 except Qt=lb) 12=550, 18=440, 13=112, 19=1064. 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-0-0 to 30-0-0 for 312.5 plf. 10) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 30-0-0; 14-9-0 from 0-0-0 to 7-0-0 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-196(17=126), 22-24=-330(1`=314), 12-24=66(F=-50) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Carona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E r K3720488 J1605025 All MONOPITCH GIRDER 1 2 Job Reference optional) ProBuild Arlington, Arlington,WA 98223 � 01 7,640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:56 2017 Page 1 I D: yxSOil_oGg3m9Q5RMYV9nOzPU9c-ikpkvKe2UU Hcrpw5JK1 yZKVk3TX?ZO4gD188?VyZS6X 2-6-8 3-1-8 5-4-8 1 4-9-8 1 24-0 5x8=Scal13 1:33.7 12 Sx10 = 2x4 II 12x20 = 6xlo = 73x6 II LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 45.0 BCLL 0.0 B DL 8.0 SPACING- 300 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/TP12007 CSI. TC 0.82 BC 0.79 WB 0.89 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.13 9-10 >999 360 -0.49 9-10 >435 240 0.06 7 n/a n/a 0.10 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 229 lb FT = 20% LUMBER- BRACING= TOP CHORD 2x6 DF No.2 TOP CHORD 2-0-0 oc purlins (3-5-15 max.), except end verticals BOT CHORD 2x6 DF No.2 'Except' (Switched from sheeted: Spacing > 2-0-0). 7-10: 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 7-13,2-11,4-9: 2x6 DF No.2, 5-9: 2x4 HF No.2 REACTIONS. (lb/size) 12=3808/0-5-8, 7=3072/0-5-8 Max Horz 12=348(LC 5) Max Uplift 12=-514(LC 4), 7=-349(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-428/64, 1-2= 475/54, 2-3=-11486/1611, 3-14=-11514/1622, 4-14=-11455/1622, 4-5=-10300/1744, 5-6=-3859/1004, 6-7=-3073/339 BOT CHORD 11-12=-864/7012, 10-11=-864/7012, 9-10=1446/10271, 8-9=695/3845, 7-8=-219/355 WEBS 2-12=-7267/1014, 2-11=-38/368, 2-10=-678/4737, 3-10=-1967/273, 4-10=-690/1940, 4-9=-1648/339, 5-9=-836/6819, 5-8=2792/464, 6-8=-625/4718 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left.and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 12=514, 7=349. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 421 lb down and 100 lb up at 2-7-4, and 734 lb down and 213 lb up at 11-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Q,t1lat &GA&E(tdtandard September 27,2017 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E �. K3720488 J1605025 A11 MONOPITCH GIRDER 1 2 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:56 2017 Page 2 I D:yxSOil_oGg3m9Q5R MYV9nOzPU9c-ikpkvKe2UUHcrpw5JK1 yZKVk3TX?ZO4gD188?VyZS6X LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-210, 2-14=460, 6-14=-210, 7-12=-24 Concentrated Loads (lb) Vert: 11=-421(B) 9=734(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. i W0.?/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not! a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Truss (Truss Type MONOPITCH GIRDER Tukwila Village - Building E K3720489 u uunar ProBuild Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:57 2017 Page 1 ID: yxSOil_oGg3m905RMYV9nOzPU9c-AwN66gfgFnPTTzVHt1 YB6X2vmvklSGpRPthXxyZS6 W 15-3-0 1-11-8 3-1-8 54-8 4-9-8 2-4-0 L 4 11 12x20 6x10 = 412 = ''gale = 1:34.0 r 3xti 0 CV (Ps TCLL 25.0 SPACING- 3-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.12 9-10 >999 360 MT20 185/148 TCDL 45.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.44 9-10 >473 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.05 7 n/a Wa 8QDL 80 Code IBC2012ITP12007 (Matrix) Wind(LL) 0.10 9-10 >999 240 Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 `Except' 7-10: 2x6 DF 240OF 2.0E BOT CHORD WEBS 2x4 HF Stud *Except* 7-13,2-11,4-9: 2x6 DF No.2, 5-9: 2x4 HF No.2 REACTIONS. (lb/size) 12=3934/Mechanical, 7=2945/0-5-8 Max Horz 12=348(LC 7) Max Uplift 12=-540(LC 4), 7=319(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-269/40, 1-2=-343/46, 2-3=-10491/1460, 3-14=10517/1470, 4-14=-10457/1471, 4-5=-9841/1642, 5-6=-3666/957, 6-7=2915/301 BOT CHORD 12-15=-759/5674, 11-15=-759/5674, 10-11=-759/5674, 10-16=1344/9812, 9-16=-1344/9812, 8-9=648/3651, 7-8=-217/347 WEBS 2-12=-6322/876, 2-11=-49/438, 2-10=721/5100, 3-1 0=-1 923/266, 4-1 0=-669/1486, 4-9=-1534/324, 5-9=-799/6538, 5-8=2721/449, 6-8=-565/4475 2-0-0 oc purlins (3-9-12 max.), except end verticals (Switched from Sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 10-2 2x4 - 1 row at 0-9-0 oc, member 3-10 2x4 - 1 row at 0-9-0 oc, member 10-4 2x4 - 1 row at 0-9-0 oc, member 9-5 2x4 - 1 row at 0-9-0 oc, member 5-8 2x4 - 1 row at 0-9-0 oc, member 8-6 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=540, 7=319. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size Or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 �tjt 1�S�70NAL�yG September 27,2017 A INARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111171 7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720489 J1605025 A11A MONOPITCH GIRDER 1 2 Job Reference (optional) Pronuim Arlington, Anington,vvA 58223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:57 2017 Page 2 NOTES- ID:yxSOil_oGg3m9Q5R MYVgnOzPU9c-AwN66gfgFnPTTzVHtl YB6X2vmvklSGpRPthXxyZS6W 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 502 Ib down and 118 lb up at 2-0-4, and 788 Ito down and 204 Ib up at 1 D-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=210, 2-14=460, 6-14=-210, 7-12=24 Concentrated Loads (lb) Vert: 15=-502(F) 16=788(1-) AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720490 J1605025 Al2 MONOPITCH 1 1 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 2-5-0 44 = 0.50 F12 1 6 2x4 II 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:57 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzP U9c-AwN66gfgFnPTTzVHtl YB6X25it2y Ig3pR PthXxyZS6 W Scale = 1:11.2 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 5-6 >999 360 MT20 185/148 TCOL 45.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 240 BCLL ' Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 5 n/a nla .0 BCDL 8.0 Code IBC20127TPI2007 (Matrix) Wind(LL) 0.00 6 **— 240 Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=1 63/0-5-8. 5=21 1 /Mechanical Max Horz 6=42(LC 11) Max Uplift6=-25(LC 8), 5=11(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 2p �� \`RO 54074q(,�� �crsT � SSIDNAL ��� September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �f a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type City Ply Tukwila Village - Building E l K3720491 J1605025 A14 MONOPITCH 2 1 Job Reference (optional) rroBulla Anington, Hrungton,vvA 96223 7-9-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:58 2017 Page 1 I D:yxSOil_oGg3m9Q5RMYV9nOzPU9c-f7xUKOglO5XK474UQ13Qflb5EHG51 wmzg3dE3NyZS6V 7-6-0 240 5xB = Scgff = 1:34.0 v N N 109 3x6 = 5x12 63.4 11 = T(ps2 CLL 25.0 (Roof Snow=25.0) TCDL 45.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rrPI2007 CS1. TIC 0.72 BC 0.55 WB 0.88 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.12 7-8 >999 360 -0.52 7-8 >390 240 -0.05 9 n/a n/a 0.10 7-8 >999 240 PLATES GRIP . MT20 185/148 MT18H 185/148 Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 8-0-1 oc bracing. 2-9,6-11: 2x6 DF No.2, 2-8,4-8: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1378/Mechanical, 6=1329/0-5-8 Max Horz 6=235(LC 9) Max Uplift9=-174(LC 8), 6=103(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1288/208, 2-12=-3979/562, 3-12=-3954/565, 3-13=-3974/575, 4-13=-3934/576, 4-5=-1803/503, 5-6=-1348/154 BOT CHORD 8-9=-97/848, 7-8=498/1798, 6-7=367/443 WEBS 2-8=-482/3140, 3-8=927/176, 4-8=-327/2243, 4-7=-1426/233, 5-7=-247/2337 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for Uniform snow load only, except as noted. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will OMING ZIP - fit between the bottom chord and any other members. `Y 7) Refer to girder(s) for truss to truss connections. '�-' QJ O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=174, irk 6=103. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r0� 54074 .qla s`rl�NALE�G September 27,2017 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE h01•7473 rev. 10/O312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/orchard members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type City Ply Tukwila Village - Building E K3720492 J1605025 A15D1 MONOPITCH 1 1 Jab Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:58 2017 Page 1 ID: yxSOil_oGg3m9Q5RMYV9nOzPUgc-f7xUKOg105XK474UQ13Qflb5GHGL1 vHzg3dE3NyZS6V 2-11-3 8-3-8 0. -8 7-6-0 Scale= 1:32.4 6x6 = 5 3x6 4x6 11 6x10 = 8 w c5 N N 8-3-8 0. 7-6-0 0-9-0 Plate Offsets (X Y)- [2:0-3-6 0-2-81,f47Q-3-4.0-3-81 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.14 5-6 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.33 6-7 >586 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.01 5 n/a n/a Code IBC2012ITP12007 (Matrix) Wind(LL) 0.15 5-6 >999 240 Weight: 87 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc puffins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid ceiling directly applied or 3-9-14 oc bracing. 5-8: 2x6 DF No.2, 2-6,4-6: 2x4 HF No.2 WEBS 1 Row at midpt 2-6, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=933/0-5-8, 5=676/0-5-8 Max Horz 7=132(LC 33) Max Uplift 7=-707(LC 31), 5=393(LC 40) Max Grav 7=1127(LC 26), 5=792(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-1056/732, 2-3=-3604/2824, 3-9=2091/475, 4-9=-2877/1985, 4-5=-727/467 BOT CHORD 6-7=-2062/2032, 5-6=-2006/2119 WEBS . 2-6=-2672/3306, 3-6=-514/244, 4-6=-2014/2746 NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Comer(3)-2-11-3 to 0-1-12, Exterior(2) 0-1-12 to 16-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 0 G 2�tr 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ASltr, 0 fit between the bottom chord and any other members. G 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=707, 1p 5=393. 2 8) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-7-0 for 250.0 plf. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .0 16 54074 q, 0 A- S �sSI�NAL��t� September 27,2017 AWARNING - Verify des(gn parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7177 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSO-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E T J1605025 A16 MONOPITCH 5 1 K3720493 Job Reference (optional) roaulla Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:07:59 2017 Page 1 I D: yxSO il_o Gg3m9 Q 5R MYV9nOz P U9c-7JVsX M hxn PfAi Hfg_SbfBy7 KGheQmTU6vj MocgyZS6 U 2-11-3 &3-8 0. -8 7-6-0 0.9-0 Scale = 1:32.6 6x10 II 3x4 = 5x12 = 5 3x4 11 8 m rh N N 8-3-8 Plate Offsets (X Y)- r2 0-3-7 0-2-01 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CM. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.13 6 >999 360 MT20 185/148 TCDL 0.0 10.0 Lumber DOL 1.15 BC 0.42 VertTL -0.33 6-7 >586 240 BCLL ' Rep Stress Incr YES WS 0.46 Horz(TL) 0.01 5 n/a n/a BCDL 8.0 Code IBC2012rrPI2007 (Matrix) Wind(LL) 0.10 6 >999 240 Weight: 87 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-8: 2x6 DF No.2, 2-6,4-6: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=933/0-5-8, 5=676/0-5-8 Max Horz 7=132(LC 9) Max Uplift7=-256(LC 8), 5=109(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-865/288, 2-3=1981/372, 3-9=1979/382, 4-9=-1964/384, 4-5=-610/147 WEBS 2-6=-363/1785, 3-6=514/203, 4-6=-285/1808 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 16-4-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. /;7G 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib upli t at joint(s) except 0=1b) 7=256, 5=109.8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��y WG, 540 47 �� �AcrS� SSj,ONAL G� " September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M0-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720494 J1605025 A17 MONOPITCH GIRDER 1 3 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 5-0-0 4-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:00 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-bV3ElihZYin1 KREsYA6ukAgVa4rgVsFGBN6L8GyZS6T 4-0-0 0.50 12 3-7-0 Scale = 1:27.9 1.5x4 II 4x12 = 5x12 = _ 4 5 10 8x12 = 2x4 II 8x12 = - 6 4x6 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TOLL 25.0 (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.19 8-9 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.40 8-9 >482 240 BCLL ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.04 6 n/a n/a 8.0 BCDL 0 Code IBC20121TPI2007 (Matrix) Wind(LL) 0.14 8-9 >999 240 Weight: 254 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x6 OF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 1-10,5-6: 2x6 DF No.2, 1-9,5-7: 2x4 HF No.2 REACTIONS. (lb/size) 10=4379/0-5-8, 6=4963/0-5-8 Max Horz 10=63(LC 5) Max Uplift 10=-675(LC 4), 6=-716(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-3249/499, 1-2=11748/1704, 2-3=11738/1710, 3-4=-8076/1124, 4-5=-8072/1129, 5-6=-3986/568 BOT CHORD 10-1 1=-223/1288,11-12=-223/1288, 9-12=223/1288, 9-13=1786/13084, 13-14=1786/13084, 8-14=-1786/13084, 8-15=-1807/13304, 15-16=-1807/13304, 7-16=-1807/13304, 7-17=-58/362, 17-18=58/362, 6-18=-58/362 WEBS 1-9=-1535/10729, 3-9=1457/104, 3-8=212/2231, 3-7=-5570/755, 5-7=-1202/8747 Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 3-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-7-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=675, 6=716. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 973 lb down and 191 Ib up at 2-0-0, 973111 down and 187 lb up at 4-0-0, 1024 lb down and 127 lb up at 6-0-0, 1024 lb down and 127 lb up at 8-0-0, 1024 lb down and 127 Ib up at 10-0-0, 1024 lb down and 127 lb up at 12-0-0, and 1366 lb down and 205111 up at 14-0-12, and 548 Ib down and 106 lb up at 16-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Q,&AtimlSA&E MdMandard o 54074 q, Off, � �`rSIONALI G September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1NI-7073 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee,Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720494 J1605025 A17 MONOPITCH GIRDER 1 3 Job Reference (optional) rruoullu Arlington, Anington,WA utszzi 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:00 2017 Page 2 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-bV3ElihZYin 1 KREsYA6ukAgVa4rgVsFG8N6LSGyZS6T LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Un'Iform Loads (plf) Vert: 1-5=-70, 6-10=16 Concentrated Loads (lb) Vert: 11=-973(B) 12=973(B) 13=-1024(B) 14=1024(B) 15=1024(B) 16=A024(B) 17=1366(B) 18=548(8) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP.11 Quality Criteria, DSB-89 and BCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720495 J1605025 A18 MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Artington,WA 98223 2-11-3 4-3-14 4-0-2 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:01 2017 Page 1 ID:yxSOii_oGg3m9Q5R MYV9nOzPU9c-3iodyl iBJOvuyap36td7G NDdSUGIEH HPM1 rugiyZS6S 7-6-0 3.11-2 4-2-14 Scale = 1:45.3 5x8 = 14 N 13 11 11 1u 8 6x6 I 5x12 = 4x6 = 8x8 = 6x10 = 4-3-14 4-3-14 4-0- 15-10-0 7-6-0 1442 24-M 3-11- 4- -14 Plate Offsets (X.Y)-- [12,0-5 0 0-2-01 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.32 10-11 >882 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.68 10-11 >416 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.08 8 n/a nla QCDL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.24 10-11 >999 240 Weight: 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins, except BOT CHORD 2x6 OF No.2 *Except* end verticals. 9-13: 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-9-6 oc bracing. WEBS 2x4 HF Stud 'Except' WEBS 2 Rows at 1/3 pts 6-8 2-13,8-14: 2x6 DF No.2, 2-12,6-11,6-8: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1888/0-5-8, 8=1116/0-5-8 Max Horz 13=170(LC 9) Max Uplift 13=-425(LC 8), 8=-185(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1640/407, 2-3=4033/704, 3-4=4019/707, 4-5=-4963/909, 5-6=-4955/912, 6-15=-324/213, 7-15=-312/215, 7-8=276/98 BOTCHORD 13-16=-260/650, 12-16=260/650, 11-12=-826/4951, 10-11=642/3708, 9-10=-642/3708, 8-9=-642/3708 WEBS 2-12=-648/3584, 6-11=283/1317, 6-10=0/289, 6-8=-3545/600, 4-12=-991/332 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-2-12, Interior(1) 0-2-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �X,/iIDjG Zp non -concurrent with other live loads. D 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WASA., 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=425, '4 8=185. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 975 lb down and 246 lb up at p 3-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 54074 ty 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0 �CISTER� LOAD CASE(S) Standard �SSj�NALE�G Continued on page 2 September 27,2017 All WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' j a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Comna, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720495 J1605025 A18 MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70, 2-7=70, 8-13=-16 Concentrated Loads (lb) Vert: 16=-758(t-) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:01 2017 Page 2 ID: yxSOil_oGg3m9Q5R MYV9nOzPU9c-3icdyl iBJOvuyap36td7GNDd8UGIEH HPM1 rugiyZS6S ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 my. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E J1605025 A19 MONOPITCH 1 1 K3720496 Job Reference (optional) rruouna Anmgion, Hnington,vvA 962z3 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:01 2017 Page 1 ID:yxSOil oGg3m9Q5RMYV9nOzPU9c-3iodyliBJOvuyap36td7GNDitUHjEJGPMIrugiyZS6S 4-3-7 11-9-7 1 11 7 4.3-7 7-&0 8-2-0 Scale = 1:33.9 6x10 = 3x4 11 ox w — 3x4 11 T(ps2 CLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.37 SC 0.62 WB 0.77 (Matrix) DEFL. in Vert(LL) -0.17 Vert(TL) -0.38 Horz(TL) 0.04 Wind(LL) 0.12 (loc) I/deft L/d 6-7 >999 360 6-7 >621 240 5 n/a n/a 6-7 >999 240 PLATES GRIP MT20 185/148 Weight: 100 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud `Except BOT CHORD Rigid ceiling directly applied or 8-9-11 oc bracing. 5-9: 2x6 DF No.2, 3-7,4-6: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=842/Mechanical, 5=842/0-5-8 Max Horz 8=171(LC 9) Max UpliftB=-163(LC 8), 5=-136(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-811/174, 1-10=-2017/389, 2-10=2006/391, 2-3=-2022/401, 3-11=-2395/538, 4-11=-2381/540, 4-5=776/174 BOT CHORD 6-7=-405/2382 WEBS 1-7=-401/2036, 2-7=-428/152, 3-7=382/130, 3-6=-467/182, 4-6=381/2294 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 4-2-5 to 7-2-5, Interior(1) 7-2-5 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber COL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ONUNG 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 8=163, r �,WASItr, G 5=136. C 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� �O. O¢+D� S� 14074� cy� .O GIS TEtz I�NALE� September 27,2017 A WARNING - Verity design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job , Truss Truss Type Qty Ply Tukwila Village- Building E K3720497 J1605025 A20 MONOPITCH 1 1 Job Reference (optional) ProdUIID Arington, Anmgton,WA 98223 2-11-3 4-3-14 48 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:02 2017 Page 1 I D: yxSOil_oGg3m9Q5RMYV9nOzPU9c-XuA?9Njp4Kt IZkOFfa8MpblotuYPzm WYbhbSC8yZS6R 7-6-0 4x6 = 4-0-2 0.50 12 a. 11 4x4 = 7-11-0 Scale = 1:45.2 4x12 = 13 7 12 1411 10 g 8 06 = 8x12 = 4x6 - 8x8 = 4x6 11 T(ps2 CLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/TPI2007 CSI. TC 0.68 BC 0.91 WB 0.77 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Vdefl Ltd -0.33 9-10 >838 360 -0.71 9-10 >394 240 0.06 8 n/a n/a 0.25 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 8-7-3 oc bracing. 2-12: 2x6 OF No.2, 2-11,7-9,6-10: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS. (lb/size) 12=188010-5-8, 8=1110/Mechanical Max Horz 12=73(LC 11) Max Uplift 12=-411(LC 8), 8=193(1_C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1658/398, 2-3=-4058/682, 34=4044/685, 4-5=-4931/853, 5-6=-4924/856, 6-13=-3672/651, 7-13=3659/652, 7-8=1024/218 BOT CHORD 12-14=-144/505, 11-14=144/505, 10-11=835/4919, 9-10=-619/3657 WEBS 2-11=-629/3649, 7-9=634/3640, 6-10=222/1294, 6-9=-809/249, 4-11=-931/196 NOTES- 1) Wind: ASCE 7-10; VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-2-12, Interior(1) 0-2-12 to 23-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'This ONG 2 6) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t p. `F' WAS O 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 12=411, (jt=lb) 8=193, 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 816 lb down and 140 lb up at 3-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �� 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 54074 tyAr LOAD CASE(S) Standard �sSjONAL�G� Continued on page 2 September 27,2017 A WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �f a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job JTruss Truss Type Qty Ply Tukwila Village - Building E K3720497 J1605025 A20 MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plt) Vert: 1-2=-70, 2-7=70, 8-12=-16 Concentrated Loads (Ib) Vert: 14=-758(F) 7,640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:02 2017 Page 2 ID:yzSOil oGg3m9Q5RMYV9nOzPU9c-XuA?9Njp4K11ZkOFfa8MpblotuYPzmWYbhbSC8yZS6R A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7073 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PlyTJToubkReferVe"nacgee(orp)ttuo"nain)g ila l- BdiE K3720498 J1605025 B01 MONOPITCH GIRDER 1 erobUlla Arlington, Ariington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:03 2017 Page 1 ID:yxSOil_oGg3mgQ5RMYV9nOzPU9c-?4kNNjkRrd9cBuzRDlfbLol1 Bl20i9RigLK?IbyZS6Q i 3-0-0 6-0-0 11-11-12 17- 1 23-7-12 7 7 8 3-0-0 3-0-0 5-11-12 5-10-0 + 5-10-0 5-11-12 0.50 112 3x6 II 6x10 II 8x8 = 3x6 11 412 = 6x10 = 3x6 II Scale = 1:51.5 5x8 = III RWA 14 3x6 = 15 3x6 = 12 13 4x8 = 3x6 = 1.5x4 11 LOADING (psf) TOLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud (Roof Snow=25.0) .0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.02 9-10 >999 360 TCDL 10.0 Lumber DOL 1.15 SC 0.25 Vert) ( TL -0.05 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) -0.01 9 n/a n/a BCDL so Code IBC2012/TPI2007 (Matrix) Wind(ILL) -0.01 9-10 >999 240 LUMBER - TOP CHORD 2x8 DF SS BOT CHORD 2x4 DF 180OF 1.6E WEBS 2x4 HF Stud *Except` 1-16: 2x6 DF No.2 BRACING - TOP CHORD BOTCHORD REACTIONS. All bearings 23-7-8 except Qt=length) 16=Mechanical, 14=0-3-8. (lb) - Max Horz 16=41(LC 28) Max Uplift All uplift 100 lb or less at joint(s) 14 except 16=-480(LC 22), 9=329(1_13 23), 15=-356(LC 25), 13=-374(LC 22), 11=311(LC 24), 10=-169(LC 22) Max Grav All reactions 250 lb or less at joint(s) 14 except 16=548(LC 21), 9=402(LC 20), 15=725(LC 20), 13=661(LC 1), 11=586(LC 1), 10=665(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-616/592, 2-18=1640/1612, 3-18=1338/1307, 3-19=-1855/1838, 19-20=-1303/1212, 4-20=-592/596, 4-211=335/343, 21-22=395/375, 22-23=-395/424, 5-23=-1145/1125, 5-24=-1474/1460, 24-25=-1,376/1361, 6-25=876/861, 6-7=-428/400, 26-27=-667/652, 27-28=-1167/1139,8-28=-1474/1470,8-9=-356/347 BOT CHORD 15-16=-1192/1188, 14-15=-868/886, 13-14=826/845, 12-13=-1563/1560, 11-12=-833/815, 10-11=-1368/1365, 9-10=1350/1369 1i WEBS 2-16=-1092/1163, 2-15=-1319/1368, 3-15=-468/304, 3-13=1005/1000, 4-13=-564/383, 5-13=-1246/1256, 5-11=494/368, 5-10=1376/1388, 7-10=-559/225, 8-10=-1385/1375 10 4x12 = 9 3x4 II PLATES GRIP MT20 185/148 Weight: 161 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-8. Rigid ceiling directly applied or 5-11-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VUIt=11Omph (3-second gust) Vasd=87mph, TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 OWNG 2) TCLL: ASCE 7-10;,Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted.OF AIN Qt1 O 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. ' O� 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 2-0-0 wide will y fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except (jt=lb) 16=480, 9=329, 15=356, 13=374, 11=311, 10=169. 54074k, 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag O,r{, L�Gjs i� loads along bottom chord from 0-0-0 to 29-7-8 for 250.0 plf. t� G SSIONAL 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , .S G` 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 September 27,2017 A WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and SCSI Building Component 250 Klug Circle Safety Infornation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720498 J1605025 B01 MONOPITCH GIRDER 1 1 Job Reference (optional) r—unu Anufytun, HrlingWn,vvA adzzs 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:04 2017 Page 2 NOTES- ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-TH Ila3k3bxHTp2Xdn?AquOrCxiOFRbh2?4ZH 1 yZS6P 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 48 lb up at 0-2-12, 43 lb down and 49 lb up at 2-2-8, 43 lb down and 49 Ito up at 4-2-8, 43 lb down and 48 lb up at 6-0-0, 43 lb down and 48 lb up at 8-2-8, 43 lb down and 48 lb up at 10-2-8, 43 lb down and 48 lb up at 12-2-8, 43 lb down and 48 lb up at 14-2-8, 43 lb down and 299 lb up at 14-9-12, 43 lb down and 48 lb up at 16-2-8, 43 lb down and 48 lb up at 18-2-8, 43 lb down and 48 lb up at 20-2-8, 43 lb down and 48 lb up at 22-2-8, 43 lb down and 48 lb up at 24-2-8, and 43 lb down and 49 lb up at 26-2-8, and 43 lb down and 49 lb up at 28-2-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70, 2-3=70, 3-8=-70, 9-16=16 Concentrated Loads (lb) Vert: 1=69(F) 6=-33(F) 3=-33(F) 4=33(F) 17=-33(F) 18=33(17) 19=-33(F) 20=33(F) 21=33(17) 22=-33(F) 23=33(F) 24=-33(F) 25=-33(F) 26=-33(F) 27=-33(F) 28=-33(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 1010312015 BEFORE USE. Design veto for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E c K3720499 J1605025 B02A MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 6-0-0 . 1-11-4 0.50 F12 3.6 11 6x10 = 6-4-12 8x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:04 2017 Page 1 I D:yxSOil_oGg3m9Q5R MYV9nOzPU9c-TH IIa3k3bxHTp2Xdn?AquOrE41KORla2?4ZH 1 yZS6P 7-6-0 44 = 7-9-8 Scale = 153.0 6x10 = 10 9 8 7 3x6 = 6x10 = 6x10 = 3x4 II LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.34 8-9 >822 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.73 8-9 >384 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.07 1 n/a n/a D Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.25 8-9 >999 240 Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.OE TOP CHORD BOT CHORD 2x4 DF 240OF 2.OE WEBS 2x4 DF 240OF 2.OE *Except* BOT CHORD 2-10,4-9,5-8: 2x4 HF Stud, 3-10: 2x6 DF 240OF 2.0E REACTIONS. (lb/size) 10=1363/0-5-8, 1=97/Mechanical, 7=973/Mechanical Max Harz 10=47(LC 9) Max Uplift 10=-285(LC 8), 1=62(1_C 12), 7=-170(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-650/176, 3-12=4137/703, 4-12=4137/703, 4-5=-4178/718, 5-13=-4038/699, 6-13=-4038/699, 6-7=898/199 BOT CHORD 9-10=-219/946, 8-9=739/4108, 7-8=55/303 WEBS 3-1 0=-1 158/265, 3-9=525/3247, 4-9=-480/176, 5-8=-510/189, 6-8=-667/3783 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-13 max.): 3-6. Rigid ceiling directly applied or 9-8-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-11-4, Interior(1)-2-11-4 to 1-11-4, Exterior(2) 1-11-4 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 10=285,7=170. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 27,2017 �— WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Jab Truss Truss Type Qty Ply Tukwila Village - Building E �MONCPITCH K3720500 J1605025 8026 1 1 Job Reference (optional) ProBuiia Arlington, Anington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 2710:08:05 2017 Page 1 ID:yxSO il_oGg3m9Q5RM W9nOzPU9c-xTs7oPIhMFPKQ C6gLjh3RDN IP5hdA7F?Hfp6pTyZS60 i -8-0-0 37 114 &40 15-10-0 24 7 8 6.0-0 3-11-4 44-12 7-6-0 7-9-8 ek Scale = 1:53.0 0.50 12 3x6 II 600 = 2x4 II 44 = 6x10 = 10 9 8 7 3x6 = 4x12 = 6x10 = 3x4 11 LOADING (psf) TOLL 25.0 (Roof Snow 25.0) TCDL 10.0 BCLL 0.0 ' SQDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.72 BC 0.43 WS 0.70 (Matrix) DEFL. Vert(LL) Vert() TL Horz(TL) Wind(LL) in (loc) I/defl L/d -0.33 8-9 >838 360 -0.71 B-9 >394 240 0.08 1 n/a n/a 0.24 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 130 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.0E 'Except* end verticals, and 2-0-0 oc purlins (3-3-14 max.): 3-6. 7-8: 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 3-10,3-9: 2x4 DF 240OF 2.OE, 5-9,6-8: 2x4 DF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1354/0-5-8, 1=104/Mechanical, 7=975/Mechanical Max Horz 10=50(LC 9) Max Uplift10=-284(LC 8), 1=60(LC 12), 7=-168(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-620/184, 3-12=-3955/655. 4-12=-3955/655, 4-5=-3955/655, 5-13=-3844/668, 6-13=-3844/668, 6-7=901/196 BOT CHORD 9-10=-346/1929, 8-9=-687/3911 WEBS 3-10=-2081/419, 3-9=-315/2111, 4-9=464/162, 5.8=-527/190, 6-8=-631/3657 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-11-4, Interior(1)-2-11-4 to 3-11-4, Exterior(2) 3-11-4 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip QOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' �MI1�TG 2�tr 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. gyp+ O 7) Refer to girder(s) for truss to truss connections. 8) Refer to girders) for truss to truss connections. 4 'W 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1 except (jt=lb) 10=284,7=168. ? 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A� 54074 cy isTE SSI�NAL V' September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��rt a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E t J1605025 002C MONOPITCH 1 1 K3720501 . Job Reference (optional) ,nmgion, Aninglon,vvA vuzz3 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:06 2017 Page 1 I D:yxSOil_oGg3m9Q5R MYV9nOzPU9c-QfQV?ImK7YXB2MhOuQ DIzRwZpVOgvXr8WJZFLwyZS6N -�� 5.11-4 8-4-0 12 -1-0 15-10-0 19-7 14 23 7 8 6.0-0 5-11-4 2-4-12 3-9-0 3-9-0 3-9-14 3-11-10 Scale = 1:53.0 0.50 12 3x6 11 2x4 11 6x10 = 2x4 11 4x4 = 5x8 = 5x12 MT20HS = 3x6 I 1 15 2 16 17 3 4 18 19 1 14 13 12 11 10 US = 4x8 = 4X _ 6x10 = T(psf) 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/TP12007 CSI. TC 0.36 BC 0.51 WB 0.87 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.25 12-13 >999 360 -0.62 12-13 >452 240 0.11 10 n/a n/a 0.18 12-13 >999 240 PLATES GRIP MT20 185/148 MT20HS 139/111 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 240OF 2.0E end verticals, and 2-0-0 oc purlins (5-0-5 max.): 3-9. WEBS 2x4 HF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-14: 2x6 DF No.2, 3-14: 2x4 OF 240OF 2.0E WEBS 1 Row at midpt 3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 14=1626/0-5-8, 1=85/Mechanical, 10=1020/Mechanical Max Horz 14=53(LC 9) Max Uplift 14=-22(LC 8), 1=73(LC 12), 10=-116(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-784/79, 34=-4071/28, 4-18=4071/28, 5-18=-4071/28, 5-6=-3811/312, 6-7=-3811/312, 7-8=-3811/312 BOT CHORD 13-14=0/3268, 12-13=248/4227, 11-12=286/3811, 10-11=267/2303 WEBS 3-14=-3310/0, 3-13=278/926, 4-13=-276/119, 5-13=-166/276, 7-12=-294/103, 8-11=-28/1610, 5-12=-443/0, 8-10=2352/296 NOTES- 1) Wind: ASCE 7-10; VuR=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-1 14, Interior(1)-2-11-4 to 5-11-4, Exterior(2) 5-11-4 to 8-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) 300.01b AC unit load placed on the top chord, 4-6-0 from left end, supported at two points, 2-0-0 apart. 5) Provide adequate drainage to prevent water ponding. "9 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' e O� 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 lb 14, 54074��p plate uplift at joint(s) 1 except T=lb) 10=116. �, cy O�Cirs- 12) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. S G 13) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. SIGNAL LOAD CASE(S) Sttandard Continued on page 2 September 27,2017 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 Job Truss Truss Type Qry Ply Tukwila Village - Building E K3720501 J1605025 B02C MONOPITCH t 1 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70, 2-3=70, 3-9=70, 10-14=-16 Concentrated Loads (lb) Vert: 16=-150 17=150 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:06 2017 Page 2 ID: yxSOil_oGg3m9Q5R MYV9nOzPU9c-QfQV?ImK7YXB2MhOuQDIzRwZpVOgvXr8 WJZfLwyZS6N ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720502 J1605025 B02D MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:06 2017 Page 1 I D:yxSOil_oGg3m9Q5R MYVgnOzPU9c-QfQ V?ImK7YXB2MhOuQDIzRwSIVOtvZA8WJZfLwyZS6N 6-0-0 7-11-4 4-0-4 3-10-8 7-9-8 0.50 12 6x6 = 2x4 II Bx10 = 4x4 = Scale = 1:53.0 6x10 = 10 9 8 7 3x4 5x8 = 6x10 = .3x4 II LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL B SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/71312007 CSI. TC 0.81 BC 0.50 WB 0.72 (Matrix) DEFL. in Vert(LL) -0.29 VertTL -0.72 ( ) Horz(TL) 0.05 Wind(LL) 0.21 (loc) I/defi L/d 8-9 >961 360 B-9 >389 240 7 n/a n/a 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, except BOT CHORD 2x4 OF 240OF 2.OE *Except* end verticals, and 2-0-0 oc purlins (5-1-6 max.): 3-6. 7-8: 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 2-10: 2x6 OF No.2, 2-9: 2x4 OF 240OF 2.OE, 6-8: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 10=1626/0-5-8, 1=85/Mechanical, 7=1020/Mechanical Max Horz 10=56(LC 9) Max Uplift 10=-17(LC 8), 1=75(LC 12), 7=-117(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=- 1554/51, 2-12=3869/0, 12-13=3848/0, 3-13=-3841/0, 3-4=-3811/0, 4-5=-3634/350, 5-14=3587/331, 6-14=-3587/331, 6-7=-951/146 BOT CHORD 9-10=0/315, B-9=-249/3993 WEBS 2-9=-104/3565, 3-9=-325/0, 4-9=-194/398, 5-8=-419/169, 6-8=302/3443, 4-8=381/0 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-11-4, Interior(1)-2-11-4 to 23-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) 300.01b AC unit load placed on the top chord, 4-6-0 from left end, supported at two points, 2-0-0 apart. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 1 except (jt=lb) 7=117. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 7r OWNG 2�`[ September 27,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Carona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720502I J1605025 602D MONOPITCH 1 1 Job Reference o tional rrotsuiia Arlington, Arlmgton,WA 98223 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=70, 2-3=70, 3-6=-70, 7-10=16 Concentrated Loads (lb) Vert: 12=150 13=150 7,640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:06 2017 Page 2 ID:yxSOil_oGg3m9Q5RMYV9nOzPUgc-QfQ V?ImK7YXB2MhOuQ DIzRwSIVDtvZA8 WJZfLwyZS6N AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVI.7473 rev. 10/03,2015 BEFORE USE. ` Design valid for use only with MiTekI) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB$9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job , Truss Truss Type ally Ply Tukwila Village - Building E K3720503 J1605025 802E MONO PITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:07 2017 Page 1 I D: yxSOil_oGg3m9Q5R MYV9nOzPU9o-us_uD5nyusg2gVGCS8kXWeSfIvN5eOillzlDu MyZS6M 5-10-8 8.4-0 1 1-7-4 ' 5-10-12 1 7-9-8 0.50 12 5x12 = 2x4 11 6x6 = 2x4 I Scale = 1:52.8 5x8 = 11 2 12 13 3 4 5 14 6 1 10 9 8 7 3x4 = 412 = 6x10 = 3x4 II Plate Offsets (x Y)— f2 0-s-s 0-2-8] [8 0-4-0 0-3 aJ [s o-s-8 o-1-sj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.30 8-9 >943 360 MT20 185/148 (Roof Snow 25.0) TCDL 10.0 ( Lumber DOL 1.15 BC 0.43 Vert) TL -0.73 8-9 >382 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.05 7 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.22 8-9 >999 240 Weight: 127lb FT=20% LUMBER- BRACING TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, except BOT CHORD 2x4 DF 240OF 2.OE "Except" end verticals, and 2-0-0 oc purlins (5-3-1 max.): 4-6. 7-8: 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except" MiTek recommends that Stabilizers and required cross bracing 2-10: 2x6 DF No.2, 6-8,2-9: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 10=1620/0-5-8, 1=82/Mechanical, 7=1 021 /Mechanical Installation guide. Max Horz 10=59(LC 9) Max Uplift 10=-15(LC 8), 1=72(LC 12), 7=-117(LC 8), FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1540/51, 2-12=3801/0, 12-13=3780/0, 3-13=-3774/0, 3-4=-3778/0, 4-5=-3513/343, 5-14=3461/323, 6-14=3461/323, 6-7=-955/147 BOT CHORD 9-10=0/505, 8-9=137/3811 WEBS 4-8=-346/0, 5-8=-485/188, 6-8=-298/3352, 2-9=-50/3300, 3-9=315/0, 4-9=51/407 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-9-12 to-2-9-12, Interior(1)-2-9-12 to 23-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) 300.011b AC unit load placed on the top chord, 4-6-0 from left end, supported at two points, 2-0-0 apart. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 01AWG ZZA 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 1 G 9) Refer to girder(s) for truss to truss connections. 1'� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 1 except (jt=lb) 7=117. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. j 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 54074� q, .�' GISTEg �SSI�NAL� September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10M3,2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TPI1 Quality Criteria, OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Tukwila Village - Building E K3720504 J1605025 B02F MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:07 2017 Page 1 ID:yxSOil_oGg3m905RMYV9nOzPU9c-us_uD5nyusg2gVGCS8kX WeSf3vK6eOjilzlDuMyZS6M -510.8 B4-12 11-11-4 1 -10-0 + 23-7-8 s10.8 8-4-0 3-7-4 11112 7-9-8 Scale = 1:52.8 A.12 = 0.50 F12 4x8 = 2x4 II 6x6 = 2x4 II 5x8 = 11 10 9 8 3x4 = 4x12 = 6x10 = 3x4 II s10.8i 8-4-0 11-11-4 1s10-0 237-8 110.8 &4-0 7-4 3-10-1 7- -8 Plate offsets (x Y)- (2:0-5-9 0-2-8j. (9.0-2-4.0-3-4j [10:0-5-12.0-1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.30 9-10 >941 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(TL) -0.73 9-10 >380 240 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.06 8 n/a n/a ' BCDL 8.0 Code IBC20121TPl2007 (Matrix) Wind(LL) 0.22 9-10 >999 240 Weight: 127 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E 'Except' end verticals, and 2-0-0 oc purlins (5-4-11 max.): 5-7- 8-9: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except MiTek recommends that Stabilizers and required cross bracing 2-11: 2x6 DF No.2, 2-10,7-9: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.. (lb/size) 11 = 1619/0-5-8, 8=1 02 1 /Mechanical, 1=82/Mechanical Max Horz 11=62(LC 9) Max Uplift 1 1=-14(LC 8), 8=-117(LC 8), 1=-71(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 1=-1 543/49, 2-13=-383010, 13-14=3808/0, 3-14=-3802/0, 3-4=-3800/0, 4-5=3810/0, 5-6=-3311/326, 6-15=-3267/309, 7-15=-3267/309, 7-8=-956/147 BOT CHORD 10-11=0/485, 9-10=220/3636 WEBS 2-10=-81/3350, 5-9=-350/0, 6-9=-428/176, 7-9=-284/3179, 4-10=426/0, 5-10=0/405 NOTES- 1) Wind: ASCE 7-10; Vint=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-9-12 to-2-9-12, Interior(1)-2-9-12 to 23-5-12 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) 300.Olb AC unit load placed on the top chord, 4-6-0 from left end, supported at two points, 2-0-0 apart. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. pvAING 7r- 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .9Q Fit between the bottom chord and any other members. �F WAS)t:, 8) Refer to girder(s) for truss to truss connections. ttV W 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 1 except of=lb) 8=117. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,d Yp 54074 l`q, �� �CISTER� SiYv �SSI�NALV�Gtt September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job , Truss Truss Type Qty Ply Tukwila Village - Building E K3720505 J1605025 602G MONOPITCH GIRDER 1 2 Job Reference o tional Proldulld Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:08 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPUgc-M2YGQ RoafAovHfrPOrFm2s?pcJiWN WYRzd2mQoyZS6L -510-8 410.1 8-4-0 10-'t-d 11-11-4 17-11-4 15-1n-n 7 g 5-10.8 410.1 3-5.15 1-11-4 1-8-0 2-0.0 1-10-12 0.50 12 4x12 = 2x4 II 3x4 = 6x10 = 2x4 II Scale = t:52.8 4x8 = 2 13 14 3 4 5 6 7 1 12 11 15 10 9 8 4x6 11 5x12 = 3x4 = 8x8 = 3.6 11 I_ -5-10.6 410.1 13-11-4 15-10.0 947 8 rr'INR d1n_1 1 2G_1G 1 .1. ..n ... .. ., (Ps TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.25 10-11 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.55 10-11 >506 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.03 8 n/a n/a BCQL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.18 10-11 >999 240 Weight: 293 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 *Except* 9-12: 2x6 DF 240OF 2.0E BOT CHORD WEBS 2x4 HIP Stud *Except* 2-12: 2x6 DF No.2, 2-11,7-9: 2x4 HF No.2 REACTIONS. (lb/size) 12=2075/0-5-8, 1=77/Mechanical, 8=1362/Mechanical Max Horz 12=62(LC 5) Max Uplift l2=-126(LC 4), 1=74(LC 25), 8=-193(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1911/158, 2-13=6199/425, 13-14=-6177/431, 3-14=-6171/439, 3-4=-6170/433, 4-5=-5840/769, 5-6=-4575/634, 6-7=4541/617, 7-8=-1227/212 BOT CHORD 11-12=0/1080, 11-15=718/6316, 10-15=-718/6316, 9-10=738/5831, 8-9=-42/266 WEBS 2-11=-537/5130, 3-11=376/0, 5-10=135/1059, 5-9=-1598/230, 6-9=-329/218, 7-9=-574/4374, 4-11 =1 87/383, 4-10=-522/37 Structural wood sheathing directly applied or 5-8-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vu@=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=4.8psf; h=80R; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 6) 300.01b AC unit load placed on the top chord, 4-6-0 from left end, supported at two points, 2-0-0 apart. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 12=126, 8=193. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 September 27,2017 AWARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 11117I.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSO-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty ply Tukwila Village - Building E I K3720505 J1605025 B02G MONOPITCH GIRDER 1 2 Job Reference (optional) rrOt7ulla Anington, Anington,vvA `J811:i 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:08 2017 Page 2 NOTES - ID: yxSOil_oGg3m9Q5RMYV9nOzPU9c-M2YGQRoafAovHfrPOrFm2s?pcJi WN WYRzd2mQoyZS6L 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 791 Ito down and 186 Ito up at 10-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1 Uniform Loads (ply Vert: 1-2=-70, 2-5=70, 5-7=-70, 8-12=-16 Concentrated Loads (lb) Vert: 13=-150 14=150 15=-791(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety IMorrnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Carona, CA 92880 Job , Truss Truss Type Qty Ply Tukwila Village - Building E K3720506 J1605025 B02H MONOPITCH 1 1 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:09 2017 Page 1 I D:yxSOil_oGg3m9Q5R MYV9nOzPU9c-gE5edmoCQTwmvpObaYm?b3Y2Yj2B6wgaCGnKyFyZS6K 5-7-4 r 13-3-8 5-7-4 7-8-4 0.50 12 Scale = 1:23.0 6x6 = 4x6 = 4x4 = 5 4x4 = 4 3x4 II LOADING (psf) TOLL 25.0 (Roof Snow=25.0) BCDL 10.0 8.0 BCDL .0 ' BCDL SPACING- 2-0-0 plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.46 BC 0.39 WB 0.74 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Vdefl Ud -0.09 4-5 >999 360 -0.21 4-5 >728 240 0.01 4 n/a n/a 0.03 5 >999 240 PLATES GRIP MT20 185/148 0 Weight: 63 lb FT = 20/o LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals, and 2-0-0 oc puffins (6-0-0 max.): 2-3. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=559/Mechanical, 4=559/Mechanical Max Horz 6=62(LC 9) Max Uplift6=-100(LC 8), 4=-95(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=1075/178, 3-8=1075/178, 3-4=499/133 BOT CHORD 5-6=-185/1086 WEBS 2-6=1077/191.3-5=151/1000 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-1-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked foruniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. OMWG Z 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 6=100. `0 O 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r0� 54074 wa � O.ti ��GISTEg� SSI�NAL ECG September 27,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10A73/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720507 J1605025 6021 MONOPITCH 1 1 Job Reference o tional PfoBUlld Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:09 2017 Page 1 ID: yxSOil_oGg3m9Q5R MYV9nOzPU9c-gE5edmoCQTwmvpQbaYm?b3Y2Vj2K6tgaCGnKyFyZS6K 7-7A 6-0-12 4x8 = 4x4 = 3x4 11 Scale= 1:26.7 7 m L6 h 0 m N LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 8.0 BCLL .0 BCOL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.46 BC 0.45 WB 0.92 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/dell L/d -0.10 5-6 >999 360 -0.23 5-6 >684 240 0.02 4 n/a n/a 0.03 5 >999 240 PLATES GRIP MT20 185/148 Weight: 73 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3, 3-7. WEBS 2x4 HF Stud 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-7: 2x6 DF No.2, 2-6: 2x4 DF No.2 Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 6=572/Mechanical, 4=572/0-5-8 Max Horz 6=173(LC 9) Max Uplift6=-127(LC 8), 4=-96(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-267/96, 2-9=1075/284, 3-9=-1075/284, 3-4=-530/158 BOT CHORD 5-6=-191/1092 WEBS 2-6=-999/286, 3-5=234/1034 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B, enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 6=127. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 7" ()N ING ZAr7 September 27,2017 ,&WARNING - verify design parameters and READ NOTES ON TN1S AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 1"312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB49 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate ss Plate Institute, 218 N. Lee Street, Suite 312, Alenone, VA 22314. Comna, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720508 J1605025 B02J MONOPITCH GIRDER 1 2 Job Reference o tional ProBuild Arlington, Ariington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:10 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-IQfOr6pgBn2dXz?n7GH E8H4H E60crXokRwXtUhyZS6J -2-11-3 8-4-0 10-3-4 15-10-0 1&11-4 24-M 2-11-3 8-4-0 1-11-0 5-6-12 4-1-4 4-0-12 Scale= 1:46.7 3x6 = 13 m A N 12 . ' 1014 a 8 3x6 II 4x8 = 8x8 = 4x6 = OFF JOINT BEARINGS SHALL BE REVIEWED AND APPROVED BY THE BUILDING DESIGNER LOADING (psf) TOLL 25.0 (Roof Snow 25.0) TCDL 10.0 BCLL 0.0 ' BCOL an SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/TPI2007 CSI. TC 0.20 BC 0.44 WB 0.11 (Matrix) DEFL. Vert(LL) Vert) TL ( Horz(TL) Wtnd(LL) in (loc) I/deft Ud -0.03 11-12 >999 360 -0.09 11-12 >999 240 0.01 8 n/a n/a 0.03 11-12 >999 240 PLATES GRIP MT20 185/148 Weight: 294 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 DF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7, 7-13. WEBS 2x4 HF Stud "Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-13: 2x6 DF No.2, 2-11: 2x4 HF No.2 6-0-0 oc bracing: 11-12. REACTIONS. (lb/size) 12=67910-5-8, 8=629/0-5-8, 10=1709/0-5-8 Max Horz 12=172(LC 5) Max Uplift12=-223(LC 21), 8=90(1_13 4), 1O=355(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-561/243, 2-3=455/132, 3-4=-441/136, 4-5=-1320/312, 5-6=-1318/320 BOT CHORD 10-11=-.127/847, 10-14=127/847, 9-14=-127/847, 8-9=-195/889 WEBS 2-11 =-1 03/275, 3-11=419/161, 5-9=350/135, 6-9=-23/463, 6-8=875/173, 4-11=-576/179, 4-9=112/479 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load G2jr only, except as noted. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs - `Y W non -concurrent with other live loads. 7) Provide adequate drainage to p� Oj prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. Ox 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 12=223, 10=355. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5407474 �� +��CIS 12) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 1 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 770 lb down and 191 lb up at jNAL 10-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. adkA.&8A®E(ftd13ndard September 27,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K37205081 J1605025 802J MONOPITCH GIRDER 1 2 Job Reference (optional) ruounu Airington, Anmgion,vvA vdz[s LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1 Uniform Loads (plf) Vert: 1-2=70, 2-6=-70, 6-7=-70, 8-12=16 Concentrated Loads (III) Vert: 14=-770(F) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:10 2017 Page 2 ID: yxSOil_oGg3m9Q5RMYV9nOzPU9c-IQfOr6pgBn2dXz?n7GHE8H4HE60crXokRwXtUhyZS6J WARNING - Ver1ly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7173 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSO-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job, Truss Truss Type Qty Ply Tukwila Village -Building E K3720509 J1605025 B02K MONOPITCH 1 1 Job Reference (optional) ProbUllO Arington, Arhngton,vvA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:11 2017 Page 1 ID: yxSOil_oGg3m9Q5R MYV9nOzPU9c-mdDO2SgSy5AT87a_hzoTgUdPg WkRaudtfaGQ 17yZS61 -2-11-3 E-0-0 1570-0 242-0 2-11-3 84-0 7-6-0 8-2-0 —I Scale = 1:47.1 13 lZ " 10 ' 8 3x4 I 4x4 = 4x4 = 5x8 = 3x4 11 8A-0 1 3 80 11 1 g 0 Plate Offsets (X.YI— f9:0-4-0.0-3-01 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) _ Ildefl Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.11 11-12 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.41 TL Vert) ( -0.27 8-9 >621 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.02 8 n/a n/a BCDL 8 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.04 8-9 >999 240 Weight: 124 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-13, 6-7. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-13: 2x6 DF No.2, 2-11,7-9: 2x4 HF No.2 WEBS 1 Row at midpt 2-11, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 12=556/0-5-8, 8=531/0-5-8, 10=1160/0-5-8 Max Horz 12=174(LC 11) Max Uplift 12=-190(LC 8), 8=74(LC 8), 10=-207(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-495/225, 3-4=110/550, 4-5=-108/569, 5-6=-1010/293, 7-8=-465/134, 6-7=-998/295 BOT CHORD 9-10=-156/998 WEBS 3-11=0/288, 5-10=1623/353, 7-9=168/839, 3-10=-906/143 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-94 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Qj�[ING Zvi O04 WAS 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit , between the bottom chord and any other members. 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 12=190, 10=207. _ 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r0� 54074 4 rsTE SSIONAL ECG September 27,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS13-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type City Ply Tukwila Village - Building E K3720510 J1605025 803 MONOPITCH 3 1 Job Reference o tional ProBuild Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:11 2017 Page 1 10:yxSOil_oGg3m9Q5R MYV9nOzPU9c-mdDO2SgSy5AT87a_hzoTgUdQM WmcawCtfaGQ 17yZS61 2-11 0 9.9-0 14-9-0 ' 2-110 6-11-0 5-0-0 Scale= 1:28.6 0.50 12 4x6 = 10 m d N b N 7 3x10 = 5 2x4 11 3x4 11 LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code ISC2012rrPI2007 CSI. TC 0.37 BC 0.27 WB 0.35 (Matrix) DEFL. in Vert(LL) -0.06 Vert(TL) -0.16 Horz(TL) 0.00 Wind(LL) 0.01 (loc) I/defl Ud 5-6 >999 360 5-6 >731 240 4 n/a Tire 5-6 >999 240 PLATES GRIP MT20 185/148 Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7=487/Mechanical, 4=100/Mechanical, 5=882/0-5-8 Max Horz 7=65(LC 9) Max Uplift4=-65(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-474/0, 1-2=-855/0, 2-8=-869/0, 8-9=869/0, 9-10=-854/0, 3-10=-843/0, 3-5=-825/0 WEBS 1-6=0/940, 2-6=547/0, 3-6=0/813 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11, Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) 300.01b AC unit load placed on the top chord, 5-9-0 from left end, supported at two points, 3-6-0 apart. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. OMING 2p 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. �' �4 WAS 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. StUC� '2. z � 54074� 41k crsTV, SSIGNALE�� September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. IOM312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 Job, Truss Truss Type Qty Ply Tukwila Village - Building E K3720511 J1605025 804 MONOPITCH GIRDER 1 2 Job Reference (optional) Nroldudd Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:12 2017 Page 1 I D: yxSOil_oGg3m9Q5R MYV9nOzPU9c-EpnnGor4jOIKmH9AFhJiDiAXfw1 BJGxt uE0_ZZyZS6H 5-10-8 5-5-4 2-10-12 7-6-0 4-5-0 0.50 12 4x6 = 4x12 8x8 = 12 13 5 = Scale = 1:45.9 4x6 = 6 11 10 9 8 7 5x8 = 3x10 II 4x12 = 8x8 = 3x5 11 T(psf) 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.14 9 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.37 9 >646 240 BCLL 0.0 ' Rep Stress Incr NO W3 0.77 Horz(TL) 0.04 7 . n/a n/a BCDL 8.0 Code 16C2012/TP12007 (Matrix) Wind(LL) 0.06 9 >999 240 Weight: 254 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD BOT CHORD 2x6 OF No.2 WEBS 2x4 HF Stud 'Except' BOT CHORD 5-9: 2x4 HF No.2 REACTIONS. (lb/size) 11=2210/0-5-8, 7=1279/Mechanical, 1=54/Mechanical Max Horz 11=71(LC 5) Max Uplift 1 =-85(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-862/80, 2-3=-393/0, 3-4=-5847/0, 4-12=-5841/0, 12-13=5824/0, 5-13=5815/0, 5-6=-3072/0, 6-7=-1254/0 BOT CHORD 10- 11 =0/5232, 9-10=0/5232, 8-9=0/3059 WEBS 3-11=-4998/0, 3-9=10/846, 4-9=-786/0, 5-9=0/2830, 5-8=1175/0, 6-8=0/3289, 3-10=0/1004 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 10-3 2x4 - 2 rows staggered at 0-3-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 6) 300.011b AC unit load placed on the top chord, 11-3-0 from left end, supported at two points, 3-6-0 apart. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1122 lb down at 5-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 7- otAWG z `t 'i�'�\ o SS�IG5N4A074PA ��91STG L ( September 27,2017 AWARN/NG - Verify design parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E IMONOPITCH K3720511 J1605025 B04 GIRDER 1 2 Job Reference (optional) I-rotsuna Anington, Arlington, WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-6=70, 7-11=16 Concentrated Loads (lb) Vert: 10=-1122(B) 12=150 13=-150 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:12 2017 Page 2 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-EpnnGor4jOlKmH9AFhJiDiAXfw1 BJGx1 uE0_ZZyZS6H AO, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job . Truss Truss Type Qty Ply Tukwila Village - Building E K3720512 J1605025 B05 MONOPITCH 1 1 Jab Reference (optional) ProBuild Arlington, Adinglon,WA 98223 5-10-8 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:13 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-i?L9TBIUiQBOQjMpOrxlvihiKQX2h4A7ulX5OyZS6G 7-6-0 4-5-0 0.50 f12 4x6 = 8x8 = 11 12 4 13 Scale = 1:45.9 4x8 = 5 9 o r 6 4.4 11 4x12 = 5x8 = 3x4 11 8-4-0 5-10-8 8-4 0 1� 10-0 20-'�-0 7$0 i 4.5 0 ' Plate Offsets (XY)— 1270-3-8 0-3-01[3 0-4-0 0-4-81,[570-3-7 0-2-01,[7 0-4-0 03-01,r8 0-3-0 0-1-81 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (10c) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.19 7-8 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.55 7-8 >434 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.03 6 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.14 7-8 >999 240 Weight: 112 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8,4-8: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 9=1318/0-5-8, 6=997/Mechanical, 1=106/Mechanical Max Horz 9=74(LC 9) Max Uplift 9=-115(LC 8), 1=50(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exceptwhen shown. TOP CHORD 2-9=-1242/152, 2-3=3454/0, 3-11=3431/0, 11-12=-3417/0, 4-12=-3407/0, 4-13=-2219/0, 5-13=2216/0, 5-6=969/0 BOT CHORD 7-8=0/2207 WEBS 2-8=0/3266, 3-8=625/15, 4-8=0/1240, 4-7=-897/0, 5-7=0/2402 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -5-7-12 to -2-7-12,Interior(1)-2-7-12 to 20-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) 300.0Ib AC unit load placed on the top chord, 11-3-0 from left end, supported at two points, 3-6-0 apart. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 9=115. 10) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7"0,pTIIING 2�-411( September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M147473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720513 J1605025 806 MONOPITCH 3 1 Job Reference (optional) ProBuild Arlington, AdIngton,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:13 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-i?L9T8rjUiQBOQjMpOrxlvifiKP22h IA7ulX5OyZ56G -2-11-3 8-4-0 15-10-0 20.g-0 2-11-3 B-4-0 7-6-0 4-11-0 Scale = 1:39.6 412 = 9 6 4x4 5x12 - 5x8 - 3x4 II 10 m u) 4 N 7 N LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.21 7-8 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.60 7-8 >408 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.04 6 n/a n/a BCDL 8 Code IBC2012ITP12007 (Matrix) Wind(LL) 0.16 7-8 >999 240 Weight: 114 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD BOT CHORD 2x4 OF 180OF 1.6E WEBS 2x4 HIP Stud "Except" BOT CHORD 6-10: 2x6 OF No.2, 2-8,4-8: 2x4 HF No.2 REACTIONS. (lb/size) 9=1244/0-5-8, 6=1023/0-5-8 Max Horz 9=174(LC 11) Max Upl"=-154(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1166/190, 2-3=3670/0, 3-11=3668/0, 11-12=-3650/0, 4-12=-3642/0, 4-13=-2408/0, 5-13=-2403/0, 5-6=988/0 BOT CHORD 8-9=-183/294, 7-8=0/2397 WEBS 2-8=0/3390, 3-8=-654/15, 4-8=0/1286, 4-7=-881/0, 5-7=0/2536 Structural wood sheathing directly applied or 3-0-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 20-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 300.01b AC unit load placed on the top chord, 11-3-0 from left end, supported at two points, 3-6-0 apart. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9=154. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7',()WNG September 27,2017 AWARNING - Verffy design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 'F a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSItTPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job � Truss Truss Type Oty Ply Tukwila Village - Building E K3720514 J1605025 B07D1 MONOPITCH 1 1 Job Reference (optional) ProBuild Arington, Arlington,WA 98223 2-11-3 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:14 2017 Page 1 ID: yxSOil_oGg3m905RMYV9nOzPU9c-BCvXhUsLFOY2?alYM6MA17Fr7kmm8OJMYV4dSyZS6F 1s-1ao a o 7-6-0 111-0 Scale= 1:40.0 0.50 12 4x8 = 4x8 = 8x8 = 4 10 5 3x6 II 5x12 = 5x8 = 3x6 II LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BQQL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rrPI2007 CSI. TC 0.66 BC 0.43 WB 0.92 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(ILL) in (loc) I/dell Ud -0.23 7-8 >999 360 -0.47 7-8 >515 240 0.03 6 n/a n/a 0.26 7-8 >938 240 PLATES GRIP MT20 185/148 Weight: 110 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. 2-9,5-6: 2x6 DF No.2, 2-8,4-8: 2x4 HF No.2 WEBS 1 Row at midpt 2-8, 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 9=1111/0-5-8, 6=855/0-5-8 Max Horz 9=71(LC 34) Max Uplift9=-772(LC 31), 6=432(LC 40) Max Grav 9=1313(LC 26), 6=944(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1235/796, 2-3=4405/3111, 3-4=-3353/1755, 4-1 0=-1 916/742, 5-10=-2183/1116, 5-6=-912/448 BOT CHORD 8-9=-1862/2044, 7-8=2585/3340, 6-7=1181/1208 WEBS 2-8=-2821/3904, 3-8=452/237, 4-8=1871/2280, 4-7=-794/514, 5-7=-1163/2304 NOTES- 1) Wind: ASCE 7-10; VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-2-12, Interior(1) 0-2-12 to 20-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs pNiG 2A non -concurrent with other live loads. O 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.�� WASfr,, 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 47 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9=772, t� 6=432. 8) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag j loads along bottom chord from 0-0-0 to 20-9-0 for 250.0 plf. �` a 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �+fl 54074 ty �SSIONAL G� " September 27,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oily Ply Tukwila Village - Building E K3720515 J1605025 B08 MONOPITCH 1 1 Job Reference (optional) Pro Build Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:15 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-fOTvugtzOJgvdktlwptPrKo4e76N WiSTaCEeAuyZS6E -2-11-3 0-4-0 15-10-0 24-0-0 2-113 B-4-0 7$0 8-2-0 Scale = 1:45.5 6x6 = 12 m 6 4 N N 3x4 II 4x4 = 4x4 = 5x8 = 3x4 11 84-0 It:0- - 2 111-12 8-2-0 _Plate Offsets (X.Y)— [8:0-4-0.0-3-01 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefl Ud PLATES GRIP (Roof Snow--25.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.11 10-11 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.27 7-8 >616 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.02 7 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) VViind(LL) 0.05 7-8 >999 240 Weight: 124 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-12: 2x6 DF No.2, 2-10,6-8: 2x4 HF No.2 WEBS 1 Row at midpt 2-10, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=551/0-5-8, 7=527/0-5-8, 9=1170/0-5-8 Max Horz 11=173(LC 9) Max Uplift 1 1=-187(LC 8), 7-79(LC 12), 9=-212(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-490/222, 3-4=119/583, 4-5=116/603, 5-13=1011/286, 6-13=-996/288, 6-7=-461/139 BOT CHORD 8-9=-161/998 WEBS 3-10=0/289, 5-9=-1657/362, 6-8=-1851888, 3-9=-905/144 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snow); Category If: Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Gt=lb) 11=187, 9=212. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7'�OttSING ZA`t September 27,2017 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Wit-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Nirrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job. Truss Truss Type Qty Ply Tukwila Village - Building E K3720516 J1605025 B09D1 MONOPITCH 7 1 Job Reference (optional) ProBuild Arington, Arlington,WA 98223 2-11-3 I 6-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:16 2017 Page 1 ID:ykSOil_oGg3m9Q5RMYV9nOzPU9c-7a0H5AubndomFuSxUXOeNYKFgXM?F4_cps BiLyZS6D 7-&0 8-2-0 Scale = 1:45.5 8x12 = lu c 7 3x6 II 8x12 = 6x10 = 3x6 II T(psf) 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.40 BC 0.77 WB 0.83 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) 1/defl Ud -0.36 8-9 >781 360 -0.70 8-9 >401 240 0.10 7 n/a n/a 0.41 8-9 >695 240 PLATES GRIP MT20 185/148 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc purlins, except BOT CHORD 2x4 DF 1 BOOF 1.6E "Except end verticals. 7-8: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF No.2 'Except WEBS 1 Row at midpt 5-9, 6-8 2-10,7-11: 2x6 DF No.2, 3-9,5-8: 2x4 HF Stud 2 Rows at 1/3 pts 2-9 s that Stabilizers and required cross bracing �edmdtruss erection, in accordance with Stabilizer �be REACTIONS. (lb/size) 10=1248/0-5-8, 7=997/0-5-8 Max Horz 10=190(LC 33) Max Uplift I 0=-842(LC 31), 7=448(LC 40) Max Grav 10=1456(LC 26), 7=1066(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-1 377/868, 2-3=-5139/3458, 34=3523/1251, 4-5=-3816/1740, 5-12=-3144/1331, 6-12=-3592/1958, 6-7= 1000/481 BOT CHORD 9-10=-506/605, 9-13=5127/6336, 8-13=2949/5531, 7-8=3410/3512 WEBS 2-9=-3174/4571, 3-9=-423/222, 5-9=-1940/2069, 5-8=-786/547, 6-8=-1813/3531 NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-2-12, Interior(1) 0-2-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 0jdilNG 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t G 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will l� fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=842, 7=448. B) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-0-0 to 24-0-0 for 428.6 plf. �� 54074 cy 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.js sSI�NALG September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSVTPN Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720517 J1605025 B09D2 MONOPITCH 4 1 Job Reference (optional) ProBuild Arington, Arlington,WA 98223 2-11-3 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:17 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-bnagJWuDYxwds2172EvtwltQpxhS XMm2WjlEnyZS6C 7-6-0 B-2-0 Scale = 1:45.5 10 a 8 7 4x6 II - 8x12 = 5x12 = 3x6 II LOADING (psf) TOLL 25.0 (Roof Snow 25.0) TCDL 10.0 8 BCDL BCLL .0 ' 8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code ISC2012/TPI2007 CSI. TC 0.44 BC 0.82 WB 0.82 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.34 8-9 >834 360 -0.70 8-9 >404 240 0.07 7 n/a n/a 0.37 8-9 >759 240 PLATES GRIP MT20 185/148 Weight: 125 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-0-5 oc bracing. 2-10,7-11: 2x6 DF No.2, 3-9,5-8: 2x4 HF Stud WEBS 1 Row at midpt 5-9, 6-8 2 Rows at 1/3 pts 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InStalloWn REACTIONS. (lb/size) 10=124810-5-8, 7=997/0-5-8 Max Horz 10=173(LC 33) Max Uplift 10=-842(LC 31), 7=-448(LC 40) Max Grav 10=1456(LC 26). 7=1066(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=- 1380/868, 2-3=5137/3444, 3-4=3535/1237, 4-5=-3839/1758, 5-12=-3156/1360, 6-12=-3559/1927, 6-7=999/480 BOT CHORD 9-10=-1922/1975, 8-9=3113/4550, 7-8=1999/2102 WEBS 2-9=-3087/4527, 3-9=427/245, 5-9=1989/2131, 5-8=-781/542, 6-8=-1786/3499 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-2-12, Interior(1) 0-2-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 10=842, 7=448. 8) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 250.0 plf. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. September 27,2017 ,&WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE WO.7473 rev. 10103aOIS BEFORE USE. ` Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, 0SBA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job. Truss Type Qty Ply Tukwila Village - Building E FI_0S1sC K3720518 J1605025 80903 PITCH 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-11-3 8-4-0 0.50 12 2x4 4x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:18 2017 Page 1 ID:yxSOil oGg3m9Q5RMYV9nOzPU9c-3z82WrvrIE2UUCcKbxQ6SzQSJL5bjznvGATImDyZS6B 7-6-0 4x8 = 7-11-0 Scale = 1:45.2 4x12 = 11 . 6 10 y d 7 4x6 II 8x12 = 5x8 = 3x6 II LOADING (psf) TCLL 25.0 (Roof Snow 25.0) TCDL 10.0 BCLL 0.0 BCOL 8 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rrP12007 CSI. TC 0.96 BC 0.57 WB 0.87 (Matrix) DEFL. in Vert(LL) -0.36 Vert(TL) -0.74 Horz(TL) 0.05 Wind(LL) 0.40 (loc) I/defl L/d 8-9 >774 360 8-9 >380 240 7 n/a n/a 8-9 >712 240 PLATES GRIP MT20 185/148 MT20HS 139/111 Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, except BOT CHORD 2x4 DF No.2 'Except end verticals. 8-10: 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or.4-0-15 oc bracing. WEBS 2x4 HF Stud 'Except WEBS 1 Row at midpt 6-8, 5-9 2-9,6-8,5-9: 2x4 HF No.2 2 Rows at 113 pts 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ns a a io REACTIONS. (lb/size) 10=1238/0-5-8, 7=995/Mechanical Max Horz 10=76(LC 33) Max Uplift 10=-823(LC 31), 7=-456(LC 40) Max Grav 10=1446(LC 26), 7=1063(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-1 364/846, 2-3=-5195/3446, 3-4=3570/1219, 4-5=-3853/1701, 5-11=-3146/1248, 6-11=-3532/1791, 6-7=-998/486 BOT CHORD 9-10=-1958/2114, 8-9=3092/4400, 7-8=-1950/2005 WEBS 2-9=3241/4810, 6-8=1807/3561, 3-9=-460/226, 5-9=-1917/2159, 5-8=-813/556 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas wtiere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=823, 7=456. 10) This truss has been designed for a total drag load of 250 pill. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-9-0 for 250.0 plf. 11) "Semkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7',OWNG 249� September 27,2017 A WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �6 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk" always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720519 J1605025 B10 MONOPITCH 117 1 Job Reference (optional) ProBuild Abington, Arlington,WA 98223 2-11-3 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:18 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-3z82WrvrIE2UUCcKbxQ6SzQVaL5xj NGATImDyZS6B 7-" 8-2-0 Scale = 145.5 4x4 II 4x12 = 5x8 = 3x4 II LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft ' Ud PLATES GRIP (Roof Snow--25.0) Plate Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.34 8-9 >822 360 MT20 185/148 TCDL 10.0 DOL 1.15 BC 0.54 Vert(TL) -0.73 8-9 >388 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.05 7 n/a n/a BCDL 8 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.26 8-9 >999 240 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E *Except` 7-8: 2x4 DF No.2 BOT CHORD WEBS 2x4 HF Stud *Except* 7-11: 2x6 DF No.2, 2-9,5-9,6-8: 2x4 HF No.2 REACTIONS. (lb/size) 10=1245/0-5-8, 7=1002/0-5-8 Max Horz 10=173(LC 9) Max Uplift 10=-311(LC 8), 7=165(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-11691343, 2-3=-3618/660, 34=3611/668, 4-5=-3603/671, 5-12=-3108/659, 6-12=-3094/660, 6-7=934/198 BOT CHORD 9-10=-217/308, 8-9=535/3094 WEBS 2-9=-62813324, 3-9=-465/180, 5-9=-129/520, 5-8=-654/210, 6-8=-512/3018 Structural wood sheathing directly applied or 3-6-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf, h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=11b) 10=311, 7=165. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7- Z,y7 September 27,2017 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M!1-7172 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720520 J1605025 Bit MONOPITCH 25 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-11-3 8-4-0 o.5o 12 2x4 4x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:19 2017 Page 1 I D: yxS 0 il_o Gg3m9Q 5R MYV9nOzP U 9c-X9 i QkBwT3YAL6 LB W9fy L?AygXl Oj SSB3 Vq C rJfyZS6A 7-6-0 4x4 = 5 7-11.0 Scale = 1:45.2 412 = 11 6 to e 8 7 4x4 II 5x12 = 5x12 = - 3x4 II LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.81 BC 0.76 W0.74 B (Matrix) DEFL. in Vert(LL) -0.35 Vert(TL) -0.74 Horz(TL) 0.06 Wind(LL) 0.26 (loc) I/defl L/d 8-9 >804 360 8-9 >379 240 7 n/a n/a 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 117111 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud `Except` BOT CHORD Rigid ceiling directly applied or 7-10-0 oc bracing. 2-9,6-8,5-9: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1238/0-5-8, 7=995/Mechanical Max Horz 10=76(LC 9) Max Uplift 10=-296(LC 8), 7=173(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1165/330, 2-3=3588/608, 3-4=3581/617, 4-5=-3573/620, 5-11=-3056/546, 6-11=-3043/548, 6-7=930/205 BOT CHORD 9-10=-1031295. 8-9=514/3042 WEBS 2-9=-575/3306, 6-8=540/3048, 3-9=463/181, 5-9=-86/543, 5-8=676/219 NOTES- 1) Wind: ASCE 7-10; VuR=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow), Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �MING ZA - fit between the bottom chord and any other members. 0 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=296, 7=173. rj O� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ass sao�A ZONAL " September 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1.7479 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSO-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720521 J1605025 B12 MONOPITCH 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:20 2017 Page 1 ID:yxSOil oGg3m9Q5RMYV9nOzPU9c-?MGoxXx6gslCjVmijMTaYOVzm8prB?GCkUyPr6yZS69 i-2-11-3 3-10.0 14-0 } 15-1D-0 23-&4 3" 2-11-3 3-140 46-0 7-6-0 7-10-4 6-7-12 Scale = 1:56.3 4x12 = 12 11 10 9 8 412 = 5x12 = 8x8 = 5x8 = 3.6 11 13 46-0 , 7.6-0 Plate offsets (XY)— 13.0-6-0 o-a-aj j5 0-3-s 0- 8.1`6 0-3-7 0-2-OjATO-6-s 0-2-oj (s . 7-10-7-12 0 3 8 0 z-aJ jlo 0 4-00 5 0] -0 6 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.36 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.75 10-11 >478 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.08 8 n/a n/a D Code IBC2012rTP12007 (Matrix) Wind(LL) 0.27 10-11 >999 240 Weight: 197 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins, except BOT CHORD 2x6 OF 240OF 2.0E end verticals. WEBS 2x4 OF 240OF 2.OE *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-12: 2x10 OF SS, 8-13,7-9: 2x6 OF 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1523/0-5-8, 8=1265/0-5-8 Max Horz 12=213(LC 9) Max Uplift 12=-368(LC 8), 8=-209(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-495/195, 3-4=-5165/930, 4-5=5172/940, 5-6=-5531/1097, 6-14=-3308/772, 7-14=-3298/773, 7-8=12091230 BOT CHORD 11-12=-517/2807, 10-11=-95015493, 9-10=601/3295 WEBS 3-12=-2848/614, 4-11=454/163, 5-11=-344/156, 5-10=-472/170, 6-10=-377/2293, 6-9=-1015/271, 7-9=-580/3396, 3-11=439/2432 NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-0-13, Interior(1) 0-0-13 to 30-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II: Exp B; Partially Exp.: Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. OMWG _7 - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t • �� WAS p, fit between the bottom chord and any other members. C 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=368, �p 8=209. y 2 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. "•p ,� 54074 `rSIONAL��G� September 27,2017 A WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MirrekG connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB49 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job, Truss Truss Type Qty Ply Tukwila Village - Building E K3720522 J1605025 B13 MONOPITCH 8 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 9-3-3 2-0-0 7-6-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:20 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-?MGoxXx6gslCjVmijMTaYOVu?8mEBtEC kUyPr6yZS69 7-10-4 6-7-12 Scale = 1:58.0 5x12 = 11 lu 9 8 7 3x4 II 3x8 = 5x12 = 4x8 = 3x4 II LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.63 BC 0.62 WB 0.88 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.21 8-9 >999 360 -0.51 8-9 >560 240 0.05 7 n/a nla 0.17 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-12: 2x6 DF No.2, 3-9,5-9: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 11=1462/0-5-8, 7=982/0-5-8, 1=242/Mechanical Max Horz 11=221(LC 9) Max Uplift 11 =-349(LC 8), 7=154(LC 12), 1=-89(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1495/341, 2-3=941/140, 3-4=3087/615, 4-5=-3108/634, 5-14=-2292/583, 6-14=-2282/584, 6-7=932/185 BOT CHORD 9-10=-253/928, 8-9= 411/2280 WEBS 2-10=-191/1254, 3-10=628/172, 3-9=477/2186, 4-9=-524/188, 5-9=-188/843, 5-8=-694/207, 6-8=383/2332 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -9-2-7 to-6-2-7, Interior(1) -6-2-7 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 11=349, 7=154. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r oMwc 2�,A[ September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSS-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720523 J1605025 B14D1 MONOPITCH GIRDER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:22 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-ykOZMDyMMTYwzpv5gnV2dpaHcyQ7fn9VBoRWw yZS67 -260.2 0.B4 --07 1 233118426 IV i 41511122 -0I 13-0 �-1 Scale = 1:54.5 5x8 = 21 20 19 118 17 18 3x4 11 3x4 = 1.5x4 11 48 = 5x12 = 15 14 13 12 600 = 5x12 = 3x6 II 0 us ar tV LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.08 16-17 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.22 16-17 >627 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.06 12 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.08 16-17 >999 240 Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 12-21: 2x6 DF No.2 REACTIONS. All bearings 14-0-0 except (j =length) 20=0-3-8, 18=0-5-8, 15=0-3-8. (lb) - Max Horz 20=332(LC 33) Max Uplift All uplift 100 lb or less at joint(s) 20, 15 except 12=-1406(LC 37), 18=-588(LC 30), 14=-1156(LC 30), 13=330(LC 30) Max Grav All reactions 250 lb or less at joint(s) 20, 15 except 12=1373(LC 30), 18=1104(LC 25), 14=1771(LC 25), 13=448(LC 57) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-296/256, 2-22=416/608, 3-22=-1534/1504, 3-4=-1584/1376, 4-5=-2513/2312, 5-6=-1959/1685, 6-7=-2938/2669, 7-8=2303/2420, 8-9=-3095/3214, 9-23=614/550, 10-23=-627/567, 10-11=-998/906, 11-12=-1360/1362 BOT CHORD 19-20=-374/247, 16-17=1723/1981, 15-16=-3103/3086, 14-15=3007/3086, 13-14=-2315/2229, 12-13=-862/849 WEBS 3-18=-1051/612, 3-17=943/1169, 5-17=-1119/1041, 6-16=323/227, 7-16=-796/1195, 8-14=-360/236, 9-14=-2346/2192, 11-13=1512/1491, 5-16=-1050/1077, 7-14=-1646/1141, 9-13=-1970/2088 Structural wood sheathing directly applied or 4-4-6 oc purlins, except end verticals. Rigid ceiling directly applied or 3-1-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind` ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS P (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 31-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 O,l WASJa,. O 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. p 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 15 except (jt=lb) ,p a 88 0. 406 ���jg07 7) Thisltruss has5b been des gnedlfor a3 otal drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag �SSIDNALE�� loads along bottom chord from 17-10-0 to 31-10-0 for 568.5 plf. "Semi 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement Co n1ti d theen p2gge Zuilding designer must provide for uplift reactions indicated. September 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a thus system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job, Truss Truss Type Qty Ply Tukwila Village - Building E K3720523 J1605025 B14D1 MONOPITCH GIRDER 1 1 Job Reference (optional) Yrotlunu Aningion, Aningion,vvA vuzzi 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:22 2017 Page 2 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-ykOZMDyMMTYwzpv5gnV2dpaHcyQ7fn9VBoRWw_yZS67 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �t a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Tukwila Village - Building E K3720524 J1605025 B15 MONOPITCH 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 8-6-8 2-0-0 7-6-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:22 2017 Page 1 I D:yxSOil_oGg3m905RMYV9nOzPU9c-ykOZMDyMMTYwzpv5gnV2dpaE7yP8fgDVBoR Ww_yZS67 7-10-4 8-1-12 Scale = 1:59.5 6x10 = 12 3x4 II 3x8 = 5x12 = 4x12 = 3x4 II m m N LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.27 8-9 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.72 Vert(TL) -0.62 8-9 >488 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.07 7 n/a n/a B Code IBC2012/TP12007 (Matrix) Wind(LL) 0.21 8-9 >999 240 Weight: 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD SOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 'Except* BOT CHORD 7-12: 2x6 OF No.2, 3-9,5-9,6-8: 2x4 HF No.2 REACTIONS. (lb/size) 11=1499/0-5-8, 7=1051/0-5-8, 1=215/Mechanical Max Horz 11=220(LC 9) Max Uplift 11 =-347(LC 8), 7=-168(LC 12), 1=-81(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1531/338, 2-3=-1053/165, 34=3441/677, 4-5=-3416/680, 5-14=-2834/667, 6-14=-2820/669, 6-7=986/200 BOT CHORD 9-10=-274/1041, 8-9=498/2820 WEBS 2-10=-220/1385, 3-10=706/192, 3-9=514/2431, 4-9=-511/183, 5-9=-152/603, 5-8=-700/220, 6-8=-466/2808 Structural wood sheathing directly applied or 3-8-4 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VuR=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed, MWFRS (envelope) gable end zone and C-C Exterior(2)-8-5-12 to-5-5-12, Interior(1)-5-5-12 to 25-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snow); Category 11: Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 11=347, 7=168. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411.7473 rev. 10/03/2015 BEFORE USE. �— Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 'F a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 Job I Truss Type Oty Ply Tukwila Village - Building E T"Ou K3720525 J1605025 816 PITCH 5 1 Job Reference (optional) Pro Build Arlington, Arlington,WA 98223 10-0-8 B-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:23 2017 Page 1 ID:yxSOil_oGg3m905RMYV9nOzPU9c-OxyxaZz_7nhnazUHOVOH907QzMIZOHreOSA3SRyZS66 7-10-4 8-1-12 Scale = 1:%5 6x10 = 11 10 9 8 7 3x6 I 6x10 = 08 = 3x4 I I m Lh m N LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.23 8-9 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.71 Vert(TL) -0.51 8-9 >550 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.04 7 n/a n/a BCDL 0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.17 8-9 >999 240 Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 'Except' TOP CHORD 1-3: 2x6 OF 240OF 2.OE BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 HF No.2 *Except* 2-10,7-11: 2x6 OF No.2, 4-9,5-8: 2x4 HF Stud REACTIONS. (lb/size) 10=1582/0-5-8, 7=963/0-5-8, 1=594/Mechanical Max Horz 10=221(LC 9) Max Uplift 10-379(1­C 8), 7=149(1­C 12), 1=-154(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1518/411, 2-3=-2613/486, 34=2597/489, 4-5=-2606/500, 5-14=-2520/600, 6-14=-2505/601, 6-7=899/189 BOT CHORD 8-9=-430/2506 WEBS 2-9=-556/2786, 4-9=-417/160, 5-8=-607/199, 6-8=-399/2486 Structural wood sheathing directly applied or 4-2-9 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VuR=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=80it; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-9-11-12 to-6-11-12, Interior(1)-6-11-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) 300.Olb AC unit load placed on the top chord, -5-0-0 from left end, supported at two points, 3-6-0 apart. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=379, . 7=149, 1=154. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 65 Ito up at -9-11-12, and 257 Ito down and 65 lb up at -7-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE IWI.7473 rev. 10/03/2015 BEFORE USE. eenee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720525 J1605025 B16 MONOPITCH 5 1 Job Reference (optional) rruou a Arllrlylurl, Aflingion,wA `Jdzz3 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70, 2-6=70, 7-10=-16 Concentrated Loads (lb) Vert: 1=200 fl 12=200 fl 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:23 2017 Page 2 ID:yxSOil_oGg3m9Q5R MYVgnOzPU9c-QxyxaZz_7nhnazUHOVOH907QzMIZOHreQSA3SRyZS66 ®WARNING - Verily design parameters and READ NOTES ON MS AND INCLUDED MIMI( REFERENCE PAGE M0-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 loug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job. Truss Truss Type Qty Ply Tukwila Village - Building E K3720526 J1605025 B16A MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:24 2017 Page 1 ID:yxSOil oGg3m9Q5RMYV9nOzPU9c-u7VJnv_cu4pdC73TyCXWiEgZGm6c7kKof6wc_tyZS65 •7-5-12 8-0-0 15.10-4 24-0-0 7-5-12 8-0-0 7-10-4 8-1-12 Scale = 1:55.0 m 6 m N 10 9 8 7 3x4 I 6x10 = 4x8 = 3x4 LOADING (psf) TCLL 25.0 (Roof Snow 25.0) TCDL 10.0 BCLL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.68 BC 0.65 WB 0.62 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.24 8-9 >999 360 -0.53 8-9 >532 ' 240 0.04 7 n/a n/a 0.18 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 138 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. 2-10,7-11: 2x6 DF No.2, 4-9,5-8: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1523/0-5-8, 7=976/0-5-8, 1=360/Mechanical Max Horz 10=219(LC 9) Max Uplift10=-194(LC 8), 7=164(1_C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1459/226, 2-3=2736/629, 3-4=2719/631, 4-5=-2732/643, 5-15=-2564/651, 6-15=-2550/653, 6-7=-912/203 BOT CHORD 9-10=-320/99, 8-9=482/2550 WEBS 2-9=-542/2805, 4-9=443/183, 5-8=620/214, 6-8=-451/2531 NOTES- 1) Wind: ASCE 7-10; Vuft=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -7-5-0 to-4-5-0, Interior(1) -4-5-0 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow toad only, except as noted. 4) 300.01b AC unit load placed on the top chord, -5-0-0 from left end, supported at two points, 3-6-0 apart. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Dt1SI4G 2A fit between the bottom chord and any other members. O 7) Refer to girder(s) for truss to truss connections. 0� WASFr,, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=194, a� 7=164. p 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Z 54074Aj cya �.{ GISTER SSIONALE�G� September 27,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job s Truss Type Oty Ply Tukwila Village - Building E ' 7817 K3720527 J1605025 MONOPITCH 4 1 Jab Reference (optional) ProBulld Arington, Adinglon,WA 98223 8-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:24 2017 Page 1 1 D:yxSOi I_oGg3m9Q5R MYV 9nOzP U 9c-u7VJ nv_cu4pdC 73TyCX Wi Egdo m687j Vof6wc_tyZS65 15-10-4 94-a0 7-10-4 8-1-12 Scale= 1:40.9 6x10 = 3x4 II 6x10 = 5x6 - 3x4 II LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * SCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.39 8C 0.68 WB 0.67 (Matrix) DEFL. Vert(LL) Vert(TL) HTL orz() Wind(LL) in (loc) I/deft Ud -0.25 6-7 >999 360 -0.57 6-7 >500 240 0.05 5 n/a n/a 0.20 6-7 >999 240 PLATES GRIP MT20 185/148 Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. 1-8,5-9: 2x6 DF No.2, 2-7,3-6: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1012/0-5-8, 5=1012/0-5-8 Max Horz 8=212(LC 9) Max Uplift8=-198(LC 8), 5=163(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-946/229, 1-10=3104/624, 2-10=-30921626, 2-3=-3103!638, 3-11=-2688/646, 4-11=-26741647, 4-5=948/201 BOT CHORD 7-8=-271/265, 6-7=-476/2675 WEBS 1-7=-58912879, 2-7=525/192, 3-7=-161/429, 3-6=-656/212, 4-6=-446/2657 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B, enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 23-9-4 zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 8=198, 5=163. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. September 27,2017 ,& WARNING . verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720528 J1605025 618 MONOPITCH 2 1 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 8-0-0 Bx8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:25 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-MJ3h F?EfOxUgGegWw2lFRCoV9SOs8gxtmfAWJyZS64 15-10-4 24-0-0 7-10-4 8-1-12 Scale = 1:40.9 6x10 = to dr N 3x4 II 6x10 = 5x8 = 3x4 I TCLL 5 0 (psf) (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20121TP12007 CSI. TC 0.39 BC 0.68 WB 0.79 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Udefl L/d -0.25 6-7 199 360 -0.56 6-7 >501 240 0.05 5 n/a n/a 0.20 6-7 >999 240 PLATES GRIP MT20 185/148 Weight: 130 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-11-2 oc bracing. 8-9,5-10: 2x6 DF No.2, 2-7,3-6: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 8=1012/0-5-8, 5=1012/0-5-8 Max Horz 8=326(LC 11) Max Uplift8=-215(LC 8), 5=-179(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-946/247, 1-11=-3100/741, 2-11=3089/743, 2-3=-3100/755, 3-12=-2689/652, 4-12=-2675/654, 4-5=948/228 BOT CHORD 7-8=-665/597, 6-7=-528/2675 WEBS 1-7=697/2864, 2-7=525/198, 3-7=309/426, 3-6=656/230, 4-6=507/2658 NOTES- 1) Wind: ASCE 7-10, VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=8Dft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 23-94 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ONUNG ZZ� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Itouplift at joint(s) except Qt=lb) 8=215, 5=179. L` &cop$ 0 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 54074� �GIS fSR ,[.I ssIONAL�G� " September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 101032015 BEFORE USE. Design valid for use only with Wek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss.web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720529 J1605025 B19A MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:25 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-MJ3h F?EfOxUgGegWw2lFRCg39VIsFrxtmfAWJyZS64 93-7.8 2-11-3 11-4 19-4 ?-7-8 3-9-0 3-9-0 7-9-8 Scale = 1:45.8 o.50 12 6x10 = 3x8 = 2x4 1I 5x8 = 15 2x4 11 3x6 = 5x8 = 5 67 16 13 12 11 lu 9 3x4 I 3x10 = 4x12 = 806 MT20HS = 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip COL 1.15 TC 0.29 Vert(LL) -0.34 10-11 >822 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.75 10-11 >371 240 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.34 HOrz(TL). 0.06 9 n/a n/a L 8.0 SCO' Code IBC2012/TP12007 (Matrix) I Wind(LL) 0.25 10-11 >999 240 Weight: 126 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD BOT CHORD 2x4 DF 240OF 2.0E WEBS 2x4 DF 240OF 2.OE *Except* BOT CHORD 2-13: 2x10 DF SS REACTIONS. (lb/size) 13=1242/0-5-8, 9=976/Mechanical Max Horz 13=45(LC 9) Max Uplift 13=-305(LC 8), 9=170(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1183/322, 2-15=-25901433, 3-15=-2590/433, 3-4=-4212/699, 4-5=-4212/699, 5-6=-41911718, 6-7=4191/718, 7-16=4134/694, 8-16=-4134/694, 8-9=-902/197 BOT CHORD 11-12=-451/2590, 10-11=-812/4496, 9-10=61/335 WEBS 4-11=-319/110, 7-10=-403/167, 8-10=65813845, 3-11=-296/1703, 3-12=-6921167, 2-12=-49912738, 5-11=-298/122, 5-10=-319/80 Structural wood sheathing directly applied or 4-9-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-0-13, Interior(1) 0-0-13 to 0-4-10, Exterior(2) 0-4-10 to 3-4-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (Flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. ING 2z� WAS o 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for 10.0 bottom live load with any other live loads. StG ✓� a psf chord nonconcurrent 0 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 00 fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) p 13=305, 9=170. 1 54074 w 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Off, �— Ems' �SSI�NALE�� September 27,2017 A WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. �- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job • Truss Truss Type Qty Ply Tukwila Village - Building E K3720530 J1605025 819B MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 r-2-11-3 2-11-4 8.4-0 2-11-3 2-11-4 5-4-12 0.50 12 5x12 = 3x8 I I 2 13 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 2710:08:26 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-gVd3Cb?sQi3LRQDs3da_nfl?BZsKbg H56QPj3lyZS63 7-6-0 7-9-8 2x4 I 8x16 MT20HS = 4 56 14 Scale = 1:45.8 6x10 = 12 11 10 9 8 4x12 = 1.5x4 II 5x12 = 6x10 = 3x4 11 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCLL 10.0 8 BCDL BCLL .0 ' 8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.27 BC 0.45 WB 0.46 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.30 9-10 >934 360 -0.67 9-10 >414 240 0.06 8 n/a n/a 0.22 9-10 >999 240 PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 126 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, except BOT CHORD 2x4 DF 240OF 2.0E end verticals. WEBS 2x4 DF 240OF 2.0E `Except' BOT CHORD Rigid ceiling directly applied or 1,0-0-0 oc bracing. 2-12: 2x10 DF SS WEBS 1 Row at midpt 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 12=1237/0-5-8, 8=967/Mechanical Max Horz 12=45(LC 11) Max Uplift12=-303(LC 8), 8=-168(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-389/168, 3-13= 4017/709, 4-13=4017/709, 4-5=-4017/709, 6-14=-3839/597, 7-14=-3839/597, 7-8=-895/196 BOT CHORD 11-12=-297/1577, 10-11=-293/1584, 9-10=-639/3904, 8-9=61/287 WEBS 3-12=-1882/330, 3-10=-477/2497, 4-10=463/177, 5-6=-3904/621, 6-9=-490/178, 7-9=-563/3601 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-0-13, Interior(1) 0-0-13 to 2-11-4, Exterior(2) 2-11-4 to 5-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 0LJ G 2 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs O non -concurrent with other live loads. t'' WAsp,, 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r7 8) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t 9) Refer to girder(s) for truss to truss connections. a v% 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ft=lb) 54074 ty 12=303, 8=168. O�� L;'GIS I Eg�' 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. SSIONALG� September 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON 7MS AND INCLUDED MITEK REFERENCE PAGE 110I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E ' K3720531 J1605025 619C MONOPITCH 1 1 Job Reference o tional rivounu nnuryw nun'yrun,vvn sotto 2.11-3 4-11A 0.50 12 48 = 5x12 = 2 3 r.b4U S Aug 16 2ul f MI Iek Industries, Inc. Wed Sep 27 10:08:27 2017 Page 1 ID:yxS011_oGg3m9Q5RMYV9nOzPU9c-IiBSPwOVB?BC3ao2dK5DKsH25zCkK3yEL48HbCyZS62 8-40 15-10-0 9 7-8 3-4-12 7-6-0 7-9-8 Scale = 145.8 2x4 II Sx8 = 6x10 = 4 56 13 7 12 11 lu 9 8 3x4 II 4x8 = - 4x12 = 6x10 = 3x4 II LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 B DL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress [nor YES Code ISC2012/TPI2007 CSI. TC 0.77 BC 0.44 WB 0.75 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (lot) I/deft Ud -0.32 9-10 >886 360 -0.70 9-10 >401 240 0.06 8 n/a n/a 0.23 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 121 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc purlins, except BOT CHORD 2x4 OF 240OF 2.OE *Except* end verticals. 8-9: 2x4 OF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 11-12. 2-11: 2x4 DF 240OF 2.OE, 6-10,7-9: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1233/0-5-8, 8=989/Mechanical Max Horz 12=48(LC 9) Max Uplift 12=-296(LC 8), 8=1168(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1178/317, 2-3=2671/391, 34=3975/646, 4-5=-3975/646, 5-6=-3975/646, 6-13=-3760/635, 7-13=3760/635, 7-8=-916/195 BOTCHORD 10-11=-392/2597,9-10=660/3826 WEBS 2-11=-418/2641, 3-11=560/132, 3-10=288/1481, 4-10=-457/155, 6-9=-526/194, 7-9=-603/3570 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=296, 8=168. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7' OWNG Z September 27,2017 AwARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and Bost Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job. Truss Truss Type Oty Ply Tukwila Village - Building E K3720532 J1605025 B19D MONOPITCH 1 1 Jab Reference (optional) rwouuu niuuyw Hilo iywn,vvr� aocco -2-N-3 2-11-3 0.50 52 4x6 11 2 1 f.b4D s AUg 15 2U1 / mil ek Industries, Inc. Wed Sep 27 10:08:27 2017 Page 1 ID:yxSOil oGg3m905RMYV9nOzPU9c-IiBSPwDVB?BC3ao2dK5DKsH3vzC2KOwEL48HbCyZS62 6-11-4 1 1-4-12 7-6-0 7-9-8 4x4 = 6x10 = 2x4 11 46 = 3 4 5 6 Scale = 1:45.8 6x10 = 12 7 11 10 9 8 4x6 = 4x8 = 6x10 = 3x4 II LOADING (psf)5 0 CLL(Roof Snow=25.0) TCDL 10.0. BCLL 0.0 ' BCDBCDL 8.0 SPACING- 2=0 O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code ISC2012/TP12007 CSI. TC 0.72 BC 0.42 WB 0.94 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.34 9-10 >826 360 -0.72 9-10 >387 240 0.08 8 n/a n/a . 0.24 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 120 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.0E 'Except* TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins, except 1-3: 2x6 DF No.2 end verticals. BOT CHORD 2x4 DF 240OF 2.0E `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9: 2x4 DF 180OF 1.6E WEBS 1 Row at midpt 3-11 WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 6-10,7-9: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 11=1233/0-5-8, 8=989/Mechanical Max Horz 11=51(LC 9) Max Uplift 11 =-296(LC 8), 8=167(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-557/224, 2-3=-258/36, 3-4=3782/600, 4-5=-3782/600, 5-6=-3782/600, 6-12=-3565/607, 7-12=3565/607, 7-8=919/196 BOT CHORD 10-11=477/3140, 9-10=-602/3627 WEBS 3-11=-2958/516, 3-1 0=1 56/914, 4-10=558/181, 6-9=-529/188, 7-9=-575/3412 NOTES- 1) Wind: ASCE 7-10; Vuft=11Omph (3-second gust) Vasd=87mph; TCDL--6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=296, 8=167. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7:'OWNG 2��[ September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE NO-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720533 J1605025 B19E MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-11-3 0.so F,2 5x8 = 2 8-4-0 2x4 II 6x6 = 3 4 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:28 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-mulgdG17yJJ3hkNFB2cSs4gB1NXH3X4Nakuq7eyZS61 6-10-12 2x4 11 7-9-8 Scale= 145.8 5x8 = 10 ' o 7 4x4 II 4x12 = 8x12 = 3x4 II LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 80 .0 ` B D SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.89 BC 0.42 WB 0.69 (Matrix) DEFL. in Vert(LL) -0.35 Vert(TL) -0.75 Horz(TL) 0.04 Wind(LL) 0.25 (loc) I/defl Lid 8-9 >797 360 8-9 >373 _ 240 7 n/a n/a 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 121 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except BOT CHORD 2x4 DF 240OF 2.0E `Except' end verticals. 7-8: 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except* MiTek recommend's that Stabilizers and required cross bracing 2-9,6-8: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 10=1233/0-5-8, 7=989/Mechanical Max Horz 10=54(LC 9) Max Uplift 10=-296(LC 8), 7=-167(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-11551328, 2-3=3466/546, 3-4=3443/550, 4-5=-3484/606, 5-11=-3427/585, 6-11=-3427/585, 6-7=921/196 BOT CHORD 9-10=-81/333, 8-9=544/3569 WEBS 2-9=-533/3145, 4-9=332/134, 5-8=-5191198, 6-8=-555/3305 NOTES- 1) Wind: ASCE 7-10; VuI1=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf, h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding, pf G Z 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will0� �ASltr, fit between the bottom chord and any other members. Sr4 C� 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 10=296, 7=167. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 SSI�NALE�G September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE N11-7473-v. 1010312015 BEFORE USE. ' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job, Truss Truss Type Qty Ply Tukwila Village - Building E K3720534 J1605025 B19F MONOPITCH 1 1 Job Reference (optional) ProBuild Arington, Arlington,WA 98223 2-11-3 5x8 = 2 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:28 2017 Page 1 I D:yxSOil_oGg3m9Q5R M W9nOzPU9c-mulgdGl7yJJ3hkN F62cSs4gB6NUH3XHNakug7eyZS61 8-4-0 10-11-4 15-10-0 9 -7-8 8-4-0 2-7-4 4-1112 7-9-8 Scale = 145.8 0.so 12 2x4 11 6x6 = 2x4 11 5x8 = 3 4 5 11 6 10 to 6 7 4x4 II 4x12 = 6x10 = 3x4 II LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.88 BC 0.61 WB 0.68 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Ud -0.35 8-9 >804 360 -0.75 8-9 >375 240 0.05 7 n/a n/a 0.25 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 120 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF N6.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E "Except end verticals. 7-8: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. WEBS 2x4 HF Stud 'Except' MiTek recommends that Stabilizers and required cross bracing 2-9,6-8: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1233/0-5-8, 7=989/Mechanical Max Horz 10=57(LC 11) Max Uplift 10=-296(LC 8), 7=168(1_C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1158/329, 2-3=-3474/543, 3-4=-3462/550, 4-5=-3275/568, 5-11=-3227/550, 6-11=3227/550, 6-7=923/197 BOT CHORD 9-10=-83/322, 8-9=562/3496 WEBS 2-9=-533/3164, 3-9=292/163, 5-8=-464/182, 6-8=-522/3125 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) D-1-12 to 23-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. OIvSING ZA - 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will WA$]y,, G fit between the bottom chord and any other members. Q� 8) Refer to girder(s) for truss to truss connections. O 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at=lb) 10=296, C 7=168. 10) "Semi -rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074� .c� GIS R SSIQNALGt1 September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 501-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E �MONCPITCH K3720535 J1605025 819G 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-11-3 5x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:29 2017 Page 1 I D: yxSOil_oGg3m9Q5RMYV9nOzPU9c-E4JCgc2ljdRwJuyR117hPHNMBngRo_JXoOdNf4yZS60 B-4-0 4-74 2-IG-12 o.50 12 2x4 I 6x6 = 3 4 798 Scale = 1:45.8 2x4 I 5x8 = 5 12 6 11 10 9 8 7 4x4 II 4x12 = 3x4 II Bx10 = LOADING (psf) TOLL 25.0 (Roof Snow 25.0) TCDL 10.0 BCLL 0.0 ' BCDBCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rrPI2007 CSI. TC 0.86 BC 0.61 WB 0.70 (Matrix) DEFL. in (loc) Udefl L/d Vert(LL) -0.35 9-10 >795 360 Vert(TL) -0.75 9-10 >375 240 Horz(TL) 0.05 7 n/a n/a Wind(LL) 0.25 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 121 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E 'Except' end verticals. 7-8: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 2-10,6-9: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1233/0-5-8, 7=989/Mechanical Max Horz 11=60(LC 9) Max Uplift t 1=-296(LC 8), 7-168(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1160/329, 2-3=3506/552, 3-4=3497/560, 4.5=-3080/530, 5-12=3080/530, 6-12=-3080/530,6-7=-931/200 BOT CHORD 10- 11 =-85/314, 9-10=541/3322, 8-9=-498/3080 WEBS 2-10=-543/3205, 3-10=374/167, 4-9=279/122, 5-9=-396/176, 6-8=-507/3002 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed, MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 4A- R6) This trusshas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 48) Refer to girder(s) for truss to truss connections. p 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 11=296,7=168. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54�074 GI I�NAL� September 27,2017 ,&WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 'P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job . Truss Truss Type Qty Ply Tukwila Village - Building E K3720536 J1605025 819H MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:29 2017 Page 1 1 D:yxSOil_oGg3m9Q5R MYV9nOzPU9c-E4JCgc2ljdRwJuyRll7h PHN Njnq?ozOXoOdNf4yZS60 2-11-3 8-4-0 6-7-4 10-1 7-9-8 Scale = 1:45.8 il 0.50 12 6x10 = 2x4 11 3 2x4 I I 6x10 = 4 5 12 5x8 = 11 10. 9 8 7 4x4 I 412 = 6x10 = 3x4 II LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 80 BCDL BCLL .0 " SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.83 BC 0.58 WB 0.71 (Matrix) DEFL. in (loc) Udefl Ud Vert(LL) -0.34 9-10 >813 360 Vert(TL) -0.73 9-10 >384 240 Horz(TL) 0.05 7 n/a n/a Wind(LL) 0.25 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 121 lb FT = 20/o a LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E 'Except` end verticals. 7-8: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except' MiTek recommends that Stabilizers and required cross bracing 2-10,6-9: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1233/0-5-8, 7=989/Mechanical Max Horz 11=63(LC 9) Max Upliftll=-296(LC 8), 7=168(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1159/329, 2-3=-3543/563, 3-4=3536/574, 4-5=-29561514, 5-12=-2956/514, 6-12=-2956/514, 6-7=933/200 BOT CHORD 10-11=87/305, 9-10=-490/3073, 8-9=480/2956 WEBS 2-10=-558/3251, 3-10=442/183, 4-10=-156/468, 4-9=-281/127, 5-9=-311/237, 6-8=-494/2899 NOTES- 1) Wind: ASCE 7-10; VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, 1nterior(1) 0-1-12 to 23-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. OWNG ZZy� 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. WA $ O 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will S lid fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. x 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=296, — 7=168. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. vo TS �sSIONALG�t " September 27,2017 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W1I 7473 nay. 1010=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type 0ty Ply Tukwila Village - Building E K3720537 J1605025 8191 HALF HIP 1 1 Job Reference (optional) ProBuild Arlington, Artington, WA 98223 7.640 s Aug 16 2b17 MiTek Industries, Inc. Wed Sep 27 10:08:30 2017 Page 1 ID:yxSOil_oGg3m905RMYV9nOzPU9c-jHta2y3NUwZnw2XdlTewyVvX2A6jXPkgl2NxCXyZS6? -2-11-3 8-4-0 15-10-0 Af"14 24 0-0 2-11-3 8.4-0 7-6-0 1-1-4 7-0.12 Scale = 1:46.7 4x6 = 10 a d 7 44 II 6x10 = 5x12 = 4x8 = LOADING (psf) TOLL 25.0 (Roof Snow 25.0) TCDL 10.0 BCLL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.85 BC 0.87 WB 0.81 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.34 8-9 >823 360 Vert(TL) -0.73 8-9 >387 240 Horz(TL) 0.11 7 n/a n/a Wind(LL) 0.25 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud "Except' BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. 7-11: 2x6 OF No.2, 2-9,3-8: 2x4 HF No.2, 5-7: 2x6 OF 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1245/0-5-8, 7=1002/0-5-8 Max Horz 10=176(LC 9) Max Uplift 10=-312(LC 8), 7=156(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-11701345, 2-3=3569/648, 34=3156/657, 4.5=-3105/649, 6-7=-266/90 BOT CHORD 9-10=-217/311, 8-9=518/3551, 7-8=-459/2676 WEBS 2-9=-634/3271, 3-9=-339/172, 3-8=-413/121, 4-8=-599/190, 5-8=149/908, 5-7=-2614/404 NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf, h=80ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. flMING 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NC) 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 04 ��Slrr, fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 10=312, G' 7=156. 0 co 'A 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss September 27,2017 AWARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MIW479 rev. 1e/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and pmpedy incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job , Truss Truss Type Qty Ply Tukwila Village - Building E K3720538 J1605025 B19J HALF HIP 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-11-3 dj1 B-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:31 2017 Page 1 I D: yxSO i l_oGg3 m9Q 5R MYV9nOzPU9c-BTQ yF 13?FEheY B6gsA99U iSivaSOG sngG i6U kzyZS6_ 7-6-0 3-1-4 5-0-12 Scale= 1:46.7 3x6 = 12 11 lu y 8 44 II 6x10 = 5x12 = 3x6 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TIC 0.85 BC 0.86 WB 0.82 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.33 9-10 >849 360 Vert(TL) -0.71 9-10 >401 240 Horz(TL) 0.10 8 n/a n/a Wind(LL) 0.25 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 125 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud "Except" BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. 8-12: 2x6 DF No.2, 2-10,3-9: 2x4 HF No.2, 6-8: 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1245/0-5-8, 8=1002/0-5-8 Max Horz 11=175(LC 9) Max Uplift 11=-312(LC 8), 8=156(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-1 169/344, 2-3=3575/647, 3-4=-3130/644, 4-5=-3123/647, 5-6=-3084/641 BOT CHORD 10-11=-217/310, 9-10=-535/3557, 8-9=368/1962 WEBS 2-10=-634/3278, 3-10=341/172, 3-9=445/126, 5-9=-505/161, 6-9=-185/1326, 6-8=-1998/350 NOTES- 1) Wind: ASCE 7-10; Vuft=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, 1nterior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted, 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. QIJIING 21r 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will WAS ]q„ fit between the bottom chord and any other members. C� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 11=312, O 8=156. y 2 9) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 .A GIST'SK'' �SSI�NAL�G� September 27,2017 A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720539 J1605025 819K HALF HIP 1 7 Job Reference (optional) F'roBulld Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:31 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-BTQyFl3?FEheYB6gsA99UiSjZaUiGssgGi6UkzyZS6_ 0 15-10-0 90 11 4 4-0-0 2-11-3 8-4-0 7-6-0 5-1-4 3-0.12 Scale = 1:46.7 3x6 = 11 lu 9 8 4x4 II 5x12 = 5x8 = 3x6 = 12 9 LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CS1. TC 0.80 BC 0.75 WB 0.82 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Ud -0.32 9-10 >897 360 -0.67 9-10 >424 240 0.08 8 n/a n/a 0.24 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 125 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. 8-12: 2x6 DF No.2, 2-10,5-10: 2x4 HF No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. (lb/size) 11=1245/0.5-8, 8=1002/0-5-8 Max Horz 11=174(LC 9) Max Uplift 11=-311(LC 8), 8=-157(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1171/344, 2-3=3633/654, 3-4=3626/663, 4-5=-3618/665, 5-6=-3085/646 BOT CHORD 10-11=-213/296, 9-10=-507/3074, 8-9=257/1243 WEBS 2-10=-640/3351, 3-10=-477/187, 5-1 0=- 1471556, 5-9=-585/182, 6-9=-293/1966, 6-8=-1443/294 NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 11=311, 8=157. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7' OWNG September 27,2017 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ! a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job . Truss Truss Type Qty Ply Tukwila Village - Building E K3720540 J1605025 819L HALF HIP 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:32 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-ff_LSe4d?YpVALgOQug01w?u2_tD?JLzUMs1FPyZS5z -2-11-3 8-4-0 15-10-0 77 11 4 4 0-0 2-11-3 8-4-0 7-6-0 7-1A 1-0-12 Scale = 1:45.5 d 4x4 II 4x12 = 5x8 = 3x4 11 LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.82 BC 0.54 WB 0.80 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(ILL) in (loc) Well L/d -0.34 8-9 >822 360 - -0.73 8-9 >388 240 0.05 7 n/a n/a 0.26 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except BOT CHORD 2x4 OF No.2 *Except* end verticals. 8-10: 2x4 OF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except* MiTek recommends that Stabilizers and required cross bracing 7-11: 2x6 OF No.2, 2-9,5-9,6-8: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1245/0-5-8, 7=1002/0-5-8 Max Horz 10=173(LC 11) Max Uplift 1 0=-31 1 (LC 8). 7=165(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=- 1169/343, 2-3=3618/660, 3-4=3611/668, 4-5=3603/671, 5-12=-3108/659, 6-12=-3094/660, 6-7=-934/198 BOT CHORD 9-10=-217/308, 8-9=535/3094 WEBS 2-9=628/3324, 3-9=-465/180, 5-9=129/520, 5-8=-654/210, 6-8=512/3018 NOTES- 1) Wind: ASCE 7-10: Vuit=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; P1=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. pjvLING 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Zv`i 9 fit between the bottom chord and any other members. + WAS�yG 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=311, 1 1 C� 7=165. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14074 w� � ssI�NALti�G September 27,2017 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11111-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �v a thus system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty ply Tukwila Village - Building E ' K3720541 J1605025 B20 FLAT 1 2 Job Reference (optional) rrouuuu Arlington, Arlington,vvA v8223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:35 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-3EgT5f6WITB41 pPb5OE5fYdaTB_mCpbPBJ4iskyZS5w 2-0-0 7-6-12 11-2-4 1V- 12 18-5-a 22 a12 27 3.6 7 6 2-4-0 5-2-12 3-7-8 3-7-8 3-7-8 5-2-12 2-4-0 , Scale= 1:51.4 3x6 11 5x16 = 1 2 17 18 16 15 4x6 = 3x4 II 2x4 11 19 3 20 14 4x8 = 4x4 = 8x8 44 = 4 21 5 22 6 23 2x4 11 24 7 25 12 48 = 26 5x16 = 3x6 11 827 28 299 11 10 3x4 11 4x6 = LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) nla n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC OA 7 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) -0.00 11 n/a n/a BCDL 8 Code IBC2012ITP12007 (Matrix) Weight: 271 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-16,9-10: 2x6 DF No.2, 2-15,8-11: 2x10 DF SS REACTIONS. All bearings 29-7-8. (lb) - Max Horz 16=-29(LC 27) Max Uplift All uplift 100 Ib or less at joint(s) except 16=-426(LC 44), 10=-483(LC 23), 14=357(1_C 22), 13=-235(LC 24), 12=-239(LC 23), 15=1171(LC 25), 11=687(LC 24) Max Grav All reactions 250 lb or less at joint(s) except 16=482(LC 29), 10=446(LC 42), 14=540(LC 1), 13=663(LC 1), 12=595(LC 20), 15=1392(LC 20), 11=601(LC 21) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-441/414, 2-17=1264/1203, 17-18=751/1057, 18-19=618/502, 3-20=-269/218, 4-20=-1072/1023, 4-21=923/851, 5-21=557/408, 5-22=-198/561, 6-22=-953/851, 6-23=-968/955, 23-24=887/884, 25-26=632/598, 26-27=114511131, 8-27=-1238/1225, 8-28=-417/439, 28-29=247/277 BOT CHORD 15-16=-1067/1096, 14-15=-770/799, 13-14=-1077/954, 12-13=-1006/1015, 11-12=779/780, 10-1'1=1075/1077 WEBS 2-16=-1061/1039, 2-14=671/707, 3-14=374/249, 4-14=-99911181, 4-13=-1015/1205, 5-13=-379/222, 6-13=1078/1133, 6-12=1084/1080, 7-12=415/161, 8-12=-684/697, 8-10=-1058/1041, 2-15=475/512, 8-11=529/712 NOTES- 1) na 2) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected As follows: 2x6 - 3 rows staggered at 0-2-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 2 rows at 0-4-0 oc, 2x10 - 5 rows staggered at 0-2-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 6) This truss has been checked for uniform snow load only, except as noted. 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 7 �OWNG September 27,2017 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11110.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �6 a truss system. Before use, the building desigher must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job. Truss Truss Type Qty Ply Tukwila Village - Building E K3720541 J1605025 620 FLAT 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:35 2017 Page 2 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-3EgT5f6 WITB41 pPb5OE5fYdaTB_mCpbPBJ4iskyZS5w NOTES- 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 Ito uplift at joint 16, 483 lb uplift at joint 10, 357 lb uplift at joint 14, 235 Ito uplift at joint 13, 239 lb uplift at joint 12, 1171 lb uplift at joint 15 and 687 Ib uplift at joint 11. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-7-8 for 250.0 plf. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 lb down and 61 Ib up at 2-11-0, 8 lb down and 61 lb up at 4-11-0, 8 Ib down and 61 lb up at 6-11-0, 8 Ito down and 61 lb up at 8-11-0, 8 lb down and 61 lb up at 10-11-0, 8 lb down and 61 lb up at 12-11-0, 8 Ito down and 61 Ib up at 14-11-0, 23 lb down and 21 lb up at 16-11-0, 23 Ib down and 21 lb up at 18-11-0, 23 lb down and 21 lb up at 20-11-0, 23 lb down and 21 lb up at 22-11-0, 23 Ib down and 21 Ib up at 24-11-0, 23 lb down and 21 lb up at 26-11-0, and 35 lb down and 298 lb up at 27-7-4, and 33 Ib down and 28 lb up at 28-11-0 on top chord, and 1002 Ito down and 690 Ib up at 2-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-9=70, 10-16=16 Concentrated Loads (lb) Vert: 4=2(B) 5=2(6) 15=-1002(B) 17=2(B) 18=2(B) 19=2(8) 20=2(B) 21=2(B) 22=13(B) 23=-13(B) 24=13(B) 25=-13(B) 26=13(B) 27=-13(B) 28=-23(B) 29=26(B) A WARNING - Verify, design parameters and READ NOTES ON THIS AND, INCLUDED WTEK REFERENCE PAGE M11-7472 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720542 J1605025 C01 MONOPITCH 51 1 Job Reference (optional) roBwld Arington, Arlington,WA 98223 2-11-3 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:36 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-XRErl?783mJwez_nfjlKBm9a2bE8x7LZPzgFOAyZS5v . 7-6-0 8-2-0 Scale = 1:45.5 502 = 1u 0 7 4x4 4x12 - 5x8 = 3x4 1 LOADING (psf) TCLL 25.0 0.0 (Roof Snow=2.1 TCDL 10. BCLL 0.0 BQDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.82 BC 0.54 WB 0.80 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.34 8-9 >822 360 -0.73 8-9 >388 240 0.05 7 n/a n/a 0.26 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E `Except' end verticals. 7-8: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 7-11: 2x6 DF No.2, 2-9,5-9,6-8: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide - REACTIONS. (lb/size) 10=1245/0-5-8, 7=1002/0-5-8 Max Horz 10=173(LC 11) Max Uplift 10=-311(LC 8), 7=-165(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1169/343, 2-3=-3618/660, 3-4=3611/668, 4-5=-3603/671, 5-12=-3108!659, 6-12=-3094/660, 6-7=934/198 BOT CHORD 9-10=-217/308, 8-9=535/3094 WEBS 2-9=-628/3324, 3-9=-465/180, 5-9=129/520, 5-8=-654/210, 6-8=-512/3018 NOTES- 1) Wind: ASCE 7-10; Vuft=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to.0-1-12, Interior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 011!,A 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. pF WASN,, G 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 10 and 165 lb uplift at C� joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ? w0� 54074 ��A �AGIST15W� `rsIONAL���� September 27,2017 WARNING - Verify desrgn paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual thus web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job < Truss Truss Type ally Ply kwila Village - Building E Tjob K3720543 J1605025 C01A MONOPITCH 2 Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:36 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-XR Erl?783mJwez_nfjlKBm9h_bClx7iZPzgFOAyZS5v -2-11-3 4-2-14 8-4-0 15-10-0 24-0-0 2-11-3 4-2-14 4-1-2 7-6-0 8-2-0 Scale = 1:45.5 8x12 = 13 12 ii iu a B 4x6 = 1.5x4 II 6x10 = 5x12 = 3x4 II LOADING (psf) TOLL 25.0 (Roof Snow 25.0) TCDL 10.0 BCLL 0.0 ' 8 SPACING- 270-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012ITPI2007 CSI. TC 0.38 BC 0.70 WB 0.78 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Udefl Ud -0.32 9-10 >894 360 -0.71 9-10 >401 240 0.09 8 n/a n/a 0.24 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, except BOT CHORD 2x4 OF 180OF 1.6E *Except end verticals. 8-9: 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. WEBS 2x4 HF Stud 'Except WEBS 1 Row at midpt 3-12 8-13: 2x6 DF No.2, 6-10,7-9: 2x4 HF No.2 Is that Stabilizers and required cross bracing be installed dur rig truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 12=1490/0-5-8, 8=1162/0.5-8 Max Horz 12=173(LC 11) Max Uplift 12=-353(LC 8), 8=193(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=577/220, 3-4=-4543/828, 4-5=4558/837, 5-15=-4549/837, 15-16=-4543/838, 6-16=-4525/838, 6-17=3801/778, 7-17=-3786/780, 7-8=-1091/224 BOT CHORD 11 -1 2=-487/2820, 10-11=-487/2821, 9-10=655/3787 WEBS 3-10=371/1802, 4-10=613/182, 6-1 0=1 68/773, 6-9=-839/249, 7-9=634/3712, 3.12=-2807/510 NOTES- 1) Wind: ASCE 7-10; Vutt=l1Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs OMTI`)G non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.OF WAS]trr, O 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ti G�j fa between the bottom chord and any other members. O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift at joint 12 and 193 lb uplift at '4 joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 95 lb down and 24 Ito up at 1-11-4, 95 lb down and 24 lb up at 3-11-2, and 165 lb down and 42 lb up at 11-2-5, and 165 lb down 42 lb 15-2-5 top q 54074,�0 and up at on chord. The design/selection Q, �ACjSTEr of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). � S tj sl�NAL� LOAD CASE(S) Standard Continued on page 2 September 27,2017 -- WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Wek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSO-89 and BCSI Building Component 250 Klug Circle Safety IMormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720543 J1605025 C01A MONOPITCH 2 1 Job Reference (optional) Frotium Arlington, Arlington, WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70, 2-7=70, 8-12=16 Concentrated Loads (lb) Vert: 3=74(17) 14=74(F) 15=-128(F) 16=128(F) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:37 2017 Page 2 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-OdoEWL8mg4RnG6ZzD RGZkzisk?Y_gaxiedZowdyZS5u AWARNING • Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 Job • Truss Truss Type Qty Ply Village -.Building E rTukRwila K3720544 J1605025 C01B MONOPITCH 1 1 eference o tional ProBuild Arlington, Arlington, WA 98223 6-0-0 4-2-14 4-1-2 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:37 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-OdoE WL8mg4RnG6ZzDRGZkzirU?T WgXwiedZowdyZS5u 7-6-0 n sn f, B-2-0 Scale = 152.6 8x12 = 13 16 N N 12 11 10 9 8 4x6 = 1.5x4 II 6x10 = 5x12 = 3x4 11 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.32 9-10 >877 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.73 9-10 >390 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.97 Horz(TL) 0.10 8 n/a n/a BCDL 8,0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.24 9-10 >999 240 Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF 240OF 2.0E TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud "Except BOT CHORD 8-13: 2x6 OF No.2, 6-10,7-9: 2x4 HF No.2 REACTIONS. (lb/size) 12=1654/0-5-8, 8=1138/0-5-8, 1=58/Mechanical Max Horz 12=176(LC 9) Max Uplift12=-346(LC 8), 8=189(LC 12), 1=-49(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-838/218, 34=4323/814, 4-5=-4339/823, 5-16=-4330/824, 16-17=-4324/825, 6-17=-4306/824, 6-18=3687/773, 7-18=3672/775, 7-8=-1069/221 BOT CHORD 11-12=-423/2410, 10-11=-422/24'11, 9-10=640/3673 WEBS 3-10=-382/2002, 4-10=652/186, 6-10=1511665, 6-9=-807/243, 7-9=-615/3597, 3-12=-2520/474 Structural wood sheathing directly applied or 4-6-10 oc purlins, except end verticals. Rigid ceiling directly applied or 7-0-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph, TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -5-9-4 to-2-9-4, Interior(1) -2-9-4 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 12, 189 lb uplift at joint 8 and 49 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 lb down and 24 lb up at 1-11-4, 95 lb down and 24 lb up at 3-11-2, and 165 lb down and 42 lb up at 11-2-5, and 165 Ito down and 42 lb up at 15-2-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 7" ONUNG 2 ' R O�G &- 540 4� "11 GISTER '�ssloNaL��'� September 27,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS0TPI1 Quality Criteria, OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Tukwila Village - Building E K3720544 J1605025 C018 MONOPITCH 1 1 Job Reference (optional) ruouou r+rnngcun, Hnmgion,vvH 9dzz3 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70, 2-7=70, 8-12=-16 Concentrated Loads (lb) Vert: 3=74(F) 15=74(F) 16=-128(F) 17=128(F) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:37 2017 Page 2 ID:yxSOil_oGg3m905RMYV9nOzPU9c-OdoE WLBmg4RnG6ZzDRGZkzirU?T WgXwiedZowdyZS5u AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job. Truss Truss Type Qty Ply Tukwila Village - Building E ' K3720545 J1605025 C01T MONOPITCH g 1 Job Reference (optional) PfOBUIId Arington, Arlington,WA 98223 10-8-8 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:38 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-UpMcjh9ObOZeuG8Am8noGBFwYPtVP1 HstHJMT3yZS5t 7-6.0 8-2-0 Scale = 1:60.9 0.50 12 5x12 = 12 11 10 9 8 4x6 5x12 = 5x8 = 3.4 I T(psf) 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TIC 0.82 BC 0.74 WB 0.78 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/dell Ud -0.33 9-10 >855 360 -0.72 9-10 >396 240 0.05 8 n/a n/a 0.25 9-10 >999 240 PLATES GRIP MT20 1851148 Weight: 141 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 7-11-4 oc bracing. 8-12: 2x6 DF No.2, 2-10,6-10,7-9: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS. (lb/size) 11=1528/0-5-8, 8=972/0-5-8, 1=275/Mechanical Max Horz 11=180(LC 9) Max Uplift 1 1=-365(LC 8), 8=156(LC 12), 1=-100(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-1 457/398, 2-3=-3269/567, 3-4=-3252/570, 4-5=-3259/580, 5-6=-3239/580, 6-14=-2983/634, 7-14=2969/636, 7-8=905/189 BOT CHORD 9-10=-501/2969 WEBS 2-10=-606/3245, 4-10=392/155, 6-10=67/294, 6-9=-624/200, 7-9=-474/2894 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-10-5-12 to-7-5-12, Interior(1)-7-5-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. GMG ZA_ 6) Refer to girder(s) for truss to truss connections. 1� `9 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 lb uplift at joint 11, 156 lb uplift at joint 8 r O- WAS�y, G and 100 lb uplift at joint 1. r 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING . Verffy design parameters and READ NOTES ON INS AND INCLUDED MITEK REFE#gc •,. f -; MfI-7473 rev. 10/=015 BEFORE USE. Design valid for use only with Mr rek® connectors. This design is based only upon parameters shr — a,1ek.,,or an individual building component, not a truss system. Before use, the building designer must verify the applicability of design param51^ r,,Ofiperly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Ch,.' :,­,:nF &only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury ar•;:.:- .,�r a,:mage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, a ,44sifrpii QuaGly Criteria, DSB49 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. r.i : ;± 4 ; 9andria, VA 22314. 54074��p SSI�NALE�G September 27,2017 MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type city Ply Tukwila Village - Building E K3720546 J1605025 CO2D1 MONOPITCH 4 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:39 2017 Page 1 ID: yxSOil_oGg3m9Q5R MYV9nOzPU9c-yOv_wl AOMhiVVQjMKsl l pOn6kpGS8Te?5x2v?VyZS5s i -2-11-3 8-4-0 15-10-0 24-0-0 2-11-3 840 7-6-0 8.2-0 Scale = 1:45.5 v N N 3x6 II 8x12 = 5x8 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) WellUd PLATES GRIP TOLL Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.35 8-9 >805 360 MT20 185/148 (Roof Snow=25.0) .0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.73 8-9 >389 240 TCDL 10.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.06 7 n/a n/a BCDL BCLL 0.0 ' 8 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.38 8-9 >734 240 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc puffins, except BOT CHORD 2x4 DF 180OF 1.6E 'Except" end verticals. 7-8: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. WEBS 2x4 HF No.2 'Except` WEBS 1 Row at midpt 5-9, 6-8 2-10,7-11: 2x6 DF No.2, 3-9,5-8: 2x4 HF Stud 2 Rows at 1/3 pts 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstaIllation guidg, REACTIONS. (lb/size) 10=1248/0-5-8, 7=997/0-5-8 Max Horz 10=173(LC 33) Max Upliftl0=-842(LC 31), 7=-448(LC 40) Max Grav 10=1456(LC 26), 7=1066(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=- 1375/865, 2-3=5145/3450, 3-4=3541/1243, 4-5=-3840/1754, 5-6=-3574/1921, 6-7=-998/520 BOT CHORD 9-10=-1996/2005, 8-9=-3171/4440, 7-8=2005/2108 WEBS 2-9=-3140/4578, 3-9=-431/251, 5-9=2029/2122, 5-8=-788/567, 6-8=-1877/3525 NOTES- 1) Wind: ASCE 7-10, Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Comer(3)-2-11-3 to 0-2-12, Exterior(2) 0-2-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. ONONG ZA' 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 1F+ "YO non -concurrent with other live loads. "�' WAS Ft„ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will p fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 10 and 448 lb uplift at joint 7. 8) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag ,d loads along bottom chord from 0-0-0 to 24-0-0 for 250.o plf. 54074 Ar 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. SSfONALE�� September 27,2017 �— A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011111•7477 rev. 10/03/2015 BEFORE USE. Et valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS-89'and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job • Truss Truss Type Qty Ply Tukwila Village - Building E K3720547 1 J1605025 CO3 MONOPITCH 18 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-11-3 B-4-0 2.4 11 4x6 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:39 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-yOv_w1AOMhiVVQjMKsl1 pOn5UpDOBV8?5x2v?VyZS5s 7-6-0 4x4 = 7-11-0 Scale = 1:45.2 4x12 = 11 6 10 to 6 7 44 II 5x12 = 5x12 = 3x4 11 LOADING (psf) TOLL 25.0 (Roof Snow--25.0) TC10.0 BCLL L 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Plate Grip DOL 1.15 DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.81 BC 0.76 WB 0.74 (Matrix) DEFL. in Vert(LL) -0.35 Vert(TL) -0.74 Horz(TL) 0.06 Wind(LL) 0.26 (loc) Well L/d 8-9 >804 360 8-9 >379 240 7 n/a n/a 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid ceiling directly applied or 7-10-0 oc bracing. 2-9,6-8,5-9: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1238/0-5-8, 7=995/Mechanical Max Horz 10=76(LC 9) Max Uplift 10=-296(LC 8), 7=173(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-1 165/330, 2-3=3588/608, 3-4=35811617, 4-5=-3573/620, 5-11=-3056/546, 6-11=-3043/548, 6-7=930/205 BOT CHORD 9-10=-103/295, 8-9=514/3042 WEBS 2-9=-575/3306, 6-8=540/3048, 3-9=-463/181, 5-9=-86/543, 5-8=-676/219 NOTES- 1) Wind: ASCE 7-10; VuK=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 23-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NG 24 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��Q+ O fit between the bottom chord and any other members. T" WAS 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 10 and 173 Ito uplift at 0 joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �P 54074� � GIs �SSI�NAL�G� September 27,2017 A WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E IC04 K3720548 J1605025 MONOPITCH 2 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 2-11-3 4-3-5 4-0-11 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:40 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-QCTM8NAf7?gM7alYuZgGLcKN CXgtwV8KboTXyyZS5r 7-6.0 8-2-0 Scale= 1:45.5 6x10 = 13 5x8 I 8x8 = 4x12 = 8x8 = 3x6 II LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.32 9-10 >892 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.89 Vert(TL) -0.67 9-10 >420 240 BCLL 0.0 ' . Rep Stress Incr NO WB 0.79 Horz(TL) 0.05 8 n/a n/a 80 Code IBC2012ITP12007 (Matrix) Wind(LL) 0.24 9-10 >999 240 Weight: 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud 'Except` BOT CHORD 2-12,8-13: 2x6 DF No.2, 2-11,6-10,7-9: 2x4 HF No.2 REACTIONS. (lb/size) 12=1911/0-5-8, 8=113510-5-8 Max Horz 12=170(LC 11) Max Uplift 12=-429(LC 8), 8=189(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1742/424, 2-3=-42161739, 3-4=5198/943, 4-5=-5206/950, 5-6=-5198/953, 6-14=-3787/772, 7-14=3772/774, 7-8=-1038/214 BOT CHORD 11-12=-259/641, 10-11=739/4196, 9-10=653/3773, 8-9=-72/260, WEBS 2-11=-678/3774, 4-10=-487/160, 6-10=-326/1522, 6-9=-806/244, 7-9=-613/3626, 3-11=-267/279, 3-10=-289/1042 Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. Rigid ceiling directly applied or 9-1-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-2-12, Interior(1) 0-2-12 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snow); Category II: Exp B. Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 429 lb uplift at joint 12 and 189 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1029 lb down and 260 lb up at 4-3-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 - 'oNJN WAS 0 0 r 54074� w4 �,t� GISTE¢ s%NALG� September 27,2017 AWARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent w1lapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Comna, CA 92880 Job; Truss Truss Type Qty Ply Tukwila Village - Building E K3720548 J1605025 C04 MONOPITCH 2 1 Job Reference (optional) ProBuild Arlington, Adinglon,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70, 2-7=70, 8-12=-16 Concentrated Loads (lb) Vert: 11=-800(F) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:40 2017 Page 2 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-QCTMBNAf7?q M7alYuZgGLcKN_CXgtwV8KboTXyyZS5r WARNING - Verily design parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses and truss systems, see ANSI/TP11 Quality Criteria, OSS-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ob Truss Truss Type Qty Ply Tukwila Village - Building E K3720541 1605025 C05 IMONOPITCH I7 1 job Reference (optional) rrotsulta Arlington, Anington,VVA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:40 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-Q CTM8NAf7?gM7alYuZgGLcKlaCZjtwlSKboTXyyZS5r -Goo B-4-0 15-10-0 i 94-0-0 1 60-0 8-4-0 7-6-0 B-2-0 Scale= 1:52.5 0.50 10 9 8 7 4x4 II 502 = 5x12 = 3x4 II TOADING(PsCLL 250 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.66 BC 0.76 WB 0.81 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in floc) I/deft Ud -0.35 8-9 >820 360 -0.74 8-9 >385 240 0.05 7 n/a n/a 0.26 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud "Except' BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. 7-11: 2x6 DF No.2, 2-9,5-9,6-8: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 10=1367/0-5-8, 7=987/0-5-8, 1=103/Mechanical Max Horz 10=177(LC 9) Max Uplift 10=-303(LC 8), 7=1162(LC 12), 1=-45(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1295/336, 2-3=-3454/640, 3-4=3446/648, 4-5=-3438/651, 5-13=-3044/657, 6.13=-3029/659, 6-7=920/195 BOT CHORD 8-9=-524/3030 WEBS 2-9=-630/3298, 3-9=-431/171, 5-9=-107/417, 5-8=-639/206, 6-8=-497/2954 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-11-4, Interior())-2-11-4 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 10, 162 Ib uplift at joint 7 and 45 Ib uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7073 rev. 10/032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job • Truss Truss Type city Ply Tukwila Village - Building E K3720550 J1605025 C06D1 MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 6-0-0 8-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:41 2017 Page 1 I D:yxSOil_oGg3m9Q5RMYV9nOzPU9c-u01 kLjBHuJyDtksISHLVuptTzcvScM?IZFXO4OyZS5q T&O 0.50 8-2-0 Scale = 1:52.5 10 9 8 7 3x6 II 8x12 = 6x10 = 3x6 II LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' B 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.68 BC 0.66 WB 0.84 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.36 8-9 >775 360 -0.72 8-9 >393 240 0.08 7 n/a n/a 0.41 8-9 >690 240 PLATES GRIP MT20 185/148 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc puffins, except BOT CHORD 2x4 OF No.2 `Except' end verticals. 8-10: 2x4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 3-2-7 oc bracing. WEBS 2x4 HF No.2 *Except* WEBS 1 Row at micipt 5-9, 6-8 2-10,7-11: 2x6 OF No.2, 3-9,5-8: 2x4 HF Stud 2 Rows at 1/3 pts 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installafign guide. REACTIONS. (lb/size) 10=1350/0-5-8, 7=987/0-5-8, 1=119/Mechanical Max Horz 10=193(LC 32) Max Uplift 10=-818(LC 30), 7= 444(LC 39), 1=-57(LC 30) Max Grav 10=1534(LC 25), 7=1055(LC 24), 1=119(LC 1) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 2-10=-1450/840, 2-3=5056/3473, 3-4=3408/1266, 4-5=-3702/1713, 5-13=-3146/1366, 6-13=-3554/1938, 6-7=988/475 BOT CHORD 9-10=-487/472, 9.14=5151/6346, 8-14=297315618, 7-8=3419/3515 WEBS 2-9=-3184/4630, 3-9=417/217, 5-9=1925/2014, 5-8=-779/541, 6-8=-1783/3502 NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-114,Interior(1)-2-11-4 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 818 lb uplift at joint 10, 444 lb uplift at joint 7 and 57 lb uplift at joint 1. 8) This truss has been designed for a total drag load of 250 pH. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-0-0 to 24-0-0 for 428.6 plf. 9) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7' OWNG �� September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E ^li J1605025 C07 MONOPITCH 7 1 K3720551 Job Reference (optional) nu .ur n.,ywn, rnrnytun,vvr+ volts 6-0-0 B-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:42 2017 Page 1 ID:yxSOil oGg3m905RMYV9nOzPU9c-Mab7Z3Cvfb44MURx?_skR1PayOHRLsTRovHZcgyZS5p 7-8-0 0.50 12 7-11-0 Scale = 1,52.3 46 = 4x4 = 4x12 = 2x4 11 5 14 6 10 9 8 7 3x4 = 4x12 = 5x8 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.32 8-9 >872 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.74 8-9 >377 240 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.05 7 n/a n/a ' Code IBC2012/TP12007 (Matrix) Wind(LL) 0.24 8-9 >999 240 Weight: 129 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.2 *Except* end verticals. 8-10: 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except` MiTek recommends that Stabilizers and required cross bracing 2-10: 2x6 DF No.2, 2-9,6-$,5-9: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 10=1630/0-5-8, 7=1010/Mechanical, 1=101/Mechanical Installation guide. Max Horz 10=79(LC 9) Max Uplift7=-138(LC 12), 1=-66(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1553/34, 2-12=3759/186, 12-13=3741/193, 3-13=-3734/201, 3-4=-3742/206, 4-5=-3734/209, 5-14=3130/409, 6-14=3116/410, 6-7=-945/169 BOT CHORD 9-10=0/438, 8-9=-375/3115 WEBS 2-9=-346/3326, 6-8=398/3122, 3-9=500181, 5-9=0/633, 5-8=694/184 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-11-4, Interior(1)-2-11-4 to 23-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) 300.Olb AC unit load placed on the top chord, 3-0-0 from left end, supported at two points, 3-0-0 apart. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �> IIING 2 fit between the bottom chord and any other members. O 7) Refer to girder(s) for truss to truss connections. f W 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 7 and 66 lb uplift at joint C� 1. O 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 GIST'ER� ASSIONAL ECG September 27,2017 -- All WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7/73 rev. 10/032015 BEFORE USE. ��` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not o- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design m .the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job' Truss Truss Type Qty Ply Tukwila Village - Building E K3720552 J1605025 C08 MONOPITCH GIRDER 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 96223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:44 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPUgc-Izjt_kD9BEKocBbK7PuCWSV59g1 BptgkFDmggjyZS5n 1-0-0 bf-0 6-1-12 10-2-ta 14-4-0 19-1-0 21-10-0 25-7-12 29-s-0 1b-0 3-0-0 1-7-12 4-1-2 4-1-2 3-9-0 3-9-0 3-9-12 4-tfi Scale = 1:50.9 o.5o 12 2x4 II 3x4 — 3x6 11 2x4 II Bx12 = 29 8 9 10 19 la 1/ 3x8 = 1.Sx4 11 1.5x4 11 3x8 = 30 11 3x4 II 3x4 = 1.5x4 h 16 15 14 13 12 3x4 = 5x12 = 6-1-12 16-0 4&-0 6-0-0 6-1 9 1a2-14 14-0-0 18.1-0 21-10-0 29-9-0 18-0 3-0-0 1.6-0 0- -9 4-1-2 4-1-2 3-9-0 3-9-0 7-11-0 LOADING (psi) TOLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.05 11-12 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.11 11-12 >831 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 15 n/a n/a BQDL 0 Code IBC2012ITP12007 (Matrix) Wind(LL) 0.01 17-18 >999 240 Weight: 278 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 22-0-0 except Qt=length) 19=Mechanical, 11=1-9-0. (lb) - Max Horz 19=86(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 12 except 19=-424(LC 22), 11=-414(LC 23), 16=-495(LC 22) Max Grav All reactions 250 lb or less at joint(s) except 19=1018(LC 1), 11=51 O(LC 20), 16=1625(LC 1), 16=1625(LC 1), 14=965(LC 1), 12=654(LC 1), 15=897(LC 21), 13=699(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-942/435, 1-20=1292/743, 2-20=-1125/470, 2-21=-1033/452, 3-21=-12591757, 3-22=-165/294, 4-22=411/486, 4-23=-499/634, 23-24=-948/1007, 5-24=-1416/1453, 5-25=-954/945, 25-26=321/264, 6-26=250/270, 27-28=-789/800, 7-28=-1054/1079, 7-29=-1352/1340, 8-29=-1116/1090, 8-9=-602/610, 9-10=1037/992 BOT CHORD 17-18=-825/1296, 16-17=-825/1296, 15-16=1938/2097, 14-15=1410/1398, 13-14=1362/1382, 12-13=-1797/1816, 12-30=304/366, 11-30=781/778 WEBS 1-18=-907/1446, 2-18=292/500, 3-16=1872/1104, 4-16=641/372, 5-16=-1023/956, 5-14=-1499/1467, 6-14=851/0, 7-14=1499/1431, 7-12=-1162/1127, 8-12=-320/101, 9-12=-1074/1080, 9-11=-832/892, 3-17=-157/699, 5-15=-845/35, 7-13=-665/0 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom Chords connected as follows: 2x4 - 1 row at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 19=424,11=414,16=495. Continued on page 2 r OWNG 2b�l September 27,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSS-89 and SCSI Building Component 250 Klug Circle Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Type Qty Ply Tukwila Village - Building E [Truss K3720552 J1605025 08 MONOPITCH GIRDER 1 2 , Job Reference (optional) r1­0Cu110 Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:45 2017 Page 2 I D:yxSOil_oGg3m9Q5R MYV9nOzPU9c-n9H FB4EnyXSfD LAWh6PR2fl GuDNQYKPuUtVDD9yZS5m NOTES- 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-0-0 to 23-9-0 for 419.0 plf. 11) Girder carries tie-in span(s): 12-0-0 from 0-0-0 to 6-0-0 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 Ib down and 89 lb up at 1-0-0, 155 lb down and 91 lb up at 3-0-0, 155 lb down and 91 1b up at 5-0-0, 155 Ib down and 91 lb up at 7-0-0, 296 Ito down at 9-0-0, 296 lb down at 11-0-0, 296 lb down at 13-0-0, 296 lb down at 15-0-0, and 296 lb down at 17-0-0, and 296 Ito down at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-70, 16-19=-226(B=-210), 11-16=16 Concentrated Loads (lb) Vert: 20=-150(B) 21=-145(B) 22=-145(B) 23=145(8) 24=286(B) 25=-286(B) 26=-286(B) 27=-286(B) 28= 286(B) 29=286(8) AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7471 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �w a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivdry, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Jot? Truss Truss Type Qty Ply Tukwila Village - Building E K3720553 J1605025 C09 MONOPITCH 1 1 Job Reference (optional) ProBuild Arlington, Anington,WA 98223 8-4-0 8x12 11 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:45 2017 Page 1 ID:yx$Oil oGg3m9Q5RMYV9nOzPU9c-n9HF64EnyXSfDLAWh6PR2fl5wDKsYA6uUtVDD9yZS5m 7-6-0 2-4-0 SSXV:!t 1:30.7 10 8 3x4 = 5x12 5 3x4 II LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.12 7-8 >999 360 MT20 185/148 TCLL 4 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.50 7-8 >422 240 BCLL 0.0 .0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 5 n/a n/a BCD 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.10 7 >999 240 Weight: 102 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. 8-9,5-10: 2x6 DF No.2, 1-7,3-7: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1381/0-5-8, 5=1381/0-5-8 Max Horz 8=299(LC 9) Max Uplift8=-177(LC 8), 5=135(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1305/210, 1-111=3915/552, 2-11=-3892/555, 2-12=-3961/574, 3-12=-3922/576, 3-4=-1620/320, 4-5=-1395/170 BOT CHORD 7-8=-631/730, 6-7=199/1603 WEBS 1-7=-565/3408, 2-7=1073/203, 3-6=-1438/231, 4-6=-245/2213, 3-7=-440/2414 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 17-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 01MNG Zp 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=177, 5=135. �' �A O 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Xn- 4� 54074 q� .o crsT� *41`�ss ONALOG) September 27,2017 AWARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. fO/03/2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not [ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss �Cio Truss Type Qty Ply Tukwila Village - Building E J1605025 MONOPITCH 2 1 K3720554 Job Reference (optional) 1'1`06ulld Arington, Adington,WA 98223 5-0-0 5-1-8 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:46 2017 Page 1 ID: yxSOil_oGg3m9Q5R MYV9nOzPU9c-FMgdOQFPiraWrVli EgxgbtaMbda5HfFljXFnlbyZS51 5-1-8 2-4-0 6,,6 = 11cale = 1:34.1 ~xo — 8x12 = 5x12 = 7 3x6 11 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP (Roof Snow=25.0) plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.09 9-10 >999 360 MT20 185/148 TCDL 45.0 Lumber DOL 1.15 BC 0.89 Vert(TL) -0.39 9-10 >522 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(TL) -0.05 11 n/a ri BCDL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.08 9 >999 240 Weight: 111 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD BOT CHORD 2x6 OF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 2-11,7-12: 2x6 OF No.2, 2-10,5-9,6-8: 2x4 HF No.2 REACTIONS. (lb/size) 11 =1 641 /Mechanical, 7=1872/0-5-8 Max Horz 7=230(LC 9) Max Uplift 11 =-204(LC 8), 7=156(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=15151213, 2-13=3791/467, 3-13=3774/469, 3-4=-3786/476, 4-14=-4770/672, 5-14=-4743/673, 5-6=-2186/522, 6-7=1959/245 BOT CHORD 10-11=-69/502, 9-10=671/4752, 9-15=520/2186, 15-16=520/2186, 8-16=-520/2186, 7-8=-353/419 WEBS 2-10=-427/3389, 3-110=606/115, 5-9=-322/2748, 5-8=-1446/213, 6-8=-284/2860, 4-9=-409/116, 4-10=1033/208 Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. Rigid ceiling directly applied or 9-7-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide- NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp 8; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-1-8 to 2-10-8, Interior(1) 2-10-8 to 17-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=204, 7=156. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 546 lb down and 85 lb up at 10-7-5, and 374 lb down and 58 lb up at 14-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 7' G1,AWG 7 "K I'ONAL September 27,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A0I-7479 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �a a thus system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-89 and SCSI Building Component 250 Klug circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 Job + Truss Truss Type Qty Ply Tukwila Village - Building E K3720554 J1605025 C10 MONOPITCH 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=140, 2-6=-140, 7-11=-16 Concentrated Loads (Ib) Vert: 15=-171(F) 16=323(F) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:46 2017 Page 2 I D:yxSOil_oGg3m9Q5RMYV9nOzPU9c-FMgdOQFPira WrVliEgxgbtaMbda5HfFljXFnlbyZS51 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M114473 rev. 1010312015 BEFORE USE. ` Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720555 J1605025 C11D1 MONOPITCH 1 1 Job Reference (optional) Iuouuu Anrnymn, Hningron,wA ndzzo 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:47 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9ciYO?cmG2T9iNTfKuoXSv847Tu1?p03PAxB KH2yZS5k 2-11-3 8-3-8 111, 7-5-0 0.g-0 Scale = 132.4 6x6 = 7 534 11 4x6 11 6x10 = 8-3-8 0. 8 7-6-0 0-9-0 Plate Offsets (X Y) [270-3 6 0-2 8] 14'0 3-4 0-3-81 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.14 5-6 >999 360 MT20 1851148 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert) ( TL -0.33 6-7 >586 240 BCLL 0.0 • Rep Stress Incr YES WB 0.91 Horz(TL) 0.01 5 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Wnd(LL) 0.15 5-6 >999 240 Weight: 87 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 3-9-14 oc bracing. 5-8: 2x6 DF No2, 2-6,4-6: 2x4 HF No.2 WEBS 1 Row at midpt 2-6, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7=933/0-5-8, 5=676/0-5-8 Max Horz 7=132(LC 33) Max Uplift7=-707(LC 31), 5=-393(LC 40) Max Grav 7=1127(LC 26), 5=792(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-1056/732, 2-3=-3604/2824, 3-9=-2091/475, 4-9=-2877/1985, 4-5=-727/467 BOT CHORD 6-7=-2062/2032, 5-6=-2006/2119 WEBS 2-6=-2672/3306, 3-6=514/244, 4-6=-2014/2746 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Comer(3)-2-11-3 to 0-1-12, Exterior(2) 0-1-12 to 16-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. �1AING 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willO,t WASltr, fit between the bottom chord and any other members. C 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 7=707, rp 5=393. TZ 8) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag — loads along bottom chord from 0-0-0 to 16-7-0 for 250.0 plf. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. p a 54074� q GIrse �SSI�NAL�� September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 ray. 10103,2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314, Corona, CA 92880 Jobs Truss Truss Type City Ply Tukwila Village - Building E K3720556 J1605025 C12 MONOPITCH 4 1 Job Reference (optional) Pro Build Arington, Arington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:47 2017 Page 1 ID:yxSOil_oGg3m905RMYV9nOzPU9c-jYO?cmG2T9iNTfKuoXSv847X911fOANAx8 KH2yZS5k 2-11-3 8-3-8 a -8 7-6-0 0-9-0 Scale= 1:32.6 3x4 = I.R114 J UE B B as 7so 0-0 Plate Offsets (XY)— 1270-3-7 0-2-01 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.13 6 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.42 Vert(TL) -0.33 6-7 >586 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 5 n/a n/a BQQL 8 Code IBC2012fTP12007 (Matrix) Wind(LL) 0.10 6 >999 240 Weight: 87 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-8: 2x6 DF No.2, 2-6,4-6: 2x4 HF No.2 Is that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7=933/0-5-8, 5=676/0-5-8 Max Horz 7=132(LC 9) Max Uplift7=-256(LC 8), 5=109(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-865/288, 2-3=1981/372, 3-9=-1979/382, 4-9=-1964/384, 4-5=-610/147 WEBS 2-6=-363/1785, 3-6=-514/203, 4-6=-285/1808 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-11-3 to 0-1-12, Interior(1) 0-1-12 to 16-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Oj�jING 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 7=256, 5=109. WAgjyr O 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074��,`� �' GISTEg jONAL September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111IH473 rev. 10/03/2015 BEFORE USE. i Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSO-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720557 J1605025 C13 MONOPITCH GIRDER 1 3 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 4-01 0 8-0-0 10-0 4-0-0 o.so 12 5x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:48 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-BkyOp6HgESgD4pv5MFz8g IfkH REelaVKArkupUyZS5j 4-0-0 1.5x4 II 4 4-7-0 Scale = 1:27.9 4x12 = 5 10 5x16 = 2x4 11 6x10 = 6 46 = 46 11 LOADING (psf) TOIL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.17 8 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.95 Vert(TL) -0.35 8-9 >546 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.04 6 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.13 8 >999 240 Weight: 253 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud 'Except' BOT CHORD 1-10,5-6: 2x6 DF No.2, 1-9,5-7: 2x4 HF No.2 REACTIONS. (lb/size) 10=4698/0-5-8, 6=4441/0-5-8 Max Horz 10=63(LC 5) Max Uplift 10=-857(LC 4), 6=804(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-3388/635, 1-2=-10080/1829, 2-3=10073/1834, 3-4=-9147/1665, 4-5=-9144/1671, 5-6=-3412/641 BOT CHORD 10-11=-203/985, 11-12=-203/985, 9-12=203/985, 9-13=-2327/12898, 13-14=-2327/12898, 8-14=-2327/12898, 8-15=-2331/12926, 15-16=2331/12926, 7-16=-2331112926, 7-17=-92/512, 17-18=-92/512, 6-18=-92/512 WEBS 1-9=-1722/9478, 3-9=-3021/545, 3-8=338/2115, 3-7=-4034/736; 5-7=-1690/9334 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES= 1) 3-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except f noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vli 10mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow), Category II; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 10=857, 6=804. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 962 lb down and 184 lb up at 1-0-0, 951 Ib.down and 184 lb up at 3-0-0, 973 lb down and 184 lb up at 5-0-0, 973 lb down and 183 lb up at 7-0-0, 973 lb down and 183 lb up at 9-0-0, 973 Ito down and 184 lb up at 11-0-0, and 973 lb down and 184 lb up at 13-0-0, and 973 lb down and 184 lb up at 15-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 0:g9M6IA&E(teMndard 7�' 01AWG 2,"[ O r0� 54074 w� �O� �AGIS TE SSIONAL�G� September 27,2017 ® WARNING - Vanity design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11101.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSltTPl1 Quality Criteria, DS8.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job c Truss Truss Type Qty Ply Tukwila Village - Building E K3720557 J1605025 C13 MONOPITCH GIRDER 1 3 Job Reference (optional) FrOtiwlo Arlington, Aflington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:48 2017 Page 2 ID:yxSOil oGg3m9Q5RMYV9nOzPU9c-SkyOp6HgESgD4pv5MFz8glfkHREelaVKArkupUyZS5j LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 6-10=16 Concentrated Loads (lb) Vert: 11=-962(F) 12=951(F) 13=-973(F) 14=973(F) 15=-973(F) 16=-973(F) 17=973(F) 18=-973(F) AWARNING - Verily design parameters and READ NOTES ON Tiffs AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Truss Truss Type Qty PlyT1T wila Village -Building E FJob 025 C14 Jack -Closed 1 K3720558 t IJob Reference (optional) I ProBulld Arlington, Arlington,WA 98223 8-4-0 0.50 F12 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:49 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-fx Wm1 SHI?my4izUHwyU N DVCgjrhzU3GTPVTR MwyZS5i 7-6-0 2x4 11 3-9-3 Scale = 1:33.3 4x12 = 3x6 II 10 3 4 0 5 4x4 II 5x12 = 1.5x4 II 3x4 = T(ps2 CLL 5.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 LumberDOL _ 1.15 Rep Stress Incr YES Code IBC20127TPI2007 CSI. TC 0.69 BC 0.49 WB 0.57 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.16 6-7 >999 360 -0.37 7-8 >633 240 0.04 5 n/a n/a 0.12 6-7 >999 240 PLATES GRIP MT20 185/148 Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7,3-7: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=830/Mechanical, 5=830/0-5-8 Max Horz 8=74(LC 9) Max Uplift8=-145(LC 8), 5=-145(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-761/178, 1-9=-2552/443, 2-9=2540/445, 2-10=-2551/458, 3-10=-2529/458 BOT CHORD 6-7=-224/1383, 5-6=-224/1383 WEBS 1-7=-424/2347, 2-7=-554/208, 3-7=-211/1194, 3-5=-1559/273 NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 19-5-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25,0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=145, G zf� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 'W �r 54074 ka �SSj�MALG� September 27,2017 �— AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03R015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not '- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSB-89 and BCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job` Truss Truss Type City Ply Tukwila Viliage - Building E K3720559 [Job J1605025 C16 Jack -Closed 1 1 Reference (optional) Pro Build Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:49 2017 Page 1 ID:yxSOil_oGg3m905RMYV9nOzPU9c-fxWm1 SHI?my4izUHwyUNDVCxPr1oU4PTPVTRMwyZS5i 2- 4-9-8 5-7-5 0.50 12 Scale = 1:17.6 3x6 3 —A = 9 4 73x6 = 6 5 4x4 = 3x4 = 2- 40-8 7- Plate Offsets (XY)— [7 0-0-1 0-1-81 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.03 5-6 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.07 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) -0.01 7 n/a n/a BCDL 8.0 Code IBC2012rrPI2007 (Matrix) Wind(LL) 0.02 6 >999 240 Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud "Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7: 2x6 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5=431/Mechanical, 7=463/Mechanical Max Horz 5=50(LC 11) Max Uplift5=-75(LC 12), 7=92(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-8=-776/139, 3-8=769/141 BOT CHORD 5-6=136/771 WEBS 2-6=142/804, 3-5=750/163, 2-7=431/120 NOTES- 1) Wind: ASCE 7-10; VuK=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-5-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. �rliiNG 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O 41117 n4 wt�8n. ADO �g 54074� ,� GISTER September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E J1605025 C17 Jack -Partial 1 1 K3720560 Job Reference (optional) ProBuild Arlington, Artington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:50 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-7748Eo Iwm44xK62TTg?cljk3EE7aDceddgD_uMyZS5h 1-&13 3:5-10 1-8- r 13 r 1 &— 1� 4x6 = 4 3 2x4 6x6 = IA d Scale = 1:33.4 LOADING (psf) TOLL 25.0 (Roof Snow=25.0) BCDL 10.0 BCDL 8.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.39 BC 0.09 WB 0.17 (Matrix) DEFL. in Vert(LL) -0.01 Vert(TL) -0.01 Horz(TL) -0.00 Wind(LL) 0.00 (loc) I/deft L/d 3-4 >999 360 3-4 >999 240 3 n/a n/a -- 4 240 PLATES GRIP MT20 185/148 Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc puriins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 9-1-3 oc bracing. 3-5: 2x6 OF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=133/Mechanical, 3=133/0-5-8 Max Horz 4=231(LC 9) Max Uplift4=-243(LC 8), 3=223(LC 9) Max Grav 4=270(LC 20), 3=248(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-348/388, 1-2=-501/427 BOT CHORD 3-4=-390/317 WEBS 1-3=-534/645 NOTES- 1) Wind: ASCE 7-10; Vuft=11 Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=243, 3=223. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r OWNG Z September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev. 10103,7015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �c a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job- Truss Truss Type Qty Ply Tukwila Village - Building E K3720561 J1605025 D03 Monopitch 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7-0-0 e A 7-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:50 2017 Page 1 ID: yxSOil_oGg3m9Q5RMYV9nOzPU9c-7748Eolwm44xK62TTg?djk29E3GDYmdd9D_uMyZS5h 65-8 3.0-0 1.50 12 Scale= 1:44.4 5x12 II 5x12 h s a 10 7 3x4 I 4x8 = 5x8 = - 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 25.0 Plate Grip COL, 1.15 TC 0.46 Vert(LL) -0.05 9-10 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.13 9-10 >999 240 MT20HS 139/111 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 7 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.03 8-9 >999 240 Weight: 139 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 4-6: 2x12 DF NO-2 end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except' MTek recommends that Stabilizers and required cross bracing 5-7: 2x4 DF No.2, 3-9,5-8: 2x4 HF No.2, 1-10: 2x6 DF No.2 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7=1101/0-5-8, 10=846/0-5-8 Max Horz 10=229(LC 9) Max Uplift7=-229(LC 12), 10=136(1_C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=-1 127/165, 2-11=1100/171, 2-3=1131/205, 3-4=-867/162, 4-5=-806/163, 5-7=-1057/287,1-10=-795/164 BOT CHORD 9-10=261/248, 8-9=143/828 WEBS 2-9=-503/187, 3-9=123/316, 3-8=-647/206, 5-8=-205/1110, 1-9=-179/1123 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 23-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 01"G 2A_ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willp4 W fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=229, 10=136. r°� ij 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 PcIS �SSj�NAL�G� " September 27,2017 ,& WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11#II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss�T,.usspTpe Oty Ply Tukwila Village -Building EK3720562J1605025 DOS 9 1 Job Reference (optional) ProBuild Arington, Arlington, WA 98223 7-0-0 7-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:51 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-bJeWS8JYXNCoxGdg1 NWrIwHDDePiy01mspyYQpyZS5g 6-5-8 3-0-0 ' 1.50 12 5x8 = Scale = 143.2 3x4 11 3x10 = 5x8 = 3x4 II T(ps2 CLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.50 BC 0.35 WB 0.36 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Ildefl L/d -0.05 8-9 >999 360 -0.12 8-9 >999 240 0.01 6 n/a n/a 0.02 7-8 >999 240 PLATES GRIP MT20 185/148 Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x12 DF No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-3: 2x6 DF No.2 end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 `Except' Tek recommends that Stabilizers and required cross bracing 4-6: 2x4 DF No.2, 2-8,3-7: 2x4 HF Stud, 1-9: 2x6 DF No.2 installed during truss erection, in accordance with Stabilizer Ebe tallation guide. REACTIONS. (lb/size) 6=1101/0-5-8, 9=846/0-5-8 Max Horz 9=228(LC 9) Max Uplift6=-220(LC 12), 9=145(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-912/139, 2-10=886/1145, 2-3=-912/176, 3-4=-729/164, 4-6=-1057/272, 1-9=796/173 BOT CHORD. 8-9=-253/243, 7-8=144/689 WEBS 2-8=-509/188, 3-7=564/185, 4-7=-173/974, 1-8=-172/967 NOTES- 1) Wind: ASCE 7-10: VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 23-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0�G Z� 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��+ ° fit between the bottom chord and any other members. Z' ,t WASP,, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=220, C 9=145. 0 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. y '� 54074 �°crsT�,�° �SSjQNAL�G� " September 27,2017 AWARNING. Varify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7479 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Jobs' Truss Truss Type Qty Ply Tukwila Village - Building E K3720563 J1605025 D07 GABLE 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7-0-0 7-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:52 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-3 WCufTKAIhKfZQCsb414r8gRf2pkh Wwv5Ti5yFyZS5f 6-5-8 8x16 II 1.50 12 Bx16 I I 5x16 11 16 15 14 13 12 11 10 9 8 7 3x4 II 3x4 = 5x8 = 3x4 II 3-0-0 Scale = 1:46.2 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 5 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0.00 5-6 n/r 120 BOLL 0.0 ` Rep Stress Incr YES WB 0.19 Horz(TL) -0.00 7 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Weight: 162 lb FT = 20% LUMBER- BRACING- - TOP CHORD 2x6 OF No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 4-6: 2x12 OF No.2 end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 5-10 5-7: 2x4 OF No.2, 5-10: 2x4 HF No.2, 1-16: 2x6 OF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. All bearings 20-5-8. (lb) - Max Horz 16=229(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 16, 13 except 7=-162(LC 9), '14=171(LC 12), 10=131(LC 8) Max Grav All reactions 250 lb or less at joint(s) 16, 12, 13, 15, 11, 9, 8 except 7=442(LC 1), 14=628(LC 1), 10=507(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 5-7=-428/332 BOT CHORD 15-16=-324/243, 14-15=-324/243 WEBS 2-14=-526/245, 3-10=420/160 NOTES- 1) Wind: ASCE 7-10; Vuft=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) 0-2-12 to 3-2-12, Exterior(2) 3-2-12 to 23-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ONG ZA . 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 4) This truss has been checked for uniform snow load only, except as noted. f' WASP„ 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs SF G non -concurrent with other live loads. TOx 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 54074 QI fit between the bottom chord and any other members, with BCDL = 8.Opsf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 13 except (jt=lb) S �AGISTER 7=162, 14=171, 10=131. 7'0 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 41111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB49 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type City Ply Tukwila Village - Building E K3720554 J1605025 E01 Jack -Closed 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:52 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-3 WCufTKAIhKfLQCsb414r8gl U2h_hOEv5Ti5yFyZS5f 7-4-8 14 0 7-4-8 7-4-8 6 3x4 11 Scale = 1:25.0 0.50 12 4.6 I �� 9 10 3 4x12 = 3x6 = LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.13 5 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.29 4-5 >608 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.03 4 n/a n/a BCDL 8 Code IBC2012TTP12007 (Matrix) Vlfind(LL) 0.10 5 >999 240 Weight: 58 lb FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 'Except' BOT CHORD 2-4: 2x4 HF No.2 WEBS REACTIONS. (lb/size) 6=866/Mechanical, 4=823/Mechanical Max Horz 6=64(LC 9) Max Uplift6=-152(LC 8), 4=143(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-801/181, 1-7=2028/353, 7-8=-2018/353, 2-8=-2012/354, 3-4=-361/118 BOT CHORD 4-5=-349/2014 WEBS 1-5=-321/1807.2-4=-1926/338 Structural wood sheathing directly applied or 3-4-13 oc purlins, except end verticals. Rigid ceiling directly applied or 9-5-12 oc bracing. 1 Row at midpt 2-4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf, h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0. wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=152, 4=143. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 138 Ib down and 28 Ib up at 0-1-12, 138 lb down and 28 lb up at 3-8-0, and 102 to down and 21 lb up at 11-7-0, and 102 lb down and 21 lb up at 14-7-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 7' ONiING _7 "K 540 4� ��' GISTS s�IGNAL�G� September 27,2017 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 111I1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��t a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job, Truss Truss Type City Ply Tukwila Village - Building E K3720564 J1605025 E01 Jack -Closed 3 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:52 2017 Page 2 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-3 WCufTKAIhKfZQCsb414r8gl U2h_hOEv5Ti5yFyZS5f LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=70, 4-6=16 Concentrated Loads (lb) Vert: 1=128(F) 3=95(F) 8=-128(F) 10=95(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7073 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720565 J1605025 E02 Jack -Partial 5 1 Jab Reference (optional) roeuuo Arlington, Arlington,WA 98223 1.5x4 II 3x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:53 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU 9c-YimHspKo31S WBan29oZJNLMe4S31Qz63K7 RfVhyZS5e 3-4-8 6 0 3-4-8 3-4-8 0.50 12 3 3x4 = 10 Scale = 1:12.9 1.5x4 II 4 3x4 = LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.16 '0.47 Vert(LL) -0.10 5-6 >735 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC Vert(TL) -0.23 5-6 >334 240 BCLL 0.0 • Rep Stress Incr NO WB 0.13 Horz(TL) -0.00 6 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.00 6 •••• 240 Weight: 27 lb FT = 20% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 6=406/Mechanical, 5=310/Mechanical Max Horz 5=10(LC 8) Max Uplift6=-67(LC 8), 5=-56(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-187/382 WEBS 3-6=-417/204, 3-5= 414/217 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 28 lb up at 0-0-0, and 74 lb down and 28 lb up at 3-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=70, 5-7=-16 Concentrated Loads (lb) Vert: 1=74(F) 10=74(F) r0� � 54074 wa �+< "Grs ; �SSIGNAL��� September 27,2017 AWARMNG - Verify design pannnetws and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job, Truss Truss Type city Ply Tukwila Village - Building E K3720566 J1605025 F01 MONOPITCH 2 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:54 2017 Page 1 I D: yxSO il_o Gq3 m9Q5R MYV 9nOzP U 9c-OuJf49 L R q IallokM FN4YwZvn 8s RX9 MvCYn BC 18yZS5d 5-6-6 10.9-4 16 1'2 21-&0 26-36 31-7-4 7d-7 4 5-6-8 12-12 5-2.12 5-6-0 16 4-9.14 3 O Scale = 1:61.0 1.50 12 O 1b 17 3x6 II 4x8 = 6x6 = 5-6-8 10-9-4 16-a0 21-a-D 5$8 50 12 5-2 12 0 W6-C-r; 't17-4 8 4- 14 Plate Offsets (X Y)— f4 0-4-0 0-4-81(7 0-4-8 0-5-01. j8 0-3-0 0-3-8], [1470-5-3 0-5-3] LOADING (psf) TOLL 25.0 SPACING- 2-6-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.32 13 >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.67 13 >560 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) -0.06 17 n/a n/a BCOL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.24 13 >999 240 Weight: 426 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 'Except' TOP CHORD 2-0-0 oc purlins (5-8-14 max.), except end verticals 7-9: 2x12 OF No.2 (Switched from sheeted: Spacing > 2-0-0). BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 *Except* 1-17,8-10: 2x6 OF No.2 REACTIONS. (lb/size) 17=1659/Mechanical, 10=1971/0-5-8 Max Horz 10=179(LC 9) Max Uplift17=288(LC 12), 10=-375(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1.7=-1572/310, 1-18=-4576/795, 2-18=-4543/800, 2-3=-7222/1280, 3-4=-7945/1399, 4-5=-7939/1409, 5-6=7923/1435, 6-7=6894/1244, 7-8=-4539/812, 8-1 0=-1 766/401 BOT CHORD 16-17=-65/270, 15-16=-812/4548, 14-15=1261/7196, 13-14=1254/7196, 12-13=-1148/6913, 11-12=-661/4426, 10-11=0/593 WEBS 1-16=-750/4302, 2-16=-1235/305, 2-15=-453/2672, 3-15=-680/193, 3-13=-100/728, 5-13=-433/163, 6-13=225/1072, 6-12=504/184, 7-12=-517/2638, 8-11=-778/4254, 7-11=-1137/291 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x12 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been to distribute loads G- provided only noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3-second Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS O `90 gust) yfp�r. (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 34-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 G?�x 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.6 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where 3-6-0 tall by 2-0-0 �+f+ 54074 cy4 ��'Gt$1$4R� a rectangle wide will fit between the bottom �� chord and any other members. 9) Refer to for truss to G SSIGNAL girder(s) truss connections. G' 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=288, 10=375. Continued on page 2 September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individuat truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMIt Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E J1605025 F01 MONOPITCH 2 2 K3720566 Job Reference (Optional) F!"OdUlla Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:54 2017 Page 2 NOTES - I D:yxSOil_oGg3m9Q5RMYVgnOzPU9c-OuJf49LRglallokMFiV4YwZvnBsRX9MvCYnBC 18yZS5d 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,& WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED WTEK REFERENCE PAGE NII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �'• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Carona, CA 92880 Job+ Truss Truss Type Qty Ply Tukwila Village - Building E K3720567 J1605025 F02 MONOPITCH 13 1 Job Reference (optional) Pro Build Arington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:54 2017 Page 1 ID:yxSOi1 oGg3m9Q5RMYV9nOzPU9c-OuJf49LRglallokMFiV4YwZvoVsRf9MUCYnBC18yZS5d i 5-6-8 10-9.4 16-0-0 21$D 31-7-0 '�-7-4 5-6-8 5-2-12 5-2-12 5-6-0 5-3-6 49-14 3.0.0 5x8 — V 17 3x6 II 1.50 12 6x6 = 10x10 = 8 Scale = 1:62.1 v LOADING (psf) TCLL 25.0 SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Snow 25.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.34 13 >999 360 MT20 220/195 TCDL TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.71 13 >525 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) -0.06 17 n/a n/a BCDL 8 Code IBC2012ITP12007 (Matrix) Wind(LL) 0.25 13 >999 240 Weight: 213 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 *Except* TOP CHORD 7-9: 2x12 DF No.2 BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD WEBS 2x4 DF No.2 *Except* 1-17,8-10: 2x6 DF No.2 REACTIONS. (lb/size) 17=885/Mechanical, 10=1051/0-5-8 Max Horz 10=95(LC 9) Max Uplift 17=-154(LC 12), 10=-200(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-839/165, 1-18=2440/424, 2-18=2423/427, 2-3=-3852/683, 3-4=-4237/746, 4-5=-4234/751, 5-6=4226/765, 6-7=3677/663, 7-8=-2421/433, 8-10=-942/214 BOT CHORD 15-16=-433/2426, 14-15=-673/3838, 13-14=669/3838, 12-13=-612/3687, 11-12=-352/2361, 10-11=0/316 WEBS 1-16=-400/2295, 2-16=659/162, 2-15=-242/1425, 3-15=-363/103, 3-13=-53/388, 6-13=-120/572, 6-12=-269/98, 7-12=276/1407, 8-11=-415/2269, 7-11=-606/155 Structural wood sheathing directly applied or 3-7-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 34-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11, Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ING- non-concurrent with other live loads.YO 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. [' W 1SIr,, 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ` fit between the bottom chord and any other members. 0 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 17=154, wp a 10=200. �+ 54074 q, 10) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O*C,, �GI$Z QR� S%NAL � September 27,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M I.7473 rev. 10A3/2015 BEFORE USE. ` Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E J1605025 G01 Flat Girder 1 1 K3720568 Job Reference o tional rruoullu Amrlg[url, Aringion,wA vu2L i 3.10-8 1 4x4 = 2.4 11 4 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:55 2017 Page 1 ID:yxSOil oGg3m9Q5RMYV9nOzPU9c-U5t1HVM3bcjEQuxRGObnSmS?JFgLuvWMnRwIZayZS5c 2 2x4 11 44 = Scale = 1:11.5 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.02 3-4 >999 360 MT20 185/148 0.0 10.0 Lumber DOL 1.15 BC 0.75 Vert TL -0.05 3-4 >836 240 D SCDL Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.02 3-4- >999 240 Weight: 22 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (lb/size) 4=561/Mechanical, 3=561/Mechanical Max Horz 4=-42(LC 4) Max Uplift4=-111(LC 4), 3=-111(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=111, 3=111. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 814 lb down and 161 lb up at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=16 Concentrated Loads (lb) Vert: 5=814(F) 7" 01AING 2 -K 54074 I� 0+tp �AGISTEg SSIONAL E�� September 27,2017 A WARNING - Verily design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE M11-7479 r 3 101031ZOIS BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 J06 Truss Truss Type Qty Ply Tukwila Village - Building E K3720569 J1605025 G02 Flat Girder 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 1 4x4 = 2x4 114 3-10-8 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:55 2017 Page 1 ID:yxSOil oGg3m9Q5RMYV9nOzPU9c-U5t1HVM3bcjEQuxRGDbnSmS?JFIvuvSMnRwIZayZS5c 22x4 11 3 4x4 = Scale = 1:14.0 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP (Roof Snow 25.0) Plate Grip COL 1.15 TC 0.11 Vert(LL) -0.01 3-4 >999 360 MT20 185/148 BCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.03 3-4 >999 240 BCDL ` Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 3 n/a n/a .0 BCDL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.01 3-4 >999 240 Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 4=471/Mechanical, 3=471/Mechanical Max Horz 4=59(LC 5) Max Uplift4=-102(LC 4), 3=102(1_C 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust] Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=102, 3=102. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 19 lb up at ING 0-1-12, and 118 lbdown and 19 lb up at 3-8-12 on top chord, and 415 lbdown and 91 Ib up at 1-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.pF W O 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q� LOAD CASE(S) Standard O 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=16 Concentrated Loads (lb) 54074 BOA �Ar+ISTSR� Vert: 1=110(F)2=110(F)5=-415(F) As"ONAL G� September 27,2017 WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 10Po912015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �s a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Tukwila Village - Building E K3720570 J1605025 G03 Flat Girder 1 1 Job Reference (optional) F1rot3uilo Arlington, Arlington,WA 98223 1 4x4 = 4 2x4 11 3.10.8 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:56 2017 Page 1 ID:yxSOil_oGg3m905RMYV9nOzPU9c-yHRPVrNhMwr521 Wdgw60?_A3f9UdMhVO4gJ5OyZS5b 2 2x4 11 4x4 = Scale = 1:14.8 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TIC0.11 Vert(LL) 0.01 3-4 >999 240 MT20 185/148 BCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.02 3-4 >999 180 BCLL ' Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 3 n/a n/a .0 BCDL 8.0 Code IBC2012ITP12007 (Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=323/Mechanical, 3=323/Mechanical Max Horz 4=-63(LC 4) Max Uplift4=-189(LC 4), 3-189(1_C 5) Max Grav 4=328(LC 31), 3=347(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=189, 3=189. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. sjG 2 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 lb down and 19 lb up at 0-1-12, and 118 lb down and 19 lb up at 3-8-12 on top chord, and 255 lb down and 259 lb up at 1-11-4 on bottom chord. The O� WA.N O design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0 x LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70,3-4=-1s Concentrated Loads (lb) d �� �F54074� Q,a p Gis�R Vert: 1=110(F) 2=110(F) 5=-117(B) �SSIONALG� September 27,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-747T rev. 10PoT@O15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMI1 Quality Criteria, OSB-89 and BCSI Building Component 250 Krug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720571 J1605025 G04 Flat Girder 1 1 '1 Job Reference (optional) HrObUlla Arlington, Ariington,WA 98223 3-10-8 2, 11 4 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:56 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-yHRPVrNhMwr521 Wdgw60?_A1fOQdMmVO4gJ5OyZS5b 44 = Scale = 1:11.4 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.02 3-4 >999 360 MT20 185/148 TCDL 10.6 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.05 3-4 >824 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2012frPI2007 (Matrix) Wind(LL) 0.02 3-4 >999 240 Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x6 DF No-2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=758/Mechanical, 3=758/Mechanical Max Horz 4=-41(LC 4) Max Uplift4=-154(LC 4), 3=154(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-316/84, 2-3=316/77 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-110; VuR=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=154, 3=154. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 Ito down and 33 lb up at 0-1-12, and 206 lb down and 33 lb up at 3-8-12 on top chord, and 826 lb down and 179 lb up at 1-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70, 3-4=16 Concentrated Loads (lb) Vert: 1=191(1`) 2=191(F) 5=-826(F) ,r�ptvSWG 2�� September 27,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 11f/TEK REFERENCE PAGE MI-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E I J1605025 J1 Roof Special Supported Gable 23 1 K3720572 Job Reference (optional) rotund Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:57 2017 Page 1 IO:yxSOil_oGg3m9Q5RMYVgnOzPU9c-QT?niBNJ7DzygB5pOedFYBXMc3X_Mp5fEkPseSyZS5a !r 2x4 I I 2-0-0 3.00 F12 Scale= 1:12.1 2x4 11 LOADING (ps�5.0 CLL (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- .2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15. Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.06 BC 0.04 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=67/2-0-0, 3=4/2-0-0, 4=84/2-0-0 Max Horz 5=52(LC 9) Max Uplift 5=-16(LC 8), 3=-8(LC 9), 4=-20(LC 9) Max Grav 5=67(LC 1), 3=6(LC 3), 4=84(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 4) This truss has been checked for uniform snow load only, except as noted. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ON"G 2j fit between the bottom chord and any other members. O 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. [' O� WAS Jrr., 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 O�� AGfSTEg� SSjONALE�� September 27,2017 AWARNING -Verify design parameters and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Jog Truss Truss Type Qty Ply Tukwila Village - Building E K3720573 J1605025 J2 MONO TRUSS 64 1 Job Reference (optional) ProBuild Arington, Arington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:57 2017 Page 1 I D: yxSOi l_oGg3m 9Q 5R MYV9nOzP U9c-QT?n i BNJ7Dzyg B5pOedFYBXLs3Xu Mp5fEkPseSyZS5a -1-0-0 2-0-0 1-10 2-0-0 3.00 12 22x4 115 x4 1 Scale = 1:14.6 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow--25.0) Plate Grip DOL 1.15 Plate TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 185/148 BCDL 10.0 DOL 1.15 BC 0.04 Vert(TL) -0.00 6 >999 240 BCDL ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a .0 BCDL 8.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.00 7 >999 240 e Weight: t2 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 HIP No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=184/0-5-8, 5=55/Mechanical Max Horz 7=70(LC 9) Max Uplift 7=-70(LC 8), 5=-35(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 77,OWNG Zhr7 September 27,2017 A. WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Tukwila Village - Building E K3720574 J1605025 XA01 GABLE 3 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:59 2017 Page 1 I D: yxSOil_oGg3m905RMYV9nOzPUgc-Ms7Y7tPZfrDgvVFCV3fjdccX3t5EgYBxi2uziLyZS5Y 3-9-4 3.7-8 1 3-9-4 1.5x4 II 1.5x4 11 1.5x4 II 06 = 08 = 3x6 = Scale= 1:28.1 16 8x8 = 3x8 II 13 3x10 II 3-9-4 7-4-12 11-2-0 6x6 = 19 4 7 8 9-4 Plate Offsets (X Y)— f3 0-4-8 0-2 0] [470 3 8 0-4-8],j1070-38 0-4 8] [13 0-3-0 0-4-4] [15 0-2 8 0-4-4] LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.03 14-15 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(TL) -0.07 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.01 13 n/a n/a BCDL 8.0 Code IBC2012ITP12007 (Matrix) Wind(LL) 0.03 14 >999 240 Weight: 203 lb FT = 20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E `Except` 3-12: 2x6 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-11, 3-12, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 1, 5, 8, 4, 10, 11 REACTIONS. (lb/size) 16=3810/0-5-8, 13=3177/0-5-8 Max Horz 16=-241(LC 22) Max Uplift 16=-1822(LC 22), 13=1722(LC 25) Max Grav 16=4014(LC 21), 13=3473(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-2809/1619, 1-3=2248/2087, 1-2=-1627/1490, 2-6=1384/1167, 6-9=-1395/1181, 9-11=-1638/1505, 12-13=-1213/1022, 11-12=-2272/2116, 3-4=3177/928, 4-5=-2887/1612, 5-7=-2887/1612, 7-8=2887/1612, 8-1 0=-1 740/1797, 10-12=244/266 BOT CHORD 16-19=-1602/1568, 19-20=-1602/1568, 20-21 =-1 602/1568, 15-21 =1 602/1568, 15-22=-1873/3575, 22-23=-1873/3575, 14-23=-1873/3575, 14-24=-1873/3575, 24-25=-1873/3575, 25-26=-1873/3575, 13-26=-1873/3575 WEBS 3-15=-1282/3539, 5-15=-1158/1219, 8-15=2545/2539, 8-14=-521/1966, 8-13=-3495/1266, 2-4=-433/270, 9-10=-437/275, 1-4=-2677/2895, 10-11=-2715/2928 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 6) This truss has been checked for uniform snow load only, except as noted. 7) Provide adequate drainage to prevent water ponding. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 OWNG Zllr_""K September 27,2017 A WARNING - Varify design parameters and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE NII.7473rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, DSB-89 and SCSI Building Component 250 Klug circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 Jobs Truss Truss Type Qty Ply Tukwila Village - Building E K3720574 J1605025 XA01 GABLE 3 2 Job Reference (optional t-rocuna Arlington, Anington,vvA 9tf223 NOTES- 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:08:59 2017 Page 2 I D:yxSOil_oGg3m9Q5RMYV9nOzPU9c-Ms7Y7tPZfrDgvVFCV3fjdccX3t5EgYBxi2uziLyZSSY 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (lt=1b) 16=1822, 13=1722. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 10-2-0 to 11-2-0 for 1396.1 plf. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 980 lb down and 169 lb up at 0-1-12, 41 lb down and 49 lb up at 1-7-0, 964 lb down and 185 lb up at 2-0-0, 41 lb down and 49 lb up at 3-7-0, 964 lb down and 185 lb up at 4-0-0, 41 lb down and 49 lb up at 5-7-0, 979 lb down and 189 lb up at 6-0-0, 41 lb down and 49 lb up at 7-7-0, 979 lb down and 189 lb up at 8-0-0, and 41 lb down and 49 lb up at 9-7-0, and 979 lb down and 189 lb up at 10-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-70, 13-16=16 Concentrated Loads (lb) Vert: 16=-980(B) 15=1006(1`=-41, B=964) 14=-41(F) 20=41(F) 21=964(121) 22=41(F) 23=979(13) 24=-979(8) 25=41(F) 26=979(B) WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED IIOTEK REFERENCE PAGE Mll•7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 I Jab Truss Truss Type Qty Ply Tukwila Village - Building E IFLATGIRDER K3720575 J1605025 XA02 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:00 2017 Page 1 I D:yxSOil_oGg3m9Q5RMYV9nOzPU9c-g2hwLDQBP8LXXfpO3mBy9g9pTGXHZ9m5xie WEnyZS5X 3.2.8 2 44 = a 3 e Scale = 1:11.0 10 2x4 11 4x6 = LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/7PI2007 CSI. TC 0.21 BC 0.13 WB 0.01 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in floc) I/deft L/d -0.00 6-7 >999 360 -0.01 6-7 >999 240 -0.00 6 n/a n/a 0.00 7 >999 240 PLATES GRIP MT20 185/148 0 Weight: 18 Ib FT = 20 /o LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=526/Mechanical, 6=445/Mechanical Max Horz 7=39(LC 7) Max Uplift7=-94(LC 4), 6=76(1_C 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-429/102, 3-6=-296/70 NOTES- 1) Wind: ASCE 7-10; VuR=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down and 27 lb up at 1-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=270, 2-9=-270, 3-9=-70, 3-4=-70, 5-8=-16 Concentrated Loads (lb) Vert: 10=-195(F) 7' OWNG September 27,2017 ,& WARNING - verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Less system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLTPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexanods, VA 22314. Corona, CA 92880 Job' Truss Truss Type Oty Ply Tukwila Village - Building E K3720576 J1605025 XA03 FLAT GIRDER 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:01 2017 Page 1 ID:yxSOil oGg3m905RMYV9nOzPU9c-JEEIYYRgASTNBpObdTiBili?GgsvIc2E9MN4nEyZS5W 3-2-8 1 2 4x4 = Scale = 1:12.9 0 3 w 10 2x4 11 4x6 = LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 6-7 >999 360 MT20 185/148 BCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.01 6-7 >999 240 BCDL Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a. .0 BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.00 6-7 >999 240 0 Weight: 38 lb FT = 20/o LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (lb/size) 7=812/Mechanical, 6=757/Mechanical Max Harz 7=51(LC 5) Max Uplift7=-180(LC 4), 6=189(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-587/135, 3-6=-388/86 Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-0-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuR=11 Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=180, 6=189. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 544 lb down and 170 lb up at 1-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=370, 2-9=370, 3-9=-70, 3-4=70, 5-8=-16 Continued on page 2 7 ,01,i G ZAr7 September 27,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss —Truss Type Qty Ply Tukwila Village - Building E J1605025 XA03 FLATGIRDER 1 K3720576 Job Reference (optional) Probuild Arlington, Arlington, WA 98223 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-544(B) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:01 2017 Page 2 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-JEEIYYRgASTN8pObdTiBi1 i?Ggsvlc2E9MN4nEyZS5W A WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-82 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1 Job' Truss Truss Type Qty Ply Tukwila Village - Building E K3720577 J1605025 XB01 FLATGIRDER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:01 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-JEEIYYRgASTN8pObdTiBi1 iObgrXIXME9MN4nEyZS5W 2-10-8 59-0 2-10-8 2-10-8 1 4x4 = 2x4 I 4x4 = Scale = 1:13.5 2 3 4 s 10 11 8 12 7 2x4 I) Bx8 = 2x4 II 6 LOADING (psf) TOLL 25.0 (Roof Snow 25.0) BCDL 10.0 BCLL 8.0 .0 ' BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012ITP12007 CSI. TC 0.12 BC 0.25 WB 0.37 (Matrix) DEFL. in Vert(LL) -0.01 Vert(TL) -0.02 Horz(TL) -0.00 Wind(LL) 0.01 (loc) I/defl L/d 8 >999 360 8 >999 240 7 n/a n/a 8 >999 240 PLATES GRIP MT20 185/148 Weight: 34 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc puffins, except BOT CHORD 2x6 DF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=807/Mechanical, 7=786/Mechanical Max Horz 9=-50(LC 6) Max Uplift9=-170(LC 4), 7-1175(LC 5) FORCES. (D) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-616/149, 2-3=851/184, 3-4=851/184, 4-7=-616/149 WEBS 2-8=-223/976, 4-8=-222/976 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=170, 7=175. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 543 lb down and 116 lb up at 1-9-12, and 556 lb down and 144 lb up at 3-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=70, 24=70, 4-5=-70, 6-10=16 Concentrated Loads (lb) Vert: 11=-543(F) 12=556(17) 7",OWNG ,61,7 September 27,2017 �— WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �c a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ob Truss Truss Type Qty Ply Tukwila Village - Building E 1605025 X802 Flat Girder 1 K3720571 ZJob Reference (optional) 5-5-9 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:02 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-nRogluRSxmbEmyznABDQFFE1w4?f1 u00007dJgyZS5V 10-9.7 16 3-0 5-3-13 5-5-9 1.5x4 II 3x8 = 2 3 10 Scale = 1:27.8 44 = 5x12 = 11 4 » :z 5 ' 6x10 = 6 5x8 = 4x6 = T(psf) 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012rrPI2007 CSI. TC 0.73 BC 0.96 WB 0.76 (Matrix) DEFL. in (loc) Vdefl L/d Vert(LL) -0.29 7-8 >647 360 Vert(TL) -0.56 7-8 >337 240 Horz(TL) 0.03 6 n/a n/a Wind(LL) 0.28 7-8 >665 240 PLATES GRIP MT20 185/148 Weight: 158 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except BOT CHORD 2x6 OF No.2 end verticals. WEBS 2x4 HF Stud "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-9,5-6: 2x6 DF No.2, 1-8,5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 9=3335/0-5-8, 6=2119/0-5-8 Max Horz 9=39(LC 5) Max Uplift 9=-931 (LC 4), 6=-689(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-1772/650, 1-2=8120/2896, 2-3=-8120/2896, 3-10=-8120/2896, 10-11=-8120/2896, 4-11=-8120/2896, 4-12=7166/2502,12-13=-7166/2502,5-13=7166/2502, 5-6=-1628/611 BOT CHORD 9-14=-302/1019, 14-15=302/1019, 8-15=302/1019, 8-16=2512/7166, 16-17=-2512/7166, 7-17=-2512/7166, 7-18=-235/729, 18-19=235/729, 6-19=-235/729 WEBS 1-8=-2681/7263, 2-8=-329/171, 4-8=-410/1068, 4-7=-648/328, 5-7=-2328/6584 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-7 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 5) This truss has been checked for uniform snow load only, except as noted. 'N QWNG Z,tr 6) Provide adequate drainage to prevent water ponding. , 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CEO 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will x fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=931, 6=689. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 ty� ��CIST5% SSj�NALE�G Continued on page 2 September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MII-7473 rev. 10/03120f5 BEFORE USE. ° Design valid for use only with MTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSS-89 and SCSI Building Component 250 Klug circle Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 • Job' Truss Truss Type Qty Ply Tukwila Village - Building E K3720578 J1605025 X602 Flat Girder 1 2 Job Reference (optional) Proeutlo Aningion, Anington,VVA 9Ii223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:02 2017 Page 2 NOTES- ID:yxSOil_oGg3m9Q5RMYV9nOZPU9c-nRogluRSxmbEmyznABDQFFE1w4?f1 u00007dJgyZS5V 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 46 lb up at 8-5-8, 44 lb down and 46 lb up at 10-5-8, and 41 lb down and 67 lb up at 12-5-8, and 42 lb down and 69 lb up at 14-5-8 on top chord, and 762 lb down and 146 lb up at 0-2-12, 757 lb down and 152 lb up at 2-6-4, 757 Ito down and 152 lb up at 4-6-4, 532 Ib down and 496 lb up at 6-6-4, 280 lb down and 64 Ito up at 6-6-4, 280 Ito down and 64 lb up at 8-6-4, 280 lb down and 64 lb up at 10-6-4, and 280 lb down and 64 lb up at 12-6-4, and 280 lb down and 64 lb up at 14-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=70, 6-9=-16 Concentrated Loads (lb) Vert: 9=-762(B) 7=-280(B) 10=-29(F) 11=34(F) 12=-31(F) 13=32(F) 14=-757(B) 15=-757(B) 16=573(F=-293, 13=280) 17=280(B) 18=-280(B) 19=-280(B) WARNING • Veri/y design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MMek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wt a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 a i Job Truss Truss Type Qty Ply Tukwila Village - Building E IJ1605025 K3720579 X603 FLAT 1 1 Job Reference (optional) roBulla Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:03 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-FdM3zES4i3j506YzkukfnSnKg UVrmNOXdgsAr6yZS5U 3-2-14 6-7-4 3-2-14 3-4-45 4x6 = 2x4 11 4x6 = Scale = 1:12.8 1 2 3 a 8 2x4 I 2x4 11 `' LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/TP12007 CSI. TC 0.22 BC 0.33 WB 0.61 (Matrix) DEFL. in Vert(LL) -0.02 Vert() TL -0.05 Horz(TL) -0.00 Wind(LL) 0.01 (loc) I/deft L/d 7 >999 360 7 >999 240 6 ri n/a 7 >999 240 PLATES GRIP MT20 1851148 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1356/0-5-8, 6=1138/Mechanical Max Horz 8=44(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-875/0, 1-2=1503/0, 2-3=-1503/0, 3-6=-917/0 WEBS 2-7=-430/181, 1-7=0/1627, 3-7=0/1627 NOTES- 1) Wind: ASCE 7-10; Vuft=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) This truss has been checked for uniform snow load only, except as noted. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Girder carries tie-in span(s): 6-0-0 from 0-0-0 to 6-8-0 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 475 lb down at 0-8-0, and 471 lb 01AWG ZA down at 2-8-0, and 471 lb down at 4-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �Q. o t' WASpr, 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard O 0 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 5-8=16, 1-3=151(F=-81), 3-4=-151(F=-81) Concentrated Loads (lb) �� 54074 Vert: 9=-475(B) 10=471(B) 41 GA ��GI$TER�� 11=471(B) �SSIDNAL� September 27,2017 AWARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE M I.7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA92880 6 1 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720580 J1605025 X804 GABLE 1 2 Jab Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:05 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-BOUpOwUKEhzpdQiMsJm7stsZOH83EHIg4_LHw?yZS5S 3-74 7-0-12 10-8-0 3-7-4 3-5-8 3-74 4x6 = = 2 1 II II 1 II 1 4 4 II II 8 Ix8 4 - 1 — I 10 x I 19 20 21 15 22 23 14 24 25 26 16 8x8 = 3x10 11 13 3x10 II 6x6 = 3x6 = 0 N Scale= 1:26.9 TCLL (psf) 250 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.03 14-15 >999 360 MT20 185/148 . TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.06 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) , 0.01 13 n/a n/a BCDL 8.0 Code IBC2012rrP12007 (Matrix) Wind(LL) 0.03 14 >999 240 Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E *Except* TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-11, 3-12, except end verticals. 3-12: 2x6 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 DF No.2 JOINTS 1 Brace at Jt(s): 1, 5, 8, 4, 10, 11 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (lb/size) 16=2935/0-5-8, 13=3058/0-5-8 - Max Horz 16=-151(LC 22) Max Uplift 16=-1 682(LC 22), 13=-1699(LC 25) Max Grav 16=3266(LC 21), 13=3371(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-2774/1611, 1-3=2167/2004, 1-2=1560/1424, 2-6=1317/1100, 6-9=-1325/1110, 9-11=-1567/1433, 12-13=-1213/1021, 11-12=2185/2025, 3-4=2960/877, 4-5=-268611524, 5-7=-2686/1524, 7-8=2686/1524, 8-10=1650/1706 BOT CHORD 16-19=-1440/1405, 19-20=-1440/1405, 20-21=1440/1405, 15-21=1440/1405, 15-22=-1845/3402, 22-23=-1845/3402, 14-23=1845/3402, 14-24=1845/3402, 24-25=-1845/3402, 25-26=-1845/3402, 13-26=-1845/3402 WEBS 3-15=1213/3329, 5-15=1158/1221, 8-15=2449/2431, 8-14=513/1940, 8-13=-3291/1201, 2-4=-409/256, 9-10=-412/259, 1-4=2562/2777, 10-11=-2591/2803 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-0-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 8-14 2x4 - 1 row at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 6) This truss has been checked for uniform snow load only, except as noted. 7) Provide adequate drainage to prevent water ponding. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 September 27,2017 AWARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �6 a truss system- Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E J1605025 X604 GABLE 1 K3720580 2 1 Job Reference (optional) �,wunnnigru , rims Vion,vvn uozzo NOTES- 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:05 2017 Page 2 ID:yxSOil_oGg3m9Q5RMYV9nOzPUgc-BOUpOwUKEhzpdQiMsJm7stsZOH83EHlg4 LHw?yZS5S 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 16=1682, 13=1699. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 9-8-0 to 10-8-0 for 1333.6 plf. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 5 lb up at 0-1-12, and 5 lb down and 5 lb up at 10-6-4 on top chord, and 979 lb down and 189 lb up at 1-5-4. 41 lb down and 49 Ito up at 1-7-0, 41 lb down and 49 Ito up at 3-1-0, 979 lb down and 189 lb up at 3-5-4, 41 lb down and 49 lb up at 5-1-0, 979 lb down and 189 lb up at 5-5-4, 41 lb down and 49 lb up at 7-1-0, 979 lb down and 189 lb up at 7-5-4, and 41 lb down, and 49 lb up at 9-1-0, and 979 Ito down and 189 lb up at 9-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 . Uniform Loads (plf) Vert: 1-11=-70, 13-16=16 Concentrated Loads (lb) Vert: 15=-979(B) 14=41(F) 20=-1 020(F=-4 1, 8=-979) 21=41(F) 22=41(F) 23=-979(8) 24=979(B) 25=41(F) 26=979(13) ® WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111/4473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIIPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 6 e 1 Job Truss Truss Type aty Ply Tukwila Village - Building E K3720581 J1605025 X1305 GABLE 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:07 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-7OcZpcVam IDXskskzkpbylyv95odiAz7YIg0_tyZS5Q 3-9-4 3-7-8 3-9-4 1.5x4 II 1.5x4 II 1.5x4 II 4x6 = 4x8 = 3x6 = Scale = 1:28.1 16 8x8 = 3x10 II 13 3x10 II 3-9-4 7-4-12 11-2-0 6x6 = 3-9-4 - 3-7-8 I 3-9-4 Plate Offsets (X.Y)— [3:0-4-8.0-2-0] [4 0-3-8 0-4-81.[1070-3-8 0-4-8] [13 0-3-0 0-4-4] [15 0-2-8 0-4-4] LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.04 14-15 >999 360 MT20 185/148 TCDL 0.0 10.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0,07 14-15 >999 240 BCLL * Rep Stress Incr NO WB 0.68 Horz(TL) 0.01 13 n/a n/a —BCDL- 8.0 Code IBC2012l17PI2007 (Matrix) Wind(LL) 0.03 14 >999 240 Weight: 203 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E *Except* 3-12: 2x6 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-11, 3-12, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 1, 5, 8, 4, 10, 11 REACTIONS. (lb/size) 16=3106/0-5-8, 13=2930/0-5-8 Max Horz 16=-474(LC 22) Max Uplift 16=-1712(LC 22), 113=1673(LC 25) Max Grav 16=3412(LC 21), 13=3262(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-2848/1627, 1-3=2257/2082, 1-2=1632/1485, 2-6=1390/1162, 6-9=-1411/1190, 9-11=-1654/1514, 12-13=-1222/1028, 11-12=2293/2128, 3-4=-3251/949, 4-5=-2929/1610, 5-7=-2929/1610, 7-8=2929/1610, 8-10=-1752/1815, 10-12=-248/264 BOT CHORD 16-19=1835/1796, 19-20=-1835/1796, 20-21=1835/1796, 15-21=1835/1796, 15-22=-1658/3437,14-22=-1658/3437,14-23=-1658/3437,23-24=-1658/3437, 13-24=-1658/3437 WEBS 3-15=-1299/3609, 5-15=-1160/1224, 8-15=2565/2537, 8-14=-517/1970, 8-13=-3547/1258, 2-4=-434/269, 9-10=-439/276, 1-4=2669/2906, 10-11=-2731/2955 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=l1 Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 6) This truss has been checked for uniform snow load only, except as noted. 7) Provide adequate drainage to prevent water ponding. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 7 t,.01MNG Z "K September 27,2017 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7477 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and Bost Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E J1605025 XBOS GABLE 2 K3720581 2 Job Reference (optional) nuomru hnuiytun, Aninglon,vvA vozz i NOTES- 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:07 2017 Page 2 I D:yxSOil_oGg3m9Q5RMYV9nozPU9c-7OcZpcVam IDXskskzkpbylyv95odiAz7YlgO_tyZS5Q 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 16=1712, 13=1673. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 1G-2-0 to 11-2-0 for 1396.1 plf. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 979 to down and 189 lb up at 1-4-12, 41 lb down and 49 lb up at 1-7-0, 979 lb down and 189 lb up at 3.4-12, 41 lb down and 49 lb up at 3-7-0, 979 lb down and 189 lb up at 5-4-12, 41 lb down and 49 lb up at 5-7-0, 979 lb down and 189 lb up at 7-4-12, 41 lb down and 49 lb up at 7-7-0, and 979 lb down and 189 lb up at 9-4-12, and 41 lb down and 49 lb up at 9-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-70, 13-16=16 Concentrated Loads (lb) Vert: 14=-1020(F=41, B=-979) 20=1020(F=-41, 13=979) 21=-1020(F=-41, B=-979) 22=-1020(F=-41, 8=-979) 23=-1020(F=-41, B=-979) WARNING • Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M!I.7173 rev. 1e/03/2075 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek/ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, 038-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ti . r Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720582 J1605025 XB06 GABLE 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10109:09 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-4nj KD IXrlvTF61?759r31 j1 FWvViA5AQ?cJV3myZS50 4x6 = 3-7-4 3-5-8 3-7-4 1 5.4 11 15.4 11 1 sx4 I I 4Ye = Scale = 1:2Z5 16 6x10 = 3x10 II 13 6x6 = 3x6 = 0 N LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.03 14-15 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.06 14-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 13 n/a n/a Code IBC2012/TPI2007 (Matrix) Wind(ILL) 0.03 14 >999 240 Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E *Except* TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-11, 3-12, except end verticals. 3-12: 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 DF No.2 JOINTS 1 Brace at Jt(s): 1, 5, 8, 4, 10, 11 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (lb/size) 16=3105/0-5-8, 13=2887/0-5-8 Max Horz 16=151(LC 29) Max Uplift 16=-1713(LC 22), 13=1667(LC 25) Max Grav 16=3412(LC 21), 13=3226(LC 20) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-2793/1615, 1-3=-2163/1994, 1-2=-1555/1416, 2-6=-1312/1092, 6-9=-1333/1119, 9-11=-1575/1442, 12-13=-1217/1029, 11-12=2196/2038, 3-4=-3004/895, 4-5=-2709/1516, 5-7=-2709/1516, 7-8=2709/1516, 8-10=-1661/1719 BOT CHORD 16-19=-1745/1705, 19-20=-1745/1705, 20-21=1745/1705, 15-21=-1745/1705, 15-22=-1553/3164, 14-22=-1553/3164, 14-23=1553/3164, 23-24=1553/3164, 13-24=-1553/3164 WEBS 3-15=-1228/3363, 5-15=116011225, 8-15=2476/2429, 8-14=49911884, 8-13=-3271/1179, 2-4=-408/254, 9-10=414/260, 1-4=2549/2770, 10-11=-2607/2816 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom Chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph, TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 6) This truss has been checked for uniform snow load only, except as noted. 7) Provide adequate drainage to prevent water ponding. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 Joe OWNG 2 r1o ASlO° d� 54674 q,`r � O•Z�p ACIST'ER� SSIONAL��G September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �t a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building'desgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlf Pl1 Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E �XBO6 K3720582 J1605025 GABLE 1 2 Job Reference (optional) r1--ju/1111111J1U11, F11111IlJlUrl, VtlF1 yOLL3 NOTES- 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:09 2017 Page 2 I D:yxSOil_oGg3m9Q5RMYV9nOzPU9c-4njKD IXrlvTF61?759r31 j 1 FWvViA5AQ?cJV3myZS50 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=1713, 13=1667. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 9-8-0 to 10-8-0 for 1333.6 plf. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 979 lb down and 189 lb up at 1-2-12, 41 lb down and 49 lb up at 1-7-0, 41 lb down and 49 lb up at 3-1-0, 979 Ib down and 189 lb up at 3-2-12, 41 Ib down and 49 lb up at 5-1-0, 979 Ib down and 189 lb up at 5-2-12, 41 lb down and 49 to up at 7-1-0, 979 to down and 189 lb up at 7-2-12, and 41 Ib down and 49 lb up at 9-1-0, and 979 lb down and 189 lb up at 9-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-70, 13-16=16 Concentrated Loads (lb) Vert: 14=-1020(F=-41, B=-979) 19=979(13) 20=-41(F) 21=1020(F=41, B=-979) 22=-1020(F=-41, B=979) 23=-1020(F=-41, B=979) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I.7073 rev. 10,112aOfS BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 f 4 1 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720583 J1605025 XB07 GABLE 1 Z Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:11 2017 Page 1 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-OAr4ezY5gXkzLL9WCatX686b?iD2e?FiSwoc7fyZS5M i 3-7-4 7-0-12 10-8-0 3-7-4 3-5-8 3-7-4 4x6 = = 2 1 4 II 4 II 1 II0 19, 4 11 4 11 II B D 4X8 4 1 - II 10 x II 19 20 21 15 22 23 24 14 25 26 27 3x6 = Scale = 1:26.9 16 8x8 = 3x8 I 13 3x10 II 37-4 10-8-0 6x6 = 37-4 MIS 3-5-8 3-7-4 Plate Offsets (X Y)— [4:0 3 8.0 4-8j j10:0-3 8.0 4-81, 1`13:0-3-0.G-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.03 14-15 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.06 14-15 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.01 13 n/a n1a BCDL 80 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.03 14 >999 240 Weight: 196 lb FT = 20% LUMBER - TOP CHORD 2x4 OF 180OF 1.6E *Except* 3-12: 2x6 OF No.2 BOT CHORD 2x6 OF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (lb/size) 16=2552/0-5-8, 13=3447/0-5-8 Max Horz 16=345(LC 25) Max Uplift 16=-1611(LC 22), 13=1765(LC 25) Max Grav 16=2940(LC 21), 13=3704(LC 20) BRACING - TOP CHORD 2-0-0 oc puffins (6-0-0 max.): 1-11, 3-12, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 1, 5, 8, 4, 10, 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-2683/1587, 1-3=2130/1983, 1-2=-1525/1408, 2-6=1283/1085, 6-9=-1303/1112, 9-11=-1552/1435, 12-13=-1190/1022, 11-12=2170/2028, 3-4=2803/852, 4-5=-2568/1480, 5-7=-2568/1480, 7-8=-2568/1480, 8-1 0=1 659/1716 BOT CHORD 16-19=-1738/1711, 19-20=-1738/1711, 20-21=-1738/1711, 15-21=-1738/1711, 15-22=-1518/3011, 22-23=-1518/3011, 23-24=1518/3011, 14-24=1518/3011, 14-25=-1518/3011, 25-26=-1518/3011, 26-27=1518/3011, 13-27=-840/3011 WEBS 3-15=-1185/3170, 5-15=1152/1211, 8-15=-2466/2434, 8-14=-480/1778, 8-13=-3094/1144, 2-4=-400/252, 9-10=4051258, 1-4=-2535/2726, 10-11=-2594/2779 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at G-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 6) This truss has been checked for uniform snow load only, except as noted. 7) Provide adequate drainage to prevent water ponding. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 Joe OWNG o R 54074� .tGISTEg IDNALE�'� September 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 '. t Job Truss Truss Type Qty Ply Tukwila Village - Building E J1605025 XB07 GABLE 1 K3720583 2 Job Reference o tionaf ..,..,,.,,,. ,.., „y... , , �'V , 4a NOTES- I.fi40 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:11 2017 Page 2 I D:yxS0 il_oGg3 m9Q5R MYV9nOzP U 9c-OAr4ezY5gXkz LL9 W C atX686b? i D2e? Fi Swoc7fyZS5 M 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 16=1611, 13=1765. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 9-8-0 to 10-8-0 for 1333.6 plf. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 Ill down and 48 lb up at 1-1-0, 979 lb down and 189 lb up at 2-2-12, 41 lb down and 49 lb up at 3-1-0, 979111 down and 189 lb up at 4-2-12, 41 lb down and 49 lb up at 5-1-0, 979 lb down and 189 Ib up at 6-2-12, 41 lb down and 49 Ib up at 7-1-0, 979 Ito down and 189 lb up at 8-2-12, and 41 lb down and 49 lb up at 9-1-0, and 984 lb down and 183 Ito up at 10-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-70, 13-16=-16 Concentrated Loads (Ib) Vert: 13=-984(B) 14=41(F) 19=-42(F) 20=979(B) 21=-41(F) 22=979(B) 23=-41(F) 24=-979(B) 25=979(B) 26=-41(F) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1WO312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building E K3720584 J1605025 XC01 GABLE 2 2 Job Reference (optional) ProBuild Arlington, Anington,WA 98223 3-7-10 37-10 4x8 = 1.5x4 II C N 3.5-14 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:14 2017 Page 1 ID:yxSOil_oGg3m9Q5RMYV9nOzPU9c-QkXDH?bz6S6XCou5ti REknk3Sw9ur1099ul GkzyZS5J 3-5-14 1.5x4 11 1.5x4 I I 1.5x4 11 3-7-10 1.5x4 11 4x8 = o — 2 1ax4 u 6 8 10 l.bx4 II 13 x4 II II x4 II M110= 9 x4 II 12 3 8 II 4 II 14 EA 24 25 20 26 t9 27 28 18 29 30 31 10x10 = 32 17 3x10 II Scale = 1:29.5 LOADING (psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.07 19 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.74 Vert(TL) -0.14 19 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.02 17 n/a n/a B DL 8.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.06 19-20 >999 240 Weight: 256 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E 'Except' TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-15, 3-16, except end verticals. 3-16: 2x6 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. BOT CHORD 2x6 DF No.2 JOINTS 1 Brace at Jt(s): 1, 5, 9, 4, 14, 15, 12 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (lb/size) 21=3923/0-5-8, 17=4422/0-5-8 Max Horz 21=-587(LC 22) Max Uplift 21 =-1 883(LC 22), 17=-1985(LC 25) Max Grav 21=4109(LC 21), 17=4535(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-21=-3675/1838, 1-3=3202/2732, 1-2=-2339/1984, 2-6=2096/1661, 6-8=-1346/661, 8-1 0=-1 356/674, 10-13=-2106/1674, 13-15=2349/1998, 16-17=-3652/1841, 15-16=-3214/2754, 3-4=-4154/1172, 4-5=-3974/2613, 5-7=-3974/2613, 7-9=-3974/2613, 9-11=-3952/2647, 11-12=-3952/2647, 12-14=-3952/2647, 14-16=-4107/1190 BOT CHORD 21-24=-2315/2293, 24-25=-2315/2293, 20-25=2315/2293, 20-26=1590/6131, 19-26=-1590/6131, 19-27=-1590/6131, 27-28=1590/6131, 18-28=-1590/6131, 18-29=-1760/1750, 29-30=-1760/1750, 30-31=1760/1750, 31-32=1760/1750, 17-32=-861 /859 WEBS 3-20=-1054/4738, 5-20=1407/1646, 9-20=3618/2818, 9-19=-327/1649, 9-18=-3653/2796, 6-7=-278/237, 2-4=572/411, 13-14=574/414, 1-4=-3546/4140, 14-15=-3575/4156, 12-18=-1410/1643, 16-18=-1059/4687, 10-11=279/238 NOTES- 1) 2-ply truss to be together 10d "x3") follows:OM G 2A- connected with (0.131 nails as . Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. wp�k? 0 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. w C?+ Webs connected as follow3: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all except if noted as front (F) or back face in the LOAD CASE(S) Ply to �� plies, (B) section. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. y 3) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details building 54074 +PA as applicable, or consult qualified designer as per ANSI/TPI 1. 5 TCLL: ASCE 7-10; Pf=25.0 flat Q +t�s GISTEg sf roof snow); Category 11; Ex B; Partial) Ex Ct= 1 P( ) 9 ry p Y P•; 6) This truss has been checked for uniform load snow only, except as noted. ALE� 7) Provide adequate drainage to prevent water ponding. 8) Gable studs spaced at 2-0-0 oc. Continued on page 2 September 27,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-59 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 , Job Truss Truss Type Qty Ply Tukwila Village - Building E J1605025 XC01 GABLE 2 K3720584 Job Reference o tional ninn.yrui i, vvm aotc� NOTES- 7.640 s Aug 16.2017 MiTek Industries, Inc. Wed Sep 27 10:09:14 2017 Page 2 ID:yxSOil_oGg3m9Q5R MYV9nOzPU9c-QkXDH?bz6S6XCou5tiREknk3Sw9ur1099u 1 GkzyZS5J 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (J =lb) 21=1883, 17=1985. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 13-3-0 to 14-3-0 for 1781.3 plf. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 41 lb down and 49 lb up at 1-7-0, 979 lb down and 189 Ib up at 1-9-0, 41 lb down and 49 lb up at 3-7-0, 979 Ito down and 189 lb up at 3-9-0, 41 lb down and 49 Ito up at 5-7-0, 979 Ib down and 189 Ito up at 5-9-0, 41 Ito down and 49 Ito up at 7-7-0, 979 lb down and 189 lb up at 7-9-0, 41 lb down and 49 lb up at 9-7-0, 979 lb down and 189 Ito up at 9-9-0, 41 lb down and 49 lb up at 11-7-0, 979 lb down and 189 Ito up at 11-9-0, and 41 lb down and 49 lb up at 12-8-0, and 984 lb down and 184 lb up at 13-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=-70, 17-21=16 Concentrated Loads (lb) Vert: 20=-1020(F=-41, B=-979) 25=-1020(F=-41, B=979) 26=-1020(F=-41, B=-979) 27=-1020(1`=417 B=-979) 28=-1020(F=-41, 8=-979) 29=1020(F=-41, B=-979) 30=-41(F) 32=-984(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-T473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village -Building E K3720585 J1605025 XCO2 GABLE 2 Z Job Reference (optional) Pro Build Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:16 2017 Page 1 I D: yxSOil_oGg3mgQ5RMYV9nOZPU9C-M7ezhhcEe3MFR62T?7TipCpRvjuiJFGScC WMpsyZS5H 4x8 = 16 3x10 11 3-9-4 - 3-7-8 3-9-4 1.5x4 II 1.5x4 II 1.5x4 11 4x6 = 6x10 = 3x8 I I 13 6x6 = 3x6 = Scale = 1:28.1 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.04 14-15 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.07 14-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.01 13 n/a n/a BCDL 0 Code IBC20121TPI2007 (Matrix) Wind(LL) 0.03 14 >999 240 Weight: 203 lb FT = 20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E *Except* 3-12: 2x6 OF No.2 BOT CHORD 2x6 OF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (lb/size) 16=3319/0-5-8, 13=271810-5-8 Max Horz 16=-590(LC 22) Max Uplift 16=-1748(LC 22), 13=-1637(LC 25) Max Grav 16=3594(LC 21), 13=3082(LC 20) BRACING - TOP CHORD 2-0-0 oc puffins (6-0-0 max.): 1-11, 3-12, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 1, 5, 8, 4, 10, 11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-2834/1625, 1-3=-2249/2080, 1-2=-1626/1484, 2-6=-1383/1161, 6-9=-1405/1189, 9-11=-1647/1513, 12-13=-1213/1027, 11-12=2283/2127, 3-4=3232/946, 4-5=-2919/1608, 5-7=-2919/1608, 7-8=2919/1608, 8-10=1754/1819, 10-12=251/261 BOT CHORD 16-19=-1835/1795, 19-20=-1835/1795, 20-21=1835/1795, 15-21=-1835/1795, 15-22=-1646/3376, 22-23=-1646/3376, 23-24=-1646/3376, 14-24=-1646/3376, 14-25=-1646/3376, 25-26=-1646/3376, 26-27=1646/3376„ 13-27=-960/3376 WEBS 3-15=-1295/3582, 5-15=-1160/1224, 8-15=-2575/2541, 8-14=505/1898, 8-13=-3485/1249, 2-4=-431/269, 9-10=438/276, 1-4=266812895, 10-11=-2729/2942 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=80ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 6) This truss has been checked for uniform snow load only, except as noted. 7) Provide adequate drainage to prevent water ponding. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 1 ',() `1IING 2�'t September 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 27 10:09:16 2017 Page 2 NOTES - I D:yxSOil_oGg3m9Q5R MYV9nOzPU9c-M7ezhhcEe3MFR62T77TipCpRvjuiJFGScC WMpsyZS5H 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=1748, 13=1637. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 10-2-0 to 11-2-0 for 1396.1 plf. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 980 lb down and 187 lb up at 0-11-0, 41 lb down and 49 lb up at 1-7-0, 979 lb down and 189 lb up at 2-11-0, 41 lb down and 49 lb up at 3-7-0, 979 lb down and 189 lb up at 4-11-0, 41 lb down and 49 lb up at 5-7-0, 979 lb down and 189 lb up at 6-11-0, 41 lb down and 49 ib up at 7-7-0, and 979 lb down and 189 lb up at 8-11-0, and 41 lb down and 49 lb up at 9-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1. 15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-70, 13-16=-16 Concentrated Loads (lb) Vert: 15=-41(F) 14=41(F) 19=-980(B) 20=41(F) 21=-979(8) 22=-979(B) 23=411(F) 24=-979(B) 25=979(B) 26=-41(F) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7479 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 3j4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Ole, - -I- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek e MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ,A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria. City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 5, 2017 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D14-0389 — Deferred Submittal #1 Tukwila Village — Building E Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D14-0389 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov MEMORANDUM TO: Laurie Anderson FROM: Brenda Holt W DATE: April 11, 2017 SUBJECT: Partial refund for Plan Check fees D14-0389 Please process a refund of Plan Check fees for permit number D14-0389. Due to a separate detention vault permit being removed from this permit and fees paid for that permit, a reduction in fees is due for this permit. Please draw a check in the amount of $2,104.12 (two thousand one hundred four dollars and twelve cents) to be payable to Onyx Housing Group at PO Box 46456, in Seattle, Washington 98146. Account 000.345.830.00.00 Amount $2,104.12 Total 1 $2,104.12 ON of Tukwila Department of Community Development - Jack Pace, Director December 20, 2016 Diana Keys Johnson Braund Inc. 15200 52°d Ave S, Suite 300 Tukwila, WA 98188 RE: Request for Extension #4 Development Application No. D14-0389 Tukwila Village Building E - 4450 S 144th St Dear Ms. Keys, Allan Ekberg, Mayor This letter is in response to your written request for an extension to Application Number D14-0389. The Building, Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through June 22, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, —11fl —4� Bill Rambo Permit Technician File: Permit No. D14-0389 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA.98188 • 206-433-1800 • Website: TukwilaWA.gov 4� JOHNSON BRAUND INC. December 15, 2016 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Permit Application Extension Request Site Address: 4450 S. 1441h Street Project No. D14-0389 I< Request for Extension # Current Expiration Date: Extension Request: Approved for T— days ❑ Denied (provide explanation) Signature/Initials l Dear Bill, We received your letter dated November 1, 2016 notifying us that the building permit application for the Tukwila Village Building E is set to expire on December 22nd, 2016. At this point in time, we have received notice that the plans are APPROVED and ready for permit issuance. However, permits cannot be issued until the Owner and the City of Tukwila negotiations for the purchase of the land are complete and approved by City Council. We are requesting a permit application extension for the maximum allowed period. This will insure that the City land purchase process is completed in time for issuance of building permits. Thanks for your consideration. Sincerely, JOHNSON BRAUND, INC. 40 ' 2 AV Diana Keys, Director of Housing Attachments: City of Tukwila Letter, dated 11-01-2016 www.johnsonbraund.com RECEIVED CITY OF TUKWILA DEC 16 2016 PERMIT CEiVTER 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 ARCHITECTURE INTERIOR DESIGN City of Tukwila Department of Community Development 11/1/2016 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Permit Application No. D14-0389 TUKWILA VILLAGE BUILDING E 4450 S 144TH ST Dear DIANA KEYS, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 12/22/2014, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 12/22/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D14-0389 6300 Southcenter Boulevard Suite #100 0 Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director June 17, 2016 Diana Keys Johnson Braund Inc. 15200 52nd Ave S, Suite 300 Tukwila, WA 98188 RE: Request for Extension #3 Development Application No. D14-0389 Tukwila Village Building E — 4450 S 14411 St Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0389. The Building Official, Jerry Hight, has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days from the date of expiration, through December 22, 2016. t If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D14-0389 WAPennit Centei'\EXtension Letterv\Application,r\2014\D14-0389App Extension Letter#3.docx 6300 Southcenter Boulevard, Suite #100 - Tukwila, Washington 98188 • Phone 206-431-3670 - Fax 206-431-3665 JOHNSON BRAUND INC. June 13, 2016 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Permit Application Extension Request Site Address: 4450 S. 1441h Street Project No. D14-0389 Dear Bill, We received your letter dated May 13, 2016 notifying us that the building permit application for the Tukwila Village Building E is set to expire on June 22nd, 2016. At this point in time, we have received notice that the plans are approved and ready for permit issuance. However, permits cannot be issued until the Owner and the City of Tukwila negotiations for the purchase of the land are complete and approved by City Council. We are requesting a permit application extension for the maximum allowed period. This will insure that the City land purchase process is completed in time for issuance of building permits. Thanks for your consideration. Sincerely, JOHNSON BRAUND, INC. Request for Extension # � i- Diana Keys, Director of Housing Current Expiration Date: Attachments: Extension Request: City of Tukwila Letter, dated 5-13-2016 Approved for _ days ❑ Denied (proNide e;,Tlanation) Signature/Initials 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN City of Tukwila Allan Ekherv,- Havnr Department of Community Development Jack Pace, Director 5/13/2016 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Permit Application No. D14-0389 TUKWILA VILLAGE BUILDING E 4450 S 144TH ST Dear DIANA KEYS, In reviewing our current application files, it appears that your permit applied for on 12/22/2014, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 6/22/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. MGTCi 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D14-0389 6300 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 City of Tukwila Jim Haggerton, Mayor • Department of Community Development Jack Pace, Director May 10, 2016 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D14-0389 — Revision #1 Tukwila Village — Building E Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, _PW Bill Rambo Permit Technician encl File: D14-0389 WAPermit CenteAkructural Review\D14-0389 Structural Review - Rev #l.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 May 5, 2016 Jerry Hight Building Official I City of Tukwila 6300 Southcenter BLVD, Suite 100 Tukwila, WA 98188 Re: Signature on plans Tukwila Village Bldg E Dear Jerry, This letter is to confirm that I, Matthew C. Schmitter, PE, SE, electronically affixed my signature to the Tukwila Village Bldg E structural drawings that are dated 3/16/2016 on May 5`h, 2016. Sincerely, Davido Consulting Group, Inc. Matth Vice P t)jq**--03q,q RECEIVED MAY 0 6 2016 PERMT CENTER Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 =ReidMiddleton March 11, 2016 File No. 262015.005/00110 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Detention Vault at Level 1 Tukwila Village - Building E (D14-0389) Dear Mr. Hight: We reviewed the proposed project with revised detention vault plans and details for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Please refer to our previous plan review letter dated May 4, 2015, for a list of requirements for deferred submittals and special inspections. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the structural engineer respond and resubmit two full-sized sets of the revised structural drawings and one copy of the supplemental structural calculations (as required) for additional review. All information should be submitted directly to Reid Middleton, Inc. Structural 1. Sheet C7 of the civil drawings indicates that a recessed slab structure is required inside the vault. See detail titled "Flow Control Structure Detail". The following comments should be addressed: a. Revised structural plans should be provided indicating the location and RECEIVED depth of the recessed slab. CITE( OF TU MLA b. The plans should specify elevations around the recessed area to avoid undermining nearby footings. C. Structural details should be provided for the slab recess as well as opening reinforcing where inlet and outlet pipes occur. REVISION NO: b He. 05 MAY 0 6 2016 PERMIT CENTER A", I ua taath stwtl sw sum. NO Eveteil. WA 98204 }»1 3e1'y www,rodmiddleton aim P Mr. Jerry Hight, Building Official City of Tukwila March 11, 2016 File No. 262015.005/00110 Page 2 Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. d_e___ . Stapleton, I .E., S.E. Project Engineer Bradley A. Martin, P.E., S.E. Project Engineer cc: Diana Keys, Johnson Braund (by e-mail) Gregg L. Allwine, Johnson Braund (by e-mail) Kurt Merriman, Associated Earth Sciences (by e-mail) Matt Schmitter, Davido Consulting Group (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by surface and e-mail) ehw\26se\plan review\tukwila\l5\t001r1.0.doc\ses March 16, 2016 Seth Stapleton Reid Middleton 728 134th St SW, Suite 200 Everett, WA 98204 Re: Building Permit Plan Review Comments Tukwila Village Bldg E - Detention Vault D14-0389 Dear Seth, The following is in response to the plan review comments for the above noted project: 1. a. The structural plans have been revised to include the flow control structure. The depth of the slab is indicated on the new detail 3/S12.2. b. The foundation steps have been modified to account for the lower flow control structure. Note that it is not necessary to drop the footing at grid C.4/4.1 because the column footings are located on Geopiers and therefore to not place pressure on the adjacent soils. c. The new detail of 3/S12.2 specifies the requirements for the slab recess and how the outlet pipe is accounted for. If there are any further comments, please contact our office at 206.523.0024. Sincerely, Davido Consulting Group, Inc. Digitally signed C. Schmitter, PE Date: 2016.03.1 -07'00' Matthew C. Schmitter, PE, SE Vice President/Principal Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 .t} C - SC WASy� �w Nc'o S y z ;�3 11: 3:21 kP ,pG 37334 O.�F, CT(/RA L SS/ONAL EN Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 JOHNSON BRAUND IIVC. May 06, 2016 Bill Rambo City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Tukwila Village Building E — VIE Revisions Site Address: 4450 South 140 Street, Tukwila, WA 98188 Project No. D14-0389 Dear Bill, Per our previous conversations, please find enclosed the "formal" resubmittal of the Tukwila Village Building E structural revisions. We had previously sent this submittal directly to Reid Middleton for their review as directed by Allen Johannessen on March 1, 2016. They had completed their review, sent comment letter and we had submitted back our response. At that time, it was determined that the correct formal submittal process was not followed. The previous correspondence is attached to this letter. Please find attached (4) copies of the revised structural plans and calculations. These plans incorporate the review response comments. Your timely review of the revised submittal would be greatly appreciated. Please contact me if you have any questions or comments. Sincerely, JOHNSON BRAUND, INC. Diana Keys, Director of Housing Attachments: Revised Plan Set, dated 03-16-2016 Revised Structural Calculations, dated 01-29-2016 Response/ comments letters b IL-- 0 3 9 1 www.johnsonbraund.com RE�E111ED CITY OF TW( ILA MAY 0 6 2016 PERMIT CENTER 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 ARCHITECTURE INTERIOR DESIGN JOHNSON BRAUND INC_ March 1, 2016 Alan Findlay, PE Reid Middleton 728 1341h Street SW, Suite 200 Everett, WA 98204 Re: Tukwila Village Building E — VE Revisions Site Address: 4450 South 144 h Street, Tukwila, WA 98188 Project No. D14-0389 Dear Alan, Per our phone conversation a few weeks back, please see attached revised drawings and structural calculations for Building E at Tukwila Village. Reid Middleton has previously completed and approved the structural plan review for this project for the City of Tukwila. The permits for the project have not yet been issued. The project has been bid and the team has identified an item for value engineering that impacts the structural design for the building. The storm water detention system for the project was originally designed as a long concrete pipe beneath the parking slab at the drive aisles. Based on the cost & schedule impacts for this type of system, this has been revised to a wide -shallow detention vault. The structural foundation plan sheet S2 has been revised to accommodate the new vault. Sheet S 12.2 has been added to show the detention vault details. Note that the geotechnical requirements for the support of the detention vault have been included on the revised civil sheet C5 of 9. Civil has submitted the revised vault plans to the City of Tukwila for their review of the revised storm drainage / detention plan. RECEI` E-D CITY OF TUKWILA In addition, sheet S4.2 has been added to the set for the level 2 slab drainage plan. Per your request we have included a pdf of the complete set of plans for your reference. MAY 0 6 2016 Revisions on the sheets have been clearly identified by cloud and delta, dated 01-29-2016. Hard copies of the revised plans can be made available on your request. Alan Johannessen, BuildiRDBERFAIT CENTER Plans Examiner at the City of Tukwila has been copied with this letter. 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Page 2 Your timely review of the revised submittal would be greatly appreciated. Please contact me if you have any questions or comments. Sincerely, JOHNSON BRAUND, INC. Diana Keys, Director of Housing Attachments: Revised Plan Set, dated 01-29-2016 Revised Structural Calculations, dated 01-29-2016 E F 'S Y ' 3 g IV 9 't City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 10, 2015 Diana Keys Johnson Braund Inc. 15200 52❑d Ave S, Suite 300 Tukwila, WA 98188 RE: Request for Extension #2 Development Application No. D14-0389 Tukwila Village Building E — 4450 S 1441h St Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0389. The Building Official, Jerry Hight, has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days from the date of expiration, through June 22, 2016. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D14-0389 WAPennit CenteAExtension Letlers\Applications\2014\D14-0389 App Extension Letter #2.docx 6300 Southcenter Boulevard, Suite #100 9 Tukwila, Washington 98188 9 Phone 206-431-3670 • Fax 206-431-3665 4l� JOHNSON BMUND INC. December 7, 2015 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Permit Application Extension Request Site Address: 4450 S. 144"' Street Project No. D14-0389 RECEIVED CITY OF TUKWILA DEC 0 8 2015 PERMIT CENTER Dear Bill, We received your letter dated November 4, 2015 notifying us that the building permit application for the Tukwila Village Building E is set to expire on December 22nd, 2015. At this point in time, we have received notice that the plans are approved and ready for permit issuance. However, permits cannot be issued until the Owner and the City of Tukwila negotiations for the purchase of the land are complete and approved by City Council. We are requesting a permit application extension for the maximum allowed period. This will insure that the City land purchase process is completed in time for issuance of building permits. Thanks for your consideration. Sincerely, JOHNSON BRAUND, INC. Duna Keys, Director of Housing Request for Extension # 2- Attachments: Current Expiration Date: IT City of Tukwila Letter, dated H-04-2015 "Extension Request: Approved for --=-- days ❑ Denied (provide explanation) Signature/Initials A200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN City of Tukwila Department of Community Development November 4, 2015 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Application No. D14-0389 TUKWILA VILLAGE BUILDING E 4450 S 144th St Dear DIANA KEYS: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0389 for the work proposed at TUKWILA VILLAGE BUILDING E (4450 S 144th St) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire 12/22/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. Mic 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, c Bill Rambo Permit Technician File No: D14-0389 6300 Southcenter Boulevard Suite #100 0 Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor ® Department of Community Development Jack Pace, Director June 23, 2015 Diana Keys Johnson Braund Inc. 15200 52"d Ave S, Suite 300 Tukwila, WA 98188 RE: Request for Extension #1 Development Application No. D14-0389 Tukwila Village Building E — 4450 S 1441h St Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0389. The Building Official, Jerry Hight, has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days from the date of expiration, through December 22, 2015. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D14-0389 WAPermit Center\Extension LettersWpplications\2014\D14-0389App Extension Letter#].docx 4V JOHNSON BRAUND INC. June 19, 2015 Bill Rambo, Permit Technician RECEIVED City of Tukwila CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Suite #100 JUN 19 2015 Tukwila, WA 98188 Re: Permit Application Extension Request PERMIT CENTER Site Address: 14400 Tukwila International Boulevard Project No. D14-0326 Dear Bill, We received your letter dated March 31, 2015 notifying us that the building permit application for the Tukwila Village Building D is set to expire on July 1&, 2015. At this point in time, there are (new) building plan review comments that are outstanding. The project is currently out to bid. Plans will be resubmitted with permit comment responses once bids are received. As you know, this is an important project for the City of Tukwila and involves many issues, phases & buildings. One of those critical items is the approval of the BLA / Lot Consolidation plans. This must occur and the new lots recorded before any building permits can be issued. We are requesting a permit application extension for the maximum allowed period of 90 days. This will insure that the BLA process and the purchase of the lots are completed in time for issuance of building permits. Thanks for your consideration. Sincerely, Request for Extension # 2 JOHNSON BRAUND, INC. Current Expiration Date: Extension Request: YApproved for � r days ❑ Denied (provide explanation) Diana Keys, Director of Housing Signature/Initials Attachments: City of Tukwila Letter, dated 03-31-2015 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN LAstud IQLLC land planning landscape architecture land entitlement May 22, 2015 Moira Bradshaw City of Tukwila 6300 Southcenter Blvd. Suite #100 Tukwila, WA 98188 RE: Correction Letter #1 Development Permit Application Tukwila Village - Building E Dear Moira, CORRECTION LTR#_�.-- Below you will find our responses to your review comments on the Landscape Plans from your Correction Letter #1 for Tukwila Village Building E: Comment #4: `Identify exterior light fixture in terraces and at all external doorways. " Fixture will be Galaxy ES305013BK or similar per the catalog cut in my email to you dated 4116/15. Comment #7. "Provide dimensions/design/materials for lattice in 6 and 5 foot planters (Sheet L02)." The lattice is a vendor standard option as shown in the attachment in my email to you dated 04116/15. It is aluminum and will have a powder coat finish to match the plant pot. Overall height is 80 inches. Comment #8: "Designate drainage system for courtyard trellis (Drawing 1 sheet L11)." Trellis has a simple sloped shed roof to allow water to sheet flow off the east side away from pedestrian circulation. There is no gutter or rainwater collection system. Detailed engineered drawings will be provided by the trellis manufacturer. Comment #10. "Decrease plant spacing for Sweet Flag to every 6 inches." 6-inch spacing is too close for this plant and does not provide adequate space for root establishment. We propose using 8-inch spacing (still very tight), which is the same spacing used on the Building A permit drawings and approved by the City. Comment #11: "Provide planting details on 5 foot and 6 foot planters and double the plant quantities. " See new planting details 8-11 on sheet L20 for 5 and 6-foot planters, with and without lattice. Sweetflag was added around perimeter of pot (except along lattice side). Shrub quantity is the 15200 52nd Avenue South SatteRECEIVED Seeattle,, Washington 98188 206.204.0507 CITY OF TUKWILA www.thelastudio.net MAY 2 2 2015 PERMIT CENTER same as space does not permit additional larger shrubs. Also, detail 12 was added to sheet L20 showing planting detail for 8-foot plant pots on Level 2 east terrace. Additional changes: Sheets L02, L04, and L06: • Relocated synthetic turf dog area to west edge of courtyard toward the south further from activity areas and living units. Original dog area location will remain as synthetic turf but with fence removed. The pavers separating the two turf areas has been removed, and the plant pots between the two turf areas have been moved to the east and west sides of the turf area beneath the trellis. • One plant pot in front of the southwest corner living unit was changed to a larger raised planter to create a stronger planting buffer between the living unit and the dog area. If you have any questions regarding our responses please let us know. Sincerely, The LA Studio LLC a- ; E Chris Petersen, PLA, ASLA Project Manager 2 JOHNSON BRAUND INC. May 22, 2015 Megan Parsons City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, WA 98188 Re: Responses to Correction Letter #1 Site Address: 14400 Tukwila International Boulevard Project No. D14-0389 Dear Megan, Please find below our responses to your correction letter dated March 25, 2015. The correction letter is attached for reference. Landscape responses to correction letter are addressed under separate cover by the Landscape Architect. PLANNING DEPARTMENT (Moira Bradshaw) 1. Fire Access easement will be submitted under separate cover. 2. Door colors have been modified to match adjacent material. 3. Unit venting color was added to schedule. Color to match adjacent surrounding finishes. 4. See attached response from LA Studio. 5. Meters, generator, and transformer locations have been identified on Sheets A020, A101, and A201. 6. Additional elevations have been added. 7. See attached response from LA Studio. 8. See attached response from LA Studio. 9. The northern most garage entry ramps down to access the level one parking garage, while the central garage entry ramps up to access the parking garage at the mezzanine level. Due to area limitations of mezzanines the mezzanine parking only spans over a portion of the level one parking below. There is no direct vehicular connection internally between the two parking areas. 10. See attached response from LA Studio. CORRECTION 11. See attached response from LA Studio. 12. Maximum height has been corrected. LTR# L-L-- 13. The additional (7) compact parking stalls were tabulated as part of Phase II Building D. �_e�cP R,�ilding D sheets A001 and A020. w i.` In addition to the revisions made per City of Tukwila comments, the following items have been revised from the permit submittal set due to design/build MEP coordination: 1. A020: FDC was located.RECEIVED 2. A020A: Drainage was modified per landscape architect adjustments to dog r/00 TY OF TUKWILA 3. A004: OCC Load Schedules were revised due to room adjustments. 4. A004a: Plans were revised due to room adjustments. MAY 2 2 201 15200 52nd Avenue South, Suite 300, Seahington98188 Phone 206.766.8300 PERMIT CENTER ()36`r.johnsonbraund.corn Page 2 5. A005: Wall tags were added. 6. A100: Room adjustments were made, and exhaust/intake vents were added. 7. A101: Room was added, and condensers shown. 8. A102: Plumbing and Standpipe chases were added. Mechanical shafts were added. Room adjustments were made. Terrace Plan was revised per landscape architect adjustments to dog run. 9. A103: Plumbing and Standpipe chases were added. Mechanical shafts were added. Room adjustments were made. 10. A104: Plumbing and Standpipe chases were added. Mechanical shafts were added. Room adjustments were made. 11. A 105: Plumbing and Standpipe chases were added. Mechanical shafts were added. Room adjustments were made. 12. A 106: Roof top equipment and notes were added. 13. A200: Exterior door locations changed. 14. A201: South & West Elevations: grated openings into garage removed due to mechanical requirements for garage exhaust. Concrete reveals added to wall. Exterior exhaust/intake vents were added. 15. A400a: Added sheet. 16. A425: Partial plan added. 17. A452: Stair signage was modified. 18. A460: Keynotes were modified. 19. A600: Door schedule was modified. lans is have en replac n their ty. A c es th ets have been clearly ti y mg t ges a noted sheet by sheet delta, dated 05-22-2015. We hope that this satisfies all of your correction letter comments. Your timely review of the revised submittal would be greatly appreciated. Please contact me if you have any further questions or comments. Sincerely, JOHNSON BRAUND, INC. Diana Keys, Director of Housing Attachments: City of Tukwila Revision Submittal Form Correction Letter # 1 LA Studio Correction Letter, dated 05-22-2015 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director May 1, 2015 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Application No. D14-0389 TUKWILA VILLAGE BUILDING E 4450 S 144th St Dear DIANA KEYS: Permit application D14-0389 for the work proposed at TUKWILA VILLAGE BUILDING E (4450 S 144th St) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 06/22/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, c Bill Rambo Permit Technician File No: D14-0389 6300 Southcenter Boulevard Suite #100 9 Tukwila, Washington 98188 • Phone 206-431-3670 9 Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director March 25, 2015 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0389 TUKWILA VILLAGE BUILDING E - Dear DIANA KEYS, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Moira Bradshaw at 206-431-3651 if you have questions regarding these comments 1. Provide a fire access easement along east property line. 2. Specify utility exit door color. 3. Specify that vent hood is to be painted to match adjacent color. 4. Identify exterior light fixtures in terraces and at all external doorways. 5. Identify the locations of gas, water and electric meters and specify appropriate screen 6. Provide detailed elevations for concrete walls at live/work entries. (Sheet A200) 7. Provide dimensions/design/materials for lattice in 6 and 5 foot planters (Sheet L02) 8. Designate drainage system for courtyard trellis with (Drawing 1 sheet L11) 9. Please explain ramping between one garage driveway and not the other. 10. Decrease plant spacing for Sweet Flag to every 6 inches. 11. Provide planting details on 5 foot and 6 foot planters and double the plant quantities. (Sheet L20) 12. Additional height of 70 feet is only allowed on Buildings A and D. 65 feet is maximum height in urban renewal overlay zone. Please correct Sheet A001 13. Sheet A001 and Sheet A020 specifies 1 surface stall and it seems that there are 7 compact plus one handicap on the shared drive. Please clarify. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3670. Sincerely, Megan Parsons Permit Technician File No. D14-0389 Reid iddleton December 11, 2017 File No. 262015.005/00111 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development '6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Deferred Submittal #1 Tukwila Village - Building E (D14-0389) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. We have no comments necessitating a response from the permit applicant. This is a deferred submittal from the original project submittal drawings (Permit #D14-0389) for this project. Our work consisted of the review of the wood truss layout drawings and associated calculations dated September 27, 2017, and reviewed by Spencer Feathers of Davido Consulting Group dated October 4, 2017. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. Enclosed are the structural drawings and calculations for the deferred submittal. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. )atherine R. Brawner, P.E. Corbin M. Hammer, P.E., S.E. Project Engineer Principal Enclosures cc: Diana Keys, Johnson Braund (by e-mail) Gregg L. Allwine, Johnson Braund (by e-mail) Kurt Merriman, Associated Earth Sciences (by e-mail) Matt Schmitter, Davido Consulting Group (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) EVERETT Rachelle Ripley, City of Tukwila (by e-mail) 728134th Street SW Suite 200 Al Johannessen, City of Tukwila (by e-mail) Everett, WA 98204 Lee Sipe, City of Tukwila (by e-mail) 425 741-3800 ehw o:\plan review\tukwila\l5\t001r1 l .doc\krb www.reidmiddleton.com ReidMiddleton May 13, 2016 File No. 262016.005/00110 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Tukwila Village - Building E, Detention Vault (D14-0389) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The submitted design is a revision to the original permitted project. See our final letter dated May 4, 2015. Individual revised structural sheets were submitted for review and should be collated into the original permitted drawing set. These revised sheets are S1, S2, S4.2, and S 12.2. The structural revisions should adhere to requirements for deferred submittals, special inspections, structural tests, and structural submittals as specified in the final letter for the original permitted project. Enclosed are the drawings and structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. S3ttpleton XE Project Engineer Bradley A. Martin, P.E., S.E. Project Engineer Enclosures cc: Diana Keys, Johnson Braund (by e-mail) Gregg L. Allwine, Johnson Braund (by e-mail) Kurt Merriman, Associated Earth Sciences (by e-mail) Matt Schmitter, Davido Consulting Group (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) RECEIVED CITY OF TUKWILA MAY 16.2016 PERMIT CENTER EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila May 13, 2016 File No. 262015.005/00110 Page 2 Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by surface mail and e-mail) Kevin Ellis, City of Tukwila (by e-mail) ehw\o:\plan review\tukwila\l5\t001r10a.doc\ses Reid iddleton LFReidMiddleton REIA:""ED ^!'fY of TUKWILA PERMIT CENTER April 21, 2015 File No. 262015.005/00102 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review —Second Submittal Tukwila Village - Building E (D140389) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Several of the previous review comments (letter to the city of Tukwila, dated February 20, 2015) have not been addressed completely in the recent submittal. The design team should address the comments below, which supersede the previous review comments and outline the remaining issues. The numbering system from our previous letter has been retained for your reference. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the geotechnical engineer and structural engineer respond and resubmit two full-sized sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. No additional comments. 2. No additional comments. Architectural 1. No additional comments. 2. No additional comments. 3. No additional comments. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila April 21, 2015 File No. 262015.005/00102 Page 2 Structural General 1. No additional comments. 2. No additional comments. 3. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4 and 107.3.4.1. See also the structural comments below. The following is a summary: a. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS DIA-98. b. Submittal of certificates of compliance from the fabricators of structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. c. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. d. No additional comments. e. No additional comments. The above items a, b, and c have not been addressed. No changes to the drawings were noted. These items are still unresolved. 4. No additional comments. 5. The section of the structural notes on special inspection, Sheet S 1.1 should be revised with respect to the reinforcing steel remarks. The remarks in the table indicate only ASTM A615, Grade 60. Sheet S 1.1 also indicates boundary zone ReidMiddleton Mr. Hight, Building Official City of Tukwila April 21, 2015 File No. 262015.005/00102 Page 3 reinforcing shall be ASTM A706, Grade 60. The table should be revised to be consistent with the rest of the notes. See IBC Section 1902.1. No change was noted. Hence, this comment remains unresolved. 6. No additional comments. 7. No additional comments. 8. The specified compressive strength, f is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheets S 1 and S 1.1, should be revised by specifying f for structural strength and the exposure classes for durability. We recommend a table listing f, and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px), and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and Sections 4.1.1 and 4.2.1 of ACI 318-11. See www.nrmca.org/P2P for further information. Note that ACI 318-11 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design ... and who is in responsible charge of the structural design." 9. Based on our review, it appears the structural garage slab and the structural garage walls have an F1 category per ACI Table 4.2.1. Per ACI Table 4.3.1, the minimum compressive strength for the F1 category of concrete is 4,500 psi. Please revise and resubmit Sheets S 1 and S 1.1 to be consistent with the IBC and ACI 318 requirements, or provide substantiating data justifying a lower compressive strength. See IBC Section 1902.1 and ACI 318 Sections 4.1.1, 4.2.1, and 4.3.1. 10. No additional comments. 11. No additional comments. Reid iddleton Mr. Hight, Building Official City of Tukwila April 21, 2015 File No. 262015.005/00102 Page 4 Foundation 12. No additional comments. 13. No additional comments. Vertical 14. No additional comments. 15. No additional comments. Lateral 16. The Holdown Schedules on Sheets S9 and 59.1 indicted the system requirements per Sheet S 18. Sheet S 18 was not included in the submitted set. Please submit SheetS 18 for review, or revise and resubmit Sheets S9 and 59.1 with the revised reference. We are presuming the correct reference sheet may be Sheet 517. See IBC Section 1604.2. No change to the drawings was noted. Hence this issue is unsolved. 17. No additional comments. 18. Sheet S9 appears to still be missing hold downs in the following grid locations: D.2and 1,D.9and 1, A.9 and 8.1, A.9 and 7.4, D.6 and 8.1, and E.2 and 8. 1. Please indicate where in the calculations these locations are considered, or provide substantiating data indicating the proposed design has the capacity to resist overturning forces without using hold downs. The design may still need to be revised and resubmitted. Please verify. See IBC 1604.2, 1605.1, 1609.1.1, and 1613.2. 19. No additional comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Reid iddleton Mr. Hight, Building Official City of Tukwila April 21, 2015 File No. 262015.005/00102 Page 5 If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin M. Hammer, P.E., S.E. Alan D. Findlay, P.E. Senior Engineer Project Engineer cc: Diana Keys, Johnson Braund (by e-mail) Gregg L Allwine, Johnson Braund (by e-mail) Kurt Merriman, Associated Earth Sciences (by e-mail) Matt Schmitter, Davido Consulting Group (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by surface and e-mail) is\plan review\tukwila\15\t00lr2.doc\adf ReidMiddleton �J Reid iddleton May 4, 2015 File No. 262015.005/00103 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 . Tukwila, WA 98188 RECEIVED CITY OF TUKWILA Subject: Building Permit Plan Review— Final Submittal MAY 0 5 2015 Tukwila Village - Building E (D140389) Dear Mr. Hight: PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The comments below do not require a response from the permit applicant. Individual revised structural sheets were submitted in response to our initial and second plan reviews for insertion and inserted into the revised drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are: S1, S1.1, S2, S3, S3.1, S4, S4.1, S5, S6, S7, S8, S9, S9.1, S10, S10.1, S10.2, S10.3, S10.4, S11, S12, S12.1, S13, S14, S14.1, S15, S15.1, S16, S16.1, and S17. Note that revised structural sheets were submitted for all of the original structural sheets. A new structural sheet not included in the drawings that we reviewed initially was also submitted with the revised drawings for insertion and inserted into the revised drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. This new sheet is S 18. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: CALIFORNIA 13220 Evening Creek Driv( 1. Concrete mix designs. g Suite 115 San Diego, CA 92128 2. Placing drawings for prestressed post -tensioned concrete floor systems. 858 668-0707 3. Design drawings for prefabricated metal -plate -connected wood trusses. 4. Design drawings for hold-down systems at wood -framed shear walls (e.g., CORPORATE Earthbound, see also ICC-ES AC316 and ESR-2848). suite zoo street sw Everett, WA 98204 425 741-3800 www.reidmiddleton.com w Mr. Hight, Building Official City of Tukwila May 4, 2015 File No. 262015.005/00103 Page 2 5. Design drawings for prefabricated wood shear wall panels (e.g., Simpson Strong -Tie, see also ICC-ES AC130 and ESR-1267). 6. Design drawings for prefabricated stair systems (e.g., steel stairways). 7. Design drawings for elevator machine beams and bumper rails. 8. Design drawings for attachment of mechanical and electrical components to the structure, and support by the structure, where applicable. See also IBC Section 1613.1 and Section 13.2 of ASCE 7-10. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Associated Earth Sciences, Inc., dated March 18, 2013 and amended on December 17, 2014. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill, where applicable. 3. Construction dewatering, where applicable. 4. Installation of aggregate foundation reinforcement system (e.g., Geopier). 5. Placement of structural fill and soil compaction. 6. Verification of soil -bearing capacity. 7. Installation of underslab drainage system, where applicable. 8. Installation of site and foundation wall subsurface drainage system. 9. Placement and compaction of foundation wall (elevator wall) backfill. Structural special inspections. Special inspections by qualified special inspectors should be provided. We assume the prefabricated structural steel members, steel structure, and wood shear wall panels will be fabricated by registered and approved fabricators. The following is a summary: 1. Concrete placement at concrete construction: continuous. 2. Reinforcement at concrete construction: periodic. 3. Installation of steel anchor bolts/rods in concrete: periodic. 4. Installation of steel anchor bolts/rods in at hold-downs of wood -framed, lateral force -resisting system: periodic. 5. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). 6. Fabrication of structural steel other than prefabricated structural steel members: periodic. 7. Installation of structural steel: periodic. 8. Welding of structural steel members for single -pass fillet welds (maximum 5/16- inch): periodic. ReidMiddleton Mr. Hight, Building Official City of Tukwila May 4, 2015 File No. 262015.005/00103 Page 3 9. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. 10. Installation and fastening of prefabricated steel structure: periodic. 11. On -site welding of structural steel at prefabricated steel structure for single -pass fillet welds (maximum 5/16-inch): periodic. 12.On-site welding of structural steel at prefabricated steel structure for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. 13. Fastening at wood -framed, lateral force -resisting system: periodic. 14. Installation and fastening of prefabricated wood shear wall panels: periodic. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete for specified compressive strength, f,', air content and slump. Structural submittals. Reports, certificates and other documents related to structural special inspections and tests should be submitted by the contractor, owner or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. The following is a summary: 1. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. 2. Submittal of certificates of compliance from the fabricators of structural steel members at the completion of fabrication. 3. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. 4. Submittal of certificates of compliance from the fabricators of prefabricated stair systems at the completion of fabrication. 5. Submittal of certificates of compliance from the fabricators of prefabricated metal -plate -connected wood trusses at the completion of fabrication. The section of the structural notes on structural observation, Sheet S 1.1, specifies structural observation by the structural engineer. Enclosed are two sets of the stamped structural drawings, the original architectural and structural drawings, the geotechnical report, project specifications and structural Reid iddleton Mr. Hight, Building Official City of Tukwila May 4, 2015 File No. 262015.005/00103 Page 4 calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. a, 40_614_� Corbin M. Hammer, P.E., S.E. Senior Engineer Alan D. Findlay, P.E. Project Engineer cc: Diana Keys, Johnson Braund (by e-mail) Gregg L Allwine, Johnson Braund (by e-mail) Kurt Merriman, Associated Earth Sciences (by e-mail) Matt Schmitter, Davido Consulting Group (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by surface and e-mail) iAplan review\tukwila\15\t001r3.doc\adf Reid iddleton City of Tukwila Jim. Haggerton, Mayor Department of Community Development Jack Pace, Director January 22, 2015 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D14-389 Tukwila Village — Building E Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, k- Brenda Holt Permit Coordinator encl File: D14-0389 WAPermit CenteAStructural Review\D14-0389 Structural Review. docx 6300 Southcenter Boulevard, Suite #100 9 Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT CQORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0389 DATE: 02/02/18 PROJECT NAME: TUKWILA VILLAGE BUILDING E SITE ADDRESS: 4450 TUKWILA INTERNATIONAL BLVD Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: Building Division rc Wo ! A PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: W qL +lt Fire Prevention It Structural ❑ Kelr4 • "[/ 10 Planning Division Permit Coordinator V DATE: 02/06/18 Structural Review Required ❑ DATE: DUE DATE: 03/06/18 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) Mr.110:9 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLANWIiw8UTING SLIP PERMIT NUMBER: D14-0389 DATE: 10/30/17 PROJECT NAME: TUKWILA VILLAGE BUILDING E SITE ADDRESS: 4450 S 144T" ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Deferred Submittal #1 after Permit Issued DEPARTMENTS: Its A? Building Division Fire Prevention Planning Division ❑ Public Works ❑ Structural Permit Coordinator PRELIMINARY REVIEW: DATE: 1 1/02/17 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWERS INITIALS: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWERS INITIALS: DATE: DUE DATE: 11/31/17 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0389 DATE: 05/06/16 PROJECT NAME: TUKWILA VILLAGE BUILDING E SITE ADDRESS: 4450 S 144 ST Original Plan Submittal X Revision # 1 before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: P- AV- Buildin :Division Fire Prevetion Planning g � g Division •Structural Public Works Permit Coordinator Public W�k PRELIMINARY REVIEW: DATE: 05/10/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved LE Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DUE DATE: 06/07/16 Approved with Conditions Denied ❑ (ie: Zoning Issues) 1117:111:8 Perinit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 P Y o �M COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 14-0389 DATE: 05/22/15 PROJECT NAME: TUKWILA VILLAGE BUILDING E SITE ADDRESS: 4450 S 144 ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division rq �3- l 5- Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Fire Prevention Planning Division Structural ❑ Permit Coordinator IN DATE: 05/28/15 Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/25/15 Approved IN Corrections Required ❑ (corrections entered in Reviews) REVIEWER'S INITIALS: Approved with Conditions IQ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0389 DATE: 12/22/14 PROJECT NAME: TUKWILA VILLAGE BUILDING E SITE ADDRESS: 4a 6. i.41 54 X Original Plan Submittal Response to Correction Letter #, DEPARTMENTS: Builkl6c 3-II-15 ing Division 0 Public Works ■ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Revision # before Permit Issued Revision # after Permit Issued /gym M 2 .t -f� Fire Prevention jif Structural ■ �ACS Covrz Planning Division Permit Coordinator ❑ DATE: 12/23/14 Structural Review Required ❑ DATE: DUE DATE: 01/20/15 Approved ❑ Approved with Conditions ❑ Corrections Required Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: I Departments issued corrections: Bldg ❑ Fire ❑ Ping [ PW ❑ Staff Initials 12/18/2013 PROJECT NAME: �y�w �`y i IGQ �� PERMIT NO: SITE ADDRESS: I-1LiSU S j"q Sfi- —� ORIGINAL ISSUE DATE: REVISION DATE RECEIVED STAFF ISSUED DATE STAFF NO. INITI S INITIALS S- -I Summary of Revision: ,� �CAA a v� aAw\ -velo _ Received byE REVISION NO. DATE RECEIVED STAFF INITI LS ISSUED DATE STAFF INITIALS Summary of Revision: CD C �- -� s % s Received by: d (please'prft-t } REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please nrint) PROJECT NAME: �� �� ��G,`j��f (�H �i PERMIT NO: SITE ADDRESS: L /j. L�qii!" ORIGINAL ISSUE DATE: DEFERRED SUBMITTAL LOG SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: S Received by:k:;a� v— (olea e%print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) F City of Tukwila S V ITION TAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2 --01.- 201 A Plan Check/Permit Number: V N -01S ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Addre Contact Person: 2&A Phone Number: ?(Q Summary of Revision: RECEIVED CITY of; WKWILA FEB 0 '2 2018 . PERMIT CENTER Sheet Number(s): 46, ) JM' "Cloud" or highlight all areas of including dtg67jon, Received at the City of Tukwila Permit Center by: CS. --Entered in TRAKiT on --EARAM"A". W:\Permit Center\Templates\Fomis\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ( b — C) 1-1 Plan Check/Permit Number: DI `4 (-) 3 8 0 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # t Project Name: t G Project Address: � `4 � S, Contact Person: l�� t�ll� PhoneNumber: Summary of Revision: RECEIVED CITY OF TUKWILA OCT 3 n 209 PERMIT CENTER Sheet Number(s): f\,lA "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Cityof Tukwila ��sIoN SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite 4100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi.]aWA.RO Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 9 n (0-20160 Plan Check/Permit Number: ❑ Response to Incomplete Letter # v ",X Response to Correction Letter # avid C� f yuotvtoI peu)'C*n5 ,b At*-Mh6ti J JJq Revision # after Permit is Issued 1 v �/t ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Addre Contact Person: Di aW a k,Ji C Phone Number: 20Q :Z(a pj 2�� Summary of Revision: RECEIVED CITY OF TUKVffL-A- MAY 0 ( 2016 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi n c Received at the City of Tukwila Permit Center by: ®-- Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 05/22/2015 Response to Incomplete Letter # _ Response to Correction Letter # Plan Check/Permit Number: D14-0389 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Tukwila Village - Building E Project Address: 4450 S 114th Street, Tukwila, WA 98188 Contact Person: Diana Keys - Johnson Braund Inc. Phone Number: (206) 766-8300 Summary of Revision: Revisions made were in response to correction letter dated March 25, 2015. MAY 2 2 MY PF-FIK417 0E4TER Sheet Number(s): Plan Set replaced in its entirety, and revisions identified by sheet by sheet deltas. "Cloud" or highlight all areas of revision including dal_ visio­tt Received at the City of Tukwila Permit Center by: Entered in Permits Plus on IS _) '[ T H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 -Revision Submival.doc Revised: May 2011 City of Tukwila Departmem of Cottimi City Developmem 6300 Southccnier Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: lter/httvtv.ci.Iuuktt+ilu.tva.iis CERTIFICATE OF WATER AVAILABILITY PERMIT NO.: Part A: To be completed by applicant it Site address (attach map and legal description showing hydrant location and size of main): NEC & SEC of International Blvd. and S. 144th St. Owner Information A gent/Contact Person Name: Tukwila Village Development Assoc., Inc. Na11e: Ali Sadr, Barghausen Consulting Engineers Address: 201-27th Ave. S.E., Puyallup, WA 98374 Address: 18215-72nd Ave. S., Kent, WA 98032 Phone: (253) 231-5001 Phone: (425) 251-6222 This certificate is for the purposes of: ❑ Residential Building Pennit ❑ preliminary flat ❑ Short Subdivision ❑ Commercial/Industrial Building Permit ❑ Rezone R1 Other Mix -Use Residential/Comm Estimated number of service connections and water meter size(s): 6 connections with meter sizes ranging from 1-inch to 3-inch Vehicular distance from nearest hydrant to the closest point of structure is 40 ft. Area is served by (Water Utility District): King County Water District No. 125 2/8/2013 Date Part 13: To be completed by water utility district 1. The proposed project is within _ 2. ❑ No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 0 c v E o P�QS F x—5_t�1�1 � .F3 F & 9QL&+ U) -6 2 -T l4 i 5 82C>,�e--c=, A.0 A i 4- & 4E i N Lt�i� �� 5 —Q� t_J GF � — 1 0E1S.j t c--D F-0 (Use separate sheer if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 3 100 gpm at 20 psi residual for a duration of 2 hours at a velocity of C1. fps as documented by the attached calculations. 5. Water availability: RECEIVED Q----Acceptable service can be provided to this project CITY OF TUKWILA ❑❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. DEC 2 2 2014 I hereby certify that the above infonnation is true and correct. Agcnc Phonc Z547 By PERMIT CENTER 2- t1-13 Date P-27.%acs Cz--i(-14) Ptintal. 9.16-03 atnud: 8-2009 U,ellificaie c� \Alater Availahi► fy King �.��t�.9t'1 f t a&A,l''' I.�B���'Ea 'a' Nr), 1� ! ; The following tenns and conditions apply to the attached Certificate of Availability ( "Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third parry beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or govemmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the Issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature. _ LLDate a+I r � j 13 District Representative /pa 4. Date 2 ^t t -13 i t '"r 3460 S 148th Suite 100­W1 Seattle, WA 98168 Phone: (206) 242-3236 { t Fax: (206) 242-1527 CERTIFICATE OF SEWER AVA='AVABILITYResidential., $ 50.00.00 Certificate of Sewer Availability Oewer Non -Availability Part A: { To Be Completed By Applicant)i Purpose of Certificate: W Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial ❑ Residential Single Family ❑ Residential Multi -Family ❑ Other c, fJ7 OY Applicant's Name 4, hu,,,C.h EV, ,76_> e-1:1 Phone Number yz5-- a5) :-Zz Property Address / %- J l 111-1 S Tax Lot Number See P Y N�cj1�G J-, 81�� Legal Description (Attach Map and legal Description if Necessary); j Part B: (To be Completed by Sewer Agency) a. A Sewer Service will be provided by side sewer connection only to an existing = size sewer = 1' ❑ o feet from the site and the sewer system has the capacity to serve the proposed use. OR b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) The construction of a collection system on the site and/or Ig (3) Other (describe) Su � s fxr c c r c o �-v,-�i new o� a !%wC, 14c.- , x i:- "f/a1 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR r b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. RECEIVED OR r a. Annexation or BRB approval will be necessary to provide service. CITY OF TUKWILA 4. Service is subject to the following; Permit $ DEC 2 2 2014 a. District Connection Charges due prior to connection: GFC: $ SFC: $ Unit: $1 Total PO MIT CENTS i (Subject to Change on January 1 st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer Dist 'ct Connection Charge may be due upon connection to sewers. � I 5 4 b. Easements: ❑ Required ❑ May be Required c. Other C itG f✓ti,7 I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the d of signature. By Title e7z.a - er•— Date ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -parry beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish a equirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, .vhich may make impractical or impossible the provision of sewer services to the Property. S. Application for and possible provision of sewer service to the Property shall be subject to and �:onditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. cknowledge that 1 have received the Certificate of Sewer A vailability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature e� Date uenerat Facility Charge and Svat�m Charge to increafiP in 2015 :r 17 years with no change in either the General Facility Charge (GFC) or the System Facility Charge C) Valley View will be increasing both the GFC and SFC in 2015. The GFC which has been set at ,0.00 since 1997 will go up to $1427.00. The SFC which has been set at $1900.00 since 1997 will go up 4000.00. This is intended to give you advance notice of this planned increase in connection charges. ase take this information into consideration when budgeting for future projects which will require section to sewers. 152304-9002 152304-9096 152304-9242 004000-0145 004000-0146 004000-0180 004000-0191 004000-0194 004000-0196 004000-0198 155420-0005 15255.007 TUKWILA VILLAGE Tax Parcel Nos: 155420-0010 155420-0015 155420-0020 155420-0025 155420-0030 155420-0033 155420-0034 155420-0035 155420-0036 155420-0037 _aEs_69402c8O5693449e94(36d4d89c39Ob63.piig(PNG Image, 800 ... litip://gismans.kiiigcounty.gov/arcgis/rest/directories/arcgisotitput/llriii i ' 'lly 004A000.X0` OD:t _a?Aa26 as r g�►i 4a'1W�o �ro .St�,u � �i�.?)iio>VOOOIW00714" ! 1 of 1 10!17/2014 2:35 I'iM INTER -CITY CONTRACTORS INC Page 1 of 3 Home Espanol Contact Search L&I -, A-Z.. Index Help My L&d Safety & Health Claims & Insurance Workplace Rights Trades & Licensing GOWashington State Department of Labor & Industries INTER -CITY CONTRACTORS INC Owner or tradesperson PO BOX 82405 KENMORE, WA 98028 Principals 425-806-8560 HERRING, GREGORY ROBERT, PRESIDENT KING County Doing business as INTER -CITY CONTRACTORS INC WA UBI No. Business type 602 278 639 Corporation License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ......_........-.1-............................ ....... Meets current requirements. License specialties GENERAL License no. INTERC1977PZ Effective — expiration 10/09/2003-10/12/2017 Bond CBIC $12,000.00 Bond account no. LB9377 Received by L&I Effective date 10/13/2004 10/08/2004 Expiration date Until Canceled Insurance .............I................ Indian Harbor Ins Co $1,000,000.00 Policy no. ESG300095601 Received by L&I Effective date 10/06/2016 10/08/2016 Expiration date 10/08/2017 Insurance history Savings li savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or, savings accounts during the previous 6 year period. L&I Tax debts .._ ............... No Li tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations Help us improve .......... No license 'violations during the previous 6 year period. httn-J/secure.Ini.wa.gov/verifv/Detail.asDx?UBI=602278639&LIC=INTERCI977PZ&SAW= 4/18/2017 INTER -CITY CONTRACTORS INC Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account is current. 055,703-00 .- .............................. Doing business as INTER -CITY CONTRACTORS INC Estimated workers reported Quarter 4 of Year 2016 "4 to 6 Workers" L&I account representative T4 / TERRI MADISON (360)902-4654 - Email: KIRT235@lni.wa.gov Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 03/09/2017 No violations Inspection no. 317944178 Location 14400 Tukwila International BI Tukwila, WA 98168 Inspection results date 01/07/2016 No violations Inspection no. 317938934 Location 19501 40th Ave West Lynnwood, WA 98036 Inspection results date 07/29/2015 Inspection no. 317937222 Location 5525 244th Street SW Mountlake Terrace, WA 98043 Inspection results date 08/07/2014 Inspection no. 317403483 Location 1524 South 328th St. Federal Way, WA 98003 Inspection results date 08/16/2013 Inspection no. 316752245 Location 14002 Linden Ave North Seattle, WA 98133 No violations No violations No violations Inspection results date 03/11/2013 No violations Inspection no. 316579903 Page 2 of 3 Help us improve https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602278639&LIC=INTERCI977PZ&SAW= 4/18/2017 INTER -CITY CONTRACTORS INC Location 14002 Linden Ave. North Seattle, WA 98116 Page 3 of 3 Inspection results date 01/10/2013 Violations Inspection no. 316396670 Location 14027 Lake City Way NE Seattle, WA 98125 Inspection results date 0Violations 6/05/2012 Inspection no. 316251628 Location 14027 LakeCity WAY NE Seattle, WA 98125 @ Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve httns://secure.lni ma. izov/verifv/Detail.aspx?UBI=602278639&LIC=INTERCI977PZ&SAW= 4/18/2017 6/20/2017 3:19:23 PM C:\Users\christophert\Documents\1026-Tukwila Village Bldg_E-Central_2017_christophert@johnsonbraund.com.rvt PERMIT#: D14-0389 TUKWILA VILLAGE - BUILDIN GE PHASE TWO 125 AFFORDABLE SENIOR APARTMENTS/ MIXED -USE OFFICE PROJECT RENDERING NORTHEAST CORNER - RESIDENTIAL LOBBY VIEWED FROM S. 144TH STREET SHEET INDEX SHEET # SHEET TITLE 1 - ARCHITECTURE COVER SHEET .CS COVER SHEET - 2 - CODE SHEET PROJECT TEAM PROJECT AGENCIES PROJECT SITE DATA VICINITY MAP OWNER: GENERAL CONTRACTOR: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201-27TH AVENUE SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 TEL : (253) 231-5001 CONTACT: BRYAN PARK INTER -CITY CONTRACTORS, INC. 17425 68TH AVE NE KENMORE, WA 98028 TEL: (425) 806-8560 FAX: (425) 806-8566 CONTACT: GREG HERRING ARCHITECT: JOHNSON BRAUND, INC. 15200 52ND AVE SOUTH, SUITE 300 SEATTLE, WASHINGTON 98188 TEL : (206) 766-8300 CONTACT: DIANA KEYS STRUCTURAL ENGINEER: CIVIL ENGINEER: GEOTECH ENGINEER: LANDSCAPE ARCHITECT: GEO-PIER ENGINEER: ENERGY COMPLIANCE: TRAFFIC ENGINEER: DAVIDO CONSULTING GROUP, INC. 15029 BOTHELL WAY NE, SUITE 600 LAKE FOREST PARK, WASHINGTON 98155 TEL : (206) 523-0024 CONTACT: MATT SCHMITTER BARGHAUSEN ENGINEERS 18215 72ND AVE. S. KENT, WASHINGTON 98032 TEL: (425) 251-6222 FAX: (425) 251-8782 CONTACT: ALI SADR ASSOCIATED EARTH SCIENCES, INC. 911 FIFTH AVENUE, SUITE 100 KIRKLAND, WA 98033 TEL: (425) 827-7701 FAX: (425) 827-5121 CONTACT: KURT MERRIMAN, P.E. THE LA STUDIO, 15200 52ND AVE SOUTH, SUITE 100 SEATTLE, WASHINGTON 98188 TEL: (206) 766-8300 FAX: (206) 766-8080 CONTACT: MEL EASTER / CHRIS PETERSEN GEOPIER NORTHWEST, 40 LAKE BELLEVUE, SUITE 100 BELLEVUE, WASHINGTON 98005 TEL: (425) 646-2995 FAX: (425) 646-3118 CONTACT: DAVID VAN THIEL 360 ANALYTICS 9750 3RD AVENUE NE, SUITE 405 SEATTLE, WASHINGTON 98115 TEL: (206) 557-4732 CONTACT: LUKAS HOVEE PARAMETRIX, INC. 411 108TH AVENUE NE, SUITE 180 BELLEVUE, WA 98004-5571 TEL: (425) 458-6200 FAX: (425) 458-6363 CONTACT: BRIAN WOODBURN PLANNING ZONING /LAND USE DEPARTMENT: BUILDING PERMIT: FIRE DEPARTMENT: PUBLIC WORKS DEPARTMENT: CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PLANNING DIVISION 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 TEL : (206) 431-3670 CONTACT: MOIRA BRADSHAW CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PLANNING DIVISION 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 TEL : (206) 431-3670 TUKWILA FIRE DEPARTMENT HEADQUARTERS - STATION 51 444 ANDOVER PARK EAST TUKWILA, WA 98188 TEL : (206) 575-4404 CITY OF TUKWILA PUBLIC WORKS ADMINISTRATION / ENGINEERING 6300 SOUTHCENTER BLVD. TUKWILA, WA 98188 TEL : (206) 433-0179 ADDRESS: 4450 S. 144TH STREET TUKWILA, WA 98168 LEGAL DESCRIPTION: NEW PARCEL A, PER LOT CONSOLIDATION FILE NO. L16-031 4 That portion of Lots 12 through 15, inclusive, Block 2, Plat of Adams Home Tracts recorded in Volume 11, and page 31, records of King County, Washington, being in the Northeast quarter of the Northwest quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian, more particularly described as follows: SEE ARCHITECTURAL SITE PLAN A020 FOR COMPLETE LEGAL DESCRIPTION & DETAILED ZONING SUMMARY ASSESSORS PARCEL NUMBER: SITE AREA: 84,310 S.F. (1.94 ACRES) ZONING: NCC: NEIGHBORHOOD COMMERCIAL CENTER URO: URBAN RENEWAL OVERLAY DISTRICT W/ 70 FT. HEIGHT LIMIT PER DEVELOPMENT AGREEMENT NOTE: NEW BLA PARCEL E INCLUDES TWO ZONING DESIGNATIONS: BUILDING D SITE: NCC W/ 70 FT. HEIGHT PER DDA BUILDING E SITE: HDR W/ 65 FT. HEIGHT BOTH WITHIN THE URO DISTRICT DWELLING UNITS PER ACRE: 99.48 (INCLUDES BOTH BLDG. D & E) PROJECT DESCRIPTION LAND USE APPROVALS TUKWILA VILLAGE IS A THREE PHASE DEVELOPMENT OF A MIXED -USE NEIGHBORHOOD CENTER DESIGNED TO PROVIDE RESIDENCES AS WELL AS NEIGHBORHOOD RETAIL AND RESOURCES. PROJECT TO FULLFILL THE VISION FOR TUKWILA VILLAGE AND TERMS OF THE DISPOSITION AND DEVELOPMENT AGREEMENT FOR THE PROJECT. PHASE TWO INCLUDES TWO BUILDINGS: BLDG. D & BLDG. E. BOTH BUILDINGAS ARE LOCATED ON PARCEL E. BUILDING E IS THE SECOND BUILDING IN PHASE TWO OF TUKWILA VILLAGE AND INCLUDES: CONSTRUCTION OF A FIVE STORY BUILDING CONTAINING (125) NEW UNITS OF LOW-INCOME SENIOR APARTMENT RENTAL HOUSING AND GROUND FLOOR OFFICE USES. OFFICE SHELL ONLY, TENANT IMPROVEMENTS UNDER SEPARATE PERMIT. CONTAINS NEIGHBORHOOD POLICE RESOURCE CENTER (2,000 SF MIN.) AS REQUIRED BY DEVELOPMENT AGREEMENT SECTION 2.12. PARKING FOR (104) VEHICLES IS PROVIDED IN ONE LEVEL + MEZZANINE OF PARKING GARAGE. PARKING FOR ADDITIONAL (1) VEHICLE IS PROVIDED IN SURFACE LOT. (105) TOTAL STALLS. BUILDING D UNDER SEPARATE BUILDING PERMIT APPLICATION/SUBMITTAL. DEVELOPMENT AGREEMENT: TUKWILA VILLAGE DISPOSITION AND DEVELOPMENT AGREEMENT DATE: 10-30-2012 CITY COUNCIL APPROVAL SEPA: FILE NUMBER E13-011 DETERMINATION OF NON -SIGNIFICANCE DATE: 8-07-2013 APPROVAL LOT CONSOLIDATION: FILE NUMBER L13-021 IN PROCESS DATE: SPECIAL PERMISSION PARKING VARIANCE: FILE NUMBER L13-031 DATE: 10-09-2013 APPROVAL PHASE TWO BLDGS. D & E DESIGN REVIEW: FILE NUMBER L13-0044 DATE: 03-31-2014 APPROVAL W/ STAFF RECOMMENDATIONS PLANNER: MOIRA BRADSHAW (206) 431-3651 ISSUE DATE 06/08/2017 4 TUKWILA. WASHINGTON REV# A001 BUILDING CODE COMPLIANCE NOTES 06/08/2017 2 A002 GENERAL NOTES ACCESSIBILITY NOTES 06/02/2016 3 4 - ARCHITECTURAL SITE PLAN A020 ARCHITCTURAL SITE PLAN 06/08/2017 4 A020A ENLARGED TERRACE PLANS 06/02/2016 2 5 - ARCHITECTURE A003 MEZZANINE CALCULATIONS 06/02/2016 A004 OCCUPANCY & EGRESS PLANS 06/08/2017 3 A004a OCCUPANCY & EGRESS PLANS 06/02/2016 1 A004b OCCUPANCY & EGRESS PLANS 06/02/2016 1 A005 FIRE/SOUND ASSEMBLY PLANS 06/02/2016 2 A005a FIRE/SOUND ASSEMBLY PLANS 06/08/2017 1 A006 CONCRETE FIRE, SOUND & INSULATION ASSEMBLIES 06/02/2016 ' A006a METAL FIRE, SOUND & INSULATION ASSEMBLIES 06/08/2017 1 A006b WOOD FIRE, SOUND & INSULATION ASSEMBLIES 06/08/2017 1 A006c WOOD FIRE, SOUND & INSULATION ASSEMBLIES 06/08/2017 1 A006d WOOD FIRE, SOUND & INSULATION ASSEMBLIES 06/08/2017 1 A007 FIRE/PENETRATIONS NOTES & DETAILS 06/08/2017 2 A009 ENERGY CODE CALCULATIONS 06/02/2016 A009a ENERGY CODE CALCULATIONS 06/02/2016 A009b ENERGY CODE CALCULATIONS 06/02/2016 A009c ENERGY CODE CALCULATIONS 06/02/2016 A009d ENERGY CODE CALCULATIONS 06/02/2016 - A009e ENERGY CODE CALCULATIONS 06/02/2016 A100 FLOOR PLAN LEVEL 1 06/08/2017 5 A101 FLOOR PLAN MEZZANINE 06/08/2017 3 A102 FLOOR PLAN LEVEL 2 06/08/2017 2 A103 FLOOR PLAN LEVEL 3 06/08/2017 2 A104 FLOOR PLAN LEVEL 4 06/08/2017 2 A105 FLOOR PLAN LEVEL 5 06/08/2017 3 A106 ROOF PLAN 06/08/2017 3 ,A. A200 EXTERIOR ELEVATIONS 06/08/2017 2 A201 EXTERIOR ELEVATIONS 06/08/2017 2 A202 EXTERIOR ELEVATIONS 06/02/2016 A300 BUILDING SECTIONS 06/02/2016 2 A301 BUILDING SECTIONS 06/02/2016 A310 WALL SECTIONS 06/02/2016 A311 WALL SECTIONS 06/02/2016 ,„-A312 WALL SECTIONS 06/02/2016 . A313 INTERIOR WALL SECTIONS 06/08/2017 1 A400 ENLARGED LOBBY PLAN 06/08/2017 1 A400a ENLARGED LOBBY REFLECTED CEILING PLAN 06/08/2017 4 A401 ENLARGED LOBBY MEZZANINE PLAN 06/08/2017 1 A402 MEZZANINE MEDIA ROOM ENLARGED PLAN 06/08/2017 2 A403 LEVEL 2 ENLARGED AMENITY PLANS 06/08/2017 1 A404 ENLARGED AMENITY AREA PLANS • 06/08/2017 1 / A405 ENLARGED SUNROOM PLAN 06/08/2017 2 A420 ENLARGED UNIT GENERAL NOTES 06/02/2016 A421 ENLARGED UNIT 1-BEDROOM - UNIT A 06/02/2016 A422 ENLARGED UNIT 1-BEDROOM - UNIT B 06/02/2016 A423 ENLARGED UNIT 1-BEDROOM - UNIT C 06/02/2016 A424 ENLARGED UNIT 2-BEDROOM - UNIT D 06/02/2016 ' A425 ENLARGED UNIT 2-BEDROOM - UNIT E 06/08/2017 2 - A426 ENLARGED UNIT 2-BEDROOM - M UNIT 06/02/2016 A427 ENLARGED UNIT 1-BEDROOM - UNIT C (TYPE A) 06/02/2016 A428 ENLARGED UNIT 1-BEDROOM - UNIT C (TYPE A) 06/02/2016 A429 A ,- ENLARGED UNIT 2-BEDROOM - UNIT E (TYPE A) 06/02/2016 1 A450 STAIR PLANS & SECTIONS 06/08/2017 1 '' A451 MISC. STAIR & RAMP PLANS & SECTIONS 06/08/2017 1 STAIR DETAILS & NOTES 06/08/2017 3 �,.A452 A460 ELEVATOR PLANS, SECTIONS, NOTES AND DETAILS 06/08/2017 2 A500 EXTERIOR CONCRETE/BELOW OR AT -GRADE DETAILS 06/08/2017 1 A501 EXTERIOR CONCRETE DETAILS AT L2 06/02/2016 A502 EXTERIOR DETAILS - WEATHER BARRIER & FLASHING SYSTEMS 06/02/2016 1 A503 EXTERIOR SIDING DETAILS 06/02/2016 A504 EXTERIOR METAL PANEL & WOOD SIDING DETAILS 06/02/2016 3 A505 EXTERIOR BRICK WALL DETAILS 06/02/2016 A506 EXTERIOR ROOF DETAILS 06/02/2016 A510 CANOPY DETAILS 06/08/2017 1 A511 CANOPY/METAL FABRICATION DETAILS 06/08/2017 1 A520 INTERIOR DETAILS 06/02/2016 A521 DETAILS -ACCESSIBILITY 06/02/2016 A600 DOOR SCHEDULE, ELEVATIONS, & DETAILS 06/08/2017 2 A610 BUILDING WINDOW SCHEDULE & ELEVATIONS 06/02/2016 A620 STOREFRONT WINDOW SCHEDULE & ELEVATIONS 06/08/2017 1 6-SURVEY SHEET # 8 - LANDSCAPE SHEET TITLE ISSUE DATE REV# LO1 BUILDING E SITE LAYOUT PLAN - LEVEL 1 06/02/2016 L02 BUILDING E SITE LAYOUT PLAN - LEVEL 2 06/02/2016 1 L03 BUILDING E LANDSCAPE PLAN - LEVEL 1 06/02/2016 1 - L04 BUILDING E LANDSCAPE PLAN - LEVEL 2 06/02/2016 1 - L05 BUILDING E LEVEL 1 IRRIGATION PLAN 06/02/2016 1 L06 BUILDING E IRRIGATION PLAN 06/02/2016 1 L10 SITE DETAILS 06/02/2016 1 - L11 SITE DETAILS 06/02/2016 1 - L12 SITE DETAILS 06/02/2016 L13 SITE DETAILS 06/02/2016 1 L20 LANDSCAPE SCHEDULE, NOTES & DETAILS 06/02/2016 1 - L30 IRRIGATION DETAILS 06/02/2016 1 . L31 IRRIGATION DETAILS, LEGEND, & NOTES 06/02/2016 L32 IRRIGATION SPECIFICATIONS 06/02/2016 . 1 OF 3 ALTA/ACSM LANDTITLE SURVEY 09/01/11 2 OF 3 ALTA/ACSM LANDTITLE SURVEY 09/01/11 3 OF 3 ALTA/ACSM LANDTITLE SURVEY 09/01/11 7 - CIVIL C1 OF 9 COVER SHEET 06/02/2016 C2 OF 9 HORIZONTAL CONTROL PLAN 06/02/2016 C3 OF 9 T.E.S.C. PLAN 06/02/2016 C4 OF 9 DEMOLITION PLAN 06/02/2016 C5 OF 9 GRADING PLAN 06/02/2016 C6 OF 9 STORM DRAINAGE PLAN 06/02/2016 C7 OF 9 STORM DRAINAGE NOTES AND DETAILS 06/02/2016 C8 OF 9 T.E.S.C. NOTES AND DETAILS 06/02/2016 C9 OF 9 CONSTRUCTION NOTES AND DETAILS 06/02/2016 9 - GEOPIER GP0.1 GEOPIER CONSTRUCTION NOTES & DETAILS GP1.1 GEOPIER FOUNDATION PLAN 05/03/16 05/03/16 11-STRUCTURAL S1 GENERAL NOTES 06/02/2016 S1.1 GENERAL NOTES (CONT.) 06/02/2016 ' S2 LEVEL 1 FOUNDATION PLAN 06/02/2016 . S3 MEZZANINE REBAR PLAN 06/02/2016 S3.1 MEZZANINE PT PLAN 06/02/2016 S4 LEVEL 2 RERAR PLAN 06/08/2017 - S4.1 LEVEL 2 PT PLAN 06/02/2016 . S4.2 LEVEL 2 DRAINAGE PLAN 06/02/2016 S6 LEVEL 4 FRAMING PLAN 06/08/2017 - Si'-k--iEV I P N W 6/ 2 S8 ROOF FRAMING PLAN 06/08/2017 S9 LEVEL 2 SHEARWALL PLAN 06/02/2016 S9.1 LEVEL3-5 SHEARWALL PLAN 06/02/2016 - S10 WALL ELEVATIONS 06/02/2016 S10.1 WALL ELEVATIONS (CONT.) 06/02/2016 S10.2 WALL ELEVATIONS (CONT.) 06/02/2016 S10.3 WALL ELEVATIONS (CONT.) 06/02/2016 S10.4 WALL ELEVATIONS (CONT.) 06/02/2016 S11 BEAM ELEVATIONS 06/02/2016 S12 FOUNDATION DETAILS 06/08/2017 S12.1 COLUMN AND PIER DETAILS 06/02/2016 S12.2 DETENTION VAULT DETAILS 06/02/2016 14 C NCRET DETAIL 06), 2916�. 6/2016 ��� S1 .1 CO CR TE ET ILS CO S15 FLOOR FRAMING DETAILS 06/08/2017 S15.1 FLOOR FRAMING DETAILS (CONT.) 06/02/2016 . S16 ROOF FRAMING DETAILS 06/02/2016 S16.1 ROOF FRAMING DETAILS 06/02/2016 S17 MISC DETAILS 06/02/2016 S18 CANOPY AND ROTUNDA DETAILS 06/02/2016 - Grand total: 134 FILE COPY Permit No, PH-' (VAg Plan review approval is subject to errors and omissions. Approval of construction documents does riot authorize the violation of any adcptod code cr ordinance. Receipt of approved Field Copy and conditions is acknowlcdgod: By: °I C 3 via 1-le rv\ v8 Date: a City of Tukwila BUILDING DIVISION REVISIONS No chanoos share ho made to the Scope of work it prior approval of etiildinc) Division NOTE: sv;sicns will require a new plan submittal i may : ud- ,c' plan re'liow feos �n 1 ... in� , u� ac;�.tionai ,. IVic bantal Clcctncai ffiflumbing ff Gas Piping City of Tukwila DIVISION REVISION bl'+-0391 pocs JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. Q 0 V E. N Oj V N O N co fV (A O (Nsi N N CO(O O N N N CJ fOop r� N 05 o. 8 ci z - N M y '1) (D Decsription MEP COORD/BID SET BID SET/PERMIT COMMENTS VE / REVISIONS POST PERMIT REVISIONS Date V) (O te N p N N N CS 2 N Qn) N o o 8 >// SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: 0 w 0 a 0 u, 0 LL wz zw O� m= 00 >z gZ n 0 LLo � o a • cc a E z� DU I-aa.. REVIDAD FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 • fJ. City of Tukw'la BUILDING DIVISION rasorrommormorraimeit PROJECT #: DRAWN BY: CHECKED BY: 1026.05 COVER SHEET Z RECEIVED CITY OF TUKWILA FEB 02 2010 PERMIT CENTER FILE NAME: C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central 2017_dianak@johnsonbraund.com.rvt 6720/2017 4:27:51 PM �� JOH NSON 15200 52nd Ave. Suite 300 Seattle, 98 WA Phone WA 98 www.johnsonbraund.com ARCHITECTURE INTERIOR Greg L. Jeffrey BRAD N DiNc• South 18 8 8 8 DESIGN Aliwine, AIA A. Williams, AIA BUILDING CODE INFORMATION PROPOSED BUILDING AREAS BY OCCUPANCY PARKING REQUIREMENTS COORDINATION NOTES DEFERRED SUBMITTALS GOVERNING CODES: - LEVEL OCCUPANCY GROUP RESIDENTIAL USES (TMC FIGURE 18-7) DOCUMENTS CITY OF TUKWILA, WASHINGTON STATE S-1 S-2 B M A-2 R-2 AREA(SF) MIXED -USE 1 SENIOR CITIZEN HOUSING IN URBAN RENEWAL OVERLAY (URO): CTOR TO VERIFY EACHTHEOLLOWING CONDITION WITH THE PRODUCT MANUFACTURER OR SUPPNOTES SHALL SERVE AS A GUIDE TO THE LIER AND/OR LOCAL FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND STAMP HE WITH ASUBMITTAL 2012 INTERNATIONAL BUILDING CODE (IBC) W/ WASHINGTON STATE AMENDMENTS LEVEL 5 237 23,377 23,614 TYPE V-A SENIOR CITIZEN HOUSING : 1 STALL FOR FIST 15 UNITS, THEN 1 SPACE PER 2 UNITS AT LEAST 75% IN ENCLOSED GARAGE & SCREENED FROM VIEW OF PUBLIC R.O.W. JURISDICTION FOR THEIR REQUIREMENTS PRIOR TO SUBMITTING A BID TO THE OWNER OR PROCEEDING WITH WORK. NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND IN GENERAL CONFORMANCE WITH THE DESIGN OF THE 2012 INTERNATIONAL FIRE CODE (IFC) W/ WASHINGTON STATE AMENDMENTS 2012 INTERNATIONAL MECHANICAL CODE (IMC) W/ WASHINGTON STATE AMENDMENTS LEVEL 4 237 23,377 23,614 BUILDING. DEFERRED SUBMITTALS WILL BE RETURNED TO THE CONTRACTOR, WHO WILL IN 2012 UNIFORM PLUMBING CODE W/ WASHINGTON STATE AMENDMENTS REQUIRED PROVIDED THE ITEMS OUTLINED BELOW ARE NOT INTENDED TO BE AN EXHAUSTIVE ANALYSIS OF TURN SUBMIT THEM TO THE BUILDING DEPARTMENT. 2012 IECC/ WASHINGTON STATE ENERGY CODE LEVEL 3 237 23,377 23,614 (15) SENIOR UNITS = 15 STALLS ALL POSSIBLE AREAS OF CONCERN OR CONFLICT, BUT RATHER SERVE AS A BEGINNING LEVEL 2 286 23,268 (110) SENIOR UNITS = 55 STALLS POINT IN IDENTIFYING COMMONLY OVERLOOKED AREAS IN THE CONSTRUCTION THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND 23,554 RESIDENTIAL TOTAL REQ'D = 70 STALLS PROCESS. SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING DEPARTMENT. 2013 NFPA 13 FIRE SPRINKLERS 2013 NFPA 72 FIRE ALARM MEZZ. 579 11,289 893 2,596 15,357 Q 2012 NFPA 54 NATIONAL GAS FUEL CODE w PARKING GARAGE (SECURED) = 71 STALLS (100%) 1. REVIEW MANUFACTURER'S PRODUCT LITERATURE FOR INSTALLATION THE FOLLOWING ITEMS ARE DEFERRED SUBMITTALS: 2014 NFPA 70 NATIONAL ELECTRICAL CODE REFERENCE DEPT. OF L & I FOR AMENDMENTS LEVEL 1 1,249 25,801 5,384 5,235 37,669 0. RESIDENTIAL TOTAL PROV'D = 71 STALLS INSTRUCTIONS UNIQUE TO THE PROJECT CONSTRUCTION TYPE. Subtotal 2,833 37,090 6,277 101,223 '/ ACCESSIBLE STALLS = 2% OF EACH TYPE OF PARKING SPACE PROVIDED (PER IBC 1106.2) A. GAS APPLIANCES AND CHASE REQUIREMENTS B. HVAC EQUIPMENT AND DUCTING 1. PRE-ENGINEERED ROOF TRUSS SHOP DRAWINGS 2. PRE -MANUFACTURED FLOOR JOIST SHOP DRAWINGS 2009 ICC/ ANSI A117.1 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN FEDERAL FAIR HOUSING ACT (FFHA) GUIDELINES TOTAL 147,422 (71) GARAGE STALLS X .02 = 2 REQUIRED 3 PROVIDED* C. ALL EXHAUST FANS AND DUCTING D. BATHTUB AND SHOWER ENCLOSURES 3. FIRE STOPPING / FIRE RESISTANCE JOINT SYSTEMS 4. SIGNAGE * ACCESSIBLE STALLS INCLUDED IN TOTAL, INCLUDES (2) GARAGE VAN STALL E. RECESSED AND SEMI -RECESSED ELECTRICAL EQUIPMENT CITY OF TUKWILA CODE! ORDINANCES: PROPOSED F. RECEPTACLE BOXES (I.E.: TELEVISION, TELEPHONE, ELECTRICAL, THE FOLLOWING BIDDER -DESIGN/ BUILD ITEMS REQUIRE SEPARATE PERMITS: FLOOR AREA STALL LOCATION & SIZES: (SEE SHEET A020, A100 & A101) PLUMBING) TUKWILA MUNICIPAL CODE (TMC) TITLE 18 - ZONING GARAGE STALLS - LEVEL 1 G. ANY OTHER BUILT-IN OR RECESSED EQUIPMENT WHICH MAY 1. FIRE SUPPRESSION SYSTEM (NFPA 13 SPRINKLER AND STANDPIPES) ORDINANCE 2330 - TMC 16.46 FIRE PROTECTION IN MID -RISE BUILDINGS (>40 FT / 4 STORIES) BUILDING AREA, PER IBC 502: THE AREA INCLUDED WITHIN SURROUNDING EXTERIOR WALLS (28) STANDARD STALLS (07) COMPACT STALLS* PENETRATE A FLOOR/CEILING, ROOF/CEILING OR WALL ASSEMBLY. 2. REVIEW LOCAL JURISDICTIONAL REQUIREMENTS FOR COMPLETE 2. FIRE ALARM SYSTEM 3. MECHANICAL (INCLUDES SMOKE EVACUATION SYSTEM) EXCLUSIVE OF VENT SHAFTS AND COURTS. AREAS OF THE BUILDING NOT PROVIDED WITH (02) VAN ACCESSIBLE STALL INSTALLATIONS OF THE FOLLOWING: ELECTRICAL 3380 REGISTERED ARCHITECT 'R> G L. ALLw11vE ATE OF WASHINGTON STAMP OCCUPANCY GROUPS SURROUNDING EXTERIOR WALLS SHALL BE THE BUILDING AREA IF SUCH AREAS ARE INCLUDED WITHIN THE HORIZONTAL PROJECTION OF THE ROOF OR FLOOR ABOVE. TOTAL5. (37) STALLS GE STALLS LEVEL MEZZANINE A. BUILDING FIRE ALARM SYSTEM (NFPA 72A) B. FIRE EXTINGUISHER SIZE, TYPE AND LOCATION PLUMBING LOWER - 2 (19) STANDARD STALLS C. FIRE SUPPRESSION SPRINKLER SYSTEM - VERIFY NFPA SYSTEMS MIXED -USE, NON -SEPARATED USES (PER IBC 508.3): BLDG. TYPE I -A BLDG. AREAS EXTERIOR COVERED AREAS TOTAL GROSS FLOOR AREA ALLOWABLE FLOOR AREA (14) COMPACT STALLS* 01 ACCESSIBLE STALL D. EMERGENCY AND EXIT LIGHTING 3. COORDINATE WITH THE FOLLOWING UTILITIES AND COMPLY WITH LOCAL R-2: RESIDENTIAL APARTMENT & ASSEMBLY USES < 50 OCCUPANTS B: BUSINESS, OFFICE USE & ASSEMBLY USES < 50 OCCUPANTS LEVEL 1 37,669 SF 1,753 SF 39,422 SF UNLIMITED 3 OTAL STALLS TOTAL RESIDENTIAL GARAGE STALLS = 100% IN GARAGE JURISDICTIONAL REQUIREMENTS: A. TELEPHONE UTILITY S-1: GENERAL STORAGE (MODERATE HAZARD) MEZZ. 15,357 SF 0 SF 15,357 SF UNLIMITED (71) B. CABLE TELEVISION UTILITY S-2: ENCLOSED PARKING GARAGE & LOW HAZARD STORAGE SF 54,779 SF UNLIMITED (21) TOTAL COMPACT STALLS = 30% OF TOTAL RESIDENTIAL GARAGE PARKING C. POWER UTILITY, VAULT AND EASEMENTS TOTAL 53,026 SF 1,753 D. GAS UTILITY SEE BUILDING AREAS THIS SHEET FOR OCCUPANCY AREA BREAKDOWN ** 3 HOUR HORIZONTAL SEPARATION ** COMMERCIAL USES (TMC FIGURE 18-7) E. TRASH SERVICE AND RECYCLING SERVICE F. POSTAL AUTHORITY SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. G. DEPARTMENT OF PUBLIC WORKS FOR: SEE SHEETS A004 SERIES FOR DETAILED OCCUPANCY ANALYSIS UPPER BLDG. AREAS EXTERIOR TOTAL GROSS ALLOWABLE FLOORii. CITY OF TUKWILA PARKING DECISION L13-031 - COMPLEMENTARY PARKING REDUCTION &SHARED PARKING I. SANITARY SEWER BLDG. COVERED AREAS FLOOR AREA AREA STORM SEWER TYPE V-A OFFICE / COMMERCIAL TENANT: 3 STALLS PER 1,000SF OF USEABLE AREA Hi. WATER SUPPLY CONSTRUCTION TYPES / CODE NOTES LEVEL 2 23,554 0 SF 23,554 4. THE FOLLOWING ITEMS SHALL BE BIDDER DESIGN/BUILD SYSTEMS. THE SUB- CONTRACTOR SHALL PROVIDE A COMPLETE SYSTEM TO THE OWNER WHICH 3,272 SF X.90 (USEABLE) = 2,945 SF X.003 = 09 STALLS REQUIRED C36,000 LEVEL 3 23,614 0 SF 23,614 SF JURISDICTIONAL REQUIREMENTS: LEVELS: OCCUPANCY GROUPS: CONSTRUCTION TYPE: 23,614 0 SF 23,614 PROVIDED FIRE SPRINKLER SYSTEM A. FIRE ENERGY CODE COMPLIANCE o s LO N N N 6 CO N N o N ' s 8 LEVEL 4 SINGLE FLOOR (33) GARAGE STALLS B. FIRE ALARM SYSTEM LEVELS 2-5 R-2 / S-1 ACCESSORY)MAX. ( TYPE VA LEVEL 5 23,614 0 SF 23,614 (01) SURFACE - SHARED DRIVE C. SMOKE EVACUATION SYSTEM D. ELECTRICAL »» THREE HOUR HORIZONTAL SEPARATION «« 34 STALLS COMMERCIAL STALLS TOTAL o z ,- N M at W1 f0 MEZZANINE B/R-2 / S1 & S-2 TYPE 1A TOTAL 94,396 SF 0 SF 94,396 SF 108,000 SF NOTE: E. PLUMBING F. MECHANICAL 2012 WASHINGTON STATE ENERGY CODE - COMPONENT PERFORMANCE METHOD LEVEL 1 B / R-2 / S-1 & S-2 TYPE 1A 1. HORIZONTAL BUILDING SEPARATION ALLOWANCE PER IBC 510.2 1r474`�!w(? 1`fS�S° 1. (5) GARAGE STALLS TO BE ALLOCATED FOR BLDG. D, REMAINDER OF (20) SURPLUS STALLS FOR VILLAGE OVERFLOW PARKING THE BIDDER DESIGN/BUILD SYSTEMS SHALL BE SUBMITTED TO THE Decsription VE / REVISIONS POST PERMIT REVISIONS APPROPRIATE JURISDICTION(S) FOR REVIEW AND APPROVAL. SEE SHEETS A009 SERIES FOR ENERGY CODE COMPLIANCE FORMS / CALCULATIONS. TYPE 5A CONSTRUCTION OVER PODIUM OF TYPE 1A CONSTRUCTION WITH 3 HOUR 2 BUILDING PROTECTED THROUGHOUT BY AN APPROVED AUTOMATIC SPRINKLER ORIZONTAL SEPARATION UNIT MATRIX 2. ADDITIONAL (5) STALLS PROVIDED ON -STREET ROW ACCESSIBLE STALLS (PER IBC TABLE 1106.1) 26 50 = 2 REQUIRED 3 PROVIDED* 5. SUBCONTRACTORS SHALL PROVIDE DETAILS AND INFORMATION TO THE LOCAL CONCRETE METAL FRAMED - NON-RESIDENTIAL SPACES LEVEL 1 & MEZZANINE WOOD FRAMED SYSTEM IN ACCORDANCE WITH 903.3.1.1 (NFPA 13). (1) VAN STALL ON SURFACE AT SHARED DRIVE JURISDICTION FOR APPROVAL SHOWING HOW PENETRATIONS OF FIRE- - RESIDENTIAL SPACES - LEVELS 2-5 3. BUILDING PROVIDED WITH A MONITORED MANUAL AND AUTOMATIC FIRE DETECTION NAME 'TYPE IAREILVL1JLVL4LVL3ILVL4ILVL5 TOTAL TYPE A (2) VAN ACCESSIBLE STALLS IN GARAGE RESISTANCE RATED FLOORS & CEILINGS) ARE "F" ASSEMBLIES (WALLS, FLOOR SYSTEM THROUGHOUT WITH AUDIBLE AND VISUAL ALARMS (TMC 16.46.100). ONE BEDROOM UNITS PROTECTED. PROVIDE FOR BOTH MEMBRANE & 4. CLASS 1 STANDPIPE HOSE CONNECTIONS PER TMC 16.46.050. 1BED-A 1 BED 475 0 1 3 3 4 11 STALL SIZES: (SEE SHEET A020 & A100) PENETRATIONS, THROUGH PENETRATIONS, ALONG WITH APPROPRIATE APPROVAL NUMBERS 5. LEVEL ONE MEZZANINE PER IBC 505.1 MEZZANINE AREA >/= 1/2 FLOOR AREA BELOW PER IBC 1BED-A w 1 BED WI WINDOW 475 0 0 1 1 1 ° 3 FOR PROPOSED ING SYSTEMS. 505.2.1, EXCEPTION 2: TYPE 1A CONSTRUCTION, SPRINKLERED NFPA 13 &APPROVED 1aE0-A d 1 BED WI DOOR 475 0 4 1 1 a ° 6 (21) STANDARD STALLS EMERGENCY VOICE/ALARM COMMUNICATION PER IBC 907.5.2.2. 1BED-A d_s 1 BED WI DOOR SHOWER 475 0 1 0 0 a ° 1 (10) COMPACT STALLS 6. NOT USED. I� 495 0 1 3 3 3° 1a (03) VAN ACCESSIBLE STALL SUSTAINABLE PROGRAMS ED. 1BED Al 1 BIDE ND> 7 NOT U 2 1BED-A1_d 1 BED EXTENDED WI000R 495 0 1 0 0 0 1 (34) TOTAL ON -SITE STALLS 8. ELEVATOR HOISTWAYS W/ SMOKE DOORS (CORRIDOR CONTINITY). 1BED-B 1 BED 630 0 .0 2 2 2F 6 TOTAL COMPACT STALLS = 30% OF TOTAL COMMERCIAL GARAGE PARKING 1BED-B d 1 BED WI0o0R 630 0 2 .0 0 0* .2 (10) THE PROJECT SHALL COMPLY WITH THE FOLLWOING SUSTAINABLE PROGRAM REQUIREMENTS: 9. STANDBY GENERATOR SET PROVIDED ON PREMISE (NFPA 70) PER TMC 16.46.080 FOR 1BED-C 1 BED 595 0 1 2 2 3 ° 8 LOADING STALLS (TMC 18.56.060) Date N EMERGENCY LIGHTING, STAIR ENCLOSURE & ELEVATOR SHAFT PRESSURIZATION AND 1HfD-C_+vd 1 BED WI W&D 595 0 0 0 0 1 ° 1 OFFICE USE 3,000 -100,000 SF =1 STALL REQ'D 0 STALLS PROV'D* 1. EVERGREEN SUSTAINABLE DEVELOPMENT v2.2: ELEVATORS. 1BEa-c_d 1 BED DOOR 595 0 1 1 1 a� 3 *PER PARKING DECISION L13-031 REFERENCE EVERGREEN PROJECT PLAN AND COMPLIANCE CHECKLIST PREPARED BY OWNER & 10. EMERGENCY COMMUNICATIONS SYSTEM PER TMC 16.46.110. 1 BED-C_d_s 1 BED DOOR WI SHOWER 595 0 1 0 0 .0v 1 GENERAL CONTRACTOR. PROVIDE JACKS ON EACH FLOOR OF EACH STAIR TOWER AND BESIDE ELEVATOR. A MINIMUM 1B£D-C d_wd 1 BED DOOR WI W&D 595 0 0 1 0 0 ° 1 BICYCLE PARKING REQUIRED (TMC 18.56.130 FIGURE 18-7) > IY - N OF SIX HANDSETS STORED IN EMERGENCY COMMUNICATIONS ROOM. 1BED-C d wd A 1 BED DOOR WI W&D 595 0 :0 0 1 .0 1 1 2. SEATTLE CITY LIGHT BUILT -SMART PROGRAM FOR AFFORDABLE HOUSING: REFERENCE BUILT SMART USER TU ILA VILLAGE - BUILDING E SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES , LLC 201 27TH AVENUE SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 THESE DRAWINGS WERE PREPARED FOR T1- JKWILA VILLAGE - BUILDING E PROJECT IN TUKWILA, WA . © JOHNSON BRAUND, INC. THEY ARE NOT INTENDED FOR USE ON ANY OTHER PROJECT. 11. EMERGENCY COMMUNICATIONS SYSTEM ROOM CONSTRUCTED (IBC 911) PER TMC 16.46.120. f BED-C d_wd s_A 1 BED DOOR WIW&D t SHOWER 59s 0 1 0 0 0 ° 1 1 COMMERCIAL USES: MANUAL http://www.seattle.gov/light/conserve/resident/cv5_abs.htm 12. EMERGENCY EVACUATION NOTIFICATION SYSTEM (IBC 403) PER TMC 16.46.130. IBED-CI 1 BED EXTENDED 623 0 0 1 1 1 I. MINIMUM OF (2) STALLS REQUIRED (2) STALLS PROVIDED - SEE SITE PLAN A020 13. SMOKE EVACUATION SYSTEM (IBC/IFC 909) PER TMC 16.46.140. IBED-C1 1 BED 623 0 4 1 1 1 ° 3 wd EXTENDED W/W&D 1 BE0-C1d_wd 1 BED EXTENDED MOOR I W&D 623 0 1 0 0 a° 1 RESIDENTIAL USES: 14. ALTERNATE MATERIALS & METHODS REQUEST TO ALLOW WOOD FRAME STAIRWAY IBED�C1-d BED a 1 ° MINIMUM OF (2) STALLS REQUIRED (2) STALLS PROVIDED - IN GARAGE -SEE A100 s A 1 EXTENDED WIDOOR C SHOWER 623 0 0 a 1 1 CONSTRUCTION BELOW THE PODIUM (LEVEL 2) SLAB - TYPE 1A CONSTRUCTION. THREE HOUR NON-COMBUSTIBLE FIRE BARRIER WALLS AT EXIT ENCLOSURE AND IBED-C3_wd 1 BED WI W&D 658 0 0 .0 1 1 r 2 A. PROVIDE EXIT PASSGAEWAYS IN TYPE 1A CONSTRUCTION AT LEVELS 1 & M. IBED-C3_wa_s 1 BED Wf W&D f SHOWER 658 0 1 0 a a > 1 B. PROVIDE 3-HOUR OPENING PROTECTIVES AT EXIT ENCLOSURE & EXIT PASSAGEWAY IN 1BED C3_tvd_A 1 BED CORNER 658 0 ,.0 1 0 0 F. 1 1 SITE DIAGRAM: GRADE PLANE BUILDING HEIGHT & BASEMENT CALCULATIONS TYPE 1A CONSTRUCTION AT LEVELS 1 & M. SUBTOTAL Al 17 1 17 178 4 / .. C. PROVIDE SPRINKLER PROTECTION (NFPA 13) AT BOTH FLOOR LEVEL AND MID -LEVEL TWO BEDROOM UNITS I / 1 /) LANDINGS AT STAIRWAYS IN TYPE 1A CONSTRUCTION AT LEVELS 1 & M. 2BED-M \ - 289.45 2 BED h1F77 (INC. W&D) 930 5 0 0 0 P 5 289.11 289.07 288.75 289.45 289.45 2BE0-D_wd 2 BED Wf 761 0 2 2 2 1 7 28g 40 POINT LENGTH ELEV 1 ELEV 2 COMBINED AVERAGE VALUE ,\ , , , ,` ! ,t , , ,� , , ,\ , , •� . t , .� , ,� , , .� , .� , .W&0 2BED-E 2 BED 715 0 0 0 0 3 • 3 A C 288.50 287.14 A 20.25 289.40 289.11 578.51 289.26 5857.41 2BED-Ed v g G K O - 287.27 B 1.29 289.11 289.07 578.18 289.09 372.93 ALLOWABLE BUILDING HEIGHT AND AREA 2 BED WID00R 715 0 0 3 3 .0 6 289.60TT D E F H i J L M N Q 2BED E d_s 2 BED WI DOOR 15HOWER 715 0 1 0 0 0° 1 289.45 289.45 289.45 289.45 289.00 C 20.56 289.07 288.75 577.82 288.91 5939.99 2BED-Ed_wd 2 BED WI DOOR I W&D 715 0 0 2 1 .0 ° 3 289.78 S 289.50 W qq D 6.17 288.75 289.07 577.82 288.91 1782.57 PER IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: 2BED-E d wd_A 2 BED WI DOOR f 715 0 0 0 1 0 P 1 1 289.95 289.07 289.07 1/1��� 289.50 289.50 289.50 T V X Y Z E 18.33 289.07 289.07 578.14 289.07 5298.65 W&D LEVELS LEVEL 1 & MEZZANINE (MAXIMUM 1 STORY + BASEMENT(S) ABOVE THE GRADE PLANE) OF 2BED-E_d_wd s A 2 BED WID00RfSHOWER(W&D 715 0 1 0 0 0 ° 1 1 RR F 3.00 289.07 288.50 577.57 288.79 866.36 THE BUILDING SHALL BE CONSIDERED A SEPARATE & DISTINCT BUILDING FOR THE PURPOSE OF 2B£D-E_wd 2 BED WLW&D 715 0 0 0 0 2' 2 QQ 289.50 289.50 BB 288.90 G 13.58 288.50 289.45 577.95 288.98 3924.28 DETERMINING AREA LIMITATIONS, CONTINUITY OF FIRE WALLS, NUMBER OF STORIES & TYPE OF 2BED-E1 2 BED EXTENDED 734 0 0 6 6 5 ° 1? CC H 3.00 289.45 289.50 578.95 289.48 868.43 CONSTRUCTION. 2BED-EI A 2 BED EXTENDED 734 0 0 0 0 1 1 1 / 288.99 I 15.92 289.50 289.50 579.00 289.50 4608.84 LOWER BUILDING (PODIUM) = LEVELS P1 & 1 2BED-E1 d 2 BED EXTENDED MOOR 734 0 4 0 0 4 DD 1 3.00 289.50 289.45 578.95 289.48 868.43 289.00 THE ALLOWABLE BUILDING AREA AND 2 EXTENDED /SHOWER 734 0 2 0 0 0 ► 2 .0--- K 13.58 289.45 289.45 578.90 289.45 3930.73 IN MIXED -USE / NON -SEPARATED OCCUPANCIES, MED-El_d_s BED %DOOR HEIGHT ARE BASED ON THE MOST RESTRICTIVE ALLOWANCES FOR THE OCCUPANCIES 2BED-E1 wd 2 BED EXTENDED WI W&D 734 0 0 1 1 1 r 3 EE 288.60 L 3.00 289.45 289.50 578.95 289.48 868.43 INCLUDED (IBC 508.3.2). 2BED-E1d_wd 2 BED EXTENDED WIDOOR / W&D 734 0 1 0 0 0 ° 1 M N 15.92 289.50 289.50 579.00 289.50 4608.84 PER TABLE 503, TYPE 1-A: (COMPLIES WITH TABULAR ARES WITHOUT INCREASES) SUBTOTAL w 13� , "�. 3 0 3.00 308 289.50 289.45 289.45 289.45 578.95 578.90 289.48 868.43 HEIGHT (feet) HEIGHT (Stories) Area (SF) TOTAL ( 5 28 31 31 30 125 7 P 3.00 289.45 289.50 578.95 289.45 289.48 3 868.43 868.43 B (BUSINESS) UNLIMITED UNLIMITED 5.60% Q 16.58 289.50 287.14 576.64 288.32 4780.35 R-2 UNLIMITED UNLIMITED 1 (RESIDENTIAL) NOTES: R 9.00 287.14 287.27 574.41 287.21 2584.85 S-2 (PARKING GARAGE) UNLIMITED UNLIMITED S-1(MOD HAZ. STORAGE)UNLIMITED UNLIMITED 1. NO UNITS ON LEVELS P1, LEVEL 1 & MF77ANINE ___-_..........-____._.__.___.__._..__ _________ ___. 2. ALL UNITS ARE TYPE B ACCESSIBLE EXCEPT FOR DESIGNATED "_A" UNITS WHICHARE TYPE A ACCESSIB LE PP S T U 12.92 3.00 15.92 287.27 289.45 289.50 289.45 289.50 289.50 576.72 578.95 579.00 288.36 289.48 289.50 3725.61 868.43 4608.84 LEVEL 1 - MEZZANINE AREA (PER IBC 505.2 DOES NOT CONTRIBUTE TO THE FLOOR AREA OR 3. SEE PLANS FOR CALLOUTS OF "REVERSED" UNIT PLAN LOCATIONS. V 3.00 289.50 289.45 THE NUMBER OF STORIES.) 4. UNIT PLAN NAMING. STANDARD: W 3.00 289.45 289.45 578.95 578.90 289.48 289.45 868.43 868.35 UPPER BUILDING =LEVELS 2- 5 (REQUIRES AREA INCREASES PER IBC 504 & 506) TYPICAL: #.BEDROOM -UNIT NAME )=UNIT TYPE MODIFIERS I I FF X 16.33 289.45 289.50 578.95 289.48 4727.13 I wd WASHER/DRYER HOOKUP IN UNIT I- 1 Y 3.58 289.50 289.50 579.00 289.50 1036.41 PER TABLE 503, TYPE V-A: HEIGHT (feet) 50 HEIGHT (Stories) Area (SF) LOCATION Z 4.33 289.50 289.45 s ROLL -IN SHOWER (LEVEL 2 ONLY) 578.95 289.48 1253.43 R-2 (RESIDENTIAL APARTMENTS) 4 12,000 I d DOOR MODIFICATION TO DECK OR PATIO I AA 38.85 289.45 289.00 578.45 289.23 11236.39 504.2):.:__� _w _ WINDOW TYPE, SIZE OR LOCATION MODIFICATION BB 21.67 289.00 288.90 577.90 288.95 6261.55 AUTOMATIC SPRINKLER INCREASE (IBC ----------- _____1 - INCREASE TABULAR HEIGHT BY 20 FEET I i_A TYPE A ACCESSIBLE UNIT LOCATION: I CC 1.73 288.90 288.99 577.89 288.95 499.87 - INCREASE TABULAR NUMBER OF STORIES BY 1 292.70 292.49 00 /� /� 293.40 DD EE FF 10.21 11.81 110.46 288.99 289.00 289.00 288.60 577.99 577.60 289.00 288.80 2950.64 3410.73 . REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2�1a • City of Tukwila N l BUILDING'_.IVISION ALLOWABLE BUILDING HEIGHT: 50 FT. + 20 FT = 70 FT ABOVE GRADE PLANE* NN MM J` 289.21 288.60 289.00 577.60 288.80 31900.85 * 65'-0" HEIGHT LIMIT PER TMC URBAN RENEWAL OVERAL ZONE ACTUAL BUILDING HEIGHT: SEE ELEVATIONS SHEETS A200 SERIES 292.50 /, 1 LL 289 50 i' 289.00 /� GG HH 10.81 9.35 289.00 289.21 289.21 289.00 578.21 578.21 289.11 289.11 3125.23 2703.13 II 18.38 289.00 289.45 578.45 289.23 5315.96 KK HH GG II 2.52 289.45 289.50 578.95 289.48 729.48 ALLOWABLE NUMBER OF STORIES 3+1 + 1 = 5 STORIES (PER TMC 16.05) ACCESSIBLE UNITS \., JJ : ACTUAL NUMBER OF STORIES: 4 STORIES VA OVER TYPE 1A PODIUM (1 STORY 294.67 II 289.45 - 289.00 KK LL 100.23 16.17 289.50 294.67 294.67 293.40 584.17 588.07 292.09 294.04 29275.68 4754.55 ABOVE GRADE PLANE + (1) BASEMENT LEVELS) SEE DRAWING THIS SHEET FOR SITE GRADE PLAN CALCULATION AND DIAGRAM TYPE VA ALLOWABLE BUILDING AREA: 12,000 SF (At) BUILDING AREA MODIFICATIONS (IBC 506): TYPE A ACCESSIBLE UNITS: R-2 OCCUPANCY (IBC 1107.6.2.1.1 WA. STATE AMENDMENTS): 5% OF THE TOTAL UNITS. TYPE A UNITS SHALL BE DISPERSED AMONG THE VARIOUS CLASSES OF UNITS. PROPORTIONAL DISTRIBUTION (IBC 1107.6 WA. STATE AMENDMENTS): TYPE A UNITS SHALL BE APPORTIONED AMONG EFFICIENCY DWELLING UNITS, SINGLE BEDROOM UNITS AND MULTIPLE GRADE PLANE (IBC CHAPTER 2): A REFERENCE PLANE REPRESENTING THE AVERAGE OF FINISHED GROUND LEVEL ADJOINING THE BUILDING AT EXTERIOR WALLS. GRADE SLOPES UNIFORMLY ALONG EXTERIOR WALL. BUILDING HEIGHT (IBC CHAPTER 2): THE VERTICAL DISTANCE FROM GRADE PLANE TO THE AVERAGE HEIGHT OF THE HIGHEST ROOF SURFACE - SEE BUILDING ELEVATIONS FOR MM NN 00 PP OQ RR 105.60 3.13 29.90 121.33 4.33 6.50 293.40 292.50 292.49 292.70 289.95 289.78 292.50 292.49 292.70 289.95. 289.78 289.60 585.90 584.99 585.19 582.65 579.73 579.38 292.95 292.50 292.60 291.33 289.87 289.69 30935.52 915.519 35346.46 1255.12 1882.99 PROJECT #: 1026.05 DRAWN BY: DWK/GL/CMR CHECKED BY: DWK TYPE VA ALLOWABLE BUILDING AREA: 12,000 SF (At) per Story BEDROOM UNITS IN PROPORTION TO THE NUMBERS OF SUCH UNITS IN THE BUILDING. TYPE B ACCESSIBLE UNITS: R-2 APARTMENTS 1107.6.2.1.2) ALL REMAINING UNITS REQUIRED DIMENSIONS. BASEMENT (IBC CHAPTER 2): A STORY THAT IS NOT CONSIDERED A STORY ABOVE GRADE PLANE (IBC CHAPTER 2): TO BE CONSIDERED A BASEMENT, THE FINISHED SURFACE OF THE S5 U 4.58 15.33 289.60 289.50 289.50 289.40 579.10 578.90 289.55 289.45 1326.14 4437.27 Aa ={ At + [ At x I f] + I At x Is ]} (IBC TO BE TYPE B ACCESSIBLE FLOOR NEXT ABOVE MUST BE: 1. LESS THAN 6 FEET ABOVE GRADE PLANE 2. NO MORE 12 FEET ABOVE THE FINISHED GROUND AT ANY POINT. perimeter 887.73 257796.90 grade plane elevation 290.40 BUILDING CODE COMPLIANCE NOTES FRONTAGE INCREASE If = [F/P-0.25]W/30 = NOT CALCULATED AS BUILDING COMPLIES WITHOUT INCREASE TOTAL UNITS =125 REQUIRED ACCESSIBLE UNITS: 125 X .05 = 6 = 7 TYPE A UNITS HORIZONTAL BUILDING SEPARATION ALLOWANCE (IBC 510.2): THE BUILDING BELOW THE 3 HOUR HORIZONTAL ASSEMBLY CAN BE NO MORE THAT 2 STORIES ABOVE GRADE PLANE. DETERMINING GRADE PLANE CALCULATION BASEMENT CALCULATIONS roof struct. 2.61 5th flr to rf 8.10 RICE ED * (a) ELEV 1 + ELEV 2 / 2 = ELEV AVERAGE LENGTH = VALUE THIS BUILDING DOES NOT HAVE A BASEMENT 4th flr to flr 9.15 TUKW LA Is = 2 (200% INCREASE) PER IBC 506.3 AUTOMATIC SPRINKLER SYSTEM (903.3.1.1, NFPA 13)3rd PROPORTIONAL DISTRIBUTION: (b) ELEV 1 +ELEV 2 / 2 =ELEV AVERAGE LENGTH =VALUE flr to fir 9.15 CITY OF • Aa = { 12,000 + [ 12,000 X 0] + [ 12,000 x 2]} = 36,000 SF MAXIMUM ALLOWABLE PER FLOOR TOTAL VALUE TOTAL PERIMETER 2nd fir to flr 9.15REvisioN flr to fir 0.50 t' __ FEB 02 Z(� �a ' POST PERMIT (68) 1 BEDROOM UNITS = 50%Mezz = (4)1 BEDROOM TYPE A UNITS BEDROOM TYPE UNITS ro, 1st flr to flr 0.00 (57) 2 BEDROOM UNITS = 50% = (3) 2 A I MAXIMUM ALLOWABLE AREA DETERMINATION (IBC 506.4.1) 36,000 SF X 3=108,000 SF 125 TOTAL UNITS = 100% - 7 TYPE A UNITS ( ) - O TOTAL VALUE / TOTAL PERIMETER = GRADE PLANE ELEVATION ° ' 58.66 ACTUAL AREA: SEE BUILDING AREAS THIS SHEET SEE UNITMATRXTHISSHEET FOR TYPE AND LOCATION OF TYPE A ACCESSIBLE ITS. TYPE A ACCESSIBLE UNITS ARE NOTED ON THE BUILDING PLANS WITH ) �° r ��l' cow MAXIMUM ALLOWABLE BUILDING HEIGHT CALCULATION �; ��,, � " allowable allowable bid8:.h"t. from grade plane = . 355.40 . PERMIT CENTER actual height:fromgradeplane = 349.06 NO STORY SHALL EXCEED THE ALLOWABLE BUILDING AREA PER STORY (Aa) = 36,000 SF BUILDING CODE- HEIGHT/ELEVATION: 290.40' + 65' = 355.40' * ACTUAL PROPOSED HEIGHT / ELEVATION: 349.06' - SEE SHEETS A200 & A201 7/31/2013 6:50:35 PM C:\Users\dianak\Documents\1026- o. 11i 1JVdWO3 • 1JVdV'0 1JVdVVOJ i7VdVIOJ 1OVd,O •+•:*•:t 41,""*. • iimi I mot min Ilkmaw 111111 1 AR 1 /Iry Pia /Nam nom pp' ifitir Ail mak tax10_, APP:**ark / .4**., */# ah.4 iom Apt*I I aft 14/**411111 • W. /V eivg,/ **ore* si rogi • 97:5, • 1 SOUTH 144TH STREET TvKwlI- BOv T ERNA �VARD • ACCESSIBLE ROUTE OF TRAVEL EXISTING FIRE LANE PROPERTY LINE L I Lo, RESIDENTIAL N 2.0.10' COMMERCIAL ENTRY 291.35' I- O u_ POLICE CTR. ENTRY 291.95' POLICE CTR. ACCESSIBLE VAN STALL DEDICATED FOR BUILDING E STAIR 1 EXIT 292.85' ACCESSIBLE VAN STALL DEDICATED FOR BULDING D L l Ir r� STAIR 3 EXIT 288.50' GARAGE EXIT 292.45' UNIT ENTRY 289.50' —L — — Z UNIT ENTRY 289.50' r UNIT ENTRY 289.50' I —._ SECOND FRONT (18) STALLS RESERVED FOR KCHA - PARKING EASEMENT FDC, LOCATED WITHIN 50'-0" OF FIRE HYDRANT, & METAL SIGN W/ RAISED LETTERS @ LEAST 1" IN SIZE — STAIR 4 289.00' 289.00' EXIT 288.80' OUTLINE OF DETENTION VAULT (BELOW LEVEL ONE) SEPARATE PERMIT I0 —� — L BUILDING E / PARCE 5-STORY/125 UNIT AFFORDABLE SENIOR APTS./ MIXED -USE OFFICE OUTLINE OF BUILDING ABOVE SIDE GARAGE ENTRY • -- GARAGE •� ENTRY G rb r i =nncr rns!Pn:�r rre�P� J.�� 7 TRANSFORMER FOR BOTH D & E ASSUMED PROPERTY LINE BETWEEN 1 BUILDINGS (30'-0" MIN.) GENERATOR FOR BLDG. E • Oft �♦� ,44 *Ata, PROPOSED BUILDING D PARCEL A ZONING: HDR/UROD UNDER SEPARATE PERMIT D14-0326 4 `►'1 ate' 44 lg I I I .�� Lr PROPERTY LINE I n w GARAGE EXIT 289.50' STAIR 28.5' .Ira t J ZONING: NCC 1 SITE PLAN 1" = 20'-0" 289.50 AEVIN PROJECT DATA OWNER: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC. PROJECT LOCATION: 4450 S. 144TH STREET, TUKWILA, WA ASSESSOR'S PARCEL NUMBER: 0040000180 NEW PARCEL A, PER LOT CONSOLIDATION FILE NO. L16-031 SITE AREA: 84,310 S.F. (1.94 ACRES) - FOR BOTH BLDGS. D & E DESCRIPTION: That portion of Lots 12 through 15, inclusive, Block 2, Plat of Adams Home Tracts recorded in Volume 11, and page 31, records of King County, Washington, being in the Northeast quarter of the Northwest quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian CITY OF TUKWILA, KING COUNTY, WASHINGTON - COMPLETE LEGAL DESCRIPTION BELOW PARKING BUILDING E: (01) SURFACE STALLS (104) GARAGE STALLS (00) LOADING STALLS (105) TOTAL STALLS ZONING: HIGH DENSITY RESIDENTIAL (HDR)(TMC 18.14) URBAN RENEWAL OVERLAY DISTRICT (URO)(TMC 18.43) & TUKWILA INTERNATIONAL BLVD. DESIGN MANUAL DEVELOPMENT STANDARDS: 1. BUILDING HEIGHT: UP TO 65 FT (PER ZONING CODE). 2. URO SETBACK STANDARDS FRONT: 8 FT. FROM CURBLINE ON S. 144TH ST. SIDE (W/IN 50 FT OF HDR): 10 FT. FIRST FLOOR 2ND + FLOOR: 20 FT.* (*NOTE PER DDA EAST SIDE CAN BE AVERAGED) REAR (W/IN 50 FT OF HDR): 1ST FLOOR 10 FT. 2ND FLOOR & ABOVE: 20 FT. 3. THE MAXIMUM NUMBER OF DWELLING UNITS SHALL BE DETRMINED BY BUILDING ENVELOPE, RATHER THAN A NUMERIC DENSITY. 4. UNIT MIX LIMITATION THAT STUDIO UNITS AVERAGE AT LEAST 500 SF OF INTERIOR FLOOR SPACE WITH NO UNITS SMALLER THAN 450 SF. NO MORE THAN 40% OF DWELLING UNITS TO BE STUDIOS. NO STUDIO UNITS PROVIDED. THE URO DEVELOPMENT STANDARDS APPLY WHERE ALL OF THE FOLLOWING CRITERIA ARE MET (TMC 18.43.070.B): - AT LEAST 100 FEET OF DEVELOPMENT PARCEL FRONTS ONTO TUKWILA INTERNATIONAL BOULEVARD. - AT LEAST 75% OF PARKING IS PROVIDED IN AN ENCLOSED GARAGE AND SCREENED FROM VIEW FROM PUBLIC ROW. - THE GROUND FLOOR ALONG T.I.B. MUST CONTAIN ACTIVE USES. - DEVELOPMENT MUST PROVIDE AMENITIES FOR HIGH QUALITY PEDESTRIAN EXPERIENCE. - THE PROPERTY OWNER SHALL PREPARE A TRANSPORTATION MANAGEMENT PLAN TO ENCOURAGE ALTERNATIVES TO AUTOMOBILE USE. - PROVIDE CAR SHARING PROGRAM FOR RESIDENTAL DEVELOPMENT. -PROVIDE BICYCLE PARKING FOR RESIDENTIAL USE (SEE A001). RECEIVED CITY OF TUKWILA FEB 02 2010 n PARCEL A LEGAL DESCRIPTION ADAMS HOME TRACTS PORTION LOTS 12 THRU 15 BLK 2 DAF: BEGINNING AT INTERSECTION OF S MARGIN OF S 144TH ST AS CONVEYED TO CITY OF TUKWILA BY RECORDING NO 20150319001438 AND W LINE OF E 3.00 FT OF SAID LOT 15 TH S01-06-33W 280.19 FT ALONG SAID W LINE TO POINT ON LINE PARALLEL WITH AND 11.50 FT NORTH OF S LINE OF SAID LOT 15 TH N87-39-54W 97.12 FT TH S01-06-50W 11.50 FT TO S LINE OF SAID LOT 15 TH N87-39-54W 97.33 FT ALONG SAID S LINE AND S LINE OF SAID LOT 14 TO POINT ON LINE PARALLEL WITH AND 60.00 FT EAST OF W LINE OF SAID LOT 14 TH N01-07-07E 125.03 FT ALONG SAID PARALLEL LINE TO POINT ON LINE PARALLEL WITH AND 125.00 FT NORTH OF S LINE OF SAID LOT 14 TH N87-39-54W 198.12 FT ALONG SAID PARALLEL LINE TO E MARGIN OF TUKWIAL INTERNATIONAL BLVD TH N20-06-52E 160.87 FT TO THAT PORTION CONVEYED TO STATE OF WA BY DEED UNDER RECORDING NO 9603260430 TH S69-53-08E 5.00 FT ALONG SAID E MARGIN TH N20-06-52E 20.00 FT ALONG SAID E MARGIN TH N69-55-50E 2.71 FT ALONG SAID E MARGIN TO SAID S MARGIN OF S 144TH ST AS CONVEYED TO CITY OF TUKWILA BY RECORDING NO 20150319001438 TH 587-35-35E 161.55 FT ALONG SAID S MARGIN TH S02-24-25W 8.39 FT ALONG SAID S MARGIN TH 588-52-26E 164.98 FT TO POB (AKA PARCEL "A" DESCRIBED & DELINEATED IN CITY LOT TUKWILA LOT CONSOLIDATION NO L16-0031 RECORDING NO 20160629900001 AS CORRECTED BY "SURVEY FOR MAP CORRECTION" RECORDING NO 20160809900003) JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. o�cllI4c"pc 0 0 T.: ' 0 N 10 N N CD N � 0 N O 0 0 m 8 ci z — N M er N CD Decsription BID SET/PERMIT COMMENTS VE / REVISIONS DETENTION VAULT PERMIT POST PERMIT REVISIONS RFI responses Date p) CDCDt,O N N N qqN 8o.= ci 0 . �o >o= It '- Navin TUKWILA VILLAGE - BUILDING E SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 U J J Q 0 0 I— z W a. 0 a zz w Uct 0 ag a.> H O O M I- 0 0 J CO uJ g cnco UJo) W ¢j < H J N } N a_ W 0. 0 z 0 w U) ce 0 0 z w wo 0z zw 9< 51 m= W~ V' >0 m I— KZcp W re a¢ cr)g zD OU wo I-- O. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 CR/DWK DWK ARCHITCTURAL SITE PLAN POST PERMIT 6/20/2017 4:28:01 PM 0 0 fn 0 C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central 2017_diana MEZZANINE OCCUPANT LOADS KEY ROOM NAME OCCUPANCY ARE A(SF) OLF # OF OCC EXITS REQ'D EXITS PROV' D CORRIDOR NONE MEETING ROOM B, A FOR OLF 312 15 21 1 1 w v-' w w w w w r' A &,..,, LOBBY A ,t �. AJ �' � w r w w w B, 4�F9 C�LF /�. AV..LI w w 147 /�� A w w w 115 A �� r• w \r- ., 1�0 A w w w �� A 1 A✓ �' w w v- A 1 A&._. P V V �/ RESTROOM B J. 76 V 100 \.! \J�V 0 1 V 1 2 BED-MUNITS R-2 SEE L1 RESIDENTIAL UNIT OCCUPANT LOADS MEDIA ROOM R-2, A FOR OLF 512 15 35 1 1 % STORAGE R-2 502 100 0 1 1 PARKING GARAGE S-2 11,348 200 57 1 1 Grand Total 113 LEVEL 1 OCCUPANT LOADS KEY ROOM NAME OCCUPANCY ARE A(SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D CORRIDOR NONE 1,239 RESIDENT LOBBY B, A FOR OLF 337 15 23 1 1 OFFICE B 288 100 3 1 1 MAIL ROOM B 136 100 2 1 1 LOBBY LOUNGE A-3 758 15 51 2 2 ), i ELEV. MACH. RM. S-1 67 300 1 1 1 ',/ /X ELECTRICAL S-1 231 300 1 1 1 �'' /, 2 BED-M UNITS R-2 SEE L1 RESIDENTIAL UNIT OCCUPANT LOADS ;. ,', ;�';%%� ELECTRICAL S-1 61 300 1 1 1 W,*A ELEV. MACH. RM. S-1 82 300 1 1 1 r' '' ' ' FIRE COMMAND S-1 250 300 1 1 1 '/ ;� ,''' , '/ ' SPRINKLER/BOILER S-1 195 300 1 1 1 "r: • - PARKING GARAGE - RES S-2 12,532 200 63 2 2 :' • ''P::- -•; ;''- PARKING GARAGE - COMM S-2 12,491 200 63 2 2 ,: TRASH ROOM S-1 318 300 2 1 1 RESOURCE CTR. B 2,057 100 21 1 1 COMMERICAL B 1,202 100 13 1 1 Grand Total 248 L1 RESIDENTIAL UNIT OCCUPANT LOADS KEY ROOM NAME OCCUPANCY ARE A(SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D j/ 2 BED-M (UNIT 1) R-2 974 200 5 1 1 // 2 BED-M (UNIT 2) R-2 974 200 5 1 1 2 BED-M (UNIT 3) R-2 974 200 5 1 1 / / 2 BED-M (UNIT 4) R-2 974 200 5 1 1 //� 2 BED-M (UNIT 5) R-2 974 200 5 1 1 Grand Total 25 . 4,, dh, -46, 04101411) i AA.4 4 id -virAREK .»..z�-'�'��,. ���tl"s��' i blur AiiiiGiuu.u.i.ii ! r ►1 AK I 73 i.uu.uu....uu■►�' ��401Ca '-4 -21, / / urea 14 STAIR 1 STAIR 3 STAIR 3 ° ' COMMON PATH OF TRAVEL DISTANCE: 21'-5' 10v10oo tovaricto.Lovdav b a :.. ma - - FJ • .a fl a°°- 4.6 MAXIUM TRAVEL DISTANCE: 173'-2" - (250 -0" ALLOWED) ;- ° . - • ° RAMP ° ° OPEN DIA OCC EGRESS LEVEL 1.5 MEZZ 1" = 20'-0" STAIR 4 .DIAGONAL DISTANCE =° 299'-6''- REdUIREDI XFT' EPARATI(3N-=°1/3°=.99'=°10'a ° ° AbTUAL: •287'-4=' ° 4° ..4 . r \ DIA OCC EGRESS LEVEL 1 1" = 20'-0" EGRESS LEGEND GENERAL OCCUPANCY NOTES # ( OCCUPANT LOAD PER EXIT DOOR EGRESS WIDTH TOTAL NUMBER OF OCCUPANTS SERVED REQUIRED DOOR WIDTH (.2) PROVIDED DOOR WIDTH STAIR EGRESS WIDTH 4* TOTAL NUMBER OF OCCUPANTS SERVED REQUIRED STAIR WIDTH (.3) PROVIDED STAIR WIDTH MAXIMUM TRAVEL DISTANCE TO NEAREST EXIT AND COMMON PATH OF TRAVEL 0 ELEVATOR TO ACCOMMODATE STRETCHER ACCESSIBLE MEANS OF EGRESS ELEVATOR SPRINKLER /BOILER 4 !RBjtSt RECEIVED CITY OF TU16WILA FEB 02 21318 PERMIT CENTER OCCUPANCY GROUPS PER IBC CHAPTER 3 CLASSIFICATION CLASSIFICATION BUSINESS RESIDENTIAL PARKING GARAGE STORAGE RESIDENTIAL STORAGE GROUP B R-2 S-2 S-1 (MOD. HAZARD) R-2 S-1 (MOD. HAZARD) LOCATION LEVEL 1/MEZZ. LEVEL 1/MEZZ. LEVEL 1/MEZZ. LEVEL 1 LEVELS 2-5 LEVELS 2-5 CONSTRUCTION TYPE TYPE IA TYPE IA TYPE IA TYPE IA TYPE VA TYPE VA MIXED -USE AND OCCUPANCY PER IBC 508 WHERE A BUILDING CONTAINS MORE THAN ONE OCCUPANCY GROUP, THE BUILDING OR PORTION THERE OF SHALL COMPLY WITH THE APPLICABLE PROVISIONS OF SECTIONS OF 508.2, 508.3, OR 508.4, OR A COMBINATION THEREOF. LEVELS 1 & MEZZANINE : NON -SEPARATED OCCUPANCIES (IBC 508.3): B/M/R-2/S-2 1. NON -SEPARATED OCCUPANCIES SHALL BE INDIVIDUALLY CLASSIFIED AND COMPLY WITH CODE FOR THE PARTICULAR OCCUPANCY, EXCEPT THAT THE MOST RESTRIC- TIVE PROVISIONS OF CHAPTER 9 (FIRE PROTECTION SYSTEMS) SHALL GOVERN. 2. THE ALLOWABLE BUILDING AREA AND HEIGHT FOR THE MOST RESTRICTIVE OCCUPANCY SHALL GOVERN (UNLIMITED FOR TYPE 1A PORTION OF BUILDING). NO SEPARATION IS REQUIRED BETWEEN NON -SEPARATED OCCUPANCIES, SEE A005 SHEET SERIES FOR FIRE RATED ASSEMBLY KEY PLANS. 3. INCIDENTAL USES - SPRINKLERED / NON -FIRE RATED SEPARATION (IBC 509) SHALL BE BE SEPARATED BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. TRASH ROOM > 100 SF, LEVEL P1. TYPICAL LEVELS 2-5: ACCESSORY OCCUPANCIES (IBC 508.2): R-21S-1 1. ACCESSORY OCCUPANCIES ARE ANCILLARY TO THE MAIN OCCUPANCY OF THE BUILDING, OR PORTION THEREOF. MAIN OCCUPANCY = R-2 APARTMENTS, ACCESSORY OCCUPANCY = S-1 MOD. HAZARD STORAGE, MECHANICAL, & ELECTRICAL ROOMS. 2. AGGREGATE ACCESSORY OCCUPANCIES ARE LIMITED TO 10% OF THE AREA OF THE STORY THAT THEY ARE LOCATED. 3. ACCESSORY OCCUPANCIES SHALL BE INDIVIDUALLY CLASSIFIED AND SHALL COMPLY WITH CODE FOR THE PARTICULAR OCCUPANCY. 4. THE ALLOWABLE BUILDING AREA AND HEIGHT FOR MAIN OCCUPANCY(R-2) SHALL GOVERN. SEE AREA CALCULATIONS SHEET A001. 5. NO SEPARATION IS REQUIRED BETWEEN ACCESSORY OCCUPANCIES AND THE MAIN OCCUPANCY, EXCEPT THAT R-2 DWELLING UNITS SHALL BE SEPARATED FROM OTHER DWELLING UNITS AND FROM THE S-1 ACCESSORY OCCUPANCIES CONTIGUOUS WITH THEM BY 1-HOUR RATED FIRE PARTITIONS. SEE A005 SHEET SERIES FOR FIRE RATED ASSEMBLY. 6. INCIDENTAL USES - SPRINKLERED / NON -FIRE RATED SEPARATION (IBC 509) SHALL BE BE SEPARATED BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. LAUNDRY ROOMS >100 SF, LEVELS 2-5. MEANS OF EGRESS 1. AREAS INCLUDED FOR OCCUPANT LOAD CALCULATION DO NOT INCLUDE CORRIDORS, STAIRS, RESTROOMS AND UNOCCUPIED AREAS. 2. THE NUMBER OF OCCUPANTS HAVE BEEN ROUNDED UP. 3. DESIGN OCCUPANT LOAD PER IBC TABLE 1004.1.2: SEE CALCS. BY OCCUPANCY ON THIS SHEET. A. ACCESSORY STORAGE AREAS = 300 SF / OCCUPANT (GROSS) B. ASSEMBLY WITHOUT FIXED SEATS = 15 SF / OCCUPANT (NET) C. BUSINESS AREAS = 100 SF / OCCUPANT (GROSS) E. PARKING GARAGE = 200 SF / OCCUPANT (GROSS) F. RESIDENTIAL = 200 SF / OCCUPANT (200 GROSS) 4. OUTDOOR AREAS (IBC 1004.5): A. OUTDOOR AREAS (LE. TERRACES) ARE NOT INTENDED TO BE UTILIZED BY PERSONS IN ADDITION TO THE OCCUPANTS OF THE BUILDING. THE PATH OF EXIT TRAVEL PASSES THROUGH THE BUILDING, BUT THE OCCUPANT LOAD OF THE OUTDOOR AREA DOES NOT CONTRIBUTE TO THE TOTAL SUM OF THE BUILDING. B. OUTDOOR AREAS (I,E. DECKS/TERRACES/BALCONIES) ASSOCIATED WITH INDIVIDUAL R-2 DWELLING UNITS DO NOT CONTRIBUTE TO THE TOTAL SUM OF THE BUILDING AREA. 4. NUMBER OF EXITS (IBC 1015): TWO EXITS SHALL BE REQUIRED FROM ANY SPACE WHERE THE OCCUPANT LOAD EXCEED THE FOLLOWING VALUES PER IBC TABLE 1015.1: SEE EXITING PLANS ON THIS SHEET. A. GROUP A, B = 49 OCCUPANTS B. GROUP S = 29 OCCUPANTS C. GROUP R =10 OCCUPANTS 5. SEPARATION OF EXITS (IBC 1015.2.1): WHERE TWO EXITS ARE REQUIRED THEY SHALL BE PLACED A DISTANCE APART EQUAL TO NOT LESS THAN 1/3 THE DIAGONAL DIMENSION OF THE AREA SERVED ( EXCEPTION 2 SPRINKLERED BUILDING). SEE EXITING PLANS ON THIS SHEET FOR SEPARATION DIMENSIONS. 6. COMMON PATH OF EGRESS TRAVEL (IBC 1014.3): A. 75 MAXIMUM, EXCEPT: B. B/S OCCUPANCIES: 100 FT. MAXIMUM (SPRINKLERED) C. R-2 OCCUPANCIES: 125 FT. MAXIMUM (SPRINKLERED) 7. EXIT ACCESS TRAVEL DISTANCE (IBC 1016): A. GROUP A, R, S-1 B. GROUP B C. GROUP S-2 8. DEAD-END CORRIDORS (IBC 1018.4): A. WHERE MORE THAN ONE EXIT IS REQUIRED, MAX. DEAD-END LENGTH = 20 FT. EXCEPT; B. GROUP B, R-2, S = 50 FT (SPRINKLERED) 9. EGRESS WIDTH (IBC 1005.3.1, & 1005.3.2, EXCEPTIONS): SHALL NOT BE LESS THAN THE TOTAL OCCUPANT LOAD SERVED BY THE MEANS OF EGRESS MULTIPLIED BY: A. .2 INCHES PER OCCUPANT FOR STAIRS (SPRINKLERED) PROPOSED STAIR WIDTH = 45.375" /.2 = 226 OCCUPANTS ACCOMMODATED B. .15 INCHES PER OCCUPANT FOR OTHER COMPONENTS (SPRINKLERED) PROPOSED 36" DOOR = 34"/.15 = 226 OCCUPANTS ACCOMMODATED PROPOSED LEVELS 2-5: 1HR RESIDENTIAL CORRIDOR WIDTH = 69" CLEAR/.15 = 460 OCCUPANTS ACCOMMODATED. C. SEE EXITING PLANS FOR ACTUAL NUMBER OF OCCUPANTS. 10. MEANS OF EGRESS ILLUMINATION (IBC 1006): A. ILLUMINATION SHALL BE PROVIDED AT EVERY POINT IN THE MEANS OF EGRESS. THE ILLUMINATION LEVEL SHALL NOT BE LESS H - THAN 1 FOOT-CANDLE (11 LUX) AT THE WALKING SURFACE AT ALL TIMES THE SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. LUMINARIES SHALL BE INSTALLED WHENEVER EXIT SIGNS ARE REQUIRED. B. POWER SUPPLY TO BE PROVIDED BY PREMISES' ELECTRICAL SUPPLY. IN EVENT OF POWER SUPPLY FAILURE, AN EMERGENCY POWER SYSTEM SHALL AUTOMATICALLY ILLUMINATE AREAS REQUIRED PER IBC 1006.3 INCLUDING: CORRIDORS, EXIT ENCLOSURES, EXIT PASSAGEWAYS, INTERIOR EXIT DISCHARGE ELEMENTS AND EXTERIOR LANDINGS FOR EXIT DISCHARGE DOORWAYS. C. EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON -SITE GENERATOR. REFER TO ELECTRICAL BIDDER/DESIGN PLANS FOR SYSTEM DESIGN. = 250 FT (SPRINKLERED) = 200 FT (NS - ROOF TERRACE) = 300 FT (SPRINKLERED) = 400 FT (SPRINKLERED) 11. EXIT SIGNS (IBC 1011): A. PROVIDE AN APPROVED EXIT SIGN AT ALL EXITS AND EXIT ACCESS DOORWAYS (FROM SPACES REQUIRING TWO EXITS) IN A LOCATION THAT IS READILY VISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL. PLACE SIGNS SUCH THAT NO POINT IN CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FT FROM THE NEAREST VISIBLE EXIT SIGN. SEE BUILDING PLANS FOR SIGN LOCATIONS. B. EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED PER IBC 1011.3, 1011.5, AND 1011.6. C. PROVIDE A TACTILE EXIT SIGN STATING "EXIT" AND COMPLYING WITH ICC A117.1 ADJACENT TO EACH DOOR TO AN AREA OF REFUGE, EXTERIOR AREA FOR ASSISTED RESCUE, EXIT STAIRWAY, EXIT RAMP, EXIT PASSAGEWAY AND EXIT DISCHARGE. 12. POSTING OF OCCUPANT LOAD (IBC 1004.3): EVERY ROOM OR SPACE THAT IS AN ASSEMBLY OCCUPANCY SHALL HAVE THE OCCUPANT LOAD OF THE SPACE POSTED IN A CONSPICUOUS PLACE NEAR THE MAIN EXIT OR EXIT ACCESS DOORWAY. POSTED SIGNS SHALL BE OF AN APPROVED LEGIBLE PERMANENT DESIGN AND SHALL BE MAINTAINED. SEE OCCUPANCY & EGRESS PLANS THIS SHEET FOR OCCUPANT LOADS. EXAMPLE: 13. ACCESSIBLE MEANS OF EGRESS (IBC 1007.2): FROM ABOVE AND BELOW GRADE LEVELS IS PROVIDED BY INTERIOR EXIT STAIRS - REFER TO SHEET A452 FOR REQUIREMENTS AND BY AN ACCESSIBLE ELEVATOR - REFER TO SHEET A460 FOR REQUIREMENTS. NOTICE FOR YOUR SAFETY OCCUPANCY IS LIMITED TO: 428 PERSONS BY ORDER OF THE CODE OFFICIAL Keep Posted Under Penalty Of Law JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA =REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROLCOORD. WN a :4-: Qj 7 N E;p Nj cM--' N b (NN 08 0 O (N� J uo N nl top !,.= Ns al 0 • 8 0 z =- N CO ct tO CO Decsription MEP COORD/BID SET BID SET/PERMIT COMMENTS POST PERMIT REVISIONS Date to n to ' O N N 6 O W,...NM SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: w W a 0 w 0 v_ cq wz ow a rot >z 5� ct z 0 _ 00 w W3 u D U I-- 0- REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 CMR Checker OCCUPANCY & EGRESS PLANS z w POST PERMIT 0 C Co C O 0 Quo C co C co O NI m C a) U WI m U) O co 8B 9A 8A 2C OW 2B 'P I 11.11Mrcommummom C IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 8B 8B 2A 2C2 t .� ...• 0000 8A 8A /'� HORIZONTAL ASSEMBLY - EW SECTION 1" = 20'-0" HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF ik 348.11 W ' TOP PLATE 345.53 I LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 299.50 LEVEL 1 289.50 TYP. TYP. OPEN TO \BELOW / TYP. 1B3 .OPEN' ,TO /BELOW \ \ / \ OPEN TO BELOW �C— "III' TYP. 1B3 OPEN /TO /BELOW OPEN TO BELOW 1A \ / / \OPEN %T0 /BELOW / 'OPEN TO BELOW /\ \. COMPACT I COMPACT COMPACT I COMPACT OPEN -T0 i �BELOW� TYPE IA CONSTRUCTION (HORIZONTAL ASSEMBLY): 3 HOUR SEPARATION TYPE IA CONSTRUCTION: EXIT ENCLOSURE WALLS - 3 HOUR* o o SHAFT WALLS & FIRE BARRIER - 2 HOUR CORRIDOR WALLS -1 HOUR DEMISING WALL UNITS -1 HOUR TYPICAL INTERIOR WALL: NON -BEARING WALL COMB 0 2C 1 B3 4B 4H 4J1 4C 4D 4B1 4C1 TYP. COMPACT ■ COMPACT MEZZ LEVEL ASSEMBLY KEYPLAN 1" = 20'-0" fl fl fl fl fl Li, Li, Li, fl, Li 1A LEVEL I ASSEMBLY KEYPLAN 1" = 20'-0" TYP. R RECEIVED OF TUKWILA FEB 02 2018 PERMIT CENTER FIRE RESISTIVE CONSTRUCTION REQUIRED FIRE RESISTIVE RATINGS: IBC 601 TYPE IA CONSTRUCTION (LEVEL 1 & MEZZANINE): PRIMARY STRUCTURAL FRAME BEARING WALLS - EXTERIOR BEARING WALLS - INTERIOR NON -BEARING WALLS - EXTERIOR NON -BEARING WALLS - INTERIOR FLOOR CONSTRUCTION & SEC. MEMBERS ROOF CONSTRUCTION & SEC. MEMBERS 3 HOUR 3 HOUR 3 HOUR BASED ON TABLE 602 FOR FIRE SEPARATION DIST. 0 HOUR 2 HOUR 1.5 HOUR 3 HOUR HORIZONTAL FIRE BARRIER REQUIRED AT LEVEL 2 SLAB PER CITY OF TUKWILA ORDINANCE 2326 & IBC 510.2 HORIZONTAL BLDG. SEPARATION ALLOWANCE TYPE VA CONSTRUCTION (LEVELS 2 - 5): PRIMARY STRUCTURAL FRAME BEARING WALLS - EXTERIOR BEARING WALLS - INTERIOR NON -BEARING WALLS - EXTERIOR NON -BEARING WALLS - INTERIOR FLOOR CONSTRUCTION & SEC. MEMBERS ROOF CONSTRUCTION & SEC. MEMBERS CORRIDOR WALLS (IBC 1018.1) SLEEPING UNIT SEPARATION (IBC 420.2) SHAFTS (IBC 707.3.1) ELEVATOR HOISTWAY (IBC 713.14) STAIR/EXIT ENCLOSURE (IBC 1022.2) TYPE 1A STAIR/EXIT ENCLOSURE (AMMR*) TRASH CHUTE ACCESS ROOM (IBC 713.13.3) TRASH CHUTE TERMINATION ROOM (IBC 713.13.4) 1 HOUR 1 HOUR (FIRE SIDE INSIDE>10FT) 1 HOUR BASED ON TABLE 602 FOR FIRE SEPARATION DIST. 0 HOUR 1 HOUR 1 HOUR 1 HOUR FIRE PARTITION 1 HOUR FIRE PARTITION 2 HOUR FIRE BARRIER 2 HOUR FIRE BARRIER 2 HOUR FIRE BARRIER 3 HOUR (LEVELS 1 & M)* 1 HOUR FIRE BARRIE 2 HOUR FIRE BARRIER FIRE COMMAND CENTER (IBC 911.1.2 WA) ELEVATOR MACHINE ROOM (IBC 3006.4) ELEVATOR MACHINE ROOM (IBC 3006.4, EXC. 1) 2 HOUR FIRE BARRIER 2 HOUR FIRE BARRIER (ABUT HOISTWAY) 1 HOUR FIRE BARRIER (DOES NOT ABUT HOISTWAY *ALTERNATE METHODS REQUEST FOR STAIRWAY CONSTRUCTION, SEE CODE NOTE 14 / A001. JOHNSON BRAUNDINc. FIRE RESISTIVE ASSEMBLIES XX FIRE RESISTIVE ASSEMBLIES ARE TAGGED ON THE ASSEMBLY PLANS THIS SHEET AND SHEET A005a. REFER TO SHEETS A006 - A006d FOR FIRE RESISTIVE ASSEMBLY DETAILS. MARKING AND IDENTIFICATION (IBC 703.7): FIRE WALLS, FIRE BARRIERS, FIRE PARTITIONS, SMOKE BARRIERS AND SMOKE PARTITIONS OR ANY OTHER WALL REQUIRED TO HAVE PROTECTED OPENINGS OR PENETRATIONS SHALL BE EFFECTIVELY AND PERMANENTLY IDENTIFIED WITH SIGNS OR STENCILING. SUCH IDENTIFICATION SHALL: A. BE LOCATED IN ACCESSIBLE CONCEALED FLOOR, FLOOR -CEILING OR ATTIC SPACES; B. BE LOCATED WITHIN 15 FEET OR THE END OF EACH WALL AND AT INTERVALS NOT EXCEEDING 30 FEET MEASURED HORIZONTALLY ALONG THE WALL OR PARTITION; AND C. INCLUDE LETTING NOT LESS THAN 3 INCHES IN HEIGHT WITH A MINIMUM 3/8" STROKE IN A CONTRASTING COLOR INCORPORATING THE SUGGESTED WORDING. "FIRE AND/OR SMOKE BARRIER -- PROTECT ALL OPENINGS" OR OTHER WORDING. EXCEPTION: WALLS IN GROUP R-2 OCCUPANCIES THAT DO NOT HAVE A REMOVABLE DECORATIVE CEILING ALLOWING ACCESS TO THE CONCEALED SPACE. SITE DIAGRAM - EXTERIOR WALLS & OPENINGS t INTERNAL STREET CENTER ASSUMED PROPERTY LINE BETWEEN BUILDINGS (<30') 18' -1 1/2 7 10' -2 Jr FIRE SEPARATION DISTANCE. THE DISTANCE MEASURED FROM THE BUILDING FACE TO ONE OF THE FOLLOWING: 1. THE CLOSEST INTERIOR LOT LINE; 2. TO THE CENTERLINE OF A STREET, AN ALLEY OR PUBLIC WAY; OR 3. TO AN IMAGINARY LINE BETWEEN TWO BUILDINGS ON THE PROPERTY. THE DISTANCE SHALL BE MEASURED AT RIGHT ANGLES FROM THE FACE OF THE WALL. FIRE -RESISTANCE RATING REQUIREMENTS FOR NON -BEARING EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCE PER NTABLE (602) 0:;.<X 30 =1 HOUR (OCCUPANCY GROUP M, S-1, A, B, R, S-2) 3.....�.... = 0 HOUR (OCCUPANCY GROUP M, S-1, A, B, R, S-2) FIRE -RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS (705.5): THE REQ'D. FIRE RESISTANCE RATINGS OF EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE GREATER THAN 10 FT. SHALL BE RATED FOR EXPOSURE TO FIRE FROM THE INSIDE. WALLS <10 FT. SHALL BE RATED FOR EXPOSURE FROM BOTH SIDES. MAXIMUM AREA OF EXTERIOR WALL OPENINGS BASED ON FIRE SEPARATION DISTANCE AND DEGREE OF OPENING PROTECTION (TABLE 705.8) 10 FT. TO LESS THAN 15 FT. UNPROTECTED, SPRINKLERED 45% 15 FT. TO LESS THAN 20 FT. UNPROTECTED, SPRINKLERED 75% 20 FT. TO LESS THAN 25 FT. UNPROTECTED, SPRINKLERED NO LIMIT 30 FT. OR GREATER UNPROTECTED, SPRINKLERED NOT REQ'D SEE DEGREE OF OPENING CALCULATIONS PER WALL/LEVEL THIS SHEET. SOUTH WALL OPENING CALCULATIONS c(D 10'-2 1/2" FIRE SEPARATION DISTANCE LEVEL 1 OPENING 167.5 SF / WALL 1104.58 SF = 15.16 % (<45%) 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT •REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. WN < O Oj .- N O � N N O `::1 LO (0 O N CO N C' O CO t� 0 N O O d Z N « cr N (0 Decsription MEP COORD/BID SET POST PERMIT REVISIONS Date s N.-c6 (II N o N0 W 0 2 co I w 0 J SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: U W a. Iris CO 0 w CC 0 0 Z F- LU Z CD al Z O<<} CO (DO >d �Z T ctz 000 cc© et Lj w w Z� o0 ww O REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING LOIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Author Checker FIRE/SOUND ASSEMBLY PLANS POST PERMIT 6/20/201 7 4:28:03 PM ASSEMBLY KEYPLAN - LEVEL 5 ASSEMBLY 1" = 20'-0" 4 A005 TYPE VA CONSTRUCTION : CORRIDOR WALLS 1 HOUR FIRE PARTITION T''SH 1 HOUR FIRE BARRIER CD0 10110 00000MO0OD csessms o 0000 0 DEMISING WALL UNITS 1 HOUR FIRE PARTITION ® 0 000 0 0200000 0® 2 HOUR EXIT ENCLOSURE/SHAFT WALLS 2 HOUR SHAFT "CLOSURE" WALLS TYPICAL WALLS WITHIN UNITS: 1 HOUR RATED BEARING WALL - TYPICAL NON -RATED NON -BEARING WALL - TYPICAL FLOOR PLAN-LEVEL3-4 1" = 20'-0" 1 FLOOR PLAN - LEVEL 2 1" = 20'-0" CID 0 0 CM WED 0 0 an 7C 7E 7D 7H 4J 7B 7B1 7C1 7J 4J1 11> JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA sREG L. ALLWINR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. 0 0 oiNNNNo csi CO N LC) I� 0 CO 0 6(0N O 0 O O Z .- N C') y. N 0 Decsription POST PERMIT REVISIONS Date 0 N C O Nd SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: H O w a O a_ a w z 0 0 0 W wz Z w ¢ m� C. 00 go Io Z z x 00 01 a. a re N Z 1- U ww w0 I -a REVIEWED FOR �,�r ;ODE COMPLIANCE RI~... E F APPROVED CITY OF TUKWILA FEB 2 2 2018 FEB 02 Hi PERMIT CEN TE B C ity of Tukwila UILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Author Checker FIRE/SOUND ASSEMBLY PLANS POST PERMIT FILE NAME: C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central_2017_dianak@johnsonbraund.com.rvt 6/20/2017 4:28:07 PM A GA FILE NO. WP 1350 I GENERIC ( 1 HOUR 35 to 39 STC FIRE & SOUND ASSEMBLIES GENERAL NOTES GA FILE NO, 1 P 1622 GENERIC 2 HOUR to 59 STC <11> JOHNSON 15200 52nd Ave. Suite 300 Seattle, 206.766.8 Phone www.johnsonbraund.com ARCHITECTURE INTERIOR Greg L. Jeffrey BRAU N D�Nc• South 00 DESIGN Allwine, AIA A. Williams, AIA FIRE SOUND GYPSUM WALLBOARD, STEEL STUDS FIRE SOUND GYPSUM WALLBOARD, STEEL STUDS One layer 5/8" type X gypsum wallboard or gypsum veneer base applied parallel or at right �. 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE Base layer sie type X gypsum wallboard or gypsum veneer base applied parallel or at right " " „ angles to each side of 3Ia steel studs 24 o.c. with 1 Type S drywall screws 24 e.c. Face layrer'V?' type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to each side with 15/1` Type S drywall screws 12" o.c- Joints staggered 24"' each rayer and side. Sound tested with 31/2" glass fiber friction fit in K.,_• .; ; > ' I 1 t ' ``' ` 1 ` '' ! i !; ! (. r 1 I; I, 4 , ' , ',+` '; ';_,�:� " . - DESIGN MANUAL A- - G 600 2012 20TH EDITION, WASHINGTON angles to each side of 35/8 steel studs 24"o.c. with 1"Type S drywall screws 8"o.c. at vertical joints and 12" c.c. at floor and ceiling runners and intermediate studs. -.;. Joints staggered 24" on opposite sides. (NLB) ' �- ° ' k D.C. CONTRACTOR IS TO PROVIDE(2)COPIES OF THIS MANUALTHEJOB ON SITE TO COORDINATE FIRE RESISTIVE ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATED ASSEMBLIES. CONTRACTOR SHALL REFER TO THE R 5/8" TYPE 'X' GYPSUM Thickness: 4T/6" Approx. Weight: 6 psf Fire Test: FM OSU ULC 79T497, ULC Sound Test: NGC RAL ! WP-45, T 79T484, Design 2005004, TL06-114, 6-19-68; 1770, 8-61; 79T500, 8-12-81, W415 6-15-05 4-11-06 "GENERAL EXPLANATORY NOTES" FOR ANY ALLOWED DEVIATION FROM THE TESTED ASSEMBLY. 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWINGS WITH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC & ICC TESTS ARE FROM GA MANUAL LISTED ABOVE, OWENS-CORNING WALL & FLOOR ASSEMBLY GUIDE OR stud space. (NLB) Thickness: 6r/e` Approx. Weight: 12 psf Fire Test. See WP (WHI-495-0238 1-30-80) Sound Test: NRCC 1548 & 237, 818-NV, 2-3-81 SHEATHING +� FROM ICBO/ICC REPORTS. 4. SOUND TRANSMISSION REQUIREMENTS APPLY TO COMMON TYPE 'X' GYPSUM 4" OR 6" METAL STUD WALLS -- - o '&3 INTERIOR WALLS, PARTITIONS AND FLOOR CEILING ASSEMBLIES BETWEEN ADJACENT DWELLING UNITS (2)5/8" SHEATHING - PER PLAN. SEE EXPLANATORY NOTE B. to r r- fa 0 (GUESTROOMS) OR BETWEEN DWELLING UNITS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH AS CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC 1207). ; ; •, OF 6" METAL STUD WALLS 9 3380 REGISTERED ARCHITECT E ATE OF WASHINGTON1 STAMP \ A. AIR -BORNE SOUND: NOT LESS THAN STC 50 4" PER PLAN. SEE EXPLANATORY NOTE B. a.- ,�, �, � 0 5/8" TYPE 'X' GYPSUM ASSEMBLY TYPE 4B NON � (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN SHEATHING ALTERNATE INSULATION -INSULATED, ASSEMBLY FILL CAVITY WITH BATT FOR INCREASED SOUND CONTROL CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE -' ;; ° " ``" ;- - "' ' ` ; =•_ _- ,- ` ,_- -, _;-•,_ ; ;; -•� ; TYPE 'X' GYPSUM ASSEMBLY TYPE 4B NON (2)5/8" SHEATHING ALTERNATE INSULATION -INSULATED, ASSEMBLY FILL CAVITY WITH FOR INCREASED SOUND CONTROL BATT SEALED, LINED, INSULATED OR OTHERWISE TREATED TO MAINTAIN RATINGS. THIS REQUIREMENT SHALL NOT APPLY 4B 1 HOUR RATED NON-COMBUSTIBLE METAL STUD WALL NON -LOAD BEARING INTERIOR WALL TO DWELLING UNIT ENTRY DOORS, HOWEVER SUCH DOORS SHALL BE TIGHT FITTING TO FRAME AND SILL. GA FILE: WP 1350 TYPE: NON -LOAD BEARING INTERIOR LOCATION: LEVEL 1 & MEZZANINE WALL - TYPE REQUIRED IA CONSTRUCTION STC: NONE B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45IF FIELD TESTED). 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. DEMISING WALL: STC 50 MIN. 4H 2 HOUR RATED NON-COMBUSTIBLE METAL STUD WALL EXIT ENCLOSURE WALL SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET z0 N CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. GA FILE: WP 1522 TYPE: FIRE BARRIER - TYPE IA CONSTRUCTIONCORRIDOR LOCATION: LEVEL 1 & MEZZANINE ELEVATOR MACHINE ROOM, & FIRE FINISH PER INCLUDING COMMAND EXIT ENCLOSURES, REQUIRED STC: NONE 4B1 LOCATION: LEVEL 1 & MEZZANINE ROOMS BATHROOMS, OFFICES, EQUIPMENT WALLS: STC 50 MIN. WALLS AND INTERIOR PARTITIONS, NONCOMBUSTIBLE ALTERNATE TO ASSEMBLY 4B: 6" BATT INSULATION STUD IN LIEU OF 4" AND FILL CAVITY WITH 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF "RESILIENT CHANNELS" , DIETRICH RCSD DELUXE CHANNELS SHALL BE USED. 7. SOUND RATED ASSEMBLIES - SOUND CONTROL: SYSTEMS SHALL BEAIR-TIGHT. ITEMS THAT PENETRATE THE GYPSUM BOARD SHALL NOT BE LOCATED BACK TO GA FILE NO. WP 2922 PROPRIETARYt 3 HOUR 50 to5' 4 STC WALLBOARD, STEEL STUDS FIRE SOUNDEXTERIOR ELEVATIONS P.T. WOOD FURRING GYPSUM o s m tO s N IA s ill Ts s • : N otYpeX o cd u. Base layer 1/2" proprietary type X gypsum wallboard applied parallel to each side of 1 5/8" steel studs 24" o.c. with 1" Type S drywall screws 36" o.c. Second layer 112" proprietary 5/8" gypsum wallboard applied at parallel or at right angles to eaoh side with 1 Typeflat111 _ 4111 T T ��'' 1 l 3/8" @ 16 WOOD O.C.k SHEATHING PER FILE NO, 1fP S PROPRIETARY'. '� HOUR BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE S drywaQ screws 24" o.c. Face layer 1/2" proprietary type X gypsum wallboard applied at o z .- N co a h tp GLASS MAT GYPSUM SUBSTRATE, STEEL STUDS FIRE AND SEALED. THE ENTIRE PERIMETER OF A SOUND INSULATING SYSTEM SHALL BE right angles to each side with 21/4" Type S drywall screws 12" o.c. and 1 1/2" Type G drywall screws midway between studs 1 1/2" above and below horizontal joints. Joints staggered 24" each layer and side. Sound tested with 1 1/2" glass fiber insulation friction fit In stud space. (NLB) Thickness: 4 5/8" PROPRIETARY GYPSUM BOARD Limiting Height: Refer to manufacturer " Approx. Weight: 13 psf American Gypsum Company " 1/2 FIREBLOC TYPE C _ -86 BPB America Inc. 1/2 ProRocrw Type C Gypsum Panels Fire Test. WHI 495.08U4,11-19, , Y Y G-P Gypsum 1/2" ToughRock® Fireguard®C UL R7U94,10-24-90, UL Design U435 Lafarge North America Inc: 1/2" Firecheck®Type C PABCC? GypsumSound Test WEAL 87-118,1-22-87 Yp� 1/2 FLAME CURB® Super 'C' Temple-Inland Forest Products 1/2" TG-C Corporation tContact the manufacturer for more detailed Information on proprietary products. Decsription POST PERMIT REVISIONS tie" MADE AIR TIGHT TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN STRUCTURAL - SEE EXPLANITORY NOTE F. — EXTERIOR SIDE: One layer proprietary type glass matgyousa substrate (sheathing) 31/2 METAL STUD�' applied resistant Y►titPt car parallel or at right angles to 35'a screws 8" o.c, at vertical studs and flexible, non -hardening building sealant *h ayatarn steel a kxls 24"" 12" o,e. at or moored ta.c, with 1 Type S corrosion runners, Joints caulked with wrather cxp+ad cladding ACOUSTICAL GASKET SHALL BE USED TO SEAL BETWEEN THE STC RATED SYSTEM AND ALL DISSIMILAR SURFACES AND ALSO BETWEEN THE SYSTEM AND SIMILAR SURFACES WHERE PERIMETER RELIEF IS REQUIRED. TAPING GYPSUM WALL CAVITY WITH ADJACENT WALLBOARD I WALL AND WALL -CEILING INTERSECTIONS INTERIOR water-resistant backing 1"Type Georgia EXTERIOR SIDE:One layer shin proprietary type gypsum backing beard, board, or gyp trrn veneer base applied S drywall screws 8" o.c. at studs and PROPRIETARY GYPSUM Pacific Gypsum LLC FINISH PER glass mat gypsum wallboard, pared '12" e.c_ at PANEL - Ws" DenaGleese - Vs" gyp urrl substrate, glass mat water-resistant gypsum mirk s: or at right angles to studs with Appm- Vaferghl: floor and ceiling: runners: (NLB) Fire Test: PRODUCT Fireguards Sheathing DensArmor Plum@ Frregymig. tnter+ar Panel EXTERIOR ,4r/s� S psf' CTC 2171- 9 7-'12- 1 PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). 8• PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2012 IBC SEC 717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES AND FIRE RATED WALL ASSEMBLIES IN ACCORDANCE WITH 2012 IBC SEC 713 AS NOTED ON SHEET A007 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE RATED FILL BATT INSULATION 4F1 NON -RATED NON-COMBUSTIBLE FURRING WALL FURRING WALL GA FILE: NONE TYPE: NON -LOAD BEARING FURRING LOCATION: LEVELS 2 -5 INTERIOR GWB WALL - TYPE VA CONSTRUCTION REQUIRED STC: NONE ELEVATIONS WALLS, FLOORS OR FLOOR/CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY AN 'X'GYPSUM Date s 0 ;' (1) LAYER - TYPE & SIZE TO MATCH REST OF GWB ON PROJECT 2" MIN. AIRSPACE AT METAL %APPROVED // // VO" ®� _� FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE 2012 IBC SEC 714 AS NOTED STUD CONDITIONS - wWITH ON SHEET A007 > re 21/2"METAL STUD (3)5/8"TYPE SHEATHING Er > 11. CONTINUITY OF FIRE RATED WALLS: TU = ILA VILLAGE - BUILDING E SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES , LLC 201 27TH AVENUE SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 THESE DRAWINGS WERE PREPARED FOR THBJKWILA VILLAGE BUILDING E PROJECT IN TUKWILA, WA . © JOHNSON BRAUND, INC. THEY ARE NOT INTENDED FOR USE ON ANY OTHER PROJECT. 2" CONTINUOUS RIGID A. FIRE BARRIERS (IBC 707.5) AND SHAFT ENCLOSURES (IBC R-13 HIGH DENSITY GATT ADJACENT WALL INSULATION �, 708.5): SHALL EXTEND FROM THE TOP OF THE FLOOR/CEILING `: ' ;, . • . : `; .' .•.: ' . in (R-10) ] BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF _• INSULATION, COMPRESSED TO FILL WALL CAVITY— PER ENERGY CALCULATIONS SHEATHING, SLAB OR DECK ABOVE AND SECURELY 4" METAL STUD WALLS PER PLAN. SEE EXPLANATORY NOTE B. _ r- 0 6"METAL STUD WALLS — — — — — — — — ATTACHED THERETO. AND SHALL BE CONTINUOUS THROUGH SPACED SEE PER STRUCTURAL. EXPLANATORY NOTE B. ► � ., e•- CONCEALED SPACES. B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY ',,, . •, ";'.'. _ :; ;.... _ _ `, •-;:'.;• t- ' ` ' ' •' -,'-•• 4F NON -RATED NON-COMBUSTIBLE FURRING WALL NON -LOAD BEARING INTERIOR WALL , ; ; •; , ,. ;^,; ., : ;, ;: ; ,.- •:.,., -, -; ,. -, _,.• - ,; ..,. ,,,.. -., , -. • , .,,; ..S..:,,,•-,.• ..,.,.: • - ..: :._... • .. • :. •.. .... ... ..:. •- , _ 'X' GYPSUM 5/8" TYPE 'X' GYPSUM R-21 BATT INSULATION TO FILL CAVITY PER --�_ BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE FIRE - (3)5/8" TYPE SHEATHING METAL STUD WALL EXIT ENCLOSURE WALL GA FILE: NONE TYPE: NON -LOAD BEARING INTERIOR WALL - LOCATION: LEVELS 1 & MEZZ. , TYPE IA CONSTRUCTION REQUIRED STC: NONE ENERGY CALCULATIONS SEE NOTE A. RESISTANCE RATED FLOOR/CEILING OR ROOF CEILING SHEATHING (BOTH SIDES) - ABOVE. C. SMOKE BARRIERS (IBC 710.4): SHALL FORM AN EFFECTIVE GA FILE NO. P �!)2 GENERICNOUR 5ti to 5 STC 4H14A 3 HOUR RATED NON-COMBUSTIBLE NON -RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL (X>30 FIRE SEPARATION DISTANCE) MEMBRANE CONTINUOUS FROM OUTSIDE WALL TO OUTSIDE WALL AND FROM THE TOP OF THE FOUNDATION OR REQUIRED STC: NONE FLOOR/CEILING ASSEMBLY BELOW GYPSUM WALLBOARD, STEEL TUDS FIRE SOUND GA FILE: WP 2922 TYPE: FIRE BARRIER - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 & MEZZANINE AT EXIT ENCLOSURES 1X6 T&G GA FILE: WP 8005 TYPE: NON -LOAD BEARING EXTERIOR LOCATION: LEVEL 1 & MEZZANINE CEDAR OR 7/8" CORR. WALL - REQUIRED TYPE IA CONSTRUCTION EXTERIOR STC: NONE TO THE UNDERSIDE OF THE FLOOR OR ROOF SHEATHING, DECK OR SLAB ABOVE, INCLUDING CONTINUITY THROUGH CONCEALED SPACES. 12. SEE "ENERGY CODE COMPLIANCE" NOTES ON SHEET SERIES A009 FOR INSULATION REQUIREMENTS. 13. ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) SHALL BE DENS -GLASS GOLD OR EQUAL. 14. THE TERMS "GYPSUM WALLBOARD" AND "GWB" ARE One layer sits" type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to each side of 351a" steel studs 24" o.c with 1" Type S drywall screws 8" c.a. at vertical pints and 12" o.c. at wall perimeter and intermediate studs. Face layer s/e type X gypsum wallboard or. gypsum veneer base applied parallel or at right angles to ONE SIDE with 15/a" Type S drywall screws 12" e.c. ° y` ' ; t l i '.: • ' ' 1�,r�,��,�'," I I; 'I; I, I ( I, ;,��,�1;� � + IP Joints staggered 24" each layer and side. Sound tested with 3t/t glass fiber friction fit in stud space. (NIA) Thickness: 5112" Approx. Weight: 8 psf Fire Test: Sae (FM OSU ULC 79T487, ULC Sound first:. NRCC WP WP-3S0 T 79T484, Design 1350 19-68 1770, 8-61; 79T500, 8`21"81, W415) 2-3 1 MTL. SIDING PER ELEVATIONS, �1► INTERCHANGEABLE. , _ THE TERMS "GYPSUM SHEATHING" AND "GSB" ARE 1/2" P.T. O.C. WOOD FURRING @16" OVER R-10 RIGID INTERCHANGEABLE. INSULATION - - 15. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE USED 6 METAL " STUD WALLS PER '4 AT ALL "WET LOCATIONS", I.E. @ BATHTUBS. GA MANUAL GENERAL EXPLANATORY NOTES GA FILE NO, WP'1054.4 PROPRIETARY I 2 HOUR 50 to 54 STC PLAN. p PER GA MANUAL GENERAL EXPLANATORY NOTE #11: "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE TESTED WALL GYPSUM PANEL PRvtittC7S, STEEL C-H, C-T, OR I STUDS FIRE SOUND •.. . OR PARTITION SYSTEM, MINERAL FIBER, GLASS FIBER OR 5/8" TYPE 'X' GYPSUM R-21 BATT INSULATION TO FILL CAVITY PER CELLULOSE FIBER INSULATION OF One layer 1' �r 24" proprietary type Xgyri;um patt�l4;�Inserted between 2113" door and lei `,,. J runners with Tsection of 2112' steel C-li, C-T, ill I studs between panels. 1/2" right ° y c r N " t. "` . ' ao �, „ t. ' • r..l, i SHEATHING (BOTH SIDES) ENERGY CALCULATIONS SEE NOTE A. A THICKNESS NOT EXCEEDING THAT OF THE STUD DEPTH J - SHALL BE PERMITTED TO BE ADDED WITHIN THE STUD CAVITY." B. PER GA MANUAL GENERAL EXPLANATORY NOTE #16 "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TO OPPOSITE SIDE: Base layer proprietary type X um v,retihoarrl applied at rT 'i" Typo drywall 24" and 6' from Boot angkis to surds with S screws o.c. and ceiling runners, face layer 1/2" proprietary type X gypsum wallboard apptaed parallel to studs with 1s/a* Type S drywallscrews 12" o.c. and 3" from floor and ceiling runners. Joints offs 24' Ifr baselayer joints. Thickness: Sound *sled with ills" glass tiler Insolation frlcthn tit In stud space, NLB) Approx. Weight: ,8 Firs: Test: ITS, 8-0-91,a PROPRIETARY GYPSUM PANEL PRODUCTS ITS Design GPWA 2 '1 ilz, T+x+ Fireguard�, Georgia Pacific Gypsum LLC - rghltvckk : Sound Test: P.AL1'L09 IG,12-5-0R) Gypsum Board 1" DerrsGlass0 Shaftliner TYPE X GWB LAYERS OF 5/8" TYPE 'X' (2) GYPSUM SHEATHING :�. : ;�. ; ; i:;.'; :; r;.,' : ; ♦ 4A1 NON -RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL (X>30 FIRE SEPARATION DISTANCE) BE USED IN METAL OR WOOD -STUD SYSTEMS. METAL STUDS OF HEAVIER GAGE THAN THOSE TESTED SHALL BE �; ;::' .: ;'.;` -.: , . , „� ; .: ,"�. ""'®'"'"""-".a REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 • City of Tukwila BUILDING DIVISION STUD v kr 0 GA FILE: WP 8005 TYPE: NON -LOAD BEARING EXTERIOR LOCATION: LEVEL 1 & MEZZANINE WALL - TYPE IA CONSTRUCTION REVI"� 1 REQUIRED "& N`' rd o STC: NONE RECEIVED �,-�,��iP�.IL� ... PERMITTED. THE ASSIGNED RATING OF ANY LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON -LOAD BEARING SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS." C. PER GA MANUAL GENERAL EXPLANATORY NOTE #17 "SPECIFIED FLOOR -CEILING AND ROOF -CEILING FRAMING 4"OF 6"METAL WALLS PER PLAN. SEE EXPLANATORY NOTE B. r- U) ^ - 6 - : .� ., .- . - , .., • ,., .., . - • - ; •, - • .. _ : ,.,., - 5/8" TYPE 'X' GYPSUM FILL CAVITY WITH BATT INSULATION FOR EXTERIOR FEB 02 2018 SIZES OR TRUSS DIMENSIONS ARE MINIMUMS. GREATER JOIST OR TRUSS SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -FRAMED SYSTEMS. INDICATED SHEATHING INCREASED SOUND CONTROL (2) LAYERS 5/8" CONCRETE BASE, THICKENSS PER DETAILS :. ° •: - • - , ' • ° _ °•. : ,° ° -• -°, ' a° ° • _ ' �: °_ : �; :'' :' . °_ ° ° a ° . ° • d ° <" ° ° ° , ° d °. °� :d° -� � -� _ d ; �' , <'= •< '�.:a °; °,. , a • ':' d `° : d -. .: .: ° • : - - -.• •• ` a ;' ° a ^' : '< ' ` • ° b d °, ° . .'`q, °<`. ° ° ••;d•` - � a ; - P 'At/ ° :d- ; G �°, _ . ° d `• ° -' IT CENTER JOIST AND TRUSS SPACING ARE MAXIMUMS." D. PER GA MANUAL GENERAL EXPLANATORY NOTE #18 "WITHIN DESIGN LIMITATIONS, THE DISTANCE BETWEEN PARALLEL ROWS OF STUDS, SUCH AS IN A CHASE WALL, SHALL BE PERMITTED TO BE INCREASED BEYOND THAT TESTED. WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" AND CROSS BRACING .. ., ; .......... .. ... ;.� I I 4D 1-HOUR NON-COMBUSTIBLE METAL STUD WALL NLB UNIT DEMISING WALL 2-1/2" CH STUD, SEE EXPLANATORY NOTE B. ".:•= 'lI, ,;; , - ::.: '.'•':- .e : ° :,' := ' =:,_, ; :::.ih-:.:;-,.. , ; :° . ; : , , : ,.::.. , 1" PROPRIETARY TYPE 'X' SHAFT SIDE GA FILE: 1350 REQUIRED STC: 50 TYPE: NON -LOAD BEARING INTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 & MEZZANINE PROJECT #: 1026.05 DRAWN BY: CMR CHECKED BY: CMR 2" CONTINUOUS RIGID INSULATION IS REQUIRED THE CROSS BRACING SHALL BE FABRICATED GYPSUM PANELS SHAFT "CLOSURE" WALL , 1-HOUR NON-COMBUSTIBLE METAL STUD WALL NLB UNIT CORRIDOR WALL 4C2 (R-10) ♦ FROM STEEL STUDS." PER ENERGY CALCULATIONS / E. PER GA MANUAL GENERAL EXPLANATORY NOTE #22 "ADDITIONAL LOCATION: LEVEL 1 & MEZZANINE REQUIRED STC: 50 ALTERNATE TO ASSEMBLY 4C: 2" RIGID INSULATION W/ 5/8" GYP. BD. 6" METAL STUD WALLS — — — — — — — — — - LAYERS OF TYPE X OR REGULAR GYPSUM SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B.METAL /� ti PANELS SHALL BE PERMITTED TO BE ADDED TO ANY SYSTEM." F. PER GA MANUAL GENERAL EXPLANATORY NOTE #23 "WHEN 4 J 2-HOUR RATED NON-COMBUSTIBLE SHAFT WALL FIRE, SOUND & INSULATION ASSEMBLIES STC: NONE•• GA FILE: WP 7074 REQUIRED TYPE: FIRE BARRIER - TYPE IA & VA CONSTRUCTION LOCATION: SHAFT CLOSURE AT TRASH RM. WALL SHAFT "CLOSURE" WALL 5/8" TYPE 'X' GYPSUM R-21 BATT INSULATION TO FILL CAVITY PER NOT SPECIFIED AS A COMPONENT OF A FIRE -RESISTANCE RATED WALL OR PARTITION SYSTEM, WOOD STRUCTURAL 1 1-HOUR NON-COMBUSTIBLE METAL STUD WALL NLB UNIT CORRIDOR DOOR INSET WALL 4C1i ENERGY CALCULATIONS SEE NOTE A. PANELS SHALL BE PERMITED TO BE ADDED TO ONE OR BOTH LOCATION: LEVEL 1 & MEZZANINE REQUIRED STC: 50 ALTERNATE TO ASSEMBLY 4C: 4" STUD IN LIEU OF 6" SHEATHING - SIDES." SEE GA MANUAL FOR NOTE G, PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH SYSTEM LISTS SPECIFIC PRODUCTS THAT POST PERMIT 1 2-HOUR RATED NON-COMBUSTIBLE SHAFT 4J1 REQUIRED STC: NONE 4A2 NON -RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL X>30 FIRE SEPARATION DISTANCE)PROPRIETARY (�� ARE ACCEPTABLE FOR USE IN THE SPECIFIC SYSTEM IN 4C 1-HOUR NON-COMBUSTIBLE METAL STUD WALL NLB UNIT CORRIDOR WALL GA FILE: WP 7074 - TYPE: FIRE BARRIER TYPE IA & VA CONSTRUCTION LOCATION: SHAFT CLOSURE AT ELEVATOR HOISTWAY DOOR ALTERNATE TO ASSEMBLY 4J: 4" C-T STUD IN LIEU OF 2-1/2" WHICH THEY ARE LISTED. CONSULT THE MANUFACTURER GA FILE: WP 8005 REQUIRED STC: NONE TYPE: NON -LOAD BEARING EXTERIOR WALL - TYPE IA CONSTRUCTION ` LOCATION: LEVEL 1 Sri FOR INFORMATION ON ADDITIONAL PROPRIETARY PRODUCTS THAT ARE SUITABLE FOR USE IN SPECIFIC PROPRIETARY SYSTEMS." GA FILE: 1350 REQUIRED STC: 50 TYPE: NLB INTERIOR WALL - TYPE IA CONSTRUCTION, 6" STUD LOCATION: LEVEL 1 & MEZZANINE FILE NAME: C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central_2017_dianak@johpsonbraund.com.rvt 6/20/2017 4:28:09 PM TYPE 'X' GYPSUM FIRE & SOUND ASSEMBLIES GENERAL NOTES 11 JOHNSON 15200 52nd Ave. Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR Greg Jeffrey BRAU N DINc. South DESIGN L. Aliwine, AIA A. Williams, AIA 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-2012 20TH EDITION, WASHINGTON D.C. CONTRACTOR IS TO PROVIDE (2) COPIES OF THIS MANUAL ON THE JOB SITE TO COORDINATE FIRE RESISTIVE ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATED ASSEMBLIES. CONTRACTOR SHALL REFER TO THE "GENERAL EXPLANATORY NOTES" FOR ANY ALLOWED DEVIATION FROM THE TESTED ASSEMBLY. 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWINGS WITH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC & ICC TESTS ARE FROM GA MANUAL LISTED ABOVE, OWENS-CORNING WALL & FLOOR ASSEMBLY GUIDE OR FROM ICBO/ICC REPORTS. 4. SOUND TRANSMISSION REQUIREMENTS APPLY TO COMMON INTERIOR WALLS, PARTITIONS AND FLOOR CEILING ASSEMBLIES BETWEEN ADJACENT DWELLING UNITS (GUESTROOMS) OR BETWEEN DWELLING UNITS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH AS CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC 1207). A. AIR -BORNE SOUND: NOT LESS THAN STC 50 (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE SEALED, LINED, INSULATED OR OTHERWISE TREATED TO MAINTAIN RATINGS. THIS REQUIREMENT SHALL NOT APPLY TO DWELLING UNIT ENTRY DOORS, HOWEVER SUCH DOORS SHALL BE TIGHT FITTING TO FRAME AND SILL. B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45 IF FIELD TESTED). 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. DEMISING WALL: STC 50 MIN. CORRIDOR WALLS: STC 50 MIN. 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF "RESILIENT CHANNELS" , DIETRICH RCSD DELUXE CHANNELS SHALL BE USED. 7. SOUND RATED ASSEMBLIES- SOUND CONTROL: SYSTEMS SHALL BE AIR -TIGHT. ITEMS THAT PENETRATE THE GYPSUM BOARD SHALL NOT BE LOCATED BACK TO BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE AND SEALED. THE ENTIRE PERIMETER OF A SOUND INSULATING SYSTEM SHALL BE MADE AIR TIGHT TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL BE USED TO SEAL BETWEEN THE STC RATED SYSTEM AND ALL DISSIMILAR SURFACES AND ALSO BETWEEN THE SYSTEM AND SIMILAR SURFACES WHERE PERIMETER RELIEF IS REQUIRED. TAPING GYPSUM BOARD WALL AND WALL -CEILING INTERSECTIONS PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). 8. PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2012 IBC SEC 717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES AND FIRE RATED WALL ASSEMBLIES IN ACCORDANCE WITH 2012 IBC SEC 713 AS NOTED ON SHEET A007 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE RATED WALLS, FLOORS OR FLOOR/CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY AN APPROVED FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE WITH 2012 IBC SEC 714 AS NOTED ON SHEET A007 11. CONTINUITY OF FIRE RATED WALLS: A. FIRE BARRIERS (IBC 707.5) AND SHAFT ENCLOSURES (IBC 708.5): SHALL EXTEND FROM THE TOP OF THE FLOOR/CEILING BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE AND SECURELY ATTACHED THERETO. AND SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE FIRE- RESISTANCE RATED FLOOR/CEILING OR ROOF CEILING ABOVE. C. SMOKE BARRIERS (IBC 710.4): SHALL FORM AN EFFECTIVE MEMBRANE CONTINUOUS FROM OUTSIDE WALL TO OUTSIDE WALL AND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR OR ROOF SHEATHING, DECK OR SLAB ABOVE, INCLUDING CONTINUITY THROUGH CONCEALED SPACES. 12. SEE "ENERGY CODE COMPLIANCE" NOTES ON SHEET SERIES FOR INSULATION REQUIREMENTS. 13.ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) SHALL BE DENS -GLASS GOLD OR EQUAL. 14. THE TERMS "GYPSUM WALLBOARD" AND "GWB" ARE INTERCHANGEABLE. THE TERMS "GYPSUM SHEATHING" AND "GSB" ARE INTERCHANGEABLE. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE USED ALL "WET LOCATIONS", I.E. @ BATHTUBS. GA MANUAL GENERAL EXPLANATORY NOTES 3380 REGISTERED ARCHITECT ,REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. •o .t Ri N N N RI N 2 n 8 zz .- N co v u, co c •° o. , a� 0 POST PERMIT REVISIONS GA FILE NO. WP 3245 GENERIC 1 HOUR 50 to 54 STC GYPSUM WALLBOARD, RESILIENT CHANNELS, FIRE SOUND MINERAL OR GLASS FIBER INSULATION, WOOD STUDS Date CV Resilient 24" to ONE SIDE of 2 x 4 wood studs 16" channels o.c. attached at right angles o.c. with 11/4" Type S drywall screws. One layer 5/6" type X gypsum wallboard or gypsum veneer base applied at right angles to channels with 1" Type S drywall screws 8" o.c. with vertical joints located midway between studs. 3" mineral or glass fiber insulation in ' rri ' ' '� ' ' LA ' ... ; tY r stud space. TU ILA VILLAGE - BUILDING E SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES , LLC 201 27TH AVENUE SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 THESE DRAWINGS WERE PREPARED FOR THEJKWILA VILLAGE - BUILDING E PROJECT IN TUKWILA, WA . © JOHNSON BRAUND, INC. THEY ARE NOT INTENDED FOR USE ON ANY OTHER PROJECT. OPPOSITE SIDE: Base layer 5/s" type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to studs with 6d cement coated nails, Me' long, 0.0915" shank, 15/64" heads, 7" o.c. Face layer 5/s" type X gypsum wallboard or gypsum veneer base Thickness: 6" applied at parallel or at right angles to studs with 8d cement coated nails, 23/s" long, 8" Approx. Weight: 9 psf o.c. Face layer joints offset 16" from base layer joints. Fire Test: Based Vertical joints staggered 16" on opposite sides. (LOAD -BEARING) 05NK05371, UL Design Sound Test: NRCC IRC-IR-761, on UL R14196, 2-15-05, U305 TL-93-116, 3/98 12 FIRE -RATED WOOD -FRAME WALL AND FLOOR/CEILING ASSEMBLIES f ,"� ;,r' WS6-1.5 One -Hour Fire -Resistive Wood -Frame Wall Assembly 2x6 Wood Stud Wall - 100% Design Load - ASTM E 119/NFPA 251 0 © © 0 5/8" SHEATHING ♦ GA FILE NO. WP 3243 GENERIC 1 HOUR 50 to 54 STC • • 1 FramingA009 -Nominal2x6 2. Interior Sheathing- framing or blocking. 3. Exterior Sheathing blocked 4. Gypsum Fasteners 5. Panel Fasteners 6. Insulation - R-19 7. Joints and Fastener with joint compound Tests conducted Test No: WP-1408 Third Party Witness: ;'" ,�„' 5/8 in. -3/8 - 2-1/4 - 6d common fiberglass Heads at the NGC (Fire NGC wood Type in. wood in. #6 insulation - Wallboard Testing Endurance Testing © studs, X structural Type nails Services Services �s ,«. p spaced 16 in. gypsum wallboard, panels S drywall (bright) - 12 in. joints covered & Hose Stream) « o.c., (oriented screws, o.c_ with �� ; „ double top 4 ft. wide, strand spaced in the field, paper August 13, ° ,,«„ plates, applied board), 7 in. o_c. 6 in. tape and 2004 o.c. �, .,«,:,,,,,,« single vertically. applied panel joint f bottom All vertically, edges compound, � .ry�- plate panel edges backed by horizontal joints .AT fastener heads covered GYPSUM WALLBOARD, RESILIENT CHANNELS, FIRE SOUND MINERAL OR GLASS FIBER INSULATION, WOOD STUDS ROTATED 2x4 STUDS USED AT l>.-�r« VARIOUS LOCATIONS, SEE UNIT ;_ ,... • ..• , : ,'a •_.,.,•. .............•.. .- -:• . _;,,•, . • .,..- ..-: �:•... N Resilient channels 24"o.c. attached at right an les to ONE SIDE of 2 x 4 wood studs 24 �� g g o.c. with 11/4" Type S drywall screws. One layer 5/e" type X gypsum wallboard or gypsum veneer base applied at right angles to channels with 1" Type S drywall screws 8" o.c. fiber insulation in ' ' C e. P NFOR L CATIONS.,...«.. LA S 0 5/8" GYPSUM SHEATHING with vertical joints located midway between studs. 3" mineral or glass stud space. OPPOSITE SIDE: One layer 5/8" type X gypsum wallboard or gypsum veneer base applied Thickness: 53/8" parallel or at right angles to studs with 6d cement coated nails, 1 7/e" long, 0.0915" shank, Approx. Weight: 7 psf 15I64" heads, 7" o.c. Fire Test: Based on UL R14196, Vertical joints staggered 24" on opposite sides. (LOAD -BEARING) 05NK05371, 2-15-05, UL Design U309 Sound Test: NRCC TL-93-103, IRC-IR-761, 3/98 'X' GYPSUM 7B2 NON -RATED WOOD STUD WALL NON -LOAD BEARING INTERIOR WALL GA FILE: NONE REQUIRED STC: NONE TYPE: PARTITION - TYPE VA CONSTRUCTION15. LOCATION: LEVELS 2-5 A. PER GA MANUAL GENERAL EXPLANATORY NOTE #11: "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE TESTED WALL OR PARTITION SYSTEM, MINERAL FIBER, GLASS FIBER OR CELLULOSE FIBER INSULATION OF A THICKNESS NOT EXCEEDING THAT OF THE STUD DEPTH CAVITY'S PERMITTED TO BE ADDED WITHIN THE STUD B. PER GA MANUAL GENERAL EXPLANATORY NOTE #16 "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL OR WOOD -STUD SYSTEMS. METAL STUDS HEAVIER GAGE THAN SE TESTED SHALL BE PERMITTED. THE ASSIGNED O RATING OF ANY LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON -LOAD BEARING SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS:"CODE C. PER GA MANUAL GENERAL EXPLANATORY NOTE #17 "SPECIFIED FLOOR -CEILING AND ROOF -CEILING FRAMING SIZES OR TRUSS DIMENSIONS ARE MINIMUMS. GREATER JOIST OR TRUSS SIZES (DEPTHS)SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -FRAMED SYSTEMS. INDICATED JOIST AND TRUSS SPACING ARE MAXIMUMS." D. PER GA MANUAL GENERAL EXPLANATORY NOTE #18 "WITHIN DESIGN LIMITATIONS, THE DISTANCE BETWEEN PARALLEL ROWS OF STUDS, SUCH AS IN A CHASE WALL, SHALL BE PERMITTED TO BE INCREASED BEYOND THAT TESTED, WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" AND CROSS BRACING IS REQUIRED THE CROSS BRACING SHALL BE FABRICATED FROM STEEL STUDS." E. PER GA MANUAL GENERAL EXPLANATORY NOTE #22 "ADDITIONAL LAYERS OF TYPE X OR REGULAR GYPSUM PANELS SHALL BE PERMITTED TO BE ADDED TO ANY SYSTEM." F. PER GA MANUAL GENERAL EXPLANATORY NOTE #23 "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE -RESISTANCE RATED WALL OR PARTITION SYSTEM, WOOD STRUCTURAL PANELS SHALL BE PERMITED TO BE ADDED TO ONE OR BOTH SIDES." SEE GA MANUAL FOR NOTE G. PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH PROPRIETARY SYSTEM LISTS SPECIFIC PRODUCTS THAT ARE ACCEPTABLE FOR USE IN THE SPECIFIC SYSTEM IN WHICH THEY ARE LISTED. CONSULT THE MANUFACTURER FOR INFORMATION ON ADDITIONAL PROPRIETARY PRODUCTS THAT ARE SUITABLE FOR USE IN SPECIFIC PROPRIETARY SYSTEMS." 5/8" TYPE SHEATHING WOOD SHEATHING PER GAALE NO. 3io GENERIC 1 HOUR 3 to 34 STC GYPSUMWALLBOARD, WOOD STUDS FIRE SOUND One layer 9%" type X plain or predecorated gypsum wallboard, water-resistant. gypsumSHALL STRUCTURAL - SEE EXPLANITORY ;• ,-..,..-• •; .., , . . . -, ; . .;: • . . .. • - . , backing 2 3€ o.o. board, or gypsum veneer base applied parallel or rlghl angles to each side of 4 i't' studs 1�+ da.�. with 6d meted nails, 1 ! lilrsg, 0.09i5" shank, fi heads; 7 ,laicals square dge. b 1 edgrt or. pc ,dec ratrtd wallboard be loft exposod. �. t "°- � - ,+ l; �1 NOTE F. w _ - - - & 2x6 WALLS USED AT - - - ♦z 2x4 VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE' L, o o This assembly was tested at 100% design load, calculated in accordance with the 2005 National Design eci cation® or Wood Construction_ The authori ha�in 'u isdiction should be consulted to assure f gJOF acceptance of this report_ Joints staggered 5/8" TYPE b 16 on opposite, skies. (LOAD -BEARING) Thickness: Approx. rim 'X' GYPSUM Sound sS: 4rabe Weight: 7 psf Teat: bIL R1319.4 UL R717-.9, UL R3501-52, UL Design ULC Design Test 0/1+ 4-B, � 6�f7�52� - 3-t5-66, U3 131 2-4.64 EXPLANATORY NOTE B ..•.•... ......::. •.•:�.,.., :.,......; :.. •.•_•.:•. :..•:.. •,. •„ ......_.,•• _, ... CHANNEL ON OPPOSITE SIDE OF WALL FROM �5 FINISH PER RC STRUCTURAL SHEATHING -SEE NOTE 6. TYPE 'X' GYPSUM ; REVIEI D FOR COMPLIANCE APPROVED FEB 2 2 7018 City Of Tukwila BUILDING ... , N '" ELEVATIONS \ 1" MIN. AIRSPACE AT WOOD FIECEIVEO EXTERIOR CITY , �f�Ul��r'�hd.A 5/8" RC CHANNEL MUST BE CLARK DIETRICH RCSD, NO SHEATHING SUBSTITUTIONS STUD CONDITIONS W/BRICK• 3/8" VERT. FURRING HARDIE _ - - - - FEB 02 2010 (@ ► .__,,.� FIRE BARRIER WALL PANEL AND MTL. PANEL) W/ AIR BARRIER/WRB PERM! CENTER SHEATHING 7E 1-HOUR RATED WOOD STUD WALL • r 1,. - • �• - •- ' • - .: - , • • GA FILE: WP 3243 (FIRE) WP 3245 (SOUND) REQUIRED STC: 50 TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION -SEE NOTE 11A &DETAIL 10/A007 SIM. 1 HOUR TESTED STC: 50-54 LOCATION: LEVELS 2-5 TRASH ROOM WALLS TYPICAL LOAD BEARING DEMISING WALL WOOD SHEATHING PER s } 2x4 & 2x6 WALLS USED AT STRUCTURAL, SEE EXPLANATORY NOTE F. 2x6 WOOD STUD WALLS ' ` :.. VARIOUS UNIT SEE LOCATIONS, SEE PLANS FOR LOCATIONS - EXPLANATORY NOTE B. .1 } @� ► - - - Co '�5 @) SPACED PER STRUCTURAL. r / PROJECT #: 1026.05 DRAWN BY: CMR CHECKED BY: CMR �,_ - -`' : - -•' '-•. • • `•- - -•' -• • ••- • -• • •• - - ' -' .�. ,.. • .• • ..• • .. :. ... .. 5/8" TYPE 'X' GYPSUM FRICTION FIT BATT INSULATION AT PLUMBING 7D 1-HOUR RATED WOOD STUD WALL SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM R-21 BATT INSULATION TO FILL CAVITY PER SHEATHING WALLS. SEE EXPLANATORY NOTE A. GA FILE: WP 3243 (FIRE) WP 3245 (SOUND) REQUIRED STC: 50 TYPE: PARTITION - TYPE VA CONSTRUCTION TESTED STC: 50-54 LOCATION: LEVELS 2-5 TYPICAL UNIT CORRIDOR DOOR INSET WALL ENERGY CALCULATIONS SEE NOTE A. INTERIOR • SHEATHING - (FIRE SIDE) WOOD FIRE, SOUND & INSULATION ASSEMBLIES 7B 1-HOUR RATED WOOD STUD WALL TYPICAL LOAD BEARING INTERIOR WALL 1-HOUR RATED WOOD STUD WALL EXTERIOR WALL (>10' FIRE SEPARATION DISTANCE) 1-HOUR RATED WOOD STUD WALL 7 1' GA FILE: WP 3605 REQUIRED STC: NONE TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 LOCATION: LEVELS 2-5 REQUIRED STC: 50 ALTERNATE TO ASSEMBLY 7C: USE 2 x 4 WOOD STUDS, AND OMIT TESTED STC: 50-54 STRUCTURAL SHEATHING TYPICAL LOAD CORRIDOR WALL IBC 705.5 REQUIRED STC: NONE TEST NO: WP 1408 TYPE: LOAD BEARING EXTERIOR WALL - TYPE VA CONSTRUCTION LOCATION: LEVELS 2 - 5 IBC 705.5: FIRE -RESISTANCE RATINGS - EXTERIOR WALLS SHALL BE FIRE -RESISTANCE RATED IN ACCORDANCE WITHa, TABLES 601 AND 602 AND THIS SECTION. THE REQUIRED FIRE -RESISTANCE RATING OF EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE OF GREATER THAN 10 FEET SHALL BE RATED FOR EXPOSURE TO FIRE FROM THE INSIDE. THE REQUIRED FIRE -RESISTANCE RATING OF EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE OF LESS THAN OR EQUAL TO 10 FEET SHALL BE RATED FOR EXPOSURE TO FIRE FROM BOTH SIDES. sa POST � « • i PERMIT ,f f 7B 1 NON -RATED WOOD STUD WALL TYPICAL NON -LOAD BEARING INTERIOR WALL 7C 1-HOUR RATED WOOD STUD WALL BEARING GA FILE: NONE REQUIRED STC: NONE TYPE: PARTITION -TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 GAREQUIRED STC: 50 TYPE: FILE: TI 3243N(FIRE) WP ON5 (SOUND) TESTED STC: 50-54 PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 FILE NAME: C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central_2017_dianak@johnsonbraund.com.rvt 6/20/2017 4:28:10 PM • t`I�i �'Rt�FT ttE, 117 FIRE P GYSU One -Hour Ceiling (Based on GA File Nos. FC 5406 The ceiling membrane consists 5/8" (15.9 mm) type X gypsum applied to framing or.furring. The 3��1-itf#OTQt�t, BOARDMEMBRANE and of two board base r; 110 RESISTANCE RC 2601) layers directly layer ,�Ci02 of of __ _,. `A il PROVIDED 02) ..._ ._' . _ . ._..-._ PROTECTION �..... BY `_. _ . _.... _�_._. <, _:. FIRE & SOUND ASSEMBLIES GENERAL NOTES 4> OH NSON 15200 52nd Ave. p98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR Greg L. Jeffrey DNc. BRAD I South DESIGN Allwine, AIA A. Williams, AIA 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600 2012 20TH - EDITION, WASHINGTON D.C.DCCONTRACTOR IS TO PROVIDE (2) COPIES OF THIS MANUALTHEJOBSITE TOCOORDINATE FIRERESISTIVE UA ON C RD ATE RES ST ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATEDCONTRACTORTHE0 ASSEMBLIES.SHALL REFER TO "GENERALNOTES" FORSeattle,WA EXPLANATORY ANY ALLOWED DEVIATION FROM THE TESTED ASSEMBLY. 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL MINIMUM ARCHITECTURAL ASSEMBLNGS WITH THESE ES. 3. STC & ICC TESTS ARE FROM GA MANUAL LISTED ABOVE, OWENS-CORNING WALL & FLOOR ASSEMBLY GUIDE OR FROM ICBO/ICC REPORTS. 4. SOUND TRANSMISSION REQUIREMENTS APPLY TO COMMON INTERIOR WALLS, PARTITIONS AND FLOOR CEILING ASSEMBLIES BETWEEN ADJACENT DWELLING UNITS (GUESTROOMS) OR BETWEEN DWELLING UNITS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH AS CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC 1207). A. AIR -BORNE SOUND: NOT LESS THAN STC 50 (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE SEALED, LINED, INSULATED OR OTHERWISE TREATED TO MAINTAIN RATINGS. THIS REQUIREMENT SHALL NOT APPLY TOH DWELLING UNIT ENTRY DOORS, ANDHOSILL.VER SUCH DOORS SHALL BE TIGHT FITTING TO FRAME AND B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45 IF FIELD TESTED). 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. DEMISING WALL: STC 50 MIN. CORRIDOR WALLS: STC 50 MIN. 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF "RESILIENT CHANNELS" , DIETRICH RCSD DELUXE CHANNELS SHALL BE USED. 7• SOUND RATED ASSEMBLIES - SOUND CONTROL: SYSTEMS SHALL BE AIR -TIGHT. ITEMS THAT PENETRATE THE GYPSUM BOARD SHALL NOT BE LOCATED BACK TO BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE AND SEALED. THE ENTIRE PERIMETER OF A SOUND INSULATING SYSTEM SHALL BE MADE AIR TIGHT TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL BE USED TO SEAL BETWEEN THE STC RATED SYSTEM AND ALL DISSIMILAR SURFACES AND ALSO BETWEEN THE SYSTEM AND SIMILAR SURFACES WHERE PERIMETER RELIEF IS REQUIRED. TAPING GYPSUM BOARD WALL AND WALL -CEILING INTERSECTIONS PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). 8. PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2012 IBC SEC 717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES AND FIRE RATED WALL ASSEMBLIES IN ACCORDANCE WITH 2012 IBC SEC 713 AS NOTED ON SHEET A007 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE RATED WALLS, FLOORS OR FLOOR/CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY AN APPROVED FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE WITH 2012 IBC SEC 714 AS NOTED ON SHEET A007 11. CONTINUITY OF FIRE RATED WALLS: A. FIRE BARRIERS (IBC 707.5) AND SHAFT ENCLOSURES (IBC 708.5): SHALL EXTEND FROM THE TOP OF THE FLOOR/CEILING BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE AND SECURELY ATTACHED THERETO. AND SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE FIRE - RESISTANCE RATED FLOOR/CEILING OR ROOF CEILING ABOVE. C. SMOKE BARRIERS (IBC 710.4): SHALL FORM AN EFFECTIVE MEMBRANE CONTINUOUS FROM OUTSIDE WALL TO OUTSIDE WALL AND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR OR ROOF SHEATHING, DECK OR SLAB ABOVE, INCLUDING CONTINUITY THROUGH CONCEALED SPACES. 12. SEE "ENERGY CODE COMPLIANCE" NOTES ON SHEET SERIES FOR INSULATION REQUIREMENTS. ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) 13. SHALL BE DENS -GLASS GOLD OR EQUAL. 14. THE TERMS "GYPSUM WALLBOARD" AND "GWB" ARE INTERCHANGEABLE. THE TERMS "GYPSUM SHEATHING" AND "GSB" ARE INTERCHANGEABLE. 15. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE USED AT ALL "WET LOCATIONS", I.E. @ BATHTUBS. GA MANUAL GENERAL EXPLANATORY NOTES 3380 REGISTERED ARCHITECT 'REG L. ALLWINI; ATE OF WASHINGTON STAMP gypsum board is applied at right angles to ceiling framing 24" (610 mm) o-c- and attached with 1" (25 mm) Type S or S-12 drywall screws (for steel framing) or 1-1/4" (32 mm) Type W or S drywall screws face layer of gypsum board is applied at right afigles to Type S or S-12 drywall screws (for steel framing) or 1-7/8" framing)12" (305 mm)o.c. at end and `intermediatejoists joints screws 12" (305 mm) o.c. placed 2" (50 mm) back on either offset 24" (610 mm) from the joints in the base layer_ Face 1 as specified in GA-214, Levels of Gypsum Board Finish. GYPSUM FLOOR TOPPING TO (for wood framing) spaced 24" (610 mm) o.c. The the framing and attached with 1-5/8" (41 mm) (48 mm) Type W or S drywall screws (for wood and 1-1/2" (38 Film) Type ,e G drywall ) yp side of end joints- Joints of the face layer are layer joints and fasteners are finished to Level Rev. Date Decsription SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET o m g o ,, c CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. MATCH UNIT FLOOR LEVEL �� 2X6 12" O.C. USED PER z J z < ° vill N 'Cli 0 N ,, 0 COi2 0 N N 0 co N 0 o JOISTS @ STRUCTURAL (NOTE PER IBC 722.6.2(2) TIME ASSIGNED TO '` V W w w _ -' w o z �- N M •I• Lo „ WOOD FRAMED FLOOR (16" O.C. MAX. & 2" NOMINAL THICKNESS)= 10 MIN. (2) LAYERS 5/8" TYPE X (NOTE PER IBC 722.6.2(1) TIME ASSIGNED TO — / 1 _ — — — T — — — — \ ` _ / -74 — c� z Z _r' °O _, m POST PERMIT REVISIONS MATERIAL): = 40 MIN. + 40 MIN. E • '-... �... - /.'*'j ; - . , ; - .. . *(2) \ LAYERS 5/8" TYPE X SUSPENDED GYPSUM BOARD MECHANICAL CHASE CEILING ON 1/2" RESILIENT 7" AT PLUMBING MAIN LEVEL 2 CEILING CHANNELS 3" AT TYPICAL FLOORS *PER GA GENERAL EXPLANATORY NOTE # 21. SYSTEMS TESTED WITH METAL FURRING CHANNELS ATTACHED DIRECTLY TO FRAMING SHALL BE PERMITTED TO BE SUSPENDED. GENERALLY, FURRING CHANNELS ARE ATTACHED TO 1-1/2" COLD ROLLED CARRYING CHANNELS 48" O.C. SUSPENDED FROM JOISTS BY 8 GA. WIRE HANGERS SPACED NOT GRATER THAN 48" O.C. s N 1 8B 1-HOUR RATED FLOOR/CEILING ASSEMBLY - MEMBRANE PROTECTION TYPICAL CORRIDOR TU ILA VILLAGE - BUILDING E SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES , LLC 201 27TH AVENUE SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 THESE DRAWINGS WERE PREPARED FOR T1EJKWILAVILLAGE-BUILDING E PROJECT IN TUKWILA, WA . © JOHNSON BRAUND. INC. THEY ARE NOT INTENDED FOR USE ON ANY OTHER PROJECT. IBC 2012 722.6.2.4 CALCULATED FIRE RESISTANCE AND REQUIRED GA-610-02 FIRE RESISTANCE PROVIDED BY GYPSUM MEMBRANE PROTECTION REQUIRED TYPE: VA CONSTRUCTION LOCATION: LEVELS 3-5 CORRIDOR STC: NONE IIC: NONE GA FILE NO. FC 5011 PROPRIETARY* 1 HOUR 60 to 64 STC WOOD I -JOISTS, WOOD STRUCTURAL PANELS, GYPSUM FIRE SOUND FLOOR TOPPING, RESILIENT CHANNELS, GLASS FIBER BATT GA FILE NO. WP 4136 GENERIC 2 HOUR 40 to 44 STC OR LOOSE FILL INSULATION, GYPSUM WALLBOARD Base layer 1/2" proprietary type X y p p ry yp gypsum wallboard or gypsum veneer base applied at right angles to resilient furring channels 24" o.c. (16" o.c. when insulation is used) with 1" Type S drywall screws 16" o.c. Gypsum board end joints located midway between 8" to 60" - - - - ■ - - -'� -"�� - GYPSUM WALLBOARD, WOOD STUDS FIRE SOUND 5/a" Base layer type Xgypsum wallboard or veneer base appliedparallel or at right angles y yp pp g g - to each side of 2 x 4 wood studs 16" o.c. with 11/4" Type W drywall screws 12" o.c. Face layer 5/a" type X gypsum wallboard or veneer base applied parallel or at right angles to each side with 1�/a" Type W drywall screws 12" o.c. and offset 6" from screws in base ypA009 layer. continuous channels and attached with screws additional pieces of channel - - - _ _ long located 3" back on either side of end joint. Resilient channels applied at right angles to minimum 10"deep wood I joists spaced a maximum of 19"o.c. with 1 ila Type S drywall screws. Face layer 1/2" proprietary type X gypsum wallboard or gypsum veneer base applied at right angles to resilient furring channels 15I8" Type S drywall screws 8" o.c. and 11/2" Type G screws 8" o.c. at the butt joints loctaed mid span between the resilient channels. Glass fiber insulation secured to subfloor or loose fill insulation applied directly over gypsum board. Wood I joists supporting 19/32" wood structural panel subfloor applied at right angles to joists with construction adhesive and 6d ring shank nails 12" o.c. Minimum 1/2" proprietary gypsum floor topping applied over subfloor. STC rated with I joists spaced 24" o.c., 31/2" glass fiber insulation in joist spaces, 3/4" proprietary gypsum floor topping poured over 1/4" proprietary sound reduction mat, and with finish flooring of sheet vinyl, engineered wood laminate, and ceramic tile. (STC 64 IIC when sheet vinyl or engineered wood laminate is applied to floor; STC 66 when tested with ceramic tile applied to floor.) PROPRIETARY GYPSUM COMPONENTS United States Gypsum Company - 1/2" SHEETROCK® Brand FIRECODE® C Core Gypsum Panels - LEVELROCK® Brand Floor Underlayment FINISHED FLOORING OVER 1" Approx. Ceiling Weight: 3 psf Fire Test: UL 2-4-05; 05NK09496, UL Sound Test: RAL RAL RAL & Test: (58 RAL (62 laminate) 4-29-03; (54 RAL R1319, Design OT03-05, OT03-07, OT03-09, sheet OT03-06, engineered ceramic OT03-10, UL 05NK04589, R1319, 3-31-05; L570 4-22-03; 4-29-03; 6-18-03 vinyl), 4-22-03; wood RAL 0T03-08, tile) 6-18-03 Joints staggered 16" each layer and side. (LOAD -BEARING) FURRED 2X6 WALL AT ADJACENT UNITS, PER PLANS. FILLED WITH INSULTAION FOR SOUND CONTROL. STRUCTURAL SHEATHING AS Thickness: 61/8" Approx. Weight: 12 psf Fire Test: SWRI 01-5920-614, 12-5-94 Sound Test: See WP 4135 (NGC 2363, 4-1-70) A. PER GA MANUAL GENERAL EXPLANATORY NOTE #11: "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE TESTED WALL OR PARTITION SYSTEM, MINERAL FIBER, GLASS FIBER OR CELLULOSE FIBER INSULATION OF A THICKNESS NOT EXCEEDING THAT OF THE STUD DEPTH SHALL BE PERMITTED TO BE ADDED WITHIN THE STUD CAVITY." B. PER GA MANUAL GENERAL EXPLANATORY NOTE #16 "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TO USED IN METAL OR WOOD -STUD SYSTEMS. METAL STUDS OF HEAVIER GAGE THAN THOSE TESTED SHALL BE PERMITTED. THE ASSIGNED RATING OF ANY LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON -LOAD BEARING SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS." C. PER GA MANUAL GENERAL EXPLANATORY NOTE #17 "SPECIFIED FLOOR -CEILING AND ROOF -CEILING FRAMING SIZES OR TRUSS DIMENSIONS ARE MINIMUMS. GREATER JOIST OR TRUSS SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -FRAMED SYSTEMS. INDICATED JOIST AND TRUSS SPACING ARE MAXIMUMS." D. PER GA MANUAL GENERAL EXPLANATORY NOTE #18 "WITHIN DESIGN LIMITATIONS, THE DISTANCE BETWEEN PARALLEL OF STUDS, SUCH AS IN A CHASE WALL, SHALL BE PERMITTED TO BE INCREASED BEYOND THAT TESTED. WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" AND CROSS BRACING IS REQUIRED THE CROSS BRACING SHALL BE FABRICATED FROM STEEL STUDS." E. PER GA MANUAL GENERAL EXPLANATORY NOTE #22 "ADDITIONAL LAYERS OF TYPE X OR REGULAR GYPSUM PANELS SHALL BE PERMITTED TO BE ADDED TO ANY SYSTEM." F. PER GA MANUAL GENERAL EXPLANATORY NOTE #23 "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE -RESISTANCE RATED WALL OR PARTITION SYSTEM, WOOD STRUCTURAL PANELS SHALL BE PERMITED TO BE ADDED TO ONE OR BOTH SIDES." SEE GA MANUAL FOR NOTE G. PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH PROPRIETARY SYSTEM LISTS SPECIFIC PRODUCTS THAT ARE ACCEPTABLE FOR USE IN THE SPECIFIC SYSTEM IN WHICH THEY ARE LISTED. CONSULT THE MANUFACTURER ATION ON ADDITIONAL PROPRIETARY PRODUCTSFOR THAT ARE SUITABLE FOR USE IN SPECIFIC PROPRIETARY SYSTEMS." NOTED PER PLANS LAYERS 5/8" TYPE 'X' GWB -.y---: -'=-=�•'�`=a:��-'@�==~��=--�'�--= (2) I /1 I / / I /1 i X X X X -_ ---.,.. I \ MI I C X X X X (MIN.) GYPSUM FLOOR TOPPING OVER 1/4" SOUND MAT PER ,--�-.-..-----.�--. - -,--T� _�----;_�, _,_� �_� ; PROPRIETARY ASSEMBLY ' REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 of Tukwila BUILDING DIVISION FRAMING PER PLAN 16" O.C. w 11-7/8" I SPACED PER @ STUD SIZE 2X6. SEE PLANS FOR / -JOISTS, STRUCTURAL, SEE NOTE C. GLASS FIBER INSULATION IS to "' LOCATIONS. SEE EXPLANATORY NOTE B {.: •.: • . , : - ; :., , .,: :: ,• : •y ; ; : ;_, ; _ ��t 73-1/2" FRICTION FIT BATT INSULATION FOR INCREASED SOUND CONTROL. SEE LAYERS 5/8" TYPE 'X' GWB a COf: . '`�1� A NOT OPTIONAL. LAYERS TYPE 'X' GWB PER (2) EXPLANATORY NOTE A. FEB02 2��8 PERMIT CENTER (2) 5/8" PROPRIETARY ASSEMBLY F FROWS — —w ,-, , :• -': -:- •'' -:: -•, .;::' - • •, •-. -• ; •: •. = SPACES EXCEEDING 160 FT. RC CHANNEL IS NOT OPTIONAL. RC PROJECT #: 1026.05 DRAWN BY: CMR CHECKED BY: CMR NOTE: AT CONCEALED CUBIC 7 J 2-HOUR RATED WOOD STUD WALL SHAFT ENCLOSURE WALL INSTALL MINERAL WOOL OR OTHER NON-COMBUSTIBLE CHANNEL MUST BE CLARK DIETRICH, NO INSULATION ALONG LENGTH OF JOIST (AT RC CHANNEL VOID) SUBSTITUTIONS, SEE NOTE 6. TO DIVIDE SPACE NOT TO EXCEED 160 CUBIC FT. (NFPA 13, 8.15.1.2.8) GA FILE: WP 4136 TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 REQUIRED STC: NONE WOOD FIRE, SOUND & INSULATION ASSEMBLIES 7J1 2-HOUR RATED WOOD STUD WALL SHAFT ENCLOSURE WALL 8A 1-HOUR RATED FLOOR/CEILING ASSEMBLY TYPICAL UNIT FLOOR LOCATION: LEVELS 2-5 ALTERNATE TO ASSEMBLY: USE 2 x 4 WOOD STUDS s� ram,. r ,� . "e ` REQUIRED STC: NONE •• •• GA FILE NO: 5011 REQUIRED STC: 50 TYPE: VA CONSTRUCTION REQUIRED IIC: 50 LOCATION: LEVELS 2-5 UNITS POST 2-HOUR RATED WOOD STUD WALL i�a EXIT ENCLOSURE WALL 7H"'"""'""` 1-HOUR RATED FLOOR/ROOF ASSEMBLY UNIT FLOOR CANTILEVER 8A1TYPE: GA FILE: WP 4136 FIRE LOCATION: BARRIER S 2-5 TYPE VA CONSTRUCTION i A . REQUIRED STC: NONE a r REQUIRED STC: 50 LOCATION: LEVEL 3 UNIT CANTILEVERPERMIT ADD TO ASSEMBLY 8A: BATT INSULATION TO FILL JOIST CAVITY REQUIRED IIC: 50I FILE NAME: C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central_2017_dianak@johnsonbraund.com.rvt 6/20/2017 4:28:12 PM STANDING SEAM METAL ROOFil STANDING SEAM METAL ROOF FIRE & SOUND ASSEMBLIES GENERAL NOTES 4> ,JOH NSON 15200 52nd Ave. Suite 300 Seattle, WA 98188 e, Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR Greg L. Jeffrey BRAU N DINC. South DESIGN Allwine, AIA A. Williams, AIA ICE AND WATER SHIELD 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-2012 20TH EDITION, WASHINGTON D.C. CONTRACTOR IS TO PROVIDE (2) COPIES OF THIS MANUAL ON THE JOB SITE TO COORDINATE FIRE RESISTIVE AIR -IMPERMEABLE INSULATION ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID ( ) I t l I I- ;- I- I ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATED ASSEMBLIES. CONTRACTOR SHALL REFER TO THE INSULATION R-5/INCH PER IBC WAC 212 TABLE , i I , I 1 le I r ir-I r,- � } "GENERAL - EXPLANATORY NOTES" FOR ANY ALLOWED A 1203.2. SEE ENERGY CALCS. - -- - DEVIATION FROM THE TESTED ASSEMBLY. AIR BATT INSULATION TIGHT TO . Ala ' 00 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ACTUAL DIMENSIONS AND -PERMEABLE 1 UNDERSIDE OF SHEATHING. FILL ROOF TRUSS CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CAVITY FULL. SEE ENERGY CALCS. PRE-ENGINEERED MONO PER STRUCTURAL, ` • �� ' ¢ COORDINATE THE STRUCTURAL DRAWINGS WITH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC &ICC TESTS ARE FROM GA MANUAL LISTED ABOVE, OWENS-CORNING WALL & FLOOR ASSEMBLY GUIDE OR FROM ICBO/ICC REPORTS. -TRUSS SLOPE TOP CHORD TO DRAIN PER PLANS. . 4. SOUND TRANSMISSION REQUIREMENTS APPLY TO COMMON INTERIOR WALLS, PARTITIONS AND FLOOR CEILING _ NO VAPOR RETARDER ON CLG. PER IBC 1203.2 RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS ASSEMBLIES BETWEEN ADJACENT DWELLING UNITS (GUESTROOMS) OR BETWEEN DWELLING UNITS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH AS EXCEPTION, 4.2 CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC 1207). A. AIR -BORNE SOUND: NOT LESS THAN STC 50 (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN 3380 REGISTERED ARCHITECT 'REG L. ALLWINE ATE OF WASHINGTON STAMP 9A1 1-HOUR RATED ROOF/CEILING ASSEMBLY UNIT BUMP OUT ROOF ASSEMBLY CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING GA FILE: RC 2610 REQUIRED STC: 50 TYPE: VA CONSTRUCTION REQUIRED IIC: 50 LOCATION: TYPICAL ROOF AT UNIT BUMP OUT OR EXHAUST DUCTS SHALL BE SEALED, LINED, INSULATED OR OTHERWISE TREATED TO MAINTAIN RATINGS. THIS REQUIREMENT SHALL NOT APPLY TO DWELLING UNIT ENTRY DOORS, HOWEVER SUCH DOORS SHALL BE TIGHT FITTING TO FRAME AND SILL, GA HOE O. RC G10 POP IETARY* 1 HOUR B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45 IF FIELD TESTED). Rev. Date Decsription SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. WOOD ROOF TRUSSES, RESILIENT CHANNELS, GLASS FIBER FIRE INSULATION, CEILING DAMPER, GYPSUM WALLBOARD One layer kV proprietary type Xgypsum wallboard appliedfit right angles to reslientharrine channels 16" oc. (12' b.c. when it .Mallon is draped over channels) with V" Tytppe.5 � 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. DEMISING WALL: STC 50 MIN. CORRIDOR WALLS: STC 50 MIN. 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF dryeralI screws 8' o,r•, Gypsum bcerd end jokes attached with screws. el o.c. to i , ...° additional pieces of channel extending 6" beyond edgeof board and located 3" back an "RESILIENT CHANNELS" , DIETRICH RCSD DELUXE CHANNELS SHALL BE USED. GA FILE iUC?. Brim 2120 GENERIC 2 HOURYo_ either side of end Joint, Resilient channels applied at right angles to bottom chord of �" pitched or parallel rhrurd wood trusses 24" o.c. with1 + Type S $cry. Glees filer ti "'- fee,_ 7 SOUND RATED ASSEMBLIES - SOUND CONTROL: STEEL FRAME, GYPSUM WALLBOARD FIRE irrsulstian secured to wood structural panels. or draped over ct�ennele. Wood trusses " tin "he INCOd ,trtrciural net applied a angles mse v , suplr x R a ppL i t right n .., to to , .. , ti Ith d d ; G .' -�-- ,, ; r . r ," . k.ed SYSTEMS SHALL BE AIR -TIGHT. ITEMS THAT PENETRATE THE GYPSUM BOARD SHALLN NOT BE LOCATED BACK TO BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR a o e • N - o N ei . N 0 N RI o N °' N .- OD N o to O N• N ed c0 O Base layer 6 s- e X sum wallboard or sum veneer applied to beam cage with i : a , Y / type gypsum gypsum PP i d, " 16" .� 1�fd Type S drywall o.c; Face layer $/gtype Xgypsum wallboard orgypsum ,P. _. •, , .- , :. screws YpY , - shank nails Of Maples having equal or greater withdrawal andf lateral resistance strength th E, , ! �' ' ( !'� i-- FL A 1 FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE z° - N M cr u) co 8" veneer base applied to beam cage with 13/a Type S drywall screws o.c. Beam cage fabricated from horizontally installed steel angles (25 ga steel having 1" and 2" legs) located not less than 1/2" from beam flanges. 1" legs of the upper angles secured 9)9 9 Ppe 9 to steel deck units with 1/2" Type S pan head screws 12" o.c. "U" shaped brackets formed it 12 0 ..�,. i I r, I 1 AND SEALED. THE ENTIRE PERIMETER OF �: w.-rr1 �-� A SOUND Optional eailing damper (refer to mar ufecturer for information on the type cf�danapc rj, PROPRIETARY GYPSUM BOARD Approx. Ceiling Qeorgia Pacific Gypsum. I-L C - s/s' TOM t1Ro is0 Fireguard Weight: 3 psf 9 Gypsum Board Fire Test. UI R2717, 09CA48422, 5-13-09, LIL Design P552 SBS SYSTEM INSULATING SYSTEM SHALL BE MADE AIR TIGHT TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL BE USED TO SEAL BETWEEN THE STC RATED SYSTEM AND ALL DISSIMILAR SURFACES AND ALSO BETWEEN THE SYSTEM AND SIMILAR SURFACES WHERE PERIMETER RELIEF IS REQUIRED. TAPING GYPSUM BOARD WALL AND WALL -CEILING INTERSECTIONS PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). POST PERMIT REVISIONS of 25 ga "U" shaped steel channels (1 era wide with 1" legs) 24" o.c. suspended from upper angles with 1/2" Type S pan head screws and supported- 1" x 2" angles at lower Shead screws. Outside corners of corners attached to brackets with lie Typepan gypsum board protected by 0.020" thick metal comerbeads crimped or nailed. Minimum Fire Test: beam size W8x24. (Two hour restrained or unrestrained beam.) UL R4024-5, UL Design ULC Design N501; 9-14-66, 0501 (STYRENE-BUTADIENE-STYRENE) AIR INSULATION ABOVE AIR 8. PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2012 IBC SEC -IMPERMEABLE BARRIER. 3" (MIN.) R-15 TAPERED RIGID AINSULATION NEINCH PER IBC WAC 212 TABLE 1203.2. SEE ENERGY CALCS. 717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES 1 1 _ AND FIRE RATED WALL ASSEMBLIES IN ACCORDANCE WITH AIR BARRIER OVER ROOF SHEATHING. SHEATHING r 1 j 2012 IBC SEC 713 AS NOTED ON SHEET A007 PER STRUCTURAL. 1 2 HOUR PROTECTED STEEL BEAM 10D AIR BAIT INSULATION TIGHT TO . r 1 ri 1 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE RATED WALLS, FLOORS ORFLOOR/CEILING ASSEMBLIES AND ROOFS AND WATER SHIELD\ke_ -PERMEABLE OF SHEATHING. FILL ROOF TRUSS rAll OR ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY ANLOCATION: GA FILE: BM 2120UNDERSIDE LEVEL 2 AMENITY SPACE PER STRUCTURALICE TYPE: VA CONSTRUCTION AIR INSULATION, 1/3rd R-VALUE CAVITY FULL. SEE ENERGY CALCS. PRE-ENGINEERED OPEN ROOF TRUSS PER / III ' A IP _ m L (nu) 0 w APPROVED FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE, WITH 2O12 IBC SEC 714 AS NOTED ON SHEET A007 11. CONTINUITY OF FIRE RATED WALLS: A. FIRE BARRIERS (IBC 707.5) AND SHAFT ENCLOSURES (IBC 708.5): SHALL EXTEND FROM THE TOP OF THE FLOOR/CEILING BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE AND SECURELY ATTACHED THERETO. AND SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. -IMPERMEABLE ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 GA FILE NO, BM 1137 PROPRIETARY* 1 HOUR TU VILLAGE - BUILDING E SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES , LLC 201 27TH AVENUE SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 THESE DRAWINGS WERE PREPARED FOR THHIKWILA VILLAGE - BUILDING E PROJECT IN TUKWILA, WA . © JOHNSON BRAUND, INC. THEY ARE NOT INTENDED FOR USE ON ANY OTHER PROJECT. TABLE 1203.2. SEE ENERGY CALCS. 2X10 JOISTS 16" O.C.; PER 1 _.. L.1__ 1 r __ (_ _ 1._... I I - T I rl___ i_ T ._I__' ( I ! a _L_ r r , STEEL FRAME, GYPSUM WALLBOARD FIRE Base layer1/2" proprietary type X gypsum wallboard applied to beam cage with 1" Type S-12 drywall screws 12" o.c. Face layer Ye proprietary e X sum wallboard applied to rya y p p ry type gyp pp beam cage with 15/s" Type S-12 drywall screws 12" o.c. Joints offset from base layer joints. @ ' , ` < ` , ` STRUCTURAL AIR INSULATION 2/3rd R-VALUE ` �j� f -WEB STRUCTURAL, SLOPE TOP CHORD TO DRAIN PER / / B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM THE -PERMEABLE , BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. 1 Beam cage fabricated from 24 ga 7Is" x 1s/s" steel angles screw attached to steel joists at beam top flange and 25 ga 21/2" steel runners hooked over beam lower flange and supporting 15W' steel studs 24" o.c. Minimum beam size WBx15. (One hour unrestrained beam.) PLANS. •: - . • .. ... : • : - •..:.. :. .. TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY %� RC CHANNEL MUST BE CLARK DIETRICH, NO VAPOR RETARDER ON CLG. PER IBC 1203.2 NO SUBSTITUTIONS � BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE FIRE- RESISTANCE RATED FLOOR/CEILING EXCEPTION, 4.2 OR ROOF CEILING ABOVE. C. SMOKE BARRIERS (IBC 710.4): SHALL FORM AN EFFECTIVE MEMBRANE CONTINUOUS FROM OUTSIDE WALL TO OUTSIDE PROPRIETARY GYPSUM BOARD • " ' ' - .: • , , . -= - ..:. -": : American Gypsum Company LLC 112" FireBloc Type.0 CertainTeed Gypsum Inca - tie CertainTeede Type C Gypsum Board Georgia Pacific Gypsum LLC - 1/2"'TaughRock� Fireguard C Gypsum Board Fire Test:. UL iBased Lafarge North America Inc. - 12" Firecheci€S Type C National Gypsum Company- 1/2" Gold Bond Brand FIRE -SHIELD 11-12-87; YPs Gypsum Board UL Yp PABCO Gypsum - 112" FLAME CURBS Super 'C'''' Temple-Inland - "/2"'TG-C United States Gypsum Company - +!2" SHEETROCK0 Brand FIRECODEO C Core Gypsum Panels R1319-133, on Design 7-16-75; UL R3660-7 & -8, L524 LAYERS 5/8" TYPE 'X' GYPSUM 9A 1-HOUR RATED ROOF/CEILING ASSEMBLY ROOF ASSEMBLY W/ PRE-ENGINEERED TRUSSES WALL AND FROM THE TOP OF THE FOUNDATION OR (2) SHEATHING NO VAPOR RETARDER ON CLG. PER IBC 1203.2 FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF GA FILE: RC 2610 REQUIRED STC: 50 TYPE: VA CONSTRUCTION REQUIRED IIC: 50 LOCATION: ROOF THE FLOOR OR ROOF SHEATHING, DECK OR SLAB ABOVE, INCLUDING CONTINUITY THROUGH CONCEALED SPACES. 12• SEE "ENERGY CODE COMPLIANCE" NOTES ON SHEET SERIES A009 FOR INSULATION REQUIREMENTS. 13. ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) SHALL BE DENS -GLASS GOLD OR EQUAL. 14. THE TERMS "GYPSUM WALLBOARD" AND "GWB" ARE INTERCHANGEABLE. THE TERMS "GYPSUM SHEATHING" AND "GSB" ARE INTERCHANGEABLE. 15. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE USED AT ALL"WET LOCATIONS", I.E. @ BATHTUBS. GA MANUAL GENERAL EXPLANATORY NOTES EXCEPTION, 4.2 I 1-HOUR RATED ROOF/CEILING ASSEMBLY UNIT BUMP OUT ROOF ASSEMBLY 9A3 GA FILE: RC 2601 TYPE: VA CONSTRUCTION LOCATION: NW ROOF AT GA FILE NO. RC 2601 UNIT BUMP OUT I IEIC I REQUIRED REQUIRED 1 HOUR STC: NONE IIC: NONE GYPSUM WALLBOARD, WOOD JOISTS, ROOF COVERING FIRE I 1 HOUR PROTECTED STEEL BEAM 10C . A. PER GA MANUAL GENERAL EXPLANATORY NOTE #11: "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE TESTED WALL OR PARTITION SYSTEM, MINERAL FIBER, GLASS FIBER OR CELLULOSE FIBER INSULATION OF A THICKNESS NOT EXCEEDING THAT OF THE STUD DEPTH SHALL BE PERMITTED TO BE ADDED WITHIN THE STUD CAVITY." PER GA MANUAL GENERAL EXPLANATORY NOTE #16 "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL OR WOOD -STUD SYSTEMS. METAL STUDS OF HEAVIER GAGE THAN THOSE TESTED SHALL BE PERMITTED. THE ASSIGNED RATING OF ANY LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON -LOAD BEARING SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS." C. PER GA MANUAL GENERAL EXPLANATORY NOTE #17 "SPECIFIED FLOOR -CEILING AND ROOF -CEILING FRAMING SIZES OR TRUSS DIMENSIONS ARE MINIMUMS. GREATER JOIST OR TRUSS SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -FRAMED SYSTEMS. INDICATED GA FILE: BM 1137 LOCATION: LEVELS 3 - 5 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION HSS TUBE Base layer are type X gypsum wallboard applied at right angles to 2 x 10 wood joists 24" o.c.. With 11/W" Type W or S drywall screws 24" 0.0. Fare layer 5Ie type X: gypsum wallboard or gypsum veneer base repealed at right angles to joists with Me Type W or S drywall screws 12" o.c. at Joints and intermediate joists and 11/2" -Type "G drywall screws 12" o c. plod 2" backon either strife end Joints, Joints offset 24" from base PER STRUCT.B. suorting exterior at, layer joints. Wood joists pp th" plywood with glue applied right angles to joists with tad nails.. Appropriate roof wearing. Ceding provides one hour fire reds race protection for framing, including trusses. Approx. Firm MEMBRANE ROOFING SYSTEM Ceiling Weight: Tat: 5 psf FM FC 172, 2- 72; ITS, -6-98 • li E1 REVIEV D FOR CODE COMPLIANCE I APPROVED OVED FEB 2 2 2018 City of 'Tukwila BUILDING DIVISION (4) LAYERS OF 1/2" G.W.B. ADHESIVELY SECURED TO COLUMN FLANGES AND SUCCESSIVE LAYERS. G.W.B. APPLIED WITHOUT HORIZONTAL JOINTS. CORNER EDGES OF EACH LAYER STAGGERED. G.W.B. LAYER BELOW OUTER LAYER SECURED TO COLUMN W/ DOUBLED NO. 18 B.W. GAUGE STEEL WIRE TIES SPACED 15" O.C.. EXPOSED CORNERS TAPED GAD TREATED. ; I I 11 I • I I AIR INSULATION, 1/3rd R-VALUE -IMPERMEABLE ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 -------- :.`. ' _ _. . 2 TABLE 1203.2. SEE ENERGY CALCS. i I r 2X12 JOISTS 16" O.C.; PER I '-7, ' t 1 r l i i _rj ' ' I MIN. ASSEMBLY 8B MOVED TO SHEET A006C �'1;��f " CITY OF FEB2 2018 PERMIT CENTER9A2 ` JOIST AND TRUSS SPACING ARE MAXIMUMS." D. PER GA MANUAL GENERAL EXPLANATORY NOTE #18 "WITHIN DESIGN LIMITATIONS, THE DISTANCE BETWEEN PARALLEL ROWS OF STUDS, SUCH AS IN A CHASE WALL, SHALL BE PERMITTED TO BE INCREASED BEYOND THAT TESTED. WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" AND CROSS BRACING IS REQUIRED THE CROSS BRACING SHALL BE FABRICATED FROM STEEL STUDS." E. PER GA MANUAL GENERAL EXPLANATORY NOTE #22 "ADDITIONAL LAYERS OF TYPE X OR REGULAR GYPSUM PANELS SHALL BE PERMITTED TO BE ADDED TO ANY F STEM. PER GA MANUAL GENERAL EXPLANATORY NOTE #23 "WHEN NOT SPECIFIED AS ACOMPONENT OF AFIRE -RESISTANCE RATED WALL OR PARTITION SYSTEM, WOOD STRUCTURAL PERMITEDTO BETO ONE OR BOTH SIDES." SHALL SEE GA BENOTE G. PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH PROPRIETARY SYSTEM LISTS SPECIFIC PRODUCTS THAT ACCEPTABLE FOR USE IN THE SPECIFIC SYSTEM IN WHICH THEY ARE FOR INFORMATION LISTED. ADDITIONAL PROPRIETARY CTURER PRODUCTS THAT ARE SUITABLE FOR USE IN SPECIFIC PROPRIETARY SYSTEMS. @ s r � . ,r � J • � f t�/> >: 10B 2HOUR P STRUCTURAL AIR INSULATION 2/3rd R-VALUE \ r IBC TABLE: 721.1.(1) ITEM NO. 1-7.1 LOCATION: LEVEL 2 AMENITY SPACE PER STRUCTURAL HSS TUBE -PERMEABLE , BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. r i ) TYPE: VA CONSTRUCTION PER STRUCT. PROJECT #: DRAWN BY: 1026.05 CMR CHECKED BY: Checker (2) LAYERS OF 1/2" G.W.B. ADHESIVELY SECURED TO COLUMN FLANGES AND SUCCESSIVE LAYERS. G.W.B. APPLIED WITHOUT HORIZONTAL JOINTS. CORNER EDGES OF EACH LAYER STAGGERED. G.W.B. LAYER BELOW OUTER LAYER SECURED TO COLUMN W/ DOUBLED NO. 18 B.W. 15" EXPOSED CORNERS TAPED GAUGE STEEL WIRE TIES SPACED O.C.. 0 AND TREATED. I I IV1S1 LAYERS 5/8" TYPE'X' GYPSUM� WOOD FIRE, SOUND & INSULATION ASSEMBLIES (2) SHEATHING NO VAPOR RETARDER ON CLG. PER IBC 1203.27 _-___J 1„ EXCEPTION, 4.2 MIN. POST PERMIT 1 Ol�ARE 1 HOUR PROTECTED TUBE STEEL COLUMN 1 1-HOUR RATED ROOF ASSEMBLY ELEVATOR ENCLOSURE ROOF ASSEMBLY I IBC TABLE: LOCATION: LEVELS)31EM NO. 1-7.1 - 5 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION GA FILE: RC 2601REQUIREDREQUIRED IIC: NONE/ TYPE: VA : ROOF AT N LOCATION: ROOF AT ELEVATOR ENCLOSURE MULTI -PIECE ACRYLIC TUB/SHOWER SURROUND 5/8" GWB TYPE 'X' W.R. GWB • TUB SANITARY SEALANT AT SURROUND JOINTS PER MANUF. INSTALLATION 5/8" TYPE 'X' W.R. GWB, TYPICAL AT BATH ROOM SIDE (OVER SHEATHING WHERE OCCURS PER STRUCTURAL) VERIFY R.O. FOR TUB & SHOWER - TUB AT 1 HR WALL 1" = 1'-0" (1) LAYER 1 1/4" APA RATED " EXPOSURE 1" SHEATHING OVER SUBFLOORING BELOW TUB IN LIEU OF GYPSUM CONCRETE TUB AS SCHEDULED SANITARY SEALANT FLOOR FINISH GYPSUM CONCRETE FLOOR TOPPING SOUND ATTENUATION FLOOR SHEATHING 11 SUBFLOOR 0 BATHTUB 3" = 1'-0" GLASS OR MINERAL FIBER INSULATION • e CbNCJ ETE' FI.00R;f4CEILIIVG� • z 2 CV • UNIT 1 OR 2-HOUR FLR/CL'G PER ASSEMBLIES 4 C ( < C 1 OR 2-HOUR FLR/CL'G ASSEMBLY UNIT ACOUSTICAL SEALANT & TAPE 1/4" GAP (TYP.) 7C2 1-HOUR CORRIDOR WALL % 8 CORRIDOR Cad UPPER FLOORS CORRIDOR 2X6 JOISTS ON 2X8 RIM PER STRUCTURAL d MECHANICAL CHASE CORRIDOR SIMILAR AT LEVEL 2 (2 HOUR) ASSEMBLY 8B1 SHEATHING WHERE REQ'D BY STRUCTURAL TYP. 1 1/2" = 1'-0" 1-HOUR DEMISING WALL PER ASSEMBLIES oa 7D ACOUSTICAL SEALANT AND TAPE 1/4" GAP (TYP.) ACOUSTICAL GASKET OR FLEXIBLE SEALANT(WHITE) DRYWALL TRIM STEEL RUNNER (TRACK) STEEL STUD RATED ASSEMBLY SEE WALL TYPES SHEET A006a rio- STEEL STUD PARTITION - TOP OF WALL 1-HOUR ASSEMBLY 7J 7H 2-HOUR FIRE CAULKING AT ALL JOINTS 2-HOUR RATED SOLID WOOD BARRIER (EXTEND FULL WIDTH OF WALL AND HEIGHT OF FLOOR CAVITY, FULL HEIGHT OF JOIST) FURRED OUT WALL AT UNITS ADJACENT TO STAIRS FOR PENETRATIONS(NOT REQUIRED AT SHAFTS) r 9 2HR FIRE BARRIER CONTINUITY UNIT UNIT 7D Asiom 2 6 1-57-71 UNIT 1-HOUR FLR/CL'G PER ASSEMBLIES (-7- FLOOR 0 UNIT DEMISING WALL 8A NOTES: UL LISTED SEMI -RECESSED OR RECESSED FIRE EXTINGUISHER CABINETS FOR USE IN 1-HR FIRE RESISTIVE CONSTRUCTION. WRAP INSIDE OF STUD SPACE W/ 5/8" TYPE "X" GWB TO FORM FLAT STUD WALL ASSEMBLY PER G.A. FILE 3640. DO NOT USE SURFACE MOUNTED CABINETS IF THEY PROJECT MORE THAN 4" INTO ACCESSIBLE ROUTE OF TRAVEL. 2X WOOD STUDS SEMI RECESSED FIRE EXTINGUISHER CABINET RECESSED FIRE EXT. CABINET SEE "WALL TYPE" ON PLANS FOR ASSEMBLY ACOUSTICAL INSULATION WALL STUD ELECTRICAL OUTLET BOX MEMBRANE PENETRATION - SEE "MEMBRANE PENETRATIONS" NOTES ON THIS SHEET PROVIDE FIREBLOCKING WHERE A SINGLE STUD SEPARATES (2) ELECT. BOXES PER IBC 718.2 NOTES: 1. PLACE 1/16" THICK RESILIENT PADS BETWEEN STUD & J-BOXES. 2. ELECT. OUTLET BOX - ALL OUTLET BOXES & SIM. BOXES FOR T.V., PHONE, ETC. IN PARTY WALLS ARE TO BE SEALED W/ 3M MPP-4S FIRE BARRIER PUTTY PAD. 3. ELECT. OUTLET BOXES SHALL BE LOCATED WITHIN 6" OF THE DIMS. SHOWN ON THE ELECT. PLANS. 4. IF ELECT. OUTLET BOXES ON OPP. SIDES OF FIRE - RESISTIVE WALLS ARE CLOSER THAN 24" THEY SHALL BE STEEL PER PUTTY PAD RQMTS. 5. ELECTRICAL OUTLET BOXES ON OPP. SIDES OF ALL WALLS SHALL NOT BE CLOSER THAN 8" 0.C. & HAVE AT LEAST ONE STUD SEPARATING THEM. ELECT. BOXES ON OPRSIDES a 0LIJ LINE THE JOIST BAY WITH 5/8" TYPE X GYPSUM WALLBOARD ON FOUR SIDES OF BAY & ENDS. THE NUMBER OF LAYERS OF GYPSUM BOARD TO MATCH THE NUMBER OF LAYERS REQUIRED FOR THE RATED CEI ING ACCCMQLY,. NOTE: THIS DETAIL IS FOR VENTING WITHIN A SINGLE DWELLING UNIT IN SPRINKLERED BUILDINGS ONLY. 16 DUCT THROUGH JOIST BAY 1 1/2" = 1'-0" 15 FIRE DAMPERS 1 1/2" = 1'-0" NOTE: NO PENETRATION OF RATED ASSEMBLY LLOWED 0 UJ 1 OR 2 HR FLR/CLNG ASSEMBLY TYP. SOFFIT BELOW FIRE RATED ASSEMBLY PER PLAN 8A 8A1 FIRE -RESISTIVE CAULK AT PV IR TA WER IS REQUIRED AT DUCTWORK PENETRATION OF RATED CEILING ASSEMBLY, AN APPROVED AUTOMATIC FIRE DAMPER DEVICE RATED FOR CEILINGS MUST BE INSTALLED PER MANUFACTURER'S LISTING. QUICK 90 METAL ANGLE SOFFIT FRAMING EXHAUST DUCTS PER PLAN m w U) (14\ DROPPED SOFFIT 1" = 1'-0" DUCT DUCT 7'-0" AFF MIN CLR. DUCT ct w a FAN BOX P' OTECTED F " N IN JOIST SPACE 1 1/2" = 1'-0" 5/8" TYPE X GYPSUM WALL BOARD FIRE - TAPED PROTECTIVE BOX MUST BE MECHANICALLY SECURED WITH STRAPPING AT CORNERS TO STRENGTHEN THE BOX. THE NUMBER OF LAYERS OF GYPSUM BOARD TO MATCH THE NUMBER OF LAYERS REQUIRED FOR THE RATED CEILING Atteyhal.ROUGH PENETRATION FIRE STOP INSTALLED PER APPROVED MANUFACTURER'S REQUIREMENTS. METAL DUCTWORK. PLASTIC PIPING MATERIAL (MAXIMUM 100 SQ.IN. IN AREA) MAY PENETRATE BOX. EXTEND NO MORE THAN 6" OUTSIDE BOX, AND CONNECT TO THE FIRE STOP. Av MEMBRANE PENETRATION FIRESTOP- SEE "MEMBRANE PENETRATIONS" THIS SHEET MEMBRANE PENETRATING ITEM 1-HOUR OR 2-HOUR WALL ASSEMBLY 0 MEMBRANE PENETRATION THROUGH -PENETRATION FIRESTOP - SEE "U.L. THROUGH PENETRATION FIRESTOP SYSTEMS" THIS SHEET THROUGH -PENETRATION ITEM 1-HOUR OR 2-HOUR WALL ASSEMBLY 0 THROUGH PENETRATION r 4 PENET TION PROTECTION RECEIVED CITY OF TUKWILA FEB 02 2018 PERMIT CENTER GENERAL FIREBLOCKING AND DRAFTSTOPPING SHALL BE INSTALLED IN COMBUSTIBLE CONCEALED LOCATIONS PER IBC SECTION 718. FIREBLOCKING(IBC 718,2): IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE INSTALLED TO CUT OFF CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND SHALL FORM AN EFFECTIVE BARRIER BETVVEEN FLOORS, BETWEEN A TOP STORY AND A ROOF OR ATTIC SPACE. FIREBLOCKING MATERIALS PER IBC 718.2.1 INSTALLED AT THE FOLLOWING CONCEALED DRAFT LOCATIONS: A. CONCEALED WALL SPACES (IBC 718.2.2): FIREBLOCKING HALL BE PROVIDED IN CONCEALED SPACE OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: 1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET (3048mm) B. CONNECTIONS BETWEEN HORIZONTAL AND VERTICAL SPACES (IBC 718.2.3) : FIREBLOCKING SHALL BE PROVIDED AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL STUD WALL OR PARTITION SPACE AND CONCEALED HORIZONTAL SPACES CREATED BY AN ASSEMBLY OF FLOOR JOISTS OR TRUSSES, AND BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACE SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, COVE CEILINGS AND SIMILAR LOCATIONS. C. STAIRWAYS (IBC 718.2.4): FIREBLOCKING SHALL BE PROVIDED IN CONCEALED SPACE BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL ALSO COMPLY WITH IBC 1009.9.3. D. CEILING AND FLOOR OPENINGS (IBC 718.2.5): FIREBLOCKING OF THE ANNULAR SPACE AROUND VENTS, PIPES, DUCTS, CHIMNEYS AND FIREPLACES AT CEILINGS AND FLOOR LEVELS SHALL BE INSTALLED WITH A MATERIAL SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED FOR USE TO DEMONSTRATE ITS ABILITY TO REMAIN IN PLACE AND RESIST THE FREE PASSAGE OF FLAME AND THE PRODUCTS OF COMBUSTION. E. FACTORY -BUILT CHIMNEYS AND FIREPLACES (IBC 718.2.5.1): FACTORY -BUILT CHIMNEYS AND FIREPLACES SHALL BE FIREBLOCKED IN ACCORDANCE WITH UL 103 AND UL 127 F. EXTERIOR WALL COVERINGS (IBC 718.2.6): FIREBLOCKING SHALL BE INSTALLED WITHIN CONCEALED SPACES OF EXTERIOR WALL COVERINGS AND OTHER EXTERIOR ARCHITECTURAL ELEMENTS WHERE PERMITTED TO BE OF COMBUSTIBLE CONSTRUCTION AS SPECIFIED IN SECTION 1406 OR WHERE ERECTED WITH COMBUSTIBLE FRAMES. G. CONCEALED SLEEPER SPACES (IBC 718.2.7): WHERE WOOD SLEEPERS ARE USED FOR LAYING WOOD FLOORING ON MASONRY OR CONCRETE FIRE -RESISTANCE -RATED FLOORS, THE PACE BETWEEN THE FLOOR SLAB AND THE UNDERSIDE OF THE WOOD FLOORING SHALL BE FILLED WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION OR FIREBLOCKED IN SUCH A MANNER THAT THERE WILL BE NO OPEN SPACES UNDER THE FLOORING THAT WILL EXCEED 100 SF (9.3 m2) BETWEEN FIREBLOCKING. FIREBLOCKING & DRAFTSTOPPING NOTES PENETRATIONS OF VERTICAL ASSEMBLIES PER IBC 714.3 THROUGH PENETRATIONS OF FIRE -RESISTANCE -RATED WALLS SHALL COMPLY WITH SECTION 714.3.1 THROUGH 714.3.3. EXCEPTION: WHERE THE PENETRATING ITEM ARE STEEL, FERROUS OR COPPER PIPES, TUBES OR CONDUITS, THE ANNULAR SPACE BETWEEN THE PENETRATING ITEM AND THE FIRE -RESISTANCE -RATED WALL IS PERMITTED TO BE PROTECTED AS FOLLOWS. 1. IN CONCRETE OR MASONRY WALLS WHERE THE PENETRATING ITEM IS A MAXIMUM 6-INCH (152 mm) NOMINAL DIAMETER AND THE AREA OF THE OPENING THROUGH THE WALL DOES NOT EXCEED 144 SQUARE INCHES (0.0929 m2), CONCRETE, GROUT OR MORTAR IS PERMITTED WHERE IT IS INSTALLED THE FULL THICKNESS OF THE WALL OR THE THICKNESS REQUIRED TO MAINTAIN THE FIRE -RESISTANCE RATING; OR 2. THE MATERIAL USED TO FILL THE ANNULAR SPACE SHALL PREVENT THE PASSAGE OF FLAME AND HOT GASES SUFFICIENT TO IGNITE COTTON WASTE WHEN SUBJECTED TO ASTM E 119 OR UL 263 TIME -TEMPERATURE FIRE CONDITIONS UNDER A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH (2.49 Pa) OF WATER AT THE LOCATION OF THE PENETRATION FOR THE TIME PERIOD EQUIVALENT TO THE FIRE -RESISTANCE RATING OF THE CONSTRUCTION PENETRATED. VERTICAL THROUGH -PENETRATION FIRE STOPS PER IBC 714.3.1.2 THROUGH PENETRATIONS SHALL BE PROTECTED BY AN APPROVED PENETRATION FIRESTOP SYSTEM INSTALLED AS TESTED IN ACCORDANCE WITH ASTM E 814 OR UL 1479, VVTIH A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH (2.49 Pa) OF WATER AND SHALL HAVE AN F RATING OF NOT LESS THAN THE REQUIRED FIRE -RESISTANCE RATING OF THE WALL PENETRATED. WALL MEMBRANE PENETRATIONS PER IBC 714.3.2 MEMBRANE PENETRATIONS SHALL COMPLY WITH SECTION 714.3.1 WHERE WALLS OR PARTITIONS ARE REQUIRED TO HAVE A FIRE -RESISTANCE RATING, RECESSED FIXTURES SHALL BE INSTALLED SUCH THAT THE REQUIRED FIRE -RESISTANCE WILL NOT BE REDUCED. EXCEPTION: 1. MEMBRANE PENETRATIONS OF MAXIMUM 2-HOUR FIRE RESISTANCE -RATED WALLS AND PARTITIONS BY STEEL ELECTRICAL BOXES THAT DO NOT EXCEED 16 SQUARE INCHES (0.0 103 m2) IN AREA, PROVIDED THE AGGREGATE AREA OF THE OPENINGS THROUGH THE MEMBRANE DOES NOT EXCEED 100 SQUARE INCHES (0.0645 m2) IN ANY 100 SQUARE FEET (9.29 m2) OF WALL AREA. THE ANNULAR SPACE BETWEEN THE WALL MEMBRANE AND THE BOX SHALL NOT EXCEED 1/8" (3.1 mm). SUCH BOXES ON OPPOSITE SIDES OF THE WALL OR PARTITION SHALL BE SEPARATED BY ONE OF THE FOLLOWING: 1.1. BY A HORIZONTAL DISTANCE OF NOT LESS THAN 24 INCHES (610 mm) WHERE THE WALL OR PARTITION IS CONSTRUCTED WITH INDIVIDUAL NON -COMMUNICATING STUD CAVITIES; 1.2. BY A HORIZONTAL DISTANCE OF NOT LESS THAN THE DEPTH OF THE WALL CAVITY WHERE THE WALL CAVITY IS FILLED WITH CELLULOSE LOOSE FILL, ROCKWOOL OR SLAG MINERAL WOOL INSULATION; 1.3. BY SOLID FIREBLOCKING IN ACCORDANCE WITH SECTION 718.2.1; 1.4. BY PROTECTING BOTH OUTLET BOXES WITH LISTED PUTTY PADS; OR 1.5. BY OTHER LISTED MATERIALS AND METHODS. SEE 2. MEMBRANE PENETRATIONS BY LISTED ELECTRICAL BOXES OF ANY MATERIAL, PROVIDED SUCH BOXES HAVE BEEN TESTED FOR USE IN FIRE -RESISTANCE -RATED ASSEMBLIES AND ARE INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. THE ANNULAR SPACE BETWEEN THE WALL MEMBRANE AND THE BOX SHALL NOT EXCEED 1/8" (3.1 mm) UNLESS LISTED OTHERWISE SUCH BOXES ON OPPOSITE SIDES OF THE WALL OR PARTITION SHALL BE SEPARATED BY ONE OF THE FOLLOWING: 2.1. BY THE HORIZONTAL DISTANCE SPECIFIED IN THE LISTING OF THE ELECTRICAL BOXES; 2.2. BY SOLID FIREBLOCKING IN ACCORDANCE WITH SECTION 718.2.1; 2.3. BY PROTECTING BOTH BOXES WITH LISTED PUTTY PADS; OR 2.4. BY OTHER LISTED MATERIALS AND METHODS. 3. MEMBRANE PENETRATIONS BY ELECTRICAL BOXES OF ANY SIZE OR TYPE, WHICH HAVE BEEN LISTED AS PART OF A WALL OPENING PROTECTIVE MATERIAL SYSTEM FOR USE IN FIRE -RESISTANCE -RATED ASSEMBLIES AND ARE INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. 4. MEMBRANE PENETRATIONS BY BOXES OTHER THAN ELECTRICAL BOXES, PROVIDED SUCH PENETRATING ITEMS AND THE ANNULAR SPACE BETWEEN THE WALL MEMBRANE AND THE BOX, ARE PROTECTED BY AN APPROVED MEMBRANE PENETRATION FIRESTOP SYSTEM INSTALLED AS TESTED IN ACCORDANCE WITH ASTM E 814 OR UL 1479, WITH A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH (2.49Pa) OF WATER, AND SHALL HAVE AN F AND T RATING OF NOT LESS THAN THE REQUIRED FIRE -RESISTANCE RATING OF THE WALL PENETRATED AND BE INSTALLED IN ACCORDANCE WITH THEIR LISTING. 5. THE ANNULAR SPACE CREATED BY THE PENETRATION OF AN AUTOMATIC SPRINKLER, PROVIDED IT IS COVERED BY A METAL ESCUTCHEON PLATE. HORIZONTAL ASSEMBLIES PER IBC 714.4 PENETRATIONS OF A FLOOR, FLOOR/ CEILING ASSEMBLY OR THE CEILING MEMBRANE OF A ROOF/CEILING ASSEMBLY NOT REQUIRED TO BE ENCLOSED IN A SHAFT BY SECTION 712.1 SHALL BE PROTECTED IN ACCORDANCE WITH SECTIONS 714.4.1 THROUGH 714.4.2.2. PENETRATIONS OF HORIZONTAL ASSEMBLIES PER IBC 714.4.1.1. THROUGH PENETRATIONS OF FIRE -RESISTANCE -RATED HORIZONTAL ASSEMBLIES SHALL COMPLY WITH SECTION 714.4.1.1.1 OR 714.4.1.1.2. EXCEPTION: 1. PENETRATIONS BY STEEL, FERROUS OR COPPER CONDUITS, PIPES, TUBES OR VENTS OR CONCRETE OR MASONRY ITEMS THROUGH A SINGLE FIRE -RESISTANCE -RATED FLOOR ASSEMBLY WHERE THE ANNULAR SPACE IS PROTECTED WITH MATERIALS THAT PREVENT THE PASSAGE OF FLAME AND HOT GASES SUFFICIENT TO IGNITE COTTON WASTE WHEN SUBJECTED TO ASTM E 119 OR UL 263 TIME - TEMPERATURE FIRE CONDITIONS UNDER A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH (2.49 Pa) OF WATER AT THE LOCATION OF THE PENETRATION FOR THE TIME PERIOD EQUIVALENT TO THE FIRE -RESISTANCE RATING OF THE CONSTRUCTION PENETRATED. PENETRATING ITEMS WITH A MAXIMUM 6-INCH (152 mm) NOMINAL DIAMETER SHALL NOT BE LIMITED TO THE PENETRATION OF A SINGLE FIRE -RESISTANCE -RATED FLOOR ASSEMBLY, PROVIDED THE AGGREGATE AREA OF THE OPENINGS THROUGH THE ASSEMBLY DOES NOT EXCEED 144 SQUARE INCHES (92,900 mm2) IN ANY 100 SQUARE FEET (9.3 m2) OF FLOOR AREA. 2. PENETRATIONS IN A SINGLE CONCRETE FLOOR BY STEEL, FERROUS OR COPPER CONDUITS, PIPES, TUBES OR VENTS WITH A MAXIMUM 6-INCH (152 mm) NOMINAL DIAMETER, PROVIDED THE CONCRETE, GROUT OR MORTAR IS INSTALLED THE FULL THICKNESS OF THE FLOOR OR THE THICKNESS REQUIRED TO MAINTAIN THE FIRE -RESISTANCE RATING. THE PENETRATING ITEMS SHALL NOT BE LIMITED TO THE PENETRATION OF A SINGLE CONCRETE FLOOR, PROVIDED THE AREA OF THE OPENING THROUGH EACH FLOOR DOES NOT EXCEED 144 SQUARE INCHES (92900 mm2). PENETRATIONS BY LISTED ELECTRICAL BOXES OF ANY MATERIAL, PROVIDED SUCH BOXES HAVE 3. BEEN TESTED FOR USE IN FIRE -RESISTANCE -RATED ASSEMBLIES AND INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. HORIZONTAL THROUGH -PENETRATION FIRESTOP PER IBC 714.4.1.1.2 TI-iFialiTH-15ffNETRATIONS SHALL BE PROTECTED BY AN APPROVED THROUGH -PENETRATION FIRESTOP SYSTEM INSTALLED AND TESTED IN ACCORDANCE WITH ASTM E 814 OR UL 1479, WITH A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH OF WATER (2.49Pa). THE SYSTEM SHALL HAVE AN F RATING/I RATING OF NOT LESS THAN 1 HOUR BUT NOT LESS THAN THE REQUIRED RATING OF THE FLOOR PENETRATED. EXCEPTION: 1. FLOOR PENETRATIONS CONTAINED AND LOCATED WITHIN THE CAVITY OF A WALL ABOVE THE FLOOR OR BELOW THE FLOOR DO NOT REQUIRE A T RATING. a FLOOR PENETRATIONS BY FLOOR DRAINS, TUB DRAINS OR SHOWER DRAINS CONTAINED AND LOCATED WITHIN THE CONCEALED SPACE OF A HORIZONTAL ASSEMBLY DO NOT REQUIRE A T RATING. FLOOR/CEILING MEMBRANE PENETRATIONS PER IBC 714.4.1.2 PENETRATIONS OF MEMBRANES THAT ARE PART OF A HORIZONTAL ASSEMBLY SHALL COMPLY WITH SECTION 714.4.1.1.1 OR 714.4.1.1.2. WHERE FLOOR/CEILING ASSEMBLIES ARE REQUIRED TO HAVE A FIRE RESISTANCE RATING, RECESSED FIXTURES SHALL BE INSTALLED SUCH THAT THE REQUIRED FIRE RESISTANCE WILL NOT BE REDUCED. EXCEPTION 1. MEMBRANE PENETRATIONS BY STEEL, FERROUS OR COPPER CONDUITS, PIPES, TUBES OR VENTS, OR CONCRETE OR MASONRY ITEMS WHERE THE ANNULAR SPACE IS PROTECTED EITHER IN ACCORDANC WITH SECTION 714.4.1.1 OR TO PREVENT THE FREE PASSAGE OF FLAME AND THE PRODUCTS OF COMBUSTION. THE AGGREGATE AREA OF THE OPENINGS THROUGH THE MEMBRANE SHALL NOT EXCEED 100 SQUARE INCHES (64,500 mm2) IN ANY 100 SQUARE FEET (9.3 m2) OF CEILING AREA IN ASSEMBLIES TESTED WITHOUT PENETRATIONS. 2. CEILING MEMBRANE PENETRATIONS OF MAXIMUM 2-HOUR HORIZONTAL ASSEMBLIES BY STEEL ELECTRICAL BOXES THAT DO NOT EXCEED 16 SQUARE INCHES (10,323 mm2) IN AREA, PROVIDED THE AGGREGATE AREA OF SUCH PENETRATIONS DOES NOT EXCEED 100 SQUARE INCHES (44,500 mm2) IN ANY 100 SQUARE FEET (9.29 m2) OF CEILING AREA, AND THE ANNULAR SPACE BETWEEN THE CEILING 3. MEMPANE PENETRATIONS BY ELECTRICAL BOXES OF ANY SIZE OR TYPE, WHICH HAVE BEEN LISTED AS PART OF AN OPENING PROTECTIVE MATERIAL SYSTEM FOR USE IN HORIZONTAL ASSEMBLIES AND ARE INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. 4. MEMBRANE PENETRATIONS BY LISTED ELECTRICAL BOXES OF ANY MATERIAL, PROVIDED SUCH BOXES HAVE BEEN TESTED FOR USE IN FIRE -RESISTANCE -RATED ASSEMBLIES AND ARE INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. THE ANNULAR SPACE BETWEEN THE CEILING MEMBRANE AND THE BOX SHALL NOT EXCEED 1/8" (3.2 mm) UNLESS LISTED OTHERWISE. THE ANNULAR SPACE CREATED BY THE PENETRATION OF A FIRE SPRINKLER, PROVIDED IT IS COVERED BY A METAL ESCUTCHEON PLATE. NONCOMBUSTIBLE ITEMS THAT ARE CAST INTO CONCRETE BUILDING ELEMENTS AND THAT DO NOT PENETRATE BOTH TOP AND BOTTOM SURFACES OF THE ELEMENT. THE CEILING MEMBRANE OF 1- AND 2-HOUR FIRE RESISTANCE -RATED HORIZONTAL ASSEMBLIES IS PERMITTED TO BE INTERRUPTED WITH THE DOUBLE WOOD TOP PLATE OF A FIRE -RESISTANCE - RATED WALL ASSEMBLY, PROVIDED THAT ALL PENETRATING ITEMS THROUGH THE DOUBLE TOP PLATES ARE PROTECTED IN ACCORDANCE WITH SECTION 714.4.1.1.1 OR 714.4.1.1.2. THE FIRE - RESISTANCE RATING OF THE WALL SHALL NOT BE LESS THAN THE RATING OF THE HORIZONTAL PENETRATIONS OF HORIZONTAL ASSEMBLIES BY DUCTS OR AIR TRANSFER OPENING SHALL COMPLY WITH SECTION 717. 5. 6. 7. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. ci Decsription VE / REVISIONS POST PERMIT REVISIONS Date CI Ei co SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: cn cn z IL Lir -Ft 0 0 w a. ce Lj (61 ce R.E,VIEWED FOR 1 CODE COMPLIANCE BUILDING DIVI8ION City of Tukwila FEB 22 2018 APPROVED PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker FIRE/PENETRATIONS NOTES & DETAILS POST PERMIT GRID DIMS, TYPICAL RFI 002 SHEET NOTES Village Bldg_E-Central_2018_dianak@johnsonbraund.com.nit C:\Users\dianak\Documents\1026- PROPERTY LINE 3'-0" 264' -11' 12' - 3" +/- 14' - 9 1/2" 67'- 6 1/2" 80'-53/4" 39'-31/4" 29' -1 1/4" 20'-71/2" 29'-21/4" 3 -429'-7"- --- 11/4"42'-11" '-33/4" RESIDENT LOBBY +290.0 iSK4) '(RESERVED - POLICE) LOBBY LOUNGE OFFICE 1 1/4" 2' - 1" AIL ROOM 10'I- 0" 6'-101/2" ELECTRICAL RAMP +6" EXIT '1 18a) VESTIBULE TRASH RM 10'-7" 1$'-11" STEEL POSTS -SEE STRUCT. 18'- 11" CORRIDOR +289.5 2 BED-M 2 BED-M M ii +288.8 �I .gry Y 841lXXXXxSX +289.0 19'-0" 10'-21/4" PR NKLER /TOILE LOBBY -o C.o M IIPIA SOX g 85'-11" 14 uu.1I! I 7 � 8' -1 1 /2� `b \�I (4) 4" DIA. EXHAUST VENTS PER M.E.P. DESIGN BUILD. 1'-83/4" t=sa toXXX ;, %ASO 93/4" +291.3 DETENTION VAULT SEE STRUCT. ar of 001 AA O (' S L' V i - OL CE +291.5�. SLIDING. GARAGE DOO tl I 33 I I I 32 (17) COMPACT STAL (53) LARGE STALLS (70) TOTAL STALLS S (8'-0"x16'-0" MIN.) '-6"x19'-0") 1) 17'-0" 25 I I 24 I I 23 I I I 22 I I 21 WHEE , STOP (TYP. I 31 I I s0 I I 29 I I 28 I I I I I I I I I I I 2.00% 1:12 16 .I STAIR 1 III k�UU\ IIi 5'-51/4" 18'-41/2" +292.6 iLOVdL-vO 100a) +289.5 CHAIN LINK FENCE M 10'-2"/2" SLIDING G RAGE DOO • \ _� 1441XMIX:XXxXXXMONIMIEWAM VPREWERMIOXIMAXAMOISMAXXXa Mei MAW X g. . 1.0VdIAI CIO OM 111111111111111111110 \ CMS MISS 111111011111111111110 29'-103/4" - 3 3/4" 8' - 8 3/4" MIL !..t s i m 1111111111 9'-0" jr 6'-0" 110 `U r.6Vdito 5'-81/4" O4dIRO GENERATOR r VT ARO AA SK5 -11 Hof 1 ---_. 10' MIN SETBAC 3' - 0"-- 10' -1 3/4" 18'-41/2" 29'-21/4" 8 3/4" 10'-1" 264'-11" 19'-8"+/- LEVEL 1 CONSTRUCTION TYPE IA, OCCUPANCIES S-2, S-1, R-2, AND B ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. INDICATES CONCRETE WALL OR COLUMN PER STRUCTURAL. EXIT STAIR ENCLOSURES IN TYPE 1A 5• CONSTRUCTION SHALL BE 3-HOUR RATED PER STAIR AMMR - SEE SHT 001 CODE NOTES 14. i • • • ONO • • • e • • • OM 6. NOT USED 7 ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. 41e••s••ONO ••® 8. EXTERIOR WALLS (TYPE IA ) ARE 1-HOUR RATED <30FT, AND NON -RATED >30FT, ,FIRE SEPARATION DISTANCE PER IBC TABLE 602. 9 CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. UNIT DEMISING WALLS ARE 1-HOUR 10. RATED PER IBC 708 W/ MINIMUM STC 50. 11. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE SCHEDULE SHEET A610 12. ' STOREFRONT TYPE - SEE SCHEDULE SHEET A620 SEE ENLARGED PLANS FOR DOORS & 13. WINDOWS NOT SHOWN ON THIS SHEET. 14. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. 15. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. 16. 17. REFER TO ACCESSIBILITY NOTES ON SHEET A002. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R-VALUES. CORRIDOR VENTILATION CONCEPT 18. SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. BF.E.C.RECESSED/FIRE 19. EXTINGUISHER CABINET - SEE DETAIL: 22 - F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER TFC. EXIT SIGN PER IBC 1011. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24 REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. 25.FIRE COMMAND CENTER REQUIRED PER TMC 16.46.120 TO COMPLY WITH IBC 911 AND ENCLOSED WITH 2-HOUR FIRE BARRIER CND ®A®00® REVISIIN. RECEIVED CITY OF TU KWI LA FEB 02 2018 PERMIT CENTER OHNSON BRAUNDINC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. `ct 0 N Oj N 'n 0 Cl N '- 0 `�N`I! .6 CO O 9) .N-: CD 0 N O o IN 0 N O O Ci z .- N U) tcr U) co Decsription MEP COORD/BID SET BID SET/PERMIT COMMENTS VE / REVISIONS ASI 001_SMOKE CONTROL REVISIONS POST PERMIT REVISIONS SK RFI responses Date �tocor.i.nm 0 0 0 0 0 0 O ( N� N N N N N Ch N 0, M N 0 0 0 00 0 0 W re e- N 0 `Cr 0 CO N TUKWILA VILLAGE - BUILDING E SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: U J J U) 5 o M ¢w z W con o.. U Q O 0 W -� .6 5 W W n gz J w N T F"- N M co Ltt a. w w re a 0 z z 0 0 U. 0 W w0 o z zW� 9a mI- w od z 5 m I- zaz o u. a w w 3g ww _0 I- a SHEET NOTES SK5 -31 'of 1 C6D FLOOR PLAN - LEVEL 1 3/32" = 1'-0" -111111111i11111111111111as111111111111/21-CND 0' 4' 8' 16' 32' SEE SHEET A001 FOR REQUIRED PARKING CALCULATIONS. PARKING STALL SIZE X16'-0" = 8'-6" X 19' - 0" ACCESSIBLE STALLS STANDARD: 8'-0" MIN WIDTH W/ 5'-0" ACCESS AISLE ALONG ENTIRE LENGTH OF STALL. VAN: 8' - 0" MIN. WIDTH W/ 8' - 0" ACCESS AISLE ALONG ENTIRE LENGTH OF STALL REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 FLOOR PLAN LEVEL I A100 POST PERMIT C 3' -0" 0foam 4,-4r N f `� A300 / N U) M N LO O 010 3'-0" -48"X27" •MECH. / LOUVER OPEN / SI 4 fi0 / BELOW 2' -11 1)4" 000®®020111=1 01100100 601100 2' -1 1 /4" 29'-103/4" 14'-91/2" 20' - 71 /2" i6J LI k1�I�u� 111I III IIIIII II II III !III III Dili II r 14'-91/2" ! 18'-33/4" OPEN TO BELOW STAIR 3 48" x 60" MECHANICAL LOUVER OPENING 6 13' - 7 1/4" CONDENSERS PER MEP DESIGN BUILD; W/ LOOR DRAIN 67'-61/2" STEEL POSTS -SEE STRUCTURAL I ME A201 264'-11 — — / \ PEN \ TO / W4 9' - 8 3/4" _ 1 III® I I � Ir I I I I I 264'-11" 80'-53/4" +302.50Air r—rl 710 11 I I 12 I I 13 AC 0 COMP -ACT 00000000)100000 14'-9" +/- FIELD VERIFY \ OPEN \ TO \BELOW/ \ / / \ PACT COMPACT -CO 0 Me 10' -1 3/4" 39'-31/4" 29'-21/4" SEE MECH. FOR GARAGE EXHAUST EQUIPMENT\ \ 60" x 60" SLAB OPENING W/ METAL NGRATE COVER! N PARTIAL HEIGHT WALL 2"{MIN.) +303.0 It 29'-21/4" III rya;+w. 6'-0" 2'-8 1' 8 3/4" 10'-93/4" 10'-1" — G gym® ® ® 01110111100® C ® s OM ® — — a1•11111011 = e ®®e d —00000110s —0101111111111110 0 C I ' FLOOR PLAN - MEZZANINE LEVEL 3/32" = 1'-0" ;961 0 W 0 re ffi 0 co 0 0 wz zw 9a 5� 00 Z �C �z 0 a a. a w� U) zg IT 3 a 1026.05 12'-3"+/- v — CO • 70" X 70" WALL OPENING W/ LOUVER FOR 1 GARAGE EXHAUST 19'-8"+/- 0' 4' 8' 16' 32' SHEET NOTES MEZZANINE CONSTRUCTION TYPE IA, OCCUPANCIES S-2, S-1, R-2, AND B ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. INDICATES CONCRETE WALL OR COLUMN PER STRUCTURAL. 5 EXIT STAIR ENCLOSURES IN TYPE 1A • CONSTRUCTION SHALL BE 3-HOUR RATED PER STAIR AMMR - SEE SHT 001 CODE NOTES 14. 6' NOT USED ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. EXTERIOR WALLS (TYPE IA) ARE 1-HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE 12. SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 13. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 14. REFER DOOR 8,T WINDOW TO SHEET A420SCHEDULE. FOR UNIT PLAN REFER TO SHEETS A420-A428 FOR ENLARGED UNIT PLANS. REFER TO ACCESSIBILITY NOTES ON SHEET A002. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R-VALUES. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. BF.E.C.RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20 - F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER TFC. SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23, REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24.REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. RECEIVED CITY OF TUKWiLA FEB 02 2018 PERMIT CENTER SHEET NOTES SEE SHEET A001 FOR REQUIRED PARKING CALCULATIONS.. PARKING STALL SIZE 16' - 0" ACCESSIBLE STALLS STANDARD: 8'-0" MIN WIDTH W/ 5'-0" ACCESS AISLE ALONG ENTIRE LENGTH OF STALL. VAN: 8'-0" MIN. WIDTH W/8'-0" ACCESS AISLE ALONG ENTIRE LENGTH OF STALL JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT _REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE z 0 a 0 W O PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. a v 16 NNNNNCOi r e- in V N u) I;l U (o Iv 1- (o ss 0 0 I,- 0 0 Ci Z N CO et N (O Decsription BID SET/PERMIT COMMENTS ASI 001_SMOKE CONTROL REVISIONS POST PERMIT REVISIONS (d o u)t.� N (6 4 N> Y. 0 N (+) SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: FLOOR PLAN MEZZANINE POST PERMIT 5'-01/2" 10'-8" i 11111111111!:flillll11111111111111111UI1111111111IIIIIIII IIIIIIIIIIR' III.grimmoimi m�luuunai _%%; IELEC. 18' - 9 1 /2" 19'-21/2" 18'-91/2" 10'-21/2" 32' - 2 3/4" 1 BED- = d 24'-91/4" 1 BED -A d 3'-151/2" ,•. IIIIIIIIIIIIIIIIIIIl1I1111111 Illllltlllllllllllllllllllll 'III' +/- 6" 1110111111101110 PROPERTY LINE EEO =IED MID MID 1111011110111 259' - 6" A200 32' - 2 3/4" ISK4) I 2' 011116111 b 2 BED -El d 0 230 ,PLUMBING CHASE; UNIT X32 STACK PER , M P D SI N-: UIL 0 BED-C3 wd s 5'-01/2" 1 BED -Al -d 2 BED -El d 2 BED-E d wd s A BED -El d wd _STANDPIPE CHASE; UNIT X18 STACK PER- — MEP DESIGN -BUILD wral .•'M im ■inamm Di ■■■ • ■■■■■ ■■■■Ill ■■ MENI III ■ ■ ■■■■■■■■■ ■■■—■ ■■■ ■ e ■■■■■ ■■■■■ ■ Egio■ ■■■ ■. �i.■lip!■■_■■E■■■ ,„ M-® MIM e 11, 1■•■i ,. ■■ EN ■ a in-■■ �■ ■ vv A020A SK5 -1 'of 1' TER T CAFE - - 11111.1111111111111- - 1 BED-C d s 1 BED-C d 1 BED -Al 212 A020A 111111111111111111 1 BED-C 210 1 BED-B •. 2 BED-E d s 21' - 0" STOR. MEL SHAFT I,.11111 1f11■___ 2 BED -El Id o 205 co PLUMBING CHASE; UNIT X03 STACK PER M P D SI N-BUILT , I M ME H. SHAFT m1 hs i up ui innuonuuu� � fiVe '!!11!111 !MI I 1 11 1!!!!!!11!1 1 FLOOR PLAN - LEVEL 2 3/32" = 8' 3'-0" 16' 0 N A020A 1- i SK5 - 1 'of 1' L41 32' I 1 1 I 1 I 1 I 1 I I I SHEET NOTES . LEVELS 2 - 5 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: TYPE VA OVER IA W/ 3-HOUR HORIZONTAL BUILDING SEPARATION. 3 ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. 5. EXIT STAIR ENCLOSURES IN TYPE VA CONSTRUCTION SHALL BE 2-HOUR RATED PER IBC 707.3.2 AND 1022.1 ® • • ® • • r • • 6. ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. a®Ie® • • _ • • DM • • ®I. 10. 11. EXTERIOR WALLS LOAD BEARING (TYPE VA) ARE 1-HOUR RATED AND NON -LOAD BEARING / NON -RATED >30FT FIRE SEPARATION DISTANCE PER IBC TABLE 602. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. 14. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. INDICATES TYPE A 15. ACCESSIBLE UNIT. ALL REMAINING UNITS SHALL MEET TYPE B ACCESSIBLE UNIT CRITERIA PER IBC 1107.6.2. 16. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R-VALUES. 18.CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. IF.E.C.RECESSED/FIRE 19• EXTINGUISHER CABINET - SEE DETAIL: A007 -E131- F.E. SURFACE MOUNTED FIRE 20. EXTINGUISHER LOCATE PER TFC. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24 REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. FURRED 25. INDICATES FURRED WALL EXTENSION PER IBC 509.4.2, WHERE TABLE 509 26. PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USES SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVISION N RECEIVED CITY OF 1 UKWILA FEB 02 2018 PERMIT CENTER OHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AlA 3380 REGISTERED ARCHITECT ,REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE _ DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET z 0 EIn CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. 0 I. s oi 7 N r N(V cV N N ss NWW te• ci Z - N M t} In Co Decsription BID SET/PERMIT COMMENTS ASI 001_SMOKE CONTROL REVISIONS 10 ❑ -N. N 6 N 0 0 Nm ce •- N SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 LJ FLOOR PLAN LEVEL 2 POST PERMIT 6/20/2017 4:28:47 P 147'-51/2" E U L 0 �O\ (o (o ti O NI Rf C a) U wl rn a) cr) CO C:\Users\dianak\Documents\1026- z w ♦ • +/- 6' 0 N 0 3'-6" zip O ) 2'-0" U OD CV i— T N N 0) 2' - 0' I 18'-91/2" 1 BED-C 1 l r0 f ONEWEE ® o 0 2 BED -El c) 328 PLUMBING CHASE; UNIT X32 STACK PER M P D SI N-:UIL N 1 BED-C3 wd A 14'-5" 11'-7" -Izzt- 6' - 0" \)°' A301 OWE 18'-2" 5'-01/2" 5' - 10" 1 BED-A1 A201 2 BED-El 00 A202 19'-21/2" STANDPIPE CHASE; UNIT X18 STACK PER MEP DESIGN -BUILD FURRED _J 2 BED -El 2 BED-E FURRED 8B A201 147'-0" 18' - 9 1/2" OWE OEM ®a®s ®® CECEEME o o MEWEEME CEO COD COM= o o® o COO ®MOO ® ®o CEO ®® CEO ® o 0 1 BED-A1 20' 0" 316 CORRIDOR \ A313 1 BEDI4_d, FURRED ® ® CIEMEED CEO =MOM ® ® CEOCOME ® ® COIEWIED ® ® CEEMEMO ® ® INEEEIED ®CEO GEE= ® ® EIEWHOID o ® CEOWEIE ® ® SE= ® ® MIODEEE CEO ® ® ® 4211111E100 ® ® =EEO o ® — SK5 - 1 'of 1' A202 1 BED-C d FURRED 1 BED -A A201 cc 00 O O N 0 O 10'-21/2" 1 BED-A1 0 w U- 1 BED-C JANITOR 25'-23/4" 1 BED-B 1 BED -A 2 BED-E d 2 BED-E d wd 24' - 0" 10'-10" 32'-23/4" PLUMBING CHASE; UNIT X03 STACK PER M P D SI N-BUILT 1 BED-C1 wd 301 11 18'-2" 2';0" 2'-0" CM 2'-0" 2'-0" 2'-0" 1(71 c N 2'-0" • 3'-0" FLOOR PLAN - LEVELL 3/32" = 1'-0" f I< L_ A201 0 4' 8' 16' 32' 010 1 1 1 I 1 I 1 I 1 1 I 1 1 I 1 I 1 I 1 1 .J SHEET NOTES OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: TYPE VA OVER IA W/ 3-HOUR HORIZONTAL BUILDING SEPARATION. ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). REFER TO SHEETS A005 & A005A FOR FIRE ' ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. 6. 7. 10. 11. EXIT STAIR ENCLOSURES IN TYPE VA CONSTRUCTION SHALL BE 2-HOUR RATED PER IBC 707.3.2 AND 1022.1 ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. EXTERIOR WALLS LOAD BEARING (TYPE VA) ARE 1-HOUR RATED AND NON -LOAD BEARING / NON -RATED >30FT FIRE SEPARATION DISTANCE PER IBC TABLE 602. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. 14. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. INDICATES TYPE A 15. ACCESSIBLE UNIT. ALL REMAINING UNITS SHALL MEET TYPE B ACCESSIBLE UNIT CRITERIA PER IBC 1107.6.2. 16. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R-VALUES. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. EXTINGUISHER CABINET - SEE DETAIL: 6 -E131- F.E. SURFACE MOUNTED FIRE 20. EXTINGUISHER LOCATE PER TFC. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24 REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. FURRED 5' INDICATES FURRED WALL EXTENSION PER IBC 509.4.2, WHERE TABLE 509 26' PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USES SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. VISION N RECEWED CITY OF TUKWILA PERMIT CENTER 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. NOOONN dl Decsription BID SET/PERMIT COMMENTS ASI 001_SMOKE CONTROL REVISIONS US C4 LIJ wo? 0 SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: 0 a. O CD 111 LU • us LU co CC ZFIC CL cc a. CO 0 w co cluj ci co 0 o a. ce a. gg rz re CL REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 FLOOR PLAN LEVEL 3 POST PERMIT 6/20/2017 4:28:52 PM • U mar 5- C:\Users\dianak\Documents\1026-Tuk (+/-) 6" 0 N -' 3'- c° 1'- N 6) CV N CM cc° 2' 11 t 0 32 - 2 3/4" 2 BED-D wd 2 BED-E1 PLUMBING CHASE; UNIT X32 STACK PER M P D SI N-;UIL MECH. SHAFT 14'-5" 0 0 00/0/0000 0 =I 0 0 1 BED -A w I ELEC. .SHA TS 1 BED-B 1 BED-C d wd A 2 BED-E d TAIR 1 5'-01/2" BED-A1 0 0 0011111111012101 0 0 0= 0 0 ®o 0 001001111010101 18'-91/2" 2 BED-E1 BED-E d wd FURRED 19'-21/2" STANDPIPE CHASE; UNIT X18 STACK PER MEP DESIGN -BUILD BED-E1 yid 2 BED-E d FURRED A200 0000101010 000111111101010 0111111111111110 00 00II= 00 =at= 00101001001111 00®000101011101000 =I 0CND ®s0=Io0 259'-6" 18'-91/2" 1 BED-A1 1 BED- d 415 FURRED CORRIDOR 00 00011100100 00 00 0111111=1100®00®000®MID 0®00®0o®0oomOMo'®®00'0®® =St 00 0111011=1110 ago 0® A201 1 1 i 1 BED-C 1 BED-C d FURRED 1 BED -A 10'-21/2" 1 BED-A1 1 BED-C 1 BED-B 2 BED-E d 2 BED-E d wd 32'-23/4" 2 BED-D wd 2 BED-1 405 J PLUMBING CHASE; UNIT X03 STACK PER M P D SI N-BUILa 1 BED-C1 wtl 401 1I STAIR 2 111110100111111111111111111 0 0 =MD 0 0 0= 0 0 ®0 0 SW= 0 0 imosanss0 0 ® 0 0 ®0 0 10100/0110 ' 04 - LEVEL 4 3/32" = 1'-0" 0' 4' 8' 1 0041111.®EMS 0 0 N N 0 0 2'-0" 2'-0" 2'-0" 2'-0" �21-0" - 2'-0" ih 16' 1 I 1 I 1 F 1 I 1 1 I I 1 I 1 I< L_ A201 32' CND i 1 I 1 I 1 1 I 1 I 1 I 1 1 I 1 SHEET NOTES . LEVELS 2 - 5 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 3. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: TYPE VA OVER IA W/ 3-HOUR HORIZONTAL BUILDING SEPARATION. ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. EXIT STAIR ENCLOSURES IN TYPE VA CONSTRUCTION SHALL BE 2-HOUR RATED PER IBC 707.3.2 AND 1022.1 6. ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. • 10. 11. EXTERIOR WALLS LOAD BEARING (TYPE VA) ARE 1-HOUR RATED AND NON -LOAD BEARING / NON -RATED >30FT FIRE SEPARATION DISTANCE PER IBC TABLE 602. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. 14. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. INDICATES TYPE A 15. ACCESSIBLE UNIT. ALL REMAINING UNITS SHALL MEET TYPE B ACCESSIBLE UNIT CRITERIA PER IBC 1107.6.2. 16. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R-VALUES. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. w. EXTINGUISHER CABINET - SEE DETAIL: .F.E. SURFACE MOUNTED FIRE 20. EXTINGUISHER LOCATE PER TFC. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24. REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. FURRED 25. INDICATES FURRED WALL EXTENSION PER IBC 509.4.2, WHERE TABLE 509 26. PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USES SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVISION RECEIVED CITY OF TUKWILA FEB 02 2018 PERMIT CENTER 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. Decsription BID SET/PERMIT COMMENTS ASI 001_SMOKE CONTROL REVISIONS Date cu co SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: -J Lu 0 LLI a. Lu LLI cNi co a. re cn re a. a. col o REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Author Checker FLOOR PLAN LEVEL 4 Lu POST PERMIT 6/20/2017 4:28:57 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central 2017 dianak@johnsonbraund.coln.rvt �310j I I 18'-91/2" 3 -23/4" 2 BED -El 2 BED -El I6c46 v —�—M —2 $EB-E1 PLUMBING CHASE; UNIT X32 STACK PER M P D SI N-:UIL 1 BED-C3 wd 1 BED -A w MEC .SHAFTS 1 BED-B 24'-91/4" 1 BED-C wd 2 BED-E STAIR 1 1 BED -Al 18'-91/2" 1 BED -Al 2 BED -El 2 BED-E w 519 19'-21/2" STANDPIPE CHASE; UNIT X18 STACK PER MEP DESIGN -BUILD 259' - 6" • A313,� 1 BED -Al 1 BED -A .®MI. MIMEO= MID® OEM= ®MI. COMMEWD MI.® COMM= MI. MI. =WEE= CEO EMI WM= MI. MI. COM= 4WD COD =MEWED CEO 4WD COMMA, o® WINNIMb ®MID =NOD MI. MI. MMEMEED MI•o MEW= ®MID COMM= CND COD MEMENWO CND COD A201 1 BED-C 514 25'-0" 1 BED-C 513 10'-21/2" BED -Al 1 BED-C 1 BED-B 25'-23/4" 1 BED -A 2 BED-E 504 17 2 BED-E wd LDRY 2 MECH. SHAFT 32'-23/4" MECH. SHAFT PLUMBING CHASE; UNIT X03 STACK PER M P D SI N-BUIL 2 BE 'i -E1 M 1 BED-C1 I wd ( ` 05 - LEVEL 5 3/32" = 1'-0" STAI- 2 CV 0 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" N O N 2'-0" M 0 I 1 1 I 1 1 I 1 1 1 I 1 I 1 1 I L 201 MID 1 1 i 1 I 1 1 1 I 1 1 I 1 I 1 I 1 1 I 1 1 SHEET NOTES 1. LEVELS 2 - 5 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: TYPE VA OVER IA W/ 3-HOUR HORIZONTAL BUILDING SEPARATION. 3 ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). REFER TO SHEETS A005 & A005A FOR FIRE 4' ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. 5. EXIT STAIR ENCLOSURES IN TYPE VA CONSTRUCTION SHALL BE 2-HOUR RATED PER IBC 707.3.2 AND 1022.1 -®•• MIND ••®••® 6. ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. ®••MIND••ISM ••MI®11.0 7, EXTERIOR WALLS LOAD BEARING (TYPE VA) ARE 1-HOUR RATED AND NON -LOAD BEARING / NON -RATED >30FT FIRE SEPARATION DISTANCE PER IBC TABLE 602. 8. 9. 10. 11. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. 14. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. INDICATES TYPE A 15. ACCESSIBLE UNIT. ALL REMAINING UNITS SHALL MEET TYPE B ACCESSIBLE UNIT CRITERIA PER IBC 1107.6.2. 16. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R-VALUES. 18.CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. ®F.E.C.RECESSED/FIRE 19• EXTINGUISHER CABINET - SEE DETAIL: F.E. SURFACE MOUNTED FIRE 20. EXTINGUISHER LOCATE PER TFC. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24 REFER TO SHEET A007 FOR • PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. `\`\\FURRED 25' INDICATES FURRED WALL EXTENSION PER IBC 509.4.2, WHERE TABLE 509 26' PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USES SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVISIIN. RECEIVED CITY OF T UKWILA FEB 02 2018 PERMIT CENTER JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. Q CI V O N aj .N-- N O N .M-- f- 0 O 4 NN t CO O N N r f0 N ol O O h 8, 6 O O z-. N M s{ N O Decsription BID SET/PERMIT COMMENTS AS! 001_SMOKE CONTROL REVISIONS POST PERMIT REVISIONS Date nn,. N N N 000 m Ce .- N M W z a J co 1 W J 5 SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 0 J J U) w 0o co Qw z5 ri) aQ OD wm 0) Z w w z d J w Q Q Z � N I—N w a as z 0 w 0 0 w H � 0 ww a- Cl. w� a) Z §r 00 w0 I-0a REVIEWED FOR FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 FLOOR PLAN LEVEL 5 POST PERMIT E 0 0 C I C 0 to C 0 - (a co ti O NI C a) U WI m 0) cr.) m 12" PARAPET (TYP.) A (ROOF DRAIN AND OVERFLOW. RUN ROOF DRAIN DOWN DEMISING WALL BELOW, AND TIE INTO INTERNAL BLDG. DRAIN PIPE SYSTEM. BUTTERFLY SLOPE ROOF 1 1/2"/12" (TYP.) 24" PARAPET (TYP.) SLOPE ROOF 1/2"/12" (TYP.) MECHANICAL SHAFT 24" PARAPET (TYP.) CRICKET (TYP.) ELEVATOR OVERRUN 12" PARAPET (TYP.) 1009.16.2 PROTECTION AT ROOF HATCH OPENINGS. WHERE THE ROOF HATCH OPENING PROVIDING THE REQUIRED ACCESS IS LOCATEAD WITHIN 10 FEET OF THE ROOF EDGE, SUCH ROOF ACCESS OR ROOF EDGE SHALL BE PROTECTED BY GUARDS INSTALLED IN ACCORDANCE WITH THE PROVISIONS OF SECTION 1013. CERTAINTEED SBS MODIFIED BITUMEN ROOFING BUTTERFLY SLOPE ROOF 1 1/2"/12" (TYP.) 1/4"/12" CRICKET AT BUTTERFLY GUTTER TO D.S. TO ROOF BELOW MECHANICAL SHAFTS CRICKET (TYP.) 12" PARAPET (TYP.) 24" PARAPET (TYP.) SLOPE ROOF 1/2"/12" (TYP.) 24" PARAPET lip STAIR PRESSURIZATION EQUIPMENT; MIN. 10'-0" FR.MPAR P TEIG CRICKET (TYP.) ROOF HATCH ACCESS W/ALTERNATING TREAD DEVICE - MIN. 16 SF CLR Ng 42" MIN. HT. PARAPET AROUND ROOF HATCH FOR FALL PROTECTION; MEASURED FROM THE TALLEST POINT OF ROOF RIDGE STANDING SEAM ROOF AT / UNIT BUMP OUTS; SLOPE 3712" (TYP.) * PARAPET DIMENSIONS MEASURED FROM TOP OF ROOF ELEVATION UNOCCUPIED ROOF UNVENTILATED CERTAINTEED SBS MODIFIED BITUMEN ROOFING 12" PARAPET (TYP.) 36" PARAPET (TYP.) 24" PARAPET (TYP.) SLOPE ROOF 1/2"/12" (TYP.) MECHANICAL SHAFT 24" PARAPET (TYP.) SMOKE EVAC. EQUIPMENT 12" PARAPET (TYP.) 36" PARAPET (TYP.) 36" PARAPET (TYP.) CRICKET (TYP.) ELEVATOR OVERRUN 1/2"/12" DRYER o EXHAUST o 24" PARAPET (TYP.) SLOPE ROOF 4- 1/2"/12" (TYP.) 24" PARAPET (TYP.) STAR PRESSURIZATION EQLIPMENT; IVIN. 10'-0" FR• PARP ERG PARAPET HEIGHT TO MATCH NORTH WING STAIR 1 r ' \ ROOF PLAN 3/32" = 1'-0" CRICKET (TYP.) 0' 4' 8' 16' 32' SHEET NOTES SEE STRUCTURAL DRAWINGS FOR ROOF FRAMING. ALL ROOFING TO BE CLASS B MINIMUM PER IBC 1505 AND TABLE 1505.1. ALL ROOF SLOPES ARE 1/2"/FT. U.N.O PROVIDE OVERFRAMING AT CRICKETS, SLOPE 1/2"/FT. TO ROOF DRAINS AS SHOWN. PROVIDE 12x12 CUTOUTS IN MAIN ROOF SHEATHING FOR VENTILATION. ATTIC SPACE COMPLETELY FILLED WITH INSULATION TO ELIMINATE "CONCEALED SPACE" PER NFPA 13 SEC 8.15.1.2 AND 8.15.1.2.7. ATTIC SPACE IS UNVENTILATED PER WA STATE IBC 1203.2, EXCEPTION 4 CONDITIONS 4.1 - 4.5. ITEM 4.5 b. AIR -PERMEABLE INSULATION ONLY HAS BEEN SE C D OR S 4.1 THE UNVENTED ATTIC IS COMPLETELY CONTAINED WITHIN THE BUILDING THERMAL ENVELOPE. 4.2 NO INTERIOR VAPOR RETARDERS ARE INSTALLED ON THE CEILING SIDE (ATTIC FLOOR) OF THE UNVENTILATED ATTIC ASSEMBLY. 4.3 NA 4.4 NA 4.5b. AIR PERMEABLE INSULATION ONLY: IN ADDITION TO THE AIR PERMEABLE INSULATION INSTALLED DIRECTLY BELOW THE STRUCTURAL SHEATHING, RIGID BOARD OR SHEET INSULATION SHALL BE INSTALLED DIRECTLY ABOVE THE STRUCTURAL ROOF SHEATHING AS SPECIFIED IN TABLE 1203.2 FOR CONDENSATION CONTROL. TABLE 1203.2: CLIMATE ZONE 4C = R-15 MIN. RIGID INSULATION. A PARAPET NEED NOT BE PROVIDED ON AN EXTERIOR WALL WHERE ANY OF THE FOLLOWING CONDITIONS EXIST PER IBC 705.11: THE WALL IS NOT REQUIRED TO BE FIRE -RESISTANCE RATED IN ACCORDANCE WITH TABLE 602 BECAUSE OF FIRE SEPARATION DISTANCE. 9. DRAFTSTOPS ARE NOT REQUIRED IN ATTICS OR OTHER CONCEALED ROOF SPACES PER IBC 718.4.2, GROUP R-2, EXCEPTION 2 WHERE THE FOLLOWING CONDITIONS EXIST: DRAFTSTOPPING IS NOT REQUIRED IN BUILDINGS EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1. 10. ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED FIRE BARRIERS. REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. o 0 oo 11. SHAFTS & STAIR ENCLOSURES EXTEND THROUGH ATTIC TO UNDERSIDE OF ROOF SHEATHING UNLESS NOTED OTHERWISE. 12. SHAFTS THAT DO NOT EXTEND TO THE UNDERSIDE OF ROOF SHEATHING SHALL BE ENCLOSED ON TOP WITH A 2-HOUR RATED ASSEMBLY. PER IBC 713.12. SEE MECH. DESIGN/BUILD FOR LOCATION AND TERMINATION OF SHAFTS AT ATTIC/ROOF. 13. ALL ROOF AREAS SHALL BE SLOPED TO A DRAIN AND OVERFLOW DRAIN U.N.O. THRU WALL SCUPPERS AS SHOWN. PROVIDE OVERFLOW OUTLET THROUGH ROOF TO DAYLIGHT. SEE DETAILS: 14. ALL VENT OPENINGS TO HAVE 1/4" CORROSION RESISTANT METAL MESH COVERING. 15. REFERENCE MECHANICAL & PLUMBING DESIGN/BUILD DRAWINGS FOR EQUIPMENT & CURB LOCATIONS AND PENETRATIONS. SEE DETAILS: REVISION NO: RECEIVED CITY OF ' UKWILA FEB 02 2018 PERMIT CENTER a1> JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT =REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE 0 a 0 co 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. a 0 6 r N � N RI N X',, 0 N 80. 0 6 0 Z — N (1) a' U) CO Decsription MEP COORD/BID SET ASI 001_SMOKE CONTROL REVISIONS POST PERMIT REVISIONS Date �I,� 00 O N N N 0 0 Ce •- N M W 0 Z J co 1 V J i SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: 0 J W OM z00 W aQ OD Wm W uj �t W Lu c0 O?rn gw� > ¢ a: J J CV } N a. REVIEWEDFOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: ROOF PLAN POST PERMIT ww 0 a- a 0 z 0 w B 0 w 0 wz zw -J 5�i 50 z U- x re a 0 zF 0U w0 I -a 1026.05 1/31/2018 6:50:46 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central_2018_dianak@johnsonbraund.com.rvt 9 CONC. REVEAL LINE @ FLR. LEVEL CAST -IN -PLACE FORMED CONCRETE (6" MIN. THICKNESS) 5EAST PATIO WALL - NO STAIR 3/16" = 1'-0" I 18"X18" MECH. LOUVER LEVEL 1 10:1i, 289.50 CONCRETE PLANTER WALL (STAIR REMOVED) n...,...,, anuauara CONCRETE REVEAL LINE @ FLR. LEVEL CAST -IN -PLACE FORMED CONCRETE (6" MIN. THINKNESS) 18 ANGLED WALLS (MIN. 42" ABOVE TREAD) 16 PIPE RAILING; PAINT TO MACTCH DARK BRONZE CONCRETE FORMED STAIRS W/ NON -SLIP CAST METAL NOSING 4EAST PATIO WALL - FRONT APPROACH 3/16" = 1'-0" V 0 11 CONCRETE PLANTER WALL, TYP. 6 20'-163/4" +290.00 FF 14 ,*,q,:i>afflgralaPta iltorMiftlftekknoklavidaiilel I1IIIII1I +291.35 MECH. LOUVER, TYP. +291.95 20 +293.3 EAST ELEVATION fig IIIIII n..,w. +292.45 +293.00 FF GRADE 0431 8 2 HIGH PARAPET 350.50 PARAPET HT. 350.11 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 EZZANINE LEVEL 299.50 A 1 NORTH ELEVATION 3/32" =1'-0" LEVEL 1 289.50 HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 ZZANINE LEVEL 299.50 LEVEL 1 289.50 RECEIVED O CITY TUKWILA FEB 02 2018 PERMIT CENTER ALL VENT SHROUD COVERS TO MATCH ADJACENT SURROUDNING FINISHES. ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES 1 MASONRY BASE BRICK MUTUAL MATERIALS , IMPERIAL GRAY -SMOOTH GRAFFITI - RESIST COATING 9 SIDING- MOSAIC 3 HARDIE PANELS W/ REVEALS SHERWIN WILLIAMS SW 6369 - TASSEL SMOOTH 17 WINDOW TRIM - METAL SIDING 1X J-MOULDING COOL COLONIAL RED (MATCHES SW7585) 25 BOLT -ON BALCONY ALUMINUM ANNODIZED BRONZE 2 MASONRY ACCENT BRICK MUTUAL MATERIALS , CASTLE GRAY - SMOOTH SOLDIER COURSE 10 SIDING- MOSAIC 4 HARDIE PANELS W/ REVEALS SHERWIN WILLIAMS SW7585 - SUNDRIED TOMATO SMOOTH 18 WINDOW VINYL ALMOND 26 GUARDRAILS ALUMINUM ANNODIZED BRONZE 3 MASONRY COPING BRICK MUTUAL MATERIALS , CASTLE GRAY - SMOOTH CAST COPING 11 SIDING - METAL FLAT PANEL METAL ANTIQUE PATINA HORIZONTAL 19 EXTERIOR DOORS INSULATED METAL CLAD SHERWIN WILLIAMS SW 6159 - HIGH TEA 27 SLIDING GARAGE DOOR METAL - PAINTED COLOR TO MATCH ANNODIZED BRONZE W/ MESH PANEL PRIVACY SCREEN 4 CONCRETE CAST -IN PLACE CONCRETE W/ REVEALS NATURAL GRAY - PATCHED & SACKED GRAFFITI - RESIST COATING 12 SIDING - METAL CORRUGATED COOL DARK BRONZE HORIZONTAL 20 FACSIA, PARAPET CAP AND FLASHING POWDER COATED METAL FLASHING COLOR TO MATCH - DARK BRONZE 28 GREENSCREENS METAL - PAINTED COLOR TO MATCH ANNODIZED BRONZE ART PANEL BY ARTIST JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. d0 OO ei O M_ NNN N N ,(9- 0) O N O w o CT,N N O A(p' 0 d z — N M e} a() aD Decsription BID SET/PERMIT COMMENTS POST PERMIT REVISIONS SK RFI responses Date 0 F- 0 glRagi N c, 0 r�.- 00 0 O a) W s-N a+) st TUKWILA VILLAGE - BUILDING E SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 0 —J J W 0 0 1- 2 o- 0 Lu F-: 0 Q W 0 -4 0- o- j H 0 0 M H co 0 0 J m uiti co co LLI co W ¢ 0_ i- N 0- w W O a O 0 wo z z_w m� z o fro FZ wz z °o w cc w� 0 z� oU ww con _°0 ra REVIEWED FOR CODE COMPLIANCE APPROVED FEB 22 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 LJ 5 SIDING HARDIE PLANK 7" LAP SIDING SHERWIN WILLIAMS SW 6121- WHOLE WHEAT SMOOTH 13 SIDING -ACCENT 1 X 6 CEDAR CLEAR COAT CLEAR/ TIGHT KNOT 21 CANOPIES POWDER COATED FABRICATED STEEL COLOR TO MATCH -DARK BRONZE 29 GARAGE OPENINGS/ SCREEN 2 X2 METAL MESH - PAINTED COLOR TO MATCH ANNODIZED BRONZE 6 7 SIDING SIDING -MOSAIC 1 HARDIE PANELS W/ REVEALS HARDIE PANELS W/ REVEALS SHERWIN WILLIAMS SW 6159 - HIGH TEA SHERWIN WILLIAMS SW 6121 - WHOLE WHEAT SMOOTH SMOOTH 14 15 HORIZONTAL TRIM BAND CORNER TRIM 1 X 10 HARDIE TRIM 1 x 4 HARDIE TRIM SHERWIN WILLIAMS SW7048 - URBANE BRONZE PAINT TO MATCH ADJACENT WALL SURFACE 22 23 SOFFIT DECORATIVE COLUMNS CEDAR METAL - PAINTED CLEAR STAIN COLOR TO MATCH CEDAR WOOD AT ENTRY LOBBY 30 31 SIGNAGE DECORATIVE SCONCE LIGHTING TBD �E r FACTORY FINISH - BRONZE EXTERIOR ELEVATIONS A200 8 SIDING- MOSAIC 2 HARDIE PANELS W/ REVEALS SHERWIN WILLIAMS SW 6272 - PLUM BROWN SMOOTH 16 WINDOW TRIM 1 x 4 HARDIE TRIM SHERWIN WILLIAMS SW7585 - SUNDRIED TOMATO 24 STOREFRONT ALUMINUM ANNODIZED BRONZE 1�IN- (WA'% 32 VENT SHROUD METAL - PAINTED COLOR TO MATCH ADJACENT SURROUNDING FINISHES POST PERMIT 1/31/2018 6:50:53 PM Z U C ca C 0 rn L 0 N 'co I cI T a) U LlJ N rn ca C:\Users\dianak\Documents\1026- 4 1 WEST COURT ELEVATION Cad NORTH ALCOVE 3/32" = 1'-0" 3 7 28 ,siiiliiii9iliiii:iiilsi3iiJii✓ 4-- 26 GAS METER LOCATION PER DESIGN -BUILD JI [filliSONMINIINp Ip!11! 'I 1...III I� ' III 1 III 1j1Ii.1� !1 �lL,!1il,9ll,.I�r►!II�II!�!IIi�:,l11i!�1 �!��Ili�l�l�m jq f (�Ii \A503 III IUD VIII i�!l!I!ijJ il!lii! l! riiilii!Iiilliili !i!!!lillllill!I 16 IIIIIII III■1 II. EAST WEST COURT ELEVATION 14e-- 3/32" = 1'-0" 12 19 REVISION 4 WEST ELEVATION 3/32" = 1'-0" (4) 4" DIA. INTAKE VENTS PER M.E.P. DESIGN BUILD. WEST COURT E 3/32" = 1'-0" SOUTH ELEVATION 20 14 10 v HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 ti ZANINE LEVEL 299.50 LEVEL 1 289.50 HIGH PARAPET 350.50 PARAPET HT. Cc) 350.11 ROOF 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 EVATION SOUTH ALCOVE Co U, .cr kr M C) kr M C) 0 0 HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF 348.11 11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 00 319.15 LEVEL 2 310.00 EZZANINE LEVEL 299.50 LEVEL 1 289.50 (4) 4" DIA. EXHAUST VENTS PER M.E.P. DESIGN BUILD. RECEIVED ED CITE' OF T.%KWILA FEB 02 2018 3/32"=1'-0" PIT CENTER JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 1REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 S CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. .4 u1 cn co cO n N O O O N N Q CO 7 N c' N N N C' ol O cd o .N-• N U) n- O CO O Z - N CO<} u) CD C BID SET/PERMIT COMMENTS POST PERMIT REVISIONS SK 0 a c� 0 Date Lot- N- 000 6ch 0 0 r O O o ce .- N Cc) SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 0 -J J w 0 O 0) i- z w a O J zc) < W 0 O CL H REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 LJ LJ EXTERIOR ELEVATIONS A201 POST PERMIT 6/20/2017 4:29:18 PM age Bldg_E-Central_2017_dianak@johnsonbraund.com.ry C:\Users\dianak\Documents\1026 9A • 1 iv, "law 1 **IV._ A 1: I zt.1 0. p""III 11�, „.„11 AliilltIV�/� II 1 BED- 7B LEVEL 5 TYPE 5A / 1 BED- 7B LEVEL 3-4 TYPE 5A No - Soo ► s` 110. U- 0 o: 0 0 CC u_ ►a. ►i :4 ,11 AII11� M11 1 II1 Il►,r IPP 11 •��$ tttttt METAL COLLAR - SOLDERED TO CHUTE HIGH PARAPET PARAPET HT. 350.11 FIBER CEMENT SIDING & FURRING OVER WRB ON PLYWOOD & 2X6 WOOD STUD WALL 9A 2-HR SHAFT WALL 4J TRASH RM 15"X18" 'B' LABELED SELF -CLOSING INTAKE DOOR 90 MIN. RATED ASSEMBLY, TYP. 8A 1-HR FLOOR / CEILING ASSEMBLY LEVEL 5 337.44 HAHR AFT ALL 15"X18" 'B' LABELED SELF -CLOSING INTAKE DOOR 90 MIN. RATED ASSEMBLY, TYP. 2-HR SHAFT WALL 8A TRASH RM 1-HR FLOOR / CEILING ASSEMBLY 1 BED-B d 7B LEVEL 2 TYPE 5A ®• , ®. n o ®o,• 0'oD 7IJ1 2-I SF W IR AFT ILL 4J 15"X18"'B' LABELED SELF -CLOSING INTAKE DOOR 90 MIN. RATED ASSEMBLY, TYP. 2-HR SHAFT WALL 2C2 TRASH RM 3-HR HORIZONTAL FIRE BARRIER • • d )0 00 Onr 4 .d LEVEL 1 TYPE 1A i I I CpMPACTOR SELF-CLOSING'B' LABELED DOOR W/ FUSABLE LINK 90 MIN. RATED ASSEMBLY - BRACE AS REQUIRED. =1 1 °QQOU�gOU� O(�°gOU� O�°pOU° O°JQOU° OU°vpOU°pOU°vOU°QO��° O�°vpOU° OU°QOU` �I=l�lll-(�l �rT�i-1fl 1�1i1�1T ir° 1 1-f�1� 1�° i11-11 �If-i11ni �l 111 T1i �f1 °11�Q1i1 T1 1( ICI-ICI-I�1-Ir1, IT-FI, �I=1�I, ,ICI -ICI ,ICI-1�1-ICI-ICI, ,M -1,1�I, ICI, I�1 I�I,�,I�I I�I,�,I*I ,ICI 1*1-111 I'I ICI �3 . WALL SECTION 0 TRASH CHUTE _ LEVEL 3 319.15 LEVEL 2 310.00 TYPICAL 1-HR ROOF/CEILING ASSEMBLY 9A X UNIT UNIT 7 A007 TYP. 7D TYPICAL 1-HR FIRE PARTITION ASSEMBLY 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY UNIT UNIT 4 -4 t, 4 t 4 7D TYPICAL 1 HR FIRE PARTITION ASSEMBLY 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY • UNIT 4 4 UNIT LEVEL 2-5 TYPE 5A 3-HR HORIZONTAL FIRE BARRIER TYPICAL 1-HR FIRE PARTITION ASSEMBLY • LEVEL 2 310.00 MEZZANINE LEVEL • LEVELI TYPE 1A )UO oUO ov0 ov0 oU0 ov0 ov0 oU0 0�0 „Jo oU v9��9�°iib43�99wFii° o 0 0 iai0c 2 WALL TYPICAL 1-HR RQOF/CEILING ASSEMBLY 1111hI11111Mr111111111t111im iu 1I.IlIIn1111I11111111111111111111I11111111111 • Avec - As Actip Arw-ofimproospeA - *VfS*ViIiIiiiiiWiiiaVVJP4i*A.!1► ...•..• �.�.�.�. eme r..�...�.�.1•.•. TYPICAL 1-HR LOOR/CEILING ASSEMBLY UNIT LEVEL 2-5 TYPE 5A TYPIC4 L 1-HR FIRE PARTI-ION ASSEMBLY TYPICAL 1-HR FIRE PARTITION ASSEMBLY CORIRIDOR 1-HR Ci 8B FLOOR'. ASSEM )RRIDOR CEILING 3LY MECH. TYh. TYPIC L 1-HR FIE PARTITION ASSEMBLY TYPICAL 1-HR FIRE PARTITION ASSEMBLY TIPICAL UPPER FLOOR 1-H 8B FLOOR/CEILING ASSEMBLY TYPICAL 1-HR FIRE PARTITION ASSEMBLY COR�2IDOR 13-HR HORIZONTAL FIRE BARRIER ®'-®ocr �oo.n' -moo •d a • M1 a n4 348.11 TOP PLATE 345.53 TYPICAL 1-HR FLOOR/CEILING ASSEMBLY LEVEL 5 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY UNIT 337.44 LEVEL 4 SIM. LEVEL 3 319.15 LEVEL 2 310.00 <, a MEZZ. LEVEL TYPE 1A MEZZ. 2B MEZZANINE LEVEL ;-5) • 299.50 -ti LEVEL 1 TYPE 1A LEVEL 1 2A .. a oo°U°oo°U°ooU°00. °00 °00Lf°00 °oo°U°ooU°o0°U°oo ooU°ooU°o0u000u ooU, oO o 000 .00 .00 000 00 0 00 0 .00 00 0 .00 .00 .00 000 .0 O0 00 0 00 0( WALL SECTION - TYPICAL CORRIDOR WALL LEVEL 1 289.50 SHEET INFO. 1. LEVELS 2 THRU 6: CONSTRUCTION TYPE VA OCCUPANCIES: RESIDENTIAL R-2 & STORAGE S-1. 2. SPECIAL PROVISIONS IBC 406.6 S-2 ENCLOSED PARKING GARAGE W/ R-2 ABOVE 3-HOUR HORIZONTAL FIRE BARRIER. 3. ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). 4. SEE SHEET SERIES A006 FOR FIRE -RESISTIVE ASSEMBLIES. 5. SEE SHEET SERIES A009 ENERGY CODE COMPLIANCE NOTES FOR REQUIRED INSULATION R-VALUES. REVISI N ll ECEJVED CITY OF Ili iiMiLA FEB 02 2018 PERMIT CENTER VD OHNSON BRAUNDINC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AlA STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. `r O NOOONN W M (N� N W QiOO N ro O tp n O d Z Z. N M V h m Decsription POST PERMIT REVISIONS Date N. N 1 0 Z co 1 W J 5 SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: M co J } o- U w c3 a. f z 0 w 0 wz zw m= 0 6 z 4' I 0 0 . as rz n. U) z OV wO 1- a. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker INTERIOR WALL SECTIONS 1 POST PERMIT 1/2" = 1'-0" 1/2" = 1'-0" 1/2" = 1'-0" 0 rn 6/20/2017 4:29: Village Bldg_E-Central_2017_dianak@johnsonbraund.com.rvt C:\Users\dianak\Documents\1026- 2 z w 70" TV / 7— \ ——— / N —M 45" 45" 3" 84" c N- VENT-FREE SEE -THROUGH LINEAR FIREPLACE ELEV - LOBBY ELEV. 6 3/8" 31 1/8" 31 1/8" 31 1/8" 31 1/8" 31 1/8" co c CV r L_ IMAIL ROOM 1 1 I i i i 4'-4" I AUTO DOOR OPENER & ACCESS CONTROL I 1 1 i i r -�1 1 I 7 ,1 4'-7" c CO +290.00 6'X4' WALK - OFF MAT (RECESSED) TELEVISION CASEWORK A\ MAIL ROOM 20'-21/4" RESIDENT LOBBY 323 SF AUTO DOOR UPCNER SEE -THROUGH LINEAR FIREPLACE LOBBY LOUNGE 772 SF 4.5' X 9' POOL TABLE 5' - 61/4" LINE OF MEZZANINE FLOOR ABOVE, TYPICAL �90.00 kr WALL MTD. POOL co CUES r- WALL MURAL (TO BE DETERMINED) WALL MTD. FLAT SCREEN TELEVISION 31 1/8" 1, 31 1/8" X 31 1/8" 31 1/8" 31 1/8" 16 3/8' r 2' - 0 3/4" c"--104 va • o p • rZ eo MAIL ROOM a MAIL ROOM L ID 14'-01/2" OFFICE 278 SF A400 10'-0" ELEV 1 IY 0 8'-8"CLR. b ti HANDRAILS EACH SIDE (12" EXTENSION) 6'-101/2" MACH. RM. 6'-101/2" RAMP +6„ 101/2"--- COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ELECTRICAL 7'-53/4" -51/2 \ 5'-9 c/4" 5'-51/2" 6;89.50 1118a) TRASH RM 18' - 2 3/4" f-- 1 1/4" * 30" * 30" * 30" SOFFIT / / 7\ n PRINTER —7\ -/ --- LATERAL FILES LATERAL FILES LATERAL FILES \ -\ / /_ / FILLER * 30" * 42" * 42" * 42" *PROVIDE LOCK FOR CABINETS LEASING OFFICE INTERIOR ELEVATIONS FILLER &FILLER 1/4" =1'-0" C VESTIBULE 6;89.50 STAIR 3 7' -11 3/4" Y' i N4N4ry;. REVISI r J SC Inn RECEIVED CITY OF TW(WdL,i —FEB 02 2010 PERMIT CENTER 11 RESIDENTIAL LOBBY - ENLARGED FLOOR PLAN 1/4" = 1'-0" JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 1RRG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. WCV oii N C 4ry ,4 N CV Q ^, N " (Op f0 CV ,() ,- O O ci Z .- N M a U) O Decsription POST PERMIT REVISIONS Date n N 1 O al CL SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: 1026.05 DRAWN BY: DWK/GL CHECKED BY: Checker ENLARGED LOBBY PLAN A400 POST PERMIT 6/20/2017 4:29:28 PM GWB SOFFIT @ 7'-0' COORDINATE W/ MECHANICAL PARKING GARAGE RCP - RESIDENTIAL LOBBY 1 /4" = 1'-0" LIGHT FIXTURE SELECTION: TROFFER LIGHT FIXTURE BASIS OF DESIGN: CORELITE TM COMMERCIAL FLORECENT 4-LAMP, 4FT. LAMPS AND WHIP QUANITY (2) 2'X4' FIXTURES SUSPENDED LIGHT FIXTURES BASIS OF DESIGN: CORELITE TM DIVIDE SUSPENDED LED AVAILABLE IN 4', 8', AND CONTINUOUS RUNS QUANITY (2) 4' FIXTURES RECESSED CAN LIGHT FIXTURES BASIS OF DESIGN: HALO, ML 56 LED SYSTEM 1200 SERIES WITH BEAM FORMING REFLECTOR OPTION 5", 6" 1200 LUMEN LED LIGHT MODULE FOR NEW CONSTRUTION, REMODEL AND RETROFIT OtlANITY (1fl 5" / (1515" SUSPENDED DECORATIVE DOWNLIGHTS AT ENTRY LOBBY BASIS OF DESIGN: EVERLY COLLECTION BY KICHLER LIGHTING (1 SANITY (51/(7l nF FAc.H IN COLLECTION TRACK LIGHT FIXTURES BASIS OF DESIGN: ORBIS LED VERTICAL ROUND TRACK LUMINAIRE QUANITY (2) OB1 TRACK LIGHTS CEILING FAN SELECTION: SUSPENDED CEILING FAN LIGHT FIXTURES BASIS F DESIGN: BIGASS FANS HAIKLP60 WITH LED MODULE LEGEND 4'-0" 0 0 6" 5 O 0 O V SUSPENDED LIGHT FIXTURES 2X4 TROFFER LIGHT FIXTURE RECESSED CAN LIGHT FIXTURES DECORATIVE DOWNLIGHTS TRACK LIGHT FIXTURE 2X2 ACT GWB HARD CEILING WOOD CEILING REV tSI RECEIVED CITY OF i Uil WILA FEB 02 2018 PERMIT CENTER 1 JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 =REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. Q c' V O N0ONN of .N- N O--0 N (V N N I(j ( N Oi .- (O o cO �pp O C C O O d z — N 07 .t N (O Decsription MEP COORD/BID SET BID SET/PERMIT COMMENTS VE / REVISIONS POST PERMIT REVISIONS Date Lf)Lf)CDI, .-000 O N N N fh N 6 Q No O O Y. .- N M .t W V Z 2r) 03 1 �W V F SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: U J J cn Uo Op dW z5 (1) 2 ct- n. OCD Jo W -� m W W w W gW� 5_ } F. N } I IL REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: w W O a_ a u�l z 0 w re 0 W z 0 wz zw Q 9� m= 00 z g= z co ww a ce ZD 0U I-aa 1026.05 Author Checker ENLARGED LOBBY REFLECTED CEILING 6/20/2017 4:29:33 PM U C C O O -al ti O NI C a) U m a) D) m I T cv ca L 12 a) - LU z W • _ LL L 0 00 1 1/2" / / S. \ \ \ \\ i / /!�\ \ \\,� / / S. \/ \ \ / FILLER 30" I . 27" 30" /2\ Elevation 1 - a ADA COMPLIANT SINK & FAUCET z 1 1/2" FILLER a I.■■■■■■■■■M■-II■■1`I I■■■■■■■■■■■■■■ 1■■■■■■11■' 1■■■■■■■■■■■■■1■■■■■■r211 ■IMMI1 ■■■i■■■■■■■■■■Ili■i' ■■■■■■■■■■■■■■■■■■■■■�� ■■■■■■■■It.■■■■�'1■■■■■1 ■■■■■■■■D "'pN■—J'....A ■NEE _ �■■■■� t —`I ■■■■■■ oo ■■�!■a. 42" a-- ELEV-PUBLIC RESTROOM i i GRAB BAR SEE: PER IBC 1210.2.2 WALLS & PARTITIONS WITHIN 2 FEET OF SERVICE SINKS, URINALS, & WATER CLOSETS SHALL HAVE A SMOOTH, HARD NON-ABSORBANT SURFACE TO A HEIGHT OF NOT LESS THAN 4' ABOVE FLOOR. ACCESSIBLE WATERCLOSET SEE: / 4 t 4'-33/ s 8'-83/4" SURFACE MOUNTED LIGHT FIXTURE / \ / / OPEN TO BELOW\ GRAB BARS & BLOCKING 5 A521 36" 36" 7" ♦ a MIRROR SOAP DISPENSER in.12' �■M■■■.■■■■Mill ■E „,�i111t1IUuIh .JIr111�1I1 •i■■I'■•iurommalmmoI ' iii �i� ■■0■ - ■■■■■■■■iI■ mari-■■■■■ CV i■EM■■■■■■■II■ ACCESSIBLE SINK & FAUCET SEE a 20 1/8" AN3 ELEV-PUBLIC RESTROOM 2 N / N OPEN TO BELOW N LOW WALL AT 42" AFF RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE ELEV-PUBLIC RESTROOM 3 M05b MEETING RM 297 SF MEZZA NE LOBBY '-33/4" 3'-81/4" / \ ELEV-PUBLIC RESTROOM 4 INTERIOR ELEVATIONS 1/4" = 1'-0" OPEN TO BELOW 1 STAIR 3 i 3' - 21 /2" VESTIBULE MO1a REVISION MEZZANINE - ENLARGED FLOOR PLAN A451 1 RECEIVE CTYOFTUK ILA FEB 02 2018 PERMIT CENTER Mao 1/4" = 1'-0" • JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA "REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. F Q 6 .N- N N N N LO N Oi .- N O O m O O0 d Z , N M sr N co Decsription POST PERMIT REVISIONS m .�.i CI " N 0)." SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: 0 w Z a ffi 0 re 0 0 wZ Zw < - CO 0 Z 5o >Z m I-z w Z O = LL0 n a w a. a E3 w ) ▪ U iCC �a REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 DWK/GL Checker ENLARGED LOBBY MEZZANINE PLAN A401 POST PERMIT 6120/2017 4:29:33 PM raj 0 0 .0 O co i 0 C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central 2017_diana FILE NAME: J 1 COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. FILLER x x —\ —T % -- %— Ny ELEV-MEDIA ROOM 2 INTERIOR ELEVATIONS 1/4" = 1'-0" J 3'-51 AIL JE. 6'-6" STAIR 4 4 14'-4" LOBBY /3' -2114' 9' MEDIA RM 510 SF t L s 6 4 SINK 2 J 9'-43/4" 7'-0"CLR. m r rn 8'-8"CLR. PARKING GARAGE 2 EZ z FILLER ADA COMPLIANT FAUCET W/LEVER HANDLE ADD DIMS 1 rco 1 in A460 RECEIVED CITY OF TU KWILA FEB 02 2010 PERMIT CENTER ENLARGED PLAN - MEDIA ROOM - MEZZANINE 1/4" = SNP JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE z 0 F a 0 U co w o PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. W Q O V O ai V to N 0 c to NJ IV N to N O O 0 O O O O 0 O 0 z a- N M V' N (p Decsription VE / REVISIONS POST PERMIT REVISIONS tot, N O 0 W a- N SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: 0 w 0 0. a 0 0 CO 0 w 0 z 0 wz zw 9a m= (7 CJ z 5 z 00 r® a. w a. a 04 to 0 0'SU w0 �a REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 DWK/GL Checker MEZZANINE MEDIA ROOM ENLARGED PLAN POST PERMIT 0 co 2 z o e = ,INK -/ 7\ \-MICRO" 24"DW N z \ / i �LVAVEJ KS FILLER—" / 24" 3/4" 30" I 30"jr 27" 6' - 8 1/4"(NET) 115 3/4" (NET) / ADA COMPLIANT FAUCET W/LEVER HANDLE COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. FILLER COMMUNITY RM KITCHEN 5'-81/4" 6' -3 3/4"(NET) 24" * 27" * 24" FILLER RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE. FILLER)), 33" k 30" ADA COMPLIANT REFRIGERATOR MAX. 54"HT. AFF TO FREEZER 24" FILLER FILLER-" * 24" 24" / FILLER *PROVIDE LOCK FOR BASE CABINETS / \ INTERNET CAFE 30" 18" ,-FILLER 42" —\ _\___\ co \\ \ / / / / / / -- \ / \ / / // f RANGE / HOOD / _\___ 00 0 0 N.-� _/ -\ ^ S_ �7 X \—/ v / /N — \ LL X v / w/ ^ \_ ) \ KS RANGE N_ i - - \ M\ - M REFRIG. \ j - N. 34 1/4" 3/4" 30" 3/4" 30" 18" 115 3/4" (NET) FILLER FILLER RANGE W/ FRONT CONTROLS PRINTER 22' -11 1/8"(NET) / * 24" * 30" I * 30" ( * 24" 112 1/4" (NET) FILLER 43\ COMMUNITY RM KITCHEN E (5) COMPUTER STATIONS 42" 42" 42" 42" 42" * 36" I �( *PROVIDE LOCK FOR BASE CABINETS INTERNET CAFE 1-1/2" PLASTIC LAMINATE COUNTERTOP WITH KNEE BRACE & CLEAT SUPPORT. PROVIDE CABLE TRAY UNDER COUNTER COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. 7' - 0 1/8"(NET) i !/___ <_ N. /-N <_ N/ _ > —N- _> / L*21" *36" *21" *PROVIDE LOCK FOR BASE CABINETS 24' -11 1/8"(NET) 6' - 3 3/4"(NET) l - N SINS J U/ \ \ i - _ - KS_ N L*21" 1, 30' L*21" CLR. / C \ CRAFT RM KITCHEN BOOKSHELF 0 co (5) COMPUTER STATIONS 42" 42" 42" U 30" 30" h 42" * 36" / r \ INTERNET CAFE ( 2INTERIOR ELEVATIONS 1/4" = 1'-0" 51/2"--->`1" 10'-4" CORRIDOR r----5 -0 ----� 0 M ADA COMPLIANT FAUCET W/LEVER HANDLE 2 z 1-1/2" PLASTIC LAMINATE COUNTERTOP WITH KNEE BRACE & CLEAT SUPPORT. PROVIDE CABLE TRAY UNDER COUNTER *PROVIDE LOCK FOR BASE CABINETS 9'-9" 2 3/4" 20'-0" 4 1/2" 8' -11 1/2" 9'-10" 2% _ 4'-41/2" 5 4'-7" 4'-6' 4 1/2" /(2 3/4" I 1/ CONFERENCE TABLE L r E INTERNET CAFE 216 436 SF PRINTER CORRIDOR 7'-51/2" 1208a) BEAM PER STRUCT. J 9' -7 1/2" w co O 03 L PRINTER 07 z 0 co — 1— ca C 0 U r----5',O'i ---� I♦ /1'-10i'/ I -10" REFER I MICRO (UNDER II II I I II II I I IOPEN RANGE i T KITCHEN SINK 10'-0" 4 5'-01/4" EQ EQ BUFFET COUNTER ",' L J WALL MOUNTED FLAT SCREEN TV nElnn 4'-41/2" uuuu 9' -10" COMMUNITY RM. 217 638 SF 1206a) / uuuu nnnn uuuu MECHANICAL (206b) COUNTER 2'-0 2" 10'-21/4" n (207a) r- --H r L Co CV 7' -i 1 /2" 3'-43/4" 7'-1" I I 1�I�) 3'-21/2" 44" ,f-2 3/4" CRAFT RM. 215 426 SF SINK A403 C r L r 9'-71/2" I I L J1 N N C.4 JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. 0 v O N aj N O 04 �1 0 NN N 6 to 0 p04 N O N O o O N O 0 Z Z. N M .t v) (0 Decsription POST PERMIT REVISIONS Date N 5. W SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: 0 J -J rn w Uo 0) M <F• w— z5 w� a- O 0 J w--I > m w J_ w >Q N • N w W W O Ir a tail O W LL w z w 0 wz zw 9� m� sz gz ~ry Z oLYW a w 0 w� N D wo I-d RECF V D CITY (W TIM lBL FEB 02 2018 PERITENTE 4'-91/4" E 3/4" 4 -7 1/4" 10'-1" 4'-21/2" REVISI ENLARGED FLOOR PLAN - PUBLIC SPACES 1/4" = 1'-0" REVIEVVED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila UILCIEG DIVISI00 JNI PROJECT #: DRAWN BY: CHECKED BY: 1026.05 DWK/GL Checker LEVEL 2 ENLARGED AMENITY PLANS POST PERMIT 6/20/2017 4:29:37 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central_2017 diana 0 CORRIDOR 9'-91/2" COLUMN PER STRUCTURAL ELECTRICAL CHASE J MECH. SHAFTS VERIFY W/ MECH. 4J1 / I —/ I CORRIDOR MEP CHASE a 0 r- I L J z I.L cc w IIT II 7J1 7J1 WFX �r TRASH &\ RECYCLE CHUTES mior 1 1 3 2 / TRASH RM 4 7J1 • I J t TYP. 1 HOUR FIRE BARRIER AT TRASH ROOM LVLS 3-5 LAUNDRY & TRASH ROOM 1/4" = 1'-0" PUBLIC RESTROOM __J L �' -11 3/41,1, /' -11 3/7 9'-91/2" 1 L L 7'-93/4" ELEV 1 COLUMN PER STRUCTURAL 7'-41/4" CORRIDOR MEP CHASE L — Cr N • CV 5 A521 36" 36" 17" ' 12' MIRROR SOAP DISPENSER ACCESSIBLE SINK & FAUCET SEE M 0 i II O 7 1'-10"/ 2'-31 A521 108 3/4" 54" 41" co r 42" • 12" / \ d Co ' T co GRAB BAR SEE: 5 A521 PER IBC 1210.2.2 WALLS & PARTITIONS WITHIN 2 FEET OF SERVICE SINKS, URINALS, & WATER CLOSETS SHALL HAVE A SMOOTH, HARD NON-ABSORBANT SURFACE TO A HEIGHT OF NOT LESS THAN 4' ABOVE FLOOR. 42" APUBLIC RESTROOM (4- INTERIOR ELEVATIONS I CC\\'' I r L__-I. 11 I 1'-11/4" v Co r I I L J J RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE 33" mom 1■ININ■INI %m■MINI El raiMMI MEW ■■■MMI ■■■■■1I PIN■■IN■ i ■■■■■■liornsii■■1 �MMIN■■■■■■■■■■■■■ 1■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■ MINIM M■IN■INININ■■ J■■■M M■■■■■■■■ i...u.iiiiiiiii /6\ PUBLIC RESTROOM L L ELECTRICAL CHASE /1'-10'/ 1'-512"J MECH. SHAFTS VERIFY W/ MECH. 1 I 12" 2 - 9" ERRACE LLY LR1 0 - 9'-ii/4 I I I / I 6'-23/4" 11112" 1 I ,iy I I L__ TRASH t RECYCL CHUTES --f' �\ L TRASH RM 1 � 4J 3101= o 7E 7E TYP. 1 HOUR FIRE BARRIER AT TRASH ROOM LVL I LAUNDRY & TRASH ROOM PLAN 1/4" = 1'-0" SURFACE MOUNTED LIGHT FIXTURE L GRAB BARS & BLOCKING 0 20 1/8" PUBLIC RESTROOM J L o C) 0 (5) SHELVES 1-31/2" JANITOR CV CV 7'-31/2" - /2 ELECTRICAL SHAFT 31/2"\ 1 1/2" FIFC TRI[`AI RAf]M 2' - 1 1/2'' ' �2' 7 1/2" L = ELS 3-5 9'-31/4" OR 5'-6" FRONT WASHE 1/4" = 1'-0" 1'-33/4" OAD & DRYE r 4 II LDRY 2 r L I 4 L J '-11" ACCESSIBLE WATERCLOSET SEE: % 4 SOUTH ELEVATOR i 7 3/4" 5'-41/4" DRYER VENT UP TO ROOF 7J _ CORRIDOR I II k I I I I I I I I ELEV 2 17J I H RE^C V-E CITY OF TU LA FEB 02 2018 PERMIT CENTER (Th SOUTH LAUNDRY I SERVICES 1/4" = 1'-0" ,JVI-IIVIJVIVI OE t1UINLJiNG. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT =REG L. ALLWINR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. w Q =al- O N N a- N N N N NNN N U) CD N ,,...1 - m O N ( O (-- O N c0 O 0 Z .— N M at to (o C 0 C. T. d Q POST PERMIT REVISIONS Date N. N Z ca 1 'W V SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 0 0 J -J co w a Uo O 0 ¢w Z= 2Q V, wm oLIS z J w > Q N • N REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila 3UILDING DIVISION Lu w 0 a cc cc w z z o w z� 9a m� Z o qz Z u. o a. re a L 0 ZF CL D16 1=- 2 PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Checker ENLARGED AMENITY AREA PLANS POST PERMIT RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE MIRROR SOAP 36" SURFACE MOUNTED LIGHT FIXTURE DISPENSER A521 / C \ PUBLIC RESTROOM ACCESSIBLE SINK & FAUCET SEE 36" GRAB BARS & BLOCKING 12 A521 „ C4 N, N- 1 m .20 1 /8` / E \ PUBLIC RESTROOM 8' -10 3/4"(NET) / 21" EQ S� OFFI ASUN RM KITCHEN GRAB BAR 5 SEE: 521 (N co 79 5/8" PER IBC 1210.2.2 WALLS & PARTITIONS WITHIN 2 FEET OF SERVICE SINKS, URINALS, & WATER CLOSETS SHALL HAVE? A SMOOTH, HARD NON-ABSORBANT SURFACE TO A HEIGHT OF NOT LESS THAN 4' ABOVE FLOOR. ACCESSIBLE WATERCLOSET 4 SEE: I . -rL -��� r........0111.....1 I�■■■■■■■- 11■.3■■■■■■■■ililY■■■■■i rIlh-11111111111111111■■■■■■■■■■ n�■■■■IMM■■■■■■■■11 I■.■..■.1■■■L-1■■■. L- 11- ■■■■■■■ ►■■■. ■ — .■■11■■ = 1■■■1 II____IIIIIIII REIM 1■ AADD DIMENSIONS 42" co PUBLIC RESTROOM co 160 1/4" (NET) / FILLER 12"3" 36" 30" 30" 15" 33" jr / // / ®f / / SOFFIT , \ o .\ ZN /\ \. . -- Zo M SINK RIM HOOD FAN k3 N. o0 0 00 E— RANGE ti z U N g / REFRIG. KS'r s. jr 24" FILLER 24" jr 30" 3/4" 30" j15" / \ SUN RM KITCHEN 33 1/2" jr APUBLIC RESTROOM l G INTERIOR ELEVATIONS 1/4" = 1'-0" 32'-23/4" .4'-7 1/2" 41 /2" 4' - 71 /2" 41 /2" 4' - 71 /2" 41 /2" 4' - 71 /2" 3' -11 1 /2" WALL MTD. FLAT SCREEN TV 15'-83/4" SUNROOM 668 SF CORRIDOR 12' -1 3/4" A405 KITCHEN II II II 1, 11 11 1 LEVEL 5 SUNROOM ENLARGED PLAN 11. 2'-83/4" REM CITY OF FEB 0 PERMIT ED ii�L l6LA 20i8 NTER \r OHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 'REG L. ALLWINR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET N 0 m N W 0 m R 0 VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. a Zt-s ai '-.M- in N (V o (NV N v) N N s N 0 O s W (O(pp O ci z e- N (7 V' N O Decsription VE / REVISIONS POST PERMIT REVISIONS 41 CI CO1- N Q O O 5. a) CG — N w TUKWILA VILLAGE - BUILDING SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 O W O a 0 z z 0 W O Qco W 0 z W WO zw 9a 00x w� C7 (): 5Z gne z z0 �z x 00 o LcCi as �g zm o3 w0 I -a REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 DWK/GL Checker ENLARGED SUNROOM PLAN POST PERMIT 6/20/2017 4:29:41 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central_2017_dianak@johnsonbraund.com.rvt 2 3/4" 2 3/4" 9'-0" 30'-0" 11'-2" 9'-41/2" 2 3/4" irionmenur EQ. EQ. EQ. EQ. 0 rr EQ. EQ. SEE TYPICAL UNIT TYPE 2 BED-E FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. 6 2 BED -El 1/4" = 1'-0 30'-0" TOTAL #:17 (6 REVERSED) TYPE B ACCESSIBLE 734 SF GROSS 9'-0" 11'-2" 9'-41/2" EQ. EQ. EQ. I EQ. � LI I I I I I I I i xI II IIII 1 i{ EQ. EQ. UNIT 228: SEE TYPICAL UNIT TYPE 2 BED -E d s FOR SHOWER ELEV. 2 BED -El d TOTAL #:3 (1 REVERSED) 1/4" = 11-0" 30'-0" TYPE B ACCESSIBLE 734 SF GROSS 2 3/4"--) 9'-0" 11'-2" 9'-41/2" EQ. 4_ rrimeimmiLi EQ. I EQ. 6' - 0" Jr EQ. 1 EQ. (71 2 BED -El d & 2BED-E1 d wd 1/4" = 1'-0" TYPE B ACCESSIBLE 734 SF GROSS EQ. 30'-0" TOTAL #:4 (2 REVERSED) 2 3/4"—I .1r a, _ 1,I 10'-11" 9' - 6 1 /2" 2 3/4" LV 2 2 3/4" �2 3/4" 1' EQ. EQ. EQ. 6'-0" EQ. EQ. BEDROOM LIVING SEE TYPICAL UNIT TYPE 2 BED-E FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. BEDROOM r � I I � 1-1 4KIT'CFIEN I --I--J I I I L I J � I I I , J 0 L J 2 2 BED-E d S 1/4" = 1'-0" TOTAL #:1 (0 KEVEKSEU) TYPE B ACCESSIBLE 715 SF GROSS LV 3,4,5 Tyr mum" Or.�. LV 3,4 LV 2 LV 2 2 3/4" %A —r so 24" DW 3/4"_f 24" ANSI Nlf� 30" I Nv v — 30" FILLER 4--FILLER ELL V -KIT^iFF1LNTYPE 3A 30'-0" FILLER 112 5/8" (NET) 11, 30" 24" 3/0" 24" 'IIx- INNA I I CI�CGIT I vv1-1-I I I I 'I1JK In MICROWAVE/ .••II ��.. �_e I _ _ RANGE REFRIG. _ 32 3/8" 24" 30" L 24" II FILLER FILLER A /B\ ELEV - KITCHEN TYPE 3B / J \ KITCHEN ELEVATIONS 1/4"=1'-0" 9'-51/2" 10'-3" 9'-10" O � I 1 � y I H II EQ. EQ. EQ. I EQ. EQ. EQ. 4_ BEDROOM � LIVING � 4_ BEDROOM ,I I SEE TYPICAL UNIT TYPE 2 BED-E FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. I I 14' -1 1/2" PLUMBING CHASE CHASE @ UNIT x03 AND x32 STACKS PER MEP 10 DESIGN BUILD /(2 3/4" wv�wwwwwwwwwww ' 1/4" = 1'-0" 14'-11/2" STANDPIPE LOCATION 2 BED - El 0 ROOM 218.318.418. AND 518 SHAFT C, UNIT E STACK x04 AND UNIT El 9 STACK x32 1/4" = 1'-0" CV 0 2 3/4" 9'-51/2" BEDROOM SHELF & POLE 5'-8" 1'-5" (5)SH 3'- 4" r*-7 2 BED-E d 1/4" = 1'-0" z z 0O = I 'S 0 BEDROOM 7'-3" SHELF & POLE 2'-21/2" 2 3/4" TOTAL #:6 (4 REVERSED) TYPE B ACCESSIBLE 715 SF GROSS LIVING SEE TYPICAL UNIT TYPE 2 BED-E FOR REMAINDER OF UIMENbIONS & CALLOUT IN COMMON. 1 1/2" L__1__J WASHER/DRYER @ UNIT 218,302,318,319,402,418,502,518,519 1/4" = 30' - 0" 101-3" LIVING 5'-0" J 4'-7" (42 BED-E 1/4" = 1'-0" 9'-10" BEDROOM SHELF & POLE KITCHEN 1 I L--I--I I RANGE W/ MICROWAVE L-__HOOD __J 0 0 \ REFRIG. i- 23/4" 9'-61/2" l TOTAL #:3 (1 REVERSED) TYPE B ACCESSIBLE 715 SF GROSS 0) A LV 3,4 RECENED CITY OF T UKWILA FEB 02 2018 PERMIT CENTER GENERAL UNIT PLAN NOTES 1. LEVELS 2-5: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. r) L. SEE SHEETS N00 U-006d FOR riRr -RCJ,JTI t HJSErviB v 'PIPES TYPICAL WALL TYPES: LEVELS 2 TO 5 - TYPE V-A CONSTRUCTION 7C 7A 7D 7B 7B2 7J CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) INTERIOR WALL (LOAD BEARING ) 2-HR SHAFT "CLOSURE" WALL 3. REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. 4. ( X ) DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 5. WINDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 6. ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS 7. COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: 0 HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN 8. WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL 9. \\\\\`INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL A00,71 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 14 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 2\ A521 5 A520 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15.—i I—�n INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET r=- ' 18. ELECTRICAL PANEL r�I 19. S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. UNIT INTERIOR ELEVATION NOTES 1. DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. 2. FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. 3. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRI 9 , DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL A520 K1 U K5 K6 n KITCHEN KEYNOTES CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCFSSIBL E UNITS ONL Y) "ADA COMPLIANT' REFRIGERATOR MAX. 54" HT. AFF TO FREEZER REVISION b1 b2 b4 BATH KEYNOTES ACCESSIBLE LAV. SINK AND COUNTER - TYPEA&B UNITS - SEE OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLVORIIVG UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPE A UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR @ TYPE A UNITS - SEE MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. SURFACE MOUNTED LIGHT BAR 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAMINATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE 4 A521 I/ -'I IAIP/1AI r r1 A I IA111 JOI—IIVJVIN BRAUIVUINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 1REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE zo a 0 co w PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET u) 0 in CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. ,, iQCo(N0 0. N n O 2 .N '-E, O N qON C./ N co 0 0 Z N r) - U) ,D Decsription BID SET/PERMIT COMMENTS POST PERMIT REVISIONS 8 V) I. N O O (t N ILA VILLAGE - BUILDING E I- SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION ww a_ a z 0 w U) 0 IL 0 wz zw a 9� m= 00 . gw d 5= o Z I 00 w a. • trig U) D a5 wo a a PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENLARGED UNIT 2-BEDROOM - UNIT E POST PERMIT 6/20/2017 4:29:50 PM A lage Bldg_E-Central_2017_dianak@johnsonbraund.com.rvt C:\Users\dianak\Documents\1026- z w ALTERNATING TREAD DEVICE 1- 5 SEE 16/A452 11 STAIR 1 SECTION 1/4" = 1'-0" HIGH PARAPET 350.50 PARAPET HT. 350.11 MEZZANINE LEVEL 299.50 w ti 11 7H 7A 17'-3" 5'-51/4" 6'-5" 5'-43/4" 12" MIN. (7) TREADS @ 11" EA. 12" MIN. STANDPIPE PER DESIGN RI III r) • • = 0 0 CIES 0 7A 10 /. 1 3, 77 c4R TY • G>"1. 7H M M 18'-2" 12" MIN. "(To-- o STAIR 1 - LEVEL 5 7 1/4" = 1'-0" 17'-3" 5'-51/4" 6'-5" 5'-43/4" (7) TREADS © 11" EA. 12" MIN. 12" MIN. • 0 M • • • 0 = 0 7H C' N M STANDPIPE PER DESIGN BUILD C') 12" MIN. 18' - 2" 4 -12" MIN. 7A STAIR 1 - LEVEL 3-4 1/4" = 1'-0" 5'-51/4" 201 17'-3" 6'-5" (7) TREADS @ 11" EA. 5'-43/4" O 0 0 0 e • 0 ® 0 10 12" MIN, F. 18'-2" STAIR 1 - LEVEL 2 1/4" = 17'-81/2" 5'-6" (6)TREADS@11" EA. STAIR 1 - ME. LEVEL 1/4" = 1'-0" STAIR 1 - LEVEL 1 1/4" = 1'-0" ® 0 0 COM 0 N N. 7H STANDPIPE PER DESIGN BUILD r� c8) 5 A450 5 A450 11 GENERAL NOTES SEE SHEET A453 FOR ALL NOTES RELATED TO STAIRS INDICATES STAIR FLAG NOTES - SEE A453 caw o o o anso 3-HR FIRE BARRIER TYPE 1A CONSTRUCTION (LEVELS 1 & MEZZ.) PER AMMR REQUEST amisso 0=ED 2-HR FIRE BARRIER TYPE VA CONSTRUCTION (LEVELS 2-5) 17'-3" 5'-51/4" 6'-5" 5'-43/4" 12" MIN. (7) TREADS @ 11" EA. 12" MIN. 14 A452 TYP STANDPIPE PER DESIGN BUILD • • ® • 001110*0 01110 • WM00 10 7H 7A 11 o'\1 " 7H N M P. 7A C') 7A 02-STAIR 2-LEVEL 5 1/4" = 1'-0" 17'-3" 12" MIN. 5'-51/4" 6'-5" 5'-43/4" 12" MIN. (7) TREADS @ 11" EA. 12" MIN. 7H 7A 7A 1=111-111=111=111=111=111 111=11 I O 001111000 • • ® • 0 O • • •• MID •• N C' ) STANDPIPE PER DESIGN BUILD 10 12" MIN. )1IIIIIIIIII 1 TYR. / / 7H 7A N_ N co IIIIIIIIIIIIIIIIIIIIIIIIIIIII .1„l,411},.IIIIIIIIII1\,-- STAIR 2 - LEVEL 2 1/4" = 1'-0" 17'-01/2" 7'-4" (8) TREADS © 11" EA. 2� STAIR 2 - ME,Z. LEVEL \I OHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380. REGISTERED ARCHITECT 1REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE z O a a co 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS A CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. 0 v r .N.- O C ("I O R LI) CD O Qi �- co 0 N O co N. s N o O Ci z - N M e{ N to Decsription POST PERMIT REVISIONS Date >�CD w a. a 0 y 0 w 0 wz zw 0< >z 53 4m z oz 00 LL a_ a trig zn S~ LU WO Fd REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker STAIR PLANS & SECTIONS POST PERMIT 6/20/2017 4:29:55 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central_2017_dianak@johnsonbraund.com.rvt II I 1 IL__ —� I 2.00% 1 MEZZANINE LEVEL d 1 of 1 of } r - I°I I—I I—111E111=111-I —III-I I II I I—III=I I I_I I I_ rU 111=111-11-III=1I1 I I I III-1 i t—I I I ie I —I I I-111E111-111—I 11 I I III-1 I I III=1 I I III-1 I -1 I I III• • .III fl +291.3 299.50 I=f11=III=111=111-LEVEL 1 =1 I I-111_I 11-111=11 289.50 I I f=111-111-111- -- 1=111=111=1I1=1I ..III-111E1I1-1II- WALL SECTION @ TAIR TO COMMERCIAL 1 o SPACE 1/4" = 1'-0" 5'-0" 7.--2' - 0"(2)TREADS @ 12" 1B3 1B 89.50 c r (*),12" MIN. 1B3 +291.2 MISC. STAIR FROM GARAGE TO COMMERCIAL 1/4" = 1'-0" MEZZANINE LEVEL 299.50 1 2.00%—I o ° I El 11-111E111E111E111=111E111E1 11=111=111=11 11-I1l-I 1 I ' ' Ill-Ill-Ill—Ill-111E111-11 I —III —I 11-111-11 I —1 11=111-1 III—III=111-11 Ell 1-111E111-11 El 1 El 111-11 :I 11 111 11 I- 11 I III-1-I I_1 I f 111 1 Ii-111 11 I I 111_I 11_ —111-111 I I11 1111E-111-i 11 11 111 111 111 111 111 :111-11I-1I - " I I I-I11=111E111E111=111E111E111E111-111- -I I I -I I I_i, i- I1-1I 1-1 I I -I I I_I I I_I I I_I I I -I 11=1I 1=1I 1=1I -i I -I I-III-III-III-1 I I -III -III -III -I i IIII-I Ti-I � I -I I -I I - % WALL SE 1/4" = 1'-0" 5 1B3 TION an RAMP TO POLICE STATION A451 -2.00% 1 I 4 • RAMP FROM GARAGE TO POLICE STATION 1/4" = 1'-0" LEVEL 1 289.50 LEVEL 2 310.00 MEZZANINE LEVEL 299.50 LEVEL 1 289.50 0 GENERAL NOTES SFF SHFFT A453 FOR Al I NOTFS RFI ATFD TO STAIRS INDICATES STAIR FLAG NOTES - SEE A453 00110 0 0 o OEM 3-HR FIRE BARRIER TYPE 1A CONSTRUCTION (LEVELS 1 & MEZZ.) PER AMMR REQUEST le 2C 1 s-oa. gei. ®do*-otoi00:0`0m'-®'0.0, 5'-2" 2B n • • li I I r-I i 11-1 11-1 11 7B • . .0 O o®'® •0 -a. 0: ®:o o° ^® 0°0 , ao•/ 12" MIN. 2A1 III=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 f 1=1 11=1 11=1 11=1 I=1TI-m-m-r1-m=1 i=11 TE: 1 ICI 111I 1=1I - - - I 1=11 I-1 11=1 11=1 11=1 11=1 11=111=111=111=111=111=111=1.. 1117_ 111=111-I I I I I —I I I _ I I —III -I 11=1 11=111=11 I I-111=111=1 1=11= -1 -111E111E111E111E111E111E111=111=1111 I I 1111=111=111=111=111=111E111=11 I l lI 1-I l illII� I I1111 I I1I1 111II l l-III l l—Ill-11I l I --I l 1111I l 11I-I l I111I l 1111I l 1111I l 11I11 l I -I 1 I1 III l l- I I STAIR 4 SECTION 1/4" = ® o -0" o. ®0 °'o..oa o;cza a4-aaaa.o o N N 4A 1=_ =III- A.5 ® ®.. °• o a - . ` A!4 411 i.4i.�•. 4..�1,1�41)-•►. ► STAIR 3 I 1=1I1=111E111E111E111E1I11E1II— 1I11I1E1I1E11I-111=111=1 _ 111 III—IIIIIIIII—III—III—III=1 11=1 11=1 11=1 11=1 11=1 11=1 I I -III -I 11=1 11=1 11=t 11=1 11 "'�� 1=III111=11 I —I 1111►—►II=11 I —I 1 I —I 11=1 l l— I— I 1=1 11=1 11=1 11=1 I I III=1 1 1LL I I -III -III -III -I 11=1 I►=1 1 1=1 1=1 I I ;. 111E III—III-111=111—III—III—III—III-1 I I —I 11=1 11=111—I 11=1 I_I=1 11=1 11=1 I I —I I E I 1=111—E 11=1 I ri- I I— 11=1 1 1=1 1—III - 1-11 I1I_I1I_I1I_I1II11_111_I11-1II_I1I—III_,III_,I11=1I1=,111=,111=,111_,III_I1I_III_,I11_I11=,11I_I11=,111_,I1I_,I1I_,II „i-,I1I_ 3 STAIR 3 SECTION 40 4 FNDN 287.00 LEVEL 2 310.00 MF77ANINP I FVFI 299.50 70 1/4" = 1-0" LEVEL 1 289.50 1A1 A451 A451 4A —. 9' - 8" \ \ \ \ N • 0 z \ \ \ \ \ \ \ N STAIR 4 c "co N co I- 1 • a '• 2 TYP. - -1-2" MI N. TYP. 7B STAIR 4 - ME. LEVEL 1/4" = 1'-0" 7B 1A1 1 1B 000=le 000000000 --t-- STAIR3- EVEL1.5MEZZ PLAN 1/4" = 1'-0" N 1A1 r./�.✓ .,✓1..✓' Y� y.✓1r ✓�Y Y r \Y Y n 8\ A451/ 4A 9'-8" N \ \ N K • 10 4'-11/2" II STAIR 4 - LEVEL 1 1/4" = 1'-0" 0 • 4H1 ELECTRICA • • • • 4'-101/2" ,288.80 co `t' STAIR 4 7B STAIR 3 M M c 7B 120 4H1 lad •• .J- N r i ` STAIR 3 - LEVEL 1 PLAN 1/4" = 1'-0" REVISI N RECEIVED CITY OF T KWILA FEB 02 2018 PFRM1T (FNTPR VD JOI I mJOI VI OR/--1IN LJiNL. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA "REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE I DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. IL r 0 0 N -oi •N-- , N fV '- N RI (() '- N 6 Nei 0 N 0 0 0 N 0 oS 0 d z — N co . N Co Decsription POST PERMIT REVISIONS d.+ ra 0 r. 0 N a) cs..I, SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: ti M co a: J o- 0 w W a. a z 0 0 U- 11 z W 0 z Zw 0}<} � W f17� 0 gUI c z ~z 00 We w a. a. wa W� z OV w0 Ha REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tulkwlla BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker MISC. STAIR & RAMP PLANS & SECTIONS POST PERMIT PROJECTED TREAD 8 1/2"MIN. 5"MIN. HANDRAILS OF ALTERNATING TREAD DEVICES: HANDRAIL SHALL BE PROVIDED ON BOTH SIDES OF ALTERNATING TREAD DEVICES AND SHALL COMPLY WITH IBC SECTION 1012. I- = . TREAD WIDTH 7"MIN. TREADS OF ALTERNATING TREAD DEVICE(IBC 1009.13.2): (16ALTERNATING TREAD DEVICE REQUIREMENTS 1/2" = 1'-0" 1 HR EXTERIOR WALL ASSEMBLY HANGER PER STRUCTURAL BEAM PER STRUCTURAL 15 FLOOR FRAMING AT RATED ENCLOSURE RIMBOARD 1 1/2" = 1'-0" 7B UNIT 7H STAIR ENCLOSURE 2HR STAIR ENCLOSURE WALL. NO PENETRATIONS PERMITTED. BASE TO ALIGN W/ KICKBOARD BASE 1" GYPSUM TOPPING UNDERLAYMENT PLYWOOD - SEE STRUCTURAL FLOOR LEVEL LANDING a ����M '11 2 LAYERS TYPE X EXTERIOR - GYP SHEATHING (DENSGLAS) APPLIED DURING FRAMING UNIT STAIR - LANDING AT UNIT WALL 1 1/2" = 1'-0" 1 HR RATED FLOOR ASSEMBLY 1/4" RADIUS EDGES 5/4x6 HARDWOOD CAP TRIM PAINT EDGE BLACK (TYP.) 1/2x4 HARDWOOD TRIM 2x4 STUDS @ 16" O.C. W/ 5/8" TYPE "X" GWB EA. SIDE - DOUBLE STUDS @ EACH END OF WALL SLOPED WALL PLATE 2X12 STRINGER SLOPED HEADER AT CENTER WALL "J" TRIM (TYP.) +42" ABOVE TAI NOSE & LANDING +36" ABOVE STAIR NOSE & LANDING 1x WOOD KICKBOARD WOOD TREAD STAIR NOSING PER IFI HOLD TREAD SHORT FOR CARPET TURN -DOWN TERMINATION SIM 2X6 LEDGER FOR KICKBOARD SUPPORT 12 DETAIL - STAIR TREAD AT LOW WALL 1 1/2" = 1'-0" 1" PLYWOOD GYPCRETE AT FLR LEVEL LANDING ONLY - SEE FLOOR ASSEMBLIES FULL WIDTH BLOCKING PROVIDED FOR CONTINUITY OF FIRE BARRIER THROUGH CONCEALED SPACE PER IBC 707.5 APPLY FIRE RESISTIVE JOINT SYSTEM CONFORMING TO IBC 707.5, ASTM E119 OR UL 293 SOLID RIM FULL WIDTH OF PLATE STAIR ENCLOSURE FURRED OUT 2X4 WALL (WHERE SHOWN ON PLAN) 2 HR STAIR ENCLOSURE ASSEMBLY NO MEMBRANE PENETRATIONS PERMITTED STAIR FLOOR LEVEL LANDING I JOIST HANGER - REF STRUCTURAL (1) 5 1/4" X 11 7/8" PSL SOLID MATERIAL w/ LVL TO FILL FULL WIDTH (MIN 5 1/2") AND FULL HEIGHT OF WALL ASSEMBLY @ EGRESS ENCLOSURE SEE STRUC DETAIL 13 STAIR LANDING AT WALL PARALLEL TO JST 1 1/2" = 1'-0" 2X BLOCKING TYPE 'X' 5/8" GWB 11" 11 TOP OF STAIR AT FLOOR LEVEL LANDING 1 1/2" = 1'-0" BEAM PER STRUCTURAL STRUCTURAL CONNECTION 2" CONTRASTING VINYL STAIR NOSING 3/8" PLYWOOD RISER 1" PLYWOOD STAIR TREAD 3/8" PLYWOOD RISER (SLANTED) 1" PLYWOOD TREAD 2" CONTRASTING VINYL STAIR NOSING -SEE IFI 1" PLYWOOD BLOCKING/NAILER STRUCTURAL CONNECTION BEAM - SEE STRUCTURAL 7, GYPCRETE AT FLR LEVEL LANDING ONLY - SEE FLOOR ASSEMBLIES 5/8" TYPE 'X' GWB 10 BOTTOM OF ST IR AT LANDING 1 1/2" = 1'-0" 'THRUST BLOCK' w/ ANCHOR BOLTS - REF STRUCTURAL FINISH FLOOR PLATE @ CONCRETE TO BE PRESSURE TREATED 2 HOUR WALL ASSEMBLY PER FLOOR PLANS 1x12 KICKBOARD (OR 3/4"MDF) FINISH FLOORING ON WOOD TREADS 777 2x12 STAIR STRINGER FIRE RETARDANT TREATED 2x6 LEDGER FOR KICKBOARD 1/2" SHIM AS REQ'D 5/8" TYPE 'X' GWB 2x6 REINF. -SEE STRUC. 2x6 FIREBLOCKING BETWEEN STUDS ALONG AND IN LINE WITH STRINGERS AND LANDINGS % 8 STAIR STRINGER AT RATED WALL 1 1/2" = 1'-0" SEE 12/A452 FOR TRIM & CAP DETAIL 1-1/2" - 2" DIAMETER WOOD OR METAL HANDRAIL - SEE STAIR PLANS SHEETS REQUIRED EXTENSIONS BEYOND TOP AND BOTTOM RISERS. SEE ALSO GENERAL STAIR FLAGNOTE #3/A450 FOR ADDITIONAL REQ'TS 1 1/2" CLR. TOP OF TREAD OR LANDING 1 1/2" CLR. 2x6 SOLID BLOCKING TYPICAL CONDITION SEE SECTIONS FOR CONDITION DETAIL AT HANDRAIL 3" = 1'-0" 1. The signs shall be a minimum size of 18 inches by 12 inches. 2. The letter designating the identification of the interior exit stairway and ramp shall be a minimum of 1 1/2 inches in height. 3. The number desginating the floor level shall be a minimum of 5 inches in height and located in the center of the sign. 4. All other lettering and numbers shall be a minimum of 1 inch in height. 5. Characters and their background shall have a nonglare finish. Characters shall contrast with their background, with either light characters on a dark background or dark characters on a light background. 6. Signs shall be located 5 feet above the floor landing in a position that is readily visible when the doors are in the open and closed positions. 7. Provide raised characters and Braille complying with ICC A117.1 504.9, 703.3, and 703.4. in z NOTE: ALL TEXT TO BE SAN SERIF OR HELVETICAL BLOCK LETTERING FLOOR FLOOR 11D_EIXIff5 NO ROOF ACCESS DOWN TO FLOOR 1 FOR EXIT DISCHARGE ITY OF Tb FEB 02 PERMIT 1'-0" 5 STAIR SIGNAGE REVISIO GENERAL STAIR NOTES 1. ACCESSIBLE MEANS OF EGRESS - STAIRWAYS (IBC 1007.3) INTERIOR EXIT STAIRWAYS ARE ONE COMPONENT FOR THE ACCESSIBLE MEANS OF EGRESS FROM LEVELS ABOVE AND BELOW GRADE. A. THE 48" CLEAR WIDTH BETWEEN HANDRAILS REQUIREMENT IS NOT REQUIRED AT INTERIOR EXIT STAIRS IN SPRINKLERED BUILDINGS (IBC 1007.3, EXCEPTION 1). B. THE AREA OF REFUGE REQUIREMENT IS NOT REQUIRED AT INTERIOR EXIT STAIRS IN SPRINKLERED BUILDINGS OR R-2 OCCUPANCY.(IBC 1007.3, EXCEPTION 2 & EXCEPTION 6). C.ACCESSIBLE STAIRS SHALL COMPLY W/ ICC A117.1-2009 SEC. 500,. AS NOTED IN FLAG NOTES BELOW. JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 2. CONSTRUCTION (IBC 1022.2): SEE ALTERNATE METHODS REQUEST CODE NOTES A001. INTERIOR EXIT STAIRWAYS SHALL BE ENCLOSED WITH 3-HOUR FIRE BARRIERS IN TYPE IA PODIUM LEVELS (P1 - MEZZANINE). INTERIOR EXIT SHALL BE ENCLOSED WITH 2-HOUR FIRE BARRIERS FROM LEVEL 2 UP TO THE ROOF IN TYPE VA CONSTRUCTION. EXTERIOR WALLS SHALL BE RATED AS REQUIRED FOR EXTERIOR WALLS. STAIRWAY CONSTRUCTION WITHIN THE EXIT ENCLOURE SHALL BE WOOD (COMBUSTIBLE CONSTRUCTION) THROUGHOUT. REFER TO SHEET A005-007 FOR FIRE RATED ASSEMBLIES. KWILA 2010 NTER 3. PENETRATIONS (IBC 1022.5): REFER TO SHEET A007 FOR REQUIREMENTS. 4. LIGHTING (ICC A117.1-2009 504.8.1): LIGHTING SHALL BE CAPABLE OF PROVIDING 10 FOOT-CANDLES (108 lux) OF ILLUMINANCE MEASURED AT THE CENTER OF THE TREAD SURFACE AND ON LANDING SURFACES WITHIN 24" OF NOSINGS. REFER TO DESIGN / BUILD ELECTRICAL PLANS. CITY OF TUKWILA REQUIREMENTS ORDINANCE 2326: 16.05,050 D. CLASS 1 STANDPIPE HOSE CONNECTIONS ARE REQUIRED: A CLASS 1 STANDPIPE SHALL BE LOCATED IN EVERY STAIRWAY; A HOSE CONNNECTION SHALL BE PROVIDED FOR EACH FLOOR LEVEL AND ON INTERMEDIATE FLOOR LEVEL LANDINGS BETWEEN FLOORS UNLESS OTHERWISE APPROVED BY THE FIRE MARSHALL. 16.05.040 STAIR PRESSURIZATION: STAIR ENCLOSURES SHALL BE PRESSURIZED AS DESCRIBED IN IBC 909.20.5. SEE BELOW. ORDINANCE 2327: 16.42.060 STANDPIPES: A. WHEN STANDPIPES ARE REQUIRED, THEY SHALL BE CLASS III WET. ORDINANCE 2330: FIRE HOSE RACKS: NO LONGER REQUIRED TO FOLLOW SECTION 16.46.040 PER APPROVAL BY AL METZLER (CITY OF TUKWILA FIRE PROJECT COORDINATOR/SENIOR INSPECTOR) REQUIRED TO FOLLOW NFPA 14 SECTION 7.3: HOSE CONNECTIONS AND HOSE STATIONS SHALL BE UNOBSTRUCTED AND SHALL BE LOCATED NOT LESS THAN 3 FT. OR MORE THAN 5 FT. ABOVE THE FLOOR. THIS DIMENSION SHALL BE MEASURED FROM THE FLOOR TO THE CENTER OF THE HOSE VALVE. CLASS 1 SYSTEMS SHALL BE PROVIDED WITH 2 1/2" HOSE CONNECTIONS IN THE FOLLOWING LOCATIONS: (1) AT THE MAIN FLOOR LANDING IN EXIT STAIRWAYS (5) AT THE HIGHEST LANDING OF STAIRWAYS WITH STAIRWAY ACCESS TO A ROOF, OR ON ROOFS WITH A SLOPE LESS THAN 4 IN 12 WHERE STAIRWAYS DO NOT ACCESS THE ROOF. HOSE CONNECTIONS SHALL BE PERMITTED TO BE LOCATED AT THE HIGHEST INTERMEDIATE LANDINGS BETWEEN FLOOR LEVELS IN EXIT STAIRWAYS WHERE REQUIRED BY THE AHJ. WHERE THE MOST REMOTE PORTION OF A SPRINKLERED FLOOR OR STORY IS LOCATED IN EXCESS OF 200 FT. OF TRAVEL DISTANCE FROM A HOSE CONNECTION IN OR ADJACENT TO A REQUIRED EXIT, ADDITIONAL HOSE CONNECTIONS SHALL BE PROVIDED, IN APPROVED LOCATIONS, WHERE REQUIRED BY THE LOCAL FIRE DEPARTMENT OR THE AHJ. 16.46.050 STANDPIPES: SEPARATE DRY STANDPIPES SHALL NOT BE REQUIRED IF THE STANDPIPES AND THE SPRINKLER RISERS ARE THE SAME PIPES, THAT IS, "WET" STANDPIPES, AS DEFINED IN SECTION 905 OF THE INTERNATIONAL BUILDING CODE. 16.46.110 EMERGENCY COMMUNICATIONS SYSTEM: A. AN EMERGENCY COMMUNCATIONS SYSTEM SHALL BE PROVIDED WITH JACKS ON EACH FLOOR OF EACH EMERGENCY STAIR TOWER AND BESIDE THE EMERGENCY ELEVATOR. A MINIMUM OF SIX HANDSETS SHALL BE STORED IN A ROOM, THE LOCATION OF WHICH SHALL BE DESIGNATED BY THE FIRE MARSHALL OF THE FIRE DEPARTMENT(SECTION 907.2.12.3 OF THE IBC). B. EMERGENCY RESPONDER RADIO COVERAGE SHALL BE PROVIDED IN ACCORDANCE WITH THE 2009 EDITION OF THE INTERNATIONAL FIRE CODE SECTION 510. STAIR FLAG NOTES HEADROOM (IBC 1009.5 ): STAIRWAYS SHALL HAVE A MINIMUM HEADROOM CLEARANCE OF 80" MEASURED VERTICALLY FROM A LINE CONNECTING THE EDGE OF THE NOSINGS. SUCH HEADROOM SHALL BE CONTINUOUS ABOVE THE STAIRWAY TO THE POINT WHERE THE LINE INTERSECTS THE LANDING BELOW, ONE TREAD DEPTH BEYOND THE BOTTOM RISER. THE MINIMUM CLEARANCE SHALL BE MAINTAINED THE FULL WIDTH OF THE STAIRWAY AND LANDING. RISER HEIGHT & TREAD DEPTH (IBC 1009.7.2 & 1009.7.4 / ICC A117.1-2009 504.2): RISERS SHALL BE 4" MINIMUM AND 7" MAXIMUM IN HEIGHT. TREADS SHALL BE 11" MIN. IN DEPTH. STAIR TREADS AND RISERS SHALL BE OF UNIFORM SIZE AND SHAPE. HANDRAILS (IBC 1009.15, 1012.2, 1012.6, 1012.7, & 1012.3,1 / ICC A117.1-2009 505): STAIRWAYS SHALL HAVE HANDRAILS ON EACH SIDE. HANDRAIL HEIGHT, WHERE MEASURED ABOVE STAIR TREAD NOSINGS SHALL BE UNIFORM, NOT LESS THAN 34" AND NOT MORE THAN 38". HANDRAILS SHALL RETURN TO A WALL, GUARD OR WALKING SURFACE OR BE BE CONTINUOUS TO THE HANDRAIL OF AN ADJACENT STAIR FLIGHT. WHERE HANDRAILS ARE NOT CONTINUOUS BETWEEN FLIGHTS, THE HANDRAILS SHALL EXTEND HORIZONTALLY AT LEAST 12" BEYOND THE TOP RISER AND CONTINUE TO SLOPE FOR A DEPTH OF ONE TREAD BEYOND THE BOTTOM RISER - SEE PLANS FOR LOCATIONS & DIMENSIONS. HANDRAILS WITH A CIRCULAR SECTION SHALL HAVE AN OUTSIDE DIMENSION OF AT LEAST 1-1/4" AND NOT GREATER THAN 2". THE HAND GRIP PORTION SHALL HAVE A SMOOTH SURFACE WITH NO SHARP CORNERS. HANDRAILS PROJECTING FROM A WALL SHALL HAVE A SPACE NOT LESS THAN 1-1/2" BETWEEN THE WALL AND THE HANDRAIL. SEE DETAIL 5 THIS SHEET. NOSINGS & RISER PROFILE (IBC 1009.7.5 / ICC A117.1-2009 504.5.1): THE RADIUS OF CURVATURE AT THE LEADING EDGE OF THE TREAD SHALL NOT BE GREATER THAN 1/2 INCH. BEVELINGS OF NOSINGS SHALL NOT EXCEED 1/2 INCH. RISERS SHALL BE SOLID AND VERTICAL OR SLOPED UNDER THE TREAD ABOVE FROM THE UNDERSIDE OF THE NOSING ABOVE AN ANGLE NOT MORE THAN 30 DEGREES FROM THE VERTICAL. THE LEADING EDGE(NOSINGS) OF TREADS SHALL PROJECT NOT MORE THAN 1-1/4" BEYOND THE TREAD BELOW. THE LEADING 2" OF THE TREAD SHALL HAVE A VISUAL CONTRAST OF DARK -ON -LIGHT OR LIGHT -ON -DARK FROM THE REMAINDER OF THE TREAD. ENCLOSURES UNDER INTERIOR STAIRWAYS (IBC 1009.9.3): THE WALLS AND SOFFITS WITHIN ENCLOSED USABLE SPACES UNDER ENCLOSED AND UNENCLOSED STAIRWAYS SHALL BE PROTECTED BY 1-HOUR FIRE RESISTANCE CONSTRUCTION, OR FIRE RESISTANCE RATING OF STAIRWAY ENCLOSURE, WHICHEVER IS GREATER. ACCESS TO THE ENCLOSED SPACE SHALL NOT BE DIRECTLY FROM WITHIN THE STAIR ENCLOSURE. STAIRWAY LANDINGS (IBC 1009.8): THERE SHALL BE A FLOOR OR LANDING AT THE TOP AND BOTTOM OF EACH STAIRWAY. THE WIDTH OF LANDINGS SHALL NOT BE LESS THEN THE WIDTH OF STAIRWAYS THEY SERVE. EVERY LANDING SHALL HAVE A MINIMUM WIDTH MEASURED PERPENDICULAR TO THE DIRECTION OF TRAVEL EQUAL TO THE WIDTH OF THE STAIRWAY. WHERE THE STAIRWAY HAS A STRAIGHT RUN THE DEPTH NEED NOT EXCEED 48". DOORS OPENING ONTO A LANDING SHALL NOT REDUCE THE LANDING TO LESS THAN ONE-HALF THE REQUIRED WIDTH. WHEN FULLY OPEN, THE DOOR SHALL NOT PROJECT MORE THAN 7" INTO A LANDING. STAIRWAY TO ROOF(ALTERNATING TREAD DEVICE) (IBC 1009.16): IN BUILDINGS FOUR OR MORE STORIES ABOVE GRADE PLANE, ONE STAIRWAY SHALL EXTEND TO THE ROOF SURFACE, UNLESS THE ROOF HAS A SLOPE STEEPER THAN 4 UNITS VERTICAL TO 12 UNITS HORIZONTAL. IN BUILDINGS WITHOUT AN OCCUPIED ROOF, ACCESS TO THE ROOF FROM THE TOP STORY SHALL BE PERMITTED TO BE BY AN ALTERNATING TREAD DEVICE. ROOF HATCH (IBC 1009.16.1, EXCEPTION): IN BUILDINGS WITHOUT AN OCCUPIED ROOF, ACCESS TO THE ROOF SHALL BE PERMITTED TO BE A ROOF HATCH OR TRAP DOOR NOT LESS THAN 16 SQUARE FEET IN AREA AND HAVING A MINIMUM DIMENSION OF 2 FEET. DISCHARGE IDENTIFICATION (IBC 1022.8): AN INTERIOR EXIT STAIRWAY AND RAMP SHALL NOT CONTINUE BELOW THE LEVEL OF EXIT DISCHARGE UNLESS AN APPROVED BARRIER IS PROVIDED AT THE LEVEL OF EXIT DISCHARGE TO PREVENT PERSONS FROM UNINTENTIONALLY CONTINUING INTO LEVELS BELOW. DIRECTIONAL EXIT SIGNS SHALL BE PROVIDED AS SPECIFIED IN SECTION 1011. RAISED CHARACTER AND BRAILLE EXIT SIGNS (IBC1011.4 / ICC A117.1-2009 504.9 & 703.4): THE EXIT DOOR DISCHARGING TO THE OUTSIDE OR TO THE LEVEL OF EXIT DISCHARGE SHALL HAVE A TACTILE SIGN STATING "EXIT." MOUNTING HEIGHT SHOULD BE 48" MIN. AND 60" MAX. ABOVE THE FLOOR. STAIRWAY IDENTIFICATION SIGNS (IBC 1022.9): A SIGN SHALL BE PROVIDED AT EACH FLOOR LANDING IN AN INTERIOR EXIT STAIRWAY AND RAMP CONNECTING MORE THAN THREE STORIES DESIGNATING THE FLOOR LEVEL, THE TERMINUS OF THE TOP AND BOTTOM OF THE INTERIOR EXIT STAIRWAY AND RAMP AND THE IDENTIFICATION OF THE STAIR OR RAMP. THE SIGNAGE SHALL ALSO STATE THE STORY OF, AND THE DIRECTION TO, THE EXIT DISCHARGE AND THE AVAILABILITY OF ROOF ACCESS FROM INTERIOR EXIT STAIRWAY AND RAMP FOR THE FIRE DEPARTMENT. THE SIGN SHALL BE LOCATED 5 FEET ABOVE THE FLOOR LANDING IN A POSITION THAT IS READILY VISIBLE WHEN DOORS ARE IN OPEN AND CLOSED POSITION. IN ADDITION TO THE STAIRWAY IDENTIFICATION SIGN, A FLOOR LEVEL SIGN IN RAISED CHARACTERS AND BRAILLE COMPLYING WITH ICC A117.1 SHALL BE LOCATED AT EACH FLOOR LEVEL LANDING ADJACENT TO THE DOOR LEADING FROM THE INTERIOR EXIT STAIRWAY AND RAMP INTO THE CORRIDOR TO IDENTIFY THE FLOOR LEVEL. SEE DETAIL 6 THIS SHEET FOR SIGNAGE REQUIREMENTS PER IBC 1022.9.1. STAIR PRESSURIZATION (IBC 909.20.5): WHERE THE BUILDING IS EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1, THAT VESTIBULE IS NOT REQUIRED, PROVIDED THAT INTERIOR EXIT STAIRWAYS ARE PRESSURIZED TO A MINIMUM OF 0.10 INCHES OF WATER AND A MAXIMUM OF 0.35 INCHES OF WATER IN THE SHAFT RELATIVE TO THE BUILDING MEASURED WITH ALL STAIRWAY DOORS CLOSED UNDER MAXIMUM ANTICIPATED CONDITIONS OF STACK EFFECT AND WIND EFFECT. 3380 REGISTERED ARCHITECT ',REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. a 0 0 OO) - N ^ '- NN fV '- 0) 0 � O O 0 6 O O z s- N M V U) CO Decsription MEP COORD/BID SET BID SET/PERMIT COMMENTS POST PERMIT REVISIONS Date LC) ts '--ss N N N N 0 0 m IX " N M SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 ER/APPLICANT: U -J -J co w U O U) I- z Lr 2 a- 0 -J a w J_ wW 0 a_ a f 0 z 0 w 0 U- W z 0 wz zw 9Iu cox 00 gZ �zz 00 a W a. a. Lciel 0 z� U I-- a. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila L E I L IJ DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 LJ STAIR DETAILS & NOTES POST PERMIT 6/20/2017 4:30:01 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_E-Central_2017_dianak@johnsonbraund.com.rvt 2 z w J CRICKET FOR SLOPE TO DRAINS CLEAR @ UNDERSIDE OF SAFETY BEAM co N- 9A 7J 9A2 1/2" / 12" , HOIST BM (PROV. BY ELEV. MFR. INSTALL BY CONTRACTOR) vvytyvvvx i 7J x-- 7J 2C �8or' O0C' eoc IIIII=G I I -I b • -III- a 11=11� II IIIII- II- I IITII(-1111�1 �IT11�=11(l =1 I I=1 11=1 I I=1 I I -III -III -III -I I r I �I I I -I 1I- 0 tt a 411 I'~ Co Co 8B 4J1 M C) 8B 2C it) 2B MEZ 4 4J1 2A1 WA L SECTION Cad ELEVATOR 1 d,e C) LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 7' -11 3/4" 7'-0"CLR. 7J 3 HR. HORIZONTAL ASSEMBLY NINE LEVEL 299.50 ELEVATOR 1 = 290.00 ELEVATOR 2 = 289.50 LEVEL 1 289.50 u- 2 >- w 1. % 8 ELEVATOR 2 - LEVEL 2-5 1/4" = 1'-0" 8'-4" 1B3 7' - 0" CLR. Aawe+111.•: I ELEVATOR LOBBY 4J1 4 7A \ \ 1A J co O 0 ELEVATOR 2 - LEVEL 1 & MEZZ. PLAN USE 12" LAPS & TAPE ALL EDGES/SEALS W/ APPROVED SEAM TAPE @ VAPOR RETARDER .4.!: ned .d �U -o�U -o�U `d+''O °O ooO °00 000C. 1=1I-ICI-III-III-ia III -III -III -III 111- El 111=111-1 I 1=III=1 =III -I I I=III=III-1 I I- 1-III=111-1I11-1 I 1=I -III-III-11 I-111=111-I 1=11 1 111 111 III 1I1 11 d •db • e 4 • • u9 a c .-•114.1 .' a 10 MIL. VAPOR RETARDER GRANULAR FILL WATERPROOF CONCRETE MIX BENTONITE ROPE BENTONITE PANEL CONTINUOUS UNDER ELEVATOR PIT GRANULAR FILL PER SOILS REPORT •- - d e b imp °,- - - no On o oOo oO,o co, 0o, o 1.0- °O��°.. OoOelo. 1�1�11111 (��r��,1III�TivT onoI I `7 \ ELEVATOR PIT WATERPROFFING "x3/8" STEEL BAR STRINGERS ITH 20" WIDE X 3/4" DIAM UNGS @12"O.C. GROUND FLOOR 1 1/2" = 1'-0" Q 1/2" x 2 1/2" x 3/8" STEEL ANGLE JELDED TO STRINGER - BOLT 0 PIT FLOOR 1/4" = 1'-0" 9 A460 9'-91/2" I 8' - 8" CLR. 7J 0 OM 0 0® 0 0 M ti a J 0 I` / / ( ` ELEVATOR 1 - LEVEL 2-5 SUMP HOLE. MIN. 18"X18"X18" W/ FLUSH MOUNTED STEEL GRATE - COORDINATE LOCATION WITH ELEV.MFR. 1B3 1/4" = 1'-0" 9 A460 10'-0" • 7J I7- 8' - 8"CLR. 0o °9 919-9.9: "0 0 0 N- 1B3 1 / / 1B3 ELEVATOR 1 - LEVEL 1 & MEZZ. PLAN ELEVATOR PIT LADDER 3"X3/8" CTFFI ANr-FInR - BOLT TO WALL (TYP.) CONCRETE SLAB ON GRADE - SEE STRUCTURAL CONCRETE PIT - SEE STRUCTURAL DAMPPROOFING HOISTWAY SIGNS 41110 DOOR REOPENING 1/2" = 1'-0" A _-\01404! � I i I In I o ro u OEN A. CAB ELEVATION HALL SIGNALS M I L CALL CONTROLS O CAR POSITION INDICATOR ( 10) CAR CONTROLS CID EMERGENCY CONTROL BUTTONS C 9 J to EMERGENCY PHONE ELEVATOR ACCESSIBILITY GUIDELINES 1/4" = 1'-0" 5" RADIUS CORNER (IBC 3002 4) #3500 THYSSENKRUPP SIDE OPENING DOOR -' ' ELEVATOR STRETCHER REQUIREMENTS STAR OF LIFE SYMBOL C9� ACCESSIBLE ELEVATOR REQUIREMENTS CD) TYPICAL ACCESSIBLE REQUIREMENT NOTE THIS SHEET ALL ELEVATORS SHALL ACCOMMODATE A WHEELCHAIR IN ACCORDANCE WITH IBC CH 11, ICC/ANSI A117.1. AND WAC 296-96. THE FOLLOWING IS A PARTIAL LIST OF THOSE REQUIREMENTS PROVIDED FOR REFERENCE. REFER TO COMPLETE STANDARDS TO ENSURE COMPLIANCE. CALL CONTROLS (ICC/ANSI 117.1 SEC 407.2.1:CALL BUTTONS SHALL BE RAISED OR FLUSH. OBJECTS BENEATH HALL CALL BUTTONS SHALL PROTRUDE 1 INCH MAXIMUM. CALL BUTTONS AND KEYPADS SHALL BE LOCATED WITHIN ONE OF THE REACH RANGES SPECIFIED IN SECTION 308, MEASURED TO THE CENTERLINE OF THE HIGHEST OPERABLE PART, PER WAC 36" MIN. CALL BUTTONS SHALL BE 3/4 INCH MINIMUM IN THE SMALLEST DIMENSION. A 30" X 48" CLEAR FLOOR SPACE SHALL BE PROVIDED AT CALL CONTROLS. THE CALL BUTTON THAT DESIGNATES THE UP DIRECTION SHALL BE LOCATED ABOVE THE CALL BUTTON THAT DESIGNATES THE DOWN DIRECTION. CALL BUTTONS SHALL HAVE VISIBLE SIGNALS TO INDICATE WHEN EACH CALL IS REGISTERED AND WHEN EACH CALL IS ANSWERED. HALL SIGNALS (ICC/ANSI A117.1 SEC 407.2.2): A VISIBLE AND AUDIBLE SIGNAL SHALL BE PROVIDED AT EACH HOISTWAY ENTRANCE TO INDICATE WHICH CAR IS ANSWERING A CALL AND THE CAR'S DIRECTION OF TRAVEL. WHERE IN -CAR SIGNALS ARE PROVIDED THEY SHALL BE VISIBLE FROM THE FLOOR AREA ADJACENT TO THE HALL CALL BUTTONS. VISIBLE SIGNAL FIXTURES SHALL BE CENTERED AT 72 INCHES MIN ABOVE THE FLOOR. THE VISIBLE SIGNAL ELEMENTS SHALL BE 21/2 INCHES MIN MEASURED ALONG THE VERTICAL CENTERLINE OF THE ELEMENT. SIGNALS SHALL BE VISIBLE FROM THE FLOOR AREA ADJACENT TO THE HALL CALL BUTTON. AUDIBLE SIGNALS SHALL SOUND ONCE FOR THE UP DIRECTION AND TWICE FOR THE DOWN DIRECTION, OR SHALL HAVE VERBAL ANNUNCIATORS THAT INDICATE THE DIRECTION OF ELEVATOR CAR TRAVEL. AUDIBLE SIGNALS SHALL HAVE A FREQUENCY OF 1500 HZ MAX. VERBAL ANNUNCIATORS SHALL HAVE A FREQUENCY OF 300 HZ MIN AND 3000 MAX. THE AUDIBLE SIGNAL OR VERBAL ANNUNCIATOR SHALL BE 10 DBA MIN ABOVE AMBIENT, BUT SHALL NOT EXCEED 80 DBA, MEASURED AT THE HALL CALL BUTTON. HOISTWAY SIGNS (ICC/ANSI A117.1 SEC 407.2.3: FLOOR DESIGNATIONS SHALL BE PROVIDED IN TACTILE CHARACTERS COMPLYING WITH SECTION ICC A117.1 703.3 LOCATED ON BOTH JAMBS OF ELEVATOR HOISTWAY ENTRANCES. TACTILE CHARACTERS SHALL BE 2 INCHES MIN IN HEIGHT. A TACTILE STAR SHALL BE PROVIDED ON BOTH JAMBS AT THE MAIN ENTRY LEVEL. PER WAC, BRAILLE FLOOR DESIGNATIONS MUST BE POSITIONED 48" MIN. AND 60" MAX. ABOVE THE FLOOR. WHERE SIGNS INDICATE THAT ELEVATORS DO NOT SERVE ALL LANDINGS, SIGNS IN TACTILE CHARACTERS COMPLYING WITH ICC A117.1 703.3 SHALL BE PROVIDED ABOVE THE HALL CALL FIXTURE. REOPENING DEVICE (ICC/ANSI A117.1 SEC 407.3.3): ELEVATOR DOORS SHALL BE PROVIDED WITH A REOPENING DEVICE THAT SHALL STOP AND REOPEN A CAR DOOR AND HOISTWAY DOOR AUTOMATICALLY IF THE DOOR BECOMES OBSTRUCTED BY AN OBJECT OR PERSON. THE REOPENING DEVICE SHALL BE ACTIVATED BY SENSING AN OBSTRUCTION PASSING THROUGH THE OPENING AT 5 INCHES NOMINAL AND 29 INCHES NOMINAL ABOVE THE FLOOR. THE REOPENING DEVICE SHALL NOT REQUIRE PHYSICAL CONTACT TO BE ACTIVATED, ALTHOUGH CONTACT SHALL BE PERMITTED BEFORE THE DOOR REVERSES. THE REOPENING DEVICE SHALL REMAIN EFFECTIVE FOR 20 SECONDS MIN. DOOR AND SIGNAL TIMING (ICC/ANSI A117.1 SEC 407.3.4): THE MINIMUM ACCEPTABLE TIME FROM NOTIFICATION THAT A CAR IS ANSWERING A CALL UNTIL THE DOORS OF THAT CAR START TO CLOSE SHALL BE CALCULATED FROM THE FOLLOWING EQUATION: T=D/(1.5 FT/S) OR T=D/(455MM/S) = 5 SECONDS MINIMUM, WHERE T=TIME IN SECONDS, D=DISTANCE, FROM THE POINT IN THE LOBBY OR CORRIDOR 60 INCHES DIRECTLY IN FRONT OF THE FARTHEST CALL BUTTON CONTROLLING THAT CAR TO THE CENTERLINE OF ITS HOISTWAY DOOR. DOOR DELAY (ICC/ANSI A117.1 SEC 407.3.5): ELEVATOR DOORS SHALL REMAIN FULLY OPEN IN RESPONSE TO A CAR CALL FOR 3 SECONDS MINIMUM. DOOR WIDTH (ICC/ANSI A117.1 SEC 407.3.6): ELEVATOR DOOR CLEAR OPENING WIDTH SHALL COMPLY WITH TABLE 407.4.1. SIDE OPENING: 36 INCH CLEAR OPENING WIDTH. C 8 ) ELEVATOR CAR REQUIREMENTS CAR DIMENSIONS (ICC/ANSI A177.1 SEC 407.4: INSIDE DIMENSIONS OF ELEVATOR CARS SHALL COMPLY WITH TABLE 407.4.1 LEVELING. EACH CAR SHALL BE EQUIPPED WITH A SELF - LEVELING FEATURE THAT WILL AUTOMATICALLY BRING AND MAINTAIN THE CAR AT FLOOR LANDINGS WITHIN A TOLERANCE OF 1/2 INCH UNDER RATED LOADING TO ZERO LOADING CONDITIONS. ILLUMINATION: THE LEVEL OF ILLUMINATION AT THE CAR CONTROLS, PLATFORM, CAR THRESHOLD AND CAR LANDING SILL SHALL BE 5 FOOT- CANDLES (54 LUX) MINIMUM. CAR CONTROLS (ICC/ANSI A117.1 SEC 407.4.6: CONTROLS SHALL BE LOCATED WITHIN ONE OF THE REACH RANGES SPECIFIED IN SECTION 308 (PER WAC 36" MIN ABOVE FLOOR). CAR CONTROL BUTTONS WITH FLOOR DESIGNATIONS SHALL BE RAISED OR FLUSH. BUTTONS SHALL BE 3/4 INCH MIN IN THEIR SMALLEST DIMENSION. PER WAC, BUTTONS MUST BE ARRANGED FROM LEFT TO RIGHT IN ASCENDING ORDER; EMERGENCY CONTROL BUTTONS SHALL HAVE THEIR CENTERLINES 35 INCHES MIN ABOVE THE FLOOR. EMERGENCY CONTROLS, INCLUDING THE EMERGENCY ALARM, SHALL BE GROUPED AT THE BOTTOM OF THE PANEL. CONTROL BUTTONS SHALL BE IDENTIFIED BY TACTILE CHARACTERS PER ICC A117.1 SEC. 703.3. TACTILE CHARACTER AND BRAILLE DESIG1mATIONIS SHALL BE PLACED IMMEDIATELY TO TVC LEFT OF T HC CONTROL DU I T ON I O V HIGH inc DESIGNATIONS APPLY. THE CONTROL BUTTON FOR THE EMERGENCY STOP, ALARM, DOOR OPEN, DOOR CLOSE, MAIN ENTRY FLOOR, AND PHONE SHALL BE IDENTIFIED WITH TACTILE SYMBOLS AS SHOWN IN TABLE 407.4.7.1.3. BUTTONS WITH FLOOR DESIGNATIONS SHALL BE PROVIDED WITH VISIBLE INDICATORS TO SHOW THAT A CALL HAS BEEN REGISTERED. THE VISIBLE INDICATION SHALL EXTINGUISH WHEN THE CAR ARRIVES AT THE DESIGNATED FLOOR. 10) CAR POSITION INDICATORS (ICC/ANSI SEC 407.4.9: AUDIBLE AND VISIBLE CAR POSITION INDICATORS SHALL BE PROVIDED IN ELEVATOR CARS. CHARACTERS SHALL BE 1/2 INCHES MIN IN HEIGHT. INDICATORS SHALL BE LOCATED ABOVE THE CAR CONTROL PANEL OR ABOVE THE DOOR. AS THE CAR PASSES A FLOOR AND WHEN A CAR STOPS AT A FLOOR SERVED BY THE ELEVATOR, THE CORRESPONDING CHARACTER SHALL ILLUMINATE. AUDIBLE INDICATORS SHALL COMPLY WITH SECTION 407.4.9.2. FOR ELEVATORS OTHER THAN DESTINATION - ORIENTED ELEVATORS THAT HAVE A RATED SPEED OF 200 FT PER MINUTE OR LESS, A NON-VERBAL AUDIBLE SIGNAL WITH A FREQUENCY OF 1500 HZ MAX THAT SOUNDS AS THE CAR PASSES OR IS ABOUT TO STOP AT A FLOOR SERVED BY THE ELEVATOR SHALL BE PERMITTED. PER WAC, AUDIBLE SIGNALS MUST BE AT LEAST 20 DBA. ID EMERGENCY COMMUNICATIONS (ICC/ANSI A117.1407.4.10: EMERGENCY TWO-WAY COMMUNICATION SYSTEMS BETWEEN THE ELEVATOR CAR AND A POINT OUTSIDE THE HOISTWAY SHALL COMPLY WITH ASME/ANSI A17.1. THE HIGHEST OPERABLE PART OF A TWO-WAY COMMUNICATION SYSTEM SHALL COMPLY WITH SECTION 308. PER WAC: THE MAX HEIGHT OF ANY OPERABLE PART IS 48 INCHES AFF. TACTILE CHARACTERS AND SYMBOLS SHALL BE PROVIDED ADJACENT TO THE DEVICE. PER WAC THE CHARACTERS MUST BE AT LEAST 5/8" BUT NO MORE THAN 2" HIGH, RAISED 1/32",UPPER CASE, SAN SERIF TYPE AND ACCOMPANIED BY GRADE 2 BRAILLE. IN ADDITION, THE FOLLOWING WAC REQUIREMENTS APPLY: IF THE SYSTEM IS LOCATED IN A CLOSED COMPARTMENT, OPENING THE DOOR TO THE COMPARTMENT MUST: REQUIRE THE USE OF ONLY ONE HAND W/O TIGHT GRASPING PINCHING OR TWISTING OF THE WRIST & REQUIRE A MAX FORCE OF 5LBS. THE EMERGENCY COMMUNICATION SYSTEM MUST NOT BASED SOLELY UPON VOICE COMMUNICATION SINCE VOICE -ONLY SYSTEMS ARE INACCESSIBLE TO PEOPLE WITH SPEECH OR HEARING IMPAIRMENTS. AN INDICATOR LIGHT MUST BE VISIBLE WHEN THE TELEPHONE IS ACTIVATED. THIS NONVERBAL MEANS MUST ENABLE THE MESSAGE RECIPIENT TO DETERMINE THE ELEVATOR'S LOCATION ADDRESS AND, WHEN MORE THAN ONE ELEVATOR IS INSTALLED, THE ELEVATOR'S NUMBER. THE EMERGENCY COMMUNICATION SYSTEM MUST USE A LINE THAT IS CAPABLE OF COMMUNICATING WITH AND SIGNALING TO A PERSON OR SERVICE THAT CAN RESPOND APPROPRIATELY TO THE EMERGENCY AT ALL TIMES. A COMMUNICATION DEVICE MUST BE INSTALLED IN THE LOBBY ADJACENT TO THE PHASE 1 KEY SWITCH. THIS DEVICE MUST BE A TWO-WAY COMMUNICATION DEVICE USED TO COMMUNICATE WITH INDIVIDUALS IN THE ELEVATOR. THE HEIGHT OF ANY COMMUNICATION DEVICE(S) LOCATED IN THE LOBBY MUST BE BETWEEN 48-60 INCHES AFF. ADDITIONAL COMMUNICATION DEVICE(S) MAY ALSO BE LOCATED IN OTHER PARTS OF THE BUILDING IN ADDITION TO THE ONE LOCATED IN THE LOBBY. EXCEPTION: ELEVATORS THAT HAVE LESS THAN SIXTY FEET OF TRAVEL DO NOT REQUIRE AN INTERCOM. CAR HANDRAILS (WAC 296-96-02340): A HANDRAIL MUST PROVIDE COVERAGE LENGTHWISE AT LEAST 90% FROM WALL TO WALL. A HANDRAIL MUST BE INSTALLED ON ALL CAR WALLS NOT USED FOR NORMAL EXITS. THE HANDRAILS MUST BE: A. ATTACHED TO THE WALL AT A HEIGHT OF BETWEEN 32-35 INCHES FROM THE FLOOR. B. ATTACHED TO THE WALL WITH A 1 1/2 INCH SPACE BETWEEN THE WALL AND THE RAIL C. CONSTRUCTED WITH THE HAND GRIP PORTION NOT LESS THAN 1 1/4 INCHES BUT NOT MORE THAN 2 INCHES WIDE D. CONSTRUCTED WITH A CROSS-SECTION SHAPE THAT IS SUBSTANTIALLY OVAL OR ROUND E. CONSTRUCTED WITH SMOOTH SURFACES AND NO SHARP CORNERS. F. APPROACHING HANDRAIL ENDS ON A BLANK WALL IN THE INTERIOR CORNERS OF A CAR DO NOT HAVE TO RETURN TO THE WALL. HOWEVER, IF THE HANDRAIL IS LOCATED ON THE CLOSING DOOR WALL OF A SINGLE -SLIDE OR TWO -SPEED ENTRANCE ELEVATOR AND IT PROJECTS AN ABRUPT END TOWARDS PEOPLE ENTERING THE CAR, THE HANDRAIL END MUST RETURN TO THE WALL. ELEVATOR BASIS OF DESIGN: 1. THYSSENKRUPP SYNERGY 3500# / SIDE OPENING DOOR, SEISMIC ZONE 3 SHEET NOTES 1. VERIFY ALL DIMENSIONS WITH ELEVATOR MANUFACTURER -REVIEW SHOP DRAWINGS. 2. SEE SHEETS A005-A009 FOR FIRE RESISTIVE ASSEMBLIES GENERAL ELEVATOR NOTES iXXi TYPICAL ELEVATOR NOTE THIS SHEET ACCESSIBLE MEANS OF EGRESS (IBC 1007.2.1 / 1007.4) IN BUILDINGS WHERE A REQUIRED ACCESSIBLE FLOOR IS 4 OR MORE STORIES ABOVE OR BELOW A LEVEL OF EXIT DISCHARGE, AT LEAST ONE REQUIRED ACCESSIBLE MEANS OF EGRESS SHALL BE AN ELEVATOR COMPLYING WITH SECTION 1007.4. IN ORDER TO BE CONSIDERED PART OF AN ACCESSIBLE MEANS OF EGRESS, AN ELEVATOR SHALL COMPLY WITH THE FOLLOWING: A. THE ELEVATOR SHALL COMPLY WITH THE EMERGENCY OPERATION AND SIGNALING DEVICE REQUIREMENTS OF SECTION 2.27 OF ASME A171. B. STANDBY POWER SHALL BE PROVIDED IN ACCORDANCE WITH CH. 27 AND SECTION 303. C. PROVIDE DIRECTIONAL SIGNAGE INDICATING THE LOCATION OF THE OTHER ACCESSIBLE MEANS OF EGRESS (INTERIOR EXIT STAIRWAYS) AT THE ELEVATOR LANDINGS (IBC 1007.10). D. ACCESSIBLE ELEVATORS SHALL COMPLY WITH ICC/ANSI A117.1 SECTION 407 - SEE ACCESSIBILITY NOTES THIS SHEET. HOISTWAY ENCLOSURE PROTECTION (IBC 3008.6 & 713 & 403.2.3.1&4): OCCUPANT EVACUATION ELEVATOR HOISTWAY ENCLOSURES SHALL BE CONSTRUCTED AS 2-HOUR SHAFT ENCLOSURES/ FIRE BARRIERS WHERE CONNECTING FOUR OR MORE STORIES. REFER TO SHEET A005-A008 FOR FIRE RATED ASSEMBLIES. PENETRATIONS (IBC 714): REFER TO SHEET A007 FOR REQUIREMENTS. ELEVATOR LOBBY (IBC 713.14.1, EXCEPTION 4): AN ENCLOSED ELEVATOR LOBBY IS NOT REQUIRED WHERE THE BUILDING IS PROTECTED BY AN AUTOMATIC SPRINKLER SYSTEM INSTALLED IN ACCORDANCE WITH 903.3.1.1 TWO-WAY COMMUNICATION (IBC 1007.8): A TWO-WAY COMMUNICATION SYSTEM SHALL BE PROVIDED AT THE ELEVATOR LANDING ON EACH ACCESSIBLE FLOOR THAT IS ONE OR MORE STORIES ABOVE OR BELOW THE STORY OF EXIT DISCHARGE. A. PROVIDE COMMUNICATION BETWEEN EACH REQUIRED LOCATION AND THE FIRE COMMAND CENTER OR CENTRAL CONTROL POINT APPROVED BY THE FIRE DEPARTMENT. WHERE THE CENTRAL LOCATION IS NOT CONSTANTLY ATTENDED, A TWO-WAY COMMUNICATION SYSTEM SHALL HAVE A TIMED AUTOMATIC TELEPHONE DIAL -OUT CAPABILITY TO A MONITORING LOCATION OR 9-1-1. B. SHALL INCLUDE BOTH AUDIBLE AND VISIBLE SIGNALS. C. DIRECTIONS FOR THE USE OF THE TWO-WAY COMMUNICATION SYSTEM, INSTRUCTIONS FOR SUMMONING ASSISTANCE, AND WRITTEN IDENTIFICATION OF THE LOCATION SHALL BE POSTED ADJACENT TO THE TWO-WAY COMMUNICATION SYSTEM. ELEVATOR CAR TO ACCOMMODATE AMBULANCE STRETCHER (IBC 3002.4): A. ELEVATOR CAR SHALL BE OF A SIZE AND ARRANGEMENT TO ACCOMMODATE AN AMBULANCE STRETCHER 24" X 84" WITH NOT LESS THAN 5" RADIUS CORNERS IN THE HORIZONTAL OPEN POSITION. B. THE ELEVATOR SHALL BE IDENTIFIED BY THE INTERNATIONAL SYMBOL FOR EMERGENCY MEDICAL SERVICES (STAR OF LIFE). THE SYMBOL SHALL NOT BE LESS THAN 3" HIGH AND PLACED INSIDE ON BOTH SIDES OF THE HOISTWAY DOOR FRAME. FIREFIGHTER'S EMERGENCY OPERATION (IBC 3003.2): ELEVATORS SHALL BE PROVIDED WITH PHASE I EMERGENCY RECALL OPERATION AND PHASE II EMERGENCY IN -CAR OPERATION IN ACCORDANCE WITH ASME A 17.11CSA B44. ELEVATOR HOISTWAY PRESSURIZATION (IBC 909.21): NOT USED - REMOVED PER SMOKE CONTROL DESIGN TYPE 1A (LVLS 1 & M) AND TYPE VA / 4 STORIES: ADDITIONAL SMOKE AND DRAFT CONTROL DOORS PROVIDED AT HOISTWAY FOR CORRIDOR CONTINUITY REQUIREMENTS PER 1018.6 AND 716.5.3.1. ELEVATOR HOISTWAY VENTILATION (WA STATE IBC 3004.3): ELEVATOR HOISTWAYS SHALL BE PROVIDED WITH A MEANS FOR VENTING SMOKE AND HOT GASES TO THE OUTER AIR. PROVIDE SIDEWALL LOUVER VENTS: 3 SF MIN. THE AREA OF THE VENTS SHALL NOT BE LESS THAN 31/2 PERCENT OF THE AREA OF THE HOISTWAY NOR LESS THAT 3 SQUARE FEET FOR EACH ELEVATOR CAR, WHICH EVER IS GREATER. THE TOTAL REQUIRED VENT AREA SHALL BE EQUIPPED WITH DAMPERS THAT REMAIN POWERED CLOSED UNI T L ACTIVATED OPEN BY THE FIRE ALARM SYSTEM PANEL. THE DAMPERS SHALL OPEN UPON LOSS OF POWER. MACHINE ROOMS (IBC 3006): A. VENTING. ELEVATOR MACHINE ROOMS THAT CONTAIN SOLID STATE EQUIPMENT FOR ELEVATOR OPERATION SHALL BE PROVIDED WITH AN INDEPENDENT VENTILATION OR AIR-CONDITIONING SYSTEM TO PROTECT AGAINST THE OVERHEATING OF THE ELECTRICAL EQUIPMENT. THE SYSTEM SHALL B E CAPABLE OF MAINTAINING TEMPERATURES WITHIN THE RANGE ESTABLISHED FOR THE ELEVATOR EQUIPMENT. B. PRESSURIZATION. THE ELEVATOR MACHINE ROOM SERVING A PRESSURIZED ELEVATOR HOISTWAY SHALL BE PRESSURIZED UPON ACTIVATION OF A HEAT OR SMOKE DETECTOR LOCATED IN THE ELEVATOR MACHINE ROOM. C. MACHINE ROOMS AND MACHINERY SPACES. ELEVATOR MACHINE ROOMS AND MACHINERY SPACES SHALL BE ENCLOSED WITH FIRE BARRIERS CONSTRUCTED IN ACCORDANCE WITH SECTION 707...THE FIRE - RESISTANCE RATING SHALL NOT BE LESS THAN THE REQUIRED RATING OF THE HOISTWAY ENCLOSURE SERVED BY THE MACHINERY. WAC 296-96: ELEVATORS SHALL ALSO COMPLY WITH WASHINGTON ADMINISTRATIVE CODE WAC 296-96 SAFETY REGULATIONS FOR ELEVATORS. AEVISI$N RECEIVED CITY OF TUKWILA FEB 02 2018 PERMIT CENTER JJHINJV N DIV-W NLMNG• 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 'Ri G L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET J OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. Qr�(V d - N V 4., N )N cf 0 No,O , 0 0 O 0 NN Cr Z,- Cl CO r In CD Decsription BID SET/PERMIT COMMENTS POST PERMIT REVISIONS Date Inn L g• 00 ai N SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: U W a 0. 0 z 0 W U) 0 IL W 0 z 0 Wz ZW 9< m� 0Z o >z sm I- Z 0_ 00 a. w a cc ZD rz OV WO II --CC REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ELEVATOR PLANS, SECTIONS, NOTES AND DETAILS POST PERMIT LL 1/4" = 1'-0" 1/4" = 1'-0" 1/4" = 1'-0" 7 4:30:03 PM 0 N 0 co age Bldg_E-Central_2017_dianak@johnsonbraund.com.rvt C:\Users\dianak\Documents\1026- w 2 z w RIGID INSULATION 'STANDARD' FACE BRICK MECHANICALLY FASTENED TERMINATION BAR W/ CONT. SEALANT WRB OVER S.A.M. MORTAR NET VERTICAL WEEPS @ 24" O.C. S.A.M. OVER 24 GA. 1/2 METAL FLASHING CONCRETE BASE - 12 \ DTL EXT-CONC-BASE AT BRICK PIER 7 3" = 1'-0" P SIM. DTL_EXT-CONC- ? w BRICK AT SLAB -ON- EZ' GRADE 1 ° FACE OF �— CONCRETE AT METAL SIDING — JD aD RIGID INSULATION 8 DTL EXT-CONC-BRICK AT SLAB -ON -GRADE 2 1 1/2" = 1'-0" TONGUE & GROOVE WOOD SIDING CLEAR SEALER DTL EXT-CONC-WOOD SIDING SILL 1 1/2" = 1'-0" 7" BRICK CURB BEYOND REF: 4 & 8/A500 CONCRETE LANDING OR SIDEWALK. SLOPED 2% AWAY FROM BUILDING' GRAVEL FILL a a Q D CONCRETE FOOTING -SEE STRUCTURAL aD FOOTING DRAIN SURROUNDED BY — GRAVEL AND FABRIC FILTER DTL EXT-CONC CURB AT STOREFRONT JOINT SEALANT FILLER JOINT CONCRETE LANDING 0 SIDEWALK. SLOPED 2% AWAY FROM BUILDING' BENTONITE WATER •����C`' PROOFING MEMBRANEY$�w rs GRAVEL FIL +�0i�•,4�i,, ��i n'4, ,.../.74,EF::: Is IV OW WALL TYPE 4A1 (A500 DTL EXT-CONC- BRICK AT SLAB -ON - GRADE 1 2" RIGID INSULATION 6 CONCRETE WALL' -SEE STRUCTURAL CONCRETE FOOTING -SEE STRUCTURAL a D 9 r, FOOTING DRAIN SURROUNDED BY GRAVEL AND FABRIC FILTER D WALL TYPE 4F FLOORING 4" CONCRETE SLAB - ON -GRADE PER STRUCTUURAL DTL EXT-CONC-BRICK AT SLAB -ON -GRADE 1 1 1/2" = 1'-0" l- BACKER ROD & SEALANT METAL FLASHING SIM. IN BED OF SEALANT SIM. CONCRETE CURB @1 EXTERIOR STOREFRONT 10" CONCRETE WALL BEYOND 6" CONCRETE CURB - SEE ELEVS. FOR HEIGHT 2" (R-10) RIGID INSULATION - FURRING & FINISH PER TI 4" CONCRETE SLAB - ON -GRADE PER STRUCTURAL SUBSURFACE PER -- GEOTECH REPORT I I I 1 /2" = 1'- "1" TYP., 2" AT RESIDENTIAL LOBBY 1" TYP. IDIkNTIAL LOBBY - SEE 4&5/A310 o�v ovj` I • 8" DTL_EXT-CONC-STOREFRONT AT ° \ SLAB -ON -GRADE 1 3" = 1'-0" 10 MIL. POLYTHYLENE VAPOR BARRIER BETWEEN SLAB & INSULATION 2" RIGID INSULATION CLEAN, WASHED, CRUSHED ROCK OR PEA GRAVEL TO ACT AS A CAPILLARY BREAK COMPACTED FILL & SOIL STOREFRONT MULLION S.A.M. INTERIOR BACKER ROD & SEALANT BACK ANGLES RIGID INSULATION SLAB -ON - GRADE u aG 0/ C 1. SUBCONTRACTOR TO SUPPLY AND INSTALL AN APPROVED INTEGRATED WATERPROOFING SYSTEM. SUBMIT PRODUCT WARRANTY TO OWNER FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION. 2. APPLY A COMPLETE & INTEGRATED WATERPROOFING SYSTEM ACCORDING TO PROJECT MANUAL, SPECIFICATIONS, AND MANUFACTURER REQUIREMENTS. 3. FURNISH ALL ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF THE SYSTEM, INCLUDING PROTECTION BOARDS, INSTALLATION AND SEALANTS. 4. COORDINATE BACKFILL TYPE WITH SOILS REPORT & WATERPROOFING CONTRACTOR. 5. (O.A.S = OR APPROVED SUBSTITUTION) CONTRACTOR MAY SUBMIT AN "APPROVED SUBSTITUTION" WATERPROOFING SYSTEM TO THAT SHOWN IN DETAILS. VERIFY ALL DETAILS COMPLY WITH MANUFACTURER REQUIREMENTS & RECOMMENDATIONS. 6. W.R.B. INDICATES WEATHER RESISTANT BARRIER. S.A.M INDICATES SELF 7. UV PROTECTION IS REQUIRED OVER ALL EXPOSED INSULATION. NOTES WATERPROOFING 3" = 1'-0" INTERIOR a a POURED CONCRETE WALL JOINT SEALANT FILLER JOINT EXTERIOR CONCRETE LANDING OR SIDEWALK. SLOPED 2% AWAY FROM BUILDING AT FINISHED GRADE CONDITIONS SLOPE 5% AWAY FROM BUILDINGS CONCRETE SLAB BENTONITE MASTIC OR MFR. APPROVED gA{bvaTION BAR FASTEN @ 12" O.C. MAX. COMPOSITE DRAINAGE MAT (ONLY WHEN ADJACENT TO CONDITIONED SPACES) -AT TOP, FOLD FILTER FABRIC 4" BEHIND CORE DRAIN BOARD BENTONITE WATERPROOFING MEMBRANE 2" X2' RIGID INSULATION WHEN ADJACENT TO CONDITIONED INTERIOR SPACES, DTL_EXT-FOUNDATION WALL TERMINATION AT GRADE/CONCRETE SIDEWALK DOWNSPOUT (REFER TO ROOF PLANS) DO NOT CONNECT ROOF DOWNSPOUT DRAINPIPES TO FOOTING DRAIN SYSTEM RE VlSI CONNECT DOWNSPOUT TO PVC TIGHTLINE - REFER TO CIVIL DRAWINGS FOR LOCATIONS OF TIGHTLINE CONNECTIONS TO STORM SEWER PVC TEE AT CONNECTION TO STORM PER CIVIL 2% MIN. SLOPE FINISH GRADE 4"0 PERFORATED PIPE FOOTING DRAIN PER CIVIL/SOILS REPORT FREE DRAINING MATERIAL PER SOILS REPORT NON -WOVEN FILTER FABRIC RECE1 ED CITY OF T JKWdLA DTL EXT-FOUNDATION DRAIN DETAIL FEB 02 2010 PERMIT CENTER JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 1RRG L. ALLWINR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. W F- a Ca 0 Oi 1- v- N C1 N N (N� N N 1- N N .- O N O. O O CO O. CO 0 Z N M �} N CO Decsription POST PERMIT REVISIONS Date a 1 C4 1- V Z J 5 co �W V SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: 0 w 0 a. a z 0 to CY 0 B 0 w I- z 0 wz Z ci mF U 'U 5Z � E m ~z 0_ 00 a a. a. zD DU w O REVIEWED FOR CODE COMPLIANCE.' APPROVED FEB 222010 City of Tukwila BUILDING DIVILIION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF Checker EXTERIOR CONCRETE/BELOW OR AT -GRADE DETAILS POST PERMIT u_ 1 1/2" = 1'-0" 3/4" = 1'-0" a. 0 0 Cr) N. 0 N 0 N E 0 U t� 0 v7 C 0 cv NI 1 c a) U IL a) rn C:\Users\dianak\Documents\1026- 2 z SEE 11 a/A510 13'-9" 19'-7" W10X12 SOFFIT ABOVE STEEL PIPE SUPPORTS C10X15.3 STEEL CHANNEL ALONG PERIMETER -TYP. C10X15.3 STEEL CHANNEL (2) L3X2X3/8 STEEL ANGLES 13 C w A511 SLOPED METAL DECK OV R WOOD T w I— — —1 C10X15.3 STEEL CHANNEL t L2X2 STEEL ANGLES ALONG PERIMETER r I I KNIFE PLATE CONNECTION TO TUBE -SEE STRUCTURAL SIM. HSS6X3 STEEL TUBE -TOP IS 1" BELOW PERIMETER CHANNELS L4X2X3/8 SLOPED - !STEEL ANGLE N RECESSED CANNED LIGHT FIXTURES EQUALLY SPACED. L2X2 STEEL ANGLES ALONG PERIMETER �- WELDED TO THE CHANNELS L3X2X3/8 STEEL ANG E I I 1 -r L___ 5'-2" to RECESSED CANNED LIGHT FIXTURES @ CENTERED ON THE BAYS. KNIFE PLATE CONNECTION -TYP. \ 4" STEEL POSTS -TYP. e\\\ 12 CANOPY PLAN - MAIN ENTRANCE CANOPY LEVEL 1 289.50 ELEVATION OF MAIN ENTRANCE CANOPY - EAST 1/4" = 1'-0" 1/4" = 1'-0" TREE COLUMN STEEL MEMBERS TO BE PAINTED. COLOR: FIR TONE TREE COLUMN 9" DIAM STEEL PIPE 6" DIAM. STEEL PIPE ANGLED AT 15D VERTICALLY FROM TREE COLUM & 45D IN PLAN STEEL CHANNEL ALL EXPOSED CANOPY STEEL MEMBERS -PAINTED. COLOR: ANODIZED BRONZE BRICK PIER 51� 0 LEVEL 289.50 .°4 a,.., ;.N�.YM.o, "„,4.,,, .,6d; NagfillIMINMISSW ELEVATION OF MAIN ENTRANCE CANOPY - �11 NORTH 1/4" = 1'-0" 10 MAIN ENTRANCE CANOPY - PERSPECTIVE VIEW 3" f SLOPED METAL DECK OVER WOOD SOFFIT(1X6 T&G) 3 A511 SIM. SUPPORTS - NO TIE RODS IEI \o I4'-'0" jr CANOPY PLAN - TYPE 8 1/4" = 1'-0" 1 STEEL POSTS -SEE STRUCTURAL KINFE PLATE LOCATIONS EQ EQ 14'-4" TYP. 1ELD VERIFY 15'-0" @ CENTER TH UNIT ALONG EAST FACADE EQ EQ 3" INTERMEDIATE SUPPORT STEEL TUBE OR CHANNEL AT CANOPY HEIGHT -SEE SECTION INTERMEDIATE SUPPORT & TIE ROD I H 7� �A51..12 8 \ CANOPY PLAN - TYPE 7 1/4" = 1'-0" TIE ROD & SUPPORT 4' 6 dr n ♦ DOWNSPOUT GUTTER FLOOR SLAB OUTLINE KNIFE PLATE LOCATIONS A511 5 -7" 5 -9" KNIFE PLATE CONNECTION TO EMBEDS IN CONRCRETE SLAB CANOPY PLAN - TYPE 6 1/4" = 1'-0" Ati O I') 1 f#— 1 KNIFE PLATE LOCATIONS TIE ROD & 1X6 TONGUE & GROOVE WOOD SOFFIT INTERMEDIATE SUPPORT TIE ROD & INTERMEDIATE SUPPORT CENTERED WITH STOREFRONT MULLION 1" INTERMEDIATE SUPPORT CANOPY PLAN - TYPE 5 1/4" = 1'-0" 20'-0" 4" STEEL TUBE FLEXIBLE LINEAR LED ROPE LIGHT @ EAST SIDE OF OFFICE IEVIS1 KNIFE PLATE LOCATION INTERMEDIATE SUPPORT 0(661 5 CANOPY PLAN - TYPE 4 1" CI 4 \ CANOPY PLAN - TYPE 3 1/4" = 1'-0" co N FIELD VERIFY i 5' -0" 10 Co ti r 2 \ CANOPY PLAN - TYPE 2 CONCRETE WALL AT NORTH WALL METAL STUD WALL AT EAST WALL 1/4" = 1'-0" RECEIVED Y OF TUMVILA FEB 02 2018 RMIT CENTER Co Cr) 1 A511 TYPICAL NOTES FOR THIS SHEET C10X15.3 STEEL STEEL CHANNEL FRAME 4" STEEL TUBE 8 5'-0" A511 TYP. STEEL TUBE INTERMEDIATE SUPPORTS KNIFE PLATE LOCATIONS 4" STEEL TUBE — SLOPED 1-12" METAL DECK TIE ROD -SEE ELEVATIONS A200-A201 FOR COLOR AND HEIGHT ' CANOPY PLAN - TYPE I -SEE SHEET A101 & A620 FOR OVERALL OPENING STOREFRONT LENGTH & MULLTION LOCATIONS -SEE SHEET A101 MEZZANINE LEVEL FOR CANOPY PLAN LOCATIONS STOREFRONT SYSTEM I VV JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT EEG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. a 0 o N dj V - 0 N IV N Cl u) O N gl o N 0 o E 0 N 0 0 8 d Z - N M '7 u) CO Decsription POST PERMIT REVISIONS Date ti 0 m W SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: 0 —J —J rn w 0 M d Iw.,. z� a- O O � J J wm v • w w03 • w >Qa: J Y N } N a. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION 0 w a z 0 w 0 0 wz Zw Q ( z 00 � 0 n¢. o_ • wg U) Z aU w0 F- PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF Checker CANOPY DETAILS A510 w 1/4" = 1'-0" 1/4" =1'-0" POST PERMIT 6/20/201'7 4:30:15 PM O U O as co I` NI m a) U W r3i m a) 5- ca FI (NI O a) 0 co co a) FILE NAME: CONCRETE WALL BOLT ATTACHMENT: METAL SCREEN TYPE 1 2 x2WIRE MESH TO SUPPORT PLANT GROWTH CONCRETE WALL BOLT ATTACHMENT: METAL SCREEN TYPE 2 L4x4x4x1/4 STEEL FLAT PLATE -WELD TO STEEL ANGLE FRAME L3x2x1/4 STEEL ANGLE FRAME PAINTED. COLOR: ANODIZED BRONZE 1 1 I I \ I I I I I I I I I_LJ_-I--1--r I- I--1 -I- _I_-I-L_.l.-I�L I I I 11 1 1 1 1 1 1 I T -T I T- I I I I I I I I I I I I- -l- -r -l- -1- -r -I- t- -r —I-1- -r —I— I- I_ L J _l_ L H _I— I- 4 _I_.I_.._1_ _I_ L 4 _I_ l._ I I -I \I I I I I I I I I 1- I T I I BOLTED CONNECTION DECORATIVE PANEL ART ELEVATION VIEW 20 DTL EXT-METAL SCREEN - DETAILS 1 1/2" = 1'-0" PLAN VIEW SECTION VIEW ATTACHMENT: METAL SCREEN TYPE 3 BUILDING STRUCTURE KNIFE PLATE CONNECTION TO CHANNEL BRICK ROWLOCK COURSE BELOW SECURE RAILING TO BUILDING 1-1/2" VERTICAL POST SLIDING GLASS DOOR lift- -r 9 L.1 II 1 HIT — I I I I n- a -a- O-G •-0-G -G --Q-O -fl 9-6- 6- O--0— G— G-0—G —G 18B DTL EXT-BALCON 4' VERTICAL PICKETS CHANNEL BELOW -JULIETTE PLAN 1/2" = 1'-0" 1-1/2" TOP RAIL - SECURE RAILING TO BUILDING ALUMINUM RAILING SIZE VARIES PER TYPE 8" SEE DOOR SCHEDULE & PLAN 8" 1-1/2" BOTTOM RAIL LEVEL KNIFE PLATE ATTACHMENT TO END ALUMINUM PLATE ALUMINUM CHANNEL 20 A505 AT BRICK 14 A504 AT MTL SIDING 18A DTL EXT-BALCONY-JULIETTE ELEVATION 2 1/2" = 1'-0" rt 16� DECORATIVE PANEL ART DTL EXT-METAL SCREEN - TYPE 3 1/2" = 1'-0" 8'-8"* c CV L2x2x1/4 *VARIES - SEE ELEVATIONS _ _ _ _ _ _ -' -I-I -N 4 I-1-1-I-1 1-I 4 I+H-I T tl'tf tL I±ItI t-a±It1 t A1±Ittltal 4 =L 4 : t1±1tlif 4 -F 7 ITI±I iEiml I± ITITI H-I±l III ITITI I-1-I+I 1±1=1i 1 ITITI _ I TI I tI -{ tf 4= TT -H 11 4=114 -HI T11T'T f=t a 4 Fr f- f_tIt1±ItI a 4 fr1±I±ItI I±1+I III IT IIT I_1--I+I imi ITI4-1 H--I+1-I-I I I 1=1 r_I T111 I i_I 1=1414 I tf T4 =1= Tl fi 1= FF =I 17 H ftli H- tIJ T FT I -I- IJ a 14 I7 11- a I-f- a 17 / tI TIIIIIPT TI1=1 tltl T1 -1--I tltl ti T w 1=1 t $T 1=1 H -1-1 r f=r q1114=1 f = q 1-F f 1=1 l I IT_ — t1±1±1Tf imi ITITI H-1 tl±ItItf T ITI71�I I I 1 11=k TI �f 14 LLI a 4 f:tI±i±lt 111 411 I imi 17-1-1-1 1 I-1 I ITITI I±1t f--1-I-- I t T_ 4--- I t T- -I' N-I-I-I -H 4 I -I -I -I -I 'N I-1' I -I- -1--I 1--1 N' I-1-I-TI 4--1 1-1- 1-1-1-1-1 (14E DTL EXT-METAL SCREEN - TYPE 2 1/2" = 1'-0" 6' - 0" IN VERTICAL ORIENTATION 8' - 0" IN HORIZONTAL ORIENTATION 4' TYP. IN SHORT DISTANCE SEE ELEVATIONS 1 --1 14 1-1-11-1 4414 1-4-14-1-k1 14 I- -1 a Itlnp kt1 1i LL uICIti tk kt1 1i ITIvr[1=PITIT=114 f=r1T1411, I++1+4 +I+I-{--I +4 +I+I+ + +I+I - .1+1-H11 H ftI±IH H I I+1H Ills tk 111±1i tk 1=k1±1i1 tk kk1 1i . 1 F ICI ICI ICI I+I + H+ I+I -1-1 14 + I+I + I I N- I+I I I -I -I H I I H- +1-H i E H I -I I H H -f I±I -H I l i i k=k 1±1 tl tk 1=k 1±1 t tk kk 1±1 t - -1 --I - I1IiiIIinI-TIIIIITZII 14A DTL EXT-METAL SCREEN - TYPE 1 1/2" = 1'-0" CONCRETE COLUMN 6" STEEL PIPE STEEL W-SHAPE SLOPED BRICK ROWLOCK COURSE -f -15d MIN. \ 6" DIAM. STEEL PIPE ABOVE & STEEL W-SHAPE AT CANOPY LEVEL � �J ` I \ J` . . 'T! I, b i II r' -11_ ------ I i 7 -� 12 \ TREE COLUMN - PLAN DETAIL 2 - 1/4" STEEL PLATE _'6) r STEEL SUPPORT ABOVE - -a) 9" DIAM. STEEL PIPE ABOVE -TYP. VARIES -,SEECANOPY ELEVATIONS ON A510 ALUMINUM BRAKE METAL ENCLOSURE PIECE \� -FIR TONE 1" RIGID INSULATION HIGH -TEMP S.A.M. BACK OF CHANNEL KNIFE PLATE LOCATION BACKER ROD & SEALANT 1/2" BACKER ROD& SEALANT JOINT AROUND PIPE PENETRATION TO ALLOW FOR EXPANSION & CONTRACTION BRICK TIE 1" = 1'-0" J CONCRETE SLAB (PARTIAL) - SEE PLAN 4" STEEL POSTS IN WALL -SEE PLAN ROOFING OVER FLASHING C10X15.3 STEEL CHANNEL L2X2 STEEL ANGLE L3X2 STEEL ANGLE STEEL ANGLE WELDED TO CHANNEL BEYOND ROOFING OVER 1/2" COVER BOARD ON SLOPED 1 1/2" METAL DECK TREE COLUMN & PIPE SUPPORTS BEYOND RECESSED LIGHT FIXTURE EXTERIOR WOOD SOFFIT ASSEMBLY 1X6 FIRE RETARDANT TONGUE & GROOVE CEDAR SOFFIT SECURED TO 1X4 PRESSURE TREATED WOOD NAILERS @ 24" O.C. -STAIN COLOR - TBD 2- 1/2" MTL. STUDS @ 16" O.C. STEEL ANGLE FLASHING OVER ROOFING BACKER ROD & SEALANT AT GAP DTL_EXT-CANOPY-SECTION AT MAIN 1s ENTRANCE 1" = 1'-0" 4 A511/ SIM. 1" 3'-0" WALL TYPE PER PLAN 4" STEEL TUBE CONTINUOUS AIR TIGHT BACKER ROD & SEALANT JOINT BETWEEN FRAME & S.A.M. STOREFRONT MULLION -ANODIZED BRONZE P.T. BLOCKING BACKER ROD & SEALANT ALUMINUM BRAKE METAL COVER -COLOR: FIR TONE PLATE FOR TIE ROD CONNECTION -WELD TO TUBE -CUT 1/4" GAP OPENING AROUND PLATE AT EXTERIOR & SEAL THE GAP / 6 ` DTL EXT-CANOPY-STOREFRONT COLUMN 3" WIDE SHEET METAL GUTTER -SLOPE: MIN. 1/4" PER 1' I I I 3" = 4"X2" STEEL TUBE -SLOPED AT 1/4" PER 1'. 3" X 2" STEEL TUBE /SEE P_11N 4" STEEL POST IN WALL FRAMING BEYOND -SEE PLAN WALL BEYOND 1-1/2" CORRUGATED METAL DECK L 1-1/2X1-1/2 STEEL ANGLE C10X15.3 STEEL CHANNEL KNIFE PLATE CONNECTION AT SIDE STEEL KNIFE PLATE & EMBED CONNECTION AT CONCRETE -SEE STRUCTURAL 10" STEEL CHANNEL OR TUBE AT NON -SLAB LOCATIONS 3" SQ. RECTANGULAR DOWNSPOUT DTL EXT-CANOPY-SECTION AT EAST UNITS 1" = 1'-0" STOREFRONT WINDOW SYSTEM BREAK METAL COVER - FINISH TO MATCH STOREFRONT FRAME 3" RIGID INSULATED HEADER R-15 C12X20.7 STEEL CHANNEL METAL FLASHING SHIM STOREFRONT WINDOW SYSTEM S.A.M. BACKER ROD & SEALANT METAL FLASHING W/ DRIP EDGE -2-PIECE FLASHING ONLY AT ENTRY CANOPIES - SEE A510 KNIFE PLATE CONNECTION -SEE STRUCTURAL 1 1/2" CORRUGATED MTL DECKING SLOPED 1/4" PER FT L2X2 ANGLE C10X15.3 STEEL CHANNEL ALIGN BOTTOM OF CHANNELS BACKER ROD & SEALANT BRAKE METAL COVER AT COLUMN SUPPORT BEYOND % 4 DTL EXT-CANOPY-STOREFRONT CONNECTION 1 1/2" = 1'-0" 1 e 4 V^ / WALL TYPE PER PLAN METAL FLASHING STEEL KNIFE PLATE TO EMBED CONNECTION -SEE STRUCTURAL / \ DTL EXT-CANOPY-AT CONCRETE WALL 1" = SIM. 1 1 3" 1/4" ART PANEL (NO GREEN SCREEN) �T- I I— I —I — -E T � I— I —I -1 r I I I I I I I I I 1 I 11 I -1 EI—I-1-17TTT- j T-1-1-f — IIIIIIIII�IIII L _ L_I_I_I_1 _I I I I .1LIi_1 I-L-1—I-IARE-E S-.I_Er I- --1-1-1-1 _4 -I- I- -- 1- I -I -I -E -F -I- ± 1--1-1-1 -� -I -1- -1- -1- I— I —1 -I J 4 5/8" 2 5/8"- STEEL FLAT PLATE -WELD TO STEEL ANGLE FRAME L3x2x1/4 STEEL ANGLE FRAME -PAINTED. COLOR: ANODIZED BRONZE BOLTED CONNECTION 1, 4-1n �5� DTL EXT-ART PANEL - DETAILS N 2 5/8"1 1/4" 1 1/2" = 1'-0" SEPARATE PANELS PLAN VIEW 4 5/8" SECTION VIEW EVISt 2X2 WIRE MESH TO SUPPORT PLANT GROWTH 2 5/8" L— A511 HSS4X2X1/4 INTERMEDIAT E SUPPORT RECEIVED CITY OF TUKWILA FEB 02 2018 PERMIT CENTER DTL_EXT-CANOPY-SECTION AT STOREFRONT & 1 CONCRETE 1" = 1'-0" 1-1/2" CORRUGATED MTL DECKING SLOPED 1/4" PER FT • C10X15.3 STEEL CHANNEL HSS3X2 CONNECTION PER STRUCTURAL \r JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 1REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE 0 a 0 0 W PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. s 0 N N N N N gig s N O s co g Cr z - N M V to (0 Decsription POST PERMIT REVISIONS Date 0 c re W z 1 (.9 g I- SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: w re 0. a u�l z 0 0) 0 W z 0 wz V'Ili H c >z I-Z z Z u. 0 VC a. zw D 1 W III IL 0 Hd REVIEWED FOR ODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila 3UILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF CR CANOPY/METAL FABRICATION DETAILS POST PERMIT 6/20/2017 4:30:19 PM 0 v C Co .Q 0 c 0 co c co ti 0 NI c a) Ill t31 m a) rn co C:\Users\dianak\Documents\1026- w z w • DOOR SCHEDULE KEYNOTES 1. DEADBOLT W/ 1" MIN. THROW. STRIKE PLATE SECURED WITH 2 1/2" MIN. SCREWS. OPENABLE FROM INSIDE WITHOUT KEY OR TOOL. 10. DOOR TO HAVE NO LOCK OR LATCH MOUNTING HEIGHT NOT TO EXCEED 48" AFF. 2. OUTSWING THRESHOLD & SECURITY HINGES. A 3. DOORS TO HAVE LOCKING DEVICE. 4. AUTOMATIC -CLOSING WITH ELECTROMAGNETIC HOLD -OPEN DEVICES ACTIVATED BY THE FIRE ALARM SYSTEM/SMOKE DETECTORS. DOOR SHALL RELEASE OR CLOSE IN EVENT OF A POWER FAILURE @ THE DEVICE. THE CONTRACTOR SHALL COORDINATE ALL THE REQUIREMENTS FOR ALARM INTERCONNECTION AND POWER OUTAGE OR HEAT ACTIVATED AUTOMATIC RELEASE REQUIREMENTS. (IBC 716.5.9.2, 716.5.9.3) 5. LOCKING DEVICE TO BE TIED TO SECURITY/INTERCOM ACCESS SYSTEM 6. PROVIDE SIGN ADJACENT TO DOORWAY STATING: "THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS". 7. PANIC HARDWARE PER IBC 1008.1.10. 8. CARD READER CONTROL LOCKS 9. 1/2" UNDERCUT ("UNDERCUT' IS IN ADDITION TO UNDERCUT REQUIRED FOR FLOORING MATERIAL) 11. SMOKE AND DRAFT CONTROL DOORS COMPLYING WITH UL 1784 SHALL BE LABELED IN ACCORDANCE WITH IBC 716.5.7.1 AND SHOW THE LETTER'S' ON THE FIRE RATING LABEL (IBC 716.5.7.3). MINIMUM DOOR RATING SHALL BE 20 MINUTES; HIGHER RATING IF NOTED ON SCHEDULE. 12. ALL GLAZING IN DOORS SHALL BE LAMINATED SAFETY GLAZING COMPLYING WITH IBC 2406.1.1. 13. DOORS SHALL BEAR MANUFACTURER LABELS INDICATING MAXIMUM TRANSMITTED TEMPERATURE END POINT SHALL NOT EXCEED 450°F ABOVE AMBIENT AT THE END OF 30 MINUTES OF STANDARD FIRE TEST EXPOSURE. (IBC 716.5.5 AND IBC 716.5.5.1)» THIS REQUIREMENT CAN BE ELIMINATED PER IBC EXCEPTION 716.5.5 FOR APPROVED SPRINKLER SYSTEM THROUGHOUT « 15. ALL RATED DOUBLE DOORS SHALL HAVE A COORDINATOR AND ASTRAGAL. 16. SELF -CLOSING, NO LATCH. GENERAL DOOR NOTES (APPLIES TO ALL DOORS) 17. SELF -CLOSING, SELF -LATCHING. 18. INCIDENTAL USE AREAS & SMOKE PROOF ENCLOSURES (SPRINKLERED): DOORS SHALL BE SELF - CLOSING OR AUTO -CLOSING UPON DETECTION OF SMOKE, DOOR SHALL NOT HAVE AIR TRANSFER OPENINGS AND SHALL NOT BE UNDERCUT IN EXCESS OF CLEARANCE PERMITTED W/ NFPA 80 (IBC 509.4.2) �. 19. KNOX KEY BOX 20. AUTOMATIC HANDICAP DOOR OPENER 21. BASIS OF DESIGN: THERMA TRU - SMOOTH STAR FIBERGLASS DOOR W/ 1" LOW-E CLEAR FULL-LITE GLAZING 22. BASIS OF DESIGN: CRESSY DOOR COMPANY - STEEL SWING GATE AND MAG HOLD OPEN, 2" SQUARE TUBE FRAME, 5/8" PICKETS SPACED 2-7/8" MAX. O.C. W/ V-- BRACE, HINGE POSTS, AND PERFORATED ALUM. BACK COVER. POWDER COAT OVER MNF. PRIME BLACK. 23. BASIS OF DESIGN: CRESSY DOOR COMPANY - STEEL SLIDE GATE AND GROUND TRACK, 2" SQUARE TUBE FRAME, 5/8" PICKETS SPACED 6" 0.C. W/ V-BRACE AND PERFORATED ALUM. BACK COVER. POWDER COAT OVER MNF. PRIME BLACK. PROVIDE HEAD AND SILL GASKET CLOSURE. FIELD VERIFY DIMENSIONS - MUST PROVIDE 8'-2" MIN. VERTICAL CLEARANCE FOR ACCESSIBLE VAN HEIGHT. 24. BASIS OF DESIGN: CRESSY DOOR COMPANY - OVERHEAD SECTIONAL DOOR W/ PERFORATED ALUM. BACK COVER. POWDER COAT OVER MNF. PRIME BLACK. PROVIDE HEAD AND SILL GASKET CLOSURE. FIELD VERIFY DIMENSIONS. VERIFY INTAKE AIR OPENING REQUIREMENTS WITH MECHANICAL. 1. HARDWARE SCHEDULE TO BE SUBMITTED TO THE LOCAL JURISDICTION FOR APPROVAL. 2. ALL DOOR HARDWARE TO SPACES REQUIRED TO BE ACCESSIBLE SHALL BE A LEVER OR OTHER SHAPE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE & WHICH DOES NOT REQUIRE TIGHT GRASPING PINCHING OR TWISTING OF WRIST TO OPERATE. SEE SHEET A002 ACCESSIBILITY NOTES. 3. NO THUMB LATCHES OR KEYED CYLINDER DEAD BOLTS ALLOWED ON ANY DOORS UNLESS OPERATED BY A SINGLE ACTION WITH A LEVER. 4 ALL THRESHOLDS TO SPACES REQUIRED TO BE ACCESSIBLE TO BE MAXIMUM 1/2" IN HEIGHT SEE DETAIL 10/A506 5. FORCE REQUIRED TO OPERATE DOORS: INTERIOR - 5.0 POUNDS MAX. FIRE DOOR -15.0 POUNDS MAX. (IBC 1008.1.3) 6. SEE PLANS FOR DIRECTION OF DOOR SWING. 7. DOORS TO HAVE 1/2" UNDERCUT @ CARPETED AREAS. 8. PROVIDE REDUCER STRIP @ DOORS @ FLOORING TRANSITIONS. 9. PROVIDE TEMPERED SAFETY GLAZING @ ALL GLAZING, INCLUDING SIDELITES. 10. ALL EXTERIOR DOORS & DOORS BETWEEN CONDITIONED & UNCONDITIONED AREAS SHALL BE WEATHER-STRIPPED & INSULATED PER ENERGY CODE CALCULATIONS - SEE SHEET SERIES A009. ALL EXTERIOR DOORS TO HAVE THRESHOLDS @ DOOR SWEEPS. DOOR FRAMES TO HAVE SHIMS, A35 CLIPS, OR OTHER MEANS OF SUPPORT @ THE FLOOR SO THAT THE WEIGHT OF THE DOOR DOES NOT PULL FRAME DOWN. ALL EXIT DOORS SHALL BE SUCH THAT CAN BE OPENED FROM THE INSIDE WITHOUT KEY, SPECIAL KNOWLEDGE, OR EFFORT. EXTERIOR DOORS & OPENINGS REQUIRED BY THE FIRE CODE OR BUILDING CODE SHALL BE MAINTAINED READILY ACCESSIBLE FOR EMERGENCY ACCESS BY THE FIRE DEPARTMENT. "KNOX KEY BOXES" SHALL BE PROVIDED AT BOTH BUILDING ENTRIES AND ALL EXTERIOR DOORS ACCESSING STAIRWAYS. ALL RATED DOORS, INCLUDING THOSE WITH GLAZING SHALL BEAR APPROVAL AGENCY RATING LABELS. DOOR FRAMES & HARDWARE ON RATED DOORS SHALL BE LISTED FOR THOSE RATING. ALL RATED DOOR ASSEMBLIES THAT ARE NOT AUTOMATIC -CLOSING, TO BE SELF -CLOSING (HYDRAULIC), SELF -LATCHING. FIRE DOOR ASSEMBLIES REQUIRED TO HAVE A MINIMUM FIRE PROTECTION RATING OF 20 MINUTES WHERE LOCATED IN OTHER FIRE PARTITIONS HAVING A FIRE -RESISTANCE RATING OF 0.5 19. HOUR IN ACCORDANCE WITH NFPA 252, UL 10B WITH THE HOSE STREAM TEST (IBC 716.5.4) 11. 12. 13. 14. 15. 16. 17. 18. FIRE DOOR ASSEMBLIES SHALL ALSO MEET THE REQUIREMENTS FOR A SMOKE AND DRAFT- CONTROL DOOR ASSEMBLY TESTED IN ACCORDANCE WITH UL 1784. THE AIR LEAKAGE RATE OF TE 20. DOOR ASSEMBLY SHALL NOT EXCEED 3.0 CUBIC FEET PER MINUTE PER SQUARE FOOT OF DOOR OPENING AT 0.10 INCH OF WATER FOR BOTH THE AMBIENT TEMPERATURE AND ELEVATED TEMPERATURE TESTS. LOUVERS SHALL BE PROHIBITED. INSTALLATION OF SMOKE DOORS SHALL BE IN ACCORDANCE WITH NFPA 105. (IBC 716.5.3.1) IN A 20-MIN FIRE DOOR ASSEMBLY, THE GLAZING MATERIAL IN THE DOOR ITSELF SHALL HAVE A MINIMUM FIRE -PROTECTION -RATED GLAZING OF 20 MINUTES AND SHALL BE EXEMPT FROM THE 21. HOSE STREAM TEST. GLAZING MATERIAL IN ANY OTHER PART OF THE DOOR ASSEMBLY, INCLUDING TRANSOM LIGHTS AND SIDELIGHTS, SHALL BE TESTED IN ACCORDANCE WITH NFPA 257 OR UL 9, INCLUDING THE HOSE STREAM TEST, IN ACCORDANCE WITH IBC SECTION 716.6 (IBC 716.5.3.2) FOR FIRE -PROTECTION RATED GLAZING, THE LABEL SHALL BEAR THE FOLLOWING FOUR-PART IDENTIFICATION: "D - H OR NH - T OR NT - XXX." "D" INDICATES THAT THE GLAZING SHALL BE USED IN 22. FIRE -DOOR ASSEMBLIES AND THAT THE GLAZING MEETS THE FIRE PROTECTION REQUIREMENTS OF NFPA 252. "H" SHALL INDICATE THAT THE GLAZING MEETS THE HOSE STREAM REQUIREMENTS OF NFPA 252. "NH" SHALL INDICATED THE GLAZING DOES NOT MEET THE HOSE STREAM REQUIREMENTS OF THE TEST. "T' SHALL INDICATE THAT THE GLAZING MEETS THE TEMPERATURE REQUIREMENTS OF IBC SECTION 716.5.5.1. "NT" SHALL INDICATE THAT THE GLAZING DOES NOT MEET THE TEMPERATURE REQUIREMENTS OF IBC SECTION 716.5.5.1. THE PLACEHOLDER"XXX" SHALL SPECIFY THE FIRE -PROTECTION RATING PERIOD, IN MINUTES. (IBC 716.5.8.3.1). DOOR ELEVATIONS \ \✓ i \ f 20'-6" FIELD VERIFY 5'-0" 3'-0" ir 2'-0" \ / i \ V \ \ 20'-0" FIELD VERIFY OPEN MESH FOR MECHANICAL INTAKE AIR ✓r l .-mil r l / / / / / A \ \ \ \ \ / \ / l \ \ / \ \ / / \ \ / / \ \ / / \ V / OVERHEAD SECTIONAL GARAGE DOOR 8'-4" N r; PUBLIC DOOR SCHEDULE SEE SHEET A420 FOR UNIT DOOR SCHEDULE SYM. DESCRIPTION DOOR NFRC CPD # IU-VALUE NOTES THICK MATERIAL CORE FRAME RATING TYPE 100a PARKING GARAGE GATE 20'-6" x 8'-2" FV METAL NR L 23 100b PARKING GARAGE GATE 2 20'-6" x 8'-2" FV METAL NR L 23 101 RESIDENTIAL LOBBY )3 TO 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 1,2,5,8,12,17,19,20 1 COMMERCIAL ENTRY 3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 1,2,6,17 102a COMMERCIAL ENTRY 3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 1,2,6,17 1�i3 COMMERCIAL ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 1,2,6,17 104 COMMERCIAL ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 1,2,6,17 105 STAIR 1 3070 1 3/4" METAL SC HM NR C 2,3,17 106 GARAGE ENTRY 3070 1 3/4" METAL SC HM NR C 2,3,17 107 GARAGE ENTRY 3070 1 3/4" METAL SC HM NR C 2,3,17 108a STAIR 2 3070 1 3/4" METAL SC HM C 2,3,17 108b STAIR 2 3070 1 3/4" METAL SC HM 180 MIN C 8,11,13,17 109 GENERATOR ROOM 7872 1 3/4" METAL STL. FABRICATED NR N 22 110 SPRINKLER/BOILER 3070 1 3/4" METAL SC HM NR C 2,3,17 111 FIRE COMMAND 3070 1 3/4" METAL SC HM NR C 2,3,17 112 STAIR 4 3070 1 3/4" METAL SC HM NR C 2,3,17 113 STAIR 3 3070 1 3/4" METAL SC HM NR C 2,3,17 114 ELECTRICAL ROOM 3070 1 3/4" METAL SC HM C 2,3,7,17 115 COMMERCIAL ENTRY 3070 1 3/4" METAL SC HM ( NR C 1,17 116 COMMERCIAL ENTRY 3070 1 3/4" METAL SC HM c. NRti C 1,17 117 ELEVATOR 2 LOBBY A 3070 1 3/4" METAL SC HM 20 MIN F 2 11,12,17 118 NORTH GARAGE LOBBY 2 3070 1 3/4" METAL SC HM NR F 12,17 118a NORTH GARAGE LOBBY VESTIBULE ) ' 3070 1 3/4" METAL SC HM i ii F 3,8,12,17 1 AIR 4'. 3070 1 3/4" METAL SC HM 180 MIN C 11,13,17 120 STAIR 3 3070 1 3/4" METAL SC HM 180 MIN A C 11,13,17 121 ELECTRICAL ROOM 3068 1 3/4" METAL SC HM i 1, ► / 2 \C 3,7,11,17 122 ELEVATOR MACHINE ROOM 3068 1 3/4" METAL SC HM HM MIN C 3,11,17 123 ELEVATOR MACHINE ROOM 3068 1 3/4" METAL SC .1_90 4� 90 MIN C 3,11,17 124 TRASH/RECYCLE ROOM (2)3068 1 3/4" METAL SC HM 3,11,15,17,18 125 CORRIDOR 3070 1 3/4" METAL SC HM 20 MIN F 2 3,8,11,12,17 126 OFFICE ENTRY 3070 1 3/4" ALUM/GLASS STOREFRONT NR 3,12,17 127 OFFICE CLOSET 3070 1 3/4" WOOD SC WD NR C 3 128 ELECTRICAL ROOM 3068 1 3/4" METAL SC HM 20 MIN C 3,11,17 129 CORRIDOR 3070 1 3/4" METAL SC HM 20 MIN F 3,8,11,12,17 MOO PARKING GARAGE GATE A\G \ 20' X 8'-2" FV METAL 24 3070 1 3/4" METAL SC HM NR F 12,17 M01a NO "!T,,H GARAGE LOBBY VESTIBULE 3070 1 3/4" METAL SC HM R F 3,8,12,17 IVILE�7ATVZ 2 LOY 3070 1 3/4" METAL SC HM 11,12,17 M03 STAIR 4 3070 1 3/4" METAL SC HM 180 MIN 3 C 11,13,17 M04 STAIR 3 3070 1 3/4" METAL SC HM ._180 MIN 3 C 11,13,17 M05a MEETING ROOM (2)3068 1 3/4" WOOD SC WD NR A 3,8,12,17 M05b STORAGE 3068 1 3/4" WOOD SC WD N \ C 3 M06 MEDIA ROOM 3068 1 3/4" WOOD SC HM 2 3,8,11,12,17 Ito B M07 RESTROOM 3068 1 3/4" WOOD SC WD C 3,17 M08 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M09 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M10 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M11 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M12 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M13 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M14 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M15 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M16 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M17 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M18 3070 1 3/4" METAL SC HM NR C 3,17 M19 NOT �USED gkk 201 AIR 1' 3070 1 3/4" METAL SC HM 90 MIN C 11,13,17 202 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 11,13,17 203 WEST TERRACE 3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR B1 THC-M-5-02360-00001 0.30 12,17,21 204 WEST TERRACE 3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR B1 THC-M-5-02360-00001 0.30 12,17,21 205 EAST TERRACE 3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR B THC-M-5-02360-00001 0.30 2,12,17,21 206 COMMUNITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 11,12,17 206a COMMUNITY ROOM (2)3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR A THC-M-5-02360-00001 0.30 2,12,17,21 206b STORAGE 3068 1 3/4" WOOD SC WD NR C 3 207 CRAFT ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 11,12,17 207a CRAFT ROOM (2)3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR A THC-M-5-02360-00001 0.30 2,12,17,21 208 INTERNET CAFE 3068 1 3/4" WOOD SC WD 20 MIN B 11,12,17 208a INTERNET CAFE (2)3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR A THC-M-5-02360-00001 0.30 2,12,17,21 209 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 210 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 211 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 212 TRASH ROOM 3068 1 3/4" WOOD SC HM 45 MIN F 11,12,17 213 JANITOR 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 214 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 215 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 216 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 301 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 11,13,17 302 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 11,13,17 303 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 304 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 305 TRASH ROOM 3068 1 3/4" WOOD SC HM 45 MIN F 11,12,17 306 JANITOR 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 307 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN_ J 11,12,17 308 NOT USED 309 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 401 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 11,13,17 402 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 11,13,17 403 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 404 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 405 TRASH ROOM 3068 1 3/4" WOOD SC HM 45 MIN F 11,12,17 406 STORAGE 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 407 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 408 NOT USED 409 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 501 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 11,13,17 502 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 11,13,17 503 STORAGE 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 504 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 505 TRASH ROOM 3068 1 3/4" WOOD SC HM 45 MIN F 11,12,17 506 SUN ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 11,12,17 507 RESTROOM 3068 1 3/4" WOOD SC WD NR MIN C 3,17 508 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 509 JANITOR 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 510 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 SD ELEVATOR HOISTWAY SMOKE DOOR VERIFY 1 3/4" METAL SC HM 20 MIN C 4,11,17 RECEIVED CITY OF i UKWILA FEB 02 2018 PERMIT CENTER OHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. Q 0NNUNN- 1- 0 N - ill N �( 0 4 N N 00 0 0 0 N 0 0 ci z _ N o, v. u) (O Decsription VE / REVISIONS POST PERMIT REVISIONS Q co I, N o0 ' cu QL e-N SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98168 OWNER/APPLICANT: ww 0. a f 0 z 0 0 U- B 0 z wZ Zw nz 00 >zz �z 00 w a- a w� N Zg lac 3 wo �a REVIEVVED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker DOOR SCHEDULE, ELEVATIONS, & DETAILS POST PERMIT STOREFRONT CHANGES FOR OPERABLE WINDOWS, CANOPY HEIGHTS AND SILL CHANGES DUE TO GRADING 19'-71/2" 4'-31/2" , 1/;" 4'-31/2" 1/," 4'-31/2" , 1/.' 4'-31/2" 2" 2" 2n 2n 2 211 „ 2 " immimmiimi 10a 10b A504 A504 N / \/ N / \/ N \/ +337.44 14 S13b 1/4" = 1'-0" ALIGN WITH ROOF SLOPE 1.5 : 12 +337.44 19'-71/2" 4'-31/2" 1/ " 4'- 3 1/2" 4 1/ " 4'-31/2" 4 11 " 4'-31/2" 1I 2" 211 211 211 2" 2" 2„ 10b 1/ pa A504 A 504 y N / N V \/ N / N 7 \/ N / N 7 \/ N / N \/ 13 S13a 1/4" = 1'-0" vv v r 4'-1" 4'-1" 4'-1" ' 6'-0" 5" 4'-1" 4'-1" 4'-1" '�211 �211 2" �I�I15" 2" f I -2" 211� &21I '-2" '-2" 2'' -41 +303.58 4I N � N _ +301.00 N ALIGN W/ DOOR/,///\\\ 4 MECH LOUVER, 8 / / \\ \ A511 CV A511 ' "' ' ` } \ \ \ \ \ _ / / / / / / / \�292.45 � +293.33 12'-11" FF ' 7'-2" TO 12'-11" r r r r S6a-S6b 1/4" = 11-0" N\ .-k 1/4" = 1'-0" +289.50 S4a-S4b 1/4" = 1'-0" +290.00 STOREFRONT SCHEDULE SYM. DESCRIPTION LOCATION SIZE FRAME U-VAL SHGC NFRC NOTES . STOREFRONT 1 RES. LOBBY SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1 • STOREFRONT 2 RES. LOBBY SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1, 2 .c STOREFRONT 3 RES. LOBBY SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1 4 STOREFRONT 4a OFFICE SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1 41► STOREFRONT 4b MEETING RM. SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1 47, STOREFRONT 5 FIRE COMMAND SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1 • STOREFRONT 6A LEASING SEE ELEV. ALUM. - - - - .:0% STOREFRONT 6B MEZZ. MTG. SEE ELEV. ALUM. - - - - S STOREFRONT 7 MEDIA RM. SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1, 3 QTY. (2) • STOREFRONT 8 MEDIA RM. SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1, QTY. (2) • STOREFRONT 9 POLICE CENTER SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1 silt STOREFRONT 10 POLICE CENTER SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1, 2 4:110• STOREFRONT 11 POLICE CENTER SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1, 2 .,I► STOREFRONT 12 COMMERCIAL SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1, 2 ',.c: STOREFRONT 13a SUNROOM SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1,3 4 STOREFRONT 13b SUNROOM SEE ELEV. ALUM. 0.34 0.24 P-KAW-5466 1,3 3'-101/2" 3'-101/2" 5" 3'-0" 1'-0" 3'-0" 5" 3'-101/2" 3'-101/2" 2" 2 �211 211 �211 211� �211 \211 211 MECH, +303.5, if 8 LOUVER, TYP. A511 I +300.0-N \ / / 4 \� ALIGN W/DOOR ` / A511 f 1 +291.83 \ Nte +291.35 \ TOC 8' - 3" FF V 8' - 6" , 8�i' - 3" , 1 II 4- 7 3/4 I II 4- 7 3/4 II 5 I II 4- 7 3/4 1 11 ' 4- 7 3/4 {yyy `2" -2" 211f 211 /JI. 2" 2" J 11 I 4 MECH. ALIGN W/ DOOR IN S10 A511 8LOUVER E----' 51 e A frill r 2" (+/-) 4' - 5" 6" (+/-) 8' - 8" 2" /(2" .511/2" 1 3/4'"I 1 s- CV c M N CV r • o CV 8 `r (V .es,k51 0 a +290.00 +304.50 +289.5 +/- 14'-4 1/2" 3'-51/4" 5"II 3'-51/4" 2" 4'-21/2" 4'-21/2" STOREFRONT KEYNOTES 1. BASIS OF DESIGN: KAWNEER 451-UT (ULTRA THERMAL), FIXED ALUM. W/ 1/4" SOLARBAN 60 LOW-E + 1/2" 90/10 ARGON/AIR GAP + 1/4" CLEAR 2. BASIS OF DESIGN: KAWNEER 190, DOUBLE ALUM. DOOR SOLARBAN 60 LOW-E + 90/10 ARGON/AIR 3. PROVIDE INSECT SCREEN AT ALL OPERABLE WINDOW LOCATIONS 4'-21/2" movo.ao M ris .7.- 4 +301.00� 8 A511 A W/ / / / \ \ (o CV ALIGN DOOR (• , ,' / / _ _ \ `\ CV I - \ \ / } - MECH. LOUVER, TYP. c0 i- \ ` \ / / / CV \ / +292.83 \ +291.95 TOC 1 8'-11" r r FF 7'-2" 8'-11" / r N. 1'`1 3/4" 2"� 11-2" 11 % I /I 0 M N _' N o '` / \ \ / 1/4" = 1'-0" +290.00 11 S11 1/4" = 1'-0" +291.83 TOC +289.5 ALIGN W/ DOOR IN S12 +290.00 FF RECEIVED CITY OF T Ia' I -A FEB 02 2018 PERMIT CENTER +303.58 +300.00 \I JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA REGISTERED ARCHITECT =REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION 1 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL COORD. Q- NNNN O� fVIe I(NN NN O O Or• Z s- N M st In CO Decsription POST PERMIT REVISIONS STOREFRONT SUBMITTAL Date t-I, N N i O O IX LL r- (NI O O M w H rn 0 0 -J CO ui rn w Z 2 N N REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE, CLT Checker STOREFRONT WINDOW SCHEDULE & ELEVATIONS POST PERMIT AT SPANDREL TYP r-1 Li O C SR2OJ 11111111141,1PIIpIl111QpIgIUf1401iIgII1IIIIPIII1111IgIUp111111Ipi111111Up1141111Ip1111111gIhI11t 11L _J I I 1040.06601& ►$® we?". yam. SR2.2 111111111 L2 NOTES: 1. REFER TO SHEET S14 FOR SLAB REINFORCEMENT REQUIREMENTS, SHEET S13 FOR PT REQUIREMENTS. 2. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS. 3. REFER TO SHEET S14.1 FOR SILL PLATE CONNECTION REQUIREMENTS. 4. REFER TO SHEETS S9—S9.1 FOR SHEAR WALL AND HOLDOWN REQUIREMENTS. 5. REFER TO FLOOR FRAMING PLANS FOR BEARING WALL REQUIREMENTS. 6. TYPICAL METAL STUD CONNECTIONS ON SHEET S14.1 7. REFER TO SHEET 318 FOR STAIR REQUIREMENTS. SR2.1' SR2.1 CONSTRUCTION JOINT PER 18/S13 16" PT SLAB SR2.2 LEVEL 2 REBAR PLAN SR20, 3 SR2.3 S4 SCALE 3/32" = 1'-0" 8. ELECTRICAL "HOME RUN" CONDUIT RUNS ARE NOT TO BE LOCATED WITHIN THE SLAB. PROVIDE CONNECTION TO HANG SUPPORT OF THIS CONDUIT BELOW THE SLAB. 9, SR# 10. 11. INDICATES STUDRAIL REINFORCING. REFER TO SHEET S12.1 FOR DETAILS AND SCHEDULE. INDICATES PSL POST ABOVE. REFER TO DETAIL 14/S14.1 INDICATES STEEL POST ABOVE. REFER TO SHEET S5 FOR SIZE AND DETAIL 15/S14.1 FOR BASE PLATE REQUIREMENTS. / / INDICATES BRICK VENEER LOCATION. REFER TO DETAILS FOR BASE AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. SR20.2 JO SR2. _iSR2.3 MMIN1111111111111111111111111111111111111111111111111111111111111111111111111111 II1111111111111111II111111111IIIp_ LEVEL LL SLAB REINFORCING SCHEDULE MARK REINFORCING REMARK O #5B AT 18" O.C. EA WAY TYP SLAB REINF. B (9)#6Tx16'-0" EA WAY CENTER OVER COLUMN W/ 90' HOOK AT SLAB EDGE C (12)#6Tx16'-0" EA WAY CENTER OVER COLUMN W/ 90' HOOK AT SLAB EDGE ®D (14)#6Tx16'-0" EA WAY ---- OE #6Tx10'-0" AT 12" O.C. CENTER OVER SUPPORT O #6Tx12'-6" AT 18" O.C. CENTER OVER SUPPORTW/ 90' HOOK AT SLAB EDGE © #6Tx20'-0" AT 12" O.C. CENTER OVER SUPPORT ET-) (10)#6T EXTEND 8'-0" PAST WALL CD (7)#6x1O'-0" ADD TOP REINF. 1tVIIUN. 12" PT SLAB RECEIVEp. CITY OF Tlik' $LA FEB i n 2 2(116 I rr ...� .... PERMIT CENTER 0 (10)#6Tx20'-0" ADD TOP REINF. 0 #6Tx8'-0" AT 18" O.C. W/ 90' HOOK © #6Tx2O'—O" AT 18" O.C. #5Bx12-0 AT 12" O.C. CLOSURE POUR REINF. PER 1O/S13 OM #5B AT 9" O.C. ADD BTM REINF ON #5B AT 24" O.C. ADD BTM REINF RE COD! E0 (4)#5T AT 12" O.C. CONT. WALL REINF. © REINF. PER 13/S13 TYP. OPENING REINF. ® (8)#6T AT 4" O.C. OVER TOP OF WALL EXTEND 4'-0" PAST END OF WA L F ® (4)#6T AT 4 O.C. OVER TOP OF WALL EXTEND 4'-0" PAST END OF WA C. lam CD (3)#6T/B OVER TOP OF WALL EXTEND 6'-0" PAST END PER 16/S14.1 NOTES: 1. PROVIDE 90° HOOKS AT ALL BARS THAT END AT A CANTILEVER. 0 MEP COORD/BID SET d CC PLAN REVIEW COMMENTS co F- z W 2 2 0 U >W_ Z BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION 06-02-2016 POST PERMIT REVISIONS co O co ISSUE DATE: 12-19-2014 OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC U Z Z fa O W O zr H a0 ,w w0 z ZF ° Z U)0z FF PROJECT #: --DRAWN BY: VIEWED FOR E COMPLIIiiillitcD BY: U'PROVEU EB222018 ity of Tukwila DING DIVISION 1026 BV,TF JN,MJ,MS LEVEL 2 REBAR PLAN S4 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM ❑I TYPICAL CORRIDOR FRAMING 2x6 AT 12" O.C. W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP—CRETE BOLT —ON JULIET BALCONIES BY OTHERS TYPICAL FLOOR FRAMING 11/8" TJI-110 AT 16" O.C. MAX W/ %" FLOOR SHEATHING AND 1" MAX GYP—CRETE 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM K I■� K © E ,® n r�— Iiooiiiiriiii �I C� 1 n-rampoil...3Jon ts 1 ;1 1. A_. Li 21 11 —1101 HEADER/BEAN SCHEDULE psi C AlbraMik MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3x9 GLB HEADER 4 4 3 2 1 3 1 — — (3)13/x5Y LVL FLUSH FRAMED 4 3 2 1 --- E DBL 1Yx11 /8 LSL FLUSH FRAMED 3 3 2 2 1 J 31/2x117/8 LSL FLUSH FRAMED WIDE RIM K 13/ax11 / LVL FLUSH FRAMED PER PLAN L 31/2x11 / PSL FLUSH FRAMED PER PLAN M N 5Y4x117/8 PSL FLUSH FRAMED PER PLAN 7x11 / PSL FLUSH FRAMED PER PLAN 0 P W12x22 FLUSH FRAMED PER PLAN 3Y2x117/ LSL FLUSH FRAMED 2—HR RIM AT 2x4 WALL (4)1Y2x117/8 LSL FLUSH FRAMED 2—HR RIM AT 2x6 WALL W/ 2—ROWS Y" 0x5" SDS AT 24" O.C. EA SIDE Q (4)13/4x5Y2 LVL FLUSH FRAMED 2—ROWS 6" SDS AT 12" O.C. STAGGERED EA SIDE R 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. ®o /- FURRED DOOR TYPICAL MID —LANDING FRAMING 11/8" TJI-110 AT 16" O.C. W/ 3/4" FLOOR SHEATHING HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LVL/LSL MIU SERIES TYPICAL 3Y2 PSL HHUS SERIES TYPICAL 5Y PSL HHUS SERIES TYPICAL 7 PSL HGUS SERIES TYPICAL 3%8 GLB HGU SERIES TYPICAL 5% GLB HGU SERIES TYPICAL NOTES: 1. HANGERS WITH MIN AND MAX SPECIFIED NAILING ARE TO HAVE MAX NAILING PER MFR. 1 HIV — i FLOOR FRA CCQ66 POST CAP BOLT —ON DECKS, TYP REFER TO SHEET S15.1 (--1) LEVEL 3 FRAN V INC NOTES: ECCQ66 POST CAP 1 1-©�1 ❑I CCQ66 ECCQ66 POST CAP POST CAP PROVIDE 11/2" LSL BLKG BELOW OFFSET BEARING WALL TYP ING PLAN 1. REFER TO SHEETS S9—S9.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. INDICATES INTERIOR BEARING WALL. ALL EXTERIOR, PARTY AND CORRIDOR WALLS ARE CONSIDERED BEARING WALLS. REFER TO BEARING WALL SCHEDULE ON THIS SHEET. 3. ALL PSL, LVL AND LSL BEAMS ARE FLUSH FRAMED AND MATCH THE FLOOR JOIST DEPTH. 4. PROVIDE AN A35 FROM BEAM TO PLATE FOR ALL FLUSH FRAMED BEAMS. 5. REFER TO DETAIL 20/S17 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S17 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2—LAYERS OF Y2" GWB. 7. A( INDICATES POST BELOW PER SCHEDULE ON THIS SHEET. 8. DO NOT CUT, NOTCH, OR DRILL MANUFACTURED STRUCTURAL ELEMENTS (GLB, PSL, LVL OR I —JOISTS) UNLESS SPECIFIED IN THE DETAILS OR APPROVED IN WRITING SIGNED AND STAMPED FROM THE ENGINEER AND APPROVED BY THE CITY OF TUKWILA BUILDING OFFICIAL. SCALE 3/32" = 1'-0" 9. C) INDICATES THE NUMBER OF BEARING STUDS BELOW BEAMS. PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME BEAMS. SIZE OF STUDS TO MATCH WALL STUDS PER SCHEDULE ON THIS SHEET. 10. DO NOT SPLICE RIM JOISTS WITHIN 1'-0" OF WINDOW OPENINGS. 11. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW ALL 4x, 6x AND MULTI —STUD POSTS THAT DO NOT BEAR ON FLUSH BEAMS. 12. INDICATES A 2—HOUR RATED WALL. PROVIDE SOLID BLOCKING AT FLOOR SPACE PER "Q" IN BEAM SCHEDULE ON THIS SHEET. 13. GRID LINES ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. 14. INDICATES BRICK FINISH. REFER TO DETAIL 15/S17 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. K POST SCHEDULE MARK SIZE AO 4x6 PSL © 6x6 PSL © HSS 3Y2"SQ.x4" PER 11/S17 JOIST SCHEDULE MARK JOIST SPACING AD (2)117/8 TJI-110 AT 16" 0.C. © 11/ TJI-110 AT 16" 0.C. 0 (2)2x8 AT 12" 0.C. 0 (2)7%x13/4 LVL AT 16" 0.C. ❑I EVISI4N. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION IE VEL CITY OF i' U KW ILA FEB 02 1018 PERMIT CENTER BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" 0.C. L2—L5 CORRIDOR WALLS 2x6 DF STUD AT 16" 0.C. . L2—L5 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" 0.C. L4—L5 2x4 DF STUD AT 12" 0.C. L3 2x4 DF STUD AT 8" 0.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" 0.C. L2—L5 0 0 l�4 0 MEP COORD/BID SET 02-13-2015 PLAN REVIEW COMMENTS 04-01-2015 PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION 0 0 0 N N N N O O 0 ISSUE DATE: w V Z 0 J 5 co tw� V Q J -J J 3 OWNER APPLICANT: DETENTION VAULT PLAN REVIEW 03-16-2016 TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC FOR CONSTRUCTION 06-02-2016 17 POST PERMIT REVISIONS 06-08-2017 12-19-2014 PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 3 FRAMING PLAN 6x6 DF#2 POST BELOW W/ A35 EA SIDE A TOP/BTM TYPICAL CORRIDOR FRAMING 2x6 AT 12" O.C. W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE TYPICAL FLOOR FRAMING 11 8" TJI-110 AT 16" 0.C. MAX W/ %" FLOOR SHEATHING AND 1" MAX GYP-CRETE 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM HEADER/BEAU SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3Y8x9 GLB HEADER 4 4 3 2 1 3 1 - - _ (3)13/x5Y2 LVL FLUSH FRAMED 4 3 2 1 --- E 8 --- J DBL 1Yx118 LSL FLUSH FRAMED 3 3 2 2 1 K 3Yx117/ LSL FLUSH FRAMED WIDE RIM L 13/x117/ LVL FLUSH FRAMED PER PLAN 312x117/8 PSL FLUSH FRAMED PER PLAN M N 5Y4x117/8 PSL FLUSH FRAMED PER PLAN 7x117/8 PSL FLUSH FRAMED PER PLAN 0 P W12x22 FLUSH FRAMED PER PLAN 3%x118 LSL FLUSH FRAMED 2-HR RIM AT 2x4 WALL (4)1Y2x117/8 LSL FLUSH FRAMED 2-HR RIM AT 2x6 WALL W/ 2-ROWS Y4"0x5" SDS AT 24" 0. C. EA SIDE Q (4)13/4x5Y2 LVL FLUSH FRAMED 2-ROWS 6" SDS AT 12" O.C. STAGGERED EA SIDE R INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. %mo£9 71�� ��Jr� �!■I III111111111111111111.1111111111111 :MME I EMU I Tll� 11111 TYP AT FURRED DOOR TYPICAL MID -LANDING FRAMING 1178" TJI-110 AT 16" O.C. W/ 3/4" FLOOR SHEATHING HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LVL/LSL MIU SERIES TYPICAL 3% PSL HHUS SERIES TYPICAL 5% PSL HHUS SERIES TYPICAL 7 PSL HGUS SERIES TYPICAL 3Y8 GLB HGU SERIES TYPICAL 5% GLB HGU SERIES TYPICAL NOTES: 1. HANGERS WITH MIN AND MAX SPECIFIED NAILING ARE TO HAVE MAX NAILING PER MFR. 13. GRID LINES ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. BOLT -ON DECKS, TYP REFER TO SHEET S15.1 LEVEL 4 FRAYING PLAN S6 FLOOR FRAMING NOTES: 1. REFER TO SHEETS S9-S9.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. INDICATES INTERIOR BEARING WALL. ALL EXTERIOR, PARTY AND CORRIDOR WALLS ARE CONSIDERED BEARING WALLS. REFER TO BEARING WALL SCHEDULE ON THIS SHEET. 3. ALL PSL, LVL AND LSL BEAMS ARE FLUSH FRAMED AND MATCH THE FLOOR JOIST DEPTH. 4. PROVIDE AN A35 FROM BEAM TO PLATE FOR ALL FLUSH FRAMED BEAMS. 5. REFER TO DETAIL 20/S17 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S17 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2-LAYERS OF Y2" GWB. 14. 7. AO INDICATES POST BELOW PER SCHEDULE ON THIS SHEET. 8. DO NOT CUT, NOTCH, OR DRILL MANUFACTURED STRUCTURAL ELEMENTS (GLB, PSL, LVL OR I -JOISTS) UNLESS SPECIFIED IN THE DETAILS OR APPROVED IN WRITING SIGNED AND STAMPED FROM THE ENGINEER AND APPROVED BY THE CITY OF TUKWILA BUILDING OFFICIAL. SCALE 3/32" = 1'-0" 9. O INDICATES THE NUMBER OF BEARING STUDS BELOW BEAMS. PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME BEAMS. SIZE OF STUDS TO MATCH WALL STUDS PER SCHEDULE ON THIS SHEET. 10. DO NOT SPLICE RIM JOISTS WITHIN 1'-0" OF WINDOW OPENINGS. 11. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW ALL 4x, 6x AND MULTI -STUD POSTS THAT DO NOT BEAR ON FLUSH BEAMS. 12. INDICATES A 2-HOUR RATED WALL. PROVIDE SOLID BLOCKING AT FLOOR SPACE PER "Q" IN BEAM SCHEDULE ON THIS SHEET. INDICATES BRICK FINISH. REFER TO DETAIL 15/S17 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. /I//J///J/J!!!/J, /!J/ POST SCHEDULE MARK SIZE ® 4x6 PSL © 6x6 PSL © HSS 3Y2"SQ.xY4" PER 11/S17 JOIST SCHEDULE MARK JOIST SPACING ® (2)11/ TJI-110 AT 16" O.C. © 117/ TJI-110 AT 16" O.C. OD (2)2x8 AT 12" O.C. 0 (2)7Yx13/ LVL AT 16" O.C. REVISIIN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 02 2018 PERMIT CENTER BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2-L5 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L2-L5 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" O.C. L4-L5 2x4 DF STUD AT 12" O.C. L3 2x4 DF STUD AT 8" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" O.C. L2-L5 0 .c U co 0 ro 0 co Z w w co 0 o w o oft 0 EL- E d PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION POST PERMIT REVISIONS �!) IOW LOCO CO CO ti N C7 O O O O O O O O N N N N N N N1 r- N N O) CO N CA 9 ( N O O 0 c� co 8 0 0 0 0 ISSUE DATE: w z 0 J 5 co w J J 5 OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 17 12-19-2014 0 0 M w I U) Q O zLn 0 M J m N ..;1-w w� Zug Sao , �_- CO � c"aF- PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 4 FRAMING PLAN 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM TYPICAL CORRIDOR FRAMING 2x6 AT 12" O.C. W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE TYPICAL FLOOR FRAMING 11%8" TJI-110 AT 16" O.C. MAX W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE J 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM ❑I i 1 1 J 2 T"P 15 HEADER/BEA\4 SCHEDULE u� MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 ROOF [A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 4 4 3 2 1 (2)13/xS V = (3)13/4x5Y2 LVL FLUSH FRAMED 4 3 2 1 --- E DBL 1Y2x117/8 LSL FLUSH FRAMED 3 3 2 2 1 J 3Y2x117/8 LSL FLUSH FRAMED WIDE RIM K 1%x11%8 LVL FLUSH FRAMED PER PLAN L 3%x118 PSL FLUSH FRAMED PER PLAN M N 5Y4x117/8 PSL FLUSH FRAMED PER PLAN 7x118 PSL FLUSH FRAMED PER PLAN 0 P W12x22 FLUSH FRAMED PER PLAN 3Y2x11 8 LSL FLUSH FRAMED 2-HR RIM AT 2x4 WALL (4)1%x118 LSL FLUSH FRAMED 2-HR RIM AT 2x6 WALL W/ 2-ROWS %"0x5" SDS AT 24" O.C. EA SIDE Q (4)13/4x5% LVL FLUSH FRAMED 2-ROWS 6" SDS AT 12" O.C. STAGGERED EA SIDE R INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. 0 TYP AT FURRED DOOR TYPICAL MID -LANDING FRAMING 118" TJI-110 AT 16" O.C. W/ 3/4" FLOOR SHEATHING HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LVL/LSL MIU SERIES TYPICAL 3% PSL HHUS SERIES TYPICAL 5% PSL HHUS SERIES TYPICAL 7 PSL HGUS SERIES TYPICAL 3% GLB HGU SERIES TYPICAL 5% GLB HGU SERIES TYPICAL NOTES: 1. HANGERS WITH MIN AND MAX SPECIFIED NAILING ARE TO HAVE MAX NAILING PER MFR. LEVEL 5 FRAYING PLAN S7 FLOOR FRAYING NOTES: 1 REFER TO SHEETS S9-S9.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. INDICATES INTERIOR BEARING WALL. ALL EXTERIOR, PARTY AND CORRIDOR WALLS ARE CONSIDERED BEARING WALLS. REFER TO BEARING WALL SCHEDULE ON THIS SHEET. ALL PSL, LVL AND LSL BEAMS ARE FLUSH FRAMED AND MATCH THE FLOOR JOIST DEPTH. 4. PROVIDE AN A35 FROM BEAM TO PLATE FOR ALL FLUSH FRAMED BEAMS. 5. REFER TO DETAIL 20/S17 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S17 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2-LAYERS OF %" GWB. 7, AO INDICATES POST BELOW PER SCHEDULE ON THIS SHEET. 8. DO NOT CUT, NOTCH, OR DRILL MANUFACTURED STRUCTURAL ELEMENTS (GLB, PSL, LVL OR I -JOISTS) UNLESS SPECIFIED IN THE DETAILS OR APPROVED IN WRITING SIGNED AND STAMPED FROM THE ENGINEER AND APPROVED BY THE CITY OF TUKWILA BUILDING OFFICIAL. SCALE 3/32" = 1'-0" 9. 9 INDICATES THE NUMBER OF BEARING STUDS BELOW BEAMS. PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME BEAMS. SIZE OF STUDS TO MATCH WALL STUDS PER SCHEDULE ON THIS SHEET. 10, DO NOT SPLICE RIM JOISTS WITHIN 1'-0" OF WINDOW OPENINGS. 11. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW ALL 4x, 6x AND MULTI -STUD POSTS THAT DO NOT BEAR ON FLUSH BEAMS. 12. INDICATES A 2-HOUR RATED WALL. PROVIDE SOLID BLOCKING AT FLOOR SPACE PER "Q" IN BEAM SCHEDULE ON THIS SHEET. 13. GRID LINES ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. 14. INDICATES BRICK FINISH. REFER TO DETAIL 15/S17 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. A I POST SCHEDULE MARK SIZE AO 4x6 PSL © 6x6 PSL © HSS 3Y2"SQ. xY4" PER 11/S17 JOIST SCHEDULE MARK JOIST SPACING ® (2)11%8 TJI-110 AT 16" O.C. © 118 TJI-110 AT 16" O.C. 0 (2)2x8 AT 12" O.C. e (2)7%x1/4 LVL AT 16" O.C. I UI UI 8 EVISI N REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TL$MARLA FEB 02 2018 PERMIT CENTER BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2-L5 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L2-L5 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" O.C. L4-L5 2x4 DF STUD AT 12" O.C. L3 2x4 DF STUD AT 8" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" O.C. L2-L5 • 0 v to p MEP COORD/BID SET BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION POST PERMIT REVISIONS u) U) ID CD CD CD r- 0 0 0 0 0 0 0 0 N N N N N N N N RS N N p O N N N(4 0 O 0 0 0 0 0 0 re ISSUE DATE: 12-19-2014 OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 O w C') f-- U) 44 O z 9. a M J N m N Ur (.0^u. W co Z O 0 Q<RCN N J N d !- JOHNSON BRAUND, INC. PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 5 FRAMING PLAN PROVIDE A35 EA SIDE TOP/BTM EA POST TYP AT SUNROOM U - SUNROOM ROOF FRAMING VAULTED, SLOPED TRUSSES AT 24" O.C. MAX W/ 1/2" ROOF SHEATHING 1 S16.1 ELEV.1 ROOF PLAN SCALE 3/32" = 1'-0" TYP AT LOW ROOF HEADER/BEAN 6 A A A T() 9 S16 ❑A A 4 S16 A 11 S16 GT A ST B A ST Ii II TYr 19 T S16 A A GT STI nm M S16 A A TYP AT LOW ROOF A A A 30" A A A TYPICAL ROOF FRAMING ROOF TRUSSES AT 24" 0.C. MAX W/ '9/2" ROOF SHEATHING B A GT A B A CD N) A S16.1 SCHEDULE A MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 4 4 3 2 1 D (2)1Y4x5%2 LVL FLUSH FRAMED 3 2 1 1 --- (3)13/4x5% LVL FLUSH FRAMED 4 3 2 1 --- E I 1Y2x117/8 LSL RIM STD RIM 3 3 2 2 --- J DBL 1Y2x117/8 LSL FLUSH FRAMED 3 3 2 2 1 K 3Y2x117/8 LSL FLUSH FRAMED WIDE RIM L 13/4x11 / LVL FLUSH FRAMED PER PLAN 3Y2x117/8 PSL FLUSH FRAMED PER PLAN M N 5%x117/8 PSL FLUSH FRAMED PER PLAN 7x117/8 PSL FLUSH FRAMED PER PLAN 0 P W12x22 FLUSH FRAMED PER PLAN 3Y2x117/8 LSL FLUSH FRAMED 2—HR RIM AT 2x4 WALL (4)1Y2x117/8 LSL FLUSH FRAMED 2—HR RIM AT 2x6 WALL W/ 2—ROWS 4"0x5" SDS AT 24" O.C. EA SIDE Q 7x117/8 PSL FLUSH FRAMED 2—HR RIM AT ROOF (4)13/4x5% LVL FLUSH FRAMED 2—ROWS 6" SDS AT 12" O.C. STAGGERED EA SIDE R NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. A A A S16 A A A GT 7 A GT 1 I—I/A11 VIVLID\ Jlil-ILLJJULL B MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LVL/LSL MIU SERIES TYPICAL 3% PSL HHUS SERIES TYPICAL 5% PSL HHUS SERIES TYPICAL 7 PSL HGUS SERIES TYPICAL 3Y GLB HGU SERIES TYPICAL 5Y GLB HGU SERIES TYPICAL NOTES: 1. HANGERS WITH MIN AND MAX SPECIFIED NAILING ARE TO HAVE MAX NAILING PER MFR. A A B TYP A A GT A B A 30" A A ROOF FRAMING PLAN Cr) S8 onnc- FQ A tA!Nin ninTC C. I\IJJI I I\t1IVIIIVV ivy ILJ. 1. REFER TO SHEETS S9—S9.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. REFER TO DETAIL 20/S17 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S17 FOR FLUSH FRAMED HEADER FRAMING. 3. 0 INDICATES THE NUMBER OF BEARING STUDS BELOW BEAMS. PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME BEAMS. SIZE OF STUDS TO MATCH WALL STUDS PER SCHEDULE ON THIS SHEET. 4. ® INDICATES MARK FOR POST SIZE PER SCHEDULE ON THIS SHEET. 5. SCALE 3/32" = 1'-0" INDICATES A 2—HOUR RATED WALL. PROVIDE SOLID BLOCKING AT FLOOR SPACE PER "Q" IN BEAM SCHEDULE ON THIS SHEET. 6. NON —BEARING WALL FRAMING PER 20/516, 7. GT INDICTATES GIRDER TRUSS. ST INDICATES SHEAR TRUSS. REFER TO DETAIL 3/S16 FOR REQUIREMENTS. A A B A GT 8. ALL TRUSS HANGERS TO BE SPECIFIED BY MANUFACTURER. 9, REFER TO ARCHITECTURAL PLANS FOR PARAPET HEIGHTS. 10. ROOF TRUSS DESIGN PARAMETERES: DEAD LOAD — 15 PSF LIVE LOAD — 25 PSF (SNOW) LL DEFLECTION — L/360 MIN; Y2" MAX TL DEFLECTION — L/240 MIN; %" MAX 11. 12. 16" A INDICATES TRUSS HEEL HEIGHT AT EXTERIOR LEVEL, A A A r A �I GT ST • CO N O A i C') G S16 ST Ii A A F] _ A B CD N) ST ST ST TYP A 0 ❑A GT 19 S16 • A ST 11 u ST A 1 INDICATES MARK FOR HEADER/BEAM SIZE PER SCHEDULE ON THIS SHEET. I U...) IT U\JI ILIJJULL MARK SIZE AO 4x6 PSL A 6x6 PSL © 1 HSS 3/2 SQ.x/ PER 11/S17 ' JOIST SCHEDULE MARK JOIST SPACING ® (2)117/ TJI-110 AT 16" O.C. A 11/ TJI-110 AT 16" O.C. OD (2)2x8 AT 12" 0. C. 0 (2)7%x1/ LVL AT 16" O.C. A EVISI N ELEV.2 RCOF PLAN TYP AT LOW ROOF SCALE 3/32" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 201 B City or Tukwila BUILDING DIVISION RECEIVED CITY OF TUr WILA FEB 02 2018 PERMIT CENTER BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2—L5 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L2—L5 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" O.C. L4—L5. 2x4 DF STUD AT 12" O.C. L3 2x4 DF STUD AT 8" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" O.C. L2—L5 U z l0 V 0 z U) z O 0 O 0 Q Civil - Structural - Land Use U, U, o 5 mac m0 0 o Lc) co e- U) J w z N 0 co 0 N i- c 0 c. U 0 MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION POST PERMIT REVISIONS �I) U) U) u) CO CO CO I. • o 0 0 0 0 0 0 0 ob lC N N O O N N N crD O N O OM CO (0� O O O O O cc ISSUE DATE: 12-19-2014 W 0 Z 0 J 5 W 0 J 5 J OWNER TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 M w I- co z 0 -J 5 ca U z QZ 0 Z 0 z 13 a a b 0 a� aLL zW N F Z FF o PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS ROOF FRAMING PLAN REINF PER ELEVATION CENTER REINF AT 8" WALL PROVIDE REINF EA FACE AT 10" WALL BALANCE PER 10/S12 AT BRICK EXTERIOR SLAB WHERE OCCURS BY OTHERS d \/� d da .4 . o . ° ° d e a 4 //\\,\\ EQ PER PLAN FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE (T) FOUNDATION SECTION FLOOR 30" #4 1 AT 24" 0. C. W/ 12" LEG INTO WALL AT FLOOR ONLY OR #4x3'-0" AT 24" O.C. DRILL AND EPDXY EMBED 6" MIN #5 AT 12" O.C. TOP/BTM EA WAY REINF PER dd ELEVATION PER SCHEDULE 4 141404, ed e 'd 4 ° 4 U 2'-6" #41AT 18" O.C. EA SIDE FLOOR ALTERNATE CONDITION #4x2'-6" DOWEL AT 18" O.C. DRILL AND EPDXY INTO WALL EMBED 5" #5 TRANS AT 18" O.C. AT 4'-0" FTG AND WIDER #5B AT 10" O.C. SCALE 3/4" = 1'-0" —�—'—/ WALL BEYOND i / / / HOOK VERT BAR INTO SLAB AT DOOR AT DOOR •a WEINIEBEM ...4 .. a .. . ..e .. '�, a :. e. •• .dd .. ' . • . , • a e .d ° d • • �a ' Pl. //\/// /// // /// /\\ //\\ • \\ii CENTER FTG FOUNDATION OSEC7101V c-\2" CLR J P. S12 SLAB ON -GRADE RAMP BY OTHERS EXTERIOR ,4 •Y,{•Y,.�Y n Y •Y �T cti �i � t; / AO:fa ....�1111.1Iy-1►- WALL REINF TO HOOK INTO RAMP SLAB INTERIOR FOUNDATION SECTION SCALE 1/2" = 1'-0" EXTEND TOP REINF 2'-6" INTO EXTERIOR RAMP SLAB S12 SCALE 3/4" = 1'-0" / , REINF PER ELEVATION CENTER REINF AT 8" WALL PROVIDE REINF EA FACE AT 10" WALL TYPICAL CONDITION FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE FOUNDATION SECTION BALANCE PER 10/S12 AT BRICK e 4 a d 4 2'-6„ #41AT 18" O.C. EA SIDE FLOOR ,a,,,, #5 TRANS AT 18" O.C. AT 4'-0" FTC AND WIDER #5B AT 10" O.C. SCALE 3/4" = 1'-0" REINF PER ELEVATION CENTER IN WALL d BALANCE WALL/SLAB PER 1/S12 e SLAB PER PLAN .d • #4V AT 18" O.C.— W/ HOOKS INTO FTC #4H TOP/BTM CENTER REINF IN WALL EXTERIOR SLAB WHERE OCCURS BY OTHERS e d f STANDARD CONDITION 6" METAL STUD BALANCE PER X/515.1 BRICK VENEER ATTACH PER S1 CHAMFER PER ARCH EXTERIOR SLAB WHERE OCCURS BY OTHERS /1 FOUNDATION SECTION • AT BRICK 11 e a. 6" METAL STUD BALANCE PER X/515.1 —#4V AT 18" O.C. W/ HOOKS INTO FTC #4H TOP/BTM EA FACE FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE 2" CLR :o a 'd ° ° 0 izik-AsiPhAMMol'ti �ti �'1 Lt 1 ti .ti FLOOR • •` /\\/i` \/\//\\i #6B AT 9" O.C. EA WAY <\\i 2 , % #5T AT 18" O.C. EA WAY i ,//�\/�\� j/\Y\\\�\\\j\\\ \� \\//\ /�\\��\/// /�`//\�//\/�\/i PER SCHEDULE CENTER FTG UNDER STAIR CORE (7 SECTION �� EXTERIOR Iy1�/�I�I�I�1�1�1 ..►� WALL REINF TO HOOK INTO RAMP SLAB SCALE 3/4" = 1'-0" TYP GARAGE SLAB REINF EXTEND 2'-0" INTO EXT. SLAB INSIDE 4 d FTC PER 1/S13 /\\/\//\\ /\//\i�\/\/\/\\\/\\/ FOUNDATION SECTION S12 S12 SCALE 3/4" = 1'-0" 3/4" CHAMFER 6" CONCRETE CURB W/ #5 AT 18" O.C. EA WAY DRILL AND EPDXY VERT BARS EMBED 6" MIN INTO STEMWALL w >< CD #5H AT TOP AND AT18"O.C. \�\//�\%\\• \\�\\/�\ \\'��%i�/\ #5V AT 12" O.C. W/ HOOK INTO FTG d 8" 2 8'0 8" C1,3 FOUNDATION SECTION 12 CONTINUOUS CHAMFERED 2x6 KEY (3) #5 COSTRUCTION JOINT /\//\/\\//\\//\\/\\/\v -/ ///\/\\' \/'//\\ \/\/\/\/\/\/\/\/\ \/\/\/\/\/\ 11 1! » CONTROL JOINT SCALE 3/4" = 1'-0" METAL STUD WALL WHERE OCCURS BALANCE PER 20/S 14.1 FLOQR (4)#5B 2'-6" #4 _E AT 12" O.C. 2'-6° � .i....�� ..,...... �� a .• ��� PLAN STEP PER 2'-0" MAX 9 S12 SCALE 3/4" = 1'-0" WALL REINF PER ELEVATION STOP AT CONSTRUCTION JOINT WALL REINF PER ELEVATION STOP AT CONTROL JOINT CONCRETE WALL JOINT DETAIL SCALE 3/4" = 1'-0" //i %\%\/, #4 T/B FOUNDATION SECTION 0) RAMP CHAMFER PER ARCH W/ HOOKS INTO FTC #4H TOP/BTM EXTERIOR SLAB WHERE OCCURS BY OTHERS FLOOR DRAINAGE BY OTHERS WALL FTG PER 1/S12 jf.\\,:),,<'\:///:\ • O. CHAMFER 6" METAL STUD PER ARCH BALANCE PER X/S15.1 EXTERIOR SLAB WHERE OCCURS BY OTHERS PR ARCH AT EXTERIOR WALL STOREFRONT PER ARCH W/ HOOKS INTO FTC #4H TOP/BTM FOUNDATION SECTION AT STOREFRONT BRICK VENEER ATTACH PER S1 CHAMFER PER ARCH HOOK VERT BARS INTO FTG PROVIDE (244H AT TOP 6 #4 STIRRUP SCALE 3/4" = REINF PER ELEVATION FOOTING DOWEL BAR TO MATCH VERT WALL REINFORCING, PER ELEV LAP PER SCHEDULE 2" CLR SLAB REINF PER PLAN FLOT PER SCHEDULE \/) EQ PER SCHEDULE 3 FOUNDATICN SECTION REINF PER ELEVATION FTG DOWEL BAR TO MATCH WALL REINF, PER ELEV LAP PER SCHEDULE • 04 FOUNDATION SECTION S12 STRUCTURAL FILL OR CDF CAST -IN -PLACE EA WAY #4H NOSING BAR TYP HOOK INTO THICKENED EDGE SIDEWALK EXPANSION JOINT 19 SLAB -ON -GRADE STAIR DETAIL REVS MATCH FTC REINF W/ 48 BAR DIA. LAP )#5T LONG #4T TRANS (8)#6B LONG REVIEWED FOR CODE COMPLIANCE APPROVED STEP PER PLAN TYP FTG REINF 2 MAX RECEIVED CITY OF TUKWILA FEB 02 2018 PERMIT CENTER CO STEPPED FOOTING DETAIL by SE 09 0' o. 17. MEP COORD/BID SET 0 BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION POST PERMIT REVISIONS 0000 Cl CD CD CD CD CD CD ISSUE DATE: 12-19-2014 CO iu OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 co CV EL ctiLJ O 26 ccw inD PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS FOUNDATION DETAILS 16d PER SCHEDULE (6" O.C. MAX) 1%2" LSL RIM U.N.O. LTP4 PER SCHEDULE (16" O.C. MAX) NAILED INTO TOP PLATE AND RIM 10d AT 6" O.C. FLOOR NAILING 16d EA SIDE JOIST TOP PLATE NAILING 16d AT 3" O.C. STAGGERED ET)FLOOR SECTION 5 S15 16d PER SCHEDULE (6" 0. C. MAX) DOUBLE 11/2" LSL RIM U.N.O. LTP4 PER SCHEDULE (16" O.C. MAX) NAILED INTO TOP PLATE AND RIM / 10dAT6"0.C. FLOOR NAILING PROVIDE 1%2" LSL BLKG AT 48" O.C. AT PARA. COND SUBFLOOR LTP4 NOT REQUIRED IF BTM SHEATHING LAPS RIM, 2" MIN OR TOP SHEATHING NAILED TO TOP— TOP PLATE SCALE 3/4" = 1'-0" SUBFLOOR 2x8 BLKG AT 24" O.C. W/ A53 EA END JOIST W/ HGR AT PERP COND HGA10 AT 48" O.C. FLOOR SECTION CORRIDOR CONTINUE CORRIDOR FRAMING PER PLAN DTC CLIP EA TRUSS 1 x TOP / PLATE CORRIDOR WALL AT VOID SPACE NON—BRG S15 VOID / 16d AT 6" O.C. / 10d AT 6" O.C. LEDGER PER 3/S5 HUS HGR SHEA THING TO LAP RIM W/ NAILING TO RIM AND PLATE FLOCR SECTION 2—HR WALL ELEVATOR CORE 2—HR RIM PER PLAN LTP4 NOT REQUIRED IF BTM SHEATHING LAPS RIM, 2" MIN OR TOP SHEATHING NAILED TO TOP —TOP PLATE SCALE 3/4" = 1'-0" UNIT 16d PER SCHEDULE (6" O.C. MAX) 10dAT6"0.C. FLOOR NAILING 11/2" LSL RIM, U.N.O. SUBFLOOR 4 TOP PLATE NAILING 16d AT 3" O.C. STAGGERED SCALE 3/4" = 1'-0" 16d PER SCHEDULE (6" O.C. MAX) / 10dAT6"0.C. FLOOR NAILING CDS15 FLOOR SECTION HGR PER SCHEDULE , LTP4 PER (16" O.C. SW PER PLAN WHERE OCCURS SUBFLOOR 4 —FLOOR FRAMING PER PLAN SCHEDULE MAX) SCALE 3/4" = 1'-0" WALL WHERE OCCURS 1%" LSL BLKG 16dAT6"0.C. HGRS PER PLAN 16d TN AT 6" O.C. 2 FLUSH BEAM PER PLAN AT BRG WALL FLOOR SECTION 10dAT6"0.C. AT FLUSH BEAM SUBFLOOR$ Sly SCALE 3/4" = 1'-0" 3%" LSL RIM UNO 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS SUBFLOOR A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) BEAR JOISTS ON PARTY WALL FLOOR SECTION 2—HR WALL RATED SHAFT 2—HR RIM PER PLAN SCALE 3/4" = 1'-0" 16d PER SCHEDULE (6" O.C. MAX) 10dAT6"0.C. FLOOR NAILING HGR PER SCHEDULE FLOOR SECTION SUBFLOOR 4 FLOOR FRAMING PER PLAN JLTP4 PER SCHEDULE (16" O.C. MAX) SW PER PLAN WHERE OCCURS SCALE 3/4" = 1'-0" CORRIDOR 10d AT 6" O.C. 2x8 LEDGER W/ (4)16d AT 6" O.C. STAGGERED UNIT 16d PER SCHEDULE (6" O.C. MAX) 10dAT6"0.C. FLOOR NAILING 11/2" LSL RIM, U.N.O. LUS26 HGR SHEATHING TO LAP RIM W/ NAILING TO RIM AND PLATE CORRIDOR LEDGER AND HGR PER TYP CONDITION TOP PLATE NAILING CONTINUOUS 16d AT 3" O.C. 1%" LSL RIM STAGGERED ADD'N 1%2" LSL W/ 6" BRG NAIL TOGETHER W/ (2)10d AT 6" O.C. OR SINGLE 3%2" LSL RIM PER PLAN TYPICAL CORRIDOR FRAMING FLOOR SECTION UNIT HGR PER PLAN WALL BEYOND CORRIDOR FRAMING AT DOORWAY S15 SCALE 3/4" = 1'-0" SUBFLOOR RIPPED 3.5" LSL PLATE MATCH BEAM WIDTH +1" W/ 2—ROWS %" 0 THRU—BOLTS STAGGERED AT 24" O.C. COUNTERBORE 1" MAX R BEAM PER PLAN FLOOR SECTION UNIT 2—HR WALL SW PER PLAN BRG WALL PER PLAN 16d AT 6" O.C. 10d AT 6" O.C. FLOOR NAILING HGR PER PLAN SUBFLOOR 4 (2) LAYERS %2" GWB STOP INSIDE LAYER AT UNDERSIDE OF LSL PLATE SCALE 3/4" = 1'-0" STAIRWELL 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING HGR PER SCHEDULE A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) FLOOR. SECTION 2-HR RIM PER PLAN CONTINUE SHEATHING OVER BOTH WALLS SUBFLOOR SCALE 3/4" = 1'-0" (3)3/4"0 BOLTS 1%2" LSL RIM N 132", 3/a" SHEAR TAB 16d PER SCHEDULE (6" 0. C. MAX) // 10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG 3%" LSL RIM BELOW POSTS s FLOCR SECTION 15) CORRIDOR 2—HR WALL 10d AT 6" O.C. 2x8 LEDGER W/ (4)16d AT 6" O.C. STAGGERED MATCH CORRIDOR FRAMING 2—HR RIM PER PLAN 16d PER SCHEDULE (6" O.C. MAX) 10dAT6"0.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS A35 PER SCHEDULE (16" O.C. MAX) BEAR JOISTS HGR IN EA UNIT PER PLAN ON PARTY WALL - -A A T SHEAR WALL AT WIDE RIM COS15 FLOOR SECTION RIPPED 3.5" LSL PLATE MATCH BEAM WIDTH +1" W/ 2—ROWS i/" o THRU—BOLTS STAGGERED AT 24" O.C. COUNTERBORE 1" MAX SUBFLOOR 4 2x8 LEDGER W/ 2—ROWS 4"ox4%2" SDS LAGS AT 12" O.C. STAGGERED INTO LSL PLATE %" STIFFENER PLATE AT OPPOSITE SIDE OF CONN (2) LAYERS %" GWB STOP INSIDE LAYER AT UNDERSIDE OF LSL PLATE 19 FLOOR SECTION SCALE 3/4" = 1'-0" EVISI STAIRWELL 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING HGR PER SCHEDULE SUBFLOOR 4 LTP4 PER SCHEDULE (16" O.C. MAX) SW PER PLAN S15 SCALE 3/4" = 1'-0" 1%2" LSL BLKG OVER BRG WALL 1%" LSL RIM 16dAT6"0.C. 10dAT6"0.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS SUBFLOOR A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) BEAR JOISTS ON PARTY WALL A35 AT 16" O.C. BEAR JOISTS IN EA UNIT ON PARTY WALL AT NON-SHEARWALL SCALE 3/4" = 1'-0" 10d AT 6" O.C. FLOOR NAILING 10d AT 6" O.C. /INTERIOR BEARING WALL PER PLAN 16d AT 6" O.C. CONTINUE JOISTS OVER BRG WALL PER PLAN OFFSET BRG WALL PER PLAN T150 TRACK W/ #8 SCREW EA SIDE EA METAL STUD AND SD8 SCREW AT 16" O.C. INTO LEDGER 4x6 LEDGER W/ (2)/"0x6" SDS LAGS EA STUD OR AT 16" O.C. INTO HEADER WINDOW/DOOR PER ARCH 4x6 LEDGER W/ (2)%"0x6" SDS LAGS AT 24" O.C. STAGGERED INTO RIM T150 TRACK W/ #8 SCREW EA SIDE EA STUD AND SD8 SCREW AT 16" O.C. INTO LEDGER 4,SUBFLOOR FURRED WALL PER 10/S17 1%" LSL BLKG BELOW BEARING WALL A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) 0 FLOOR SECTION UNIT FLOOR FRAMING PER 18/S15 SW PER PLAN SUBFLOOR4 LSL JOISTS PER PLAN SCALE 3/4" = 1'-0" HEADER PER PLAN BALANCE PER 19 & 20/S17 2 HR WALL SUBFLOOR4 REVIEWED FOR CODE COMPLIANCE SCI' -'- O" FEB 2 2 2018 City of Tukwila BUILDING DIVISION STAIRWELL RECEIVED CITY OF T`.CKWILA FEB 02 2018 PERMIT CENTER FLOOR FRAMING PER 20/S20 201 FLOOR SECTION MID —LANDING S15 SCALE 3/4" = 1'-0" 0 c 0 C MEP COORD/BID SET CC Ct BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION POST PERMIT REVISIONS ISSUE DATE: 12-19-2014 co 08 re UJ PROJECT #: DRAWN BY: CHECKED BY: OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC DING A, SUITE 300 cooz cEu oz ruaA 1026 BV,TF JN,MJ,MS FLOOR FRAMING DETAILS 5/22/2015 9:30:00 AM C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charlesr.rvt FILE NAME: PERMIT#: D14-0389 TUKWILA VILLAGE - BUILDING E PHASE TWO 125 AFFORDABLE SENIOR APARTMENTS/MIXED-USE OFFICE PROJECT TEAM OWNER: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201-27TH AVENUE SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 TEL : (253) 231-5001 CONTACT: BRYAN PARK GENERAL INTER -CITY CONTRACTORS, INC. CONTRACTOR: 17425 68TH AVE NE KENMORE, WA 98028 TEL: (425) 806-8560 FAX: (425) 806-8566 CONTACT: GREG HERRING ARCHITECT: JOHNSON BRAUND, INC. 15200 52ND AVE SOUTH, SUITE 300 SEATTLE, WASHINGTON 98188 TEL : (206) 766-8300 CONTACT: DIANA KEYS STRUCTURAL DAVID() CONSULTING GROUP, INC. ENGINEER: 15029 BOTHELL WAY NE, SUITE 600 LAKE FOREST PARK, WASHINGTON 98155 TEL : (206) 523-0024 CONTACT: MATT SCHMITTER CIVIL ENGINEER: GEOTECH ENGINEER: LANDSCAPE ARCHITECT: GEO-PIER ENGINEER: BARGHAUSEN ENGINEERS 18215 72ND AVE. S. KENT, WASHINGTON 198032 TEL: (425) 251-6222 FAX: (425) 251-8782 CONTACT: ALI SADR ASSOCIATED EARTH SCIENCES, INC. 911 FIFTH AVENUE, SUITE 100 KIRKLAND, WA 98033 TEL: (425) 827-7701 FAX: (425) 827-5121 CONTACT: KURT MERRIMAN, P.E. THE LA STUDIO, 15200 52ND AVE SOUTH, SUITE 100 SEATTLE, WASHINGTON 98188 TEL: (206) 766-8300 FAX: (206) 766-8080 CONTACT: MEL EASTER / CHRIS PETERSEN GEOPIER NORTHWEST, 40 LAKE BELLEVUE, SUITE 100 BELLEVUE, WASHINGTON 98005 TEL: (425) 646-2995 FAX: (425) 646-3118 CONTACT: DAVID VAN THIEL ENERGY 360 ANALYTICS COMPLIANCE: 9750 3RD AVENUE NE, SUITE 405 SEATTLE, WASHINGTON 98115 TEL: (206) 557-4732 CONTACT: LUKAS HOVEE TRAFFIC ENGINEER: PARAMETRIX, INC. 411 108TH AVENUE NE, SUITE 180 BELLEVUE, WA 98004-5571 TEL: (425) 458-6200 FAX: (425) 458-6363 CONTACT: BRIAN WOODBURN PROJECT AGENCIES PLANNING ZONING / LAND USE DEPARTMENT: BUILDING PERMIT: FIRE DEPARTMENT: PUBLIC WORKS DEPARTMENT: CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PLANNING DIVISION 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 TEL : (206) 431-3670 CONTACT: MOIRA BRADSHAW CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PLANNING DIVISION 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 TEL : (206) 431-3670 TUKWILA FIRE DEPARTMENT HEADQUARTERS - STATION 51 444 ANDOVER PARK EAST TUKWILA, WA 98188 TEL : (206) 575-4404 CITY OF TUKWILA PUBLIC WORKS ADMINISTRATION / ENGINEERING 6300 SOUTHCENTER BLVD. TUKWILA, WA 98188 TEL : (206) 433-0179 Ca, PROJECT SITE DATA ADDRESS: 4450 S. 144TH STREET TUKWILA, WA 98188 LEGAL DESCRIPTION: NEW PARCEL E, PER LOT CONSOLIDATION FILE NO. L13-021 That portion of Lots 12 through 15, inclusive, Block 2, Plat of Adams Home Tracts recorded in Volume 11, and page 31, records of King County, Washington, being in the Northeast quarter of the Northwest quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian, more particularly described as follows: SEE ARCHITECTURAL SITE PLAN A020 FOR COMPLETE LEGAL DESCRIPTION & DETAILED ZONING SUMMARY ASSESSORS PARCEL NUMBER: TO BE RECORDED W/ LOT CONSOLIDATION SITE AREA: 84,310 S.F. (1.94 ACRES) ZONING: NCC: NEIGHBORHOOD COMMERCIAL CENTER URO: URBAN RENEWAL OVERLAY DISTRICT W/ 70 FT. HEIGHT LIMIT PER DEVELOPMENT AGREEMENT NOTE: NEW BLA PARCEL E INCLUDES TWO ZONING DESIGNATIONS: BUILDING D SITE: NCC W/ 70 FT. HEIGHT PER DDA BUILDING E SITE: HDR W/ 65 FT. HEIGHT BOTH WITHIN THE URO DISTRICT DWELLING UNITS PER ACRE: 99.48 (INCLUDES BOTH BLDG. D & E) PROJECT DESCRIPTION LAND USE APPROVALS TUKWILA VILLAGE IS A THREE PHASE DEVELOPMENT OF A MIXED -USE NEIGHBORHOOD CENTER DESIGNED TO PROVIDE RESIDENCES AS WELL AS NEIGHBORHOOD RETAIL AND RESOURCES. PROJECT TO FULLFILL THE VISION FOR TUKWILA VILLAGE AND TERMS OF THE DISPOSITION AND DEVELOPMENT AGREEMENT FOR THE PROJECT. PHASE TWO INCLUDES TWO BUILDINGS: BLDG. D & BLDG. E. BOTH BUILDINGAS ARE LOCATED ON PARCEL E. BUILDING E IS THE SECOND BUILDING IN PHASE TWO OF TUKWILA VILLAGE AND INCLUDES: CONSTRUCTION OF A FIVE STORY BUILDING CONTAINING (125) NEW UNITS OF LOW-INCOME SENIOR APARTMENT RENTAL HOUSING AND GROUND FLOOR OFFICE USES. OFFICE SHELL ONLY, TENANT IMPROVEMENTS UNDER SEPARATE PERMIT. CONTAINS NEIGHBORHOOD POLICE RESOURCE CENTER (2,000 SF MIN.) AS REQUIRED BY DEVELOPMENT AGREEMENT SECTION 2.12. PARKING FOR (104) VEHICLES IS PROVIDED IN ONE LEVEL + MEZZANINE OF PARKING GARAGE. PARKING FOR ADDITIONAL (1) VEHICLE IS PROVIDED IN SURFACE LOT. (105) TOTAL STALLS. BUILDING D UNDER SEPARATE BUILDING PERMIT APPLICATION/SUBMITTAL. DEVELOPMENT AGREEMENT: TUKWILA VILLAGE DISPOSITION AND DEVELOPMENT AGREEMENT DATE: 10-30-2012 CITY COUNCIL APPROVAL SEPA: FILE NUMBER E13-011 DETERMINATION OF NON -SIGNIFICANCE DATE: 8-07-2013 APPROVAL LOT CONSOLIDATION: FILE NUMBER L13-021 IN PROCESS DATE: SPECIAL PERMISSION PARKING VARIANCE: FILE NUMBER L13-031 DATE: 10-09-2013 APPROVAL PHASE TWO BLDGS. D & E DESIGN REVIEW: FILE NUMBER L13-0044 DATE: 03-31-2014 APPROVAL W/ STAFF RECOMMENDATIONS PLANNER: MOIRA BRADSHAW (206) 431-3651 , PROJECT RENDERING NORTHEAST CORNER - RESIDENTIAL LOBBY VIEWED FROM S. 144TH STREET VICINITY MAP T&r_.-.S1141. 4•' r ve,raa A=•,-rrl SWIthsg Z:+ PLANNING APPROVED - No changes Can be made.to these plans without approval from the Planning Division of DCD Approved By: M Date: to (C1-15- REVISIONS No changes shall be made to the scope of work without prior approval of Tu!<v,rila Building Division. NOTE: Revisions will require a new plan submittal and may inc!ude additional plan review fees. TUKWILA, WASHINGTON SHEET INDEX SHEET # SHEET TITLE ISSUE DATE REV# 1 - ARCHITECTURE COVER SHEET CS COVER SHEET 2 - CODE SHEET A001 A002 BUILDING CODE COMPLIANCE NOTES GENERAL NOTES ACCESSIBILITY NOTES 4 - ARCHITECTURAL SITE PLAN 05/22/15 05/22/15 05/22/15 2 A020 ARCHITCTURAL SITE PLAN 05/22/15 2 A020A ENLARGED TERRACE PLANS 05/22/15 Z 5-ARCHITECTURE A003 MEZZANINE CALCULATIONS 05/22/15 A004 OCCUPANCY & EGRESS PLANS 05/22/15 2 A004a OCCUPANCY & EGRESS PLANS 05/22/15 2 A004b OCCUPANCY & EGRESS PLANS 05/22/15 2 A005 FIRE/SOUND ASSEMBLY PLANS 05/22/15 1 A005a FIRE/SOUND ASSEMBLY PLANS 05/22/15 A006 CONCRETE FIRE, SOUND & INSULATION ASSEMBLIES 05/22/15 A006a METAL FIRE, SOUND & INSULATION ASSEMBLIES 05/22/15 A006b WOOD FIRE, SOUND & INSULATION ASSEMBLIES 05/22/15 A006c WOOD FIRE, SOUND & INSULATION ASSEMBLIES 05/22/15 A006d WOOD FIRE, SOUND & INSULATION ASSEMBLIES 05/22/15 A007 FIRE/PENETRATIONS NOTES & DETAILS 05/22/15 A009 ENERGY CODE CALCULATIONS 05/22/15 A009a ENERGY CODE CALCULATIONS 05/22/15 A009b ENERGY CODE CALCULATIONS 05/22/15 A009c ENERGY CODE CALCULATIONS 05/22/15 A009d ENERGY CODE CALCULATIONS 05/22/15 A009e ENERGY CODE CALCULATIONS 05/22/15 A100 FLOOR PLAN LEVEL 1 05/22/15 2 A101 FLOOR PLAN MEZZANINE 05/22/15 2 A102 FLOOR PLAN LEVEL 2 05/22/15 2 A103 FLOOR PLAN LEVEL 3 05/22/15 2 A104 FLOOR PLAN LEVEL 4 05/22/15 2 A105 FLOOR PLAN LEVEL 5 05/22/15 2 A106 ROOF PLAN 05/22/15 1 A200 EXTERIOR ELEVATIONS 05/22/15 2 A201 EXTERIOR ELEVATIONS 05/22/15 2 A202 EXTERIOR ELEVATIONS 05/22/15 A300 BUILDING SECTIONS 05/22/15 A301 BUILDING SECTIONS 05/22/15 A310 WALL SECTIONS 05/22/15 A311 WALL SECTIONS 05/22/15 A312 WALL SECTIONS 05/22/15 A313 INTERIOR WALL SECTIONS 05/22/15 A400 ENLARGED LOBBY PLAN 05/22/15 A400a ENLARGED LOBBY REFLECTED CEILING PLAN 05/22/15 1 A401 ENLARGED LOBBY MEZZANINE PLAN 05/22/15 A402 MEZZANINE MEDIA ROOM ENLARGED PLAN 05/22/15 A403 LEVEL 2 ENLARGED AMENITY PLANS 05/22/15 A404 ENLARGED AMENITY AREA PLANS 05/22/15 . A405 ENLARGED SUNROOM PLAN 05/22/15 A420 ENLARGED UNIT GENERAL NOTES 05/22/15 A421 ENLARGED UNIT 1-BEDROOM - UNIT A 05/22/15 A422 ENLARGED UNIT 1-BEDROOM - UNIT B 05/22/15 A423 ENLARGED UNIT 1-BEDROOM - UNIT C 05/22/15 . A424 ENLARGED UNIT 2-BEDROOM - UNIT D 05/22/15 A425 ENLARGED UNIT 2-BEDROOM - UNIT E 05/22/15 2 A426 ENLARGED UNIT 2-BEDROOM - M UNIT 05/22/15 A427 ENLARGED UNIT 1-BEDROOM - UNIT C (TYPE A) 05/22/15 A428 ENLARGED UNIT 1-BEDROOM - UNIT C (TYPE A) 05/22/15 A429 ENLARGED UNIT 2-BEDROOM - UNIT E (TYPE A) 05/22/15 A450 STAIR PLANS & SECTIONS 05/22/15 A451 MISC. STAIR & RAMP PLANS & SECTIONS 05/22/15 A452 STAIR DETAILS 05/22/15 2 A460 ELEVATOR PLANS, SECTIONS, NOTES AND DETAILS 05/22/15 ' 2 A500 EXTERIOR CONCRETE/BELOW OR AT -GRADE DETAILS 05/22/15 A501 EXTERIOR CONCRETE DETAILS AT L2 05/22/15 A502 EXTERIOR DETAILS - WEATHER BARRIER & FLASHING SYSTEMS \ 05/22/15 A503 EXTERIOR SIDING DETAILS 05/22/15 A504 EXTERIOR METAL PANEL & WOOD SIDING DETAILS 05/22/15 A505 EXTERIOR BRICK WALL DETAILS 05/22/15 A506 EXTERIOR ROOF DETAILS 05/22/15 A510 CANOPY DETAILS 05/22/15 A511 CANOPY/METAL FABRICATION DETAILS 05/22/15 A520 INTERIOR DETAILS 05/22/15 A521 DETAILS -ACCESSIBILITY 05/22/15 A600 DOOR SCHEDULE, ELEVATIONS, & DETAILS 05/22/15 2 A610 BUILDING WINDOW SCHEDULE & ELEVATIONS 05/22/15 A620 STOREFRONT WINDOW SCHEDULE & ELEVATIONS 05/22/15 6-SURVEY 1 OF 3 ALTA/ACSM LANDTITLE SURVEY 12/19/14 2 OF 3 ALTA/ACSM LANDTITLE SURVEY 12/19/14 3 OF 3 ALTA/ACSM LANDTITLE SURVEY 12/19/14 7 - CIVIL C1 OF 9 COVER SHEET 05/22/15 C2 OF 9 HORIZONTAL CONTROL PLAN 05/22/15 C3 OF 9 T.E.S.C. PLAN 05/22/15 C4 OF 9 DEMOLITION PLAN 05/22/15 C5 OF 9 GRADING PLAN 05/22/15 C6 OF 9 STORM DRAINAGE PLAN 05/22/15 C7 OF 9 STORM DRAINAGE NOTES AND DETAILS 05/22/15 C8 OF 9 T.E.S.C. NOTES AND DETAILS 05/22/15 C9 OF 9 CONSTRUCTION NOTES AND DETAILS 05/22/15 SHEET # SHEET TITLE ISSUE DATE REV# 8-LANDSCAPE L01 BUILDING E SITE LAYOUT PLAN - LEVEL 1 05/22/15 1 L02 BUILDING E SITE LAYOUT PLAN - LEVEL 2 05/22/15 1 L03 BUILDING E LANDSCAPE PLAN - LEVEL 1 05/22/15 1 L04 BUILDING E LANDSCAPE PLAN - LEVEL 2 05/22/15 1 L05 BUILDING E LEVEL 1 IRRIGATION PLAN 05/22/15 1 L06 BUILDING E IRRIGATION PLAN 05/22/15 1 L10 SITE DETAILS 05/22/15 1 L11 SITE DETAILS 05/22/15 L12 SITE DETAILS 05/22/15 1 L13 SITE DETAILS 05/22/15 1 L20 LANDSCAPE SCHEDULE, NOTES & DETAILS 05/22/15 1 L30 IRRIGATION DETAILS 05/22/15 L31 IRRIGATION DETAILS, LEGEND, & NOTES 05/22/15 L32 IRRIGATION SPECIFICATIONS 05/22/15 9 - GEOPIER GP0.1 GEOPIER CONSTRUCTION NOTES & DETAILS 05/22/15 GP1.1 GEOPIER FOUNDATION PLAN 05/22/15 11 - STRUCTURAL S1 GENERAL NOTES 05/22/15 S1.1 GENERAL NOTES (CONT.) 05/22/15 S2 LEVEL 1 FOUNDATION PLAN 05/22/15 S3 MEZZANINE REBAR PLAN 05/22/15 S3.1 MEZZANINE PT PLAN 05/22/15 S4 LEVEL 2 RERAR PLAN 05/22/15 S4.1 LEVEL 2 PT PLAN 05/22/15 S5 LEVEL 3 FRAMING PLAN 05/22/15 S6 LEVEL 4 FRAMING PLAN 05/22/15 S7 LEVEL 5 FRAMING PLAN 05/22/15 S8 ROOF FRAMING PLAN 05/22/15 S9 LEVEL 2 SHEARWALL PLAN 05/22/15 S9.1 LEVEL3-5 SHEARWALL PLAN 05/22/15 S10 WALL ELEVATIONS 05/22/15 S10.1 WALL ELEVATIONS (CONT.) 05/22/15 S10.2 WALL ELEVATIONS (CONT.) 05/22/15 : : S10.3 WALL ELEVATIONS (CONT.) 05/22/15 • • . S10.4 WALL ELEVATIONS (CONT.) 05/22/15 �," '. ` ' S11 BEAM ELEVATIONS 05/22/15 S12 FOUNDATION DETAILS 05/22/15 . . S12.1 COLUMN AND PIER DETAILS 05/22/15 S13 PT DETAILS 05/22/15 :{. „,;` :;,,-!. S14 CONCRETE DETAILS 05/22/15 '•'=' S14.1 CONCRETE DETAILS(CONT.) 05/22/15- ",'j : '• -• S15 FLOOR FRAMING DETAILS 05/22/15 ''r;,.: ;'' . S15.1 FLOOR FRAMING DETAILS (CONT.) 05/22/15 ;; '?i,=`.:: S16 ROOF FRAMING DETAILS 05/22/15 °;,''`; :r S16.1 ROOF FRAMING DETAILS 05/22/15 " `^ ^t‘" S17 MISC DETAILS 05/22/15 ':' "' , S18 CANOPY AND ROTUNDA DETAILS 05/22/15 Grand total: 132 FILE COPY Permit No. b 1 H- 1097 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Co y and con ' itions is acknowledged: By: Date: City of Tukwila BUILDING DIVISION SEPARATE PERMIT REQUIRED FOR: Mechanical ITiectrical kj.ialumbing 04as Piping City of Tukwila BUILDING DIVISION CORRECTION LTRLA-- REVIEWED FOR CODE CQMP'LIANCE a. APPROVED JUL 2 7 2015 City of Tukwila BUILDING OIViSIo _ RECEIVED CITY OF TUKWILA MAY 2,22015 PERMIT CENTER 41> JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,RGG L. ALLWING ATE OF WASHINGTON i (NI1 ISSUE DATE: tW^ 2 nrr J 5 oo 1 VWn ..rl "§ OWNER/APPLICANT: U J J 0 (1) — z w 0 w w 0 0 J J FAX: (253) 231-5010 PROJECT #: DRAWN BY: CHECKED BY: 1026.05 COVER SHEET cs BID SET/PERMIT COMMENTS zz ur u_ BUILDING CODE INFORMATION PROPOSED BUILDING AREAS BY OCCUPANCY PARKING REQUIREMENTS COORDINATION NOTES DEFERRED SUBMITTALS GOVERNING CODES: LEVEL OCCUPANCY GROUP RESIDENTIAL USES (TMC FIGURE 18-7) MIXED -USE / SENIOR CITIZEN HOUSING IN URBAN RENEWAL OVERLAY (URO): THE FOLLOWING NOTES SHALL SERVE AS A GUIDE TO THE CONTRACTOR TO VERIFY EACH CONDITION WITH THE PRODUCT MANUFACTURER OR SUPPLIER AND/OR LOCAL SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND STAMP THEM WITH S-1 S-2 B M A-2 R-2 AREA(SF) CITY OF TUKWILA, WASHINGTON STATE 2012 INTERNATIONAL BUILDING CODE (IBC) W/ WASHINGTON STATE AMENDMENTS 2012 INTERNATIONAL FIRE CODE (IFC) W/ WASHINGTON STATE AMENDMENTS 2012 INTERNATIONAL MECHANICAL CODE (IMC) W/ WASHINGTON STATE AMENDMENTS 2012 UNIFORM PLUMBING CODE W/ WASHINGTON STATE AMENDMENTS 2012 IECC/ WASHINGTON STATE ENERGY CODE 2013 NFPA 13 FIRE SPRINKLERS 2013 NFPA 72 FIRE ALARM 2012 NFPA 54 NATIONAL GAS FUEL CODE 2014 NFPA 70 NATIONAL ELECTRICAL CODE REFERENCE DEPT. OF L & I FOR AMENDMENTS 2009 ICC/ ANSI A117.1 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN FEDERAL FAIR HOUSING ACT (FFHA) GUIDELINES CITY OF TUKWILA CODE/ ORDINANCES: SENIOR CITIZEN HOUSING : 1 STALL FOR FIST 15 UNITS, THEN 1 SPACE PER 2 UNITS AT LEAST 75% IN ENCLOSED GARAGE & SCREENED FROM VIEW OF PUBLIC R.O.W. REQUIRED PROVIDED JURISDICTION FOR THEIR REQUIREMENTS PRIOR TO SUBMITTING A BID TO THE OWNER OR PROCEEDING WTH WORK. THE ITEMS OUTLINED BELOWARE NOT INTENDED TO BE AN EXHAUSTIVE ANALYSIS OF A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. DEFERRED SUBMITTALS WILL BE RETURNED TO THE CONTRACTOR, WHO WILL IN TURN SUBMIT THEM TO THE BUILDING DEPARTMENT. LEVEL 5 237 23,377 23,614 LEVEL 4 237 23,377 23,614 W LEVEL 3 237 23,377 23,614 c- (15) SENIOR UNITS = 15 STALLS (110) SENIOR UNITS = 55 STALLS ALL POSSIBLE AREAS OF CONCERN OR CONFLICT, BUT RATHER SERVE AS A BEGINNING POINT IN IDENTIFYING COMMONLY OVERLOOKED AREAS IN THE CONSTRUCTION PROCESS. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND LEVEL 2 286 23,268 23,554 _ RESIDENTIAL TOTAL REQ'D = 70 STALLS o PARKING GARAGE (SECURED) = 71 STALLS (100 /o) 1. REVIEW MANUFACTURER'S PRODUCT LITERATURE FOR INSTALLATION INSTRUCTIONS UNIQUE TO THE PROJECT CONSTRUCTION TYPE. SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING ITEMS ARE DEFERRED SUBMITTALS: MEZZ. 579 11,289 893 2,596 15,357 Q RESIDENTIAL TOTAL PROV'D = 71 STALLS ACCESSIBLE STALLS = 2% OF EACH TYPE OF PARKING SPACE PROVIDED (PER IBC 1106.2) A. GAS APPLIANCES AND CHASE REQUIREMENTS B. HVAC EQUIPMENT AND DUCTING C. ALL EXHAUST FANS AND DUCTING 1. PRE-ENGINEERED ROOF TRUSS SHOP DRAWINGS 2. PRE -MANUFACTURED FLOOR JOIST SHOP DRAWINGS LEVEL 1 1,249 25,801 5,384 5,235 37,669 0W. Subtotal 2,833 37,090 6,277 101,223 (70) GARAGE STALLS X .02 = 2 REQUIRED 4 PROVIDED* * ACCESSIBLE STALLS INCLUDED IN TOTAL, INCLUDES (2) GARAGE VAN STALL STALL LOCATION & SIZES: (SEE SHEET A020, Al00 & Al01) D.' BATHTUB AND SHOWER ENCLOSURES E. RECESSED AND SEMI -RECESSED ELECTRICAL EQUIPMENT F. RECEPTACLE BOXES (I.E.: TELEVISION, TELEPHONE, ELECTRICAL, PLUMBING) G ANY OTHER FLOOR/CEILING,IROOF/C ILING OR WAN OR RECESSED L MENT ASSEMBLyH MAY PENETRATE 3. FIRE STOPPING / FIRE RESISTANCE JOINT SYSTEMS 4. SIGNAGE THE FOLLOWING BIDDER -DESIGN/ BUILD ITEMS REQUIRE SEPARATE PERMITS: 1. FIRE SUPPRESSION SYSTEM (NFPA 13 SPRINKLER AND STANDPIPES) TOTAL 147,422 PROPOSED FLOOR AREA GARAGE STALLS - LEVEL 1 (28) STANDARD STALLS (07) COMPACT STALLS* (02) VAN ACCESSIBLE STALL 2. REVIEW LOCAL JURISDICTIONAL REQUIREMENTS FOR COMPLETE INSTALLATIONS OF THE FOLLOWING: A. BUILDING FIRE ALARM SYSTEM (NFPA 72A) B. FIRE EXTINGUISHER SIZE, TYPE AND LOCATION 2. FIRE ALARM SYSTEM 3. MECHANICAL (INCLUDES SMOKE EVACUATION SYSTEM) 4. ELECTRICAL 5. PLUMBING TUKWILA MUNICIPAL CODE (TMC) TITLE 18 - ZONING ORDINANCE 2330 - TMC 16.46 FIRE PROTECTION IN MID -RISE BUILDINGS (>40 FT / 4 STORIES) BUILDING AREA, PER IBC 502: THE AREA INCLUDED WITHIN SURROUNDING EXTERIOR WALLS EXCLUSIVE OF VENT SHAFTS AND COURTS. AREAS OF THE BUILDING NOT PROVIDED WITH SURROUNDING EXTERIOR WALLS SHALL BE THE BUILDING AREA IF SUCH AREAS ARE INCLUDED WITHIN THE HORIZONTAL PROJECTION OF THE ROOF OR FLOOR ABOVE. (37) TOTAL STALLS GARAGE STALLS - LEVEL MEZZANINE (18) STANDARD STALLS (14) COMPACT STALLS* (02) ACCESSIBLE STALL C. FIRE SUPPRESSION SPRINKLER SYSTEM - VERIFY NFPA SYSTEMS D. EMERGENCY AND EXIT LIGHTING 3. COORDINATE WITH THE FOLLOWING UTILITIES AND COMPLY WITH LOCAL JURISDICTIONAL REQUIREMENTS: A. TELEPHONE UTILITY OCCUPANCY GROUPS LOWER BLDG. TYPE I -A BLDG. AREAS EXTERIOR COVERED AREAS TOTAL GROSS FLOOR AREA ALLOWABLE FLOOR AREA (34) TOTAL STALLS (71) TOTAL RESIDENTIAL GARAGE STALLS = 100% IN GARAGE (21) TOTAL COMPACT STALLS = 30% OF TOTAL RESIDENTIAL GARAGE PARKING B. CABLE TELEVISION UTILITY C. POWER UTILITY, VAULT AND EASEMENTS D. GAS UTILITY E. TRASH SERVICE AND RECYCLING SERVICE F. POSTAL AUTHORITY MIXED -USE, NON -SEPARATED USES (PER IBC 508.3): R-2: RESIDENTIAL APARTMENT & ASSEMBLY USES < 50 OCCUPANTS B: BUSINESS, OFFICE USE & ASSEMBLY USES < 50 OCCUPANTS S-1: GENERAL STORAGE (MODERATE HAZARD) S-2: ENCLOSED PARKING GARAGE & LOW HAZARD STORAGE SEE BUILDING AREAS THIS SHEET FOR OCCUPANCY AREA BREAKDOWN LEVEL 1 37,669 SF 1,753 SF 39,422 SF UNLIMITED MEZZ. 15,357 SF 0 SF 15,357 SF UNLIMITED TOTAL 53,026 SF 1,753 SF 54,779 SF UNLIMITED COMMERCIAL USES (TMC FIGURE 18-7) G. DEPARTMENT OF PUBLIC WORKS FOR: i. SANITARY SEWER ** ** 3 HOUR HORIZONTAL SEPARATION CITY OF TUKWILA PARKING DECISION L13-031 - COMPLEMENTARY PARKING REDUCTION & SHARED PARKING OFFICE / COMMERCIAL TENANT: 3 STALLS PER 1,000SF OF USEABLE AREA 3,272 SF X.90 (USEABLE) = 2,945 SF X.003 = 09 STALLS REQUIRED ii. STORM SEWER iii. WATER SUPPLY 4. THE FOLLOWING ITEMS SHALL BE BIDDER DESIGN/BUILD SYSTEMS. THE SUB - CONTRACTOR SHALL PROVIDE A COMPLETE SYSTEM TO THE OWNER WHICH COMPLIES WITH ALL JURISDICTIONAL REQUIREMENTS: A. FIRE SPRINKLER SYSTEM EOKEE C. SA M ALEVEL UPPER BLDG. TYPE V-A BLDG. AREAS EXTERIOR COVERED AREAS TOTAL GROSS FLOOR AREA ALLOWABLE FLOOR AREA SEE SHEETS A004 SERIES FOR DETAILED OCCUPANCY ANALYSIS LEVEL 2 23,554 0 SF 23,554 3 23,614 0 SF 23,614 36,000 SF CONSTRUCTION TYPES / CODE NOTES PROVIDED C. SMM EVVACUUATIOATION SYSTEM (33) GARAGE STALLS (01) SURFACE - SHARDED DRIVE D. ELECTRICAL E. PLUMBING ENERGY CODE COMPLIANCE LEVEL 4 23,614 0 SF 23,614 MAX. SINGLE FLOOR 34 STALLS COMMERCIAL STALLS TOTAL 1. (5) GARAGE STALLS TO BE ALLOCATED FOR BLDG. D, REMAINDER OF (20) SURPLUS STALLS FOR VILLAGE OVERFLOW PARKING F. MECHANICAL THE BIDDER DESIGN/BUILD SYSTEMS SHALL BE SUBMITTED TO THE APPROPRIATE JURISDICTION(S) FOR REVIEW AND APPROVAL. 2012 WASHINGTON STATE ENERGY CODE - COMPONENT PERFORMANCE METHOD LEVEL 5 23,614 0 SF 23,614 LEVELS: OCCUPANCY GROUPS: CONSTRUCTION TYPE:NOTE: TOTAL 94,396 SF 0 SF 94,396 SF 108,000 SF LEVELS 2-5 R-2 / (S-1 ACCESSORY) TYPE VA GRAND f ETA( 147 422 F 1,753 SF 149,155 SF »» THREE HOUR HORIZONTAL SEPARATION «« 2. ADDITIONAL (5) STALLS PROVIDED ON -STREET ROW ACCESSIBLE STALLS (PER IBC TABLE 1106.1) 26-50 = 2 REQUIRED 3 PROVIDED* 5. SUBCONTRACTORS SHALL PROVIDE DETAILS AND INFORMATION TO THE LOCAL JURISDICTION FOR APPROVAL SHOWING HOW PENETRATIONS OF FIRE- RESISTANCE RATED ASSEMBLIES (WALLS, FLOORS &CEILINGS) ARE PROTECTED. SEE SHEETS A009 SERIESFOR ENERGY 0 G CODE COMPLIANCE FORMS /CALCULATIONS. 1. HORIZONTAL BUILDING SEPARATION ALLOWANCE PER IBC 510.2 TYPE 5A CONSTRUCTION OVER PODIUM OF TYPE 1A CONSTRUCTION WITH 3 HOUR HORIZONTAL SEPARATION kvrrit.,c II) 1 1 r= ire 2. BUILDING PROTECTED THROUGHOUT BY AN APPROVED AUTOMATIC SPRINKLER UNIT MATRIX *(I) VAN STALL ON SURFACE AT SHARED DRIVE (2) VAN ACCESSIBLE STALLS IN GARAGE STALL SIZES: (SEE SHEET A020 & A100) PROVIDE "F" AND/OR "T" RATINGS FOR BOTH MEMBRANE & THROUGH PENETRATIONS, ALONG WITH APPROPRIATE APPROVAL NUMBERS FOR PROPOSED FIRESTOPPING SYSTEMS. CONCRETE METAL FRAMED NON-RESIDENTIAL SPACES LEVEL 1 & MEZZANINE WOOD FRAMED - RESIDENTIAL SPACES - LEVELS 2-5 SYSTEM IN ACCORDANCE WITH 903.3.1.1 (NFPA 13). 3. BUILDING PROVIDED WITH A MONITORED MANUAL AND AUTOMATIC FIRE DETECTION .fiAME ..: ......-I`+YPE...... :1AREJLVL 1LVL 2ILVL3 ILVL4ILVL' S- TOTAL TYPE_A SYSTEM THROUGHOUT WITH AUDIBLE AND VISUAL ALARMS (TMC 16.46.100). ONE BEDROOM UNITS': (21) STANDARD STALLS (10) COMPACT STALLS (03) VAN ACCESSIBLE STALL 4. CLASS 1 STANDPIPE HOSE CONNECTIONS PER TMC 16.46.050.E 1BEL+ 1.t3£tb ,1T� k 1 3 11 5. LEVEL ONE MEZZANINE PER IBC 505.1 MEZZANINE AREA >/= 1/2 FLOOR AREA BELOW PER IBC IBE•D-,4_iWr: 1 BEDW/:DOOR 475: 0 : 0 1 1 1 r :3 505.2.1, EXCEPTION 2: TYPE 1A CONSTRUCTION, SPRINKLERED NFPA 13 & APPROVED EMERGENCY VOICE/ALARM COMMUNICATION PER IBC 907.5.2.2. 6. NOT USED. 7. NOT USED. 8. ELEVATOR HOISTWAYS PRESSURIZED IN LIEU OF SMOKE DOOR (CORRIDOR CONTINITY). ,1BED-A_:d:. 1;BEDVd/0OOR ..... 475 0 : 4 1 1 0 G (34) TOTAL ON SITE STALLS (10) TOTAL COMPACT STALLS = 30% OF TOTAL COMMERCIAL GARAGE PARKING SUSTAINABLE PROGRAMS IBED-Ads>; 1:BEDW/;DOOR/SHOWERR - 475 0 .1 0 0 Or 1; •IBE040 1 BEDF_XTENDE4 . 495 0 1 3 3 3: 10 •1BED-A1_d:- 1 B£D EXTENDEDV /DO0R::::: 495 : 0 . 1 0 0 0 1 9. STANDBY GENERATOR SET PROVIDED ON PREMISE (NFPA 70) PER TMC 16.46.080 FOR LOADING STALLS (TMC 18.56.060) '18ED-B I BED F30 : 0 0 2 2 2r B EMERGENCY LIGHTING, STAIR ENCLOSURE & ELEVATOR SHAFT PRESSURIZATION AND ELEVATORS. GENERATOR LOCATED IN ADJACENT BUILDING E (ON SAME PROPERTY). 10. EMERGENCY COMMUNICATIONS SYSTEM PER TMC 16.46.110. OFFICE USE 3,000 - 100,000 SF = 1 STALL REQ'D 0 STALLS PROUD* *PER PARKING DECISION L13-031 BICYCLE PARKING REQUIRED (TMC 18.56.130 FIGURE 18-7) THE PROJECT SHALL COMPLY WITH THE FOLLWOING SUSTAINABLE PROGRAM REQUIREMENTS: 1. EVERGREEN SUSTAINABLE DEVELOPMENT v2.2: E IBEG� H_d 1<BED WiD00Ft 30 ': 0 2 . 0 4 0r 2 - 1BED-C :. 1 BED. 595: 0 1 : :::2 ;2 : -3 r 1BED-C rid 1:BEDW/W&D> 595: 0 0 0 b 1- r ,1: PROVIDE JACKS ON EACH FLOOR OF EACH STAIR TOWER AND BESIDE ELEVATOR. A MINIMUM OF SIX HANDSETS STORED IN EMERGENCY COMMUNICATIONS ROOM. 11. EMERGENCY COMMUNICATIONS SYSTEM ROOM CONSTRUCTED (IBC 911) PER TMC 16.46.120. 18ED-C d 1 BEDDOOR 595 0 1 1 1 0 r 3 COMMERCIAL USES: REFERENCE EVERGREEN PROJECT PLAN AND COMPLIANCE CHECKLIST PREPARED BY OWNER & GENERAL CONTRACTOR. '1B04G s 1:BED DOORW/SHOWER 595 0 1 0 0 :. ar 1 12. EMERGENCY EVACUATION NOTIFICATION SYSTEM (IBC 403) PER TMC 16.46.130. 1B£IC d �.ct 7B1 DDOOR L�srP�eD 595 0 0 1 6 '0 r I MINIMUM OF (2) STALLS REQUIRED (2) STALLS PROVIDED - SEE SITE PLAN A020 RESIDENTIAL USES: 2. SEATTLE CITY LIGHT BUILT -SMART PROGRAM FOR AFFORDABLE HOUSING: REFERENCE BUILT SMART USER MANUAL 13. SMOKE EVACUATION SYSTEM (IBC/IFC 909) PER TMC 16.46.140. :1 BED-G d wd A 1 BED DOOR WI W&D.`: 595 0 6 0 ;1 8 r 1 1 1 BED-C d wd_s_A 1 BED POOR W/W&D / SHOWER - 595: 0 0 : 0 1 -0 r 1 1 MINIMUM OF (2) STALLS REQUIRED (2) STALLS PROVIDED - IN GARAGE -SEE A100 http://www.seattle.gov/light/conserve/resident/cv5_abs.htm •18ED C1. 1BED.F{TENDEO ::: 623 : 0 ` 0 1 1 1 3 `1BED-C1_wd:::: 1';BEDEXTENDED. W/WAD 623: 0 0 1 :1 1r: ::3 I BED-C1_d_wd I BED EX"t',Er1DED.W/D00 Ft t W&D'> 623 i1 ` t 0 0 0 r <:1 ,1 BED_G1 d_s:..A 'I'B£13 EXtENDED WeDOOR I SHOWER.: 623 0 1: 0 0 <. D r 1 1 18E1n32wd l: I BED W/ V/SO .. 655 : 0 0 0 1 1 BED-C3 vrd: � :1 BED V//'.:W&D: /'SHOWER `658 0 : 1 0 0 :: 0': I SITE DIAGRAM: GRADE PLANE, BUILDING HEIGHT & BASEMENT CALCULATIONS 1BEDC3.; 1BEDGC)RNER 658 0 0 1 ° ar 1 1 SUBTOTAL: 1.6 17 18 17 ;65 4 ALLOWABLE BUILDING HEIGHT AND AREA :TWO BEDROOM Ut11TS 289.11 289.07 288.75 289.45 289.45 289.45 2BED-,,>< 2:BED MEZ2 ... 974 0 0 IP 289.40 POINT LENGTH "'-• ' ELEV.1 ELEV.2 ...'.' COMBINED'''. AVERAGE........... VALUE ...' 2BED-D_1, d 2 BEDW/W&D ' 761 0 2 2 2 1 7 A C 288.50 287.14 A 20.25. 289140. 28111. 578:51_ 28126 5857.41 PER IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: 28ED-E 2 BED 715 o D 0 b 3 3 B G K 0 287.27 B 1.29 28111: 289:07: 578:18 289:09: 372.93 .2BED E d 2 BED DOOR • 715 -- 0 0. 3 3 3 6 LEVELS LEVEL 1 & ME77ANINE (MAXIMUM 1 STORY + BASEMENT(S) ABOVE THE GRADE PLANE) OF THE BUILDING SHALL BE CONSIDERED A SEPARATE & DISTINCT BUILDING FOR THE PURPOSE OF DETERMINING AREA LIMITATIONS, CONTINUITY OF FIRE WALLS, NUMBER OF STORIES &TYPE OF CONSTRUCTION. LOWER BUILDING (PODIUM) = LEVELS P1 & 1 289.60 D E F H I J L M N P Q !!! TT 289.45 289.45 289.45 289.45 289 00 CI 20,56: 289:07 288:75 577.82: 288:91 5939.99 2EED'E s 2BEDVV/OOORfSH04'ER; 715 0 1 0 0 0 r 1 289.78 SS 289.50 / L W AA D 617 28875. 289.07.: 577.82: 288.91, 1782.57 28E11 E d �s r 2;B£D �+/-t300R/ !s&D 715 . 0 :; 8 :. 2 O r ,3 289.95 1� 1� 289.07 289.07 289.50 289.50 289.50 S T U V X Y Z E 1833 28107 28907 578:14: 289.07 5293.65 28E0-E d W_A BED W/:L'0DR/:ti' &D 715 0 0 0 1 0 1 1 QQ RR 289.50 `L 289.50 CC_ BB 288.90 DD 288.99 289.00 F G t{ I, J. K. 3.00 1358 3.00 . 15.92 3.00 13.:58: 289.07 2$8:50 289 45 2$9.50 28950` 289.45, 288.50 289:45: 289.50 289 50 289.45` 289.50 577.57' 577:95 578.95 579 00: 578.95 578.90 : 288.79' 288;98 289.48 289.50 289.48' 289.45 866.36 3924:28 868.43 4608.84 $68.43 3930.73 28U E �E �r.tl_s A . 2BEDt 1:::100RfSHOr,'VERIV8,0:' 715 E. 0 1 0 p 0 1 1 2BED-E �.'d 2-BED W/ W&D .... : 715 0 .:: 0 0 0 2 r 2 .. IN MIXED -USE / NON -SEPARATED OCCUPANCIES, THE ALLOWABLE BUILDING AREA AND HEIGHT ARE BASED ON THE MOST RESTRICTIVE ALLOWANCES FOR THE OCCUPANCIES INCLUDED (IBC 508.3.2). PER TABLE 503, TYPE 1-A: (COMPLIES WITH TABULAR ARES WITHOUT INCREASES) HEIGHT (feet) HEIGHT (Stories) Area (SF) 2B£ti-E1... 2:BED E Ct 'ID D; . ` 734 ; 0 0 : 6 8 s' r :17 MD.-E1 A': 2:BED EXTENDED . 734 0 :: 0 0 0 . 0r l 1 28E0 E1 s : 2'BED EXTENDED W DOOR: 734 0 :: 4 0 0 Q 4 . 2BEl -.E1 d s• . 2:' BED..EXTENDED V+1/QCOOR / SHOWER;:: 734 .. 4 : 2 0 0 0 : 2 EE PP 288.60 L. M N C). O. Q R 5 T 3 00-- 15 02: 3 00.. 1358: 3,00 16:58: 9,00 12:92 ...3420 289�45: 289.50 289 50 289.45 289 45 289.50' 28714. 287:27 289.45.- 289:59 289 50 289.45: 249:45.: 289.50 287.14 287.27 289:45' 289:50 578,45 579.00 578.95 • 578.90' 578.9E 576,64 574.41 576.72. 578..95 28143 • 289.50 239.48: 289.45 289 48: 288 32: 287.21 288:36 289.48 : 868.43 4608:84. 868:43 3930.73 868.43 4780.3E 2584 85 3725:61. $68A3 28Et.E1_iii,d. 2 BED EXTENDED,W.1W&D. 734: 0 4 1 1 1 3 B (BUSINESS) UNLIMITED UNLIMITED R-2 (RESIDENTIAL) UNLIMITED UNLIMITED S-2 (PARKING GARAGE) UNLIMITED UNLIMITED S-1 (MOD HAZ. STORAGE) UNLIMITED UNLIMITED LEVEL 1 - MEZZANINE AREA (PER IBC 505.2 DOES NOT CONTRIBUTE TO THE FLOOR 2BEG-E1_d '44d 2.BEDEXTENDED'�7+1i'DOOR./1/'u0_: 734 : 0 1 0 0 -P.-1 SUBTOTAL . 5 11. 14 14 12 3 TOTAL: 27 31; 32 29 126 7 5.60,d NOTES 1 .NO.UN[TS ON LEVELS P1, LEVEL 1 & MEZZANINE 2 ALL UN[TS ARE TYPE B A.CCESSIBLEEXCEPTFOR .._ ,_: AREA OR THE NUMBER OF STORIES.) UPPER BUILDING = LEVELS 2- 5 (REQUIRES AREA INCREASES PER IBC 504 & 506) 292.70 292.49 293.40 ;: �E WED FOR :'CODE COMPLIANCE APP OVE® `: JUL 2 7 2015 City ofTukwIa UILDING DIVISION U: V W X Y Z AA BB: CC DO.10.21 EE 5 92 3.,00 3:00 16:33 15.8 4.33 38.85 21:67 1.73> 11.81 2$9:Sp: 289:50 ..-•., . 289;45, 289 45 289.50' -289.50 289.4E 289:00- 288:90' 288.99 289.00 289 50: 289 45 289:45 289 50 28150. 289 45: 289.00. 288:90 288;99: 289.00: 288.60 579.00 578.9E 578.90: 578.9E 579:00: 578.95 578,45 577.90 577.89 577.99'. 577.60 289.50 289.48' 289.4E 289.48 289.50: 289.48 289.23 288.95: 288:95 289.00. 288.80 4608.84 868:43 868.3E 4727;13 1036.41 1253.43. 11236,39 6261:55 499:87 2950,64. 3410.73 I#ESIG iATED A ...UNIT5i WHICH ARE TYPE A ACCESSIB LE :k:. -:. ., 3 SEE PLANS FOR Cf1LLQUT.S �.,_ _-., ...._ UNIT PLAN NAMING PI L: CA wti,r __. ....._. of "REVERSED UNIT PLAN LOCATIONS.:. STANDARD A11 I # EDROO » UN N . E UP IT B fr i.:_=wwd • '-- ,'�s T : d yr • LA .t FtFI TYPE t ODl EFTS I .. , _' i Area(SF)4 PER TABLE 503, TYPE V-A: HEIGHT (feet) 50 HEIGHT (Stories) a R-2 (RESIDENTIAL APARTMENTS) 4 12,000 AUTOMATIC SPRINKLER INCREASE (IBC 504.2): - INCREASE TABULAR HEIGHT BY 20 FEET - INCREASE TABULAR NUMBER OF STORIES BY 1 ALLOWABLE BUILDING HEIGHT: 50 FT. + 20 FT = 70 FT ABOVE GRADE PLANE* i--- 00 FF 289.00. 577.60.: * 65'-0" HEIGHT LIMIT PER TMC URBAN RENEWAL OVERAL ZONE ACTUAL BUILDING HEIGHT: SEE ELEVATIONS SHEETS A200 SERIES ALLOWABLE NUMBER OF STORIES: 3+1 + 1 = 5 STORIES (PER TMC 16.05) NN MM 289.21 110.46 288.60 288,80' 31900.85 292.50 ak LL 289.50A 289.00 i GG: HH 10.81: 9.35. 289.00: 289.21 289.21. 289,00 578.21: 578:21 289.11: 289.11:. 3125:23 270113 GG II 183$ 289.00 289.45': 578.4E 289.23 5315.96. ACCESSIBLE UNITS KK HH 11 2.5 289.45° 289.50 578.9E 289.48 729.48 ACTUAL NUMBER OF STORIES: 4 STORIES VA OVER TYPE 1A PODIUM (1 STORY ABOVE GRADE PLANE + (1) BASEMENT LEVELS) SEE DRAWING THIS SHEET FOR SITE GRADE PLAN CALCULATION AND DIAGRAM TYPE VA ALLOWABLE BUILDING AREA: 12,000 SF (At) BUILDING AREA MODIFICATIONS (IBC 506): \, JJ • II 294.67 289.45 GRADE PLANE (IBC CHAPTER 2): A REFERENCE PLANE REPRESENTING THE AVERAGE OF FINISHED GROUND LEVEL ADJOINING THE BUILDING AT EXTERIOR UNIFORMLY ALONG EXTERIOR WALL. BUILDING HEIGHT (IBC CHAPTER 2): THE VERTICAL DISTANCE FROM GRADE PLANE TO THE AVERAGE HEIGHT OF THE HIGHEST ROOF SURFACE - SEE BUILDING DIMENSIONS. BASEMENT (IBC CHAPTER 2): A STORY THAT IS NOT CONSIDERED A STORY ABOVE GRADE PLANE (IBC CHAPTER 2): TO BE CONSIDERED A BASEMENT, 289.00 WALLS. GRADE SLOPES ELEVATIONS FOR THE FINISHED SURFACE OF THE KK: LL MM NN Q0 PP QQ. RR SS Tr' 100.23 1617 10.E 60 3.13 2190: 121.33 4.33. 6:50' 4.58 15.33 289 50:: 294:67: 29340` 292 50 292. 49; 292 70: 289.95: 28978: 2> 9 0: 289.50: 294 67 293:40 292:50: 292.49 29Z70s 289.95; 289:78. 289 6D • 289 50: 289:40 584.17 580.0.7` 585:90 584:99 585:19:: 582.65: 579.73: 579.38 579.10 578,90 292.09. 294.04- 292.9E : 292,50-: 292.60 29.1;33- 289,87 289.69' 289,5E 289.45 29275.68 4754.55 30935,52 915,51 8748.59 353.46.46 -1255.12. 1882,99 1326.14 4437;27 TYPE A ACCESSIBLE UNITS: R-2 OCCUPANCY (IBC 1107.6.2.1.1 WA. STATE AMENDMENTS): 5% OF THE TOTAL UNITS. TYPE A UNITS SHALL BE DISPERSED AMONG THE VARIOUS CLASSES OF UNITS. PROPORTIONAL DISTRIBUTION (IBC 1107.6 WA. STATE AMENDMENTS): TYPE A UNITS SHALL BE APPORTIONED AMONG EFFICIENCY DWELLING UNITS, SINGLE BEDROOM UNITS AND MULTIPLE BEDROOM UNITS IN PROPORTION TO THE NUMBERS OF SUCH UNITS IN THE BUILDING. TYPE B ACCESSIBLE UNITS: R-2 APARTMENTS (IBC 1107.6.2.1.2) ALL REMAINING UNITS REQUIRED TO BE TYPE B ACCESSIBLE TOTAL UNITS = 125 REQUIRED ACCESSIBLE UNITS: 125 X .05 = 6 == 7 TYPE A UNITS PROPORTIONAL DISTRIBUTION: (68) 1 BEDROOM UNITS = 50% _ (4) 1 BEDROOM TYPE A UNITS (57) 2 BEDROOM UNITS = 50% _ (3) 2 BEDROOM TYPE A UNITS1st TYPE VA ALLOWABLE BUILDING AREA: 12,000 SF (At) per Story Aa ={ At + [ At x I f] + [ At x Is ]} FRONTAGE INCREASE If = [F/P-0.25]W/30 = NOT CALCULATED AS BUILDING COMPLIES WITHOUT INCREASE Is = 2 (200% INCREASE) PER IBC 506.3 AUTOMATIC SPRINKLER SYSTEM (903.3.1.1, NFPA 13) Aa = { 12,000 + [ 12,000 X 0] + [ 12,000 x 2]} = 36,000 SF MAXIMUM ALLOWABLE PER FLOOR MAXIMUM ALLOWABLE AREA DETERMINATION (IBC 506.4.1) 36,000 SF X 3 = 108,000 SF FLOOR NEXT ABOVE MUST BE: 1. LESS THAN 6 FEET ABOVE GRADE PLANE 2. NO MORE 12 FEET ABOVE THE FINISHED GROUND AT ANY POINT. perimeter " "' ' grade! plane elevation 887,73' ' 7 " """ " ' '' "'" .' 252796,90 :' "290.40 HORIZONTAL BUILDING SEPARATION ALLOWANCE (IBC 510.2): THE BUILDING BELOW THE 3 HOUR HORIZONTAL ASSEMBLY CAN BE NO MORE THAT 2 STORIES ABOVE GRADE PLANE. DETERMINING GRADE PLANE CALCULATION BASEMENT CALCULATIONS roof struct. 2.61 5th-flrtorf 8.10 RECEIVED (a) ELEV 1 + ELEV 2 / 2 = ELEV AVERAGE * LENGTH = VALUE THIS BUILDING DOES NOT HAVE A BASEMENT 4tft#Irto:fG 9:15 CITY OF TUKWILA (b) ELEV 1 + ELEV 2 / 2 = ELEV AVERAGE * LENGTH = VALUE 3rd flrto fle 9:15 TOTAL VALUE TOTAL PERIMETERii••••••.....,.......0.Mezz 2nd fir to fie .9:15 MAY 2 2 2015 flrto#ii T0.50• flr to flr 10.00 .ACTUAL VALUE /TOTAL PERIMETER -GRADE PLANE ELEVATION ,58 66 PERMIT CENTER AREA: SEE BUILDING AREAS THIS SHEET NO STORY SHALL EXCEED THE ALLOWABLE BUILDING AREA PER STORY (Aa) = 36,000 SF (125) TOTAL UNITS = 100% = (7) TYPE A UNITS('`jTOTAL SEE UNIT MATRIX THIS SHEET FOR TYPE AND LOCATION OF TYPE A ACCESSIBLE UNITS. TYPE A ACCESSIBLE UNITS ARE NOTED ON THE BUILDING PLANS WITH �� MAXIMUM ALLOWABLE BUILDING HEIGHT CALCULATION allowable bld8 ht fram grade,plane = 355i40 actual height-fevm g'radr 349.06 BUILDING CODE- HEIGHT/ELEVATION: + = * +4 p14ne;=: 290.40' 65' 355.40' ACTUAL PROPOSED HEIGHT / ELEVATION: 349.06' - SEE SHEETS A200 & A201 JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLWVINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET .4. in C0 N N oI- d A .- 0 w LX ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: 1026.05 DRAWN BY: DWK/GUCMR CHECKED BY: DWK BUILDING CODE COMPLIANCE NOTES 001 BID SET/PERMIT COMMENTS GENE' 'kL NOTES A. GENERAL 1. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES THAT EXIST WITHIN THE DRAWINGS 2. ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE GOVERNING CODES LISTED SHEET A001. 3. COMPLY WITH ALL APPLICABLE CODES & ORDINANCES. 4. UNLESS OTHERWISE NOTED, PLAN DIMENSIONS ARE TO FACE OF STUDS. 5. DO NOT SCALE DRAWINGS 6. VERIFY ALL ROUGH -IN DIMENSIONS FOR EQUIPMENT PROVIDED IN THIS CONTRACT OR BY OTHERS. 7. VERIFY SIZE AND LOCATION OF AND PROVIDE ALL OPENINGS THROUGH FLOORS AND WALLS W/ APPROPRIATE FIRE PROTECTION. REFER TO SHEET A006e FOR PENETRATION NOTES AND DETAILS. 8. REPETITIVE FEATURES ARE OFTEN DRAWN ONLY ONCE AND SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL. 9. ALL DOORS NOT LOCATED BY DIMENSIONS ON PLANS, INTERIOR ELEVATIONS, OR DETAILS SHALL BE 3" (2 STUDS) FROM FACE OF ADJACENT STUD WALL TO EDGE OF DOOR ROUGH OPENING. 10. FINISH FLOOR (FIN. FLR.) REFERS TO TOP OF GYPCRETE OR TOP OF CONCRETE SLAB. SUBFLOOR REFERS TO TOP OF PLYWOOD FLOOR SHEATHING. 11. REFER TO INTERIOR ELEVATIONS & I.D. DRAWINGS FOR CABINET, COUNTER LENGTHS, DIMENSIONS, COUNTERTOP MATERIALS AND DETAIL REFERENCES. FIELD VERIFY ALL DIMENSIONS. B. SITE ISSUE 1. VERIFY GRADES SHOWN ON DRAWINGS PRIOR TO CONSTRUCTION. 2. ALL ROOF DOWNSPOUTS TO BE TIGHTLINED TO STORMWATER SYSTEM - SEE CIVIL AND LANDSCAPE DRAWINGS. 3. FIRE DEPT REQUIREMENT: VERIFY MIN. HEIGHT LETTERS, 1/2" MIN. WIDTH LETTERS, CONTRASTING BACKGROUND, PLAINLY VISIBLE FROM THE STREET. C. MOISTURE CONTROL 1. EXTERIOR WALLS WEATHER PROTECTION (IBC 1403.2): THE EXTERIOR WALL SHALL PROVIDE WEATHER PROTECTION FOR THE BUILDING. THE MATERIALS OF THE MINIMUM NOMINAL THICKNESS SPECIFIED IN TABLE 1405.2 SHALL BE ACEPTABLE AS APPROVED WEATHER COVERINGS. 2. VENTILATION (IBC 1203):BUILDINGS SHALL BE PROVIDED WITH NATURAL VENTILATION IN ACCORDANCE WITH SECTION 1203.4, OR MECHANICAL VENTILATION IN ACCODANCE WITH THE IMC. 3. ATTIC SPACES(IBC 1203.2): ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRCTLY TO THE UNDERSIDE OF ROOF FRAMING MEMBERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATION OPENINGS PROTEDTED AGAINST THE ENTRANCE OF RAIN AND SNOW. UNVENTED ATTIC ASSEMBLIES (SPACES BETWEEN CEILING JOISTS OF THE TOP STORY AND THE ROOF RAFTERS) ARE PERMITED ACCORDANCE WITH IBC 1203.2 #4. 4. VAPOR RETARDERS (IBC 1405.3) CLASS I OR CLASS II VAPOR RETARDERS SHALL BE PROVIDED ON THE INTERIOR SIDE OF FRAME WALLS IN ZONES 5,6,7,8 AND MARINE 4. THE APPROPRIATE ZONE SHALL BE SELECTED IN ACCORDANCE WITH CHAPTER 3 OF THE INTERNATIONAL ENERGY CONSERVATION CODE. MATERIAL VAPOR RETARDER CLASS SHALL BE ACCORDANCE WITH IBC 1405.3.2. A. B. C. CLASS I: SHEET POLYEHYLENE, NONPERFORATED ALUMINUM FOIL CLASS II: KRAFT-FACED FIBERGLASS BATTS OR PAINT WITH A PERM RATING GREATER THAN 0.1 AND LESS THAN OR EQUAL TO 1.0 CLASS III: LATEX OR ENAMEL PAINT. (CLASS III VAPOR RETARDERS SHALL BE PERMITTED PER IBC 1405.3.1. 5. AIR LEAKAGE (WSEC C402.4) THE THERMAL ENVELOPE OF BUILDINGS SHALL COMPLY WITH SECTIONS C402.4.1 THROUGH C402.4.8. 6. AIR LEAKAGE OF FENESTRATION (WSEC 402.4.3) THE AIR LEAKAGE OF FENESTRATION ASSEMBLIES SHALL MEET THE PROVISIONS OF TABLE C402.4.3. 7. RECESSED LIGHTING FIXTURES (WSEC 402.4.8) RECESSED LUMINAIRES INSTALLED IN THE BUILDING THERMAL ENVELOPE SHALL BE SEALED TO LIMIT AIR LEAKAGE BETWEEN CONDITIONED AND UNCONDITIONED SPACES. ALL RECESSED LUMINAIRES SHALL BE IC RATED AND LABELED AS HAVING AN AIR LEAKAGE RATE OF NOT MORE THAN 2.0 CFM WHEN TESTED IN ACCORDANCE WITH ASTM E 283 AT A 1.57 PSF PRESSURE DIFFERENTIAL. ALL RECESSED LUMINAIRES SHALL BE SEALED WITH A GASKET OR CAULK BETWEEN THE HOUSING AND INTERIOR WALL OR CEILING COVERING. F. MATERIALS 1. THERMAL AND SOUND INSULATING MATERIALS (IBC 720): REQUIRED FLAME SPREAD INDEX OR SMOKE -DEVELOPED INDEX SHALL BE DETERMINED IN ACCORDANCE WITH ASTM E 84 OR UL 723. A. INSULATION MATERIALS IN A CONCEALED INSTALLATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. (IBC 720.2) B. INSULATION MATERIALS IN AN EXPOSED INSTALLATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. (IBC 720.3) C. CELLULOSE LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CFR, PART 1209 AND PART 1404 (IBC 720.6) D. INSULATION COVERING ON PIPE AND TUBING SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. (IBC 720.7) 2. FOAM PLASTIC INSULATION SHALL CONFORM TO THE REQUIREMENTS OF IBC 2603: UNLESS OTHERWISE INDICATED IN THIS SECTION, FOAM PLASTIC CORES OF MANUFACTURED ASSEMBLIES SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 75 AND A SMOKE DEVELOPMENT INDEX OF NOT MORE THAN 450 TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. 3. WALL AND CEILING FINISHES (IBC 803): INTERIOR WALL AND CEILING FINISHES SHALL BE CLASSIFIED IN ACCORDANCE WITH ASTM E 84 OR UL 723. THE MAXIMUM FLAME -SPREAD CLASS OF FINISH MATERIALS USED ON INTERIOR WALLS AND CEILINGS FOR R-2 OCCUPANCIES IN A SPRINKLERED BUILDING SHALL BE CLASS C FOR EXIT ENCLOSURES & PASSAGEWAYS, CORRIDORS AND ROOMS AND ENCLOSED SPACES. FOR GROUP A-3 IN A SPRINKLERED BUILDING SHALL BE CLASS B FOR EXIT ENCLOSURES & PASSAGEWAYS AND CORRIDORS AND CLASS C FOR ROOMS AND ENCLOSED SPACES (IBC TABLE 803.9). CLASS B: FLAME SPREAD INDEX 26-75, SMOKE DEVELOPED INDEX 0-450. CLASS C: FLAME SPREAD INDEX 76-200, SMOKE DEVELOPED INDEX 0-450. (IBC 803.1.1) 4. TOILET AND BATHROOM REQUIREMENTS (IBC 1210) A. FLOORS AND WALL BASE (IBC 1210.2.1): IN OTHER THAN DWELLING UNITS, TOILET, BATHING AND SHOWERS ROOM FLOOR FINISH MATERIALS SHALL HAVE A SMOOTH HARD, NON-ABSORBANT SURFACE. THE INTERSECTION OF FLOORS AND WALLS SHALL HAVE A SMOOTH, HARD, NON-ABSORBANT VERTICAL BASE THAT EXTENDS UP THE WALL AT LEAST 4 INCHES. B. IN OTHER THAN DWELLING UNITS, WALLS AND PARTITIONS WITHIN 2 FEET OF URINALS AND WATER CLOSETS SHALL HAVE A HARD, NON-ABSORBANT SURFACE TO A HEIGHT OF 4 FEET ABOVE THE FLOOR. THE MATERIAL SHALL BE OF A TYPE THAT IS NOT ADVERSELY AFFECTED BY MOISTURE. TOILET ROOM ACCESSORIES PROVIDED ON OR WITHIN WALLS SHALL BE INSTALLED AND SEALED TO PROTECT STRUCTURAL ELEMENTS FROM MOISTURE. (IBC 1210.2.2) C. SHOWERS (IBC 1210.2.3) SHOWER COMPARTMENTS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS .SHALL BE FINISHED WITH A SMOOTH, NON -ABSORBENT SURFACE TO A MINIMUM HEIGHT OF 70 INCHES ABOVE THE DRAIN INLET. 5. MASONRY: ALL NON-STRUCTURAL FACING OF BRICK, CONCRETE, STONE, ETC., SHALL BE GOVERNED BY THE REQUIREMENTS OF IBC 1405. 6. PROTECTION AGAINST DECAY OR TERMITES (IBC 2304.11): PROVIDE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD IN THE FOLLOWING LOCATIONS: A. JOISTS, GIRDERS AND SUBFLOOR AND SUPPORTING FLOOR CONSTRUCTION: JOISTS OR WOOD STRUCTURAL FLOORS CLOSER THAN 18 INCHES OR WOOD GIRDERS CLOSER THAN 12" TO THE EXPOSED GROUND IN CRAWL S PACES OR UNEXCAVATED AREAS WITHIN THE PERIMETER FOUNDATION (IBC 2304.11.2.1) B. WOOD SUPPORTED BY EXTERIOR FOUNDATION WALLS: WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8" FROM EXPOSED EARTH (IBC 2304.11.2.2) C. EXTERIOR WALLS BELOW GRADE: WOOD FRAMING MEMBERS ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR MASONRY OR CONCRETE WALLS BELOW GRADE (IBC 2304.11.2.3) D. SLEEPERS AND SILLS ON A CONCRETE SLAB THAT IS IN DIRECT CONTACT WITH THE EARTH. (IBC 2304.11.2.4) E. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. (IBC 2304.11.2.7) F. THE PORTIONS OF GLU-LAMINATED TIMBERS THAT FORM STRUCTURAL SUPPORTS OF A BUILDING / STRUCTURE AND ARE EXPOSED TO THE WEATHER SHALL B. BE PRESSURE TREATED WITH PRESERVATIVE OR NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD (IBC 2304.11.3) G. WOOD STRUCTURAL MEMBERS SUPPORTING MOISTURE -PERMEABLE FLOORS OR ROOFS THAT ARE EXPOSED TO THE WEATHER, SUCH AS CONCRETE SLABS, SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD UNLESS SEPARATED FROM SUCH FLOORS OR ROOFS BY AN IMPERVIOUS MOISTURE BARRIER. (IBC 2304.11.4.2) H. NATURALY DURABLE OR PRESERVATIVE -TREATED WOOD SHALL BE UTILIZED FOR THOSE PORTIONS OF WOOD MEMBERS THAT FORM THE STRUCTURAL SUPPORTS OF BUILDINGS, BALCONIES, PORCHES OR SIMILAR WHICH ARE EXPOSED TO WEATHER. (IBC 2304.11.5) C. BUILDING BLOCKS 1. FLOOR SURFACE (ICC/ANSI 302): A. SHALL BE STABLE, FIRM AND SLIP -RESISTANT. B. CARPET SHALL HAVE A FIRM CUSHION, PAD OR BACKING OR NO CUSHION OR PAD. CARPET SHALL HAVE A LEVEL LOOP, TEXTURED LOOP, LEVEL CUT PILE OR LEVEL CUT/UNCUT PILE TEXTURE. THE PILE SHALL BE 1/2" MAX. IN HEIGHT. C. OPENINGS IN FLOOR SURFACE SHALL NOT PERMIT THE PASSAGE OF 1/2" DIAM. SPHERE. ELONGATED OPENINGS SHALL BE PLACED WITH LONG DIRECTION PERPENDICULAR TO DOMINANT DIRECTION OF TRAVEL. 2. CHANGES IN LEVEL (ICC/ANSI 303): A. CHANGES IN LEVEL OF 1/4" MAXIMUM IN HEIGHT ARE ALLOWED TO BE VERTICAL. B. CHANGES IN LEVEL GREATER THAN 1/4" AND NOT MORE THAN 1/2" MAXIMUM HEIGHT SHALL BE BEVELED WITH A SLOPE NOT STEEPER THAN 1:2. 3. A. B. C. D. 4. A. B. C. D. E. F. TURNING SPACE (ICC/ANSI 304): FLOOR SURFACE OF TURNING SPACE SHALL HAVE A SLOPE NOT STEEPER THAN 1:48. CIRCULAR: 60" MIN. DIAMETER, PERMITTED TO INCLUDE KNEE & TOE CLEARANCE. T-SHAPED: REFER TO FIGURE 304.3. DOORS ARE PERMITTED TO SWING INTO TURNING SPACE UNLESS OTHERWISE SPECIFIED. CLEAR FLOOR SPACE (ICC/ANSI 305): FLOOR SURFACE OF TURNING SPACE SHALL HAVE A SLOPE NOT STEEPER THAN 1:48 (2%). SIZE: 30" X 48" PERMITTED TO INCLUDE KNEE & TOE SPACE UNLESS OTHERWISE SPECIFIED. POSITIONED FOR EITHER A PARALLEL OR FORWARD APPROACH. ONE FULL, UNOBSTRUCTED SIDE SHALL ADJOIN OR OVERLAP AN ACCESSIBLE ROUTE. IF POSITIONED IN AN ALCOVE, ADDITIONAL MANEUVERING CLEARANCES ARE REQUIRED. 5. KNEE AND TOE CLEARANCES (ICC/ANSI 306): WHERE SPACE BENEATH AN ELEMENT IS INCLUDED AS PART OF A CLEAR FLOOR SPACE, CLEARANCE OR TURNING SPACE IT SHALL COMPLY AS FOLLOWS: A. TOE CLEARANCE: SPACE BENEATH AN ELEMENT BETWEEN THE FLOOR AND 9" ABOVE THE FLOOR; 17" MIN /25" MAX. DEPTH UNDER AN ELEMENT; 30" MIN. IN WIDTH. B. KNEE CLEARANCE: SPACE BENEATH AN ELEMENT BETWEEN 9" AND 27" ABOVE THE FLOOR; 11" MIN / 25" MAXIMUM DEPTH UNDER AN ELEMENT AT 9" ABOVE THE FLOOR. 8" MIN. IN DEPTH AT 27" ABOVE THE FLOOR. BETWEEN 9" AND 27" THE KNEE CLEARANCE MAY BE REDUCED AT A RATE OF 1" FOR EACH 6" IN HEIGHT; 30" MIN. IN WIDTH. 7. GYPSUM CONSTRUCTION (IBC 2508) A. GYPSUM BOARD SHALL BE INSTALLED IN COMPLIANCE WITH ASTM C 840 & GA 216, GYPSUM SHEATHING: ASTM C 1280.(IBC 2508.1) GYPSUM WALLBOARD OR GYPSUM PLASTER SHALL NOT USED IN ANY EXTERIOR SURFACE WHERE EXPOSED TO THE WEATHER. GYPSUM SHEATHING SHALL BE INSTALLED ON EXTERIOR SURFACES IN ACCORDANCE WITH ASTM C 1280. (IBC 2508.2) GYPSUM WALLBOARD, GYPSUM LATH OR GYPSUM PLASTER SHALL NOT BE INSTALLED UNTIL WEATHER PROTECTION FOR THE INSTALLATION IS PROVIDED. A (IBC 2508.2.1) WHEN APPLIED DIRECTLY ON FRAMING, ALL EDGES AND ENDS OF GYPSUM WALLBOARD IN SINGLE -PLY APPLICATIONS SHALL OCCUR ON THE FRAMING B. MEMBERS, EXCEPT THOSE EDGES WHICH ARE PERPENDICULAR TO THE FRAMING (IBC 2508.3) WOOD SUPPORTS FOR GYPSUM WALLBOARD SHALL BE NO LESS THAN 2" NOMINAL IN THE SMALLEST DIMENSION, EXCEPT THAT 1" NOMINAL BY 2" NOMINAL C. FURRING STRIPS MAY BE USED OVER SOLID BACKING. (IBC 2504.1.1). GLASS MAT WATER-RESISTANT GYPSUM BACKING PANELS, DISCRETE NONASBESTOS FIBER -CEMENT INTERIOR SUBSTRATE SHEETS OR NONASBESTOS FIBER -MAT REINFORCED CEMENT SUBSTRATE SHEETS (ASTMC 1178, C1288 OR C1325) INSTALLED IN ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS SHALL BE USED AS A BASE FOR WALL TILE IN TUB AND SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS. WATER RESISTANT GYPSUM BACKING BOARD SHALL BE USED AS A BASE FOR TILE IN WATER CLOSET COMPARTMENT WALLS (ASTM C 840, GA-216). REGULAR GYPSUM WALLBOARD IS PERMITTED UNDER TILE OR WALL PANELS IN OTHER CEILING AREAS.(IBC 2509.2) WATER RESISTANT GYPSUM BACKING BOARD SHALL NOT BE USED OVER A VAPOR RETARDER IN SHOWER OR BATHTUB COMPARTMENTS, IN DIRECT EXPOSURE TO WATER OR AREAS SUBJECT TO HIGH HUMIDITY OR ON CEILINGS WHERE FRAMING EXCEED 12" O.C. FOR 1/2" BOARD OR 16" O.C. FOR 5/8" BOARD.(IBC 2509.3) B. C. D. E. F. 8. AIR BARRIER (WSEC 402.4.1) A CONTINUOUS AIR BARRIER SHALL BE PROVIDED THROUGHOUT THE BUILDING THERMAL ENVELOPE. THE AIR BARRIERS SHALL BE G. PERMITTED TO BE LOCATED ON THE INSIDE OR OUTSIDE OF THE BUILDING ENVELOPE, LOCATED WITHIN THE ASSEMBLIES COMPOSING THE ENVELOPE, OR ANY COMBINATION THEREOF. THE AIR BARRIER SHALL COMPLY WITH SECTION C402.4.1.1 AND C402.4.1.2. D. HAZARD 1. GUARDS (IBC 1013) A. SHALL BE LOCATED ALONG OPEN SIDED WALKING SURFACES THAT ARE LOCATED MORE THAN 30 INCHES TO FLOOR OR GRADE BELOW. GUARDS SHALL BE NO LESS THAN 42 INCHES IN HEIGHT, EXCEPT THAT WITHIN INDIVIDUAL UNITS OF R-2 OCCUPANCIES, WHERE THE TOP OF THE GUARD ALSO SERVES AS A HANDRAIL ON THE OPEN SIDE OF STAIRS, THE TOP OF THE GUARD SHALL HAVE A HEIGHT NOT LESS THAN 34" MIN. AND NOT MORE THAN 38" MAX. IN HEIGHT (IBC 1013.2, EXCEPTION 2). GUARDS SHALL NOT HAVE OPENINGS WHICH ALLOW PASSAGE OF A SPHERE 4 INCHES IN DIAMETER (IBC 1013.3). B. MECHANICAL EQUIPMENT / ROOF HATCHES: GUARDS SHALL BE PROVIDED WHERE MECHANICAL EQUIPMENT OR ROOF HATCH IS LOCATED WITHIN 10 FEET OF A ROOF EDGE OR OPEN SIDE OF A WALKING SURFACE LOCATED MORE THAN 30 INCHES ABOVE THE FLOOR, ROOF OR GRADE BELOW. GUARDS MUST PREVENT THE PASSAGE OF A SPHERE 21" IN DIAMETER AND EXTEND NOT LESS THAN 30" BEYOND THE EACH END OF THE EQUIPMENT (IBC 1013.6). 2.SAFETY GLAZING (IBC 2406) IS REQUIRED IN HAZARDOUS LOCATIONS. REFER TO WINDOW SCHEDULE SHEET A610 FOR SPECIFIC LOCATIONS. E. FIRE SAFETY ISSUES 1. AUTOMATIC SPRINKLER SYSTEMS : PROVIDE AN APPROVED SPRINKLER SYSTEMS DESIGNED AND INSTALLED IN ACCORDANCE W/ IBC 903.3.1.1. SPRINKLERS SHALL BE INSTALLED THROUGHOUT IN ACCORDANCE WITH NFPA 13, EXCEPT AS PROVIDED IN 903.1.1.1. 2. STANDPIPE SYSTEMS : PROVIDE CLASS I STANDPIPES PER IBC 905.3.1 EXCEPTION 1, INSTALLED IN ACCORDANCE WITH NFPA 14. IN EVERY REQUIRED STAIRWAY, A HOSE CONNECTION SHALL BE PROVIDED FOR EACH FLOOR LEVEL ABOVE OR BELOW GRADE. HOSE CONNECTIONS SHALL BE MADE AT AN INTERMEDIATE FLOOR LEVEL LANDING BETWEEN FLOORS, UNLESS OTHERWISE APPROVED BY THE BUILDING OFFICIAL (IBC 905.4). 3. PORTABLE FIRE EXTINGUISHERS (IBC 906): FOR BUILDINGS UNDER CONSTRUCTION PROVIDE PORTABLE FIRE EXTINGUISHERS PER 3315 OF THE INTERNATIONAL FIRE CODE. FOR GROUPS A,B,M,R-2,S-2 OCCUPANCIES PROVIDE PORTABLE FIRE EXTINGUISHERS SELECTED, INSTALLED AND MAINTAINED IN ACCORDANCE WITH IBC 906.2 AND NFPA 10. ORDINARY HAZARD OCCUPANCY: 2-A RATED EXTINGUISHER, MAX. TRAVEL 75 FEET (IBC TABLE 906.1) SEE PLAN FOR LOCATIONS OF 2A 10BC FIRE EXTINGUISHERS. 4. FIRE ALARM & DETECTION SYSTEMS (IBC 907.2.9) PROVIDE FIRE ALARM AND DETECTION SYSTEM DESIGNED, INSTALLED & MAINTAINED IN ACCORDANCE W/ NFPA 72. FOR GROUP R-2, A MANUAL FIRE ALARM SYSTEM THAT ACTIVATES THE OCCUPANT NOTIFICATION SYSTEM IN ACCORDANCE WITH IBC 907.5 SHALL BE INSTALLED. FIRE ALARM CONTRACTOR SHALL VERIFY & MEET ALL REQUIREMENTS FOR FIRE ALARMS & SMOKE DETECTORS AND SHALL SUBMIT A FIXTURE SCHEDULE AND DRAWINGS FOR FIRE ALARM SYSTEM TO FIRE AUTHORITY FOR APPROVAL. FIRE ALARM SUB -CONTRACTOR IS RESPONSIBLE FOR OBTAINING NECESSARY PERMIT(s). 5. SMOKE ALARMS (IBC 907.2.11.2): GROUP R-2 OCCUPANCY - PROVIDE EACH RESIDENTIAL UNIT WITH APPROVED SMOKE ALARMS IN THE FOLLOWING LOCATIONS. REFER TO ENLARGED UNIT PLANS (OR ELECTRICAL PLANS, IF PROVIDED) FOR LAYOUT: A. ON CEILING OR WALL OUTSIDE OF EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF BEDROOMS. B. IN EACH ROOM USED FOR SLEEPING PURPOSES. C. IN EACH STORY WITHIN A DWELLING UNIT. D. EACH ALARM SHALL BE INTERCONNECTED PER IBC 907.2.11.3 AND SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND BE EQUIPPED WITH A BATTERY BACKUP PER IBC 907.2.11.4. 6. FIRE DEPARTMENT CONNECTIONS (IBC 912) PROVIDE FIRE DEPARTMENT CONNECTIONS DESIGNED AND INSTALLED IN ACCORDANCE WITH NFPA 13 AND IBC 912.2 - 912.5. 7. FIRE PUMPS (IBC 913) WHERE PROVIDED SHALL BE INSTALLED IN ACCORDANCE WITH NFPA 20 AND IBC 913. 8. PENETRATIONS (IBC 714) PROVIDE FIRESTOPPING/PROTECTION AT ALL PENETRATIONS (THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS) AT FIRE RATED WALL AND HORIZONTAL ASSEMBLIES PER IBC 714. REFER TO SHEET A007 FOR PENETRATION NOTES AND DETAILS. 9. FIRE-RESISTANT JOINT SYSTEMS (IBC 715) PROVIDE PROTECTION FOR JOINTS INSTALLED IN OR BETWEEN FIRE -RESISTANCE RATED ASSEMBLIES WITH AN APPROVED FIRE-RESISTANT JOINT SYSTEM PER IBC 715. REFER TO SHEET A007 FOR NOTES AND DETAILS. 10. PROVIDE PROTECTION OF DUCT PENETRATIONS AND AIR TRANSFER OPENINGS IN FIRE RATED ASSEMBLIES PER IBC 717. 11. CONCEALED SPACES (IBC 718) PROVIDE FIREBLOCKING PER IBC SECTION 718.2. PROVIDE DRAFTSTOPPING PER IBC 718.4. REFER TO SHEET A007 FOR NOTES AND DETAILS. 12. FIRE DOOR ASSEMBLIES (IBC 716.5): PROVIDE APPROVED FIRE DOOR ASSEMBLIES, AS NOTED ON DOOR SCHEDULE, INSTALLED IN ACCORDANCE WITH IBC 716.5 AND NFPA 80. ALL FIRE DOOR ASSEMBLIES SHALL BE LABELED BY AN APPROVED AGENCY. THE LABELS SHALL COMPLY WITH NFPA 80 AND BE PERMANENTLY AFFIXED TO THE FRAME (IBC 715.5.7) REFER TO DOOR SCHEDULE SHEET A600. 13. FIRE PROTECTION RATED GLAZING (IBC 716.6): PROVIDE RATED GLAZING, AS NOTED ON WINDOW/DOOR SCHEDULE, TESTED IN ACCORDANCE WITH AND MEETING THE ACCEPTABLE CRITERIA OF NFPA 257 OR UL9 AND NFPA 80. FIRE PROTECTION RATED GLAZING SHALL BEAR A LABEL ISSUED BY AN APPROVED AGENCY AND PERMANENTLY AFFIXED TO THE GLAZING PER IBC 716.6.8. REFER TO WINDOW SCHEDULE SHEET A610. 14. FIRE RATED ASSEMBLIES; REFER TO SHEETS A006 - A007 FOR REQUIRED FIRE RESISTANCE RATED WALLS, FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES. 2 z J 6. A. B. C. 7. A. G. MISCELLANEOUS 1. PROVIDE BLOCKING AT ALL ENTRANCE DOOR KNOB STRIKER POINTS. 2. PROVIDE BACKING TO 12" ON BOTH SIDES OF WINDOWS FOR INSTALLATION OF DRAPERIES. 3. PROVIDE BLOCKING AT SHOWER CURTAIN RODS AND SHOWER SEATS. 4. PROVIDE BLOCKING FOR ALL WALL MOUNTED ACCESSORIES AND LIGHT FIXTURES. 5. PROVIDE BLOCKING FOR ALL WALL MOUNTED DOOR STOPS. 6. PROVIDE BLOCKING FOR ALL GRAB BARS. 7. PROVIDE BLOCKING FOR ALL WALL MOUNTED AND RECESSED CABINETS. 8. INSTALL WOOD BACKING/BLOCKING IN METAL FRAMING FOR HANDRAILS, MILLWORK, CABINETS AND WINDOW & DOOR FRAMES. (IBC 603.1.14) 9. PROVIDE VENTILATION & EXHAUST IN ACCORDANCE WITH NTERNATIONAL MECHANICAL CODE. A. VENTILATION REQUIRED IN R-OCCUPANCIES (IMC 403.8): PROVIDE EACH DWELLING UNIT WITH A SOURCE SPECIFIC EXHAUST AND WHOLE HOUSE VENTILATION SYSTEM. PROVIDE SOURCE SPECIFIC EXHAUST VENTILATION SYSTEM (IMC 403.8.4) FOR KITCHEN, BATHROOM, WATER CLOSET AND LAUNDRY AREA. DUCTS TO TERMINATE OUTDOORS. PROVIDE WHOLE HOUSE VENTILATION SYSTEM / EXHAUST FAN ONLY SYSTEM PER IMC 403.8.6) CLOTHES DRYER LENGTH (IMC 504.6.4.1 WA. STATE): THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED REDUCTIONS IN LENGTH SHALL BE PER IMC TABLE 504.6.4.1. THE MAXIMUM LENGTH OF THE DUCT MAY BE INCREASED IN AN ENGINEERED EXHAUST SYSTEM WHEN A LISTED AND LABELED EXHAUST BOOSTER FAN IS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. DOMESTIC RANGE HOODS (IMC 505.1): SHALL DISCHARGE TO THE OUTDOORS THROUGH SHEET METAL DUCTS CONSTRUCTED OF GALVANIZED STEEL, STAINLESS STEEL OR COPPER. SUCH DUCTS SHALL HAVE SMOOTH INNER WALLS, BE AIR -TIGHT AND EQUIPPED WITH A BACKDRAFT DAMPER. THE DUCTS SHALL NOT BE COMBINED WITH OTHER ENVIRONMENTAL AIR EXHAUST SYSTEMS. EXHAUST OUTLETS FOR ENVIRONMENTAL AIR (IMC 501.2) SHALL BE LOCATED WITH THE FOLLOWING MINIMUM DISTANCES: 3 FT TO PROPERTYLINES, 3 FT. TO OPERABLE OPENINGS AND 10 FT. TO MECHANICAL AIR INTAKES. B. C. D. E. F. ACCESSIBLITY NOTES : A. GENERAL 1. BUILDINGS AND FACILITIES SHALL BE DESIGNED AND CONSTRUCTED TO BE ACCESSIBLE IN ACCORDANCE WITH THE IBC CHAPTER 11: ACCESSIBILITY AND ICC/ANSI A117.1-2009, AS AMENDED. D. E. PROTRUDING OBJECTS (ICC/ANSI 307) ON CIRCULATION PATHS: OBJECTS WITH LEADING EDGES MORE THAN 27" AND NOT MORE THAN 80" ABOVE THE FLOOR SHALL PROTRUDE 4" MAXIMUM INTO THE CIRCULATION PATH. GUARDRAILS OR OTHER BARRIERS SHALL BE PROVIDED WHERE OBJECT PROTRUDE GREATER THAN 4" AND/OR WHERE THE VERTICAL CLEARANCE IS LESS THAN 80" ABOVE THE FLOOR. THE LEADING EDGE OF SUCH BARRIER SHALL BE 27" MAXIMUM ABOVE THE FLOOR. PROTRUDING OBJECTS SHALL NOT REDUCE THE REQUIRED CLEAR WIDTH OF ACCESSIBLE ROUTES. REACH RANGES (ICC/ANSI 308): FORWARD REACH: WHERE FORWARD REACH IS UNOBSTRUCTED, THE HIGH REACH SHALL BE 48" MAXIMUM AND LOW REACH SHALL BE 15" MINIMUM ABOVE THE FLOOR. WHERE HIGH FORWARD REACH IS OVER AN OBSTRUCTION, THE CLEAR FLOOR SPACE SHALL EXTEND BENEATH THE ELEMENT FOR A DISTANCE NOT LESS THAN THE REQUIRED REACH DEPTH. WHERE THE REACH DEPTH IS 20" MAXIMUM, THE HIGH REACH SHALL BE 48" MAXIMUM. WHERE THE REACH DEPTH IS GREATER THAN 20" TO 25" MAX., THE HIGH REACH SHALL BE 44" MAXIMUM. SIDE REACH: WHERE CLEAR FLOOR SPACE ALLOWS A PARALLEL APPROACH TO AN ELEMENT, AND THE SIDE REACH IS UNOBSTRUCTED, THE HIGH REACH SHALL BE 48" MAXIMUM AND LOW REACH SHALL BE 15" MINIMUM ABOVE THE FLOOR. WHERE THE HIGH SIDE REACH IS OVER AN OBSTRUCTION, THE HEIGHT OF THE OBSTRUCTION SHALL BE 34" MAXIMUM AND THE DEPTH SHALL BE 24" MAXIMUM. THE HIGH SIDE REACH SHALL BE 48" MAXIMUM FOR A REACH DEPTH OF 10" AND 46" MAXIMUM >10" TO 24" MAXIMUM REACH DEPTH. 8. OPERABLE PARTS (ICC/ANSI 309): A. A CLEAR FLOOR SPACE SHALL BE PROVIDED AT OPERABLE PARTS. B. OPERABLE PARTS SHALL BE LOCATED WITH REACH RANGES. C. SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE OPERABLE PARTS SHALL NOT EXCEED 5.0 POUNDS. D. ACCESSIBLE ROUTE OF TRAVEL ACCESSIBLE ROUTE (IBC 1104) SITE ARRIVAL POINTS (IBC 1104.1): ACCESSIBLE ROUTES WITHIN THE SITE SHALL BE PROVIDED FROM PUBLIC TRANSPORTATION STOPS; ACCESSIBLE PARKING, ACCESSIBLE LOADING ZONES AND PUBLIC STREETS OR SIDEWALKS TO THE BUILDING ENTRANCE SERVED. WITHIN A SITE (IBC 1104.2): AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT ACCESSIBLE BUILDINGS, ACCESSIBLE FACILITIES, ACCESSIBLE ELEMENTS AND ACCESSIBLE SPACES THAT ARE ON THE SAME SITE. CONNECTED SPACES (IBC 1104.3): WHEN A BUILDING OR PORTION OF BUILDING IS REQUIRED TO BE ACCESSIBLE, AN ACCESSIBLE ROUTE SHALL BE PROVIDED TO EACH PORTION OF THE BUILDING, TO ACCESSIBLE BUILDING ENTRANCES CONNECTING ACCESSIBLE PEDESTRIAN WALKWAYS AND THE PUBLIC WAY. LOCATION (IBC 1104.5): ACCESSIBLE ROUTES SHALL BE LOCATED IN THE SAME AREA AS GENERAL CIRCULATION PATH. ACCESSIBLE ENTRANCES (IBC 1105): 60% OF PUBLIC ENTRANCES ARE REQUIRED TO BE ACCESSIBLE. REFER TO THE ARCHITECTURAL SITE PLAN A020 FOR DESIGNATED ACCESSIBLE ROUTES OF TRAVEL AND ACCESSIBLE ENTRANCES. 2. ACCESSIBLE ROUTES SHALL CONTAIN ONE OR MORE OF THE FOLLOWING COMPONENTS: A. 1. 2. 3. B. 1. 2. 3. 4. 5. C. 1. 2. 3. 4. 5. 6. D. E. WALKING SURFACE (ICC/ANSI 403): SLOPE: SHALL HAVE A RUNNING SLOPE NOT STEEPER THAN 1:20 (5%) AND CROSS SLOPE NOT STEEPER THAN 1:48 (2%). CLEAR WIDTH: THE MINIMUM CLEAR WIDTH OF AN ACCESSIBLE ROUTE OF TRAVEL SHALL BE 32" WIDTH FOR LENGTH </= 24" AND 36" WIDTH FOR LENGTH >/= 24". EXTERIOR ROUTES SHALL HAVE A CLEAR WIDTH OF 44" IBC 1101.2.2 (WA STATE AMENDMENT). WHERE AN ACCESSIBLE ROUTE INCLUDES A 180 DEGREE TURN AROUND AN OBJECT THAT IS LESS THAN 48 INCHES IN WIDTH, CLEAR WIDTHS SHALL BE 42 INCHES APPROACHING THE TURN, 48" MINIMUM DURING THE TURN, AND 42" LEAVING THE TURN. IF CLEAR WIDTH AT TURN IS 60 " MINIMUM, 36" WIDE ROUTE IS ALLOWED. PASSING SPACE: AN ACCESSIBLE ROUTE WITH A CLEAR WIDTH LESS THAN 60" SHALL PROVIDE A 60" X 60" PASSING SPACE AT INTERVALS OF 200' MAXIMUM. DOORS AND DOORWAYS (ICC/ANSI 404): CLEAR WIDTH: DOORWAYS SHALL HAVE A CLEAR OPENING WIDTH OF 32" MINIMUM, MEASURED BETWEEN THE FACE OF THE DOOR AND THE STOP, WITH DOOR OPENED 90 DEGREES. OPENINGS WITHOUT DOORS MORE THAN 24" IN DEPTH SHALL PROVIDE A CLEAR WIDTH OF 36". THERE SHALL BE NO PROJECTIONS LOWER THAN 34". PROJECTIONS BETWEEN 34" AND 80" SHALL NOT EXCEED 4". (EXCEPTION DOOR CLOSERS AND STOPS ARE PERMITTED TO BE 78" ABOVE THE FLOOR.) MANEUVERING CLEARANCES AT DOORS: PER ICC/ANSI TABLE 404.2.3.2 AND FIGURE 404.2.3.2. THRESHOLDS: MAX. 1/2" IN HEIGHT, BEVELED NO STEEPER THAN 1:2. TWO DOORS IN SERIES: 48" MIN + DOOR WIDTH OPENING INTO SPACE. SPACE BETWEEN DOORS TO PROVIDE A 60" TURNING SPACE. REFER TO DOOR SCHEDULE NOTES FOR ACCESSIBLE REQUIREMENTS FOR DOOR HARDWARE, CLOSING SPEED, DOOR -OPENING FORCE, DOOR SURFACE AND VISION LITES. RAMPS (ICC/ANSI 405): SLOPE: MAX. RUNNING SLOPE NOT STEEPER THAN 1:12 (8.33%) AND CROSS SLOPE NOT STEEPER THAN 1:48 (2%). CLEAR WIDTH: 36" MIN. CLEAR BETWEEN HANDRAILS. RISE: 30" MAXIMUM. LANDINGS: REQUIRED AT TOP AND BOTTOM OF EACH RAMP. MAX. 1:48 SLOPE. CLEAR WIDTH OF LANDING AT LEAST AS WIDE AS RAMP AND 60" MIN. IN LENGTH. WHERE RAMP CHANGES DIRECTION MUST PROVIDE A 60" TURNING SPACE. HANDRAILS: RAMPS WITH RISE GREATER THAN 6" ARE REQUIRED TO HAVE HANDRAILS ON EACH SIDE. EDGE PROTECTION: PROVIDED ON EACH SIDE OF RAMP RUNS AND RAMP LANDINGS BY EITHER A 12" EXTENDED FLOOR SURFACE PAST THE INSIDE FACE OF RAILING OR BY CURB OR BARRIER WITHIN 4" OF THE FLOOR. CURB RAMPS TO COMPLY WITH ICC/ANSI 406 ELEVATORS (ICC/ANSI 407): REFER TO ENLARGED ELEVATOR PLAN & SECTION SHEET A460 FOR ACCESSIBLE ELEVATOR REQUIREMENTS. E. SITE & BUILDING ELEMENTS: 2. SCOPING: SITES, BUILDINGS, STRUCTURES, FACILITIES, ELEMENTS AND SPACES, TEMPORARY OR PERMANENT, SHALL BE ACCESSIBLE TO PERSONS WITH 1 PHYSICAL DISABILITIES. (IBC 1103.1) 3. PARKING (IBC 1106): REFER TO SHEET A001 FOR ACCESSIBLE PARKING REQUIREMENTS AND STATISTICS. 4. DWELLING UNITS (IBC 1107): DWELLING UNITS ARE REQUIRED TO BE EITHER TYPE A ACCESSIBLE OR TYPE B ACCESSIBLE, IN COMPLIANCE WITH CHAPTER 10 OF ICC/ANSI A117.1. REFER TO SHEET A001 FOR REQUIRED AND PROPOSED NUMBER AND TYPE OF ACCESSIBLE UNITS. REFER TO ITEM B. BELOW FOR ADAPTABLE FEATURES WITHIN ACCESSIBLE DWELLING UNITS. REFER TO ITEM H. FOR ADDITIONAL NOTES. 5. ACCESSIBLE MEANS OF EGRESS (IBC 1007): ACCESSIBLE SPACES SHALL BE PROVIDED WITH NOT LESS THAN ONE ACCESSBILE MEANS OF EGRESS. WHERE MORE THAN ONE MEANS OF EGRESS ARE REQUIRED BY SECTION 1015.1 OR 1021.1 FROM ANY ACCESSIBLE SPACE, EACH ACCESSIBLE PORTION OF THE SPACE SHALL BE SERVED BY NOT LESS THAN TWO ACCESSIBLE MEANS OF EGRESS (IBC 1007.1). EACH REQUIRED ACCESSIBLE MEANS OF EGRESS SHALL BE CONTINUOUS TO A PUBLIC WAY AND SHALL CONSIST OF ONE OR MORE OF THE FOLLOWING COMPONENTS (IBC 1007.2): A. B. C. D. E. F. G. H. J. ACCESSIBLE ROUTE INTERIOR EXIT STAIRWAYS (SEE STAIR NOTES - SHEET A450) EXTERIOR EXIT STAIRWAYS ELEVATORS (SEE ELEVATOR NOTES - SHEET A461) PLATFORM LIFTS HORIZONTAL EXITS RAMPS AREAS OF REFUGE EXTERIOR AREA FOR ASSISTED RESCUE 6. SIGNAGE (IBC 1110): PROVIDE SIGNAGE, DIRECTIONAL SIGNAGE AND OTHER SIGNAGE AS REQUIRED BY IBC SECTIONS 1110.1, ICC/ANSI CH.7. RE - „ WED FOR ODE COMPLIANCE APPROVED JUL 27 2015 City of Tukwila 1@flEST1G931WSION 7. THE FOLLOWING NOTES ARE PROVIDED AS A REFERENCE AND ARE NOT INTENDED TO REPLACE THE CODE. REFER THE REFERENCED CODES FOR COMPLETE TEXT AND FIGURES. B. ADAPTABLE FEATURES IN ACCESSIBLE UNITS ALL TYPE A AND TYPE B UNITS SHALL BE ADAPTABLE UNTIL SUCH TIME THAT A DISABLED PERSON RENTS A PARTICULAR TYPE A OR TYPE B ACCESSIBLE UNIT. AT THAT TIME THE TENANT MAY REQUEST (BY LAW) THAT THE PROPERTY MANAGEMENT PROVIDE ANY OR ALL OF THE FOLLOWING MODIFICATIONS IN ORDER TO MAKE THE UNIT "ACCESSIBLE"; SEE SHEET A521 FOR DETAILS. 1. INSTALL GRAB BARS IN TYPE A OR B UNITS. ALL TYPE A & B UNITS TO HAVE GRAB BAR BLOCKING INSTALLED AT TIME OF CONSTRUCTION. 2. REMOVE "REMOVABLE" CABINETS @ LOWERED WORKSPACE IN TYPE A UNIT KITCHENS. 3. REMOVE "REMOVABLE" CABINET @ SINK IN TYPE A UNIT KITCHENS. 4. REMOVE "REMOVABLE" CABINETS @ BATHROOM VANITIES IN TYPE A UNIT & DESIGNATED (FORWARD APPROACH) TYPE B UNITS. A. B. C. D. 2. 3. A. 4. A. 5. A. F. 1. 2. 3. G. 1. 2. 3. PARKING SPACES (ICC/ANSI 502): SIZE: CAR: 96" MINIMUM IN WIDTH VAN: 132" MINIMUM IN WIDTH (MAY BE 96" MIN. IN WIDTH WITH AN ADJACENT ACCESS AISLE WIDTH OF 96"). VERTICAL CLEARANCE AT VAN STALL AND ROUTE TO/FROM STALL IS 98". ACCESS AISLE: SHALL ADJOIN AN ACCESSIBLE ROUTE. MAY BE SHARED BETWEEN TWO ACCESSIBLE SPACES. MIN. 60" IN WIDTH AND EXTEND FULL LENGTH OF PARKING STALL THEY SERVE. MARKED TO DISCOURAGE PARKING IN THEM. MAXIMUM SLOPE 1:48 IDENTIFICATION: REQUIRED TO BE IDENTIFIED BY SIGNS INCLUDING THE INTERNATIONAL SYMBOL OF ACCESSIBILITY (WHITE ON BLUE BACKGROUND (WA STATE AMEND.) VAN STALLS SHALL BE IDENTIFIED AS "VAN ACCESSIBLE." SIGNS SHALL BE MOUNTED 60" MIN. ABOVE THE SURFACE OF THE STALL TO THE BOTTOM OF THE SIGN. PASSENGER LOADING TO COMPLY WITH ICC/ANSI 503. STAIRWAYS TO COMPLY WITH ICC/ANSI 504 AND IBC 1007.3 REFER TO ENLARGED STAIR PLAN & SECTIONS SHEET S EET A450 - HANDRAILS (ICC/ANSI 505): REFER TO ENLARGED STAIR PLAN & SECTIONS SHEET A450 - A452 FOR ACCESSIBLE STAIR REQUIREMENTS. A452 FOR HANDRAIL REQUIREMENTS. WINDOWS (ICC/ANSI 506): ACCESSIBLE WINDOWS SHALL HAVE OPERABLE PARTS PER ICC/ANSI 309. PLUMBING ELEMENTS & FACILITIES PLUMBING ELEMENTS AND FACILITIES REQUIRED TO BE ACCESSIBLE (OTHER THAN WITHIN ACCESSIBLE DWELLING UNITS SHALL COMPLY WITH IBC 1109.1 AND ICC/ANSI CHAPTER 6 WITH AMENDMENTS. PLUMBING ELEMENTS WITHIN DWELLING UNITS SHALL COMPLY WITH ICC/ANSI CHAPTER 10 REFER TO ACCESSIBILITY DETAILS SHEET A511 FOR ACCESSIBLE WATER CLOSETS, LAVATORIES, URINALS, DRINKING FOUNTAINS, BATHTUBS AND GRAB BARS. COMMUNICATION FEATURES ALARMS (ICC/ANSI 702): PROVIDE ACCESSIBLE AUDIBLE AND VISUAL ALARMS AND NOTIFICATION APPLIANCES INSTALLED IN ACCORDANCE WITH NFPA 72, POWERED BY A COMMERCIAL LIGHT AND POWER SOURCE, BE PERMANENTLY CONNECTED TO THE WIRING OF THE PREMISES ELECTRIC SYSTEM, AND BE PERMANENTLY INSTALLED. SIGNAGE (ICC/ANSI 703): INTERIOR AND EXTERIOR SIGNS IDENTIFYING PERMANENT ROOMS AND SPACES SHALL BE TACTILE. (IBC 2012 APPENDIX E107.2) TACTILE CHARACTER SHALL BE DUPLICATED IN BRAILLE. SIGNAGE SHALL COMPLY WITH ICC/ANSI SECTION 703. TWO-WAY COMMUNICATION (IBC APPENDIX E105.6): WHERE TWO-WAY COMMUNICATION SYSTEMS ARE PROVIDED TO GAIN ADMITTANCE TO THE BUILDING, THE SYSTEM SHALL COMPLY WITH ICC/ANSI 708. RECEIVED CITY OF TUKWILA MAY 2 2 20i5 PERMIT CENTER H. DWELLING UNITS 1. TYPE A ACCESSIBLE UNITS SHALL COMPLY WITH ICC/ANSI 1003. REFER TO ENLARGED UNIT PLANS FOR ACCESSIBLE UNIT PLANS, INTERIOR ELEVATIONS AND NOTES. 2. TYPE B ACCESSIBLE UNITS SHALL COMPLY WITH ICC/ANSI 1004. REFER TO ENLARGED UNIT PLANS FOR ACCESSIBLE UNIT PLANS, INTERIOR ELEVATIONS AND NOTES. JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,R) G L. ALLWIN) ATE OF WASHINGTON 0 ,a C) w Nt N N 0o co O N 0 W rx ISSUE DATE: 05-22-2015 tW z J co W (.9 S J 5 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 z W w x U z 0 a c1 5 F-W 00 LL M oa wre W <x w0 a W< zO 0 LL 0W 0z ulW W PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Checker GENERAL NOTES ACCESSIBILITY NOTES U- BID SET/PERMIT COMMENTS PROJECT DATA // /,. ' /// , i/ Propose , C` ri r! 11 Slui �; I! ! ri r , .i 1 1 II f i�i i! I I I) I ill II r �r l t+1}�ii U1 ++I11 ..Ili vr' i �'F7i-+- ;, �__1...I lI i i l I \\\.. -- 'III fij y{ \ / /1-1-1- ,I L ; i1 ti i I ;,t-I-r 1 ! � �I 1 i I L �;�..;I 0140 { 1 i 1 :_i__:.1.:..itij:_iffilailrliii t-- i �;.;. El, I Iijj H i I j1 i 1 i r l J i I .1-1- ,--H Oil I 1f ; i I ; I.__.- 7 / f_i 1 �- ---I -_ t -j-i-11 I i i ' '''ii- - ' 1 I I I I=i:Lid 11 it i I , I 1! 1 L j I ; r �-I --, r--�—I illI � I1 IT�..� i-r I.I, !'I I 1 i 1 -1-..t to , : II i, i 'j I I kJ= 1 (II II L- I I-EI! 11/i iL_1.ri-i- -j t-li1 '/-.j__ ��..-1_f-i- [ 0=Ii i I L�'-TI Ii F.:�..., :r 11 0 i i i!I I ..... ,... .. -. ice. eov rERNAT CFVAR p �ONAC 4 I IA-._ r.::... ACCESSIBLE ROUTE OF TRAVEL 1J c / • - t 'a3 Ic, l; \ `r) STAIR 3 EXIT 288.50' RESIDENTIAL ENTRY 289.50' COMMERCIAL ENTRY 291.30' I— Z 0 U- POLICE CTR. ENTRY 291.95' L GARAGE EXIT 292.45' EXISTING FIRE LANE PROPERTY LINE (18) STALLS RESERVED FOR KCHA - PARKING EASEMENT UNIT ENTRY 289.50' FDC, LOCATED WITHIN 50'-0" OF FIRE HYDRANT, & METAL SIGN W/ RAISED LETTERS @ LEAST 1" IN SIZE I UNIT UNIT ENTRY ENTRY 289.50' 289.50' -_I— I --_ L —— — UNIT ENTRY SECOND FRONT 289.50' OUTLINE OF BUILDING ABOVE BUILDING E/PARCEL E 5-STORY/125 UNIT AFFORDABLE SENIOR APTS./ MIXED -USE OFFICE SIDE GARAGE ACCESSIBLE STALL DEDICATED PROPOSED BUILDING D PARCEL E ZONING: HDR/UROD • ASSUMED PROPERTY LINE BETWEEN BUILDINGS (30'-0" MIN.) PROPERTY LINE UNIT ENTRY 289.50' EXIT 288.80' TRANSFORMER GENARATOR FOR BLDG. E GARAGE EXIT STAIR 2 289.50' EXIT 11-1-11 w 10'-0' MIN. SETBACK ZONING: NCC V+ 3°2)Gt 0 OWNER: TUKVVILA VILLAGE DEVELOPMENT ASSOCIATES, LLC. PROJECT LOCATION: ASSESSOR'S PARCEL NUMBER: TO BE ASSIGNED UNDER NEW BOUNDARY LOT LINE ADJUSTMENT, FILE NO. L13 - 021 SITE AREA: 84,310 S.F. (1.94 ACRES) - FOR BOTH BLDGS. D & E DESCRIPTION: That portion of Lots 12 through 15, inclusive, Block 2, Plat of Adams Home Tracts recorded in Volume 11, and page 31, records of King County, Washington, being in the Northeast quarter of the Northwest quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian CITY OF TUKVVILA, KING COUNTY, WASHINGTON - COMPLETE LEGAL DESCRIPTION BELOW PARKING BUILDING E: (01) SURFACE STALLS (104) GARAGE STALLS (00) LOADING STALLS (105) TOTAL STALLS ZONING: HIGH DENSITY RESIDENTIAL (HDR)(TMC 18.14) URBAN RENEWAL OVERLAY DISTRICT (UR0)(TMC 18.43) & TUKVVILA INTERNATIONAL BLVD. DESIGN MANUAL DEVELOPMENT STANDARDS: 1. BUILDING HEIGHT: UP TO 65 FT (PER ZONING CODE). 2. URO SETBACK STANDARDS FRONT: 8 FT. FROM CURBLINE ON S. 144TH ST. SIDE (W/IN 50 FT OF HDR): 10 FT. FIRST FLOOR 2ND + FLOOR: 20 FT.* (*NOTE PER DDA EAST SIDE CAN BE AVERAGED) REAR (W/IN 50 FT OF HDR): 1ST FLOOR 10 FT. 2ND FLOOR & ABOVE: 20 FT. 3. THE MAXIMUM NUMBER OF DWELLING UNITS SHALL BE DETRMINED BY BUILDING ENVELOPE, RATHER THAN A NUMERIC DENSITY. 4. UNIT MIX LIMITATION THAT STUDIO UNITS AVERAGE AT LEAST 500 SF OF INTERIOR FLOOR SPACE VVITH NO UNITS SMALLER THAN 450 SF. NO MORE THAN 40% OF DWELLING UNITS TO BE STUDIOS. NO STUDIO UNITS PROVIDED. THE URO DEVELOPMENT STANDARDS APPLY WHERE ALL OF THE - AT LEAST 100 FEET OF DEVELOPMENT PARCEL FRONTS ONTO TUKVVILA INTERNATIONAL BOULEVARD. - AT LEAST 75% OF PARKING IS PROVIDED IN AN ENCLOSED GARAGE AND SCREENED FROM VIEW FROM PUBLIC ROW. - THE GROUND FLOOR ALONG T.I.B. MUST CONTAIN ACTIVE USES. - DEVELOPMENT MUST PROVIDE AMENITIES FOR HIGH QUALITY PEDESTRIAN EXPERIENCE. - THE PROPERTY OWNER SHALL PREPARE A TRANSPORTATION MANAGEMENT PLAN TO ENCOURAGE ALTERNATIVES TO AUTOMOBILE USE. - PROVIDE CAR SHARING PROGRAM FOR RESIDENTAL DEVELOPMENT. -PROVIDE BICYCLE PARKING FOR RESIDENTIAL USE (SEE A001). CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION PARCEL E LEGAL DESCRIPTION . RECEIVED CITY OF TUKWILA PERMIT CENTER That portion of Lots 12 through 15, inclusive, Block 2, Plat of Adams Home Tracts recorded in Volume 11, and page 31, records of King County, Washington, being in the Northeast quarter of the Northwest quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian, more particularly described as follows: BEGINNING at the intersection of the South margin of South 144th Street as conveyed to the City of Tukwila by King Recording No. and the East line of said Lot 15; THENCE South 01°06'33" West, 280.19 feet along said East line to a point on a line parallel with and 11.50 feet North of the South line of said Lot 15; THENCE North 87°39'54" West, 97.12 feet; THENCE South 01°06'50" West, 11.50 feet to the South line of said Lot 15; THENCE North 87°39'54" West, 97.33 feet along said South line and the South line of said Lot 14 to a point on a line parallel with and 60.00 feet East of the West line of said Lot 14; THENCE North 01°07'07" East, 125.03 feet along said parallel line to a point on a line parallel with and 125.00 feet North of the South line of said Lot 14; THENCE North 87°39'54" West, 198.12 feet along said parallel line to the East margin of Tukwila International Boulevard; THENCE North 20°06'52" East, 160.87 feet to that portion conveyed to the State of Washington by deed recorded under King County Recording No. 9603260430; THENCE South 69°53'08" East, 5.00 feet along said East margin; THENCE North 20°06'52" East, 20.00 feet along said East margin; THENCE North 69°55'50" East, 2.71 feet along said East margin to said South margin of South 144th Street as conveyed to the City of Tukwila by King Recording No. THENCE South 87°35'35" East, 161.55 feet along said South margin; THENCE South 02°24'25" West, 8.39 feet along said South margin; THENCE South 88°52'26" East, 164.98 feet to the TRUE POINT OF BEGINNING. 41> 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 ATE OF WASHINGTON o. a) III 0 • Ct Lu CO co n. Era cO o 05-22-2015 ISSUE DATE: 05-22-2015 co u.1 (.9 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 Lj >- 0 Ell IL C4 o o tu ozw o 5 ore, w PROJECT #: DRAWN BY: CHECKED BY: 1026.05 DVVK ARCHITCTURAL SITE PLAN A020 BID SET/PERMIT COMMENTS A300 1111111 11 I-u z- I • 121 42" AFF PARAPET WALL W/METAL CAP FLASHIN( CONCRETE CURB AT MASONRY W/ METAL COPING METAL GUARDRAIL 42" AFF MOUNT TO CURB 42" AFF PARAPET WAL W/METAL CAP FLASHING PEDESTAL PAVERS :�� /; : COORDINA ,W/.STRUCTI SLAB BEL E DRAINAGE RAL @ CONQ.„. )W PAVERS CONCRETE CURB AT MASONRY W/ METAL COPING METAL GUARDRAIL 42" AFF MOUNT TO CURB • • 42" AFF PARAPET WALL W/METAL CAP FLASHING —1 1 1 1 1 \j Ir l I COORDINATE DR/IN tGE % WL,STRUCTURAL c CONC. LABELOIALP CONCRETE CURB W/ METAL GUARDRAIL 42" AFF CONCRETE CURB AT MASONRY W/ METAL COPING METAL GUARDRAIL 42" AFF MOUNT TO CURB VALLEY j 42" AFF PARAPET WALL W/METAL CAP FLASHING / • .\ \• • / N ONCRETE CURB AT MASONRY W/ METAL COPING METAL GUARDRAIL 42" AFF MOUNT TO CURB / 3 ENLARGED SITE PLAN - EAST TERRACE 1/8" = 1'-0" I ., .\I/ \ SIC ENLARGED SITE PLAN - WEST TERRACE 1/8" = 1'-0" CONCRETE CURB W/ METAL GUARDRAIL 42" AFF 42" AFF CONCRETE PARAPET WALL PIPE VALLEY DRAINS VERTICALLY THROUGH WALLS BELOW (TYP.) PEDESTAL PAVERS (TYP.) CONCRETE CURB W/ METAL GUARDRAIL 42" AFF COORDINATE DRAINAGE W/ STRUCTURAL @ CONC. SLAB BELOW PAVERS 42" AFF CONCRETE PARAPET WALL ICE WED FOR CODE COMPLIANCE APPROVED A'1 JUL 2 7 2015 City of Tukwila BUILDING DIVISION CONCRETE CURB W/ METAL GUARDRAIL 42" AFF ENLARGED SITE PLAN - SOUTH TERRACE 1/8" = 1-0" . RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER 4V JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 wwwjohnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLWINE ATE OF WASHINGTON 0 7.7 a) BID SET/PERMIT COMMENTS 00 N N CO o." 00 05-22-2015 w cc N ISSUE DATE: 05-22-2015 W z J 5 co rw V J 5 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 w ce >- w F- 0 Z tj Lu UJ m 0 0 F- Z 0 0 w g r- W O o� "a W W tr o az wz O W o W NZ W W PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENLARGED TERRACE PLANS AO2OA BID SET/PERMIT COMMENTS U- o_ N cp T- C7 6.; L) T 0 N \ / \ / ' OPEN TO BELOW i / NOPENV TO: BELOW, \ \ \ \ / \ / OPEN TO BELOW / \ / \ / \ / \ r.r T. \ / OPEN TO BELOW / \ G:EZ L • JUL \ / OPEN/ / TO' BELOW/ Tr— 1 M Z. 1 1-2516 SF ❑ \ El \ / / OPEN' TO BELOW / D L L- fl i D i i i "-OPEN. - TO: i 'BELOW i i i i MEZZANINE LEVEL 1" = 20'-0" DETERMINING MEZZANINE AREA CALCULATION (a) (b) (c) FLOOR AREA 1 * .50 = AREA LIMITATION OF MEZZANINE 1 FLOOR AREA 2 * .50 = AREA LIMITATION OF MEZZANINE 2 FLOOR AREA 3 * .50 = AREA LIMITATION OF MEZZANINE 3 25,088 SF * .50 = 12,544 SF ALLOWABLE 12,516 SF PROVIDED FOR MEZZANINE 1 1,594 SF * .50 = 797 SF ALLOWABLE 790 SF PROVIDED FOR MEZZANINE 2 439 SF * .50 = 219.5 SF ALLOWABLE 219 SF PROVIDED FOR MEZZANINE 3 TOTAL AREA OF COMBINED MEZZANINE = 12,516 SF + 790 SF + (5 * 219 SF) = 14,401 SF TOTAL OF ENCLOSED AREA = 305 SF + 78 SF + 623 SF = 1006 SF ENCLOSED AREA 305 SF NOT INCLUDED PER IBC 505.2.4 // / LSO" ARE 4 ENCLOSED AREA %H SF NOT INCLUDED PER IBC 505.2.4 'FLOOR 0'. FLOORA LJ U _I. a) Wf ca CO W ca a) U O 0 a) 0 2 Q_ z U- //e L 3 FLOOR=A 9-S A. 3 FLOORi EA3 F LOOR:AR 3 ENCLOSED AREA 623 SF NOT INCLUDED PER IBC 505.2.4 mil a MI ■II NE11111E 111 NIL IFIliamnimil 111 EH 1 9 II II r:. 111111 arammumbordskumillthi 21083 s7 "MT is 111 LEEN Li: I I Emir 4 Humff. 1 I I II 1 1 LEVEL 1 1" = 20'-0" MEZZANINE PLAN NOTES MEZZANINES PER 2012 IBC CHAPTER 2 AND SECTION 505. DEFINITION OF MEZZANINE : AN INTERMEDIATE LEVEL OR LEVELS BETWEEN THE FLOOR AND CEILING OF ANY STORY AND IN ACCORDANCE WITH SECTION 505. 505.2 MEZZANINES. A MEZZANINE OR MEZZANINES IN COMPLIANCE WITH SECTION 505.2 SHALL BE CONSIDERED A PORTION OF THE STORY BELOW. SUCH MEZZANINES SHALL NOT CONTRIBUTE TO EITHER THE BUILDING AREA OR NUMBER OF STORIES AS REGULATED BY SECTION 503.1. THE AREA OF THE MEZZANINE SHALL BE INCLUDED IN DETERMINING THE FIRE AREA. THE CLEAR HEIGHT ABOVE AND BELOW THE MEZZANINE FLOOR CONSTRUCTION SHALL NOT BE LESS THAN 7 FEET. 505.2.1 AREA LIMITATION. THE AGGREGATE AREA OF A MEZZANINE OR MEZZANINES WITHIN A ROOM SHALL BE NOT GREATER THAN ONE-THIRD OF THE FLOOR AREA OF THAT ROOM OR SPACE IN WHICH THEY ARE LOCATED. THE ENCLOSED PORTION OF A ROOM SHALL NOT BE INCLUDED IN A DETERMINATION OF THE FLOOR AREA OF THE ROOM IN WHICH THE ME77ANINE IS LOCATED. IN DETERMING THE ALLOWABLE MEZZANINE AREA, THE AREA OF THE MEZZANINE SHALL NOT BE INCLUDED IN THE FLOOR AREA OF THE ROOM. WHERE A ROOM CONTAINS BOTH A MEZZANINE AND AN EQUIPMENT PLATFORM, THE AGGREGATE AREA OF THE TWO RAISED FLOOR LEVELS SHALL BE NOT GREATER THAN TWO-THIRDS OF THE FLOOR AREA OF THAT ROOM OR SPACE IN WHICH THEY ARE LOCATED. 505.2.1, EXCEPTION 2: THE AGGREGATE AREA OF MEZZANINES IN BUILDINGS AND STRUCTURES OF TYPE I OR II CONSTRUCTION SHALL BE NOT GREATER THAN ONE-HALF OF THE FLOOR AREA OF THE ROOM IN BUILDINGS AND STRUCTURES EQUIPPED THROUGHOUT WITH AN APPROVED AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1 AND AN APPROVED EMERGENCY VOICE/ALARM COMMUNICATION SYSTEM IN ACCORDANCE WITH SECTION 907.5.2.2. 505.2.2 MEANS OF EGRESS. THE MEANS OF EGRESS FOR MEZZANINES SHALL COMPLY WITH THE APPLICABLE PROVISIONS OF CHAPTER 10. 505.2.3 OPENESS. A MEZZANINE SHALL BE OPEN AND UNOBSTRUCTED TO THE ROOM IN WHICH SUCH MEZZANINE IS LOCATED EXCEPT FOR WALLS NOT MORE THAN 42 INCHES IN HEIGHT, COLUMNS, AND POSTS. 505.2.3, EXCEPTION 1: MEZZANINES OR PORTIONS THEREOF ARE NOT REQUIRED TO BE OPEN TO THE ROOM IN WHICH THE MEZZANINES ARE LOCATED, PROVIDED THAT THE OCCUPANT LOAD OF THE AGGREGATE AREA OF THE ENCLOSED SPACE IS NOT GREATER THAN 10. 505.2.3, EXCEPTION 2: A MEZZANINE HAVING TWO OR MORE MEANS OF EGRESS IS NOT REQUIRED TO BE OPEN TO THE ROOM IN WHICH THE MEZZANINE IS LOCATED IF AT LEAST OF ONF THE MEANS OF EGRESS PROVIDES DIRECT ACCESS TO AN EXIT FROM THE MEZZANINE LEVEL. 505.2.3, EXCEPTION 3: MEZZANINES OR PORTIONS THEREOF ARE NOT REQUIRED TO BE OPEN TO THE ROOM IN WHICH THE MEZZANINES ARE LOCATED, PROVIDED THAT THE AGGREGATE FLOOR AREA OF THE ENCLOSED SPACE IS NOT GREATER THAN 10 PERCENT OF THE MEZZANINE AREA. EQUIPMENT PLATFORM NOTES EQUIPMENT PLATFORMS PER 2012 IBC CHAPTER 2 AND SECTION 505.3. DEFINITION OF EQUIPMENT PLATFORM : AN UNOCCUPPIED, ELEVATED PLATFORM USED EXCLUSIVELY FOR MECHANICAL SYSTEMS OR INDUSTRIAL PROCESS EQUIPMENT, INCLUDING THE ASSOCIATED ELEVATED WALKWAYS, STAIRS, ALTERNATING TREAD DEVICES AND LADDERS NECESSARY TO ACCESS THE PLATFORM (SEE SECTION 505.3). 505.3 EQUIPMENT PLATFORMS. EQUIPMENT PLATFORMS IN BUIDINGS SHALL NOT BE CONSIDERED AS A PORTION OF THE FLOOR BELOW. SUCH EQUIPMENT PLATFORMS SHALL NOT CONTRIBUTE TO EITHER THE BUILDING AREA OR THE NUMBER OF STORIES AS REGULATED BY SECTION 503.1. THE AREA OF TEH EQUIPMENT PLATFORM SHALL NOT BE INCLUDED IN DETERMING THE FIRE AREA IN ACCORDANCE WITH SECTION 903. EQUIPMENT PLATFORMS SHALL NOT BE PART OF ANY ME77ANINE AND SUCH PLATFORMS AND THE WALKWAYS, STAIRS, ALTERNATING TREAD DEVICES AND LADDERS PROVIDING ACCESS TO AN EQUIPMENT PLATFORM SHALL NOT SERVE AS A PART OF THE MEANS OF EGRESS FROM THE BUILDING. 505.3.1 AREA LIMITATION. THE AGGREGATE AREA OF ALL EQUIPMENT PLATFORMS WITHIN A ROOM SHALL BE NOT GREATER THAN TWO-THIRDS OF THE AREA OF THE ROOM IN WHICH THEY ARE LOCATED. WHERE AN EQUIPMENT PLATFORM IS LOCATED IN THE SAME ROOM AS A MEZZANINE, THE AREA OF THE MEZZANINE SHALL BE DETERMINED BY SECTION 505.2.1 AND THE COMBINED AGGREGATE AREA OF THE EQUIPMENT PLATFORMS AND MEZZANINES SHALL BE NOT GREATER THAN TWO- THIRDS OF THE ROOM IN WHICH THEY ARE LOCATED. 505.3.2 AUTOMATIC SPRINKLER SYSTEM: WHERE LOCATED IN A BUILDING THAT IS REQUIRED TO BE PROTECTED BY AN AUTOMATIC SPRINKLER SYSTEM, EQUIPMENT PLATFORMS SHALL BE FULLY PROTECTED BY SPRINKLERS ABOVE AND BELOW THE PLATFORM, WHERE REQUIRED BY THE STANDARDS REFERENCED IN SECTION 903.3. 505.3.3 GUARDS. EQUIPMENT PLATFORMS SHALL HAVE GUARDS WHERE REQUIRED BY SECTION 1013.2. 19-6S0q REVkWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila (LDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA .REG L. ALLWVINE ATE Of WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date emu, 00 N CV co co Or- Oo REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 Z w w I- U 0 Z m 0 z z _ 0 0- 5 LU w o° LL a wce ww Wo W Q 2 O w co o ow w� ,�Z w PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Author Checker MEZZANINE CALCULATIONS 003 BID SET/PERMIT COMMENTS EGRESS LEGEND GENERAL OCCUPANCY NOTES Cr) 0 'N rn a)- 0 E' I m ca co N N 03 2 z- MEZZANINE OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX CORRIDOR NONE 491 <W XXX MEETING ROOM B, A FOR OLF 312 15 21 1 1 RESTROOM B 76 100 0 1 1 �/ ?XXX XXX 2 BED-M UNITS R-2 SEE L1 RESIDENTIAL UNIT OCCUPANT LOADS XXX MEDIA ROOM R-2, A FOR OLF 512 15 35 1 1 // �// XXX STORAGE R-2 502 100 0 1 1 XXX PARKING GARAGE S-2 11,348 200 57 1 1 Grand Total 113 LEVEL 1 OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX CORRIDOR NONE 1,239 XXX RESIDENT LOBBY B, A FOR OLF 337 15 23 1 1 / / XXX OFFICE B 288 100 3 1 1 XXX MAIL ROOM B 136 100 2 1 1 XXX LOBBY LOUNGE A-3 758 15 51 2 2 ' ; ' XXX E M H S-1 67 300 1 1 1 ; ; ' XXX ELECTIRCAL S-1 231 300 1 1 1 X U • - S L • D kT A IT IC Pe T O, ■S ,'; ;. ;% / XXX ELECTRICAL S-1 61 300 1 1 1 ,/, ///// '; X -1 2 0 -�,1_.\,,„ 1 1 ' ;, ; ; , XXX S FIRE COMMAND S-1 Ac 250 300 4 1 1 1 /, / /, ;i , XXX RI KL R/ OI R S-1 195 300 1 1 1 %, ,,, , ; XXX GENERATOR RM. S-1 153 300 1 1 1 • XXX PARKING GARAGE S-2 25,073 200 126 2 2 ,/,,,, , XXX TRASH ROOM S-1 318 300 2 1 1 ' X 'N XXX RESOURCE CTR. B 2,057 100 21 1 1 XXX COMMERICAL B 1,202 100 13 1 1 Grand Total 248 L1 RESIDENTIAL UNIT OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D ��� XXX 2 BED-M (UNIT 1) R-2 974 200 5 1 1 /� XXX 2 BED-M (UNIT 2) R-2 974 200 5 1 1 / XXX 2 BED-M (UNIT 3) R-2 974 200 5 1 1 XXX 2 BED-M (UNIT 4) R-2 974 200 5 1 1 ///� XXX 2 BED-M (UNIT 5) R-2 974 200 5 1 1 Grand Total 25 1 �21 \ N/ / // OPEN \ TO BELOW N 53N.LJ. DIAL INPW ilium 11 II n hi= MMMIIIMMOIMMMEMINIMMEMMOC ■■■■■■■■■■■■■■■■■■■■■■ ■■■nr_m.lUnr.�TTr. S.m■■ lMb Mire mmunsLawiusmokiDinummorqi ■■■■■■■■■■■■■■■■■■■■■■\ ■■■■■■■■■■■■■■■■■■■■■■■ Illlllllllllliilllllllll ........................ 111111111111111111111111 •71AW ■ 0 ‘ (6) El HBOR Q S. LiCIRESO STAIR 1 BL. HG SPACE MEZZANINE LOB DBL. HGT. SPACE 64 76 OMEN/ T BELOW / \ STAIR 3 2 e.�14 il"JJ1� DJA21: "All dui j'' 0,i�i,� //%//I.%//I O0EIV / T BELOW \ O' ENN/ T BELOW \ DIA OCC EGRESS LEVEL 1.5 MEZZ 1" = 20'-0" STAIR 4 l 1 DIA OCC EGRESS LEVEL 1 1" = 20'-0" # < OCCUPANT LOAD PER EXIT 0 44" 0' DOOR EGRESS WIDTH TOTAL NUMBER OF OCCUPANTS SERVED REQUIRED DOOR WIDTH (.2) PROVIDED DOOR WIDTH STAIR EGRESS WIDTH TOTAL NUMBER OF OCCUPANTS SERVED REQUIRED STAIR WIDTH (.3) PROVIDED STAIR WIDTH CID CD CID CliD CM el MAXIMUM TRAVEL DISTANCE TO NEAREST EXIT AND COMMON PATH OF TRAVEL ELEVATOR TO ACCOMMODATE STRETCHER ACCESSIBLE MEANS OF * EGRESS ELEVATOR HGT. SPACE STAIR 2 44 ' 47.5" SPRINKLER/BOILER REVIEWED FOR CODE COMPLIANCE APPOVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION OCCUPANCY GROUPS PER IBC CHAPTER 3 CLASSIFICATION CLASSIFICATION BUSINESS RESIDENTIAL PARKING GARAGE STORAGE RESIDENTIAL STORAGE GROUP B R-2 S-2 S-1 (MOD. HAZARD) R-2 S-1 (MOD. HAZARD) LOCATION LEVEL 1/MEZZ. LEVEL 1/MEZZ. LEVEL 1/MEZZ. LEVEL 1 LEVELS 2-5 LEVELS 2-5 CONSTRUCTION TYPE TYPE IA TYPE IA TYPE IA TYPE IA TYPE VA TYPE VA MIXED -USE AND OCCUPANCY PER IBC 508 WHERE A BUILDING CONTAINS MORE THAN ONE OCCUPANCY GROUP, THE BUILDING OR PORTION THERE OF SHALL COMPLY WITH THE APPLICABLE PROVISIONS OF SECTIONS OF 508.2, 508.3, OR 508.4, OR A COMBINATION THEREOF. LEVELS 1 & MEZZANINE : NON -SEPARATED OCCUPANCIES (IBC 508.3): B/M/R-2/S-2 1. NON -SEPARATED OCCUPANCIES SHALL BE INDIVIDUALLY CLASSIFIED AND COMPLY WITH CODE FOR THE PARTICULAR OCCUPANCY, EXCEPT THAT THE MOST RESTRIC- TIVE PROVISIONS OF CHAPTER 9 (FIRE PROTECTION SYSTEMS) SHALL GOVERN. 2. THE ALLOWABLE BUILDING AREA AND HEIGHT FOR THE MOST RESTRICTIVE OCCUPANCY SHALL GOVERN (UNLIMITED FOR TYPE 1A PORTION OF BUILDING). NO SEPARATION IS REQUIRED BETWEEN NON -SEPARATED OCCUPANCIES, SEE A005 SHEET SERIES FOR FIRE RATED ASSEMBLY KEY PLANS. 3. INCIDENTAL USES - SPRINKLERED / NON -FIRE RATED SEPARATION (IBC 509) SHALL BE BE SEPARATED BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. TRASH ROOM > 100 SF, LEVEL P1. TYPICAL LEVELS 2-5: ACCESSORY OCCUPANCIES (IBC 508.2): R-2/S-1 1. ACCESSORY OCCUPANCIES ARE ANCILLARY TO THE MAIN OCCUPANCY OF THE BUILDING, OR PORTION THEREOF. MAIN OCCUPANCY = R-2 APARTMENTS, ACCESSORY OCCUPANCY = S-1 MOD. HAZARD STORAGE, MECHANICAL, & ELECTRICAL ROOMS. 2. AGGREGATE ACCESSORY OCCUPANCIES ARE LIMITED TO 10% OF THE AREA OF THE STORY THAT THEY ARE LOCATED. 3. ACCESSORY OCCUPANCIES SHALL BE INDIVIDUALLY CLASSIFIED AND SHALL COMPLY WITH CODE FOR THE PARTICULAR OCCUPANCY. 4. THE ALLOWABLE BUILDING AREA AND HEIGHT FOR MAIN OCCUPANCY(R-2) SHALL GOVERN. SEE AREA CALCULATIONS SHEET A001. 5. NO SEPARATION IS REQUIRED BETWEEN ACCESSORY OCCUPANCIES AND THE MAIN OCCUPANCY, EXCEPT THAT R-2 DWELLING UNITS SHALL BE SEPARATED FROM OTHER DWELLING UNITS AND FROM THE S-1 ACCESSORY OCCUPANCIES CONTIGUOUS WITH THEM BY 1-HOUR RATED FIRE PARTITIONS. SEE A005 SHEET SERIES FOR FIRE RATED ASSEMBLY. 6. INCIDENTAL USES - SPRINKLERED / NON -FIRE RATED SEPARATION (IBC 509) SHALL BE BE SEPARATED BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. LAUNDRY ROOMS >100 SF, LEVELS 2-5. MEANS OF EGRESS 1. AREAS INCLUDED FOR OCCUPANT LOAD CALCULATION DO NOT INCLUDE CORRIDORS, STAIRS, RESTROOMS AND UNOCCUPIED AREAS. 2. THE NUMBER OF OCCUPANTS HAVE BEEN ROUNDED UP. 3. DESIGN OCCUPANT LOAD PER IBC TABLE 1004.1.2: SEE CALCS. BY OCCUPANCY ON THIS SHEET. A. ACCESSORY STORAGE AREAS = 300 SF / OCCUPANT (GROSS) B. ASSEMBLY WITHOUT FIXED SEATS = 15 SF / OCCUPANT (NET) C. BUSINESS AREAS = 100 SF / OCCUPANT (GROSS) E. PARKING GARAGE = 200 SF / OCCUPANT (GROSS) F. RESIDENTIAL = 200 SF / OCCUPANT (200 GROSS) 4. OUTDOOR AREAS (IBC 1004.5): A. OUTDOOR AREAS (I.E. TERRACES) ARE NOT INTENDED TO BE UTILIZED BY PERSONS IN ADDITION TO THE OCCUPANTS OF THE BUILDING. THE PATH OF EXIT TRAVEL PASSES THROUGH THE BUILDING, BUT THE OCCUPANT LOAD OF THE OUTDOOR AREA DOES NOT CONTRIBUTE TO THE TOTAL SUM OF THE BUILDING. B. OUTDOOR AREAS (I.E. DECKS/TERRACES/BALCONIES) ASSOCIATED WITH INDIVIDUAL R-2 DWELLING UNITS DO NOT CONTRIBUTE TO THE TOTAL SUM OF THE BUILDING AREA. 4. NUMBER OF EXITS (IBC 1015): TWO EXITS SHALL BE REQUIRED FROM ANY SPACE WHERE THE OCCUPANT LOAD EXCEED THE FOLLOWING VALUES PER IBC TABLE 1015.1: SEE EXITING PLANS ON THIS SHEET. A. GROUP A, B = 49 OCCUPANTS B. GROUP S = 29 OCCUPANTS C. GROUP R = 10 OCCUPANTS 5. SEPARATION OF EXITS (IBC 1015.2.1): WHERE TWO EXITS ARE REQUIRED THEY SHALL BE PLACED A DISTANCE APART EQUAL TO NOT LESS THAN 1/3 THE DIAGONAL DIMENSION OF THE AREA SERVED ( EXCEPTION 2 SPRINKLERED BUILDING). SEE EXITING PLANS ON THIS SHEET FOR SEPARATION DIMENSIONS. 6. COMMON PATH OF EGRESS TRAVEL (IBC 1014.3): A. 75 MAXIMUM, EXCEPT: B. B/S OCCUPANCIES: 100 FT. MAXIMUM (SPRINKLERED) C. R-2 OCCUPANCIES: 125 FT. MAXIMUM (SPRINKLERED) 7. EXIT ACCESS TRAVEL DISTANCE (IBC 1016): A. GROUP A, R, S-1 B. GROUP B C. GROUP S-2 8. DEAD-END CORRIDORS (IBC 1018.4): A. WHERE MORE THAN ONE EXIT IS REQUIRED, MAX. DEAD-END LENGTH = 20 FT. EXCEPT; B. GROUP B, R-2, S = 50 FT (SPRINKLERED) 9. EGRESS WIDTH (IBC 1005.3.1, & 1005.3.2, EXCEPTIONS): SHALL NOT BE LESS THAN THE TOTAL OCCUPANT LOAD SERVED BY THE MEANS OF EGRESS MULTIPLIED BY: A. .2 INCHES PER OCCUPANT FOR STAIRS (SPRINKLERED) PROPOSED STAIR WIDTH = 45.375" /.2 = 226 OCCUPANTS ACCOMMODATED B. .15 INCHES PER OCCUPANT FOR OTHER COMPONENTS (SPRINKLERED) PROPOSED 36" DOOR = 34"/.15 = 226 OCCUPANTS ACCOMMODATED PROPOSED LEVELS 2-5: 1HR RESIDENTIAL CORRIDOR WIDTH = 69" CLEAR/.15 = 460 OCCUPANTS ACCOMMODATED. C. SEE EXITING PLANS FOR ACTUAL NUMBER OF OCCUPANTS. 10. MEANS OF EGRESS ILLUMINATION (IBC 1006): A. ILLUMINATION SHALL BE PROVIDED AT EVERY POINT IN THE MEANS OF EGRESS. THE ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1 FOOT- CANDLE (11 LUX) AT THE WALKING SURFACE AT ALL TIMES THE SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. LUMINARIES SHALL BE INSTALLED WHENEVER EXIT SIGNS ARE REQUIRED. B. POWER SUPPLY TO BE PROVIDED BY PREMISES' ELECTRICAL SUPPLY. IN EVENT OF POWER SUPPLY FAILURE, AN EMERGENCY POWER SYSTEM SHALL AUTOMATICALLY ILLUMINATE AREAS REQUIRED PER IBC 1006.3 INCLUDING: CORRIDORS, EXIT ENCLOSURES, EXIT PASSAGEWAYS, INTERIOR EXIT DISCHARGE ELEMENTS AND EXTERIOR LANDINGS FOR EXIT DISCHARGE DOORWAYS. C. EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON -SITE GENERATOR. REFER TO ELECTRICAL BIDDER/DESIGN PLANS FOR SYSTEM DESIGN. 11. EXIT SIGNS (IBC 1011): A. PROVIDE AN APPROVED EXIT SIGN AT ALL EXITS AND EXIT ACCESS DOORWAYS (FROM SPACES REQUIRING TWO EXITS) IN A LOCATION THAT IS READILY VISIBL FROM ANY DIRECTION OF EGRESS TRAVEL. PLACE SIGNS SUCH THAT NO POINT IN CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FT FROM THE NEAREST VISIBLE EXIT SIGN. SEE BUILDING PLANS FOR SIGN LOCATIONS. B. EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED PER IBC 1011.3, 1011.5, AND 1011.6. C. PROVIDE A TACTILE EXIT SIGN STATING "EXIT" AND COMPLYING WITH ICC A117. ADJACENT TO EACH DOOR TO AN AREA OF REFUGE, EXTERIOR AREA FOR ASSISTED RESCUE, EXIT STAIRWAY, EXIT RAMP, EXIT PASSAGEWAY AND EXIT DISCHARGE. 12. POSTING OF OCCUPANT LOAD (IBC 1004.3): EVERY ROOM OR SPACE THAT IS AN ASSEMBLY OCCUPANCY SHALL HAVE THE OCCUPANT LOAD OF THE SPACE POSTED IN A CONSPICUOUS PLACE NEAR THE MAIN EXIT OR EXIT ACCESS DOORWAY. POSTED SIGNS SHALL BE OF AN APPROVED LEGIBLE PERMANENT DESIGN AND SHALL BE MAINTAINED. SEE OCCUPANCY & EGRESS PLANS THIS SHEET FOR OCCUPANT LOADS. EXAMPLE: 13. ACCESSIBLE MEANS OF EGRESS (IBC 1007.2): FROM ABOVE AND BELOW GRADE LEVELS IS PROVIDED BY INTERIOR EXIT STAIRS - REFER TO SHEET A452 FOR REQUIREMENTS AND BY AN ACCESSIBLE ELEVATOR - REFER TO SHEET A460 FOR REQUIREMENTS. = 250 FT (SPRINKLERED) = 200 FT (NS - ROOF TERRACE) = 300 FT (SPRINKLERED) = 400 FT (SPRINKLERED) RECEIVED CITY OF TUKWILA MAY 2 2 2015 NOTICE FOR YOUR SAFETY OCCUPANCY IS mien TO: 428 PBg6UNs BY ORDER OF TH CODI bmclAL Keep Posted Under Penalty Oi Law' JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA _,REG L. ALLWYINE ATE OF WASHINGTON 0 m BID SET/PERMIT COMMENTS V t0 0 NN 0 23:? pM d c -- O N 05-22-2015 W tY r- N ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 z W Lil I- 0 z 0 z z 0 z 0 3 re a w 5 5 0 W re oCC Q. W W aF Lu0 a W 0 LL 0 wz wW WI - PROJECT #: DRAWN BY: CHECKED BY: 1026.05 CMR Checker OCCUPANCY & EGRESS PLANS PERMIT CENTER BID SET/PERMIT COMMENTS EGRESS LEGEND DEADEND CORRIDOR (R-2 SPRINKLERED): 22'-6 1/2" (50'-0" MAX. ALLOWED) COMMON PATH OF TRAVEL DISTANC (100'-0" MAX. ALLOWED) A A A STAIR 1 45.375" DEADEND CORRIDOR (R-2 SPRINKLERED): 22'-6 1/2" (50'-0" MAX. ALLOWED) COMMON PATH OF TRAVEL DISTANCE (100'-0" MAX. ALLOWED) E.TERRACE \ MAXIUM TRAVEL DISTANCE: 250'-0" (250'-0" ALLOWED) .44 DIAGONAL DISTANCE = 306'-2" REQUIRED EXIT SEPARATION = 1/3 = 103'- 1" ACTUAL: 416'-5" FLOOR PLAN - LEVEL 3-4 DEADEND CORRIDOR (R-2 SPRINKLERED): 13'-10 1/2" (50'-0" MAX. ALLOWED) 11111111 IIII� STAIR 2 44 45.375" ,-- r &r, A14l?-.:4 ram'f., ..„ , HATCH INDICATES SHARED USE 1" = 20'-0" HATCH INDICATES SHARED USE MAXIUM TRAVEL DISTANCE: 244'-8" (250'-0" ALLOWED) DIAGONAL DISTANCE 3i3=g"\\ in REQUIRED EXIT SEPARATION 1/3 ✓1 L: 416'-5" 1 LV 2 OCCUPANCY & EGRESS 1" = 20'-0" # < OCCUPANT LOAD PER EXIT DOOR EGRESS WIDTH TOTAL NUMBER OF OCCUPANTS SERVED REQUIRED DOOR WIDTH (.2) PROVIDED DOOR WIDTH STAIR EGRESS WIDTH TOTAL NUMBER OF OCCUPANTS SERVED REQUIRED STAIR WIDTH (.3) PROVIDED STAIR WIDTH ® CEO ®®®®® MAXIMUM TRAVEL DISTANCE TO NEAREST EXIT AND COMMON PATH OF TRAVEL 0 ELEVATOR TO ACCOMMODATE STRETCHER ACCESSIBLE MEANS OF EGRESS ELEVATOR LEVELS 3 - 4 OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX CORRIDOR NONE 3,260 M'; XXX ELECTRICAL S-1 64 300 1 1 1 XXX LAUNDRY 1 R-2 169 200 1 1 1 ,' %%,' %% XXX JANITOR S-1 61 300 1 1 1 f XXX LAUNDRY 2 R-2 68 200 1 1 1 / XXX STORAGE S-1 93 300 1 1 1 r,-,/,',A XXX TRASH RM. S-1 59 300 1 1 1 XXX RESIDENTIAL UNITS R-2 19,244 200 96 2 2 Grand Total DEADEND CORRIDOR (R-2 SPRINKLERED): 13'-10 1/2" (50'-0" MAX. ALLOWED) 102 LEVEL 2 OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX CORRIDOR NONE 3,587 / XXX EAST TERRACE R-2, A FOR OLF 564 15 0 1 1 ' ' ' XXX ELECTRICAL S-1 64 300 1 1 1 XXX LAUNDRY 1 R-2 169 200 1 1 1 / XXX AMENITY RM. R-2, A FOR OLF 465 15 31 1 1 • 2' ' ' '' XXX JANITOR S-1 61 300 1 1 1 XXX LAUNDRY 2 R-2 68 200 1 1 1 /' ; ' '' '%- ; XXX STORAGE G S -1 703001 1 1 / / XXX RESTROOM R-2 93 200 0 1 1 �/ XXX AMENITY RM. R-2, A FOR OLF 451 15 30 1 1 / /, XXX AMENITY RM. R-2, A FOR OLF 687 15 46 1 1 ' '/ XXX TRASH RM. S-1 59 300 1 1 1 #"; j XXX STORAGE S-1 70 300 1 1 1 / / XXX RESIDENTIAL UNITS R-2 17,138 200 86 2 2 j////� XXX WEST TERRACE R-2, A FOR OLF 5,669 15 0 2 2 Grand Total IH•O38� 200 I E WE WED FOR ,CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT DREG L. ALLWING ATE OF WASHINGTON o. v d CI co WWo co 0 Hp 2m n 0 0 W0 uj =W� o- w ❑ w (V ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 CMR Checker OCCUPANCY & EGRESS PLANS AO04a BID SET/PERMIT COMMENTS • r 4,1 II DEADEND CORRIDOR (R-2 SPRINKLERED): 22'-6 1/2" (50'-0" MAX. ALLOWED) 45 22'-61/2' f4 STAIR 1 45.375" COMMON PATH OF TRAVEL DISTANC (100'-0" MAX. ALLOWED) 3 �...:.:._ /T VA rr 4 3 \l/ CORR DOR MAXIUM TRAVEL DISTANCE: 250'-0" (250'-0" ALLOWED) 47A4 A!/ # 9 Ads5 pr�Al I r:S�' 3AM 'rot 3 \ N \ DIAGONAL DISTANCE = 306'-2" REQUIRED EXIT SEPARATION = 1/3 = 103'- 1" ACTUAL: 416'-5" \ \ \ \ \ \ \ \ \ / DIA OCC EGRESS LEVEL 5 1" = 20'-0" DEADEND CORRIDOR (R-2 SPRINKLERED): 13'-10 1/2" (50'-0" MAX. ALLOWED) j/AP 1 A \ 13'-101/2" Ij� STAIR 2 44" 45.375" EGRESS LEGEND # < OCCUPANT LOAD PER EXIT DOOR EGRESS WIDTH TOTAL NUMBER OF OCCUPANTS SERVED REQUIRED DOOR WIDTH (.2) PROVIDED DOOR WIDTH STAIR EGRESS WIDTH qZTOTAL NUMBER OF OCCUPANTS SERVED REQUIRED STAIR WIDTH (.3) PROVIDED STAIR WIDTH CO CO MAXIMUM TRAVEL DISTANCE TO NEAREST EXIT AND COMMON PATH OF TRAVEL O ELEVATOR TO ACCOMMODATE STRETCHER ACCESSIBLE MEANS OF EGRESS ELEVATOR LEVELS 5 OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX CORRIDOR NONE 3,260 j//� XXX SUNROOM R-2, A FOR OLF 667 15 45 1 1 ,(, XXX RESTROOM R-2 71 0 0 1 1 A';%; '; ; XXX ELECTRICAL S-1 64 300 1 1 1 y,/ XXX LAUNDRY 1 R-2 169 200 1 1 1 '; XXX JANITOR S-1 61 300 1 1 1 i XXX LAUNDRY 2 R-2 68 200 1 1 1 /, %; ; ;%; ;, XXX STORAGE S-1 93 300 1 1 1 /,- ', ';j XXX TRASH RM. S-1 59 300 1 1 1 . / XXX RESIDENTIAL UNITS R-2 18,506 200 93 2 2 Grand Total 144 RE WWD FOR QDE COMPLIANCE APPOVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET BID SET/PERMIT COMMENTS Date d• u) 00 'or; CO CO N ON to •--00 REV# N ISSUE DATE: PROJECT #: DRAWN BY: CHECKED BY: 05-22-2015 1026.05 CMR Checker OCCUPANCY & EGRESS PLANS BID SET/PERMIT COMMENTS TYPE IA CONSTRUCTION (HORIZONTAL ASSEMBLY): FIRE RESISTIVE CONSTRUCTION C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Centrai; chariesr.rvt 9A HIGH PARAPET 350.50 PARAPET HT. 8B 8A pi? ▪ -- O h. Or 2B I 1 I I1 11 I I —I I II1IIIIIIIIIIIIIIIII1IIIII1IIIII1IIIII1I 8B 8A 8B 8A OD a OD MONO III 11III 111III 2A 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 MEZZANINE LEVEL I l I I—III-11I-III-1I I11�I71-1I1-III-III=III-III=1T1=111-111=III=III-III=III-1 III= 111111111111111111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII IIII HORIZONTAL ASSEMBLY - EW SECTION 1" = 20'-0" 299.50 LEVEL I 00 289.50 OPEN TO \BELOW / \ / \ / \ i/ OPEN TO BELOW / / TYP. TYP. OPEN /TO ,BELOW 7 \ / V 'OPEN• TO BELOW \ / \ / OPN /TO /BELOW OPEN/ TO' BELOW TYP \ 3 HOUR SEPARATION TYPE IA CONSTRUCTION: EXIT ENCLOSURE/SHAFT WALLS CORRIDOR WALLS 1 HOUR 00 ®COM= CO =MP® ® ® ® 0 MECO DEMISING WALL UNITS 1 HOUR 111011110 0 11011110 0 ® 0 CEO•C111110 0 1111111111 TYPICAL INTERIOR WALL: NON -BEARING WALL 4B 2C 1B3 4C 4D 4B1 4H 4C1 TYP. 'OPEN TO' BELOW \,/ /\ \- COMPACT I COMPACT COMPACT COMPACT I COMPACT COMPACT COMPACT I COMPACT COMPACT COMPA OPEN -TO- - -BELOW MEZZ LEVEL ASSEMBLY KEYPLAN 1" = 20'-0" Ll ' f 1 ' Ll ' Ll ' Ll ' [1 1 Ll ' Cl 1 L Li Li LJ LJ LJ LJ LJ LJ L 2� LEVEL 1 ASSEMBLY KEYPLAN 1" = 20'-0" o REQUIRED FIRE RESISTIVE RATINGS: IBC 601 TYPE IA CONSTRUCTION (LEVEL 1 & MEZZANINE): PRIMARY STRUCTURAL FRAME BEARING WALLS - EXTERIOR BEARING WALLS - INTERIOR NON -BEARING WALLS - EXTERIOR NON -BEARING WALLS - INTERIOR FLOOR CONSTRUCTION & SEC. MEMBERS ROOF CONSTRUCTION & SEC. MEMBERS 3 HOUR 3 HOUR 3 HOUR BASED ON TABLE 602 FOR FIRE SEPARATION DIST. 0 HOUR 2 HOUR 1.5 HOUR 3 HOUR HORIZONTAL FIRE BARRIER REQUIRED AT LEVEL 2 SLAB PER CITY OF TUKWILA ORDINANCE 2326 & IBC 510.2 HORIZONTAL BLDG. SEPARATION ALLOWANCE TYPE VA CONSTRUCTION (LEVELS 2 - 5): PRIMARY STRUCTURAL FRAME BEARING WALLS - EXTERIOR BEARING WALLS - INTERIOR NON -BEARING WALLS - EXTERIOR NON -BEARING WALLS - INTERIOR FLOOR CONSTRUCTION & SEC. MEMBERS ROOF CONSTRUCTION & SEC. MEMBERS CORRIDOR WALLS (IBC 1018.1) SLEEPING UNIT SEPARATION (IBC 420.2) SHAFTS (IBC 707.3.1) ELEVATOR HOISTWAY (IBC 713.14) STAIR/EXIT ENCLOSURE (IBC 1022.2) TRASH CHUTE ACCESS ROOM (IBC 713.13.3) TRASH CHUTE TERMINATION ROOM (IBC 713.13.4) 1 HOUR 1 HOUR (FIRE SIDE INSIDE>10FT) 1 HOUR BASED ON TABLE 602 FOR FIRE SEPARATION DIST. 0 HOUR 1 HOUR 1 HOUR 1 HOUR FIRE PARTITION 1 HOUR FIRE PARTITION 2 HOUR FIRE BARRIER 2 HOUR FIRE BARRIER 2 HOUR FIRE BARRIER 1 HOUR FIRE BARRIER 2 HOUR FIRE BARRIER FIRE RESISTIVE ASSEMBLIES 1. XX FIRE RESISTIVE ASSEMBLIES ARE TAGGED ON THE ASSEMBLY PLANS THIS SHEET AND SHEET A005a. REFER TO SHEETS A006 - A006d FOR FIRE RESISTIVE ASSEMBLY DETAILS. 2. MARKING AND IDENTIFICATION (IBC 703.7): FIRE WALLS, FIRE BARRIERS, FIRE PARTITIONS, SMOKE BARRIERS AND SMOKE PARTITIONS OR ANY OTHER WALL REQUIRED TO HAVE PROTECTED OPENINGS OR PENETRATIONS SHALL BE EFFECTIVELY AND PERMANENTLY IDENTIFIED WITH SIGNS OR STENCILING. SUCH IDENTIFICATION SHALL: A. BE LOCATED IN ACCESSIBLE CONCEALED FLOOR, FLOOR -CEILING OR ATTIC SPACES; B. BE LOCATED WITHIN 15 FEET OR THE END OF EACH WALL AND AT INTERVALS NOT EXCEEDING 30 FEET MEASURED HORIZONTALLY ALONG THE WALL OR PARTITION; AND C. INCLUDE LETTING NOT LESS THAN 3 INCHES IN HEIGHT WITH A MINIMUM 3/8" STROKE IN A CONTRASTING COLOR INCORPORATING THE SUGGESTED WORDING. "FIRE AND/OR SMOKE BARRIER -- PROTECT ALL OPENINGS" OR OTHER WORDING. EXCEPTION: WALLS IN GROUP R-2 OCCUPANCIES THAT DO NOT HAVE A REMOVABLE DECORATIVE CEILING ALLOWING ACCESS TO THE CONCEALED SPACE. SITE DIAGRAM - EXTERIOR WALLS & OPENINGS ' i 4+)35' 9„ %>30 Fr)' c_ N +, INTERNAL STREET (CENTER) ne�zc,, tt jl f 1 co { Pi Jy-1_•e-1 ASSUMED PROPERTY LINE BETWEEN BUILDINGS (<30') 18'-11/2"1 / 10'-21/2 0 FIRE SEPARATION DISTANCE. THE DISTANCE MEASURED FROM THE BUILDING FACE TO ONE OF THE FOLLOWING: 1. THE CLOSEST INTERIOR LOT LINE; 2. TO THE CENTERLINE OF A STREET, AN ALLEY OR PUBLIC WAY; OR 3. TO AN IMAGINARY LINE BETWEEN TWO BUILDINGS ON THE PROPERTY. THE DISTANCE SHALL BE MEASURED AT RIGHT ANGLES FROM THE FACE OF THE WALL. FIRE -RESISTANCE RATING REQUIREMENTS FOR NON -BEARING EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCE PER TABLE (602) 10<X<30 X>30 = 1 HOUR (OCCUPANCY GROUP M, S-1, A, B, R, S-2) = 0 HOUR (OCCUPANCY GROUP M, S-1, A, B, R, S-2) FIRE -RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS (705.5): THE REQ'D. FIRE RESISTANCE RATINGS OF EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE GREATER THAN 10 FT. SHALL BE RATED FOR EXPOSURE TO FIRE FROM THE INSIDE. WALLS <10 FT. SHALL BE RATED FOR EXPOSURE FROM BOTH SIDES. MAXIMUM AREA OF EXTERIOR WALL OPENINGS BASED ON FIRE SEPARATION DISTANCE AND DEGREE OF OPENING PROTECTION (TABLE 705.8) 10 FT. TO LESS THAN 15 FT. 15 FT. TO LESS THAN 20 FT. 20 FT. TO LESS THAN 25 FT. 30 FT. OR GREATER UNPROTECTED, SPRINKLERED 45% UNPROTECTED, SPRINKLERED 75% UNPROTECTED, SPRINKLERED NO LIMIT UNPROTECTED, SPRINKLERED NOT REQ'D SEE DEGREE OF OPENING CALCULATIONS PER WALL/LEVEL THIS SHEET. SOUTH WALL OPENING CALCULATIONS as 10'-2 1/2" FIRE SEPARATION DISTANCE LEVEL 1 OPENING 167.5 SF / WALL 1104.58 SF = 15.16 % (<45%) 3�q R . WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET MEP COORD/BID SET C) — - tO N N O 0 —N REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Author Checker FIRE/SOUND ASSEMBLY PLANS 00 BID SET/PERMIT COMMENTS w 2 z• u.; ASSEMBLY KEYPLAN - LEVEL 5 ASSEMBLY 1" = 20'-0" 1 Al TYP. 7A TYP. Ary Te Z _ •a44,- ,, Pr 11 TYPE VA CONSTRUCTION : CORRIDOR WALLS 1 HOUR 0 03100310 0 DEMISING WALL UNITS 1 HOUR ® 0 ® 0 ® 0 ® 0 ® 0 010113 2 HOUR EXIT ENCLOSURE/SHAFT WALLS TYPICAL WALLS WITHIN UNITS: 1 HOUR RATED BEARING WALL - TYPICAL NON -RATED NON -BEARING WALL - TYPICAL 7C 7D 7H 7B 7B1 7C1 7J FLOOR PLAN - LEVEL 3-4 1" = 20'-0" FLOOR PLAN - LEVEL 2 1" = 20'-0" WED FOR DE CQMPLIANC APPROVED 'JUL 2 7 2015 City of Tukwila WING DIVISIOF RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 4V JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA d rr 3380 REGISTERED ARCHITECT ,REG L. ALLWVINR ATE OF WASHINGTON '-u- 00 N a0 M O ei 0 0 ISSUE DATE: 4450 SOUTH 144TH STREET TUKWILA, WA 98188 ROJECT #: RAWN BY: NECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 05-22-2015 1026.05 Author Checker FIRE/SOUND ASSEMBLY PLANS BID SET/PERMIT COMMENTS FIRE & SOUND ASSEMBLIES GENERAL NOTES age Bldg_E-Central charlesr.rvt C:\Users\charlesr\Documents\1026-Tukwila V ROOF MEMBRANE OVER PROTECTION BOARD 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 TABLE 1203.2. SLOPE TO CENTER DRAIN. SEE ENERGY CALCS. AIR BARRIER OVER CONC. a a, 1a. 8" (& GREATER) THICK REINFORCED CONCRETE FLOOR PER STRUCTURAL DRAWNGS. REQUIRED ° n :,,' RATING 3 HOURS, ACTUAL RATING = 4+ HOUR e 3C 3-HOUR RATED HORIZONTAL ASSEMBLY d a d •a p' •• - EXPOSED CONCRETE ROOF IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL SLAB AS ROOF - TYPE IA CONSTRUCTION LOCATION: LEVEL 2 SLAB WHERE EXPOSED REQUIRED STC: NONE REQUIRED IIC: NONE • 8" (& GREATER) THICK REINFORCED CONCRETE • FLOOR PER STRUCTURAL DRAWNGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR AT CONDITIONED & UNCONDITIONED SPACES ONLY PROVIDE MECHANICALLY FASTENED, R-30 RIGID INSULATION (AT LOW HEADROOM CLEARANCE AREAS) OR R-30 PINNED BATT INSULATION W/FIRE BLANKET PER ENERGY CODE CALCULATIONS 2C 3-HOUR RATED HORIZONTAL ASSEMBLY -n a da _4 4.- • - 4 a - - d - - - - - - ,- , - a d, 4 ° - d' z 4. , - • - `a- -. - •de 11111111111111 ''11 I I I I I IIII I I I 1 I I Ill IIIIIIIIIIIIII I I I. I'' I III11 I! I I I I I I o - , - - - - - U rz w n. CONCRETE SLAB IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL SLAB - TYPE IA CONSTRUCTION LOCATION: L2 SLAB SEPARATING UNCONDITIONED/UNCONDITIONED SPACE AND CONDITION/CONDITION SPACE i LOCATION: LEVEL 2 SLAB CANTILEVER 2C1 ADD TO ASSEMBLY 2C: 6" RIGID INSULATION (R-30), FINISH WITH 2X FIR T&G BOARDS - STAINED 2C2 LOCATION: MASS FLOORS SEPARATING UNCONDITIONED/CONDITIONED SPACE @ L1 AND PARKING GARAGE ADD TO ASSEMBLY 2C: 10.25" (R-38) PINNED BATT (TYP.) OR ALTERNATE 6" (R-30) RIGID INSULATION (AT LOW HEADROOM CLEARNACE AREAS) 8" (& GREATER) THICK REINFORCED CONCRETE FLOOR PER STRUCTURAL DRAWINGS. REQUIRED RATING 2 HOURS, ACTUAL RATING = 4+ HOUR 2B 2 HOUR RATED FLOOR/CEILING ASSEMBLY REQUIRED STC: NONE REQUIRED IIC: NONE • • a .d PER STRUCT. CONCRETE SLAB IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL SLAB - TYPE IA CONSTRUCTION LOCATION: MEZZANINE LEVEL MASS FLOOR WITHIN UNCONDTIONED SPACE VAPOR BARRIER PER GEOTECH REPORT GRAVEL BASE PER GEOTECH REPORT SOIL BASE PER GEOTECH REPORT 2A 2A1 NON -RATED SLAB ON GRADE REQUIRED STC: NONE REQUIRED IIC: NONE • o, -cr-'-lr-0-,e'-lr_ ) �-e 0-fl�-t . e r� , -- -e -e °o0 OccBASE LAYERS PER FLOOR TYPES BELOWDOO °o( goo o v o" " �� mo o -eo o 00 0_ 00 0 GOO-0 o� 0 00 0 o-O o oU o oho oho oho o�c Oi�- 00 °00 °00 °00 °00 °00 °00 °00 °00 °00 I f r(l'=1 I I -I i1 1 li-I I f=1 I i_ ll II n`' f 1-i I ij i r�' III I (=n i I i i =1 1 1=1 1 1-1 1 1=1 1 1=1 1 1=1 1 1=1 1 1=1 1 1-I 1 I -I W-I 1 I -I 1 I-1 1 1=1 1 1=1 1 1 -1 I 1=111-111=111=111-111=111E-1H=111=111=111=111-111=111 II I1=„I 11III, ,I I1I 11=„I 11=„I I v-j I1-„I I1-„I 11-„I I I_„III_„I I1-„1 I I_„I I I,,, CONCRETE SLAB TYPE: STRUCTURAL SLAB - TYPE IA CONSTRUCTION LOCATION: LEVEL P1 SLAB BELOW UNCONDITIONED SPACE LOCATION: LEVEL P1 SLAB BELOW CONDITIONED SPACE ADD TO ASSEMBLY 2A1: 2" RIGID INSULATION (R-10) REQUIRED STC: NONE REQUIRED IIC: NONE 8" (& GREATER) THICK REINFORCED CONCRETE WALL PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR 1B 1B1 1 B2 1 B3 , • 4 3-HOUR RATED NON-COMBUSTIBLE WALL (INTERIOR) U N� co IY w a - co\ w CONCRETE STRUCTURAL FRAME J m 2 w U) cn qw LC IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL FRAME - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 AND MEZZANINE LOCATION: MASS WALLS SEPARATING CONDITIONED & UNCONDITIONED SPACES AT LEVEL 1. OUTSIDE ELEV. & STAIR ENCLOSURES AT LEVEL 1 AND MEZZANINE ADD TO ASSEMBLY 1B: 1-1/2" RIGID XPS INSULATION (R-7.5), 7/8" HAT CHANNEL, AND FINISH WITH FIBER CEMENT PANELS - PAINTED LOCATION: MASS WALLS SEPARATING CONDITIONED & UNCONDITIONED SPACES AT LEVEL 1 AND MEZZANINE. INSIDE STAIR. ADD TO ASSEMBLY 1B: 1-1/2" RIGID XPS INSULATION (R-7.5), 7/8" HAT CHANNEL, AND FINISH WITH 5/8" TYPE 'X' GWB - PAINTED LOCATION: MASS WALLS SEPARATING CONDITIONED & UNCONDITIONED SPACES AT LEVEL 1 AND MEZZANINE. ADD TO ASSEMBLY 1B: 6" METAL STUD FILLED WITH BATT INSULATION. OFFSET FROM ADJACENT MASS WALL TO ALLOW FOR 1" RIGID INSULATION 8" (& GREATER) THICK REINFORCED CONCRETE WALL PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR 1A 1A1 1A2 1A3 REQUIRED STC: NONE RE WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION a ,po 4` EXTERIOR J 2 w co cn 0 w 3-HOUR RATED NON-COMBUSTIBLE WALL EXTERIOR WALL (10<X<30 FIRE SEPARATION DISTANCE) IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL FRAME - TYPE IA CONSTRUCTION LOCATION: ABOVE GRADE CONDITIONS AT LEVEL 1 & MEZZANINE LOCATION: EXT. WALLS AT CONDITIONED SPACES ADD TO ASSEMBLY: 2" RIGID INSULATION (R-10), 1" AIRSPACE, FINISH WTH STANDARD BRICK LOCATION: EXT. WALLS AT CONDITIONED SPACE ADD TO ASSEMBLY: 1/2X6 TONGUE & GROOVE CEDAR SIDING ON 1/2" WOOD FURRING @ 16" O.C. ON 2" RIGID INSULATION (R-10) AT EXTERIOR. 7/8" HAT CHANNEL, FINISH WTH 5/8" GYPSUM WALL BOARD AT INTERIOR. LOCATION: EXT. WALLS AT CONDITIONED SPACE ADD TO ASSEMBLY: 7/8 CORRUGATED METAL SIDING ON 1/2" WOOD FURRING @ 16" O.C. ON 2" RIGID INSULATION (R-10) AT EXTERIOR. 7/8" HAT CHANNEL, FINISH WTH 5/8" GYPSUM WALL BOARD AT INTERIOR. REQUIRED STC: NONE RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-2012 20TH EDITION, WASHINGTON D.C. CONTRACTOR IS TO PROVIDE (2) COPIES OF THIS MANUAL ON THE JOB SITE TO COORDINATE FIRE RESISTIVE ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATED ASSEMBLIES. CONTRACTOR SHALL REFER TO THE "GENERAL EXPLANATORY NOTES" FOR ANY ALLOWED DEVIATION FROM THE TESTED ASSEMBLY. 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWNGS WTH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC & ICC TESTS ARE FROM GA MANUAL LISTED ABOVE, OWENS-CORNING WALL & FLOOR ASSEMBLY GUIDE OR FROM ICBO/ICC REPORTS. 4. SOUND TRANSMISSION REQUIREMENTS APPLY TO COMMON INTERIOR WALLS, PARTITIONS AND FLOOR CEILING ASSEMBLIES BETWEEN ADJACENT DWELLING UNITS (GUESTROOMS) OR BETWEEN DWELLING UNITS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH AS CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC 1207). A. AIR -BORNE SOUND: NOT LESS THAN STC 50 (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE SEALED, LINED, INSULATED OR OTHERWISE TREATED TO MAINTAIN RATINGS. THIS REQUIREMENT SHALL NOT APPLY TO DWELLING UNIT ENTRY DOORS, HOWEVER SUCH DOORS SHALL BE TIGHT FITTING TO FRAME AND SILL. B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45 IF FIELD TESTED). 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. DEMISING WALL: STC 50 MIN. CORRIDOR WALLS: STC 50 MIN. 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF "RESILIENT CHANNELS" , DIETRICH RC-1 DELUXE CHANNELS SHALL BE USED. 7. SOUND RATED ASSEMBLIES - SOUND CONTROL: SYSTEMS SHALL BE AIR -TIGHT. ITEMS THAT PENETRATE THE GYPSUM BOARD SHALL NOT BE LOCATED BACK TO BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE AND SEALED. THE ENTIRE PERIMETER OF A SOUND INSULATING SYSTEM SHALL BE MADE AIR TIGHT TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL BE USED TO SEAL BETWEEN THE STC RATED SYSTEM AND ALL DISSIMILAR SURFACES AND ALSO BETWEEN THE SYSTEM AND SIMILAR SURFACES WHERE PERIMETER RELIEF IS REQUIRED. TAPING GYPSUM BOARD WALL AND WALL -CEILING INTERSECTIONS PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). 8. PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2012 IBC SEC 717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES AND FIRE RATED WALL ASSEMBLIES IN ACCORDANCE WTH 2012 IBC SEC 713 AS NOTED ON SHEET A007 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE RATED WALLS, FLOORS OR FLOOR/CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY AN APPROVED FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE WITH 2012 IBC SEC 714 AS NOTED ON SHEET A007 11. CONTINUITY OF FIRE RATED WALLS: A. FIRE BARRIERS (IBC 707.5) AND SHAFT ENCLOSURES (IBC 708.5): SHALL EXTEND FROM THE TOP OF THE FLOOR/CEILING BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE AND SECURELY ATTACHED THERETO. AND SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE FIRE- RESISTANCE RATED FLOOR/CEILING OR ROOF CEILING ABOVE. C. SMOKE BARRIERS (IBC 710.4): SHALL FORM AN EFFECTIVE MEMBRANE CONTINUOUS FROM OUTSIDE WALL TO OUTSIDE WALL AND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR OR ROOF SHEATHING, DECK OR SLAB ABOVE, INCLUDING CONTINUITY THROUGH CONCEALED SPACES. 12. SEE "ENERGY CODE COMPLIANCE" NOTES ON SHEET SERIES A009 FOR INSULATION REQUIREMENTS. 13. ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) SHALL BE DENS -GLASS GOLD OR EQUAL. 14. THE TERMS "GYPSUM WALLBOARD" AND "GWB" ARE INTERCHANGEABLE. THE TERMS "GYPSUM SHEATHING" AND "GSB" ARE INTERCHANGEABLE. 15. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE USED AT ALL "WET LOCATIONS", I.E. @ BATHTUBS. GA MANUAL GENERAL EXPLANATORY NOTES A. PER GA MANUAL GENERAL EXPLANATORY NOTE #11: "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE TESTED WALL OR PARTITION SYSTEM, MINERAL FIBER, GLASS FIBER OR CELLULOSE FIBER INSULATION OF A THICKNESS NOT EXCEEDING THAT OF THE STUD DEPTH SHALL BE PERMITTED TO BE ADDED WITHIN THE STUD CAVITY." B. PER GA MANUAL GENERAL EXPLANATORY NOTE #16 "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL OR WOOD -STUD SYSTEMS. METAL STUDS OF HEAVIER GAGE THAN THOSE TESTED SHALL BE PERMITTED. THE ASSIGNED RATING OF ANY LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON -LOAD BEARING SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS." C. PER GA MANUAL GENERAL EXPLANATORY NOTE #17 "SPECIFIED FLOOR -CEILING AND ROOF -CEILING FRAMING SIZES OR TRUSS DIMENSIONS ARE MINIMUMS. GREATER JOIST OR TRUSS SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -FRAMED SYSTEMS. INDICATED JOIST AND TRUSS SPACING ARE MAXIMUMS." D. PER GA MANUAL GENERAL EXPLANATORY NOTE #18 "WITHIN DESIGN LIMITATIONS, THE DISTANCE BETWEEN PARALLEL ROWS OF STUDS, SUCH AS IN A CHASE WALL, SHALL BE PERMITTED TO BE INCREASED BEYOND THAT TESTED. WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" AND CROSS BRACING IS REQUIRED THE CROSS BRACING SHALL BE FABRICATED FROM STEEL STUDS." E. PER GA MANUAL GENERAL EXPLANATORY NOTE #22 "ADDITIONAL LAYERS OF TYPE X OR REGULAR GYPSUM PANELS SHALL BE PERMITTED TO BE ADDED TO ANY SYSTEM." F. PER GA MANUAL GENERAL EXPLANATORY NOTE #23 "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE - RESISTANCE RATED WALL OR PARTITION SYSTEM, WOOD STRUCTURAL PANELS SHALL BE PERMITED TO BE ADDED TO ONE OR BOTH SIDES." SEE GA MANUAL FOR NOTE G. PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH PROPRIETARY SYSTEM LISTS SPECIFIC PRODUCTS THAT ARE ACCEPTABLE FOR USE IN THE SPECIFIC SYSTEM IN WHICH THEY ARE LISTED. CONSULT THE MANUFACTURER FOR INFORMATION ON ADDITIONAL PROPRIETARY PRODUCTS THAT ARE SUITABLE FOR USE IN SPECIFIC PROPRIETARY SYSTEMS." au JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLWVINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET •cr LO 00 NN It 00C') ON W IX ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 0 z W W U z 0 0 a 5 5 F-W Ej'o on. W Q I- wo a ccn OD zn §w W O Wz WW PROJECT #: DRAWN BY: CHECKED BY: 1026.05 CMR CMR CONCRETE FIRE, SOUND & INSULATION ASSEMBLIES BID SET/PERMIT COMMENTS FILENAME: C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-GentraLchariesr.rvt 5/21/2015 3:32;17 PM - .... .......... GA FILE. NO.- WP 1.35O. , .... I.... GENERIC I ... -.._. ; ' 1 HOUR .. 35 to 39 STC FIRE & SOUND ASSEMBLIES GENERAL NOTES J O H N S O N 52nd Ave. Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR Greg Jeffrey B R A U N D N�. South DESIGN L. Allwine, AIA A. Williams, AIA FILE I! 3. ' VII • • Ct~NER HCt R 5 # a 9 STC FIRE: SOUND GYPSUM WALLBOA RD, sTE4L STUDS I=II St3Nl ;GYPSUM WALLBOARD, STEEL STUDS .... One;la er 5/s f e:X surn.wallboard;or sum'.veneer base a lied arallel or at ri ht: Y. Yp 9 p pp p 1, GA FILE IS FROM GYPSUM ASSOCIATION FIRE - sr :, . , , : 3 6:1 r.� t e X IxrWt.,We. petit-0( surtt ate ba h enot. -r-o rt ht .. sn l s t � tt r�! of ��te �tx�l �tLrtta tt t1 I c�r!rs �p•E:,sr e 2�,�r.e-'�!..� ? T S t, - �:_, _ ... 9Yp ?:. : ' RESISTANCE DESIGN MANUAL GA 600-2012 20TH EDITION, an les,to each side of 35/s steel stutls 24 o:crw�th 1: T e:S dr'wall screws S ;o:c. at` � 9 YID Y •i .vertical oints and 12" o-c: at floor. and ceilin' runners and intermediate., studs:. ) 9... J- . t. _ .Joints staggered_24 on'opposite sides. (NLB)' , ,' _, r r :; , -. . WASHINGTON D.C. CONTRACTOR IS TO PROVIDE (2) COPIES OF THIS MANUAL ON THE JOB SITE TO COORDINATE FIRE RESISTIVE ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATED ASSEMBLIES. Joints`s.ta �_ � a� e � . .. , �cr �s °_ : . ` F iayor 5fe" ty:x +�Yf�«►m wtatlt�G+t'tsrypwir ti't�rir bar app4io p�adliat;,er :at. . .. �� .. .. ...:.:.. ..... :.� ... rlgti(r3r1, les o ea *, ldea�rcth 1gri"rTy/p G drywall;:s x'ows 12".o.0<:..; ,.. . red•24":eat tayar argrl sib. Sound,lasted with ir,'. to s iib�cr friction fit ln' 0..• .,.,:. _ -�' I�«..t..a: ,,.,,., �..'K �4 ,:.. , _ ! g 1 ,I �':�Y ;: it if � 1 I :�: 1_ ( »� . .: X !. ' } i �t. ��.,y... , : ,,: r. ... s .#: „GE 'X' • Thickness 471e :40.0)..' V0.10t: 6 psf -;Fire Test: FM WNP-45, •OSUiT• ULC•79T484,`79T500; 79T407, ULC Sountl'Test; NGq-2005004 - • RAL: 6-19 68 1770, 13 61,, •• 8 12 81,• • • Desi n W415 9 6 15=05 - TL16=1144-11 0fi CONTRACTOR SHALLREFER TO THE"GENERAL EXPLANATORY NOT R ANY FOR ALLOWED DEVIATION FROM THE TESTED ASSEMBLY. 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWINGS WITH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC & ICC TESTS ARE FROM GA MANUAL LISTED ABOVE, OWENS-CORNING WALL & FLOOR ASSEMBLY stls t4pa0.r: (t4LEt)ES" litickries5 6ti�" Approx. Wel ht: 12P-sf :E'irctT mil.••Seo WP t,WH 41.0.5 1-30-80) ,�y/�:/�h ours. Tear;: t�Rl44X316-tom, 15 8 t1236 8 23r%, .-3-F.-1. 5/8" TYPE GYPSUM SHEATHING GUIDE OR FROM ICBO/ICC REPORTS. 4. SOUND TRANSMISSION REQUIREMENTS APPLY TO 'X' \ _ p COMMON INTERIOR WALLS, PARTITIONS AND FLOOR CEILING ASSEMBLIES BETWEEN ADJACENT DWELLING (2)5/8" TYPE GYPSUM SHEATHING 4" OR 6" METAL STUD WALLS PER PLAN. SEE EXPLANATORY NOTE B. Lc) ti UNITS (GUESTROOMS) OR BETWEEN DWELLING UNITS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH AS CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC ' " "'- \ _ _ `t D ; \ 1207). 4" OF 6" METAL STUD WALLS PER PLAN. SEE EXPLANATORY NOTE B. „ c~n & Ua 'X' A. AIR -BORNE SOUND: NOT LESS THAN STC 50 (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN 3380 REGISTERED ARCHITECT .REG L. ALLR`INE ATE OF WASHINGTON 5/8" TYPE GYPSUM SHEATHING ASSEMBLY ALTERNATE INSULATION TYPE 4B NON -INSULATED, ASSEMBLY FILL CAVITY WITH BATT FOR INCREASED SOUND CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL -_•,` ,,-, Fy •-,_ _• : _-_<, •,_;_•;_. „__;:; <, _„ ns, :;`r _, .+ _ ,-, ;_ sF ,� ,_ , ;:, \ 'X' (2)5/8" TYPE GYPSUM SHEATHING ASSEMBLY ALTERNATE INSULATION TYPE 4B NON -INSULATED, ASSEMBLY FILL CAVITY FOR INCREASED SOUND WITH BATT CONTROL BE SEALED, LINED, INSULATED OR OTHERWISE TREATED TO MAINTAIN RATINGS. THIS REQUIREMENT 4B 1 HOUR RATED NON-COMBUSTIBLE METAL STUD WALL NON -LOAD BEARING INTERIOR WALL SHALL NOT APPLY TO DWELLING UNIT ENTRY DOORS, CONTROL HOWEVER SUCH DOORS SHALL BE TIGHT FITTING TO GA FILE: WP 1350 TYPE: NON -LOAD BEARING INTERIOR LOCATION: LEVEL 1 & MEZZANINE WALL - TYPE IA CONSTRUCTION REQUIRED STC: NONE FRAME AND SILL. B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45 IF FIELD TESTED). 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. 4H 2 HOUR RATED NON-COMBUSTIBLE METAL STUD WALL EXIT ENCLOSURE WALL GA FILE: WP 1522 TYPE: FIRE BARRIER - TYPE IA CONSTRUCTIONDEMISING LOCATION: LEVEL 1 & ME77ANINE ELEVATOR MACHINE ROOM, & FIRE INCLUDING COMMAND EXIT ENCLOSURES, REQUIRED STC: NONE 4B1 LOCATION: LEVEL 1 &ME77ANINE ROOMS BATHROOMS, OFFICES, EQUIPMENT WALL: STC 50 MIN. CORRIDOR WALLS: STC 50 MIN. ALTERNATE TO ASSEMBLY 4B: 6" WITH BATT INSULATION STUD IN LIEU OF 4" AND FILL CAVITY - I 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF "RESILIENT CHANNELS" , DIETRICH RC-1 DELUXE CHANNELS SHALL BE USED. 7. SOUND RATED ASSEMBLIES - SOUND CONTROL: SYSTEMS SHALL BE AIR -TIGHT. ITEMS THAT PENETRATE THE GYPSUM BOARD SHALL NOT BE LOCATED BACK TO REV# I_ Date Decsription PHASE 2 PERMIT SET MEP COORD/BID SET EXTERIOR ELEVATIONS FINISH PER 3/8" @ 16" P.T. WOOD FURRING O.C. A F$L ,O.'�+r P 8 5•PROPRIETAR •:.. ' 1:. HOU'R' :• : BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE �aLASS E'ir AT` GYPSUM SUBSTRA E, STEEL STUD AND SEALED. THE ENTIRE PERIMETER OF A SOUND WOOD SHEATHING PER INSULATING SYSTEM SHALL BE MADE AIR TIGHT TO STRUCTURAL - SEE 'EXTE.RIOF. apr. • ifinibstant 'wait@s crfin SIDE•'Or*e Jaye i`s" preprii tart' ty: ind p: ra1Eel or at r ht n Ie iMa" ttri34�r. 8"d_n, ati�r tidat 1.01$ and i}exlliti, rrr•h rdet5lrtj ttt. ildir'g tie6tarii s,jaterrt. !•"X g?iaa5 rrtat{1y'pau:-.0, to :l ibud6 12" cm.c atpoi;`il r r t rr • sub *r 1€ ms tOathict } " 0r.r,, w'itt t' T •;pr .$ eorr ..tQn::-i. tar fortnr m.'4olriis rrattlk d �+w1ttt iirt tit ' e8roo rt &trfyfi - PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL BE USED TO SEAL BETWEEN THE STC RATED SYSTEM AND ALL DISSIMILAR SURFACES AND ALSO BETWEEN THE SYSTEM AND SIMILAR SURFACES WHERE PERIMETER RELIEF IS REQUIRED. EXPLANITORY NOTE F. - I 3 1/2" METAL STUD ADJACENT WALL TAPING GYPSUM BOARD WALL AND WALL CEILING INTERIOR Water�roaistana• ba4klti4 1"TyF'e•S Georgia *pt Orse 1a�yar 9 q" prr, arint•,3nr tp�l:a p' su,m Eeackin board, 'gym t6ar�d, or jr�psurrt ' near iia i. applied dr.,rtitall scre'rta B :.. c.. at atuda and PRO 'RIET , t`' q YPSU Pacifica Gypsupi L'LG: ; gt maC. rrt:. walltxmerdb p ra-- :I f•2." ra;c atfoc'r PANEL si� t7tns 14":Den gyp urrt $ttbs.ttata 91 rn t- WY'ater-roaistaft aurrt yF TP'ilclmes or at right *. li 1. stcld rriFr" Aprrax and cetting hunrtera:;(I'.: L,B};. PRODt CT asr} r Firegua'rd8Sheathmg_-> 1'�I'►' O:f F'It: V� t.i Baird .' lnier�rac I:''aridl: •ACCORDANCE EXTERIOR d J� r 4 cr�7ht.!S p€f jy.. TesR; < ! CTC,g'171 0 2 " :° - INTERSECTIONS PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). 8. PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2O12 IBC SEC 717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES AND FIRE RATED WALL ASSEMBLIES IN WITH 2012 IBC SEC 713 AS NOTED ON SHEET A007 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE FILL BATT WALL CAVITY WITH INSULATION 4F1 NON -RATED NON-COMBUSTIBLE FURRING WALL FURRING WALL L, c6 cv M 0 , o GA FILE: NONE TYPE: NON -LOAD BEARING FURRING LOCATION: LEVELS 2 5 WALL -TYPE VA CONSTRUCTION REQUIRED STC: NONE EXTERIOR ELEVATIONS FINISH PER RATED WALLS, FLOORS OR FLOOR/CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALL BE (1) LAYER TYPE REST INTERIOR GWB - &SIZE TO MATCH OF GWB ON PROJECT //�//�- j W PROTECTED BY AN APPROVED FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE WITH 2O12 IBC SEC 714 AS 2" MIN. STUD AIRSPACE AT METAL CONDITIONS / . w NOTED ON SHEET A007 DG > 11. CONTINUITY OF FIRE RATED WALLS: A. FIRE BARRIERS 707.5) AND ENCLOSURES 2 1/2" METAL STUD TUKWILA VILLAGE - BUILDING E 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC THESE DRAWINGS WERE PREPARED FOR THE' TUKWILA VILLAGE PROJECT IN TUKWILA, WA. © JOHNSON BRAUND, INC. THEY ARE NOT INTENDED FOR USE ON ANY OTHER PROJECT. (IBC SHAFT ADJACENT WALL 2" CONTINUOUS INSULATION RIGID (R-10) 1, (IBC 708.5): SHALL EXTEND FROM THE TOP OF THE . „ ,, _ \ FLOOR/CEILING BELOW TO THE UNDERSIDE OF THE R-13 INSULATION, TO FILL HIGH DENSITY BATT COMPRESSED WALL CAVITY PER ENERGY CALCULATIONS FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE AND - - - SECURELY ATTACHED THERETO. AND SHALL BE 6" METAL SPACED SEE STUD WALLS PER STRUCTURAL, EXPLANATORY NOTE B. ► ti CONTINUOUS THROUGH CONCEALED SPACES. B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING 4F• NON -RATED NON-COMBUSTIBLE FURRING WALL NON -LOAD BEARING INTERIOR WALL ASSEMBLY BELOW 'X' R-21 BATT INSULATION TO FILL CAVITY PER -� TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE ' GA FILE: NONE TYPE: NON -LOAD BEARING INTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVELS 1 & MEZZ. REQUIRED STC: NONE 5/8" TYPE GYPSUM FIRE- RESISTANCE RATED FLOOR/CEILING OR ROOF SHEATHING (BOTH SIDES) ENERGY CALCULATIONS - SEE NOTE A. CEILING ABOVE. C. SMOKE BARRIERS (IBC 710.4): SHALL FORM AN EFFECTIVE MEMBRANE CONTINUOUS FROM OUTSIDE GA, PILENO: P, ,I�� GiEItIEI�I�: � ��,�� S� ��, ,� °�� ; 4A NON -RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL (X>30 FIRE SEPARATION DISTANCE) WALL TO OUTSIDE WALL AND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILINGASSEMBLY B O R Gk'PattM 4'JAI a4 o,A.IE t�, $AF STUDS FIRIw � SCIUNE • - - GA FILE: WP 8005 TYPE: NON -LOAD BEARING EXTERIOR LOCATION: LEVEL 1 &MEZZANINE WALL - TYPE IA CONSTRUCTION REQUIRED STC: NONE THE UNDERSIDE OF THE FLOOR ROOF SHEATHING, DECK OR SLAB ABOVE, INCLUDING CONTINUITY THROUGH CONCEALED SPACES. SEE "ENERGY CODE COMPLIANCE" NOTES ON 1e i yer sr ">r pe X OYt urjl;lnrail .-. - - r 9... " .rt ..-...ser b appil�d paraii i +fir �-..-- f art�jxes try e 1d+ :GS 33/x";;steel studs " 0 e with;i" Type S drywatl rews- 8" o.e at ti�erti i idtrits arms 1 d o o, at 'watt pr ttnieter 61441 Intetrnediate tu�ls.,:Faca la er w ty p x gvpsurrtti°atlbr rt or yrpsurst' aneor base appiieat paraifet or at right an l fo 9.N SJD.F svdtr i5/e" lVp a S dryyrall scree�w's 12" a c :: ..' �^ z ; , 1 ; i I t i si ( C : (r " X I fl 4 ? t ., EXTERIOR RE ? CODECOMPLIANCE APPROVED AWED FOR 12. SHEET SERIES A009 FOR INSULATION REQUIREMENTS, 13. ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) SHALL BE DENS GLASS GOLD OR EQUAL 14. THE TERMS "GYPSUM WALLBOARD" AND "GWB" ARE Jofnta Sta gored 24 eactt 1ajc.r arrd:t ide. Sand test id vrflh:, t/.2 lass fiberfri'<ttari.tit in:' *iur. parit.`(1'i'LF3 .: • .. ;Sour 'fhic tne$4• Apprtox: Wetrht' Flee Test - Test: • 5i/e 8 psf:; S:00-,tye, OS ChSU ULC 7t3T4 ULC Nr CO T-175, 79T484„;it}T50+Or Cyesigrr _ 135tl t 41 i�7t1,1, r f 2 t-f31 . ru415) f#1 NV. 2 -fi1 ... 1X6 T&G MTL. CEDAR OR 7/8" CORR. SIDING PER ELEVATIONS, �U 2 2015 INTERCHANGEABLE. , , I , , , I , l , \ I THE TERMS GYPSUM SHEATHING , 1/2" P.T. WOOD FURRING ► AND GSB ARE O.C. @16" OVER R-10 RIGID 1 INTERCHANGEABLE. INSULATION .rx;w 15. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE USED ► IL 11, Of dulls G DIVISION „ AT ALL WET LOCATIONS', I.E. @ BATHTUBS. MANUAL GENERAL EXPLANATORY NOTES 6' METAL PLAN./ STUD WALLS PER N. 1 r� .GA A. PER GA MANUAL GENERAL EXPLANATORY NOTE #11: "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE - • • . • - = • •= - • ..• -, - = TESTED WALL OR PARTITION SYSTEM, MINERAL FIBER, 'X' \ GLASS FIBER OR CELLULOSE FIBER INSULATION OF 5/8" TYPE GYPSUM R-21 BATT INSULATION TO FILL CAVITY PER A THICKNESS NOT EXCEEDING THAT OF THE STUD DEPTH SHEATHING (BOTH SIDES) ENERGY CALCULATIONS - SEE NOTE A. SHALL BE PERMITTED TO BE ADDED WITHIN THE STUD CAVITY." B. PER GA MANUAL GENERAL "GREATERSIZES (DEPTHS) SHALLBE PERMITTED OR WOOD STUD SYSTEMS. 'X' A FILE•NO" WP 1054w P"RO IE' ,R ,'' :2:-HOUR i (2) LAYERS GYPSUM OF 5/8" TYPE SHEATHING \- "t",�'SIJtr'N F'lEI�:I�'f��t��CiS:T�,l� � M.� �-� »1�. I 1 ���. :IE: SG'U�i: � � 4A1 - -- NON RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL( 30 FIRE SEPARATION DISTANCE) METAL STUDS OF HEAVIER GAGE THAN G G THOSE .: - :. .. g „ 'tea a � 1- SHALL BE PERMITTED THE ASSIGNED RATING OF AN Y OF ANY One I.6 S ri - 2 - rya riptar i' ° ti ,8 �sr d s,• tn,�erl .d k twccra �/i' %l r and : limn ,..°1;, 1.1'"•i•••• •' 1 ,. K { GA FILE WP 8005 - TYPE: NON LOAD BEARING EXTERIOR LOCATION: LEVEL 1 & MEZZANINE OR WALL -TYPE IA CONSTRUCTION EXTERIOR REQUIRED STC: RECEIVED CITY MAY PER�IIIi OF TUKWIL . 2 2 2015 CENTER LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON LOAD BEARING SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS. R I MANUAL GENERALLINEXPLANATORY NOTE RA "SPECIFIED FLOOR -CEILING AND ROOF -CEILING FRAMING SIZES OR TRUSS DIMENSIONS ARE MINIMUMS. GREATER JOIST OR TRUSS SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -FRAMED SYSTEMS. INDICATED JOIST AND TRUSS SPACING ARE MAXIMUMS." J runrrara e�rithrT soctran offl, Ott 1 l O T nr t: at it !het�tii=ti , , rel: ;- i t � lip: �� 1 " ,. 4 + +` lc s , "a'� ! >,.. 4 OF PER EXPLANATORY 6 METAL STUD WALLS PLAN SEE NOTE B. in io .) , � �� :: t rri:::. tti r%f�;a F �i r+ . - .�':::;. ._ _..:`. _.: OF PO; ITE $I16E , (0ly ,I f� pr pn t ry typo 4 h. r4. t 't :. •�.�.�•v3 •' ,. R - ': :: " 6' !tr'drn Angt lio ,tall 0,10. j Typo .$rtry, 04 ,:$4 . 24" o brad rt* and:.nilir►g' w.-.. ....,., r truer'- In.0o1 ':I3•yer i) •" proprietary' type X -sum watlhosrd aprrt dd parall�'J tii;Atrlrf$t 'Mt? 1 fa` Ty�pea S drys..gall "ewa::i2" o c:.and 3";ffrorat•ticat•,and ceiling runner.': Joint rrg -i 2.4` 06.4-iiaopct ld y *r glrlts Tt ocnew. v " t: 110100.0.)/'il'i "f try" I� tl11.16 11$16lir n Irldt rt lit rt attld 0 t :• IILSt' A.0;(0'f r40.0hl :. p f Flt'i T'-`t i%Sj; P OPRI Af Y GYPSLih1 PA,t�1 L "C ODU TS:.....:..... ITS Dt3argn Gc:MA ali43.l`.. .'.• -, �j. /! ��� y+. �++°��w f��+1 � . r: ..-: ' � $�'�'- . �p�,•.�qt,:-: �± _.....,u�I y'�::�.:>�. _. �. , p p.. .t,y ,ry' {! �L {���.ry. .,. ftorgia. P .ii't.:. ?" ial lrTr:1..I t•:: .tl. .Yie rO1 110 . t(0-- itttOit. .!... .. ..,-$ 00: R kai.-. f-kI'I.B:.�l_.ii'ktspi, 1L:!3"tl '-: J- •N '_•„.. .,..;. : -:::•: .::. -.:. . �.:• - •�- -). ypsum Board. i" L�.tOl0,hftiiher: :., . - \ 'X' \C. 5/8" TYPE GYPSUM FILL CAVITY WITH BATT INSULATION FOR SHEATHING INCREASED SOUND CONTROL CONCRETE BASE, THICKENSS PER DETAILS :.°, •. ° ° _ °, •-° : ;• 'O - „• a °° �° _ , -• • ^ < ° ° ° ,d ° e . 'd - - °_ pd :.; ' ,a' ; " " ::'^-•<'= ., - ; °, ;°.. _ � . A ,- ° -. ' ' °- -, . '' ° - - d ^ '� . _ .. - ° .d: _ n - . - • ° : " ° ° ° ° -`a , °, ° d ;, ; A -; . - g < D. TE #18 "WITHIN DESIGN LIMITATIONS, EXPLANATORY DISTANCE ISANCEOBETWEEN PARALLEL ROWS OF STUDS, SUCH AS IN A CHASE WALL SHALL BE PERMITTED TO BE INCREASED BEYOND THAT TESTED. WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" 4D 1-HOUR NON-COMBUSTIBLE METAL STUD WALL NLB UNIT DEMISING WALL PROJECT #: 1026.05 DRAWN BY: CMR CHECKED BY: CMR GA FILE: 1350 REQUIRED STC: 50 TYPE: NON -LOAD BEARING INTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 & MEZZANINE (2) LAYERS 5/8" TYPE X GWB AND CROSS BRACING IS REQUIRED THE CROSS BRACING 2" CONTINUOUS RIGID INSULATION (R-10) \ SHALL BE FABRICATED FROM STEEL STUDS." 1 4C2 1-HOUR NON-COMBUSTIBLE METAL STUD WALL NLB UNIT CORRIDOR WALL , ,. • , PER ENERGY CALCULATIONS E. PER GA MANUAL GENERAL EXPLANATORY NOTE #22 "ADDITIONAL LAYERS OF TYPE X OR REGULAR GYPSUM - METAL FIRE ,SOUND & INSULATION ASSEMBLIES - - - - - - - - - LOCATION: LEVEL 1 & MEZZANINE REQUIRED STC: 50 ALTERNATE TO ASSEMBLY 4C: 2" RIGID INSULATION W/ 5/8" GYP. BD. 2-1/2" CH STUD, SEE 6" METAL STUD WALLS SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B. ~ PANELS SHALL BE PERMITTED TO BE ADDED TO ANY F. PER GA MANUAL GENERAL EXPLANATORY NOTE #23 EXPLANATORY NOTE B. ",_•'' _'- u; , -'" :.'._ , ''_'•':= -� : ° :.' {=:' -=,. , :' 11" _.; :: `';-::^ -' ' ` _ "_-: ,:.- _•' 'X' SHAFT SIDE "WHEN 'X' R-21 BATT INSULATION TO FILL CAVITY PER \ NOT SPECIFIED AS A COMPONENT OF A FIRE- RESISTANCE RATED WALL OR PARTITION SYSTEM, WOOD i 4C11 1-HOUR NON-COMBUSTIBLE METAL STUD WALL NLB UNIT CORRIDOR DOOR INSET WALL BID SET/PERMIT COMMENTS 6a 5/8" TYPE GYPSUM STRUCTURAL PANELS SHALL BE PERMITED TO BE ADDED 1" PROPRIETARY TYPE GYPSUM PANELS RATED NON-COMBUSTIBLE SHAFT WALL SHAFT "CLOSURE" WALL LOCATION: LEVEL 1 & MEZZANINE REQUIRED STC: 50 ALTERNATE TO ASSEMBLY 4C: 4" STUD IN LIEU OF 6" NLB WALL SHEATHING ENERGY CALCULATIONS - SEE NOTE A. TO ONE OR BOTH SIDES." SEE GA MANUAL FOR NOTE G. PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH PROPRIETARY SYSTEM LISTS SPECIFIC 4J 2-HOUR 4A2 NON -RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL (X>30 FIRE SEPARATION DISTANCE) PRODUCTS THAT ARE ACCEPTABLE FOR USE IN THE0 4C 1-HOUR NON-COMBUSTIBLE METAL STUD WALL UNIT CORRIDOR REQUIRED STC: NONE SPECIFIC SYSTEM IN WHICH THEY ARE LISTED. CONSULT GA FILE: WP 7074 TYPE: FIRE BARRIER - TYPE IA & VA CONSTRUCTION LOCATION: SHAFT CLOSURE AT TRASH RM. GA FILE: WP 8005 REQUIRED STC: NONE TYPE: NON -LOAD BEARING EXTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 ettSk 1 I AIN ._ THE MANUFACTURER FOR INFORMATION ON ADDITIONAL PROPRIETARY PRODUCTS THAT ARE SUITABLE FOR USE SPECIFIC PROPRIETARY SYSTEMS." GA FILE: 1350 REQUIRED STC: 50 TYPE: NLB INTERIOR WALL - TYPE IA CONSTRUCTION, 6" STUD LOCATION: LEVEL 1 & MEZZANINE , l d 19 FIRE & SOUND ASSEMBLIES GENERAL NOTES C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central charlesr.rvt GA FILE NO: WP 3245 GENERIC GYPSUM WALLBOARD, RESILIENT CHANNELS, MINERAL OR GLASS FIBER INSULATION, WOOD STUDS Resilient channels 24" o.c. attached at right angles to ONE SIDE of 2 x 4 wood studs 16" o.c. with 11/4" Type S drywall screws. One layer 5/e" type X gypsum wallboard or gypsum veneer base applied at right angles to channels with 1" Type S drywall screws 8" o.c. with vertical joints located midway between studs. 3" mineral or glass fiber: insulation in stud. space. OPPOSITE SIDE: Base layer 5/8" type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to studs with 6d cement coated nails,17/a" long, 0,0915" shank, 15/64" heads, 7" o.c. Facelayer g/a" type X gypsum wallboard or gypsum veneer base applied at parallel or at right angles to studs, with 8d cement coated nails, 23/e" long, 8" o.c. Face layer joints offset 16" from base layer joints. Vertical joints staggered 16" on opposite sides. (LOAD -BEARING) I HOUR FIRE 50 to 54 STC SOUND t ' Thickness: 6" Approx. Weight; 9 psf Fire Test: Based on UL:R14196, 05NK05.371, 2-15-05, UL Design. U305: Sound Test: NRCC TL-93-116, IRC-lR-761, .3/98. GA FILE NO. WP 3243 GENERIC GYPSUM WALLBOARD, RESILIENT CHANNELS, MINERAL OR GLASS FIBER INSULATION, WOOD STUDS Resilient channels 24" o.c. attached at right angles to ONE SIDE of 2:.x 4 wood studs 24 o.c. with 11/4" Type S drywall screws. One layer s/a" type X gypsum wallboard or gypsum veneer base applied at right angles to channels with 1" Type S drywall screws 8" o.c.. with vertical joints located midway between studs. 3" mineral or glass fiberinsulationin. stud. space, OPPOSITE: SIDE: One layer 5/a" type X gypsum wallboard or gypsum veneer: base applied; v„ parallel or atri right angles to studs with 6d cement coated nails, 1 /a long, 0,0915":shank, 9 gg 15/64" heads, 7" o.c.. Vertical joints: staggered 24" on opposite sides. (LOAD -BEARING) 5/8" TYPE 'X' GYPSUM SHEATHING WOOD SHEATHING PER STRUCTURAL - SEE EXPLANITORY NOTE F. 2x4 & 2x6 WALLS USED AT 1 HOUR FIRE 50 to 54 STC SOUND Thickness: 53/a" Approx. Weight: 7 psf. Fire Test: Based on ULR14196, 05NK05371, 2-15-05, UL Design.U309 Sound Test: NRCC TL-93-103 , IRC-IR-761, 3/98 VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE EXPLANATORY NOTE B 5/8" TYPE 'X' GYPSUM SHEATHING 7D 1-HOUR RATED WOOD STUD WALL co U, RC CHANNEL ON OPPOSITE SIDE OF WALL FROM STRUCTURAL SHEATHING - SEE NOTE ??. RC CHANNEL MUST BE CLARK DIETRICH RCSD, NO SUBSTITUTIONS TYPICAL LOAD BEARING DEMISING WALL GA FILE: WP 3243 (FIRE) WP 3245 (SOUND) TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 REQUIRED STC: 50 TESTED STC: 50-54 i 1-HOUR RATED WOOD STUD WALL TYPICAL UNIT CORRIDOR DOOR INSET WALL 7C1 I 7C LOCATION: LEVELS 2-5 ALTERNATE TO ASSEMBLY 7C: USE 2 x 4 WOOD STUDS, AND OMIT STRUCTURAL SHEATHING 1-HOUR RATED WOOD STUD WALL REQUIRED STC: 50 TESTED STC: 50-54 TYPICAL LOAD BEARING CORRIDOR WALL GA FILE: WP 3243 (FIRE) WP 3245 (SOUND) TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 REQUIRED STC: 50 TESTED STC: 50-54 kr M ti 5/8" TYPE 'X' GYPSUM SHEATHING ROTATED 2x4 STUDS USED AT VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS 5/8" GYPSUM SHEATHING 7B2 NON -RATED WOOD STUD WALL kr N NON -LOAD BEARING INTERIOR WALL GA FILE: NONE TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 GA:. FILE NO. WP ENERIC.. GYPSUM WALLBOARD; WOOD STUBS One layer Sf " tape X plain iieriLpWepp,ftkid gvf?srim wallboar' . vatar reaistanR g'yp im baekir g baard, or gyr Burn urn► ,or 1 applied p r lel c al right angos 1c each s d' cf . 2 :x 41 tad $1t 'ls 18°; a3 i:. with, dad c• ted ntiiiis, 1 Tl" inrtg„'O) 04t.5".: h nk 1/i" he °1:, w` t r >s. �f�Irst � �d � � , w c� t r� i, b •vet rt or d r•ta.. •sxalti•so•arti`m3 bn i ll ens mod, p.•• F� g• 9 y Joints staggered :t3 pp o' il: on a o skhis LOAD-13EA l 1G : 5/8" TYPE 'X' GYPSUM SHEATHING 2x4 & 2x6 WALLS USED AT REQUIRED STC: NONE 1 HOUR FIRE 0 to 34. STC SOUND Titipkr Apprtx t'Wel9ht: Fite Ttist: 11: 1'e 4178F' 7 psf UL R1319-4, -6, 6-17.52 tit, R:271749, 1..)-; UL R'3501-52. UL Do3Ign sV•50$; ULC C I risign 4 ao 1 OR 64.8, 2.4-64... VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 7B 7B1 1-HOUR RATED WOOD STUD WALL FRICTION FIT BATT INSULATION AT PLUMBING WALLS. SEE EXPLANATORY NOTE A. M co Co N TYPICAL LOAD BEARING INTERIOR WALL GA FILE: WP 3605 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 NON -RATED WOOD STUD WALL REQUIRED STC: NONE TYPICAL NON -LOAD BEARING INTERIOR WALL GA FILE: NONE TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 REQUIRED STC: NONE FINISH PER ELEVATIONS RE '' WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION FIRE -RATED !;WOOD FRAM WA AND FLOOR/CEILING ASSEMBLIES , WS64.5 One•Hour:Fire=Resistive Wood -Frame Walt Assembly 2x6,Wood Stud W117 1Q4% Desigf.Load - ASTM g 119/NFPA 253. 1_ Framing ,:Nominal 2x6 tivood st uls,'spaced 16 in. o.c., double top plates, single bottom plate 2. Interior Sheathing - 5l8 in. Type X,gypsum wallboard, 4. ft wide, applied vertically.: All panel edges backed by framing or blocking. 3_ Exterior Sheating - 318 in. Wood structural panels (oriented strand board), appiiedvertically honzonta! lou ts: blocked . 4. Gypsum Fasteners - 2-1/4 in. #/6 Type S;,drywall screws, spaced 7'in o c 5. Panel Fasteners 6d:common nails (bright) - 12,in. o.c. in the field, 6 in o.c. panel edges 6. Insulation - R 19 fiberglass insulation 7. Joints and Fastener Heads - Wallboard joints covered with paper tape and joint: compound,' fastener heads 'with joint compound Tests conducted at the NGC Testing Services Test No- WP-1408 (Fire Endurance & Rose Stream) August 13, 2004 Third. Party Witness: NGC Testing Services 1" MIN. AIRSPACE AT WOOD STUD CONDITIONS W/BRICK 3/8" VERT. FURRING (@ HARDIE PANEL AND MTL. PANEL) W/ AIR BARRIER/WRB WOOD SHEATHING PER STRUCTURAL, SEE EXPLANITORY NOTE F. 2x6 WOOD STUD WALLS SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 7A overed RECEIVED CIT`t! OF TUKWILA MAY 2 2 2015 This assembly -as tested at 100% design bail, calculated in accordance with the 2005 Raba re. ENTER Spectftcation for 'mood Construction.The authority having jurisdiction :should be consulted to assure acceptance of this report. 1-HOUR RATED WOOD STUD WALL EXTERIOR R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. INTERIOR (FIRE SIDE) EXTERIOR WALL (>10' FIRE SEPARATION DISTANCE) IBC 705.5 TEST NO: WP 1408 TYPE: LOAD BEARING EXTERIOR WALL - TYPE VA CONSTRUCTION LOCATION: LEVELS 2 - 5 REQUIRED STC: NONE IBC 705.5: FIRE -RESISTANCE RATINGS - EXTERIOR WALLS SHALL BE FIRE -RESISTANCE RATED IN ACCORDANCE WITH TABLES 601 AND 602 AND THIS SECTION. THE REQUIRED FIRE -RESISTANCE RATING OF EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE OF GREATER THAN 10 FEET SHALL BE RATED FOR EXPOSURE TO FIRE FROM THE INSIDE. THE REQUIRED FIRE -RESISTANCE RATING OF EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE OF L SS THAN OR EQUAL TO 10 FEET SHALL BE RATED FOR EXPOSURE TO FIRE FROM BOTH SIDES. 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-2012 20TH EDITION, WASHINGTON D.C. CONTRACTOR IS TO PROVIDE (2) COPIES OF THIS MANUAL ON THE JOB SITE TO COORDINATE FIRE RESISTIVE ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATED ASSEMBLIES. CONTRACTOR SHALL REFER TO THE "GENERAL EXPLANATORY NOTES" FOR ANY ALLOWED DEVIATION FROM THE TESTED ASSEMBLY. 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWINGS WITH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC & ICC TESTS ARE FROM GA MANUAL LISTED ABOVE,.OWENS-CORNING WALL & FLOOR ASSEMBLY GUIDE OR FROM ICBO/ICC REPORTS. 4. SOUND TRANSMISSION REQUIREMENTS APPLY TO COMMON INTERIOR WALLS, PARTITIONS AND FLOOR CEILING ASSEMBLIES BETWEEN ADJACENT DWELLING UNITS (GUESTROOMS) OR BETWEEN DWELLING UNITS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH AS CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC 1207). A. AIR -BORNE SOUND: NOT LESS THAN STC 50 (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE SEALED, LINED, INSULATED OR OTHERWISE TREATED TO MAINTAIN RATINGS. THIS REQUIREMENT SHALL NOT APPLY TO DWELLING UNIT ENTRY DOORS, HOWEVER SUCH DOORS SHALL BE TIGHT FITTING TO FRAME AND SILL. B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45 IF FIELD TESTED). 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. DEMISING WALL: STC 50 MIN. CORRIDOR WALLS: STC 50 MIN. 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF "RESILIENT CHANNELS" , DIETRICH RC-1 DELUXE CHANNELS SHALL BE USED. 7. SOUND RATED ASSEMBLIES - SOUND CONTROL: SYSTEMS SHALL BE AIR -TIGHT. ITEMS THAT PENETRATE THE GYPSUM BOARD SHALL NOT BE LOCATED BACK TO BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE AND SEALED. THE ENTIRE PERIMETER OF A SOUND INSULATING SYSTEM SHALL BE MADE AIR TIGHT TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL BE USED TO SEAL BETWEEN THE STC RATED SYSTEM AND ALL DISSIMILAR SURFACES AND ALSO BETWEEN THE SYSTEM AND SIMILAR SURFACES WHERE PERIMETER RELIEF IS REQUIRED. TAPING GYPSUM BOARD WALL AND WALL -CEILING INTERSECTIONS PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). 8. PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2012 IBC SEC 717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES AND FIRE RATED WALL ASSEMBLIES IN ACCORDANCE WITH 2012 IBC SEC 713 AS NOTED ON SHEET A007 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE RATED WALLS, FLOORS OR FLOOR/CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY AN APPROVED FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE WITH 2012 IBC SEC 714 AS NOTED ON SHEET A007 11. CONTINUITY OF FIRE RATED WALLS: A. FIRE BARRIERS (IBC 707.5) AND SHAFT ENCLOSURES (IBC 708.5): SHALL EXTEND FROM THE TOP OF THE FLOOR/CEILING BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE AND SECURELY ATTACHED THERETO. AND SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE FIRE- RESISTANCE RATED FLOOR/CEILING OR ROOF CEILING ABOVE. C. SMOKE BARRIERS (IBC 710.4): SHALL FORM AN EFFECTIVE MEMBRANE CONTINUOUS FROM OUTSIDE WALL TO OUTSIDE WALL AND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR OR ROOF SHEATHING, DECK OR SLAB ABOVE, INCLUDING CONTINUITY THROUGH CONCEALED SPACES. 12. SEE "ENERGY CODE COMPLIANCE" NOTES ON SHEET SERIES A009 FOR INSULATION REQUIREMENTS. 13. ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) SHALL BE DENS -GLASS GOLD OR EQUAL. 14. THE TERMS "GYPSUM WALLBOARD" AND "GWB" ARE INTERCHANGEABLE. THE TERMS "GYPSUM SHEATHING" AND "GSB" ARE INTERCHANGEABLE. 15. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE USED AT ALL "WET LOCATIONS", I.E. @ BATHTUBS. GA MANUAL GENERAL EXPLANATORY NOTES A. PER GA MANUAL GENERAL EXPLANATORY NOTE #11: "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE TESTED WALL OR PARTITION SYSTEM, MINERAL FIBER, GLASS FIBER OR CELLULOSE FIBER INSULATION OF A THICKNESS NOT EXCEEDING THAT OF THE STUD DEPTH SHALL BE PERMITTED TO BE ADDED WITHIN THE STUD CAVITY." B. PER GA MANUAL GENERAL EXPLANATORY NOTE #16 "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TOBE USED IN METAL OR WOOD -STUD SYSTEMS. METAL STUDS OF HEAVIER GAGE THAN THOSE TESTED SHALL BE PERMITTED. THE ASSIGNED RATING OF ANY LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON -LOAD BEARING SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS." C. PER GA MANUAL GENERAL EXPLANATORY NOTE #17 "SPECIFIED FLOOR -CEILING AND ROOF -CEILING FRAMING SIZES OR TRUSS DIMENSIONS ARE MINIMUMS. GREATER JOIST OR TRUSS SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -FRAMED SYSTEMS. INDICATED JOIST AND TRUSS SPACING ARE MAXIMUMS." D. PER GA MANUAL GENERAL EXPLANATORY NOTE #18 WITHIN DESIGN LIMITATIONS, THE DISTANCE BETWEEN PARALLEL ROWS OF STUDS, SUCH AS IN A CHASE WALL SHALL BE PERMITTED TO BE INCREASED BEYOND THAT TESTED. WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" AND CROSS BRACING IS REQUIRED THE CROSS BRACING SHALL BE FABRICATED FROM STEEL STUDS." E. PER GA MANUAL GENERAL EXPLANATORY NOTE #22 "ADDITIONAL LAYERS OF TYPE X OR REGULAR GYPSUM PANELS SHALL BE PERMITTED TO BE ADDED TO ANY SYSTEM." F. PER GA MANUAL GENERAL EXPLANATORY NOTE #23 "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE - RESISTANCE RATED WALL OR PARTITION SYSTEM, WOOD STRUCTURAL PANELS SHALL BE PERMITED TO BE ADDED TO ONE OR BOTH SIDES." SEE GA MANUAL FOR NOTE G. PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH PROPRIETARY SYSTEM LISTS SPECIFIC PRODUCTS THAT ARE ACCEPTABLE FOR USE IN THE SPECIFIC SYSTEM IN WHICH THEY ARE LISTED. CONSULT THE MANUFACTURER FOR INFORMATION ON ADDITIONAL PROPRIETARY PRODUCTS THAT ARE SUITABLE FOR USE IN SPECIFIC PROPRIETARY SYSTEMS." JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AIA .,RGG L. ALLWING ATE OF WASHINGTON 0 N d ,- N N co co 0 O N 0 ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 CMR CMR WOOD FIRE, SOUND & INSULATION ASSEMBLIES 006 BID SET/PERMIT COMMENTS Thickness: 6" Approx. Weight; 9 psf Fire Test: Based on UL:R14196, 05NK05.371, 2-15-05, UL Design. U305: Sound Test: NRCC TL-93-116, IRC-lR-761, .3/98. GA FILE NO. WP 3243 GENERIC GYPSUM WALLBOARD, RESILIENT CHANNELS, MINERAL OR GLASS FIBER INSULATION, WOOD STUDS Resilient channels 24" o.c. attached at right angles to ONE SIDE of 2:.x 4 wood studs 24 o.c. with 11/4" Type S drywall screws. One layer s/a" type X gypsum wallboard or gypsum veneer base applied at right angles to channels with 1" Type S drywall screws 8" o.c.. with vertical joints located midway between studs. 3" mineral or glass fiberinsulationin. stud. space, OPPOSITE: SIDE: One layer 5/a" type X gypsum wallboard or gypsum veneer: base applied; v„ parallel or atri right angles to studs with 6d cement coated nails, 1 /a long, 0,0915":shank, 9 gg 15/64" heads, 7" o.c.. Vertical joints: staggered 24" on opposite sides. (LOAD -BEARING) 5/8" TYPE 'X' GYPSUM SHEATHING WOOD SHEATHING PER STRUCTURAL - SEE EXPLANITORY NOTE F. 2x4 & 2x6 WALLS USED AT 1 HOUR FIRE 50 to 54 STC SOUND Thickness: 53/a" Approx. Weight: 7 psf. Fire Test: Based on ULR14196, 05NK05371, 2-15-05, UL Design.U309 Sound Test: NRCC TL-93-103 , IRC-IR-761, 3/98 VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE EXPLANATORY NOTE B 5/8" TYPE 'X' GYPSUM SHEATHING 7D 1-HOUR RATED WOOD STUD WALL co U, RC CHANNEL ON OPPOSITE SIDE OF WALL FROM STRUCTURAL SHEATHING - SEE NOTE ??. RC CHANNEL MUST BE CLARK DIETRICH RCSD, NO SUBSTITUTIONS TYPICAL LOAD BEARING DEMISING WALL GA FILE: WP 3243 (FIRE) WP 3245 (SOUND) TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 REQUIRED STC: 50 TESTED STC: 50-54 i 1-HOUR RATED WOOD STUD WALL TYPICAL UNIT CORRIDOR DOOR INSET WALL 7C1 I 7C LOCATION: LEVELS 2-5 ALTERNATE TO ASSEMBLY 7C: USE 2 x 4 WOOD STUDS, AND OMIT STRUCTURAL SHEATHING 1-HOUR RATED WOOD STUD WALL REQUIRED STC: 50 TESTED STC: 50-54 TYPICAL LOAD BEARING CORRIDOR WALL GA FILE: WP 3243 (FIRE) WP 3245 (SOUND) TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 REQUIRED STC: 50 TESTED STC: 50-54 kr M ti 5/8" TYPE 'X' GYPSUM SHEATHING ROTATED 2x4 STUDS USED AT VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS 5/8" GYPSUM SHEATHING 7B2 NON -RATED WOOD STUD WALL kr N NON -LOAD BEARING INTERIOR WALL GA FILE: NONE TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 GA:. FILE NO. WP ENERIC.. GYPSUM WALLBOARD; WOOD STUBS One layer Sf " tape X plain iieriLpWepp,ftkid gvf?srim wallboar' . vatar reaistanR g'yp im baekir g baard, or gyr Burn urn► ,or 1 applied p r lel c al right angos 1c each s d' cf . 2 :x 41 tad $1t 'ls 18°; a3 i:. with, dad c• ted ntiiiis, 1 Tl" inrtg„'O) 04t.5".: h nk 1/i" he °1:, w` t r >s. �f�Irst � �d � � , w c� t r� i, b •vet rt or d r•ta.. •sxalti•so•arti`m3 bn i ll ens mod, p.•• F� g• 9 y Joints staggered :t3 pp o' il: on a o skhis LOAD-13EA l 1G : 5/8" TYPE 'X' GYPSUM SHEATHING 2x4 & 2x6 WALLS USED AT REQUIRED STC: NONE 1 HOUR FIRE 0 to 34. STC SOUND Titipkr Apprtx t'Wel9ht: Fite Ttist: 11: 1'e 4178F' 7 psf UL R1319-4, -6, 6-17.52 tit, R:271749, 1..)-; UL R'3501-52. UL Do3Ign sV•50$; ULC C I risign 4 ao 1 OR 64.8, 2.4-64... VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 7B 7B1 1-HOUR RATED WOOD STUD WALL FRICTION FIT BATT INSULATION AT PLUMBING WALLS. SEE EXPLANATORY NOTE A. M co Co N TYPICAL LOAD BEARING INTERIOR WALL GA FILE: WP 3605 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 NON -RATED WOOD STUD WALL REQUIRED STC: NONE TYPICAL NON -LOAD BEARING INTERIOR WALL GA FILE: NONE TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 REQUIRED STC: NONE FINISH PER ELEVATIONS RE '' WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION FIRE -RATED !;WOOD FRAM WA AND FLOOR/CEILING ASSEMBLIES , WS64.5 One•Hour:Fire=Resistive Wood -Frame Walt Assembly 2x6,Wood Stud W117 1Q4% Desigf.Load - ASTM g 119/NFPA 253. 1_ Framing ,:Nominal 2x6 tivood st uls,'spaced 16 in. o.c., double top plates, single bottom plate 2. Interior Sheathing - 5l8 in. Type X,gypsum wallboard, 4. ft wide, applied vertically.: All panel edges backed by framing or blocking. 3_ Exterior Sheating - 318 in. Wood structural panels (oriented strand board), appiiedvertically honzonta! lou ts: blocked . 4. Gypsum Fasteners - 2-1/4 in. #/6 Type S;,drywall screws, spaced 7'in o c 5. Panel Fasteners 6d:common nails (bright) - 12,in. o.c. in the field, 6 in o.c. panel edges 6. Insulation - R 19 fiberglass insulation 7. Joints and Fastener Heads - Wallboard joints covered with paper tape and joint: compound,' fastener heads 'with joint compound Tests conducted at the NGC Testing Services Test No- WP-1408 (Fire Endurance & Rose Stream) August 13, 2004 Third. Party Witness: NGC Testing Services 1" MIN. AIRSPACE AT WOOD STUD CONDITIONS W/BRICK 3/8" VERT. FURRING (@ HARDIE PANEL AND MTL. PANEL) W/ AIR BARRIER/WRB WOOD SHEATHING PER STRUCTURAL, SEE EXPLANITORY NOTE F. 2x6 WOOD STUD WALLS SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 7A overed RECEIVED CIT`t! OF TUKWILA MAY 2 2 2015 This assembly -as tested at 100% design bail, calculated in accordance with the 2005 Raba re. ENTER Spectftcation for 'mood Construction.The authority having jurisdiction :should be consulted to assure acceptance of this report. 1-HOUR RATED WOOD STUD WALL EXTERIOR R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. INTERIOR (FIRE SIDE) EXTERIOR WALL (>10' FIRE SEPARATION DISTANCE) IBC 705.5 TEST NO: WP 1408 TYPE: LOAD BEARING EXTERIOR WALL - TYPE VA CONSTRUCTION LOCATION: LEVELS 2 - 5 REQUIRED STC: NONE IBC 705.5: FIRE -RESISTANCE RATINGS - EXTERIOR WALLS SHALL BE FIRE -RESISTANCE RATED IN ACCORDANCE WITH TABLES 601 AND 602 AND THIS SECTION. THE REQUIRED FIRE -RESISTANCE RATING OF EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE OF GREATER THAN 10 FEET SHALL BE RATED FOR EXPOSURE TO FIRE FROM THE INSIDE. THE REQUIRED FIRE -RESISTANCE RATING OF EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE OF L SS THAN OR EQUAL TO 10 FEET SHALL BE RATED FOR EXPOSURE TO FIRE FROM BOTH SIDES. 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-2012 20TH EDITION, WASHINGTON D.C. CONTRACTOR IS TO PROVIDE (2) COPIES OF THIS MANUAL ON THE JOB SITE TO COORDINATE FIRE RESISTIVE ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATED ASSEMBLIES. CONTRACTOR SHALL REFER TO THE "GENERAL EXPLANATORY NOTES" FOR ANY ALLOWED DEVIATION FROM THE TESTED ASSEMBLY. 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWINGS WITH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC & ICC TESTS ARE FROM GA MANUAL LISTED ABOVE,.OWENS-CORNING WALL & FLOOR ASSEMBLY GUIDE OR FROM ICBO/ICC REPORTS. 4. SOUND TRANSMISSION REQUIREMENTS APPLY TO COMMON INTERIOR WALLS, PARTITIONS AND FLOOR CEILING ASSEMBLIES BETWEEN ADJACENT DWELLING UNITS (GUESTROOMS) OR BETWEEN DWELLING UNITS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH AS CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC 1207). A. AIR -BORNE SOUND: NOT LESS THAN STC 50 (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE SEALED, LINED, INSULATED OR OTHERWISE TREATED TO MAINTAIN RATINGS. THIS REQUIREMENT SHALL NOT APPLY TO DWELLING UNIT ENTRY DOORS, HOWEVER SUCH DOORS SHALL BE TIGHT FITTING TO FRAME AND SILL. B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45 IF FIELD TESTED). 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. DEMISING WALL: STC 50 MIN. CORRIDOR WALLS: STC 50 MIN. 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF "RESILIENT CHANNELS" , DIETRICH RC-1 DELUXE CHANNELS SHALL BE USED. 7. SOUND RATED ASSEMBLIES - SOUND CONTROL: SYSTEMS SHALL BE AIR -TIGHT. ITEMS THAT PENETRATE THE GYPSUM BOARD SHALL NOT BE LOCATED BACK TO BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE AND SEALED. THE ENTIRE PERIMETER OF A SOUND INSULATING SYSTEM SHALL BE MADE AIR TIGHT TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL BE USED TO SEAL BETWEEN THE STC RATED SYSTEM AND ALL DISSIMILAR SURFACES AND ALSO BETWEEN THE SYSTEM AND SIMILAR SURFACES WHERE PERIMETER RELIEF IS REQUIRED. TAPING GYPSUM BOARD WALL AND WALL -CEILING INTERSECTIONS PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). 8. PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2012 IBC SEC 717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES AND FIRE RATED WALL ASSEMBLIES IN ACCORDANCE WITH 2012 IBC SEC 713 AS NOTED ON SHEET A007 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE RATED WALLS, FLOORS OR FLOOR/CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY AN APPROVED FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE WITH 2012 IBC SEC 714 AS NOTED ON SHEET A007 11. CONTINUITY OF FIRE RATED WALLS: A. FIRE BARRIERS (IBC 707.5) AND SHAFT ENCLOSURES (IBC 708.5): SHALL EXTEND FROM THE TOP OF THE FLOOR/CEILING BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE AND SECURELY ATTACHED THERETO. AND SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE FIRE- RESISTANCE RATED FLOOR/CEILING OR ROOF CEILING ABOVE. C. SMOKE BARRIERS (IBC 710.4): SHALL FORM AN EFFECTIVE MEMBRANE CONTINUOUS FROM OUTSIDE WALL TO OUTSIDE WALL AND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR OR ROOF SHEATHING, DECK OR SLAB ABOVE, INCLUDING CONTINUITY THROUGH CONCEALED SPACES. 12. SEE "ENERGY CODE COMPLIANCE" NOTES ON SHEET SERIES A009 FOR INSULATION REQUIREMENTS. 13. ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) SHALL BE DENS -GLASS GOLD OR EQUAL. 14. THE TERMS "GYPSUM WALLBOARD" AND "GWB" ARE INTERCHANGEABLE. THE TERMS "GYPSUM SHEATHING" AND "GSB" ARE INTERCHANGEABLE. 15. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE USED AT ALL "WET LOCATIONS", I.E. @ BATHTUBS. GA MANUAL GENERAL EXPLANATORY NOTES A. PER GA MANUAL GENERAL EXPLANATORY NOTE #11: "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE TESTED WALL OR PARTITION SYSTEM, MINERAL FIBER, GLASS FIBER OR CELLULOSE FIBER INSULATION OF A THICKNESS NOT EXCEEDING THAT OF THE STUD DEPTH SHALL BE PERMITTED TO BE ADDED WITHIN THE STUD CAVITY." B. PER GA MANUAL GENERAL EXPLANATORY NOTE #16 "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TOBE USED IN METAL OR WOOD -STUD SYSTEMS. METAL STUDS OF HEAVIER GAGE THAN THOSE TESTED SHALL BE PERMITTED. THE ASSIGNED RATING OF ANY LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON -LOAD BEARING SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS." C. PER GA MANUAL GENERAL EXPLANATORY NOTE #17 "SPECIFIED FLOOR -CEILING AND ROOF -CEILING FRAMING SIZES OR TRUSS DIMENSIONS ARE MINIMUMS. GREATER JOIST OR TRUSS SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -FRAMED SYSTEMS. INDICATED JOIST AND TRUSS SPACING ARE MAXIMUMS." D. PER GA MANUAL GENERAL EXPLANATORY NOTE #18 WITHIN DESIGN LIMITATIONS, THE DISTANCE BETWEEN PARALLEL ROWS OF STUDS, SUCH AS IN A CHASE WALL SHALL BE PERMITTED TO BE INCREASED BEYOND THAT TESTED. WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" AND CROSS BRACING IS REQUIRED THE CROSS BRACING SHALL BE FABRICATED FROM STEEL STUDS." E. PER GA MANUAL GENERAL EXPLANATORY NOTE #22 "ADDITIONAL LAYERS OF TYPE X OR REGULAR GYPSUM PANELS SHALL BE PERMITTED TO BE ADDED TO ANY SYSTEM." F. PER GA MANUAL GENERAL EXPLANATORY NOTE #23 "WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE - RESISTANCE RATED WALL OR PARTITION SYSTEM, WOOD STRUCTURAL PANELS SHALL BE PERMITED TO BE ADDED TO ONE OR BOTH SIDES." SEE GA MANUAL FOR NOTE G. PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH PROPRIETARY SYSTEM LISTS SPECIFIC PRODUCTS THAT ARE ACCEPTABLE FOR USE IN THE SPECIFIC SYSTEM IN WHICH THEY ARE LISTED. CONSULT THE MANUFACTURER FOR INFORMATION ON ADDITIONAL PROPRIETARY PRODUCTS THAT ARE SUITABLE FOR USE IN SPECIFIC PROPRIETARY SYSTEMS." JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AIA .,RGG L. ALLWING ATE OF WASHINGTON 0 N d ,- N N co co 0 O N 0 ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 CMR CMR WOOD FIRE, SOUND & INSULATION ASSEMBLIES 006 BID SET/PERMIT COMMENTS r . FILE NAME: C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charlesr.rvt 5/21/2015 3:32:21 PM, ESR-11531. li Mistst 1,4fdely Aoepted and Trusted • ' , WED FOR BO7upt CQ�-�A�CE IE 2 5 i � of Tukwila CICONCEALED WADING DIVISION t t FIRE & SOUND ASSEMBLIES GENERAL NOTES <II> J O H N S O N 15200 52nd Ave. 300 Seattle WA 98188 Phone 206.766.8300 www, o J ARCHITECTURE INTERIOR Greg L. Jeffrey B R A U N D INC. South s hn onbraund.co DESIGN Allwine, AIA A. Williams, AIA 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-2012 20TH EDITION, WASHINGTON D.C. CONTRACTOR IS TO PROVIDE (2) COPIES OF THIS MANUAL ON THE JOB SITE TO COORDINATE FIRE RESISTIVE ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATED ASSEMBLIES. SHALL REFER TO THE GENERAL EXPLANAT RY N 0 OTES FOR ANY ALLOWED DEVIATION FROM THE TESTED ASSEMBLY. 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WLL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWINGS WITH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC & I E CC TESTS ARE FROM 0 GA MANUAL LISTED ABOVE, SCORNING WALL & FLOOR ASSEMBLY GUIDE OR FROM ROM ICB /I E 0 CC REPORTS. 4. SOUND TRANSMISSION R REQUIREMENTS APPLY TO COMMON INTERIOR WALLS, PARTITIONS AND FLOOR CEILINGASSEMBLIES BETWEEN ADJACENT DWELLING UNITS (GUESTROOMS)OR BETWEEN DWELLING UNITS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH AS CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC 1207). A. AIR BORNE SOUND: NOT LESS THAN STC 50 (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE SEALED, LINED, INSULATED OR OTHERWISE TREATEDTO MAINTAIN RATINGS. THIS REQUIREMENT SHALL NOT APPLY TO DWELLING UNIT ENTRY DOORS, HOWEVER SUCH DOORS SHALL BE TIGHT FITTING TO FRAME AND SILL. B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45 IF FIELD TESTED). 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. DEMISING WALL: 50 MIN. CORRIDOR WALLS: STC 50 MIN, 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF "RESILIENT CHANNEL Sly DIETRICH RC-1 DELUXE CHANNELS SHALL BE USED. 7. SOUND RATED ASSEMBLIES - SOUNDCONTROL: SYSTEMS SHALL BE AIR -TIGHT, ITEMS THAT PENETRATE THE GYPSUM BOARD SHALL NOT BE LOCATED BACK TO BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE AND SEALED. THE ENTIRE PERIMETER OF A SOUND INSULATING SYSTEM SHALL BE MADE AIR TIGHT TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL THE STC RATED SYSTEM AND I DISSIMILAR SURFACES AND ALSO BETWEEN THE SYSTEM AND SIMILAR SURFACES WHERE PERIMETER RELIEF IS REQUIRED. TAPING GYPSUM BOARD WALL AND WALL -CEILING INTERSECTIONS PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). 8. PROVIDE ASFIRNOTED ONING IN ACCORDANCE WITH 2012 IBC SEC717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES AND FIRE RATED WALL ASSEMBLIES IN ACCORDANCE WI H 2 1 T 0 2 IBC SEC 713 AS NOTED ON SHEET A007 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE RATED WALLS, FLOORS OR FLOOR/CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY AN APPROVED FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE WITH 2 12 IBC 0 SEC 714 AS NOTED ON SHEET A007 11. CONTINUITY OF FIRE RATED WALLS: (IBC FIRE BARRIERS (IBC EXTEND FROM AND SHAFT ENCLOSURES 708.5): SHALL THE TOP OF THE FLOOR/CEILING BELOW TO THE UNDERSIDE OF THE ROOF SHEATHING, SLAB OR DECK ABOVE AND SECURELY ATTACHED THERETO. AND SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE FIRE- RESISTANCE RATED FLOOR/CEILING OR ROOF CEILING ABOVE. C. M B SMOKE BARRIERS (IBC 0 S C 71 .4 SHALL F RM N EFFE V CTI E MEMBRANECONTINUOU FR S OM OUTSIDE ALL TO T ID S E WALL AND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILING ASSEMBLY S BELOW TO THE UNDERSIDE OF THE FLOOR OR ROOF SHEATHING, DECK OR SLAB ABOVE, INCLUDING CONTINUITY THROUGH SPACES. 12. SEE "ENERGY CODE COMPLIANCE" NOTES SERIES A009 FOR INSULATION ON SHEET O REQUIREMENTS. 13 ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) SHALL BE DENS -GLASS GOLD OR EQUAL. 14. THE TERMS GYPSUM WALLBOARD AND GWB ARE INTERCHANGEABLE. TERMS "GYPSUM SHEATHING" AND "GSB" ARE INTERCHANGEABLE. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE USED AT ALL "WET LOCATIONS" I.E. BATHTUBS. f @ S GA MANUAL GENERAL EXPLANATORY NOTES FIGURE lleeASSEMBLY B (0 -hour :r`"° Fire-r iisbrice-rid RO f-oeiiling or'Fto4 r-ceiling Assembly): ,rrr;'u' r:-.x ,» 3 :f';,:f.:r.: :r>t ~ M u rk,,s„ 5:. :,,- ''��`'�`�ju ° _'``w 4�E� ';,. W;>�a, t�{<, �> :a.ws, =`4x ':,.^. "=`ta=: a',; �✓sy,� �>t,, j'.ii.>'..' �1T��'n e2iyi i � t�r'� )`; rr,,�,54sArvA O ionat resilient channels direokl fed faCONTRACTORSuite �'- ..... `ousts or trusses of 1S inches on-ceflter ,�. � a supporting' both layers of sum hoard are. y'�' S"'IF p necessary �16'.3C�6E''�f�'5�LtrtCtr3'�'Iri}}5 '"7' it et. :r4 z" t�. 2 ■�:' �' _ R 6-i a! .,, w,•:,+ J`s�i�'.YK{ -'1= �, .+rv:nr::a { of Syt �>y". :a'�w.:3 c"�, i'tA<,yfi�+ f ..4' ✓.".,., is , ,tyf�f.�',,,�«t: 1 ae�rllafrng.:,:.£, h<<.. {. fi ,�irigle t:��er of �t��..4 span railn_�C, :.ton ue-and ro�rye, sheathing - �' " ..g ` g EF �YaiG.�). ( p • When used as a roof -ceiling i! assembly, the 'decking is get i ec! to be any wood dec3t r�c�yrtilzpd in ttae ode,. • Nailed and glued � the top of the TJl lcrrsCs." • Corrstruot9t�n adhesive rifarmm to ASTf+.t'C 3498 must be a lied to { j l . t �y is peeing the i7�J�. '�f �413�1���'SF.1 ���r t�} ����Y.Ealg r?li'��IFY�n'�: All butt joints of the sheathing must be located .overfram`snn members. *� �0 >r: s �� `" :`_'Fsurai `;s> ` >joist �� r,=s_s '`•'f"`�>~_`° '.i»°' t' „';' ;` :; , t - Gold * Two Payers of. //-inch-thick NGC Bond. Fire -Shield sum board. - Ste'Tit Of � • Two layers of 6-inc thick USG SHEE,T,ROCe Brand FIRE DEI' C um nets, or i Two layers of Fa -inch -'thick.. T+ypae'X board complying ASTM •C36."ns��ere * f � pa g For gists s ced 24 inches € n- aenteror'less, ttact, ceiling to borrrvt flange_ � The, first layer of gypsum board must be installed pecperndicular to the jciists`arid``attac attached usin ".1:Mitch-long""i" e S screws spaced 12' inches an-�nteE The second layer must be installed with th,e joints.staggered i Rfrom the i<+r tlayer. • The second layer must be *teemed to-ti14 Tat joists with 2-►ras p-l+crng, Type S screws spate l2;inches on -center in the field -and 8 inches ern- nt r aft butt .. • T O screws,' 1 fY inches ion .must be aced 8 inches oh -center YF _3. . sP•• she "+ "inches front each side aaf=t eSTC j€fin"c# the secdnrf be layer_ The�.sccorisl layer must finished with joint tape and compound_. " 3380 REGISTERED ARCHITECT .,R> c L. ALLIIINE aTE OF WASHINGTON o ez a d el PHASE 2 PERMIT SET MEP COORD/BID SET ;7;?' - r°>,,;, ; ;;,,, ,,;< ', 1': rF:z:=. k, . , ,,�?'��Jt:[,Zi(.' i �. �t,- TJI lost • installed in aoperdance with this report, witty -.a rnaxirtnurn .spaoing of : 24 inches en -center for floor-ceilingassemblies •, When used in moreceiling assemblies,- gie joists are'p *rmitted to be, spac.a rnra;murnoff inches cin-cernter. ,k �_ , :..,>..Y;:,;�:>.:::,,:>:';::.v;F`:ALL .,..,,flip r 0 Minirtnum 3.12-anti-thick lass -tier €nsu•latuan or glass fiberiinsulat n ratedor +255 r" May be installed lie the joist ple rri when resilient'channels. are ueed. . . ., The+ insoletion'tnustbe piaoed abos.e the resilientachantnels between }orsil: bt►s� flanges_ , < 4, ::`:'' 3 , <`rtir z ;his y;;:' ,,,,,ty..", y� ` '' `...' _;1 `;itN, ,.(.(:,, ;,•>, i, „{1r . a,>:;jit'^ _ ;Y t "'compound_ RC-1 resthe'nt'ct nrnels spaced 1C inches on -center (may be iner�eased to 24 inches inn -center if thejoists are spacer 10 inches can -renter), Fasten perpendicular escrws.. When resilient Membrane must .attached to the resilient spaced 12 inches. �•' The second layer first layer and attached screw spacing for maxim -inn of 12 inches the bud joints.. • T pe G soie'v1. and +6 inches from layer The second to the Tel . -joists using `1anitt-kmg,-Type S . • channels• are used, the first layer of the ceiling . ll t i nts be installed perpendicular tothe onanreand channels using 1-inch-long« Ty _ S screws on-nt�ei~. .musthe the joints staggered erred from the using 1-inch-tong;'Tyrpe S s wrs. The thesecond la rof gypsum board must be a orr-+c¢rt�r in the frel�l • an�i �8 inches-art-+�n#er at • 1 / inches long," must be spaced 8'inches on -center each side of the transverse joints ref the seoonc€ layer must be finished with joint tape and Date o 0 cv N CO O N .- o � w a x{ "'E't+i� rrnrt i -.:,- ,.. `'..,w,<:'°t,.�.t ;.u',=,.^ ;✓yhtF. � Minimum um of nominal -Ib 2 ionsffuohon-grade Douglas, be'r � pFLOOR. fcvrs'..rnsu to'f+ept " " s, in roof-ceilingassemblies. in which theTJl oists are spaced more than 24 mohes."on-center: theceiling, including the resilient nanr ell, must betostri n s a ci 4 appliedpF"i � p ln+�,e on -center_ Ti�e� attachment of.'the veiling to the strippingmembers mast be:��sirfiiC,arks� the attachment�t`.fhe ceiling membrane to the joists.. •.. AAached to the joist bottom flange using a minimum of two 10d box nails into each bottom, flange_ Stepping mat'edals•of equivalent stree th and -attachment f7.re:perrrirttpcl when appres�edby the code •THE crl6'ictat TUKWILA VILLAGE - BUILDING E 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC THESE DRAWINGS WERE PREPARED FOR THE "TUKWILA VILLAGE' PROJECT IN TUKWILA WA. © JOHNSON BRAUND, INC. THEY ARE NOT INTENDED FOR USE ON ANY OTHER PROJECT. ,t. TABLE 8-S UNL 3 „fit°ii�u irs�c`OU Tailps, " pY?" ,#�. yr ,f<, tf r rA , s ,{ T .;r, , >� r K;; 54 The floor'roN.ering.must include a 40-ounce- per -square -yard pad and a 58eounce-per- sgeare-yard carpet.-" 'yrANC ` ?' "f ;, >4(,cy(,: ," ..-ti�"f i, ,.5':=, *=:s`` ,'a ` ' n '''( Figure 4B ' - . 68, minimum. •* Asserr,blyr B constructed with resifaenl"channels sad .at inch on' p cente�r:to-separate.the' ai7ira masrribrarae from g the etn. ctural fram►-ng-' C t.. iY! .. Fbor . _ "ng must,consistrz Tarkett Access or sheetvinyl� ,• Ceiling must consist of two layers of �e-cncth- Y thick, T X sum board, and the "€c • Bottom of the floor cavity must contain .THE 3?4indhrthick lass-frber'insulation. .. -" . GA FILE NO. WP 4136 GENERIC 2 HOUR 4Q to 44 STC GYPSUM WALLBOARD,WOOD STUDS FIRE SOUND 5/a" Base layer type X gypsum wallboard or veneer base applied parallel or at right angles to each side of 2 x 4 wood studs 16" o,c,,with 11/4" Type W drywall screws 12" o,c, Face _ ' .�;,i.• :;i;',;�`>;�t� �g;� ,a> .:.x-.T} > x : -=.t 4:,,,-:;;,:;tF:-y,,_,,,.,", , r"'">I> ;`- 'TESTED w, <<.:t * t$uas;l r-; :r= r e. e : 4,-ineh.'thick floor; topping City I:1��5-'Glrrn �C[3�n4'�'`�t�. r plied in a Current +� IC C=ES ewalOatrorn repart po 50 _ • Floor covering crust b+e.`erther mIstrong '' IOS or,+ Armstrong. darn- sheet vinyl. • Gealtng must consist of two layers` of �'a-inch- tlni TypeX gypsum Iccrrdr and • Bottom of the floor cavity must -contain ; e fiberOF 3 invlr-mimics enslativn_ layer /a type X gypsum wallboard or veneer base applied parallel or at right angles to 5 " g each side with 17/a" Type W drywall screws 12" o.c, and offset 6" from screws in base Yp � layer. A. PER GA MANUAL GENERAL G EXPLANATORY NOTE #11: WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE WALL OR PARTITION SYSTEM MINERAL FIBER f f GLASS FIBER OR CELLULOSE FIBER INSULATION OF A THICKNESS NOT EXCEEDING THAT THE STUD DEPTH SHALL BE PERMITTED TO BE ADDED WITHIN THE STUD CAVITY." B. PER GA MANUAL GENERAL EXPLANATORY NOTE #16 "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL OR WOOD -STUD SYSTEMS. METAL STUDS OF HEAVIER GAGE THAN THOSE TESTED SHALL BE PERMITTED. THE ASSIGNED RATING OF ANY LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON -LOAD BEARING SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS." C. PER GA MANUAL GENERAL EXPLANATORY NOTE #17 "SPECIFIED FLOOR -CEILING AND ROOF -CEILING FRAMING SIZES OR TRUSS DIMENSIONS ARE MINIMUMS. GREATER JOIST OR TRUSS SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -FRAMED SYSTEMS. INDICATED JOIST AND TRUSS SPACING ARE MAXIMUMS." D. PER GA MANUAL GENERAL EXPLANATORY NOTE #18 "WITHIN DESIGN LIMITATIONS, THE DISTANCE BETWEEN PARALLEL ROWS OF STUDS, SUCH AS IN A CHASE WALL, SHALL BE PERMITTED TO BE INCREASED BEYOND THAT TESTED. WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" AND CROSS BRACING IS REQUIRED THE CROSS BRACING SHALL BE FABRICATED FROM STEEL STUDS." E. PER GA MANUAL GENERAL EXPLANATORY NOTE #22 "ADDITIONAL LAYERS OF TYPE X OR REGULAR GYPSUM PANELS SHALL BE PERMITTED TO BE ADDED TO ANY SYSTEM." F. PER GA MANUAL GENERAL EXPLANATORY NOTE #23 "WHEN NOT SPECIFIED A COMPONENT FIRE- RATED WALL L OR PARTITIONOF SYSTEM, WOOD STRUCTURAL PANELS SHALL BE PERMITED TO BE ADDED TO ONE OR BOTH SIDES." SEE GA MANUAL FOR NOTE G. PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH PROPRIETARY SYSTEM LISTS SPECIFIC PRODUCTS THAT ARE ACCEPTABLE FOR USE IN THE SPECIFIC SYSTEM IN WHICH THEY ARE LISTED. CONSULT THE MANUFACTURER FOR INFORMATION ON ADDITIONAL PROPRIETARY PRODUCTS THAT ARE SUITABLE FOR USE IN SPECIFIC PROPRIETARY SYSTEMS." Joints staggered 16" each layer and side. (LOAD -BEARING) : " �.:.....I " Thickness: II ess: 6a/a Approx. Weight 12 psf Fire Test: SWRI Sound Test: See (NGC 'X' �'. . 01-5920-614, 12-5-94 WP 4135 2363, 4-1-70) (2) LAYERS 5/8" TYPE GYPSUM SHEATHING STUD SIZE 2X6. SEE PLANS FOR LOCATIONS. SEE EXPLANATORY NOTEB, FINISHED FLOORING OVER 1" (MIN.) GYPSUM FLOOR TOPPING OVER 1/4" SOUND MAT t b _ \ T re Le 11-7/8" I -JOISTS, SPACED PER STRUCTURAL, SEE NOTE C. co in FRAMING PER PLAN @ 16" O.C. ► Q 5-1/2" GLASS FIBER INSULATION IS NOT OPTIONAL. ". 'X' 7,- ", "r `, '� ' '';, , ,, . . , . . . . ; : _ ._ „" ,` 7 0 FIT BATT INSULATION INCRFRICTEASED SOUND CONTROL. EE OR 'X' (2) LAYERS 5/8" TYPE GYPSUM SHEATHING �- FN (2) LAYERS 5/8" TYPE EXPLANATORY NOTE A. GYPSUM SHEATHING PROJECT #: 1026.05 DRAWN BY: CMR CHECKED BY: CMR _ -' '' " -• _ _ _' _ NOTE: AT CONCEALED SPACES EXCEEDING 160 CUBIC FT. RC CHANNEL IS NOT OPTIONAL. RC INSTALL MINERAL WOOL OR OTHER NON-COMBUSTIBLE CHANNEL MUST BE CLARK INSULATION ALONG LENGTH OF JOIST (AT RC CHANNEL DIETRICH, NO SUBSTITUTIONS VOID) TO DIVIDE SPACE NOT TO EXCEED 160 CUBIC FT. (NFPA 13, 8.15.1.2.8) 7J 2-HOUR RATED WOOD STUD WALL SHAFT ENCLOSURE WALL WOOD FIRE, SOUND & INSULATION GA FILE: WP 4136 REQUIRED STC: NONE TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 8A 1-HOUR RATED FLOOR/CEILING ASSEMBLY TYPICAL UNIT FLOOR 7J1 2-HOUR RATED WOOD STUD WALL SHAFT ENCLOSURE WALLASSEMBLIES ESR DESIGN NO: 1153 - ASSEMBLY B, SOUND ASSEMBLY B OPT. 2 REQUIRED STC: 50 ESR TYPE: VA CONSTRUCTION REQUIRED IIC: 50 LOCATION: LEVELS 2-5 UNITS LOCATION: LEVELS 2-5 REQUIRED STC: NONE ALTERNATE TO ASSEMBLY: USE 2 x 4 WOOD STUDS RECEIVED CITY OF TUKWILA BID SET/PERMIT COMMENTS 8A1 1-HOUR RATED FLOOR/ROOF ASSEMBLY UNIT FLOOR CANTILEVER 7H 2-HOUR RATED WOOD STUD WALL EXIT ENCLOSURE WALL May 2 2 2015 LOCATION: LEVEL 3 UNIT CANTILEVER REQUIRED STC: 50 ADD TO ASSEMBLY 8A: BATT INSULATION TO FILL JOIST CAVITY REQUIRED IIC: 50 GA FILE: WP 4136 TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-5 Aft.. , + • REQUIRED STC: NONE PERMIT CENTER • FILE NAME: C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central charlesr.rvt 5/21/2015 3:32:23 PM„ STANDING STANDING SEAM METAL ROOF FIRE & SOUND ASSEMBLIES GENERAL NOTES ICE AND WATER SHIELD AIR INSULATION, 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-2012 20TH EDITION, -IMPERMEABLE 1/3rd R-VALUE ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 \ ! WASHINGTON D.C. CONTRACTOR IS TO PROVIDE (2) COPIES OF THIS MANUAL ON THE JOB SITE TO COORDINATE FIRE RESISTIVE ATTACHMENT WITH SHEAR TABLE 1203.2. SEE ENERGY CALCS, ;.-- ._ _I_i 'L_I _-, ` 1 _ l L CONNECTORS AND SOUND RATED ASSEMBLIES. CONTRACTOR SHALL REFER TO THE "GENERAL r _.__ EXPLANATORY NOTES" FOR ANY ALLOWED DEVIATION ' AIR T T FROM THE TESTED ASSEMBLY. -PERMEABLE INSULATION , 2/3rd R-VALUE BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL, SEE ENERGY CALCS. Irv Ira" ATIN•/\1•4 _ . J w w Cl) LIJ 2. THESE DETAILS REPRESENT MINIMUM ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWINGS WITH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC & ICC TESTS ARE FROM GA MANUAL LISTED ABOVE, OWENS-CORNING WALL & FLOOR ASSEMBLY GUIDE OR FROM ICBO/ICC REPORTS. SOPE TOP CHORD PRE-ENGINEERED OO DRAIN PER LANSNO-TRUSS PER UCTURAL, . 4. SOUND TRANSMISSION REQUIREMENTS APPLY TO COMMON INTERIOR WALLS, PARTITIONS AND FLOOR ` ' ." ' RC CHANNEL CEILING ASSEMBLIES BETWEEN ADJACENT DWELLING UNITS (GUESTROOMS) OR BETWEEN DWELLING UNITS NO VAPOR RETARDER MUST BE LARK DIETRICH, NO SUBSTITUTIONS (GUESTROOMS) AND ADJACENT PUBLIC SPACES SUCH ON CLG. PER IBC 1203.2 EXCEPTION, 4.2 AS CORRIDORS, STAIRS AND SERVICE AREAS (2012 IBC 1207). A. AIR -BORNE SOUND: NOT LESS THAN STC 50 (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN 9A1 1-HOUR RATED ROOF/CEILING ASSEMBLY UNIT BUMP OUT ROOF ASSEMBLY CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, GA FILE: RC 2610 TYPE: VA CONSTRUCTION LOCATION: TYPICAL ROOF AT UNIT BUMP OUT REQUIRED STC: 50 REQUIRED IIC: 50 OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE SEALED, LINED, INSULATED OR OTHERWISE TREATED TO MAINTAIN RATINGS. THIS REQUIREMENT SHALL NOT APPLY TO DWELLING UNIT ENTRY DOORS, •'GA. FIL : NG4:IR .:. 610 PROP IET., R r'.. ::1..HGUI ; ' HOWEVER SUCH DOORS SHALL BE TIGHT FITTING TO FRAME AND SILL. WOOD•ROO►c TRUSSE , RESILiENT;:C,HANNELS, GLA :FIBE C.: .AFIRE, .: B. STRUCTURE -BORNE SOUND: NOT LESS THAN IIC 50 (45 IF FIELD TESTED). 1N SUL:ATIOI't, CEIUNO £CAMPER, GYPSUM_WALLBt Rl One layer 5W•pr-opr►x taryya type gypsum w,allb o rd applsarf -t nght ;i;rgles t•o chanriO 1 o c •: (12� rr c '��h+ Intn1ation i;•tits o p..o rrh nnis�±r�+th...�..i~ r#rgtitr it s rt t� fib` °* yp rr board 1 Idlritls tk t ed . ,kh scrdt addilional'pi,•eces of channel a tendin E" b yarid dge:ofbpard:arid is r.siiiant furryMIN. �: 3- 4-� ":: d. It • ;.: ,i•- tad 3" back on f = z v 5. FLOOR/CEILING ASSEMBLY: STC 50 / IIC 50 MIN. DEMISING WALL: STC 50 CORRIDOR WALLS: STC 50 MIN. 6. WHERE SOUND RATED ASSEMBLIES INCLUDE THE USE OF "RESILIENT CHANNELS" DIETRICH RC 1 DELUXE GAi FILE: Nc(1$ 2120 'GENERIC::: I UR _ ..:....:: . ..... • ." •:s .,. , ._ ......• .. itht9 sld :0l ;PA .i si1Ktot.:06ti t. Is; 0.i+?c4: k-i't hC ri . 0 1 t.' 40 or.pnralirt;tthord y00 trxis s 2>q o r wilh I if •Ty�p a scri?r�n _,..: �r i tlolryl' N,:t f ..: GC s4 fibs:,!: : ' :, ;x , CHANNELS SHALL BE USED. 7. SOUND RATED ASSEMBLIES SOUND FRAiMIIE, GYPSUM:WALLBt?.pf�t?'. SIRE .:. ; . irKa�IlatlGn >�a��uK�dto:�xx�d skru�ur�l: �!nr#f�: or tits c�(:�,et.tiiie;�naF:a.<'�'�c�d:trussaa .. .... ....... ... ,..,.. ,: ,.... ,: f +�, `.:``' ti ..: + urr:cad. a1,41 rsl ruff s if s .t f ,.,U �t.5r'..•tic ..: �.. .. c1►s ... l _ x. . I . . ,'1k,t1 hi-:�n� . o n pl. .�. � pI• 9......... _;; S e s t . �.... 4..I.i1:.Srf ri. . : ' .: � ,. � •_ :. .,, y::... I �: ,.�+ _ z���;.� , 3-. .< � . - CONTROL: SYSTEMS S MS SHALL BE AIR -TIGHT. ITEMS THAT PENETRATE THE GYPSUM BOARD SHALL N T.BE 0 LOCATED BACK TO ;'STEEL "h1,- ...: l 5 i bo d r v e b l toe ca e: wi Base la a la a su'n ail ar o s tTi en er ase•a led barn � t :..: tl=ti . . p. Yp py _Pp 9. h [..., ,_ , �. .: „ . ,� ,.. > .: 6 .: .. T.3L W ai 4. c �_ +,. :. 1 /.. Type $ ;*,0 ltscrewe,16. a.c..ir60:1ayer. /e ..type OYP . m.,w 1$0.0rd nr.:gy{ sum :........ ... a �a ..::. .... :. ..a....+.....:.Y. -. .... ....• •,_ m«. e.....:......a.......,.,,-. �har�K nails rsrsta t� hand o teal.nr rete��ltriravrai.ar4dltJtral rets4rrs.tren +.: thr: 1 i. €: r Erk; 1 l 1:: I i l:a; g, € :. BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FOR FIXTURES OR PIPES SHALL BE CUT TO THE PROPER SIZE veneer base -applied to beam cage'with 1 J4" Type S drywall screws 8 :o.c :: - •. t.f'i31r1 C3 a fabr+sated from horizontallyInstalled steei'an lea: x25: a .steel ilauin : .end 2.: i g ..:i.. n elle4:. :l gles..,. .g.... t .. eWrig.1 . an .: . I s located not iess'than i/z"::from bearn.flan es.::1"le sof the u ar>an, lea seuteci 0 ,•to steel dec9E uniis.with ifz" type S pan head screws i2" + c "l1" she ed'trrclCets farmed; ::: .....:.:.: ..: , :.. _ ; t.y v %: ,,, t-� .' SEALED. THE ENTIRE OF A tr tfnn ., r7eil+ ... t�"9rn .er r,f,-r t ►:rr+ ..aEart ,..... r in.#derrt�i. -• . on ttf -• . m p... �, ..:.:.. l PiOPI i.#till:iaYRBtl.fr'i:13{�A(ytC►pprn'+�Jlrti� ... „,. Oen ini.P.acIfiu.{y, - s �. � (a; iii'rt,l:.,t,� Jn T�7[�h�t?-.^'kw� . . . . . ... SBS •if a . r I'...) � �,f Etw�;�ttard � a �t�ht_- 31�e1' .: ,. . ._ � a �If� 1st,.. tU�, Ft�71';�, �!dC�,454�2 • yp Cirri �opn�. Msigri 1p'55 .-)t` .. . ..:..:....... . . INSULATING SYSTEM SHALAND LBEIMADE AIR TIGHMETER T TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL BE USED TO SEAL BETWEEN THE STC RATED SYSTEM S N M AND ALL DISSIMILAR SIMILAR AND ALSO BETWEEN THE SYSTEM AND REQUIRED. TAPING GYPSUM BOARD WALL AND WALL -CEILING INTERSECTIONS PROVIDES AN ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E 497, GA MANUAL SECTION III). l.is of 25 a U si7a ed teel;channels 1 . its . wtde;wtth 1...,.1 � :24, _:r�.c.aus ertdedfrorn' :. 9 . pest c el f . ; eg )., :P :. } ,..., ,. u eran les:with-./z . T e:,S;'pan .head screws: and su orted 1 x 2 angles et lower, 9 . yp pP cod hers attached : to brackets with :,?/2" Type S pan head• screws. Outside corners of gypsum board rotected b 0.02(t" thick metal cornerbeedscr M ed or nailed Minimum: p :.:. _ p . :.:,......: ..,.., ,:.. Fire: lest;' eamse '8x24, (T'wo hour restrained or unrestrained:beam.) ,.,.... . . MJL R49 t1i. Design ULC Design , , 4: 5, N5O1:`: . .;. 914- 0•501=.: 5;: (STYRENE-BUTADIENE-STYRENE) SYSTEM 8. PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2012 IBC AIR -IMPERMEABLE INSULATION, 1/3rd R-VALUE ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 TABLE 1203.2. SEE ENERGY CALCS. ► SEC 717.2 AS NOTED ON SHEET A007 9. PROVIDE PROTECTION FOR THROUGH PENETRATIONS AND MEMBRANE PENETRATIONS OF HORIZONTAL BARRIER OVER ROOF l.._ i ASSEMBLIES AND FIRE RATED WALL ASSEMBLIES IN ACCORDANCEWITH 2012 IBC SEC S ON 713 A NOTED •AIR SHEATHING. SHEATHING PER STRUCTURAL. 1 : 'I ! �_.. l .._... L SHEET A007 i 2 HOUR PROTECTED STEEL BEAM 10D 10. JOINTS INSTALLED IN OR BETWEEN FIRE RESISTIVE AIR • RATED WALLS,FLOORS OR FLOOR/CEILING ASSEMBLIES SEAM METAL ROOF ICE AND WATER GA FILE: BM 2120 LOCATION: LEVEL 2 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION -PERMEABLE INSULATION , 2/3rd R-VALUE BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. Pjtfih, lir " illftri " LI �. w w F' � AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY AN APPROVED FIRE-RESISTANT JOINT SYSTEM IN ACCORDANCE WITH 2O12 IBC SEC 714 AS ON SHEET A007 11. CONTINUITY OF FIRE RATED WALLS: A. FIRE• BARRIERS IB 70 5 AND SHAFT ENCLOSURES (IBC 708.5): SHALL EXTEND FROM THE TOP OF THE FLOOR/CEILING BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING SLAB OR DECK ABOVE AND SECURELY ATTACHED THERETO. AND SHALL BE CONTINUOUS THROUGH CONCEALED SPACES SHIELD AIR -IMPERMEABLE INSULATION, 1/3rd R-VALUENOTED ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 GA FILi Ni`} ;BM 119 7 PROPRIETAl Y `' 1 H 7Ui TABLE 1203.2. SEE ENERGY CALCS. STEEL: FRAME, GYPSUM WALLBOARI} F E 2X10 JOISTS -' I ' ` .\ i.; Base la er 1l2", ro rieta e X srsm:�tirallkriard a lied t+a P...P nl! 9Yp.. ..;.tap dry•wall Screws 12: a.c,:Face iayet',i/� proprietary. Type X beau cage with•��/r�" Type 5-t2 drywall serews:'f2 o c:. , � Dints: bean ca:with.l" T e;S 12 i. 9 �`f?, _.. :gypsurrl.�s�llboard applied tia Jotnts>c��fset:frOm base:;la er y ... - _ @ 16" O.C.; PER ;. t , STRUCTURAL AIR PERMEABLE PRE-ENGINEERED OPEN -WEB ROOF TRUSS PER STRUCTURAL, SLOPE TOP CHORD TO DRAIN PER liA.1. B. FIRE PARTITIONS (IBC 709.4): SHALL EXTEND FROM ROOFI*1! INSULATION , 2/3rd R-VALUE.4 BELOW AIR BARRIER. FILL TRUSS CAVITY FULL. SEE ENERGY CALCS. � _ THE TOP OF THE FOUNDATION OR FLOOR/CEILING 'Qists,at. PLANS. „; _ , r Beam cage fabricOted from 24 a 71a"'�:13/s" steel.an lea soreti�r.attachecf to steel •9 9 ) ;, • bean ,'top, flange acid 25 ga.21/2".steel runners hdoked .over beam lower flange and11 . su ...oitin 1 b1 step .. PP 9 s e1 :•studs 24"' a,c, . ,.Mintri uni beam s e . tl,ox1 : {one `hour ' unrestrained )seam: 1 � - CHANNEL ASSEMBLY BELOW TO THE UNDERSIDE OF THE FLOOR. ROOF SHEATHING, SLAB OR DECK ABOVE OR TO THE MUST BE CLARK DIR DIETRICH, O SUBSTITUTIONS - FIRE RESISTANCE RATED FLOOR/CEILING OR ROOF AP RETARDER ON CLG. PER IBC 1203.2 EXCEPTION, 4.2A ABOVE.CEILING SMOKE BARRIERS (IBC 710 4): SHALL FORM AN EFFECTIVE MEMBRANE CONTINUOUS FR MOUTSIDE WALL TO OUTSIDE WALL AND FROM THE TOP OF THE " . -, .: , .. - . - . ,' , "` � "�0 PROPRIETARY GYPSUM ,BOARt yp m Com an LLC - meda47 G su. p y .. .... CertainTeed:Gypsum Inc. • - 1/x" CettainTeed1Type .Gecrgla.Pacifio Gypsutri LLC - 1/z": ToughRocka:Fir .: .. Lafarge North Amanda Inc. National Gypsum Company - GIs" Gold f and ' PABCO Gypsu[rt - •I•x' FLA•fv. Temple-Inland ... • United States GypsumCompany • ?!�" SHEE'{'ROCK® ;. .a/i' FireBioc®T e C; .. .... . yp :. C Gypsum Board uard Cry - • F.ire:Test UL Gypsunn:Eoard. "t/z'' Firechecke Type G Based _ ,..: R1319-133, on 12 8 '- Design :7 16-75 _INCLUDING UL R3660:7:& ;•8• •• ‘ L524 . LAYERS 'X' 9A 1-HOUR RATED ROOF/CEILING ASSEMBLY ROOF ASSEMBLY W/ PRE-ENGINEERED TRUSSES FOUNDATION OR FLOOR/CEILING ASSEMBLY BELOW TO (2) 5/8" TYPE GYPSUM SHEATHING NO VAPOR RETARDER THE UNDERSIDE OF THE FLOOR OR ROOF SHEATHING, GA FILE: RC 2610 TYPE: VA CONSTRUCTION LOCATION: ROOF REQUIRED STC: 50 REQUIRED IIC: 50. DECK OR SLAB ABOVE, CONTINUITY THROUGH CONCEALED SPACES. CODECOMPLIANCE" NOTES ON 12.SHEET 9 FOR INSULATION REQUIREMENTS. ON CLG. PER IBC 1203.2 EXCEPTION, 4.2 0A FILE:.NO::.FC 6406; GENERIC' ;HOUR 35 t0•39 5TC 13 ALL EXTERIOR GYPSUM SHEATHING BOARD (5/8" TYPE X) , 1-HOUR RATED ROOF/CEILING ASSEMBLY UNIT BUMP OUT ROOF ASSEMBLY 9A3 ............................... WOOD. JOISTS, GYPSUM. WALLBOARD' :'FIRE SOUND' SHALL BE DENS -GLASS GOLD OR EQUAL. GA FILE: RC 2601 TYPE: VA CONSTRUCTION LOCATION: NW ROOF �',�s�:FILEN1�.:.I�f'"u 2�i�M`i�aEl`�JEI�IC AT UNIT BUMP OUT REQUIRED REQUIRED '�:::I:IOLII` STC: NONE IIC: NONE .. ..•..TERMS layer 5•/s"'type•X• •to:2 "GYPSUM AND "GWB" 14.WALLBOARD"ARE Base: gypsum; •wallboard, applied at right.angles o.c.:With :1 /a Type :• W or: S dryw•all screws.•247.•o c: Face layer wallboard: or. gypsum veneer base' applied; at: right•angles to;joists S drywall' screws • 12' o.c at joints and •• intermediate •joists arid: „' screws 12`" o.c. placed 2 back on either side of end `Dints: Joints : J x. 1.0•wood.joists.2�1n, /s" type ••X .gypsum)• with 17/s".Type.W'or 1Ile •Type G:: drywall. offset'24": from base :..:. INTERCHANGEABLE. THE TERMS "GYPSUM SHEATHING" AND "GSB" ARE INTERCHANGEABLE. 15. WATER-RESISTANTSHALL BE USED AT ALL "WET LOCATIONS", I.E.@ BATOHTUBS layerjoints: Wood joists ih with exterior,glue ;:: • • supporting :plywood joists.: with 8d Ceiling one_: resistance:: applied at rightangies GA MANUAL GENERAL EXPLANATORY NOTES ,.... .. ..• G rp•Blp•M. r LBO, RB,r yr•••-• .: DIS S/ F C,O> ERIy G .;E[l E- i 1 HOUR PROTECTED STEEL BEAM 10C to.:, nails.. .:prOrides• hour'fire rams clu ng, in ding trusses. protection for. Approx.: Ceiling g ..COMPONENT Weight: 5 psf. , . Test- FM A. PER GA MANUAL GENERAL EXPLANATORY NOTE #11: "WHEN NOT SPECIFIED AS A OF A FIRE TESTED WALL OR PARTITION SYSTEM, MINERAL FIBER, - O: Sda ,, : I GA FILE: BM 1137 LOCATION: LEVELS 3 5 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION ase iaycr <tyi gy�psura ol.14oard. appfled at:/i ht !nglas t : x 10 + of jofsts 24 :: �ti c -+i' atlii 11/4 .'hypo. W or ;S.: dfrv'wall screwws 24 ; ot,c..Face fay�er. `ale . ty pe. X :gypsum : ::wallboard Or gyp'rcrrt ionr r eppiied at right angles: to•joists'wtth l /a..'1 e+ W or:• Y•+ " ;, G , +1 i•,_.� , ; ..- ._ , ..." i R v REVIEWED CODE (`,OM�IAN(±E ,. APPROVED J it 2 • ' City of BU'LCING FOR % 20�5S(DE Tukwila DIVISION FC 172;;2 25-72; • ITS, �8=6 98.: i Sound -lest;: Estimated GLASS FIBER OR CELLULOSE FIBER INSULATION OF DEPTH SHALL BE PERMITTED TO BE ADDED WITHIN ETHE STUD CAVITY." B. PER GA MANUALGENERAL EXPLANATORY NOTE #16 "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL OR WOOD -STUD SYSTEMS. METAL STUDS OF HEAVIER GAGE THAN THOSE TESTED SHALL BE PERMITTED. THE ASSIGNED RATING OF ANY LOAD BEARING SYSTEM SHALL ALSO APPLY TO THE SAME SYSTEM WHEN USED AS A NON LOAD BEARING rpFire .. f „ S d*Ii.0l1 cf iwvs 12 o o at; OIritt•••an iritorror.41410 •snots arid; 9 /z .T$1 a . dr�`hrratl .:. .f .: .. . �.. ... M .. .. ...i .: ,� :shows 12" o c, ptaroci 2"• bac orr;e ither Cde of art Jo€nis Joints. offset 224 front bo• ss :•=-' mow, +' i � 1 . I HSS TUBE PER STRUCT. µ wtll� at 'layer j�lr,t� Wed joists suppprun§ .,:Fx p{`y'y.ei o�terJar gluts app ,acf rlghd:artglc�s' to jcls.. �+y+th;3d nails #pptopriatr ::ro f coverir g,: +Ce11ir +• provides tone tour fitu : rt�sistari a prottectidn for•framing,`IncIudlnj tru Des. • -- ,._.. __ - .:.-. . ��__... - - _ �,. �-� Aipr6X11[Eii �'� z N .�---.���0 9E (4) LAYERS OF 1/2" G.W.B. ADHESIVELY SECURED TO COLUMN FLANGES AND SUCCESSIVE LAYERS. G.W.B. APPLIED WITHOUT HORIZONTAL JOINTS. CORNER EDGES OF EACH LAYER STAGGERED. G.W.B. LAYER BELOW OUTER LAYER SECURED TO COLUMN W/ DOUBLED NO, 18 B.W. GAUGE STEEL WIRE TIES SPACED 15" O.C.. EXPOSED CORNERS TAPED AND TREATED. I , I li IC. MEMBRANE ROOFING SYSTEM SYSTEM. INDICATED STUD SPACING ARE MAXIMUMS." GYPSUM FLOOR TOPPING TO MATCH UNIT FLOOR LEVEL PER GA MANUAL GENERAL EXPLANATORY NOTE #17 "SPECIFIED FLOOR AND ROOF AIR -IMPERMEABLE INSULATION,1/3rd R-VALUE ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 --------�' -CEILING -CEILING FRAMING >�SIZES O S R TRUSS DIMENSIONS ARE MINIMUMS. GREATER _" , _ 2 2X8 m 2 JOIST OR TRUSS SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL OR WOOD -FRAMED SYSTEMS. TABLE 1203.2. SEE ENERGY CALCS. 1 ,_ � ` _ _.L_ , _ .__� : ;-_. MIN. JOISTS @ 16" O.C. USED PER STRUCTURAL (NOTE PER 722.6.2(2) TIME ASSIGNED WOOD FRAMED FLOOR (16" O.C. MAX. & 2" NOMINAL „ w co co INDICATED JOIST AND TRUSS SPACING ARE MAXIMUMS." D. PER GA MANUAL GENERAL EXPLANATORY NOTE #18 "WITHIN DESIGN LIMITATIONS, THE DISTANCE BETWEEN PARALLEL ROWS OF STUDS, SUCH AS IN A CHASE WALL 2X12 JOISTS @ 16" O.C.; PER 1 2 HOUR PROTECTED TUBE STEEL COLUMN 1 OBTO STRUCTURALIBC - _ - IBC TABLE: 721.1. 1 ITEM NO. 1-7.1 () LOCATION: LEVEL 2 AMENITY SPACE PER STRUCTURAL AIR -PERMEABLE INSULATION , 2/3rd R-VALUELU BELOW AIR BARRIER, FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. ��\ ll ��_ j I THICKNESS) = 10 MIN. -„'-` '; "-.',- -; ` SHALL BE PERMITTED , ', -: ,=;' , TO BE INCREASED BEYOND THAT TYPE: VA CONSTRUCTION HSS TUBE PER STRUCT.viely_...,...._,Ir..10. (2) LAYERS 5/8" TYPE X (NOTE PER IBC 722.6.2(1) TIME > < TESTED. WHEN STUD CAVITIES IN WALLS CONSTRUCTED OF PARALLEL ROWS OF STEEL STUDS EXCEED 9-1/2" ASSIGNED TO MATERIAL): = 40 MIN. + 40 MIN. SUSPENDED MECHANICAL CHASE w j TO ANY SYSTEM." F. PER GA MANUAL GENERAL EXPLANATORY NOTE #23WHEN NOT SPECIFIED AS A COMPONENT OF A FIRE - (2) LAYERS 5/8" TYPE GYPSUM SHEATHING , " ` - - '"� '"• RESISTANCE RATED WALL OR PARTITION SYSTEM, WOOD 1" . •• RECEIVED CITY OF TUKWILpa STRUCTURAL PANELS SHALL BE PERMITED TO BE ADDED TO ONE OR BOTH SIDES." SEE GA MANUAL FOR NOTE G. PER GA MANUAL GENERAL EXPLANATORY NOTE #24 "EACH NO VAPOR RETARDER ON CLG. PER IBC 1203.2 EXCEPTION, 4.2 MIN. TUBE STEEL COLUMN 1 HOUR PROTECTED 10A i 1-HOUR RATED ROOF ASSEMBLY ELEVATOR ENCLOSURE ROOF ASSEMBLY 9A2 8B 1 HOUR RATED FLOOR/CEILING ASSEMBLY TYPICAL CORRIDOR PROPRIETARY SYSTEM LISTS SPECIFIC PRODUCTS THAT ARE ACCEPTABLE FOR USE IN THE I MAY 2 2 IBC TABLE: 721.1,(1) ITEM NO. 1-7.1 LOCATION: LEVELS 3 - 5 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION GA FILE: RC 2601 REQUIRED STC: NONE TYPE: VA CONSTRUCTION REQUIRED IIC: NONE LOCATION: ROOF AT ELEVATOR ENCLOSURE GA FILE: FC 5406 TYPE: VA CONSTRUCTION LOCATION: LEVELS 2-5 CORRIDOR i ` A ) n 2015 REQUIRED STC: NONE REQUIRED IIC: NONE PERMIT CENTER SPECIFIC SYSTEM IN WHICH THEY ARE LISTED. CONSULT THE MANUFACTURER FOR INFORMATION ON ADDITIONAL PROPRIETARY PRODUCTS THAT ARE SUITABLE FOR USE IN SPECIFIC PROPRIETARY SYSTEMS." VD JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT _.RRG L. ALLWINT ATE OF WASHINGTON 0. y 0 C 00 co co 00 L ix ISSUE DATE: 05-22-2015 �LU V 2 5 LU -J -§" 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: 1026.05 DRAWN BY: CMR CHECKED BY: Checker WOOD FIRE, SOUND & INSULATION ASSEMBLIES A006d BID SET/PERMIT COMMENTS w 2 Q_ z u.I J L .A._ .- 5/8" TYPE X GYPSUM WALL BOARD FIRE -TAPED PROTECTIVE BOX MUST BE MECHANICALLY SECURED WITH STRAPPING AT CORNERS TO STRENGTHEN THE BOX. THE NUMBER OF LAYERS OF GYPSUM BOARD TO MATCH THE NUMBER OF LAYERS REQUIRED FOR THE RATED CEILING ASSEMBLY. 1-HOUR THROUGH PENETRATION FIRE STOP INSTALLED PER APPROVED MANUFACTURER'S REQUIREMENTS. METAL DUCTWORK. PLASTIC PIPING MATERIAL (MAXIMUM 100 SQ.IN. IN AREA) MAY PENETRATE BOX. EXTEND NO MORE THAN 6" OUTSIDE BOX, AND CONNECT TO THE FIRE STOP. 2-HOUR RATED SOLID WOOD BARRIER (EXTEND FULL WIDTH OF WALL AND HEIGHT OF FLOOR CAVITY, FULL HEIGHT OF JOIST) FURRED OUT WALL AT UNITS ADJACENT TO STAIRS FOR PENETRATIONS(NOT REQUIRED AT SHAFTS) NOTES: UL LISTED SEMI -RECESSED OR RECESSED FIRE EXTINGUISHER CABINETS ACOUSTICAL GASKET OR FOR USE IN 1-HR FIRE RESISTIVE CONSTRUCTION. WRAP INSIDE OF STUD FLEXIBLE SEALANT(WHITE) SPACE W/ 5/8" TYPE "X" GWB TO FORM FLAT STUD WALL ASSEMBLY PER G.A. FILE 3640. DO NOT USE SURFACE MOUNTED CABINETS IF THEY PROJECT MORE THAN 4" INTO ACCESSIBLE ROUTE OF TRAVEL. 4" MAX. PROJECTION VERIFY FOR CAB. DIM. VERIFY MFR. RECESSED FIRE EXT. CABINET 1 1/2" = 1'-0" ASSEMBLY LINE THE JOIST BAY WITH 5/8" TYPE X GYPSUM WALLBOARD ON FOUR SIDES OF BAY & ENDS. THE NUMBER OF LAYERS OF GYPSUM BOARD TO MATCH THE NUMBER OF LAYERS REQUIRED FOR THE RATED CEILING ASSEMBLY. `-> NOTE: THIS DETAIL IS FOR VENTING WITHIN A SINGLE DWELLING UNIT IN SPRINKLERED BUILDINGS ONLY. 16 DUCT THROUGH JOIST BAY 1 1/2" = 1'-0" ASSEMBLY 15� FIRE DAMPERS FIRE -RESISTIVE CAULK AT PENETRATION NO FIRE DAMPER IS REQUIRED AT DUCTWORK PENETRATION OF RATED CEILING ASSEMBLY, AN APPROVED AUTOMATIC FIRE DAMPER DEVICE RATED FOR CEILINGS MUST BE INSTALLED PER MANUFACTURER'S LISTING. 1 1/2" = 1'-0" 1 OR 2 HR FLR/CLNG ASSEMBLY TYP. NOTE: NO PENETRATION OF RATED ASSEMBLY ALLOWED SOFFIT BELOW FIRE RATED ASSEMBLY PER PLAN QUICK 90 METAL ANGLE SOFFIT FRAMING 8A 8A1 EXHAUST DUCTS PER PLAN 14 DROPPED SOFFIT 0 2 ASSEMBLY 1" = 1'-0" DUCT \UCT 7'-0" AFF MIN CLR. FAN BOX %13- PROTECTED FAN IN JOIST SPACE 1 1/2" = MULTI -PIECE ACRYLIC TUB/SHOWER SURROUND 5/8" GWB TYPE 'X' W.R. \GWB I TUB SANITARY SEALANT AT SURROUND JOINTS PER MANUF. INSTALLATION 5/8" TYPE 'X' W.R. GWB, TYPICAL AT BATH ROOM SIDE (OVER SHEATHING WHERE OCCURS PER STRUCTURAL) - VERIFY R.O. FOR TUB & SHOWER - TUB AT 1 HR WALL 1" = 1'-0" (1) LAYER 1 1/4" APA RATED " EXPOSURE 1" SHEATHING OVER SUBFLOORING BELOW TUB IN LIEU OF GYPSUM CONCRETE TUB AS SCHEDULED SANITARY SEALANT FLOOR FINISH GYPSUM CONCRETE FLOOR TOPPING SOUND ATTENUATION FLOOR SHEATHING SUBFLOOR @ BATHTUB 3" = 1'-0" GLASS OR MINERAL FIBER INSULATION • CONCRET dF .00R / CEILING a • 1/4" <� )) z • C'. • 8A UNIT 1 -HOUR FLR/CL'G PER ASSEMBLIES W I 1 HOUR FLR/CL'G ASSEMBLY CORRIDOR 2X8 HANGERS PER STRUCTURAL ' lJ ve • UNIT ACOUSTICAL SEALANT & TAPE 1/4" GAP (TYP.) 1-HOUR DEMISING WALL PER ASSEMBLIES 7C1 7C 1-HOUR CORRIDOR WALL MECHANICAL CHASE BELOW FLOOR ASSEMBLY CORRIDOR 8B SHEATHING WHERE REQ'D BY STRUCTURAL TYP. CORRIDOR @ UPPER FLOORS 1 1/2" = 1'-0" 7D UNIT 2 2 ACOUSTICAL SEALANT AND TAPE 1/4" GAP (TYP.) UNIT 7D 6 6 UNIT UNIT 4 1-HOUR FLR/CL'G PER ASSEMBLIES FLOOR @ UNIT DEMISING WALL 8A 1 1/2" = 1'-0" DRYWALL TRIM STEEL RUNNER (TRACK) STEEL STUD RATED ASSEMBLY SEE WALL TYPES SHEET A006a 10 STEEL STUD PARTITION - TOP OF WALL 3" = 1'-0" 1-HOUR FLR/CL'G ASSEMBLY 7J 7J1 7H 2-HOUR FIRE CAULKING AT ALL JOINTS ( y l 2HR FIRE BARRIER CONTINUITY 1 1/2" = 1'-0" 2X WOOD STUDS SEMI RECESSED FIRE EXTINGUISHER CABINET SEE "WALL TYPE" ON PLANS FOR ASSEMBLY ACOUSTICAL INSULATION WALL STUD ELECTRICAL OUTLET BOX MEMBRANE PENETRATION - SEE "MEMBRANE PENETRATIONS" NOTES ON THIS SHEET PROVIDE FIREBLOCKING WHERE A SINGLE STUD SEPARATES (2) ELECT. BOXES PER IBC 718.2 NOTES: 1. PLACE 1/16" THICK RESILIENT PADS BETWEEN STUD & J-BOXES. 2. ELECT. OUTLET BOX - ALL OUTLET BOXES & SIM. BOXES FOR T.V., PHONE, ETC. IN PARTY WALLS ARE TO BE SEALED W/ 3M MPP-4S FIRE BARRIER PUTTY PAD. 3. ELECT. OUTLET BOXES SHALL BE LOCATED WITHIN 6" OF THE DIMS. SHOWN ON THE ELECT. PLANS. 4. IF ELECT. OUTLET BOXES ON OPP. SIDES OF FIRE - RESISTIVE WALLS ARE CLOSER THAN 24" THEY SHALL BE STEEL PER PUTTY PAD RQMTS. 5. ELECTRICAL OUTLET BOXES ON OPP. SIDES OF ALL WALLS SHALL NOT BE CLOSER THAN 8" O.C. & HAVE AT LEAST ONE STUD SEPARATING THEM. ELECT, BOXES ON OPPSIDES 1 1/2" = 1'-0" taki OHM MEMBRANE PENETRATION FIRESTOP- SEE "MEMBRANE PENETRATIONS" THIS SHEET MEMBRANE PENETRATING ITEM 1-HOUR OR 2-HOUR WALL ASSEMBLY O MEMBRANE PENETRATION THROUGH -PENETRATION FIRESTOP - SEE "U.L. THROUGH PENETRATION FIRESTOP SYSTEMS" THIS SHEET THROUGH -PENETRATION ITEM 1-HOUR OR 2-HOUR WALL ASSEMBLY O THROUGH PENETRATION PENETRATION PROTECTION 3" = 1'-0" RE WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION GENERAL FIREBLOCKING AND DRAFTSTOPPING SHALL BE INSTALLED IN COMBUSTIBLE CONCEALED LOCATIONS PER IBC SECTION 718. FIREBLOCKING(IBC 718.2): IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE INSTALLED TO CUT OFF CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND SHALL FORM AN EFFECTIVE BARRIER BETWEEN FLOORS, BETWEEN A TOP STORY AND A ROOF OR ATTIC SPACE. FIREBLOCKING MATERIALS PER IBC 718.2.1 INSTALLED AT THE FOLLOWING CONCEALED DRAFT LOCATIONS: A. CONCEALED WALL SPACES (IBC 718.2.2): FIREBLOCKING HALL BE PROVIDED IN CONCEALED SPACE OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: 1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET (3048mm) B. CONNECTIONS BETWEEN HORIZONTAL AND VERTICAL SPACES (IBC 718.2.3) : FIREBLOCKING SHALL BE PROVIDED AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL STUD WALL OR PARTITION SPACE AND CONCEALED HORIZONTAL SPACES CREATED BY AN ASSEMBLY OF FLOOR JOISTS OR TRUSSES, AND BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACE SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, COVE CEILINGS AND SIMILAR LOCATIONS. C. STAIRWAYS (IBC 718.2.4): FIREBLOCKING SHALL BE PROVIDED IN CONCEALED SPACE BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL ALSO COMPLY WITH IBC 1009.9.3. D. CEILING AND FLOOR OPENINGS (IBC 718.2.5): FIREBLOCKING OF THE ANNULAR SPACE AROUND VENTS, PIPES, DUCTS, CHIMNEYS AND FIREPLACES AT CEILINGS AND FLOOR LEVELS SHALL BE INSTALLED WITH A MATERIAL SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED FOR USE TO DEMONSTRATE ITS ABILITY TO REMAIN IN PLACE AND RESIST THE FREE PASSAGE OF FLAME AND THE PRODUCTS OF COMBUSTION. E. FACTORY -BUILT CHIMNEYS AND FIREPLACES (IBC 718.2.5.1): FACTORY -BUILT CHIMNEYS AND FIREPLACES SHALL BE FIREBLOCKED IN ACCORDANCE WITH UL 103 AND UL 127 F. EXTERIOR WALL COVERINGS (IBC 718.2.6): FIREBLOCKING SHALL BE INSTALLED WITHIN CONCEALED SPACES OF EXTERIOR WALL COVERINGS AND OTHER EXTERIOR ARCHITECTURAL ELEMENTS WHERE PERMITTED TO BE OF COMBUSTIBLE CONSTRUCTION AS SPECIFIED IN SECTION 1406 OR WHERE ERECTED WITH COMBUSTIBLE FRAMES. PENETRATIONS OF VERTICAL ASSEMBLIES PER IBC 714.3 THROUGH PENETRATIONS OF FIRE -RESISTANCE -RATED WALLS SHALL COMPLY WITH SECTION 714.3.1 THROUGH 714.3.3. EXCEPTION: WHERE THE PENETRATING ITEM ARE STEEL, FERROUS OR COPPER PIPES, TUBES OR CONDUITS, THE ANNULAR SPACE BETWEEN THE PENETRATING ITEM AND THE FIRE -RESISTANCE - RATED WALL IS PERMITTED TO BE PROTECTED AS FOLLOWS. 1. IN CONCRETE OR MASONRY WALLS WHERE THE PENETRATING ITEM IS A MAXIMUM 6-INCH (152 mm) NOMINAL DIAMETER AND THE AREA OF THE OPENING THROUGH THE WALL DOES NOT EXCEED 144 SQUARE INCHES (0.0929 m2), CONCRETE, GROUT OR MORTAR IS PERMITTED WHERE IT IS INSTALLED THE FULL THICKNESS OF THE WALL OR THE THICKNESS REQUIRED TO MAINTAIN THE FIRE -RESISTANCE RATING; OR 2. THE MATERIAL USED TO FILL THE ANNULAR SPACE SHALL PREVENT THE PASSAGE OF FLAME AND HOT GASES SUFFICIENT TO IGNITE COTTON WASTE WHEN SUBJECTED TO ASTM E 119 OR UL 263 TIME -TEMPERATURE FIRE CONDITIONS UNDER A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH (2.49 Pa) OF WATER AT THE LOCATION OF THE PENETRATION FOR THE TIME PERIOD EQUIVALENT TO THE FIRE -RESISTANCE RATING OF THE CONSTRUCTION PENETRATED. VERTICAL THROUGH -PENETRATION FIRE STOPS PER IBC 714.3.1.2 THROUGH PENETRATIONS SHALL BE PROTECTED BY AN APPROVED PENETRATION FIRESTOP SYSTEM INSTALLED AS TESTED IN ACCORDANCE WITH ASTM E 814 OR UL 1479, WTIH A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH (2.49 Pa) OF WATER AND SHALL HAVE AN F RATING OF NOT LESS THAN THE REQUIRED FIRE -RESISTANCE RATING OF THE WALL PENETRATED. WALL MEMBRANE PENETRATIONS PER IBC 714.3.2 MEMBRANE PENETRATIONS SHALL COMPLY WITH SECTION 714.3.1 WHERE WALLS OR PARTITIONS ARE REQUIRED TO HAVE A FIRE -RESISTANCE RATING, RECESSED FIXTURES SHALL BE INSTALLED SUCH THAT THE REQUIRED FIRE -RESISTANCE WILL NOT BE REDUCED. EXCEPTION: 1. MEMBRANE PENETRATIONS OF MAXIMUM 2-HOUR FIRE RESISTANCE -RATED WALLS AND PARTITIONS BY STEEL ELECTRICAL BOXES THAT DO NOT EXCEED 16 SQUARE INCHES (0.0 103 m2) IN AREA, PROVIDED THE AGGREGATE AREA OF THE OPENINGS THROUGH THE MEMBRANE DOES NOT EXCEED 100 SQUARE INCHES (0.0645 m2) IN ANY 100 SQUARE FEET (9.29 m2) OF WALL AREA. THE ANNULAR SPACE BETWEEN THE WALL MEMBRANE AND THE BOX SHALL NOT EXCEED 1/8" (3.1 mm). SUCH BOXES ON OPPOSITE SIDES OF THE WALL OR PARTITION SHALL BE SEPARATED BY ONE OF THE FOLLOWING: 1.1. BY A HORIZONTAL DISTANCE OF NOT LESS THAN 24 INCHES (610 mm) WHERE THE WALL OR PARTITION IS CONSTRUCTED WITH INDIVIDUAL NON -COMMUNICATING STUD CAVITIES; 1.2. BY A HORIZONTAL DISTANCE OF NOT LESS THAN THE DEPTH OF THE WALL CAVITY WHERE THE WALL CAVITY IS FILLED WITH CELLULOSE LOOSE FILL, ROCKWOOL OR SLAG MINERAL WOOL INSULATION; 1.3. BY SOLID FIREBLOCKING IN ACCORDANCE WITH SECTION 718.2.1; 1.4. BY PROTECTING BOTH OUTLET BOXES WITH LISTED PUTTY PADS; OR SEE 1.5. BY OTHER LISTED MATERIALS AND METHODS. 2. MEMBRANE PENETRATIONS BY LISTED ELECTRICAL BOXES OF ANY MATERIAL, PROVIDED SUCH BOXES HAVE BEEN TESTED FOR USE IN FIRE -RESISTANCE -RATED ASSEMBLIES AND ARE INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. THE ANNULAR SPACE BETWEEN THE WALL MEMBRANE AND THE BOX SHALL NOT EXCEED 1/8" (3.1 mm) UNLESS LISTED OTHERWISE SUCH BOXES ON OPPOSITE SIDES OF THE WALL OR PARTITION SHALL BE SEPARATED BY ONE OF THE FOLLOWING: 2.1. BY THE HORIZONTAL DISTANCE SPECIFIED IN THE LISTING OF THE ELECTRICAL BOXES; 2.2. BY SOLID FIREBLOCKING IN ACCORDANCE WITH SECTION 718.2.1; 2.3. BY PROTECTING BOTH BOXES WITH LISTED PUTTY PADS; OR 2.4. BY OTHER LISTED MATERIALS AND METHODS. 3. MEMBRANE PENETRATIONS BY ELECTRICAL BOXES OF ANY SIZE OR TYPE, WHICH HAVE BEEN LISTED AS PART OF A WALL OPENING PROTECTIVE MATERIAL SYSTEM FOR USE IN FIRE -RESISTANCE -RATED ASSEMBLIES AND ARE INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. 4. MEMBRANE PENETRATIONS BY BOXES OTHER THAN ELECTRICAL BOXES, PROVIDED SUCH PENETRATING ITEMS AND THE ANNULAR SPACE BETWEEN THE WALL MEMBRANE AND THE BOX, ARE PROTECTED BY AN APPROVED MEMBRANE PENETRATION FIRESTOP SYSTEM INSTALLED AS TESTED IN ACCORDANCE WITH ASTM E 814 OR UL 1479, WITH A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH (2.49Pa) OF WATER, AND SHALL HAVE AN F AND T RATING OF NOT LESS THAN THE REQUIRED FIRE -RESISTANCE RATING OF THE WALL PENETRATED AND BE INSTALLED IN ACCORDANCE WITH THEIR LISTING. 5. THE ANNULAR SPACE CREATED BY THE PENETRATION OF AN AUTOMATIC SPRINKLER, PROVIDED IT IS COVERED BY A METAL ESCUTCHEON PLATE. HORIZONTAL ASSEMBLIES PER IBC 714.4 PENETRATIONS OF A FLOOR, FLOOR/ CEILING ASSEMBLY OR THE CEILING MEMBRANE OF A ROOF/CEILING ASSEMBLY NOT REQUIRED TO BE ENCLOSED IN A SHAFT BY SECTION 712.1 SHALL BE PROTECTED IN ACCORDANCE WITH SECTIONS 714.4.1 THROUGH 714.4.2.2. PENETRATIONS OF HORIZONTAL ASSEMBLIES PER IBC 714.4.1.1. THROUGH PENETRATIONS OF FIRE -RESISTANCE -RATED HORIZONTAL ASSEMBLIES SHALL COMPLY WITH SECTION 714.4.1.1.1 OR 714.4.1.1.2. EXCEPTION: PENETRATIONS BY STEEL, FERROUS OR COPPER CONDUITS, PIPES, TUBES OR VENTS OR CONCRETE OR MASONRY ITEMS THROUGH A SINGLE FIRE -RESISTANCE -RATED FLOOR ASSEMBLY WHERE THE ANNULAR SPACE IS PROTECTED WITH MATERIALS THAT PREVENT THE PASSAGE OF FLAME AND HOT GASES SUFFICIENT TO IGNITE COTTON WASTE WHEN SUBJECTED TO ASTM E 119 OR UL 263 TIME -TEMPERATURE FIRE CONDITIONS UNDER A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH (2.49 Pa) OF WATER AT THE LOCATION OF THE PENETRATION FOR THE TIME PERIOD EQUIVALENT TO THE FIRE - RESISTANCE RATING OF THE CONSTRUCTION PENETRATED. PENETRATING ITEMS WITH A MAXIMUM 6-INCH (152 mm) NOMINAL DIAMETER SHALL NOT BE LIMITED TO THE PENETRATION OF A SINGLE FIRE -RESISTANCE -RATED FLOOR ASSEMBLY, PROVIDED THE AGGREGATE AREA OF THE OPENINGS THROUGH THE ASSEMBLY DOES NOT EXCEED 144 SQUARE INCHES (92,900 mm2) IN ANY 100 SQUARE FEET (9.3 m2) OF FLOOR AREA. 2. PENETRATIONS IN A SINGLE CONCRETE FLOOR BY STEEL, FERROUS OR COPPER CONDUITS, PIPES, TUBES OR VENTS WITH A MAXIMUM 6-INCH (152 mm) NOMINAL DIAMETER, PROVIDED THE CONCRETE, GROUT OR MORTAR IS INSTALLED THE FULL THICKNESS OF THE FLOOR OR THE THICKNESS REQUIRED TO MAINTAIN THE FIRE -RESISTANCE RATING. THE PENETRATING ITEMS SHALL NOT BE LIMITED TO THE PENETRATION OF A SINGLE CONCRETE FLOOR, PROVIDED THE AREA OF THE OPENING THROUGH EACH FLOOR DOES NOT EXCEED 144 SQUARE INCHES (92900 mm2). 3. PENETRATIONS BY LISTED ELECTRICAL BOXES OF ANY MATERIAL, PROVIDED SUCH BOXES HAVE BEEN TESTED FOR USE IN FIRE -RESISTANCE -RATED ASSEMBLIES AND INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. 1. HORIZONTAL THROUGH -PENETRATION FIRESTOP SYSTEM PER IBC 714.4.1.1.2 THROUGH PENETRATIONS SHALL BE PROTECTED BY AN APPROVED THROUGH -PENETRATION FIRESTOP SYSTEM INSTALLED AND TESTED IN ACCORDANCE WITH ASTM E 814 OR UL 1479, WITH A MINIMUM POSITIVE PRESSURE DIFFERENTIAL OF 0.01 INCH OF WATER (2.49Pa). THE SYSTEM SHALL HAVE AN F RATING/T RATING OF NOT LESS THAN 1 HOUR BUT NOT LESS THAN THE REQUIRED RATING OF THE FLOOR PENETRATED. EXCEPTION: 1. FLOOR PENETRATIONS CONTAINED AND LOCATED WITHIN THE CAVITY OF A WALL ABOVE THE FLOOR OR BELOW THE FLOOR DO NOT REQUIRE A T RATING. 2. FLOOR PENETRATIONS BY FLOOR DRAINS, TUB DRAINS OR SHOWER DRAINS CONTAINED AND LOCATED WITHIN THE CONCEALED SPACE OF A HORIZONTAL ASSEMBLY DO NOT REQUIRE A T RATING. FLOOR/CEILING MEMBRANE PENETRATIONS PER IBC 714.4.1.2 G. CONCEALED SLEEPER SPACES (IBC 718.2.7): WHERE WOOD SLEEPERS ARE USED FOR LAYING WOOD FLOORING ON MASONRY OR CONCRETE FIRE -RESISTANCE -RATED FLOORS, THE PACE BETWEEN THE FLOOR SLAB AND THE UNDERSIDE OF THE WOOD FLOORING SHALL BE FILLED WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION OR FIREBLOCKED IN SUCH A MANNER THAT THERE WILL BE NO OPEN SPACES UNDER THE FLOORING THAT WILL EXCEED 100 SF (9.3 m2) BETWEEI1t,ECEIVED FIREBLOCKING. R CITY OF TUKWIL / Th \ FIREBLOCKING & DRAFTSTOPPING NOTES 12" = PERMIT CENTE A PENETRATIONS OF MEMBRANES THAT ARE PART OF A HORIZONTAL ASSEMBLY SHALL COMPLY WITH SECTION 714.4.1.1.1 OR 714.4.1.1.2. WHERE FLOOR/CEILING ASSEMBLIES ARE REQUIRED TO HAVE A FIRE RESISTANCE RATING, RECESSED FIXTURES SHALL BE INSTALLED SUCH THAT THE REQUIRED FIRE RESISTANCE WILL NOT BE REDUCED. EXCEPTION MEMBRANE PENETRATIONS BY STEEL, FERROUS OR COPPER CONDUITS, PIPES, TUBES OR VENTS, OR CONCRETE OR MASONRY ITEMS WHERE THE ANNULAR SPACE IS PROTECTED EITHER IN ACCORDANCE WITH SECTION 714.4.1.1 OR TO PREVENT THE FREE PASSAGE OF FLAME AND THE PRODUCTS OF COMBUSTION. THE AGGREGATE AREA OF THE OPENINGS THROUGH THE MEMBRANE SHALL NOT EXCEED 100 SQUARE INCHES (64,500 mm2) IN ANY 100 SQUARE FEET (9.3 m2) OF CEILING AREA IN ASSEMBLIES TESTED WITHOUT PENETRATIONS. 2. CEILING MEMBRANE PENETRATIONS OF MAXIMUM 2-HOUR HORIZONTAL ASSEMBLIES BY STEEL ELECTRICAL BOXES THAT DO NOT EXCEED 16 SQUARE INCHES (10,323 mm2) IN AREA, PROVIDED THE AGGREGATE AREA OF SUCH PENETRATIONS DOES NOT EXCEED 100 SQUARE INCHES (44,500 mm2) IN ANY 100 SQUARE FEET (9.29 m2) OF CEILING AREA, AND THE ANNULAR SPACE BETWEEN THE CEILING MEMBRANE AND THE BOX DOES NOT EXCEED 1/8 INCH (3.2 mm) 3. MEMBRANE PENETRATIONS BY ELECTRICAL BOXES OF ANY SIZE OR TYPE, WHICH HAVE BEEN LISTED AS PART OF AN OPENING PROTECTIVE MATERIAL SYSTEM FOR USE IN HORIZONTAL ASSEMBLIES AND ARE INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. 4. MEMBRANE PENETRATIONS BY LISTED ELECTRICAL BOXES OF ANY MATERIAL, PROVIDED SUCH BOXES HAVE BEEN TESTED FOR USE IN FIRE -RESISTANCE -RATED ASSEMBLIES AND ARE INSTALLED IN ACCORDANCE WITH THE INSTRUCTIONS INCLUDED IN THE LISTING. THE ANNULAR SPACE BETWEEN THE CEILING MEMBRANE AND THE BOX SHALL NOT EXCEED 1/8" (3.2 mm) UNLESS LISTED OTHERWISE. 5. THE ANNULAR SPACE CREATED BY THE PENETRATION OF A FIRE SPRINKLER, PROVIDED IT IS COVERED BY A METAL ESCUTCHEON PLATE. 6. NONCOMBUSTIBLE ITEMS THAT ARE CAST INTO CONCRETE BUILDING ELEMENTS AND THAT DO NOT PENETRATE BOTH TOP AND BOTTOM SURFACES OF THE ELEMENT. 7. THE CEILING MEMBRANE OF 1- AND 2-HOUR FIRE RESISTANCE -RATED HORIZONTAL ASSEMBLIES IS PERMITTED TO BE INTERRUPTED WITH THE DOUBLE WOOD TOP PLATE OF A FIRE -RESISTANCE -RATED WALL ASSEMBLY, PROVIDED THAT ALL PENETRATING ITEMS THROUGH THE DOUBLE TOP PLATES ARE PROTECTED IN ACCORDANCE WITH SECTION 714.4.1.1.1 OR 714.4.1.1.2. THE FIRE -RESISTANCE RATING OF THE WALL SHALL NOT BE LESS THAN THE RATING OF THE HORIZONTAL ASSEMBLY. 1. PENETRATIONS OF HORIZONTAL ASSEMBLIES BY DUCTS OR AIR TRANSFER OPENING SHALL COMPLY WITH SECTION 717. JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT _,R) G L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date cr LO 00 CV CV CO CO) 0.- C7 CV .,- O REV# ISSUE DATE: 05-22-2015 co 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 11 co fa Lu Li- oD- LLI Lil 0 ID PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker FIRE/PENETRATIONS NOTES & DETAILS BID SET/PERMIT COMMENTS E�ue,i�pa .�unnma�l/ Zone 4c/5� ENV -SUM Tukwila Village Building E, 12/10/2014 Envelope Compliance Documentation Tukwila Village; Building E 12/10/2014 Envelope Compliance Documentation 2012 Washington State,Energy`Code Compliance FormsforCommercial Buildingsincluding'R2:& R3 over3 itorlet:andall 131 Revised Oct2013..: Project :Info: Compliance forms do hot require a password to: uses: /nstrvctionaland: i calcu atells i .rig:c. , are: .write -protected.. Project Address. tli Tukwila International Boulevard &'S 144 street Date 1.2/3.0/2014, •Tnintila, TWA. 9916$: Applicant.Narrme: Johnsen eraund: pi e Appl(Cant:Addr 5s.:. 1k209 52nd Ave;. Bouthauit4:306 Seattle :WA. 99199: ApplicantPhofe:;: For Building Department Use Project Description Q.NeW Building ❑ :Addition, ❑Alteration: ❑ :Change 'of :Occupancy/Conditioning Compliance Path: Selection required:toenableforms Q: Prescriptive' C) Component Performance Q:Tofal Building Performance Occupancy Group Selection required to enable /orriis la Commercial Q, Group R - R2'&R3 over 3 stories and all R1 Vertical Fenestration and Skylight Area Calc a ncul tio If complying: via the Prescriptive' path, enter values for vertical fenestration, skylights gross walls and roof on this ENV -SUM worksheet. If complying via -the Component. Performance jiath, enter 'these values;; in the ENV-UA worksheet. These values auto -fill from ENV-UA and: 'are ovate -protester!; on ENV -SUM, Total Vertical.: Fenestration '(rough opening) divided by 11432.0 Gross Exterior Above Grade Wall Area times 100 equals 5.3 6 5 5 .' 0 X 100' %:Vertibal Fenestration 21:. Gross Exterior TotalSkylight divided byRoof Area times-100e equals Yg q 'Yo Skylight 0.0 . 25447.0 X'100 = 0 0% Fenestration:.A.rea Compliance p e Vertical . VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Skyligtt:Area., SKYLIGHT AREA COMPLIES Vertical Fenestration ,. Alternates 50% or more of the#loor area`iswithin a daylight zone per C402.3.1.1. Q:Hiigh;Performance Fenestration U-factors:and SHGC per ;C402.31 3: Single Story S gX aces p Requiring Skylights Compliance Method: Skylight area.:.3%: or: greater; VT-(3::40.:or greater ❑ Skylight effective aperture 1%0 or greater, provide calculation S p ace.eli gble.for exception Requires a minimum of:50% of floor area':to be within a. skylight daylight zone for.specifrc spacertypes. Referto;:C402.3.2 for requirements. Semi Heated Spaces ❑ Project has semi -heated spaces as defined per:C4021.4 Applying wall exception to:serni heated spaces; i Semi -heated spaces may comply under Prescriptive or. Component Performance compliance path. 2. Semi-heated paa.iy from other conditioned sepal compliance formseach conditioned space type.spaces— provide 3. Envelope elements separating semi -heated from other conditioned spaces shall comply with exterior thermal'envelope requirements. Refrigerated Spaces ❑'Walk-in Cooler ❑ Walk-in Freezer. ❑ Refrigerated Warehouse. Cooler` ❑ Refrigerated Warehouse Freezer Refrigerated spaces shall comply under the: Prescriptive Path only, Compliance documentation for. tose areas may be combined With non refrigerated:afeas in the ENV -PRESCRIPTIVE: form Refer t .0402 5 and C402.6 for requirements.. Mixed Occupancy and/or Space Conditioning Project includes, more` than one:occupancy type:and/or level of,space condiitioniing, Multiple: compliance forms may:be'required. Select -all that apply to scope of project: ❑:Commercial 0"R2 & R3 over 3 stories and all: .R,1 [] Refrigerated Space • Fully Conditioned Serni-Heated ❑ .Low Energy* ❑ R2 & R3 - 3 stories or. less 'Low energy areas are eXempt from alt therrimal envelope provisions and centplianceforms for these "areas are:not required: Referto..C101.5.2,forexemption: TukwilaVillage'I3uilding E_ Envelope Compliance Documentation 12/10/2014 APPENDIX -A 1. Envelope Compliance Forms ,o Group-R s' ENV -Sum + ENV-UA; • ENV-SHGC Cortiniercial ENV SUM +` ENV-UA: I. 'ENV-SHGC 2 Construction Assemblies _o Construction: Assembly Summary: o: Coristruction.Assembly Details' 3. Fenestration Schedule Table age Bldg_E-,Cent C:\Users\charlesr\Documents\1026-Tukwil 4. Fenestration Performance Per201,2 WSEC Procedural Requirements, buildinga applications should Directoryinclude:NFRCCertified: permitpp Project_._ nu be :- m r for all:fenestrato products, . orinthea (CPD)' . fenestration , case site -built simulation reports from an NFRC accredited simulation laboratory for each product typpe The Tukwila Villa a Building E`prqject includes both manufactured and site built'(storefront) fenestration components; summarized in Appendix -:A under Fenestration Schedule Tables. Manufactured windows/glazed doors;: A basis,of design (B`.O D:) and performance specifications for manufactured windows have been: identified, However the final product configuration has not been selected. Copies of the. online NFRC Certified Product Detail for the B.011. manufacturedwindows are provided in Appendix B, A NFRC label for the final, project specific, fenestration components;, indicating equivalent or better thermal performance than that stated in the attached envelope corripliance forms; will be made available upon request for the building inspector at the construction: site. Opaque doors::. Abasis.of desl n and specifications for o a ue fiberlass: residential: entrance doors have been identified � performancepp:..q g,,. however,' the vendor has notbeen selected. Copies of the online NFRC Certified Product Detail for the .B.O B.O.D. opaque fiberglass doors are provided in Appendix B. A basis of design for opaquemetal doors far the: residential associated spaces and Non-residential; spaces have not been selected, hence the performance has been based on Washington State Energy Code default performance: for 'Foam insulated steel slab with a metal edge in a steel frame' (WSEC Table :A107.1(1)). A NFRC label for the final project specific doors indicating equivalent p t rig quivalen or better;thermal performance than that stated the attached envelope compliance forms, will be madeavaiiable upon request: for the building inspector at the construction site. Site built/Storefront: A basis of design and performance specifications for site built fenestration have been identified, however, project specific: NFRC simulation reports for the site -built fenestration: components have not yet been created. As an alternative the design team has provided the component CPD numbers from another building project with the same product specifications pro osed for the Tukwila Village BuildingE.performancethese cts`..., 's .p. .... .p was calculated using NFRC s Component:: proposed g of the e rodu s Modeling Approach (CMA) Program by an Approved Calculation Entity (ACE). Product performance can be verified by searching the online NFRC CMA product certification website (http://cmast:nfrc.org/Product/Productfind aspx):forthe site built fenestration CPD' numbers (prefix "P-")'listed inbuilding fenestration- schedules.. Copies of the online .NFRC 'CMAST data are provided in Appendix - B under NFRC Certified Product:Data: (CPD). An NFRC Label Certificate for the final, project -specific, fenestration component selections, indicating equivalent or better thermal: performance than that stated in the attached envelope compliance forms,; will be made' availableupon request for the building inspector at the construction -site: ©2014 09,4-MEM01-5 360 Analytics; Tukwila Village Building E 12/10/2014 Envelope Compliance Documentation 3. Commercial' Envelope Compliance Summary' For the purposes of this analysis, all conditioned 'T.I.:areas and related envelope components are included in the scope of commercial envelope calculations below. Table 2 provides a summary of commercial building areas: Table 2. Commercial, Tukwila; Village Building.E building and envelope areas: Commercial and Accessory .3;525: Conditioned Building Envelope Areas Exterior Wall Area (gross) (ft2): 4,042. Roof (ft2) Exposed Floor (ft2) Slab on Grade (ft) 237 Opaque Doors (ft2) 40. Vertical Window Area (ft2) 1065 Fenestration Fraction 26.3% For this project, prescriptive envelope compliance is not possible for the following "reasons: Portions of Li slab on grade are thermally unbroken between commercial tenant areas and exterior or unconditioned spaces. Therefore, envelope compliance has been determined via the Component (Target. UA) Approach. Required ENV forms are included in Appendix.- A under Envelope :Compliance Forms. Based on the information provided and envelope performance assumptions reflected in this document, the current design COMPLIES with WSEC envelope requirements. 2. Group-R_EnVelope: Compliance` Summary For the purposes of this analysis, all Group R conditioned areas including residential units, the residential lobby, related corridors and vestibules are considered accessory to Group R space All Group R building areas:and related envelope. components are included: inthe scoa of residential envelope calculations below. Table 1 provides a� summaryof residential i? ..._ p and accessorybuilding areas. Table 1. Group-R, Tukwila. Village Building E building and envelope areas. Group R and Accessory (ft2) 109,650 Conditioned Building Envelope Areas. Exterior Wall Area (gross) (ft2) 53655' Roof (ft2) 25,447- Exposed: Floor (ft2): 14,637 Slab on Grade (ft) :711 Opaque.Doors' (ft2): 285. Vertical Window Area (ft2) 11;432 Fenestration Fraction % . 21.3%.... For this project, prescriptive envelope canipllance:is not possible for the following reasons: Portions of Li slab ongrade are thermally unbroken between conditioned and unconditioned spaces. • Portions of L1M slab edges does not meet prescriptive requirements. • Portions of.L2 slab are artiall :insulated be Ween:livin areas and exterior or unconditioned.. .. � P .... Y..::::.:.....:.: t e:.. g.. spaces and do not meet the prescriptive' requirements.: • Select walls between conditioned and unconditioned spaces Li and L2 levels do not meetprescriptive requirements. Therefore, envelope compliance has beendetermined: via the Component (Target UA) Approach. Required ENV forms are included in Appendix - A under Envelope Compliance Forms: Based on the information provided and envelope performance assumptions reflected in this document, the current design COMPLIES with WSEC envelope requirements. ©2014' 094-MEM01-v5 360 Analytics Tukwila Village Building E` 12/10/2014 Envelope:Compliance Documentation Envelope Compliance ;Documentation Project Name: Project:Address(s)::. Prepared For:: Date: Prepared By:: Reviewed By:: Signature: Tukwila -Village Building E Tukwila' International Boulevard & S 144th-Street. Johnson;Braund 12/10/2014: Sandeep Doddaballapur — Energy Analyst, 360 :Analytics Lukas:Hovee Principal, 360 Analytics 12/10/2014:. Date: 1. Project Description The Tukwila Village Building E project isnew mixed; use building consisting of 125 residential units,; residential accessory spaces and 3,500 square feet of commercial spaces The project is to be constructed on Tukwila International Boulevard & S 144th Street, Tukwila, Washington, and includes:: • Level:!: Commercial:tenent:space,;residential loft units, !accessory spaces and parkinggarage. • Level Mezzanine: Commercialtenant space residential: loft uni.ts, accessory spaces and parking garage: • Level "2: Residential dwelling units and:: accessoryspace:s. • Levels 3-5: Residential:dwelling:units and accessory_spaces. • Roof:. Unoccupied roof. -REV' WEED FOR ODE COMPLIANCE APPROVED .JUL 2 7 2015 City of Tukwila ILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND mc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT _.REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET iv Q ,,- CV c1 oo n) o N e- 0 REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 z w °d- W I- 0 z 0 z U, m z 0 z 0 5 I 0 c, o� ww Et < U,o n. z 0 w 0 111 w`oZ CI w PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENERGY CODE CALCULATIONS AO09 ©2014 :094-MEM01 v5 360 Analytics; ©2014. 094-MEM01-v5 360 Analytics, 02014 094=MEM i-v5 360 Analytics BID SET/PERMIT COMMENTS C:\Users\charlesr\Documents11O26-Tukw 2 Z U.; LI Dorn orient Performance Path P, apg, Zones; 4c/5ta' ENV-UA'i 2012 Washington State EnergyCode Compliance Forms for Commercial Buildin sincludin R2 & R3 over 9 p ....... 9 9 Revised Oct 2013 Project Address Tukwila International Boulevard & S 144th Street: Date 12/10/2014 Fenestration: Area as % gross above -grade wall area 26.3% Max. Target: 30.0% Skylight; Area as %gross roof area Max. Target: 5 . 0% Notes; 1; if vertical fenestration or skylight area exceeds maximum allowed per C402.3..1, then Target Area Adjustment of all applicable envelope elements will be calculated by thecompliance form. Refer to Target Area Adjustments worksheet for this calculation 2: Provide NFRC rated U-factor or default U-factor from Append& A for the fenestration assembly thermal performance (combination of frame and glazing). 3: Fenestration that:. separates conditioned space from a non -conditioned or semi -conditioned For Building Department Use Building Component; Provide source of U=factor; page/plan # of assembly detail &"lD Cn'0 too ID:NresC U ID: U= ID` Proposed:UA U-factor: :x Area (A): = UA: (U x A: 0.370. 40 14.8 Target UA U-factor x Area (A) UA (U x A) 0.37 40 14:8 Opaque Swing Doors U 0 37` ,. 0 0 a0 Ce U= U U=: ID; ID; 0.37 Opaque rollup_& sliding U 0.37 Vertical Fenestration' a a 0 Z U=: U= U= U=: ID: ID:: ID: ID: 0,30 Non -Metal Frame U-0:30 x is a U= ID:SF Fixed U= lb: U= ID; U= ID; .0:33 939 309.9 :0.38 939 .,..... 356.8.. 0 a U= U= U= ID: ID; ID: ID: 0.40 Metal:Frame,' Operable;.. U-0,40. ................. . Mtl entrance U= U= U= ID: SF SwgDr Double: ID: . ID: ID` 0.57 126 71.8 0:60 126 75.6 Metal:Entrance Door:. " " U-0.60" rn K to U= U=: U ID: ID; ID; ID; • To comply-: 1) Proposed:Total UA shall not exceed Target Total UA: 2) Proposed' Total Area shall equal Target Total Area: Page.2. Subtotal •Page 1.Subtotal Total Area........ UA 1105 396 3175 345 4280 743. Area UA........ 1105 447 3175 434 42 80 881 Component Performance Compliance (UA). UACOMPLIES Coin orient Performance.,'Path . 1 ,pg 2ones)4'c/ b ENV-UA 2012 ee i ton State'Eg e Cod C ce'Fo s forCommercial Buildin s'ineluding R2 &'R3 over:3 stories a all RI W h n n n r e om Ilan 'Forms r s rid g 5Y p9 9 Revised Oct 2013 Project.Address' Tukwila International Boulevard & 5 144th Street: Date: 12/,10/2014. Occupancy Group *Commercial 0 Group R, Change in occupancy or space conditioning,Q Note -;Proposed UA may exceed Target UA by 10% per C101.4.4 and C101.4,5. Fenestration -Area as ;% gross above-gradewall area 26.:3% Max. Target: 30.:0%; Skylight Area as % gross roof area Max.: Target: :5 .0%, Vertical Fenestration: Alternates:: None Selected on ENV SUM' For Building: Department. Use Notes* Yf ertic l feat don o r skylight area exceeds a i um'allo ' e ... r C402. .1 henT .. t:�. r "a Ad it men Io all applicable envelope: 1, .v a n s ra i n o. m x m w d per 3, t arge. Are � st . t. f pp l pe. elements Will be calculated by the compliance form.. Refer to Target Area; Adjustments;.worksheet for this Calculation. 2` U-factors: come from A ndix.A Chapter C303 or calculated per. a roved metho as.s cified in, C402.1: .: shall Ace :.: A 1?R . Building Component. Provide source of U-factor; page/plan # of assemblydetail & iD U d 0 R=: R= R=: ID: ID: ID: Proposed:UA a -fatter. : ..A..... ll fac or x rea (A)' := UA (U x.Aj Target UA U-factor x re - 0 )3'4 AbovWC)eck,insulation::„ U-0,034 2 R. ID: R= ID:' R= ID; 0.:031::, Metal Building.;': U-0,031. 5 R ID: R=: 'ID: R= ID: .:. o:.;.021 Singleraft, attic,;oth'er.: U-Oi021' '` .a 0 at 0 a O 2 R R= R=: ID: ID: ID: 0:.055. Steel/metal frame 0-(Loss ' 2 R=. R= R ID: lD:. ID: 0.:052:..: MetalBuitding U-0,052 R=. R= R= ID: ID: ID: 0: 054 Wood Frame other U 0•054` a a R=. R= R= R R=: R= R= ID:1A1/4F. ID:1B3 ID: ID: ID: ID: ID: 0..058 0.070. 1151 1786 66.8 125.:0 0.104 2937.. 3.05t:4 0 a R=: R=' R=: R= R=. R= R=. ID:. ID: ID: ID: ID: ID: ID: 0.104' Assumed to beMass Wall; U 0:.104 0. 031: Mass Floor,":, 0:031 •a at 2 u-. R Fi= Ra ID: ID:. ID: 0. 029:, J Joist/Frarning, U 0:029..` F-factor x Perimeter UA(U x'A) F factor: .x PetimeEer= UA,(U x A) :v •m 0 a is w c R= ID: SOGl_NbTBrk R= ID: SOG2WTBrk" R=. ID: .SOG3 No ins 0.:700 32 103 103, 22.4 55.6 75.2. O.,540:. 23 8: 128.5 Slab-On=Grade U-0:54. 12 is a, x R R= R ID: ID: ID: 0.550 Heated:Slab-Dn-Grad;e Proposed non-residential CMU walls meeting Table C402 1.2': Footnote D requirements can use the target U value of 0104 rather Page 1 than Appendix A values. Show footnote requirements in plans. Subtotal Area. UA 3.175 345 Area; UA 3175 434 Component Performance Compliance (UA) UA COMPLIES Envelope;S°u Zones,4ci5b ENV -SUM 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2'& R3 over 3 stories and all R1 Revised Oct 2013 Project Info. Compliance forms do not require a password to use: instructional and calculating cells are write -protected: Project Address Tukwila International Boulevard .& 5 144th Street Date 12/10/2014 Tukwila, WA 99168: For Building Department Use Applicant Name: Johnson 8raund Applicant Address: 1 00 52nd PP 52 Ave. South suite 300; Seattle WA 98188 Applicant Phone: 2o6-766-830o Project Description of Occupancy/Conditioning J New Buildin g Addition ;Alteration. ❑Change compliance Path l3Prescriptive. Selection required lo enable forms. Component Performance: .Total Building Performance 0 � Q Occupancy Group Selection required to'enable forms. Q Commercial Q Group R.- R2 & R3 over 3 stories and all R1 Vertical Fenestration and Skylight Area Calculation If complying. via the Prescriptive path, enter values for vertical fenestration, skylights, gross walls and roof on this .x ENV -SUM: worksheets if complying via the Component Performance path, enter these values in the ENV-UA worksheet. These. values auto -fill from ENV-UA and are write-protected;on' ENV. -SUM. Total Vertical Gross Exterior Fenestration Above. Grade % Vertical (rough opening) divided by Wall Area times,100 equals Fenestration 1065 : 0 ;r. 4042.0 96 OO = 2 6.3 Gross Exterior Total Skylight divided by Roof Area times 100 equals % Skylight 0 .. 0 _ 0 . 0 X 100 Fenestration Area. Compliance Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Area ' Skylight Area Vertical Fenestration Alternates Q 50% or more of the floor area is within a daylight zone per C402.3.1.1 0 High Performance Fenestration U-factors and SHGC per C402.3.1.3 Single Story Spaces Requiring Skylights Compliance Method ❑ Skylight area 3% or greater; VT-0.40 or greater ❑ Skylight effective aperture 1% or greater, provide calculation ❑ Space eligible for.exception Requires a minimum of 50% of floor area to be within a skylight daylight zone' for specific space types. Refer to C402.3.2 for requirements. Semi -Heated Spaces ❑ Project has semi -heated spaces as defined per C402,1:4 ❑ Applying wall exception to semi -heated. spaces 1. Semi -heated spaces may comply under Prescriptive or Component Performance. compliance path. 2. Semi -heated spaces shall be documented separately from other conditionedspaces- provide Separate compliance forms for each conditioned space type. • 3: Envelope elements separating semi-heatedfrom other conditioned spaces; shall. comply: with. exterior thermal envelope requirements. Refrigerated Spaces ❑" Walk-iriCooler ❑ Walk-in Freezer. ❑ Refrigerated Warehouse Cooler ❑ Refrigerated. Warehouse Freezer Refrigerated spaces shall comply under the Prescriptive:Path only, Compliance documentation: for these areas may be combined with non -refrigerated areas in the ENV -PRESCRIPTIVE form. Refer' to C402:5 and C402.6 for requirements.. Mixed Occupancy and/Or Space :Conditioning Project includes more than one occupancy type and/or level compliance forms may be required.. Select all that apply to scope of space conditioning. Multiple of project: all R1 ❑ Refrigerated Space ❑ Low :.Energy* and compliance forms for. !i commercial Ei R2 & R3 over 3 stories and ❑ Fully Conditioned ❑ Semi -Heated ❑ R2 & R3, 3 stories or less *Low energy areas are exempt from all thermal envelope'provisions these areas:are not required. Refer to C101.5.2 for exemption. S HG;C Calculation Zones 4cl5b ENV-SHGC.,? 2012 Washington State Energy Code,Cord liance Forts for Commercial' Buildings includingR2 & R3 over 3 stories and all R1 . Revised Oct:2013 9 9Y P g Project Address Tukwila;Intetnatibnal,8ou1ovard;& S.144th'9tseeti' Date 12/10L2014, Fenestration Area as %gross above -grade wall area 21 3%, Max. Target: 30%, Skylight Area as % gross roof area Max. Target:: 5% Vertical Fenestration Alternates: None Selected on ENV=sUM Notes; 1 Proposed vertical fenestration and skylight areas entered in ENV.-SHGC' must match proposed fenestration areas in ENV-UA: 2 - If Target Area Adjustment is required per ENV-UA, then target areas will be automatically adjusted in ENV-SHGC. Refer to Target Area Adjustments worksheet for this calculation: 3 - Provide NFRC rated SHGC or default from Table C303.1:3(3) for fenestration assemblySHOC;: 4 - Fenestration that separates conditioned space; from a non -conditioned or semi -conditioned space shall be included in this worksheet.. For Building Department Use Skylights, Proposed SHGC Provide source:of SHGC, page/plan #.of assembly detail & ID SHGC. xArea (A): = SHGCx:P Target SHGC: SHGC` x Area (A) = SHGC x A ID: ID: ID: ID: ID: Totals Totals :All Non -North: Vertical Fenestration+ Provide source of SHGC, page/plan # of. assembly detail & ID Proposed SHGC. PF SHGC* xArea (A)=-SHGCx,A Target SHGC++ PF Category SHGC x Area (A) =. SHGC x A - . ID ID: ID:: ID; ID: ID: ID: ID: ID: ID: 0 0 0; 0, 0. 0 0 0: 0. o. + If projection factor credit is applied, then vertical fenestration must be entered in the correct table according to orientation. Ifcredit is not applied then all vertical fenestration can be entered in either table, * Note: Fenestration that separates conditioned space from a non -conditioned or semi -conditioned space shall be listed here with a proposed SHGC equal to the target value. Totals PF 0.2 0:2P F'<0:5 0,.'48 PF:i 0.5: ++ If. projec(101'factor (P0:credits.6,1 applied;to the proposed desicn Target = SHGEwill sum fenest rpt ion area by PF category. Totals North Vertical Fenestration+ Provide:source of SHGC, page/plan # of assembly detail & ID PF Proposed SHGC SHGC* x Area (A) = SHGC:x A PF Category Target SHGC++: SHGC. :xArea (A) _: SHGC x A ID: Vinyl Fixed ID:Vinyl Csmnt ID: Vinyl Slider ID: -Vinyl SwgDr ID: Vinyl Slider Dr. ID: SF Fixed. Ib: SF SwgDr Double ID: ID: • .0: 0 o: 0. 0, 0: • 0: o'. 0.30 0.23 0.28 0.19 0.29 0.34 0.26 North Total To comply, the Proposed total SHGC z A for all fenestration (vertical &:skylights) shall not exceed the Target SHGC x A. 5475, 236 3052, 560.00 406..00. 1661. 42 ## #.# tt 1643 54 855 106. 118 565 11 3351.1 PF,<.O,: 0.40'. :11432,"" 4572.8 Ot2SPF'<0,5 0,44 :48 Grand Total Area' ++ If projection factor (PF) credits are. applied to the proposed design Target.SHGC will sum.fenesfration area by-PF category... SHGC x A 11432.0 11432_.0 4572;. B; Area: SHGC x'A Grand; 11432,0 4572.8. Total; Component Performance Compliance (SHGC) SHGC COMPLIES Component Performance Path, pg; 2 Zones 4c/5b ENV-UA 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over Revised.:Oct 2013 Project Address: :Tukwila International Boulevard & S 144th Street: Date: 12/10/2014 Fenestratlon::Area:as %gross above grade wall area 21.. 3% Max. Target:.3 0 0% Skylight Area. as % gross roof area Max: Target: 5:.. 0% Notes::.1::lf vertical fenestration or skylight: area exceeds maximum allowed per C402.3.1, then Target Area: Adjustmentof all applicable envelope elements will be calculated by the compliance form. Refer to Target Area Adjustments worksheet for this calculation: 2: Provide NFRC rated Ufactor or default U-factor from AppendixA for the fenestration assembly thermal performance (combination of frame and glazing). 3: Fenestration: that separates conditioned space from a non conditioned or semi -conditioned For Building Department Use Building Component. Provide source of.U=factor;;page/plan # of assembly detail & ID 0) U1 t h coo U=. ID:.Res 1B O ID` Nres C. U= ID' Proposed UA U-factor. :x Area (A). = UA (U x A, 0,140 0..370 105 180 14: 7 66.6 Target UA U-factor. x Area (A)= UA (U x A) •.0., 37 285 :105:5 Opaque Suring Doors U-0.37 CL ec U= U=. U=. ID: I D:. ID: 0.37 Opaque rollup &,sliding U-0.37 Vertical Fenestration ro w 2: z. w: m • 2 w U=_ U= U=. U=: U U=. U=: U=. U=. U Uri Uri U=: ID: Vinyl Fixed ID: Vinyl Csmnt; :ID:Vinyl Slider: ID: Vinyl SwgDr ID:Vinyl Slider Dr ID: SF. Fixed iD:: ID: ID: ID: - ID: ID: :0.24 0.25 0:27 0.30 0.30 0:33 5475, 236 '3052 560 406. 1661 1314.0 59.0 824.0 168.0 121.8 548:.1 0.30 9729 2918,7 Non -Metal Frame U-0.'30 0.38... 1661 631.2 Metal Frame, Fixed 0.40 j Metal "Frame, Operable U-0.38 a B. U= U=. U= U=. ID: SF. SwgDr Double ID ID: ID: 0.57 42 23:.9 0:60 42 25.2 Metal Entrance Door U-0:60 a t rn Y N. ai Q. U= U=; Uri U=. ID::. ID: ID:: ID 0.50 To comply: 1).PrOposed TotalUA shall,not.ekceedTarget:Total UA; 2):Propbsed:Total Area Shall equalTarget Total Area:. Page 2 Subtotal Pagel Subtotal Total .Area UA 11717 3140 82733 4229 94450 7369 :Area UA 117.17 3681 82733 4073. 94450 7753 Component Performance ;Compliance (UA). UA COMPLIES REV WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila ,DING DIVISION 4 RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER Component' Performance Path, pg. 1 Zones 4c/5b ENV-UA' 20"12:Washington State Energy Code Compliance` Forms for;Commerciel Buildings'.including R2& R3::over3 stories' and all R1 Revised Oct 2013: Projectt'Address Tukwila Internation'al:Boulevard & S 144th Street: Date 12/10/2014 OCcupancyGroup: Commercial 0Group R, Change in occupancy or space conditioning:O Note Proposed:UA7nayexceed Target LA;by 10% perC101:4.4 and C101.4 5 Fenestration. Area as:°!a gross above -grade wall area: 21.3% Max...Target . :30: 0% Skylight;Area as °%gross roofarea 0.0.%, Max. Target:- 5,.0%. Vertical Fenestration. Alternates:- None. Selected on ENV -SUM For Building Department Use Notes"1 If vefticat fenestration br'skylight:area:exceeds rriaxim'urd 'allowed perC402:3.1,:then Target Area'Adjustrireht. of all applicable' envelope. elements will e; calculated by the; compliance form: Refer to Target Area Adjustments worksheet for this calculation:' 2 U factors shall come from Appendix A; "Chapter C303; or Calculated per approved method asspecified in C402.1.2: RuildirtgComponent Provide 'source of U=factor, pagelan #".of assembly (fetal] & ID Proposed UA U-factor x Area (A) _' UA (U .x A: Target UA U factor x Area (A) = UA.(U x:A) cri 0 0 Or t) o" K R= Rn ID:.9A; In: 2C2-Rf 'ID 9A1/213 0:;.415 0 025: 0 023. :23:781. 1130 536, 356;.7 28:3 12 3 O':031" :25447 788. 9 Above,beoklneulation U 0.631: m R= R R=. ID iD:: ID_ 0 031:.: Metal"BUildirig:' U-0,031: t O R= R= R= 7Dt iD:: O.:021 Single; raft; attic, other, U-0.0211 0 E ti R= iD:;4A/4A1 R=` lP:4C2 R= ID: 0. 053. 0:052 3195' 1043 169.3' 54.2 0:0$5.. 4238'.... 23 3 4:1 SfeeUmetal frame U: 0,055'. m R=: R= iD:: ID:: 'ID Metal Buiiding: R= Rn ID:,7A.- ID: ID 0 054. Wodd Feather other 0-0,054 13, Rr- 0, 088 o 0, 025 0,540. 0.2730 1219 3866 595 167 422 62 x Perimeter 61 334 107.3 • 14.7 241.5 350 243..8 0078 Q. 029 62 451.8 711 Slab -On -Grade: la ID: 0.550 FOotnote D requirements can usethe target U-value of 0404 rather Page 1 than Append A values. Show lOotbate requirements in plans. Subtotal UA Area -4073 Component Performance Compliance (UA) 6s8 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON ISSUE DATE: 05-22-2015 '5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 0 co cc 0. 0. LL 0 tj PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENERGY CODE CALCULATIONS A009a BID SET/PERMIT COMMENTS IC) 0 N N FENESTRATION TYPES Type # Type lb 1 Description U SHGC" VT CPD Number or Default NON-METAL, ALL 1 Vinyl Fixed Ply Gem Window Group: Fixed - Vinyl/Vinyl, Fill 1: Arg/Air (90/10), Low E CL, No Grid 0,24 0.30 0.57 P WG-M-132.01105-00001, 2 Vinyl Csmnt Ply Gem Window Group: Casement -Vinyl/Vinyl, Fill 1: Arg/Air (90/10), Low E; CL; No. Grid 0.25 0.23 0.44 P WG-M-131-01044-00001 3 Vinyl Slider Ply Gem Window Group: Vinyl/Vinyl, Fill 1: ARG/AIR (90/10), LowE, CL, No Grid 0.27 0.28 0.51 PWG-M-121-06578-00001 4 Vinyl SwgDr Therma-Tru Corporation: Wood/Wood, Fill 1: AIR (100), LowE, CL, No Grid 0.30 0:19 0,31 THC-M-5-02360-00001 5 Vinyl SI Dr Ply Gem Window Group: Vinyl/Vinyl, Fill 1: ARG/AIR (90/10), LowE, CL, No Grid 0.30 0.29 0,54 PWG-M-144-03295-00001 METAL FIXED/OPERABLE 6 SF Fixed Kawneer 451UT Fixed: Alum w/ TB, 1/4" Solarban60 LowE-0,035(2) 10,50" gap +90/10 Arg/Air + TGI spacer I 1/4" Clr 0,33 0,34 0,62 P-KAW-5466 METAL ENTRANCE DOORS 7 SF SwgDr Double Kawneer 190 Double Door: Alum w/o TB, Solarban60 LowE-0.035(2) 10,946" gap + 90/10Arg/Air+TGI spacer I Clr 0,57 0.26 0.44 P=KAW-24035 OPAQUE FIBERGLASS ENTRANCE DOORS 8 Res 1B Therma-Tru Corporation: Wood/Wood, OT; No Grid 0,14 - THC-M-5-02176-00001 OPAQUE METAL ENTRANCE DOORS 9 ( N res C WSEC Default: Foam insulated steel slab with metal edge in steel frame 0,37 NOTES: 1) CPD numbers for the fenestration components are from another building project with the same product specifications, NFRC label certificates for the products will be available at the job site forthe building inspector. - 1 WSEC-'Table R303,1.3(2). (Btu/ (hr-ru-F/ (hr-el-fj ;(hr-ftl-F/ ftif) Btu) Btu) - Btu) (hr-ft2-F/ Btu) (Btu/ hr-ftl-F) (hr-ftl-Ff (Btu/ Btu) Rl-F) 2C1-Ext�t)1s. tarltilepered, C©nc:_Flr-;,�-.. No Framing Factors ;E o Cone ti oatf No Framing Factors 2C2Jnt Interior Cork; Fir No Framing Factors 8A1 I'.,TGI, frm fir;,R38 coy: --ins.:,` Floor, Joist Airfilm, ext surf Concrete, R-0.75/ft,1441b_8.10in Extruded PS(XPS)_6.00in Plywood board 1.25In Airfilm, int horn surf, htflow up Airfilm, ext surf' Concrete, R-0.75/ft,1441b_8.00in Extruded PS (XP5)_1.00in bin cav, 16in 0C, 11-21, Mtl Frame Gypsum board_0.63in Airfilm, int vert surf Airfilm, ext turf Concrete, R-0.75/ft,1441b_8.00i n Fiberglass, R-38HD Plywood board_0.631n Airflim, int horz Surf, htflow'dn Airfilm, ext surf Gypsum board_0.63in 2x12 W d Frame, R-38 Cav Ins Gypsum board_0.63in Airfilm, int horz surf, htflow up 8.60 6.00 1.25 19.20: 0.26. 1,03. FF-> 0.17 0.50 30.00 1.55 0.61 FF -> 0,17 8.00 19.20 0.50 1.00 0.04 5.00 5.50 7.40 0.63 0,52 0.56 0.68 8.00 19,20 10.28 0.63 0,51 tu:itc.' 0.63 11.25 0.63 FF -> 0.17 0.50 38.00 0.78 0.92 1.00 0.17 0.50 30,00 1.55 .00.61 :1.00 0.17 0.50 5.00 7.40 0.5 ^u.66 1:00 0.17 0:5 0 38.00 0.78 0.92 FF -> 0.91 (1.09 0.17 0.52 0.56 38.00 0,52 0,56 0.61 0.17 0.56 38.00 0,56 0.61 0.17 n.5r 14.08: 0.56 0.61 WSECT. 10-B WSECT: 10-8: ASHRAE HOF 2005 ASHRAE HOE 2005 WSECT. 10-B WSECT. 10-B WSECT.'10-B ASHRAE HOF 2005- WSECT.10-5A(2). WSECT. 10-B WSECT. 10-B WSECT. 10-6 WSECT: 10-8 ASHRAE HOF 2005 WSECT.,10-B • ASHRAE 90.1; A5.4.1 WSECT.10-B WSECT. 10-B WSEC T.:10-A, 10-8 WSECT. 10-B WSECT. 10-B Lu 2 z. LLi LL (Btu/ (hr-Rl-If (hr-(tl-F/ thr-F,l-F/ ftl-r) . am) Btu) Btu) (hr-ftl)F/ Btu) (Btu/ hr-Ftl-F) (hr-RI-F/ (Btu/ . Btu) 4C2 fi"'Mt!Stud Wall, 1fiin.00.;.: No Framing Factors 7A_ yp,a*6" aiisfatI Wall, Intermediate 1A1�4F1C4 tt2",C.h 8+2 No Framing Factors 1A1_Ext;'Goetc t,Myti+2' rigii No Framing Factors in .'„MtI frm Airfilm, ext surf Gypsum board_0.63in bin cav, 16in DC, R-21, Mtl Frame Extruded PS(XPS)_2.00in Gypsum board_0.63in Airfilm, int vert surf Airfilm; ext surf Plywood board 0,63in Gypsum board_0.63in 2x6 Wd Frame, R-21 Cav Ins Gypsum board_0.63in Airfilm, int vert surf Airfilm, ext surf Extruded PS(XPS)_2.00in Concrete,R-0,75/ft,1441b 8,00in 2.5in cav, 16in OC, R-13, Mtl Frame Gypsum board_0.63in Airfilm, int vert surf Airfilm, ext surf Concrete, R-0,75/ft,1441b-,8.00i n Extruded PS (XPS)_2.00in Airfilm, int vert surf 0.63 5.50 2.00 0,63 0.63 0.63 5,50 0,63 2.00 8,00 2.50 0,63 0.52 0.09 0,52 FF -> 0.17 0.56 7.40 10.00 0.56 0.68 FF •> 0.17 0.51 0.78 0.52 0.56 21,00 0,52 0.56 0.68 FF -> 0.17 0.09 10.00 19.26 0,50 5.45 0.52 0.56 0.68 FF -> 0.17 8.00 19,20 0,50 2.00 0.09 10.00 0.68 1.00 0,17 0.56 7.40 10.00 0.56 0,68 0.78 0,17 0.78 0.56 21.00 0,55 11.68 1.00 0.17 10.00 0.50 5.45 0,56 0.68 1.00 0.17 0.50 10.00 (I,68 (1.18 0.17 0,78 0.56 6,88 0.56 11.68 0.04 0.17 6.78 0.56 1.3.75 0.56 0.68 9 .2'. WSECT. 10-B WSECT: 10-B WSECT: 10-5A(2) ASHRAE HOF 2005 WSECT, 10-8 WSECT, tt10-B • Ai: is.1.FIf' S.17:N,.,,,.. WSEC 1005.2 WSECT. 10-8 ASHRAE HOF 2005 WSECT. 10-8 WSECT, 10-A, 10-8 WSECT. 10-8 WSECT. 10-B WSECT. 10-B ASHRAE HOF 2005 WSECT, 10-B WSECT. 10-5A(2) WSECT. 10-B WSECT. 10-B WSECT. 10-8 WSECT, 10-B ASHRAE HOP 2005 WSECT. 10-8 ;?Iiti Rigid iF Roof, Rafter sails%s�i�att�r%r s� �;�+o�%ci Roof, Rafter in) No Framing Factors 41tj-4A1'#„N3flyiitallt2" rtgii • No Framing Factors Airfilm, ext surf Extruded PS(XPS)_3.00in 20.2 W d Frame; R-57:6 Cav Ins Gypsum board0,63in Airfilm, int hen surf, htflow up Airfilm, ext surf - Extruded PSIXPS) 3.001n +200 Wd Frame; R.30 pay ins Gypsum board_1.25in 'Airfilm, Int horz surf, htflow up- Airfilm, ext surf - Concretd, 9-0, 75/ft, 1441b_8.00i n Fiberglass,.1i-3t-tD Airfilm, int horz surf, 'htflow up Airfilm, ext surf' Gypsum boa"rd_0.53in Extruded PS (XPS) 2,00fn bin cav, lfiin OC, R-71, Mtl Frame Airfilm, int vert surf 77 10.25 0.63 2.00 5.50 (n) (Btu/ (hr-ftl-F/ (hr-ft2-F/. Ca-F1' alai' Btu) 3.00 11.25 0.63 3.00 9.25 1.25 FF -> 0,17 '0.13 15.00 57:60 0.52' 0.56 0.61 FF -> 0.17 0:13 '15.00 30.00 1.04 1.12 0.61 FF -> 0.17 8.00 19.20. 0,50 38.00 0.61 0.52 0.09 FF 51>- 0.17 0,56 10.00 7.40 0.68 0.90 0.17 15.00 57.80 n.56 0.61 0.90 0.17 15.:0 30.00 1.12 0.61 t.00 0.17 O.irO 38.00 0,61 1.00 0:17 056 10,00 7A0 0.68 (hr-ft -F/ eta) 0.10 0.17 15.00 14.06 0.56 6.61 0.10 0.17 15.00 1158 1.12 0.61 (hr-Rl-F7, ow)- ht))/ hr-ft2-F) '(hr-Cl-F/. late% atu) ill-F), ASHRAE 90:1,A2.4.1 WSECT:.10-8 ASHi5AE HOF 2005 WSECT._10-A, 10-8 WSECT- 10-B WSECT--10-B: ASHRAE 90:1, A2.4.1, WSECT: 10-8 ASHRAE HOF 2005 WSECT.10-A, 10-8 WSECT. 10-B WSECT. 10-B' WSECT: 10-8 WSECT, 10-B' WSECT. 10-B WSECT 10-a WSECT: 10-8 ASHRAE HOF 2005 WSECT. 10-5A(2) WSECT. 10-8 )\14Q 3c? Construction Assembly Summary Cat. I -Assbly Type IR SF. /C'E'1uNGS :r' ;=' _-;t'a Deck 9A Location rtt L5 Ext. roof and Butterfly roof at NE corner. Description 18" truss depth (low point) R3.2/ih cast, ins. with min. 3"'XPS Value Ref. Source/Notes U-0,015 A006d Custom calc, see construction Assembly -Summary Deck 9A1/2/3 L5 Ext. roof, Unit roof bump -outs and elevator roof Rafter/Truss min.2x10 ilaOwood frame with min. 3" XPS U-0.023 A006d Deck 2C2-Rf Li Residential corridor 8" concrete with R38 ins. U-0.025 A006' Metal 4A/4A1 Li and mezzanine level Ext. wall 6" metal studs, 16" o.d. with 2" XPS insulation U-0.053 A006a Metal 4C2 L1 and Mezzanine level residential unit and corridor 6" metal studs, 16" 0.C:,R-21 batt cay. Iris. with 2"-XPS Insulation U-0.052 AD06a Wood 7A ASCi1%E=+31i'ADE;,tili+l;¢S5'tj/A L2-5, Typ exterior wall 2x6 wood studs;16," o.c. with R-21 batt, Intermediate framing per W5ECA103.2.1 'U-0,054 A006b .Custom calc, see Construction Assembly Summary .Custom talc, see Construction Assembly Summary Custom,caic, see ' Construction Assembly . -Summary Custom talc, see Construction Assembly . Summary Custom talc, see Construction Assembly Summary Exterior 1A1 L1 and Mezzanine, Ext. walls at stairwells and other 8" concrete wall w/R10 rigid Insulation U-0.088 A006 Custom calc, see Construction Assembly ;Summary Exterior 1A1/4F Ll,and Mezzanine, Ext. walls residential lobby; utility areas and commercial spaces 8" concrete wall with Rib continous XPS insulation and 2.5" metal Stud (R13 HD Batt). U-0.058 A006/A00 6a Custom caic, see' Construction Assembly 'Summary Interior Interior 1B3 51-Unins Residential corridor, lobby, Stairs and commercial spaces Li Mezzanine and 12 8" concrete wall with R5 continous XP5 insulation Uninsulated slab edge; U-0.070 U-0.741 A006 A3b1 Custom, calc, see Con stru ction, Asse m bly Summary WSEC Table A103;3.7.2 Exterior 52-R10 L1 Mezzanine R10 insulated slab edge U-0.088 A301 WSEC Table A103.3.7.2 Exterior S3-Stepped L2 level; terraces Partial insulated slab edge: 4" slab with R10 insulation; 12" slab uninsulated' U-0,578 -A311- 1/2/3 WSEC Tab le-A103,8,7,2 (Interpolated) FL Mass 2C2 Garage ceiling 8" concrete slab with R38 insulation U-0.025 A006: Custom caic, see Construction Assembly Summary Mass 2Ci-Ext L2 Cantilevered Floor 8" concrete slab wlt1t6" XPS insulation, R35.4 U-0,030 Wood 8A1 L3 Cantilevered Floor 12" TJI floor, with R38,cay.`ins. U;O.028 A006 Custom caic, see Construction Assembly Summary Custom caic, see Construction Assembly Summary Unheated SoGl NoTBrk Slab on grade @. L1 2" XPS (R-10) Rigid Insulation for 24" Inboard of Perimeter, No Thermal'Break -0.70 A311 WSEC Table A106.1 Unheated SoG2_WTBrk Slab on grade @ Ll 2" XPS (R-10) Rigid Insulation for,24" Inboard of Perimeter, with Min R5 thermal break F-0.54 A311 WSEC Table A106.1, Unheated SoG3_No Ins Slab on grade @ Li, Parking 2" XPS (R-10) Rigid Insulation for24" Inboard of Perimeter, No'Thermal Break F-0.73 A313-3 WSEC Table A106.1 `N FE ES 1 ,, u25'>jS L•�2�r .,;�s�l; fsl }„ti.:.iiY!)V;,iti..i.t = .. ,.'i�,.:,. r .., -F `li'; , :1�`.. , . {i '. , , i#r ,. �k'1', , . , . See Fenestration Schedule Table, included in Appendix A. NFRC,tertified product data provided in.Appendlx B REV WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWiLA MAY 222015 PERMIT CENTER SHGC Calculation Zones 4c15b ENV-SHGC. 2012.Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all'R1 Revised,Oct 2013 Date 12/10/2014 For Building Department Use Project Address Tukwila -international Boulevard & S 144th Street Fenestration Area as alit gross -above -grade wall area 26.3% Max. Target: 30% Skylight Area as %'gross rbofarea Max. Target: 5% Vertical Fenestration Alternates: None Selected on ENV -SUM Notes: 1 - Proposed vertical fenestration and skylight areas entered in ENV-SHGC must match proposed fenestration areas in ENV;UA. 2- If Target Area Adjustment is required per ENV-UA, then target areas will be automatically adjusted in ENV-SHGC: Refer to:TargetArea -Adjustments worksheet for this calculation. 3 - Provide NFRC rated_SHGC or default from Table .C303.f.3(3) for fenestration assembly SHGC.- 4 - Fenestration that separates conditioned space from a non -conditioned dr semi -conditioned space shall be Included In this worksheet. Skylights Provide source of SHGC, page/plan # of assembly detail & ID Proposed SHGC SHGC x Area (A) = SHGC x.F Target SHGC SHGC :XArea (A)= SHGCxA ID; ID: ID: ID: 0.35 SHGC Totals Totals All Non -North Vertical Fenestration+ Provide source of SHGC, page/plait #"of assembly detail &ID Proposed SHGC PF SHGC* x Area (A) = SHGC x A Target SHGC ++ PF SHGC ,xArea (A)= SI-IGCxA Category. ID`-: ID ID: ID: ID: ID: ID; ID:, ID:: ID:.. 0 0 0 0 0 0 0 0 0 0 PF'•< 0.2" 0..40 0.2SPF<0,5 PF 0,5: - :q-49! 0.:64' ++ lfprojection factor.(Pq-credits are, , applied to,theptoposed-design: -Target' SHGC.witisum-fehestra tiort'area: by PF category. ' :+ If projection factor.'credit is applied,fhen:vertical fenestration must be'entered in the correct table according to orientation; If credit is-not.applied then all vertical -fenestration can be entered'in either table. *'Note: Fenestration that separates conditioned space from a non -Conditioned -Dr semi- conditioned space shall be listed here With a proposed SHGC equal to -the target value. Totals Totals North ;Vertical Fenestration+. Provide source Of SHGC; page/plan #:of assembly detail &IQ:. I . Proposed SHGC PF SHGC* x Area (A)= SHGC x A PF Category Target SHGC++ SHGC xArea '(A)= SHGCXA ID: SF Fixed ID; SF SwgDr:Double iD; iD: ID: ID: ID: 0 0 0 0 0 0 0 0.34 0.26 939 126 319 33 P Q2:.. 0,40. 1065 '426.0 0.2SPF<0`,5 4 PFaas.: ++`1f prbjection'fiactor``(PF7:credits are applied to the:proposod'tfeslgn; -Target SHGC'.wili,- sur»fenestretl`on area byPF,categbiy North Total To cohsply, the Proposed total SHGC x A for all fenestration (vertical & skylights) shall not exceed ,the Target total SHGC x A. 1065.0 352.0 Grand Total Area SHGC•x A 352.0 1065.0 Grand Total 1065- 0 Area 426.0 Component Performance Compliance (SHGC) SHGC COMPLIES 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date 0 0 0 T- REV# ISSUE DATE: 05-22-2015 0 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 >- ci ci w PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENERGY CODE CALCULATIONS A009b BID SET/PERMIT COMMENTS COMMERCIAL OPAQUE DOORS Total Unit Area Unit Performance (Area -Weighted): Total Area x Unit Perforrance NFRC CPD No: or Default (Table No.) ID Qty Sheet Description ft^2 U SHGC VT AxU A x SHGC A x VT' Nres C 2 A600; Foam insulated. steel slab with metal: edge in steel frame 20.0 0.37: - - 15 - See Note 1 Total Area (ft2) NOTES:' 1) The door has the same U-value as prescribed by.the :WSEC default 'Table R303.1.3(2)'. RESIDENTIAL OPAQUE DOORS ID Qty ..;Sheet Description Total Unit Area f02 Unit Performance. (Area -Weighted) U' SHGC: VT Total Area Unit Performance AxU AxSHGC AxVT'. NFRC CPD No: or Default (Table No.) Res;1B. 5 A420 Therma-Tru Corporation: Fiberglass Entry -Door 21,0 0.14 15 THC-M-5-02176-00001 N res'C 9 A600 Foam';insulated steel slab with;metal:edge in steel frame 20,0 0.37, 67 See Note 1 Total ;Area: (ft2) 285 NOTES: 1) The door has the -same U-value as prescribed by the WSEC default' Table R303,1,3(2)% COMMERCIAL METAL. WINDOWS/DOORS 5F'SWgDr SF Fixed. Double -: -. - Total Glazed Area Unit Performance_ (Area -weighted) ( g ) Total Area x Unit Performance NFRC CPD No. or. Default (Table No.) Fenestration Type-> 6 7 ID Qty Sheet ft2 ft2 ft2 ft2 ft2 ftA2 U SHGC VT AxU A x SHGC A x VT S9 1 A620 203,3 -. - 203,3 0,33 034 0,62: 67 69 125 See Fenestration Types S10 1 A620 332.0 42.0 _ - - 374.0 0.36 i 0.33 0,60 134 124 223 See 'Fenestration Types'. S13.. 1 A620 2413 42,0 - 283.3 0,37' ` 0.33 0.59' 104 93 167 See 'Fenestration Types' S12 1 A620 262.2 42.0 - - 304.2 0,36' 0.33 0.59 110 100 180 See 'Fenestration Types' Total' Area (ft2) 939 126 Area -Wei e hted Avera g g TOTAL AREA (ft2) U SHGC. VT.' AxU A xSHGC Ax VT 1065 0.39 0.36 .0,65 4151 . 3861 695 NOTES:; 1) CPD numbers for storefront fenestration cornponents are: from another:buildin '.with the same: product secifications. NFRC label certificates or products will be available at the buildingproject P P Job site for the building inspector,; RESIDENTIAL METAL WINDOWS/DOORS SF Fixed SF SwgDr Double TotalGlazedArea Unit Performance (Area -weighted) Total Area "x Unit Performance Fenestration Type:=> 6 7 ID Qty Sheet ft2 ft2 ft2 ft2 ft2 fr" 2 U :SiGC; VT AxU AxSHGC AxVT NFRC CPD No. or Default (Table No.) S1 1 A620 178.4 178:4 0.33. 0.34 0.62: 59 61; 110 See 'Fenestration Types' S2 S3. 1 1 A620 A620 583.6 223,8 42.0 625,6 223.8 0.35 0,33: 0,33 0:34 0.60 0.62 217 74 209 76 378 138. See 'Fenestration Types' See 'Fenestration Types' S4a 1 A620 84,0 84.0 0.33_ 0.34 0,62: 28 29, 52. See 'Fenestration Types' S4b. 1 A620 78.0 78,0 033 0,34 0.62 26 27 48 See 'Fenestration Types' S5 1 A620 19.0 19.0 0.33 0.34 0,62. 6 6 12 See 'Fenestration Types' 57 2 A611 19.0 19.0 0,33 0.34 0.62 13 13. 23 See 'Fenestration Types' S8 S13a S13b 2 1 1 A611. A611 A610 16.0 224.6 200.0 16.0 224.6 200.0 0.33 :0.34 0,33 0.33. 0.34 0.34 0.62: 0.62 0.62 11 74 66 11 76 68 20 138 123 :See:'Fenestratior Types' See''Fenestration Types' See :'Fenestration Types' Total Area (ft2) 1,661 NOTES: 42 Area -Weighted Average:, TOTAL AREA (ft2) U SHGC VT• AxU A x SHGC A x.VT 1,703. 0.34 0.34 :0 61. 572 576 1,042: 1) CPD numbers for, storefront: fenestrationcomponents arefrom another building pg project with the same product specifications; NFRC label certificates for the products will be available at the job site for the building inspector, RESIDENTIAL NONMETAL WINDOWS/DOORS Vinyl Vinyl Fixed :Csmnt. Fenestration Type-> 1 2; ID Q,ty :Sheet :ft2 ft2 Vinyl Vinyl' Vinyl_5I Slider SwgDr Dr 3 4 5 ft2 ft2 ft2; Total:. Glazed; Area Unit Performance (Area -weighted) Total Area x Unit Performance ft^2 ti SHGC: \fT AxU IAxSHGC AxVT .NFRC CPO No. or Default (Table No.) A B 19 22 A420 A420 10,5 10.0 10.0 105 0.25 024: .0,30 0 44: :0 5:7: :48 55' 44: 69: 84 132 See' '.Fenestration Types' See 'Fenestration Types! C D 174 84 `A420 A420: 10,0 18.0 10,0 : 12.0 200 300 026 0,25. 0,29 029 054; 0,:55 887 635 1,009. 736': 1,879. 1,376 See 'Fenestration Types' See 'Fenetration Types' E 22 -A420 36.0 12.0 48.0 0.25 03.0 0.56' 261 312 586 See 'Fenestration Types' F G AA BB` CC Dr AA Dr_B :Or 131 H 4 16 21 11 4 3 20 2 5 A420: A610: _A610 A610 A610 A600. A600 MOO A420: 17.5 21.0 8.0 10.5 10.0 13.3. 397 9:3; 10A 400 20.0 20.0 21,0: 35.0 42,0 8.0 10:5 20,0 40.0 20.0 333 49.0 0.27 027 0.24 024: 026 0.30 0.30 02g 0:24. 0.30, 0.30; 0,30 030 0.29 0.19 0.19 0.23 029 0.56 056 0.57: 0,57: 0,54; 0.31 0331; 0.41. 055 38 181 40 28 20 36 120 18 59 41 198:: 50 35 23,. 23 76. 16 70 78 373. E96. 66' 43 37 124 28' 134. See 'Fenestration Types' See 'Fenestration Types' See. 'Fenestration Types' See 'Fenestration Types' See 'Fenestration Types' See 'Fenestration Types' See 'Fenestration Types' See 'Fenestration Types' See 'Fenestration Types' 5 A420, 49.0 : 490: 0.24 0.30 057: 59 ;74. 140. See 'Fenestration Types' Total Area (ft2) 5,475 `236 3,052 560 406 Area -Wei hted Avera e TOTALAREA (ft2) U.:SHOO VT` AK U iA x SHGC A ii VT 9,729 °0,26' .0.29: 0.53 2 487 2 776 5;174. NOTES: 1)'CPD numbers for the fenestration components are from another building project with the same product specifications NFRC'labelcertificates}for the products will be available at the job site for the building. inspector. E "1 WED FOR E COMPLIANCE APPROVED ,JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER ue JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWIN) ATE OF WASHINGTON C O I PHASE 2 PERMIT SET MEP COORD/BID SET Date rt Lr) T r 0 0 N N CO c- O�- OCV e- O REV# ISSUE DATE: 05-22-2015 W L9 z J coW 5 W J 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENERGY CODE CALCULATIONS 09c BID SET/PERMIT COMMENTS Directory`': Search Results Page 1 of'1: Directory: Search Results Page .1.of;1 Directory Search ;Results Page:;1. oft C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central chariesr.rvt Detailed Prtldut t,Ratirigs:::• GENE RAL :iNF.ORMATIOH: M anufaeturei PIyGeir VVindowGrpup Series Name: Pro: Series 900Stand ard Patio Door. Operator Type: ; DDSG Air Leakage RATINGS INFORMATIOt1. E xpart;to Excel: CPD Exit: Directory Search: {Found 1 Products) {Fii:}t:Preidous Nest}.Lat Mariiufacturer Product Code U factor SSHGC. VT Condensation: Resistance ProductDegrrip ion: t� PV�1G•v1 .: 144-03295 00001 >.. 7.0/36 3/4`':' arg / clr (D SIDS) 0.30 0.29 0.54; 55 Vln iiyiny I Fill 1.: PRG/AIR 0i10 Lov,E=;CL, No Grid. Key,: Click the col um' headers to ebrf the data according to the column:header.' A dash "-" in a`rating; column (SHGC:"/ VT) indicates that there are no NFRC`certified values for that individual product: :B.. accessin � anddowiloadin IIFRC dataifromthisweli a . tho•Usa a r st -_ Y 9.:: g::. 1} ge• gees o abide by#tie Temzs'ofUse. • This web. site is o t'r for display of resolution o 10 7 0 a requires c This pt rrdaedres u#f p2?tar 1i , and ectu resMJi rosoft Internet Explorer 5.0 or higher. Using olderbrowsers, non -compatible browsers or disabling browser features such as Java Script . e lt'reduce site furiebonairty and overall appearance- DOwnlnad the iatest version of Mrrosoft Internet Explorer::: . l),ISCLAI .... R OF LIABILITYs rP i _ Irmo Fn _ntstrallttie. liabl_toran':darria e_ fu at: �_o_ rndudiri vorthoutli itatio =ua a _ fcr lutes of'tiva e_s Y. ... � :. ! ((. g, .: m n. m a m profit;.. .. business.interruption;;.lrtt-s:of busine}s'information,_oranjt other Itts1:3[ ing..o:ut.r�fthe.use:rh:tfib trueba:rte.ortt'i? Irifbrmation obtained from it, h th_ . nerd_ talor c_ree��a tiaI�`T :. .r. i5un shaIIapPtr_r.e n. rth_. JFRIh�bee n=ad,e _d'th_ Pa.a� ot.�c :da g l `� !1 — tt searc rco /se c /c c d searc d t ' .as tn-- - . // h of r ar h d/ archjet ail � . c dnu BUG- ; 44- � 5 ` " l F IvI 1 0 �� � �/20 0.:: 1 2 1 Directory Search;Results Back:: Directory. Search - New Search Detailed Product Ratings GENERAL INFORMATION M anufa'eturee Therma Tru Corporation: Series Name: Fiberglass Errtry.Door: C! perator. Type; -EDSL: Air Leakage: :0.5 RATINGS :INFORMATION ;. E,iorf:to E> el CPU # Page "1 >of Exit Directory Searcy-' (E ()Laid 1 Products) K First • < Previous Next Laster>.. Manufacturer Product • Code . . U-factor SHGC. VT Conder sartiorr • Resistance; Product D escriptiran 02360-:. 00001:.. F utl Liter; E 272 /air/clear' 030 031 VVood/VVood FIIl;l AiR (100), LowE CL,'No.Grid: . . Key. Click'the co1Um headers:.to:sortthe- data according to the column header. A dash"'-" in a' rating_ column'(SHGC'/.VT) indicates that there' are no NFRC certited values' for that individual product;: By accessing and downloading tiF RC data from this uoebpage, the user agrees to abide by the Terms of U se This web site is o rmizeri:for a.display: esolution of 111�4x7G8 and requires Mcrosoft ln#emet:Ex or pt resolution ... • �ple r5.0 or higher. Using olderbrpwsers, non -compatible browsers or disabling browser features such asJavaScript vtill reduce site functionality and overall appearance: D o Wnl oad the latest a ersion of Iukcrosoflt' Internet: Explorer. D IS CLAIME R. O F: LEAD ILITY Tn ire evCntshallthe NFRG.be Irablefor an•yj damages vutiabsoever(iriduiirig; udrtfiuutlimitation;:damage for Iitia of buainesJ:prcfrt [ usrri interruption, loss- ofin'5':fntormatior or,arry:other toss) at irig.nut'pfthe u e uf.this (riebsite or The:informationiobtairied;trorn it, iiuhether inriidentai.orcotsequential: The pro isioti'shail.pptreiren:it.the NFRC-ha .bes:n'adrssed'of the:pc albilrtj ofsuch damages: Back Directtiiy Search' Nevi Search Detailed PrtidtictRatings GENERAL INFORMATION M anutacturer. Series Name; Ply Gem WindowOroup. Pro Series200 Horizontal Slider Operator Tyrae: HSOX Air Leakage;;' RATINGS INFORMATION E xport to Excel CPD`#;. Exit Di rectory Search (Found 4 Products) a{ Fifst Pretrous :Net> _ Lade Manufacturer Product Code :. U.-factor SH GC VT. Condensation Resistance` Product Description ion PWGdiA- '121-: 065r78 00001 RLE 703QArg-E PS 0,27 0.28 0.51 VinylNinyl; Fill 1:: G/a1R (90/10) Lov.E; CL No. Grid Key. Click -the columheaderstosottthe.dataaccordintothe column header. ,.. g A dash L' in"a;'rating column (SHGC / VT) indicates that there are no NFRC certified:.: values for theit.indivrdual product:: : By.accessing'and dovailoading N FRC:data•fromthis webpage, the user agrees to:abide bythe.Terms of This web site is optimized for a:display resolution of 1024-x760. and requires Microsoft Inteniet Explorer 5 ri or' higher:' Usir •olderbrowser;s, non contipatiblebrevtsarsordisablingbrowsert'eattFes'such asJavaScritif, ilireduce'site functionality andoverall appearance. Do oad1be fat _e#version [ 'TJ crosoft lrtitu et Explorer: ;:DISCLAIMER ;4F.LIADILITY.: e,. . h A,. a e In n0 ev_ 3 .t for Ws h I{ h .rIFRG.b_.hableforan �Jama _., a � •uarc t�ih Loe erfinciudin iitho� i ati r tlmit on'-dama e�lrs:o '� p,f business rcfi� i , a , businez-s {rnerru SPn; rcGs of bu..irt �., rnformalir�n, oran i other lrx�s ari<irn out of the use of this oirebsite'or.the information- obtained from P } ) g. it, vihether:rncidentai Or carr=:equential: This.proirr ion shall applsc ester if the .NFRC I- k beer- ath sed ofthe pcaslbilit of -lien .damage:: ?'. _ hit/searcirc s .! arch.. f ,or / earcli/c d/c d searsdetail.' h as x c dnum�-P�tU•G= = =0 M121 65 8� .: 1112I � 0 6 201�1 F..:.: g fop— p ...� _.:. DirectraryS earth Results Dtrtail ed: Prritiu ct Raton us' GENERAL INFORMATION Menufadurer:.:: Ply Gem .VVIndowGroup Series Name; Piro 'Series 700 Casement ;OperatorTjpe.; CSSV pi r 1_eakag e: RATINGS. INFORMATION sport to Iritcel CPI) #. ManufacturerProduct U-factor SHGC Code I Pi/ir flirt 70/36-/arg/IS-20(SS/SS) 431-01044 000001: : 3/4" IG 0.25. http//searchr)fr:a of searchrcpol pd seerch clef'atlasst. ?sprit --TNA. 0.23 10.44 I Etii,Diroctory oarh- (Found'1 Products); <'= First { P revioiis Next> Lai? - Condensation :, Product Description Resistance' VinyUvinyl Fill 1 ARG/AIR (30/10), 40 LoVAE, CL, No Grid Key Click the colum headersto sort the data according to the column header. Adash '- in a rating column (SHGC. / VT) indicatesthat there are no NFRC certified values for that individual product: Byg anddownloarin t1F data from ro this #heuserRC at fagreesto abide webbthe Terms of Use. accessinggPa D� by This web site is optirrized for a display resolution of 1024x768, and requires NI crosoft Internet E xplorer 5.0 or higher. Using older browsers, non -compatible browser ompa6ble browsers or disabling features such as JauaScrrpt will reduce site; functionality and overall appearance. 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D,ISCL'AIME R; OF LIABILITY: in np eventshallthe hNFRC be liable for any damages whatsoever (including without limitation damages for loss of business profits;business Interruption, lass of business information or.arn}oiher:las ) arising dut ofthe use.of.the ntebslte orttie information obtained from it;tehether incidental: or ooreequential "This prow'ion shall a"ppty even if the NFE3 C ha :been advised of the' passibilk: ofs ugh dama es' Detailed Prod RatiitigS GENE RALIHFO.RMATION Manufacture i Ply Gem WindowGroup' Series Name: Pro Se ri es'700F Fixed V',+in•da* Operator- T: e FIXD....,., Air Leakage: RATINGS iNFORMATION Erlaortto Excel CPD' Exit Directory Search tFaund'1 Products) ds F rst•< Prel.iou5 ';: Ne r Lattr» Manufacturer Product Code U-t'actor Sil l VT Condensation Resistawe Product Description PVVG-M 132-011.05-: • 70/36 / arg / IS=20: (SS/SS).- 3/4" 10'. 024: 0,30 0.57 47 YinylNinyl, Fill 1 °RGlAIR (90/10), LovtE,CL,NoGrid. Key, Click the coliam headers:to:eort the data accordingto the'column header:': A dash i" in a rati column: HGC: . i . .. _ e . i. . . ng, tS / VT) ihdicates.thatthere are no NFRC: certified:values for.that.rndividual product: gy accessing antidawnloadingllFRC;ilata frorrrairsvebprg "`the.usera reesto:abideb .theTermsofUse. This'web site is.o imiaed for.;a:di. la resolution of 1024x768 and requires Nkcrosoft Internet Ex plo 5. - _:..:.. . Pt � 3i'. : � p rer ,Dar, higher. Using.older:browsers, non-compatilile.browsersnr:disablin browserfeatires:such:at lavaSeti t tirJll reduce:Site g P Dowrii oad the latest Version' of Microsoft Internet Explorer::' functionality and overall appearance. D lS CLAIMER: OF LIABILITY.;s in no':eventshallthe NFRC be liabhetof any damages Ldhaoever(induding, 'ithouthmitation, dama es for; loss uf:G'isinesa profits. business..interru tion Ir of busiors:informatio or'ana other:Id:.s arisin 'out otthe u e of:t u uve e i p , n h)-b.,rt or thainformation obt3in.d from 1 ). g. 'it, 0utietherincidental or;eorrv:�xr)entiai.Tnc.:pnrvision;sh311'3ppry even if the F7f RC has teen advised of the ptesibi{ib} ofarich::damagW:.; tt search.nfrc;ar /search/c°d/c d=search" detail:`as'x?c Iclnum-P G= - , p � i� p. � :. P_ p M 132 01105-Q0, 1213/2014 Tukwila Village Building E 12/10/2014 Envelope Compliance Documentation APPENDIX - B 1; NFRC Certified Product Data (CPD)' 38� 360 Ana lytics' REvtWED FOR ODE COMPLIANCE APPROVED JUL 27 2015 City of Tukwila WILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER a1> JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .R) G L. ALLWINE ATE OF WASHINGTON C O ,C N cv w rY ISSUE DATE: 05-22-2015 w z coW Liu 0 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC r- 0 z w 0 z d z z 0 m z x 0 e I LL a.. oa wo re a1- wo a wa g 0 LL ow Wu) 2 ww PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENERGY CODE CALCULATIONS A009d BID SET/PERMIT COMMENTS httf7�//§Borst-nfrc,6rg/Searchtei d/CiO4:: searChl detail 11/26/2014 1 of 1. 1219 /201410:00 : AM 5/21/2015 3:32:38 PM C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charlesr.rvt NON-RESIDENTIAL FENESTRATION CALCULATION ° REPORT/ BID REPORT AACCORDING TO NFRC CNIA PROCEDURES NFRC STANDARD SIZE . NOTE This is NOT an NFRC Label Certificate Thisdocument can NOT be: used in place of NFRC Label Certificate and can be used only for Bid and Design'Pur ores-s{' 1 PRODUCT LISTING: ID Name Franking Ref Glazing :Ref- 7Sp acei-Ref POkforrnanc_ e<atNFRC'Standard .7: P- KAW-24035 Kawneer 190 Double 'NonThermal Door/Thermal ':.Frarme ,,946"IG;: SB60; Air;Clr.:...: FArKAW 3146 5 GA. PPG-4719 SA= \J FC-3146 P-KAW9427 PKAVt9424: p. KA4lftr.9425 P-KAW-9426: P-KAN-24036; Kawneer350: Single NonTherm al Door/ThermaI Fram ..946"IG, S660, Air, Cl: 4 a rrieer 190.Single onThera Door{f a N m l herm l Frarrie.946"IG 5660 ; 90Ar, Clr KaWneer_190 Single NenTf ermal DooriThermal Fram'e,.9461G, SB60, Ajr Ctr... .. Kawneer,350 Single .. No 1 er a Doorfi rrria N n h m I h� ,, a4 Frama .946"IG SB6E1190Ar., 'Clr ; Kawneer 190-D i b e'7 No T h e rcf./7 n ma l 1� m Frame;:948''.� 860 "90Ar,Clr FAQ KAW 1369 4 FA4 W-31 KA 4 • 417A`i'; PRG-4719 G .PPG-47.16 GAS PPG-4718 � wr SA_N.FGt31;48` NFC-31:,46 SA-N FC,-3146 v,. ir P KAW-2403 7' P= KAW-24B34‹ KaWkreq 36,l3 Double:: •NpnTthertiaal'Do`o'rTThernia Fr a;rte ,.9 d6fG ,` SB60 ,90•Ar.CIr• (K~ariper 350 Dotib:le-:., 14I6hThermal Door/Therma{ ', Fratne,.94E"I.G.. SB60, `;.. y +_ter tLAZIN `Lf$TIN F'A KAW3.146 GA PPG-4718 GA-PPG-4719 SA- N FC.-3146 SA-NFC-3146 llulE, GLAZING and SPACER ASSEMBLIES: G1azinr,Fef' i,Suplief ID- Description. GXPP&=4718: ::5'` ::PPG`Irrdyatrie$ 0.946";2layers;:1/4":5B60#2,90Ar;.1/4"Clear . GA-PPG-4719' ```4 PPG fridustries . ...... 0:946",2layere:alA"-SB60#2,Air, 1'14"Clear SPACER LIST1tC.— Spacer =Ref :. ` ; `. Sup lier ID Description.. SA-NFC,314E •NFRC Product Detail 1 of J. http://cmast.nfre.org/ProductfProductDetail. aspx?productID=68eab92c-f:. a art ohAi a to the .NpIC Compolient Mac eling.Approach (CMAj forNoti-itesidential, En jy Certification' and Rating Home' Switch Units Find New 'Help,: Cogout Umpqua. Bank - Storefront °-:Glass B Product (P-KAW-5466) David Reddy (david361» 11/15/11 1:09 ACE: Mic1)3e1Thomas ACE Company Archlteclural Testing Inc: - PA Product Type:GVVUWU GlaiedWall System Manufacturer, Kawneer Companylnc; Frame by: Kawneer Companylnc: Glazing PPG Industries — Description: Kawneer 451 UT -CO WIGlass B Energy: EnrgvPlus File ID Product Frame Glazing TYpe, Assembly At Actual Size AtNFRCSize Spacer W H U SHGC VT W. H U SHGC [in.] :[in:] [BTUI [WWI hr-ft2-F1 hr-ft2-F] VT Glazed Umpqua FA- KAW-8566'.Wall/Sloped Bank GA-PPG-3931' SA-NFC2843..78.7.4o 78:740 0.331 0.335' 0.617 78.740::78.740 0.331 0.335' 0.617 Glazing :. ...Storefront Glazing Ref:. Glazing Description GA-PPG393i 6ri h SB60 /90"Arg /6mni Clear Glazing ID Flip Gap Width Gap Fill Glazing ID Flip:: [In.] 5284 0.500. Air (10%) /Argon'(90%) Mix 5012 Spacer Ref SA-NFC-2843. . .. .... .................... Spacer Description Technoform:T.GlSpacer C ertifxP.rodiwt.6 Directory Detailed:. Product Raitirigs;. GENERAL. INFORMATION Manufacturer::•:: Therma=Tru Cerporetiori Series Name: Fiberglass Ent Door= Operator Type [:SL: Air Leakage: 0;5' RATINGS:1NFORMi4TION Export-fia.Ecelr CPC; #, 11 /14/2011. 10:10 PM http: f'/search.rtfrc.orgfsearcWcpdrepd searchcletail:asp?cpdriurrt.=THC.. Esiit Directory Search -; Manufacturer Product :._ .:.. .U4actor:SHGC VT Code :: ..... TH C-M- :: :. -. : . . 5 NO:tiTE. Flt.ish.;No,Glass: : 014. 05-02176-00041 ..Iloo1j�1O I Ke Y. Click the coluiiheadersto:sort:the data according to the column header. Condensation, Resistance Found 1 ProductS) { Fir_t; wPreviou :Ne;ct' . La: a Product. Description • Adash "-"in a rating column (SHGC 1VT) indicatesthat there are no NFF2G.certified .values for..that individual product. B accessin and`downloadln FR fromthiswebpage, the user agreesto abide byitie Terms of Use. This web site is opt sized for a' cisplay resolution-af 7024x768, and requires Microsoft Internet Explorer 5.0 or. higher.. : ...........:...::.:...:::.. Using older browsers, non-compatible.bro s or disabling browser features such as:JauaScriptwill reduce site functionality find overall appearance. D oviriload the latest'uersion of Microsoft Internet E xrilorer. DISCLAINER.or LIABILITY In no eve nf a hall the NFRC be liable lot an r daitrages whafsaever(inoluding; withoutlirnitato.n damn es for loss of business ivfils; business ny olber lass Arlin out of the:iia a ofths webs ii)e o i the inform ation obtained from:., lrrferrupton, iass:uf.6usiness lnfofmation;-or :a j ':".git;whethzf.iriciderhal or, : cons a clue ntiat This pro eta ion. s h all'a•pp.ty.even if: the NF R C: has:`b een: a •dveed of the'• Doss ibilrty of s uch'.d arcs ages;• I Bci Ft WED FOR :CODE COMPLIANCE APPROVED is s`. JUL 27 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER VD JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 1R) G L. ALLWVIN> ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date 'Cr 1.0 00 cV CV CO C'M O e- O ci r O W ix ISSUE DATE: 05-22-2015 rW z J 5 J 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 0 z w I 0 z 0 0 e 0 a.. 5 w o° LL o. oa wC ww w w0 a Z o w 0 0 Z� o LL Wu) Z f°w wI-, �? PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENERGY CODE CALCULATIONS A0O9e BID SET/PERMIT COMMENTS Page 1 of 3 1of1 12/212014.1':26 P .\ C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charias w 2 z- u3 LL 29' - 1 1 /4" LOBBY LOUNGE +289.5 COMMERCIAL +291.9 1,200 S.F. PER DEVELOPMENT AGREEMENT NEIGHBORHOOD POLICE RESOURCE CENTER 20'-71/2" e 18'-4" 13'-7" 16'-5" 13' - 1" 254' - 10" 16'-5" 13' - 16'-5" 1 A451 OFFICE ELECTRIcEAL AIL ROOM GARAGE LOB : Y TRASHRAA 288.50 STAIR 3 qip; 115 ,, ,,`�_ io ��I r (RESERVED - POLICE) I aTiUlifl OMP® COMPA(: 29'-103/4" STAIR 1 COtu�PPA� AC 11,14. +291.5 +292.6 100a) -Ob dW00 LOVd R00 10VeL100 JOVd I40 RAGE DOO 1 •' 'r 1 COM CT 105'-71/4" CORRIDOR I PARKING I ARAGE (17) COMPACT STALL + (8'-0"x16'-0" MIN.) (53) LARGE STALLS (:'-6"x19'-0") (70) TOTAL STALLS ( 1) CO ACT min.OMPAC +289.5 13' - 1" I 31 I I 30 III 29 n 15'- 11" 13'-7" 16'-4" +289.5 2 BED-M I I I I 27 I 26 I STEEL POSTS -SEE STRUCTURAL +289.5 2 BED-M WHEE STOP (TYP.) 38'-101/4" A451- +289.0 +288.8 FIRE COMMAND S PER IBC SEC. 911 MACH. RM CHAIN I II II II II II 32 6-.),1 30 29 28 27 II II II II II +289.5 13 I I 4 I I 15 II II 100' - 1 3/4 25'-6" 0Vdn110 INK FENCE 108b III STAIR 2 108a J FLOOR PLAN - LEVEL 1 3/32" = 1'-0" -4444,iiiiir0544044444 Or, Ilertimanf MOIRMAYSLY --11MEMI ' (4) 4" DIA. EXHAUST VENTS PER M.E.P. • ;.DESIGN BUILD.- (4) 4" DIA. INTAKE -VENTS PER M.E.P DESIGN BUILD. dl -1 RANSFORMER NERATOR 'RM /, 10'-93/4" ami►_ -4m= - 0 1A .c. 0' 16' 32' SHEET NOTES . LEVEL 1 CONSTRUCTION TYPE IA, OCCUPANCIES S-2, S-1, R-2, AND B • ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). . REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. INDICATES CONCRETE WALL OR COLUMN PER STRUCTURAL. EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10. M • - • = • M • G • M EXIT ACCESS STAIRWAY ENCLOSURES WHERE CONNECTING FOUR STORIES OR LESS PER IBC 1009.3.1.2 ammes• • e • • as • • . ALL VERTICAL SHAFTS SHALL BE 2- HOUR RATED PER IBC 713.4. • • all. • • Mill • • 0 EXTERIOR WALLS (TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, AND NON- RATED >30FT, FIRE SEPERATION DISTANCE PER IBC TABLE 602. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. 10. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. DOOR TYPE - SEE SCHEDULE SHEET A600 11 WINDOW TYPE - SEE 12. SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 13. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 14. 15. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. 16. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R- VALUES. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. F.E.C.®RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 201 F.E. SURFACE MOUNTED FIRE ,I EXTINGUISHER LOCATE PER TFC. EXIT SIGN PER IBC 1011. 22 REFER TO DESIGN/BUILD PLUMBING PLANS. 23 REFER TO DESIGN/BUILD ELECTRICAL PLANS. •24 REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. I RElifEWED FOR .ODE COMPLIANCE APPROVED l 1 City of Tukwila ELDING DIVISION JUL 2 7 2015 RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER SHEET NOTES JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT _.RRG L. ALLWVINE ATE OF WASHINGTON C 0 0. .` 06 0 PHASE 2 PERMIT SET MEP COORD/BID SET BID SET/PERMIT COMMENTS W RI Nr L.0 a NN N CO c') (y 0 N l[) %- 0 0 REV# N ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 1 SEE SHEET A001 FOR REQUIRED PARKING CALCULATIONS. 2. PARKING STALL SIZE = 8'-6" X 16' - 0" = 8'-6" X 19' - 0" L 3. ACCESSIBLE STALLS STANDARD: 8'-0" MIN WIDTH W/ 5'-0" ACCESS AISLE ALONG ENTIRE LENGTH OF STALL. VAN: 8'-0" MIN. WIDTH W/8'-0" ACCESS AISLE ALONG ENTIRE LENGTH OF STALL PROJECT #: DRAWN BY: CHECKED BY: 1026.05 FLOOR PLAN LEVEL 1 A100 BID SET/PERMIT COMMENTS 5/21/2015 3:33:12 PM , C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charlesr.rvt /12 A510 a ,ok.310 OM a 2 CMS =MIMI 0011111111 a a 264' - 11" a a I Ili II ill I; Ili ( ill lll11ll'I!II li II I 1111 II Il III I I I i I i a USW / OPEN / TO 31' - 11" BELOW MEETING RM M05a LI 1 u MEZZANI E LOBBY II! IIII 1111 ill!t I1.III I i 29'-103/4" CID a =ND a COMM =IMO o a a 111020 OPEN TO BELOW STAIR 3 si18.i�11�1IS CONDENSERS PER MEP DESIGN BUILD; W/ FLOOR DRAIN ® a a 1111111011111111 11111111101111 105'-71/4" STOR. STOR. ® a a STOR. I �4101. AintiF - - 'fir11I OVERHLAD SECTIONAL GARAGE{ DOOR 5 A201 15'-2" +/- 0 ;�1LIIw_ 299.50 ACT COIMPA C I ' 1,O1flI PACT I COMPACT -C MEZZ. GARAGE (14) COMPACT STALLS (8'-0"x16'-0" MIN.) (20) LARGE STALLS (8'-6"x19'-0") (34) TOTAL STALLS (MEZZ.) 17'-0" 34 33 32 (1.-1 30 29 H®H@H®H@ Clef. a 0110 100' - 1 3/4" a 0 STAIR 4 WAIYYIYIYWII^�•7 11 MEDIA RM LOBBY PARTIAL HEIGHT ALL 2'=(MIN.) +303.0 • 1303311 18'-51/2" 7 A510/ )10'-93/4" a o® a a® a o s a / ' \ FLOOR PLAN - MEZZANINE LEVEL 3/32" = 1'-0" 0' 4' 8' I I I I I I I a SIO11101a a 16' NM SIM I 1 I 1 1 I i 1 I I 1 I 1 1 32' SHEET NOTES 1. ME77ANINE CONSTRUCTION TYPE IA, OCCUPANCIES S-2, S-1, R-2, AND B 2. ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). 3. REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. 4. INDICATES CONCRETE WALL OR COLUMN PER STRUCTURAL. 5. EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10. - • mo • OWED • ® • mo • - 6. EXIT ACCESS STAIRWAY ENCLOSURES WHERE CONNECTING FOUR STORIES OR LESS PER IBC 1009.3.1.2 IIIIMEMI111116141111IOSSIIIIMISO4111111111111101111/ 7. ALL VERTICAL SHAFTS SHALL BE 2- HOUR RATED PER IBC 713.4. ammo • • an. • • e • • 8. EXTERIOR WALLS (TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, AND NON- RATED >30FT, FIRE SEPERATION DISTANCE PER IBC TABLE 602. 9. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. 10. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. 11. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE 12. SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 13. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 14. 15. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. REFER TO SHEETS A420-A428 FOR ENLARGED UNIT PLANS. 16. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R- VALUES. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. §F.E.C. RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. Q F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER TFC. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24 REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. !REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION . RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER SHEET NOTES 4V JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA .REG L. ALLIVINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET BID SET/PERMIT COMMENTS v mn In 00 0 NN N !0 00 C) N ON in .-0 0 W Ce ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 1. SEE SHEET A001 FOR REQUIRED PARKING CALCULATIONS. 2. PARKING STALL SIZE = 8'-6" X 16' - 0" = 8'-6" X 19' - 0" C L 3. ACCESSIBLE STALLS STANDARD: 8'-0" MIN WIDTH W/ 5'-0" ACCESS AISLE ALONG ENTIRE LENGTH OF STALL. VAN: 8'-0" MIN. WIDTH W/8'-0" ACCESS AISLE ALONG ENTIRE LENGTH OF STALL PROJECT #: DRAWN BY: CHECKED BY: 1026.05 FLOOR PLAN MEZZANINE 101 BID SET/PERMIT COMMENTS 5/22/2015 11:24:43 AM C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charlesr.rvt Li.i 2 z W-J +/- 6" COMMM ®Is o OM PROPERTY LINE e I s LA. E s ®® ONO ®® ® 01111111111111101111 259' - 6" --11111111ONNIND O O 1111- M s O O e 0 - 11 O MO 32' - 2 3/4" 5'-01/2" 10'-8" 19'-21/2" 18'-91/2" 10'-21/2" 32' - 2 3/4" I A200 3 A310 1 A300 N 1 r 2 BED-D wd 2 BED -El d s 2 BED -El d ,PLUMBING CHASE; _ ('UNIT X32 STACK PER o MEP DESIGN -BUILD BEM a ® ®® ® ® 0111O1130 CON ION 01100 Ili- l II111111 I IWWIIIIIIIIIIIIIImI 1 BED -A ME H. SHAFTS Iwllnmon!_2 Y_ mn11111111111111011nm1nmm1111nm 11' 2 BED -El d 220 30'-0" 1 BED -A ¶1' BED -El d . STANDPIPE CHASE; UNIT X18 STACK PER — MEP DESIGN -BUILD 2 BED-E d wd s A020A =--1208a INTER T CAFE in COMMUNITYI 206b - 0" �- Li Li Li Li LJ Li Li Li —206a _ 1 BED-C d CORRIDOR 207 12'-0" ®- ®® ® COO ®®ONO A201 - 1 BED-C d ---------------- 1 BED -A d 1 BED -Al 1 BED-C 1 rn MECH. A404 n, SHAFT RESTRM 1 \. 1111111111.11111I1 1 BED-B 25' - 2 3/4"- 2 BED-E d s 1 BED -A d s 21 - 0" 1 / 1 A424 11111111 11111 2 BED -El Id PLUMBING CHASE; UNIT X03 STACK PER - MEP DESIGN -BUILD 2BD-E1ds 1 BED-C1 d wd " / FLOOR PLAN - LEVEL 2 3/32" = 1-0" 3'-0" A450 / A0201 L 2 A300 1 A300 OM 1 D o O WM 0' 4' 8' 16' 32' MO MO 1 1 1 I i 1 I 1 I I I 1 I 1 1 SHEET NOTES LEVELS 2 - 5 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: TYPE VA OVER IA W/ 3- HOUR HORIZONTAL BUILDING SEPARATION. 3. ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. 5, EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10, .. — .. — .. 6. ALL VERTICAL SHAFTS SHALL BE 2- HOUR RATED PER IBC 713.4. . 0 O . . M . . 111111111111111111110 . EXTERIOR WALLS (TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, AND NON- RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602, 8. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. • UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. 10. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE 11. A A SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 12, SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. 14. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. 15. v' INDICATES TYPE A ACCESSIBLE UNIT. ALL REMAINING UNITS SHALL MEET TYPE B ACCESSIBLE UNIT CRITERIA PER IBC 1107.6.2. 16, REFER TO ACCESSIBILITY NOTES ON SHEET A002, 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R- VALUES. 18, CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. F.E.C.BRECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. U F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER TFC. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24. REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. FURRED 25. I\\�‘\...�‘, INDICATES FURRED WALL EXTENSION 26. PER IBC 509,4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USES SHALL BE SEPARTED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. TIE - LINED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila RIDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766,8300 www johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 0 .o r. BID SET/PERMIT COMMENTS 0 05-22-2015 W N ISSUE DATE: 05-22-2015 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 LU W U z_ 0 0 O 0 g I z I= 0 w 0 cc a w S 5 S 2W • 0 o• C4 o� ww az a wz H z `mow PROJECT #: DRAWN BY: CHECKED BY: 1026.05 LJ FLOOR PLAN LEVEL 2 A102 BID SET/PERMIT COMMENTS O N Cra- CI) 0 A200 Users\charlesr\Documen 1 I I i +/- 6" N 3'-6" ifl 1'-0" 0 r- 0 2'-0" N E) N N 0 M r a 1 2'-0" 2'-0' 2'-0' 2' 0" C110 COO 32' - 2 3/4" 2 BED-E1 •r PLUMBING CHASE; UNIT X32 STACK PER MEP DESIGN -BUILD N 1 BED-C3 wd A 2 14'-5" CEO CEO anminnnnnrnmummy .I N 11'-7" COO COO O O 6'-0" COD COD MECH. SHAFTS 24'-91/4" 9 18'-2" 5'-01/2" 10'-8" -RASH Rh1 7'-5" 5'-10"� 1 BED -Al 5 A301 to 1 BED -A A201 4 A423 COO COO 001=1=1 ass COO 11100=011011 COO COO =2=0 CIO COO 1111===M1 18'-91/2" 2 BED -El L30' - 0" BED-E d wd 319 A202 FURRED 19'-21/2" STANDPIPE CHASE; UNIT X18 STACK PER MEP DESIGN -BUILD 2 BED -El Ld L30' - 0" i 2 BED-E FURRED 8B 259' - 6" o i)U A201 147' - 0" 18'-91/2" 1 BED -Al 20'-0"316 CORRIDOR 1 BED -Ad 315 FURRED 3 J COO COO ==1 COO COO C21== CIO COO ammer A201 1 A423 A202 1 BED-C d FURRED i A201 10' - 2 1 /2" 1 BED -Al 20'-0"312 0 0 M 1 BED-C MECH. c) SHAFT 5'-31/2" X A 25'-23/4" 1 BED-B 1 BED -A 2 BED-E_d 2 BED-E d wd 302 24' - 0" 2 BED-D 308 32' - 2 3/4" 32' - 2 3/4" MECH. SRA PLUMBING CHASE; UNIT X03 STACK PER MEP DESIGN -BUILD O 302 U) 10' - 10" 18'-2" COO ONO =ORO COO 010111 0 N I 2'-0" 2' - 0" CV 2'-0" Co 3'-0" i I CEO 0=1 =MOM ONO CIO =CM COD ONO 1 FLOOR PLAN - LEVEL 3 3/32" = 1'-0" 0' 4' 8' 16' 32' I SHEET NOTES LEVELS 2 - 5 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: TYPE VA OVER IA W/ 3- HOUR HORIZONTAL BUILDING SEPARATION. 3. ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). 4. REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. 5. EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10. . . ® . . ® . . 6. ALL VERTICAL SHAFTS SHALL BE 2- HOUR RATED PER IBC 713.4. . EXTERIOR WALLS (TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, AND NON- RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. 8. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. 9. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. 10. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE 11. SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. 14. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. 15. INDICATES TYPE A ACCESSIBLE UNIT. ALL REMAINING UNITS SHALL MEET TYPE B ACCESSIBLE UNIT CRITERIA PER IBC 1107.6.2. 16. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R- VALUES. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19 §F.E.C. RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. U F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER TFC. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24. REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. FURRED 25.I\\\\\\\\\\'.\\\\\ INDICATES FURRED WALL EXTENSION 26. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USES SHALL BE SEPARTED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. i. Y`CE1WED FOR 9ODE COMPLIANCE APPROVED _ JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER au JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA _,RRG L. ALLWINR ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET BID SET/PERMIT COMMENTS w Ca in .1r Lo to !- T r '6" IS N co A 9 1- ON U) r- O 0 REV# N ISSUE DATE: 05-22-2015 W 0 z J 5 co tW V J 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 FLOOR PLAN LEVEL 3 BID SET/PERMIT COMMENTS SHEET NOTES A200 ti N I� (+/-) 6" CIOND COO COD COO 32'-23/4" 2 BED-D wd 2 BED -El 2 BED -El 430 PLUMBING CHASE; UNIT X32 STACK PER MEP DESIGN -BUILD Jo o CI= CO= o ® o 0 20'-0" 5' -01/ " 10'-8" / 1 BED -A w TRASH 1 BED-B 423 1 BED-C d wd A 2 BED-E d 431 ODD ODD COD COO =OD COO CIO 20'-0" A BED -Al COD COD COD CMS =ME= 0 0 0 0 EMOSO11=1D 0® o 18'-91/2" o 11'-2" 2 BED -El BED-E d wd FURRED 0 19'-21/2" STANDPIPE CHASE; UNIT X18 STACK PER MEP DESIGN -BUILD 11'-2" 2 BED-E FURRED ' COIDOSOOD ® o 259' - 6" 0 18'-91/2" A201 10'-8" 0 1 BED -Al 1 BED -A d FURRED az) COD CORRIDOR COO COO =IP I I i 1 BED-C 414 o CND o ® = o 0 COMO111= 0 0 OW= 0 0 6112=1111100 0 41=01MOI 0 0 34'-4" 1 BED-C d FURRED 10'-21/2" 0 1 BED -Al 1 BED -A 25'-0" 1 BED-C 1 BED-B 1 BED -A 406 2 BED-E d 404 2 BED-E d wd 32' - 2 3/4" MECH. SHAFT 2 BED- 1 PLUMBING CHASE; UNIT X03 STACK PER MEP DESIGN -BUILD 2 BED-:1 1 BED-C1 w41 3 0 TAIR 2 3' - 0" o o 1111111=1111111 o 0 o 0=I 0 0 0 0 4110111101121111111110® 001=0 o 0 = 0 0 0 0 ®o o 0' 4' 8' 16' i i i L 32' 0 1 I 1 I 1 1 1 1 1 1 1 I I i 1. LEVELS 2 - 5 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: TYPE VA OVER IA W/ 3- HOUR HORIZONTAL BUILDING SEPARATION. 3. ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). 4. REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. 5. EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10. 011101010 • • ® • • ® • • 6. ALL VERTICAL SHAFTS SHALL BE 2- HOUR RATED PER IBC 713.4. COO=• • ® • • ® • • COODZOO 7. EXTERIOR WALLS (TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, AND NON- RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. 8. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. 9. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. DOOR TYPE - SEE 10. SCHEDULE SHEET A600 WINDOW TYPE - SEE 11. A A SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. 14. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. 15. v' INDICATES TYPE A ACCESSIBLE UNIT. ALL REMAINING UNITS SHALL MEET TYPE B ACCESSIBLE UNIT CRITERIA PER IBC 1107.6.2. 16. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R- VALUES. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19 F.E.C.®RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER TFC. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24. REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. 25.i''''‘.`�‘,\FURRED INDICATES FURRED WALL EXTENSION 26. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USES SHALL BE SEPARTED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVIEWED FOR CODE COMPLIANCE A PROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION • RECEIVED CITY OF TUKWILA MAY 2 2 2035 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT R) G L. ALLSVINR ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET BID SET/PERMIT COMMENTS Date "tr LO LO r r r- NNN 0 'M N 09 CV t() r-oo REV# N ISSUE DATE: 05-22-2015 V z J M5 W 0 J 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 z w W z 0 z m z 0 Co z x 0 U Q. Q. Ell s 5 LQo w co co 00 Wz ui W wF PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Author Checker FLOOR PLAN LEVEL 4 BID SET/PERMIT COMMENTS 5/21/2015 3:33:36 PM. A200 C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charles w 2 z.. I I I fi 32' - 2 3/4" PLUMBING CHASE; UNIT X32 STACK PER MEP DESIGN -BUILD 1 BED-C3 wd 534 14'-5" P II II DI J�o CV 17'-7" 20'-0" '-01/2' 10'-8" 1 BED -A w 524 / 9' _I4" MECH. SHAFTS II 1 A313 505 RASH R 1 BED-B 523 24' - 9 1/4" II II II c i° a r 1 I 6) 18'-91/2" 0 11'-2" 19'-21/2" 0 2 BED -El 30'-0" m (7) 1 BED -A 521 20'-0" 2 BIED-E 1519 w 30'-0" 11'-2" 2 B30' - 0" Wd STANDPIPE CHASE; UNIT X18 STACK PER MEP DESIGN -BUILD 518 517 30'-0" I 259' - 6" A313 18'-91/2" 20'-0" 0 0 IC ) 515 10'-8" n-- 1 BED -Al 516 34'-4" 0 10' - 2 1/2" 25'-0" 32' - 2 3/4" „ - H 20' 0" 0 1 BED-C 514 25'-0" 25'-0" BED -Al 20'-0"512 I11 m 1 BED-C 513 1 BED -A 511 00 0 GI 1 BED-C 510 0oI JANIT-OR 509 !TI MECH. 0 SHAFT 503 STOR. ,. . 25'-0" 20' 0" 1 BED-B 509 -CORRIDOR 25'-23/4" 7' - 5" 1 BED-C wd 529 2 BED-E 531 STAIR 1 18'-2" 10 A45e 5'-10" to co 0 in N U) 0 M M A201 A425 A202 A201 147'-0" A202 A201 U 7'-5" II II II 0 0 N 1 BED -A 506 0 0 M U) 0 M 2 BED-E 504 2 BED-E wd 502 II II F.E.C. F.E.C. EXIT 32' - 2 3/4" PLUMBING CHASE; UNIT X03 STACK PER MEP DESIGN -BUILD 508 N OMB 411=11111110 OM N 0 2'-0„ CV N 0 N 2' - 0" CV N 0) 2'-0" (DE �1 N 0 N 2'-0" y UIv 1 BED-C1 wd 501 M d' X 502 24'-0" 10' - 10" STAIR 2 M iT 18'-2" 3- 0' COW CM =I CND CEO 1111111. CMS CNN OMB A201 4� A45/J I I I 1 1 I 1 I I 1 L. C2111 =1=1= CIO CMS =11=11 CEO COO ®® COD CM CIO OMB ClIZONIMIND®® CM11101=1111111 ®® 11111111111111111=10 MOM ®®® CEO ®CND ® 05 - LEVEL 5 3/32" = 1'-0" 0' 4' 8' 16' 32' 41.1 1 I 1 1 I 1 I 1 1 I 1 I 1 SHEET NOTES LEVELS 2 - 5 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: TYPE VA OVER IA W/ 3- HOUR HORIZONTAL BUILDING SEPARATION. 3. ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). 4. REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. 5. EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10. ® • • ® • • ® • • 01111111111111111. 6. ALL VERTICAL SHAFTS SHALL BE 2- HOUR RATED PER IBC 713.4. ® • • ® • • ® • • 7. EXTERIOR WALLS (TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, AND NON- RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. 8. CORRIDOR WALLS ARE 1-HOUR RATED W/ 20 MINUTE PROTECTED OPENINGS PER IBC TABLE 716.5 & MIN. STC 50. 9. UNIT DEMISING WALLS ARE 1-HOUR RATED PER IBC 708 W/ MINIMUM STC 50. DOOR TYPE - SEE 10. SCHEDULE SHEET A600 WINDOW TYPE - SEE 11. SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & WINDOW SCHEDULE. 14. REFER TO SHEETS A420-A429 FOR ENLARGED UNIT PLANS. 15. v INDICATES TYPE A ACCESSIBLE UNIT. ALL REMAINING UNITS SHALL MEET TYPE B ACCESSIBLE UNIT CRITERIA PER IBC 1107.6.2. 16. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 17. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R- VALUES. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. F.E.C.®RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER TFC. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 24. REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. FURRED 25. I.\...>>'\..'.�'..I INDICATES FURRED WALL EXTENSION 26. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USES SHALL BE SEPARTED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 272015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER 4D JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLWINR ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET BID SET/PERMIT COMMENTS Date "Zr 1.0 r- V- - OO f') O (-1 L) ,-0 0 REV# N ISSUE DATE: 05-22-2015 co co cc I w w cn �2}} O co TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 FLOOR PLAN LEVEL 5 BID SET/PERMIT COMMENTS u- 12" PARAPET (TYP.) ROOF DRAIN AND OVERFLOW. RUN ROOF DRAIN DOWN DEMISING WALL BELOW, AND TIE INTO INTERNAL BLDG. DRAIN PIPE SYSTEM. BUTTERFLY SLOPE ROOF 1 1/2"/12" (TYP.) CRICKET (TYP.) 24" PARAPET (TYP.) SLOPE ROOF 1 /2"/12" (TYP.) 24" PARAPET (TYP.) TRASH CHUTE EXHAUST FAN 12" PARAPET (-TYP 1009.16.2 PROTECTION AT ROOF HATCH OPENINGS. WHERE THE ROOF HATCH OPENING PROVIDING THE REQUIRED ACCESS IS LOCATEAD WITHIN 10 FEET OF THE ROOF EDGE, SUCH ROOF ACCESS OR ROOF EDGE SHALL BE PROTECTED BY GUARDS INSTALLED IN ACCORDANCE WITH THE PROVISIONS OF SECTION 1013. BUTTERFLY SLOPE ROOF 1 1/2"/12" (TYP.) 1/4"/12" CRICKET AT BUTTERFLY GUTTER TO D.S. TO ROOF BELOW 24" PARAPET (TYP.) —• SLOPE ROOF 1 /2"/12" (TYP.) 24" PARAPET YP STAIR PRESSURIZATION EQUIPMENT; MIN. 10'-0" FROM PARAPET EDGE CRICKET (TYP.) CERTAINTEED SBS MODIFIED BITUMEN ROOFING ELEVATOR PRESSURIZATION EQUIPMENT CRICKET (TYP.) 12" PARAPET (TYP.) ROOF HATCH ACCESS W/ALTERNATING TREAD DEVICE 42" MIN. HT. PARAPET AROUND ROOF HATCH FOR FALL PROTECTION; MEASURED FROM THE TALLEST POINT OF ROOF STANDING SEAM ROOF AT UNIT BUMP OUTS; SLOPE 3"/12" (TYP.) * PARAPET DIMENSIONS MEASURED FROM TOP OF ROOF ELEVATION UNOCCUPIED ROOF UNVENTILATED CERTAINTEED SBS MODIFIED BITUMEN ROOFING 12" PARAPET (TYP.) 36" PARAPET (TYP.) 24" PARAPET (TYP.) SLOPE ROOF 1 /2"/12" (TYP.) ELEVATOR PRESSURIZATION EQUIPMENT SMOKE EVAC. EQUIPMENT 12" PARAPET (TYP.) 36" PARAPET (TYP.) 36" PARAPET (TYP.) / CRICKET (TYP.) --- 1 /2"/12" 24" PARAPET (TYP.) SLOPE ROOF 1- 1 /2"/12" (TYP.) 24" PARAPET (TYP.) STAIR PRESSURIZATION EQUIPMENT; MIN. 10'-0" FROM PARAPET EDGE PARAPET HEIGHT TO MATCH NORTH WING STAIR 1 (1-- ROOF PLAN CRICKET (TYP.) SHEET NOTES SEE STRUCTURAL DRAWINGS FOR ROOF FRAMING. ALL ROOFING TO BE CLASS B MINIMUM PER IBC 1505 AND TABLE 1505.1. ALL ROOF SLOPES ARE 1/2"/FT. U.N.O PROVIDE OVERFRAMING AT CRICKETS, SLOPE 1/2"/FT. TO ROOF DRAINS AS SHOWN. ATTIC SPACE COMPLETELY FILLED WITH INSULATION TO ELIMINATE "CONCEALED SPACE" PER NFPA 13 SEC 8.15.1.2 AND 8.15.1.2.7. ATTIC SPACE IS UNVENTILATED PER IBC 1203.2, EXCEPTION 4 CONDITIONS 4.1 - 4.5. ITEM 4.5 C. AIR -IMPERMEABLE INSULATION AND AIR -PERMEABLE INSULATION HAS BEEN SELECTED FOR USE. A PARAPET NEED NOT BE PROVIDED ON AN EXTERIOR WALL WHERE ANY OF THE FOLLOWING CONDITIONS EXIST PER IBC 705.11: THE WALL IS NOT REQUIRED TO BE FIRE -RESISTANCE RATED IN ACCORDANCE WITH TABLE 602 BECAUSE OF FIRE SEPARATION DISTANCE. DRAFTSTOPS ARE NOT REQUIRED IN ATTICS OR OTHER CONCEALED ROOF SPACES PER IBC 718.4.2, GROUP R-2, EXCEPTION 2 WHERE THE FOLLOWING CONDITIONS EXIST: DRAFTSTOPPING IS NOT REQUIRED IN BUILDINGS EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1. 10. ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED FIRE BARRIERS. REFER TO SHEETS A005 & A005A FOR FIRE ASSEMBLY KEY PLAN W/ WALL TYPE TAGS & LOCATIONS. REFER TO SHEET SERIES A006 FOR ASSEMBLY DETAILS. 11. SHAFTS & STAIR ENCLOSURES EXTEND THROUGH ATTIC TO UNDERSIDE OF ROOF SHEATHING UNLESS NOTED OTHERWISE. 12. SHAFTS THAT DO NOT EXTEND TO THE UNDERSIDE OF ROOF SHEATHING SHALL BE ENCLOSED ON TOP WITH A 2-HOUR RATED ASSEMBLY. PER IBC 713.12. SEE MECH. DESIGN/BUILD FOR LOCATION AND TERMINATION OF SHAFTS AT ATTIC/ROOF. 13. ALL ROOF AREAS SHALL BE SLOPED TO A DRAIN AND OVERFLOW DRAIN U.N.O. THRU WALL SCUPPERS AS SHOWN. PROVIDE OVERFLOW OUTLET THROUGH ROOF TO DAYLIGHT. SEE DETAILS: 506 14 506 14. ALL VENT OPENINGS TO HAVE 1/4" CORROSION RESISTANT METAL MESH COVERING. 15. REFERENCE MECHANICAL & PLUMBING DESIGN/BUILD DRAWINGS FOR EQUIPMENT & CURB LOCATIONS AND PENETRATIONS. SEE DETAILS: 8 �506� 506 DEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT aril, REG L. ALLWINE ATE OF WASHINGTON 0 y aa) tC w 0: ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 z w I- 0 z 0 z z 0 0 z 0 I o o� oLL ww w wo a 0� za LL w wz PROJECT #: DRAWN BY: CHECKED BY: 1026.05 ROOF PLAN BID SET/PERMIT COMMENTS a In c M CV 0 N C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charlesr.rvt w z J Lr 18 16 CONC. REVEAL LINE @ FLR. LEVEL; STOP @ REVEAL LINE OF STAIR I I > CONC. REVEAL LINE @ STAIR WALL ANGLE OF WALL SET BY MIN. HEIGHT ABOVE TREADS CAST -IN -PLACE FORMED CONCRETE (6" MIN. THICKNESS) EAST PATIO WALL - SIDE APPROACH 3/16" = 1'-0" LEVEL 1 289.50 CONCRETE REVEAL LINE @ FLR. LEVEL CAST -IN -PLACE FORMED CONCRETE (6" MIN. THINKNESS) ANGLED WALLS (MIN. 42" ABOVE TREAD) PIPE RAILING; PAINT TO MACTCH DARK BRONZE LEVEL 1 289.50 CONCRETE FORMED STAIRS W/ NON -SLIP CAST METAL NOSING EAST PATIO WALL - FRONT APPROACH 3/16" = 1'-0" 24 20'-6" 30 21 24 —4115/55 20 18 EAST ELEVATION 3/32" = 1'-0" 17 III11111111" s:P I111IIIIIIII` III !I'll I ' III IIIIII" -, .,, MIEN �k11'. m„;j.,,r �r�.,,,,!?1-WI ®,,,.10 Mill 10 % 1 NORTH ELEVATION 3/32" = 1'-0" HIGH PARAPET 350.50 PARAPET HT. 350.11 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 EZZANINE LEVEL 299.50 LEVEL 1 289.50 ti HIGH PARAPET 350.50 PARAPET HT. 00 350.11 ROOF 348.11 �\ TOP PLATE S 345.53 CV LEVEL 337.44 M �r M M F- 0' LEVEL 4 328.29 LEVEL 319.15 LEVEL 310.00 iD 0 fZZANINE LEVEL `` 299.50 0 0 I- LEVEL1 289.50 VD JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON BID SET/PERMIT COMMENTS w co 0 �� 00 N 0 M O � 0 CVi-0 r- 0 N N tt) O w re N ISSUE DATE: 05-22-2015 REA WED FOR CODE COMPLIANCE APPROVED • JUL 2 7 2015 City of Tukwila BUILDING DIVISION .: • RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER ALL VENT SHROUD COVERS TO MATCH ADJACENT SURROUDNING FINISHES. ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES GRAFFITI - RESIST COATING SIDING- MOSAIC 3 HARDIE PANELS W/ REVEALS SHERWIN WILLIAMS SW 6369 - TASSEL SMOOTH WINDOW TRIM - METAL SIDING 1 X J-MOULDING COOL COLONIAL RED (MATCHES SW7585) ALUMINUM ANNODIZED BRONZE 9 25 BOLT -ON BALCONY 17 1 MASONRY BASE BRICK MUTUAL MATERIALS , IMPERIAL GRAY -SMOOTH SOLDIER COURSE SIDING- MOSAIC 4 HARDIE PANELS W/ REVEALS SHERWIN WILLIAMS SW7585 -SUNDRIED TOMATO SMOOTH WINDOW VINYL ALMOND 26 GUARDRAILS ALUMINUM ANNODIZED BRONZE 10 2 MASONRY ACCENT BRICK MUTUAL MATERIALS , CASTLE GRAY - SMOOTH 18 1 CAST COPING SIDING - METAL FLAT PANEL METAL ANTIQUE PATINA HORIZONTAL EXTERIOR DOORS INSULATED METAL CLAD SHERWIN WILLIAMS SW 6159 - HIGH TEA 27 SLIDING GARAGE DOOR METAL -PAINTED COLOR MATCH ANNODIZEDRONZE W / MESH PANEL PRIVACY SCREEN 11 3 MASONRY COPING BRICK MUTUAL MATERIALS , CASTLE GRAY - SMOOTH 19 GRAFFITI -RESIST COATING SIDING - METAL CORRUGATED COOL DARK BRONZE HORIZONTAL FACSIA, PARAPET CAP AND FLASHING POWDER COATED METAL FLASHING COLOR TO MATCH - DARK BRONZE 28 GREENSCREENS METAL -PAINTED COLOR TO MATCH ANNODIZED BRONZE 12 4 CONCRETE CAST -IN PLACE CONCRETE W/ REVEALS NATURAL GRAY - PATCHED & SACKED 20 SMOOTH SIDING -ACCENT 1 X 6 CEDAR CLEAR COAT CLEAR / TIGHT KNOT CANOPIES POWDER COATED FABRICATED STEEL COLOR TO MATCH -DARK BRONZE 29 GARAGE OPENINGS/ 2 X2 METAL MESH - PAINTED COLOR TO MATCH ANNODIZED BRONZE 13 5 SIDING HARDIE PLANK 7" SHERWIN WILLIAMS SW 6121 - WHOLE WHEAT 21 SCREEN LAP SIDING SMOOTH HORIZONTAL TRIM BAND 1 X 10 HARDIE TRIM SHERWIN WILLIAMS SW7048 -URBANE BRONZE SOFFIT CEDAR CLEAR STAIN LOBBY AT ENTRY 30 SIGNAGE TBD 14 6 SIDING HARDIE PANELS W/ REVEALS SHERWIN WILLIAMS SW 6159 - HIGH TEA 22 SMOOTH CORNER TRIM 1 x 4 HARDIE TRIM PAINT TO MATCH ADJACENT WALL SURFACE DECORATIVE COLUMNS METAL - PAINTED COLOR TO MATCH CEDAR WOOD 31 DECORATIVE SCONCE LIGHTING FACTORY FINISH - BRONZE 15 7 SIDING -MOSAIC 1 HARDIE PANELS W/ REVEALS SHERWIN WILLIAMS SW 6121 -WHOLE WHEAT 23 SMOOTH WINDOW TRIM 1 x 4 HARDIE TRIM SHERWIN WILLIAMS SW7585 - SUNDRIED TOMATO STOREFRONT ALUMINUM ANNODIZED BRONZE 32 VENT SHROUD METAL -PAINTED COLOR TO MATCH ADJACENT SURROUNDING FINISHES 16 8 SIDING- MOSAIC 2 HARDIE PANELS W/ REVEALS SHERWIN WILLIAMS SW 6272 - PLUM BROWN 24 i 'W^ z E.) -J 5 co /WU V 3 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 U EXTERIOR ELEVATIONS A2OO BID SET/PERMIT COMMENTS VH1111lllpym ( 4 \ WEST COURT ELEVATION @ NORTH ALCOVE 3/32" = C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charlesr.rvt r 28 26 a that::: 11:11::1 -1- 26 GAS METER LOCATION PER DESIGN -BUILD ill!!III, II!IIIIIIIIIIII!NIRIII'IIIIh'INI IIII,,I.IIIIIIIII11II11It11IIIII1111111I I1U11 14 A503 14 EAST WEST COURT ELEVATION 3/32" = 1'-0" WEST ELEVATION 3/32" = 1.-0" 29 (4) 4" DIA. INTAKE VENTS PER M.E.P. DESIGN BUILD. v n 1 CV HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 �C ANINE LEVEL S 299.50 LEVEL 1 289.50 HIGH PARAPET 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 WEST COURT ELEVATION @ SOUTH ALCOVE 3/32" = 1'-0" SOUTH ELEVATION 3/32" = 1'-0" co M o) 0) tzt 0) HIGH PARAPET S 350.50 PARAPET HT. CV 11 0 r- 0 0 350.11 TOP ROOF 348.11 PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 s 11:f EZZANINE LEVEL 299.50 LEVEL 1 289.50 N N ti JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 5 n 0 PHASE 2 PERMIT SET MEP COORD/BID SET BID SET/PERMIT COMMENTS d 0 vLO Lo NN N 0 M cm I- N ON u) ,O o REV# N ISSUE DATE: 05-22-2015 REVitWED FOR ODE COMPLIANCE APPROVED JUL 2 2015 City of Tukwila BUILDING DIVISION (4) 4' DIA. EXHAUST VENTS PER M.E.P. RECEIVED DESIGN BUILD. CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 u u EXTERIOR ELEVATIONS A201 BID SET/PERMIT COMMENTS 5 11111111 C:1Users\charlesr\Documents11026-Tukwila Village Bldg_E-Central._charlesr.rvt T 1 A300 1 1 20 T I I Hf I I 1- I I I I I 1 1 25 6 NORTH COURT ELEVATION 3/32" = 1'-0" �IIIIIIIIIIIIIII 11111111 10 SOUTH COURT ELEVATIO 3/32" = f 'Co Co o U) kr M a) M o) 0 0 0 o (a 0 0 HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 ti d� MEZZANINE LEVEL 299.50 LEVEL 1 289.50 HIGH PARAPET 350.50 N PARAPET HT. 11-10 350.11 ROOF 348.11 TOP PLATE 345.53 LEVEL 5 337.44 14 LEVEL 4 _, 328.29 LEVEL 3 319.15 LEVEL 2 310.00 MEZZANINE LEVEL SI 299.50 RE\ WED FOR ODE COMPLIANCE ' APPROVED !JUL 27 2015 City of Tukwila FOLDING DIVISION LEVEL 1 289.50 RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER a� JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AlA ,REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date v in N N OOA 0 . O N O W IY ISSUE DATE: 05-22-2015 W 0 cc) 5 'Wn V — 5 - � TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Author Checker EXTERIOR ELEVATIONS A202 BID SET/PERMIT COMMENTS ORRID 01 2 BED -El I A IRO 2 BED -El d 3/A300 2/A300 1/A300 L th A301 ZANINE LOBB BUILDING SECTION KEY PLAN 1 BEb-C3 wd s S. dAa� SaAtiav i NEIGHBORHOOD POLICE RESOURCE CENTER STAIR 3 STAIR 1 :1111.1.11111`t III III —I I-1 1-1 11-1 11-1 11-1 11-1-1 11-1 I I-1 11-1 I I I—III-1 I I=1 I I ;III ;III ; II I I III ;III III ;III I I 1 >I 1 B-DJA1-d I—llL 11-1 I l=111-111-111—III—III-111-1 I I —I I I —I I I —I 11=I I-1 I I—III1-1 I E III-111-111 1 I I—IIIII—T I 84tlJ7P'F, a4 444 RRIDOR I �•-I 12 BED-E1 wd rat 4-- 2 BED -El!! wd PARKING GARAGE 8.884480,4404 STOR. RRIDOR At at BED=E1-wd 1 2 9ED-E1 Ia ; r �rwr;a; 91d 14440 (1140wkl elf 1-BED-A NEIGHBORHOOD 11 BED-C b4 -1BED-C 01, f= STOR. STOR. CORRIDOR RRIDO RRIDO A� a4jian , 4!' —PO ir.F R.FSOURrF CENTER —IIT—III —I II III—I II —III—III—III—III— —II—II I —I 1=1 I —III —III III=1II=1II=III =111=III=111=111=1 —II —I--I—I-1 I I—� IOW Aro,,,'.iw i to ii `, `fit 1 BED-C • wd s r 411a, '8 EXTEND INSULATIO I ICI III III 11=1 I 1-1 I I1 111 11-1 11-1 11 II I-1 I •I I —1 I I-1 I I-1 BED -Al lax t 2' MIN. i JANITOR JANITOR i 2 BED-E CORRIDOR CORRIDOR CORRI ' OR 3-HR. FIRE BARRIER II- i CORIDOR 3-HR. FIRE BARRIER/1 PARKING GARAGE i i 88 MACH. R du8E8,, 8'48 av�jx°k�c —II I I —III —III —I I —III —III —III —III —III —III III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III II —III —III I I I III III —I I I I I III III—III-1 I I I-1 II-1 I I I I —I I —III—I I I—III I I III-1 I I —III —II I —II I-1 I I-1 I I-1 I I —I I 1—I I —III —III —III— I I —III —I I 1-1 II III—III-1 I I —I �.J'WW.R'16 HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF 348.11 TOP PLATE 345.53 _ LEVEL 5 337.44 O LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 BUILDING SECTION - THROUGH EAST WING 2 BEDI E1 2 BEII-Ei d s 3-HR. FIRE BARRIER HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 1 z O U z -O U w 0 F —III—I I — I III —I I I I ==111=11 =1 11= 2Rca Rn FNDN 287.00 HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 REVIEWED FOR DE COMPLIANC APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISIO ME77ANINE LEVEL 299.50 LEVEL 1 289.50 ..,.' RECEIVED CITY OF TUKWI / ' \ BUILDING SECTION - THROUGH STAIRS N-S 3/32" = 1'-0" MAY 2 2 2015 PERMIT CENT JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA REGISTERED ARCHITECT >REG L. ALLWINE ATE OF WASHINGTON ISSUE DATE: ROJECT #: RAWN BY: NECKED BY: 05-22-2015 1026.05 BTF Checker BUILDING SECTIONS R BID SET/PERMIT COMMENTS 01111 110 B.2 B 6 C C.4 C ) 1 � 1 BED -Al 1 BED -A OR IDO 1 BED -A 3-HR. 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A00018801 - BED -El d s 11111111111111 00400048401000 I: r- 348.11 HIGH PARAPET 350.50 PARAPET HT. 350.11 ROOF s'8- co co M 0 TOP PLATE 345.53 LEVEL 5 0 U co IX M 0) z Co O en co a LEVEL 3 0 337.44 LEVEL 4 328.29 319.15 LEVEL 2 310.00 IC°:ZZANINE LEVEL lAMMailos ORRID a� 800 RRIDOP RRIDO III=III II -III I-III-III-III-1 I I -III -I 11-III-III-I -i I I-III-III-III-III-III-III-1 I I -I I =1 I-1 I �=1 11=1 11=III=III=111=111=III=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=III=III=1 11- III=1 I I-1 I I=1 I I=1 I I=1 11= I I=1 I I- I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I I 11= =1 I=1 I =1 I I=1 I I=1 I=1 I=1 I I=1 I I=1 I =1 I I=1 I=1 I I=1 I =1 I I=1 I I=1 I =1 I=1 1-1 1/A301 T O N O Q M BUILDING SECTION KEY PLAN 1" = 80'-0" O L! =1 -11 t-=111=1-1=I-II=I-II=I-t-111I=-II=-11.n- l In- 11=III-111I=II-11n- 11=-111=-111=11 I-111=III-II 1-III 111=111=III=III=11=111=I111E111E1 11=111E1 I MI 11E111= 11E-1118a 11,11: I-1 I-111-11 I-111-111-1 I I-111-111-111-111-11 I-111-III-I 1 I-11 I -I 11-11 I-111=1 =1 I=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=III=1 I I=I I I II I=1 11=1 11= 11=1 11=1 11=1 11=1 I I=1 3� BUILDING SECTION - SOUTH WING E-W 3/32" = 1'-0" 0000 III- I -11 1= III -III- II-III-1 I=1-111-111=1 ii9 III III III III III III I 1=1 = 1 M 1=111=111 1 I I-1 11-111-1 I I-Th I-III=1 1=1 11-1 11- I r t-L1_i-ILi_Li_I_081--1_ 8 1 R1CV 8AMM084,A824000,CA'rvr+Q;,,w:0848bR4 ^RS,d 8A 2 BED-M 1 1 , i III 111 11- I 1=111=1 =111=III=11=111-III =11 1111=11 I I - . . III...II II-�III III II III 111 IIC- II 111 .,II -1 I I-1 I I-1 I I-1 1- 11-1 11-1 11-1 11=1 I1=1 I1=1 1 I=1III1 II r- IIIIIIIIIlIII II III IIIl (IIII IIIIr III IIIIII 299.50 ti v JOHNSON BRAUND INC. y x g v !i LEVEL 1 2Ra tin 287 00 I1IIIII1IIIIIIIIIIIIIIIiIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIII 111III111-II III II=IIIIIIIIIIIIIIIII IIIII I IIIIIIII IIIIIIIIII FNDN BUILDING SECTION - THROUGH GARAGE RAMP 3/32" = 1'-0" TYP. 1 BED-B 1-1 11#111 0"0wb M70 000T808 48088888820W;i800080800WW00W0000088m80080>e800 00880Aa00770p8o%x`dd': 883il;a ftfiiibIk98604 kb, ':Bt,iJ ",'0I840, Ml.Rwn°SP'^?,Ji,k;,Rlt;i.pm0l"0nd,;R`i'&8`^fOR�° PARKING GARAGE ',tiFj�: III -III -I 111=111=111=111=111=111=111=1 I I=1 11= 11a 1111111111111_I -1 I-11 I-111-11 I-111-11 I-11 I-111-1 I I- 111=III=III=III=111=III=III-111=III-1 SIM. OPP. 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Williams, AIA C 0 U CI PHASE 2 PERMIT SET MEP COORD/BID SET Date v L) N N O I Oo W ISSUE DATE: 05-22-2015 640w8D FOR rCODE COMPLIANCE „ APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION W 2 J M5 W rLU J "§" 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC z w >- I- 0 z 0 z z 0 CI) s 0 0 3 U W a. a 5 w 00 LL Qa w004 aw ¢F wo a wz co CO PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF Checker BUILDING SECTIONS A301 BID SET/PERMIT COMMENTS 14 A506 9A inf ti*�14I*4'%*,' Ifff.v�vv h i!i�i',AAi!vl11t�ww'a�itiMi 18s.1Y/ P. O. • II1 J'''''/711� A504 TYP. (7 ' A504 TYP. 19 \504 ■ ■ i • 503 8A SUNROOM PARAPET HT. 350.11 .dr...r.•.•.•.,WAWA ...•.•.•..or.•...MAW/ .,J•.r.•.•.•.rr.„IN ,•.•..r.....r.•.r.•.YA..,r r. 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ALLWVINE ATE OF WASHINGTON 0 tC W ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC I- 0 z w w W 2 d z 0 z m z 0 z x a F=- Z 0 a. a 5 5 w o00 CL oa Wre C4 W a= al0 W¢ z Ow c0 CO 00 ow nw PROJECT #: DRAWN BY: CHECKED BY: 1026.05 Author Checker WALL SECTIONS BID SET/PERMIT COMMENTS 5/21/2015 3:34:49 P aLcharlesr.rvt a) WI a a) D) co w 2 w SIM. 2C MEZZANINE LEVEL 299.50 1A A511 WALL SECTION 12 - WEST GATE 1/4" = 1'-0" 9A t ^.. AIA r• / CC, .Yl 1 >: t �,i•�_�`, /,,y 2 BED-E 8A 2 A503 5 A506 7A +.►. it. ., 2 BED-E d 8A 2 BED-E d 8A 4F1 4F1 / 14 A504 5 A503 SIM. COMUNITY RM. 2C2 7A TYP. 8 A501 2C PARKING GARAGE 2B PARKING GARAGE 2A I I —I I l—I l 111 11 � l—Ill—I l Il I• —I � 1—I I l I l I.111iII I lI I I 0 (V ti N M a) M a) fo I EVi WED FOR CODE COMPLIANCE f APP OVED JUL 2 7 2015 Ciy WALL SECTION 11 - AT COURTYARD BALCONIES 1/4" = 1'-0" i ofTukwila BUILDING DIVISION 2 BED -El 2 BED -El 2 BED-E1 2 BED -El d s rovLI 1►� A50.3 TYP. 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ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET d A Q "I" LC) e- e- NN 00 c') O r Oo REV# ISSUE DATE: 05-22-2015 z J M5 W 0 ..I J 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: 1026.05 DRAWN BY: Author CHECKED BY: Checker WALL SECTIONS BID SET/PERMIT COMMENTS 5/21/2015 3:34:53 PM C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Centra!_cha 9A 7 7B LEVEL 5 TYPE 5A 9 A007 TYP. ti ti FROM T.O. ROOF METAL COLLAR - SOLDERED TO CHUTE HIGH PARAPET PARAPET HT. 350.11 FIBER CEMENT SIDING & FURRING OVER WRB ON PLYWOOD & 2X6 WOOD STUD WALL 9A A 04 t" tiP Mt 2-HR SHAFT WALL LEVEL 3-4 TYPE 5A 4J 2-HR SHAFT WALL TRASH RM 15"X18"'B' LABELED SELF -CLOSING INTAKE DOOR 90 MIN. RATED ASSEMBLY, TYP. 8A 1-HR FLOOR / CEILING ASSEMBLY 7J1 2-HR SHAFT WALL 7 7 1 BED-B d 7B LEVEL 2 TYPE 5A 10 A007 7{11 4J 15"X18" 'B' LABELED SELF -CLOSING INTAKE DOOR 90 MIN. RATED ASSEMBLY, TYP. 2-HR SHAFT WALL 8A TRASH RM 1-HR FLOOR / CEILING ASSEMBLY IR AFT ALL 2 4J 15"X18" 'B' LABELED SELF -CLOSING INTAKE DOOR 90 MIN. RATED ASSEMBLY, TYP. 2-HR SHAFT WALL 2C2 TRASH RM 3-HR HORIZONTAL FIRE BARRIER L UUoc o0O0 oo( LEVEL 1 TYPE 1A ti CPMPACTOR SELF -CLOSING 'B' LABELED DOOR W/ FUSABLE LINK 90 MIN. RATED ASSEMBLY - BRACE AS REQUIRED. _I oGOUo„OUo O(�o`"OU� 0. q)Wo O o Oo Wc. Ovo O(Jo,_,OUo (=VrO(1,pou "OUo OU o o O o Q O o O o O O o 0 o O o O o O o O o O o O o i—(�� S-1 i 1 (7 i �f1—i lRi—(?i—i (' �pf—i (i 1 `1 f1 f ;III,;,III,;,III-111,;,111,;,III,;,III,-111,;,111,;,111,;,111; ,III,;,III-III,;,III,;,111,;,111,;,111,;,111,;,111,;,III,;,111,;,111=111,,111,;,111;, WALL SECTION @ TRASH CHUTE 1/2" = 1'-0" 348.11 ROOF 00, LEVEL 3 319.15 LEVEL 2 310.00 9A TYPICAL 1-HR ROOF/CEILING ASSEMBLY 1 { UNIT 7 A007 TYP. ti UNIT 7D TOP PLATE 345.53 TYPICAL 1-HR FIRE PARTITION ASSEMBLY 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY UNIT ti UNIT 7D TYPICAL 1 HR FIRE PARTITION ASSEMBLY 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY I2C2 LEVEL 2-5 TYPE 5A 3-HR HORIZONTAL FIRE BARRIER 7D LEVEL 3 319.15 TYPICAL 1-HR FIRE PARTITION ASSEMBLY 66 oozy-6 c ®:_ a 050-6600 ®a ti ti LEVEL 2 310.00 MEZZANINE LEVEL - LEVEL1 TYPE 1A ti ) ov0 ovU ovU ovU ovU oU0 ov0 000 0U �000000000000000000000000000000000 ooC WALL SECTION - TYPICAL UNIT DEMISING WALL 1/2" = 1'-0" TYPI FLOOR/ AS 9A TYPICAL 1-HR ASSEMBLY ass Big Fl 4- . I,ipi� 11 .... .�1,I�1�I.., . . . . . . ._tt it, is sft��:t . . . . . . . . . Y. 4141. Ir. ti.t 4 V il Apt:���:t�1:tr��.���i��,..►�1�i►�� _ . .4 IA .....��1�1�1�1�1�1� Mr, . - . - . - . - . - . - . 11��.1111�1IA - . - . - . - . - . - . - 4 - VA •Ar 6 4 UNIT UNIT TYPICAL 7C 1-HR FIRE PARTITION ASSEMBLY TYPICAL 1-HR FIRE 7C PARTITION CORRIDOR ASSEMBLY 8A TYPICAL 1-H FLOOR/CEIL AL 1-HR CEILING 8A 8B 1-HR CORRI OR ASSEMBLYEIVI 3EMBLY FLOG CEILING MECH. CHASE 8 A007 TYP. 7C TYPICAL 1-HR FIRE PARTITION ASSEMBLY A UNIT TYPICAL 1-HR FIRE PARTITION ASSEMBLY TIPICALI UPPER FLOOR 7C MECH. CHASE 8B 1 HR FLOOR/CEILING ASS MBLY UNIT LEVEL 2-5 TYPE 5A 7C 8A ROOF 348.11 TOP PLATE 345.53 R ING TYPICAL 1-HR FLOOR/CEILING ASSEMBLY TYPIC 1-HR FIE PARTITION ASSEM LY CORFfIDOR 3-HR HORIZONTAL FIRE BARRIER 2C2 UNIT 4..-. ".. ' ° < —ti MEZZ. LEVEL TYPE 1A MEZZ. 2B LEVEL 5 337.44 LEVEL 3 319.15 LEVEL 2 310.00 MEZZANINE LEVEL 299.50 —ti LEVEL 1 TYPE 1A LEVEL 1 2A 'O�JoOU° OUoOU000. ).0%).-00U0 O(J0 OV000kJ. 0(Jo OUoOU00%_)o OVo 0 )( �O o °O o °O o °O o �O o 00 0 00 00 0 00 00 0 00 0 0O o oO o 00 0 00 0 9O ' boon000,000,000,o00,o00,000,000,000,0o0,0o0,0oon000,0o0,0o0,00on WALL SECTION - TYPICAL CORRIDOR WALL 1/2" = 1'-0" LEVEL 1 00 289.50 L SHEET INFO. 1. LEVELS 2 THRU 6: CONSTRUCTION TYPE VA OCCUPANCIES: RESIDENTIAL R-2 & STORAGE S-1. 2. SPECIAL PROVISIONS IBC 406.6 S-2 ENCLOSED PARKING GARAGE W/ R-2 ABOVE 3-HOUR HORIZONTAL FIRE BARRIER. 3. ALL LEVELS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). 4. SEE SHEET SERIES A006 FOR FIRE -RESISTIVE ASSEMBLIES. 5. SEE SHEET SERIES A009 ENERGY CODE COMPLIANCE NOTES FOR REQUIRED INSULATION R-VALUES. 0511, E1r WED FOR ODE COMPLIANCE A PROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET G) o p 1-1- N N cO c%) O, O N ..—O REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 z w >- W d z 0 z z 0 U) z 0 3 Z U W O 0_ a w (19 5 1- ,_W 00 tL� oa w� wW w0 p W w PROJECT #: DRAWN BY: CHECKED BY: 1026.05 • GLEE Checker INTERIOR WALL SECTIONS 313 BID SET/PERMIT COMMENTS 1 84" LC) A I le I 172" Eo in 6 3/8' 31 1 /8" 31 1 /8" 31 1/8" 31 1 /8" 31 1 /8" imm ors MINN. EN 01 t ME f L EM f L r-t =1:1IIIIIIIIIII — -- M' =S IM I! =r—i o o o a r1 r---L. n 31 1 /8" 31 1 /8" 31 1/8" 31 1 /8" 31 1 /8" 16 3/8" e! EN r-t ME MEM f L rZ r-1 erg 161 1/4" / / / *33" / *30" *30" / *30" /*21" *15"FILLER COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. X X %— -\ / \_ / \ / u VENT -FREE SEE -THROUGH LINEAR FIREPLACE FILLER /A\ ELEV - LOBBY ELEV. r L___ MAIL ROOM i I I i I I i _ I I AUTO DOOR OPENER & ACCESS CONTROL I I 1 L___ r---1- ®' 6'X4' WALK- LINE OF MEZZANINE OFF MATT FLOOR ABOVE, (RECESSED) AUTO DOOR OPENER TYPICAL 4\ MAIL ROOM TELEVISION CASEWORK RESIDENT LOBBY 323 SF SEE -THROUGH LINEAR FIREPLACE LOBBY LOUNGE 771 SF 4.5' X 9' POOL TABLE WALL MTD. POOL CUES WALL MURAL (TO BE DETERMINED) WALL MTD. FLAT SCREEN TELEVISION COMMERCIAL 1 r / M\ MAIL ROOM MAIL ROOM ELEV 1 OFFICE 278 SF did (A400 1 MACH. RM. ..• ELECTRICAL GARAGE LOBBY TRASH RM *30" * 42" * 42" * 42" *PROVIDE LOCK FOR CABINETS ELEV-OFFICE INTERIOR ELEVATIONS 1/4" = 1'-0" 000 STAIR 3 r LI L J REVIWED FOR PARKING GARASpODt COMPLIANCE PRUNED J L 27 2015 I I I Ci ofTukwwiia BUIL ING DIVISION tT FILLER 7 RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER / ' h RESIDENTIAL LOBBY - ENLARGED FLOOR PLAN 1/4" = JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 ,RRG L. ALLWVINL ATE OF WASHINGTON Decsription VENT -FREE SEE -THROUGH LINEAR FIREPLACE FILLER /A\ ELEV - LOBBY ELEV. r L___ MAIL ROOM i I I i I I i _ I I AUTO DOOR OPENER & ACCESS CONTROL I I 1 L___ r---1- ®' 6'X4' WALK- LINE OF MEZZANINE OFF MATT FLOOR ABOVE, (RECESSED) AUTO DOOR OPENER TYPICAL 4\ MAIL ROOM TELEVISION CASEWORK RESIDENT LOBBY 323 SF SEE -THROUGH LINEAR FIREPLACE LOBBY LOUNGE 771 SF 4.5' X 9' POOL TABLE WALL MTD. POOL CUES WALL MURAL (TO BE DETERMINED) WALL MTD. FLAT SCREEN TELEVISION COMMERCIAL 1 r / M\ MAIL ROOM MAIL ROOM ELEV 1 OFFICE 278 SF did (A400 1 MACH. RM. ..• ELECTRICAL GARAGE LOBBY TRASH RM *30" * 42" * 42" * 42" *PROVIDE LOCK FOR CABINETS ELEV-OFFICE INTERIOR ELEVATIONS 1/4" = 1'-0" 000 STAIR 3 r LI L J REVIWED FOR PARKING GARASpODt COMPLIANCE PRUNED J L 27 2015 I I I Ci ofTukwwiia BUIL ING DIVISION tT FILLER 7 RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER / ' h RESIDENTIAL LOBBY - ENLARGED FLOOR PLAN 1/4" = JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 ,RRG L. ALLWVINL ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET y co Q ,:t In 00 NN c0c') Or O N O REV# ISSUE DATE: 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 05-22-2015 PROJECT #: 1026.05 DRAWN BY: DWK/GL CHECKED BY: Checker ENLARGED LOBBY PLAN BID SET/PERMIT COMMENTS 5/21/2015 3:35:09 PM, Documents\1 026-Tukwila Village Bldg_E-CentraIcharlesr.rvt C:\Users\charles • f ESJDE fl LIOBBY' • N • 0 kOoB'Y°L,OUNGE • • • • • ICI \ .>e 1 L l IIIIIIIIIIIIIIIIIIIIIII1111111 1 11111 11111 J OFFICF 8'-3"-AFF --4- t. �•-•�;•=GAFF':.. • IL'F�OOPUI: ::• MACH. RM. I- oARAGE-LOBBY -. •. • • 4 %Th RCP - RESIDENTIAL LOBBY 1/4" = 1'-0" JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLWVINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET MEP COORD/BID SET Date �� in NN O N co - c7 O N 7 r- 0 N REV# ISSUE DATE: L. L. Z J 5 co rW V J 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 PROJECT #: DRAWN BY: CHECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 05-22-2015 0 z w w co F- U z a a. 5 U W p 0 w co CO S � LL w Z 121 O W W ~ 1026.05 Author Checker ENLARGED LOBBY REFLECTED CEILING PLAN LIGHT FIXTURE SELECTION: TROFFER LIGHT FIXTURE BASIS OF DESIGN: CORELITE TM COMMERCIAL FLORECENT 4-LAMP, 4FT. LAMPS AND WHIP QUANITY (2) 2'X4' FIXTURES SUSPENDED LIGHT FIXTURES BASIS OF DESIGN: CORELITE TM DIVIDE SUSPENDED LED AVAILABLE IN 4', 8', AND CONTINUOUS RUNS QUANITY (2) 4' FIXTURES RECESSED CAN LIGHT FIXTURES BASIS OF DESIGN: HALO, ML 56 LED SYSTEM 1200 SERIES WITH BEAM FORMING REFLECTOR OPTION 5", 6" 1200 LUMEN LED LIGHT MODULE FOR NEW CONSTRUTION, REMODEL AND RETROFIT QUANITY (10) 5" / (15) 6" SUSPENDED DECORATIVE DOWNLIGHTS AT ENTRY LOBBY BASIS OF DESIGN: EVERLY COLLECTION BY KICHLER LIGHTING QUANITY (5)/(2) OF EACH IN COLLECTION TRACK LIGHT FIXTURES BASIS OF DESIGN: ORBIS LED VERTICAL ROUND TRACK LUMINAIRE QUANITY (2) OB1 TRACK LIGHTS CEILING FAN SELECTION: SUSPENDED CEILING FAN LIGHT FIXTURES BASI�F DESIGN: BIGASS FANS HAIK R60 WITH LED MODULE LEGEND 0 0 6" 5" OO 0 0 V v V SUSPENDED LIGHT FIXTURES 2X4 TROFFER LIGHT FIXTURE RECESSED CAN LIGHT FIXTURES DECORATIVE DOWNLIGHTS TRACK LIGHT FIXTURE 2X2 ACT GWB HARD CEILING WOOD CEILING REV1WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWIL MAY 222015 PERMIT CENTER 5/21/2015 3:35;11 PM C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Centralcharlesr.rvt Ui z' LU - _J LL GRAB BAR SEE: PER IBC 1210.2.2 WALLS & PARTITIONS WITHIN 2 FEET OF SERVICE SINKS, URINALS, & WATER CLOSETS SHALL HAVE A SMOOTH, HARD NON- ABSORBANT SURFACE TO A HEIGHT OF NOT LESS THAN 4' ABOVE FLOOR. ACCESSIBLE WATERCLOSET SEE: 4 A5� ELEV-PUBLIC RESTROOM 8'-83/4" SURFACE MOUNTED LIGHT FIXTURE GRAB BARS & BLOCKING \A521 36" 17" 0o 12" 36" MIRROR SOAP DISPENSER ACCESSIBLE SINK & FAUCET SEE chi ti\ T N 0 20 1 /8' 1/-1 ELEV-PUBLIC RESTROOM 2 1 1 1 0 1 1 A521 RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE 33" ao ELEV-PUBLIC RESTROOM 3 ELEV-PUBLIC RESTROOM 4 INTERIOR ELEVATIONS 1 1 1 1 \ 1 9 1 N u Im N / /e\ / N / \ / OPEN TO BELOW N N N / A / / / \ / / / / OPEN TO BELOW\ / \ / / / / / / / / r BAR SINK \ 11 I, 1 1 i / B D M07 nit t, LOW WALL AT 42" AFF M 50 b MEETING RM 561 297 SF NM05a co 5) SHELVES 1/4" = 1'-0" OPEN TO BELOW MEZZANINE LOBBY STAIR 3 PARKING GARAGE MEZZANINE - ENLARGED FLOOR PLAN 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 Tukwila - BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,EEG L. ALLWINE ATE OF WASHINGTON 0 v WH W • G7 Hp 2m W a N• 0 0 Q• 0- II 2 ram+ tL W fY ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC I- 0 z w F d z a z z 0 w z 0 5 z 0 re 'o a w g 5 5 w O° LL a. oa wX cew x wo a w¢ z 0 co co (S7 D S � LL w0 z 0w w PROJECT #: DRAWN BY: CHECKED BY: 1026.05 DWK/GL Checker ENLARGED LOBBY MEZZANINE PLAN BID SET/PERMIT COMMENTS 5/21/2015 3,;35:14 PM, B.6 C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-Central_charJesr.rvt J L_ J \ \ \ • come COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. FILLER i V \ /N /N —/ _Z _ 1 ___ L X X — — /-7-7— —T— N \/ \✓ \, ELEV—MEDIA ROOM INTERIOR ELEVATIONS CCI) FILLER ADA COMPLIANT FAUCET W/LEVER HANDLE 2 z M 1/4" = 1'-0" STAIR 4 <&. LOBBY 1 Ihtt ra PARKING GARAGE ELEV 2 1 (8 8 R VIED FOR CODE COMPLIANCE Y APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA 1 ENLARGED PLAN - MEDIA ROOM - MEZZANINE MAY 2 2 2015 1/4" = 1'-0" PERMIT CENTER VD JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA Decsription PHASE 2 PERMIT SET MEP COORD/BID SET 0 R "I' ILO �C 00 CV CV cO M ON 0 REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 1- 0 z w w w _ 0 z >- 1 m r- a. a 5 W o a� oa w� CC al Q F w0 z 0 w co co 00 will wF PROJECT #: 1026.05 DRAWN BY: DWK/GL CHECKED BY: Checker MEZZANINE MEDIA ROOM ENLARGED PLAN BID SET/PERMIT COMMENTS 5/21/2015 3:35:16 PM. 0 M ADA COMPLIANT FAUCET W/LEVER HANDLE COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. M o o 24"DW IINK \_ i N Ai, 24" 3/4" 30" 30" 27" FILLER) 4 KS 115 3/4" (NET) MICRO L_wAvE_J 6' - 8 1/4"(NET) FILLER COMMUNITY RM KITCHEN 5' - 8 1/4" 6' - 3 3/4"(NET) / 24„ / * 27" FILLER *24" .(FILLER * 24" * 24" 24" FILLERS FILLER *PROVIDE LOCK FOR BASE CABINETS / \ INTERNET CAFE RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE. FILLERS 33" ADA COMPLIANT REFRIGERATOR MAX. 54"HT. AFF TO FREEZER 30" 30" , 18" —FILLER 1 1 1 ✓✓ > \ — --/— \ / / / RANGE HOOD 00 0 00\ KS RANGE _ i '> - % REFRIG. / 34 1/4" 3/4" 30" 3/4" 30" 18" 115 3/4" (NET) - 7 RANGE W/ FRONT CONTROLS PRINTER 42" co M 7 X L \_ i —/- v FILLER FILLER 22' - 11 1/8"(NET) *24" I *30" I *30" I *24" 112 1/4" (NET) FILLER / \ COMMUNITY RM KITCHEN (5) COMPUTER STATIONS — — ›- 42" 42" 42" 42" 42" / 0 M * 36" *PROVIDE LOCK FOR BASE CABINETS INTERNET CAFE 1-1/2" PLASTIC LAMINATE COUNTERTOP WITH KNEE BRACE & CLEAT SUPPORT. PROVIDE CABLE TRAY UNDER COUNTER COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. 7' - 0 1/8"(NET) 6' - 3 3/4"(NET) / / — <— C— \ \ /\ \ \/ —. — —> /i— N \ ——> / I*21" *36" * 21" *PROVIDE LOCK FOR BASE CABINETS 24' - 11 1/8"(NET) 7� — \_ \ SINK d U J \ — — / _ KS N • [,* 21" 1, 30" * 21" CLR. CRAFT RM KITCHEN BOOKSHELF o 0 (5) COMPUTER STATIONS ADA COMPLIANT FAUCET W/LEVER HANDLE 2 z 1-1/2" PLASTIC LAMINATE COUNTERTOP WITH KNEE BRACE & CLEAT SUPPORT. PROVIDE CABLE TRAY UNDER COUNTER 42" 42" —J 42" U N 42" 30" 30" INTERIOR ELEVATIONS *36" 11, INTERNET CAFE 0 M 1/4" = 1'-0" 3/4" 30" 3/4" 30" 18" r CORRIDOR I I REFER I OPEN I RANGE T KITCHEN B A I- I MICRO I (UNDER) 1 I SINK II u I II DW u I II I WALL MOUNTED FLAT SCREEN TV *PROVIDE LOCK FOR BASE CABINETS 2 3/4" 20'-0" 4 1/2" 8' - 11 1/2" / 9' - 10" co z co ft -w O U CONFERENCE TABLE INTERNET CAFE PRINTER 216 436 SF / 3' - 2 1/2" 2 3/4' 7' - 1" BEAM PER STRUCT. I� 5'-0" (208a) 4 1/2) 2 3/4" BOOKCASE L L PRINTER co z I Ii 4 3/4" - 3' 7' - 5 1/2" 2 3/4" 2 3/4" // CORRIDOR 7'-51/2" 7'-1" 0 0 N 0 2 3/4" zip EQ EQ 3'-21/2" BUFFET COUNTER 1 L J nnnn I H I COMMUNITY RM. 217 638 SF (206a) nnn n MECHANICAL (206b) ..0 L M 207 J I I CRAFT RM. 215 426 SF A403 r L r E WED FOR ODE,COMPlIANCE £PP OVED JUL 2 7 2015 City of Tukwila .l!WING DIVISION .` RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER ENLARGED FLOOR PLAN - PLIBI.IC SPACE 1/4" = JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date 1r 00 00 01 0 e- 00 REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 DWK/GL Checker LEVEL 2 ENLARGED AMENITY PLANS BID SET/PERMIT COMMENTS /21/2015 3,:35:19 RI C:\Users\charlesr\Documents\1026-Tuk n CORRIDOR r L J ELEV 1 CORRIDOR OLDING COUNTER 1-7-DRYER FAN r • LDRY 1 ir \ / NG COUNTER L — — MEP CHASE \a 0 I— L CORRIDOR SUPPILY AIR SHAFT 7 J TRASH & RECYCLE CHUTES TRASH RM i LVLS 3-5 LAUNDRY & TRASH ROOM 1/4" = 1'-0" / / \ PUBLIC RESTROOM __J ELEV 1 CORRIDOR SUPPLY AIR SHAFT CORRIDOR RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE 33" C- 1111 �I Iiii 111 NU �fit■0EI0■■ e-•reeee-_ _. L e!■J-_.gee a II I I II I I I I PUBLIC RESTROOM / / L L-- TR/jSH-: RECYCLE 'CHUTES I � TRASH RM' J r LVL 1 LAUNDRY & TRASH ROOM PLAN 1/4" = 1'-0" SURFACE MOUNTED LIGHT FIXTURE GRAB BARS & BLOCKING A521 36" V136" Cr) \ \ \ 7" 12" MIRROR SOAP DISPENSER ACCESSIBLE SINK & FAUCET SEE r 20 1 /8" ,i, PUBLIC RESTROOM LI L 0 (5) SHELVES L JANITOR ELECTRICAL ROOM LEVELS 3-5 i I 1 I \ / \ I \ I // / CORRIDOR SUPPLY AIR SHAFT kESTRM. �6 A521 108 3/4" 42" 12" II Ie®e�eee�eee■aee���eee©© FENMPRESMO IIURU1 rii MUM itti : r 42" / 4 \ PUBLIC RESTROOM INTERIOR ELEVATIONS GRAB BAR SEE: PER IBC 1210.2.2 WALLS & PARTITIONS WITHIN 2 FEET OF SERVICE SINKS, URINALS, & WATER CLOSETS SHALL HAVE A SMOOTH, HARD NON- ABSORBANT SURFACE TO A HEIGHT OF NOT LESS THAN 4' ABOVE FLOOR. ACCESSIBLE WATERCLOSET SEE: 1/4" = 1'-0" I / I / I / JI� J CORRIDOR FRONT LOAD WA$HER& DRYER \ I- r I I I I LDRY 2 / 0 0i Uo / I r L I WED FOR CQMP'LIANCE- fA P OVED JUL 2 7 2015 City of Tukwila WING DIVISION DRYER VENT UP TO ROOF L 4 A521 L J CORRIDOR 11 11 I I I I I I SOUTH ELEVATOR ELEV 2 0o 0 0 5- L J (1' SOUTH LAUNDRY / SERVICES RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 1/4" = 1'-0" JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Ailwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWI'INE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date u7 O O N N al, c,) Oe- O N O REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC I- O Z w W f- d z_ a Z Z 0 CO Z 0 3 F- U 0 ce W ce O0 ❑ a. w rew wo Z z 0 W 00 W Z ww w PROJECT #: DRAWN BY: CHECKED BY: 1026.05 DWK/GL Checker ENLARGED AMENITY AREA PLANS BID SET/PERMIT COMMENTS 8 5/21/2015 3:35:22 RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE uaiuu•••u: o �: ariar �MCGE:GMM EOM �uioii .woi�■i PUBLIC RESTROOM MIRROR SOAP 36" SURFACE MOUNTED LIGHT FIXTURE DISPENSER A521 ACCESSIBLE SINK & FAUCET SEE 36" 12" GRAB BARS & BLOCKING 5 A521 L co PUBLIC RESTROOM M 12" SOFFIT 11-SOFF T / \_ I 8' - 10 3/4"(NET) 21" EQ 36" EQ 27" 00 0 24" DW SINK 4, 24" jr FILLER GRAB BAR SEE. i� KS c\I 21" 1 Jr 30" SUN RM KITCHEN PER IBC 1210.2.2 WALLS & PARTITIONS WITHIN 2 FEET OF SERVICE SINKS, URINALS, & WATER CLOSETS SHALL, HAVE A SMOOTH, HARD NON! ABSORBANT SURFACE TO A HEIGHT OF NOT LESS THAN 4' ABOVE FLOOR. ACCESSIBLE WATERCLOSET r 4 SEE. 24" 4" 79 5/8" 12" 42" Wo pI OG IG®i®■ lopmda-mm wirdelimmul avail 42" co PUBLIC RESTROOM N co 160 1/4" (NET) / // 36" 30" SOFFIT , 30" 15" 33" FILLER 30" • n i� \ — 67" \/ bo -a - c 8 SINK RIM HOOD FAN k3 a 00 0 00 \ /\ _ RANGE r` \ z N c\I " / REFRIG. KS ' \\\ _ t 24" FILLER 54" 3/4" 30" 15" SUN RM KITCHEN 33 1/2" ]/ i I --- --L - ( INTERIOR ELEVATIONS 1/4" = 1'-0" PUBLIC RESTROOM WALL MTD. FLAT SCREEN TV SUNROOM 526 668 SF CORRIDOR DW SINK A405 B 'it=_ KITCHEN c p REFER 507 / LEVEL 5 SUNROOM ENLARGED PLAN 1/4" = 1'-0" T REV WED FOR !PE COMPLIANCE APPROVED 'JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLTVINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date I-LO N N 015 cY, O�- O N , O REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC - 0 z w w x I- 0 z 0 0 0 W 3 a. 5 w H z o,w W PROJECT #: DRAWN BY: CHECKED BY: 1026.05 DWK/GL Checker ENLARGED SUNROOM PLAN BID SET/PERMIT COMMENTS 5/21/2015 3;35:25 PM • TUB J b7 FILLER FILLER 103 1/2" (NET) 33" \0" 24" 3" t 1/ SOFFIT _/ n N_<- > i \/N\( ,.\ , >1_L i\ \ \ 0 MICROWAVE / \ HOOD FAN n / N E_.RANGE � \ 33" L 30" 12"`� 24" `3" TYPICAL KITCHEN SOFFIT RECESSED MEDICINE CABINET co 1 / 1 \ ELEV - BATH 30" TUB 1A co 2 Z 00 A Z 24" / 12" , 30" / 18" c_ ELEV - BATH 30" TUB 1 B ti FILLER 33" to a) Co 133 5/8" (NET) 24" 30" / 30" SOFFIT -- <\vim>1-\ \ i A- N --i/ �I \_ \ N / ( / M -\ -7-- -\ /- k5 k7 co \ • O REFRIG. _ 24" DW / \SINK' ^ \ \ - 24" 30" 18" 3/4" / y \ TYPICAL KITCHEN I �\ TUB J 24" 3" co b7 ELEV - BATH 30" TUB 1C 133 5/8" (NET) 12" 3 " \24" EQ 36" EQ 18" 33" 1 SOFFIT SOFFIT +i\ 1-L l �\< -„\ \ / -T _ i o 00 N. / / �NSINKr�24" / _ \ _ DW - REFRIG. V 24" „ 18" L 30" L 24" L 33 7/8" 3" 3/4" 10 TYPICAL KITCHEN CORNER UNIT IL b7 TUB - ELEV - BATH 30" TUB 1D FILLER to b4 C FILLER 0 M io M FILLER 83 1/2" (NET) 2" 30" 24" SOFFIT I\ � / \ i E- \.� ce\ -to>1-L \ --\ I I 7- MICROWAVE/ HOOD FAN 3 / \ - RANGE I. 30" L12" �� 24" 3"/ FILLER 11\ ELEV - KITCHEN TYPE 2A RECESSED MEDICINE CABINET 1 21" chi 2 Z U) ELEV - BATH SHOWER 1A 133 5/8" (NET) 112" 3' 30" 30" 24" 33" / SOFFIT _/�\\� ( /-�\ - NI - �/ ��L<�\> \...-- / / � \® ® k5 mr \D O . V \\SINK / - N 24" DW - REFRIG. N, NY 24" 18" i 30" L 24" J ELEV - BATH SHOWER 1 C 3" a3/4" 12\ ELEV - KITCHEN TYPE 2B INTERIOR ELEVATIONS 1/4" = 1'-0" FILLER in ELEV - BATH SHOWER 1 D UNIT INTERIOR ELEVATION NOTES 1. DIMENSIONS ARE TO FACE OF G.W.B (NET), 2. FIELD VERIFY ALL FINISHED DIMENSION COUNTERTOPS. 3. PROVIDE BLOCKING AT TOILET PAPER DRAPERIES, REMOVABLE CABINET SUPPORTS 4. TYPICAL CABINET SYSTEM PROFILE, SEE UNLESS NOTED OTHERWISE. PRIOR TO ORDERING CABINETS & HOLDERS, TOWEL BARS, DOOR STRIKE & GRAB BARS. 1 DETAIL A520 KITCHEN KEYNOTES BATH KEYNOTES K1 CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. K2 CABINETS W/ ADJUSTABLE SHELVES \ PER FINISH SCHEDULE. 0 COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. K5 ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) \K6 REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) 0 BLIND CORNER CABINET 0 NOT USED K9 RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) 10 RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) 11 "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER b1 ACCESSIBLE LAV. SINK AND 7 COUNTER - TYPE A & B UNITS - SEE A521 0OPEN KNEE SPACE FOR 12 VANITY SINK AT ALL ACCESSIBLE BATHROOMS A521 IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS b3 ADAPTABLE FEATURE FOR A521 ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB A521 BAR @ TYPE A UNITS - SEE b4 PROVIDE GRAB BARS ADAPTABLE FEATURE FOR A521 SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB 8 BAR © TYPE A UNITS - SEE A521 b5 MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. bg SURFACE MOUNTED LIGHT BAR 0 30" TUB & SURROUND PER OWNER SPECIFICATION. 0 WIRE SHELVING 0 PLASTIC LAMINATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. D VANITY CABINETS OWNER SPECIFICATION. 0 ROLL -IN SHOWER AT TYPE A i 9 ACCESSIBLE UNIT (LEVEL 2 A521 ONLY) - SEE SYM. DESCRIPTION UNIT DOOR SCHEDULE DOOR SEE SHEET A600 FOR PUBLIC DOOR SCHEDULE SIZE THICK MATERIAL CORE FRAME RATING NFRC CPD # U-VALUE NOTES UNIT WINDOW SCHEDULE SEE SHEET A600 FOR BUILDING WINDOW SCHEDULE UNIT WINDOW ELEVATIONS SYM. DESCRIPTION SIZE U-VALUE SHGC VT CR NFRC CPD NUMBER NOTES 1A FULL LITE - OUTSWING 3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR THC-M-5-02360-00001 0.30 1,5,7 1B UNIT ENTRY - OUTSWING 3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR THC-M-5-02176-00001 0.14 1,4,5,7 1 UNIT ENTRY 3068 1 3/4" WOOD SC HM 20 MIN. NONE NONE 1,2,3,4 2 INTERIOR SWING 3068 1 3/8" MASONITE HC WOOD NR NONE NONE 3 INTERIOR SWING 2068 1 3/8" MASONITE HC WOOD NR NONE NONE 4 INTERIOR SWING 2668 1 3/8" MASONITE HC WOOD NR NONE NONE 5 INTERIOR BI-PASS 4068 1 3/8" MASONITE HC WOOD NR NONE NONE 6 INTERIOR BI-PASS 6068 1 3/8" MASONITE HC WOOD NR NONE NONE 7 INTERIOR MULTI -PASS 9068 1 3/8" MASONITE HC WOOD NR NONE NONE 8 INTERIOR POCKET 3068 1 3/8" MASONITE HC WOOD NR NONE NONE 6 9 INTERIOR BI-FOLDING 5068 1 3/8" MASONITE HC WOOD NR NONE NONE GENERAL UNIT DOOR NOTES UNIT DOOR SCHEDULE KEYNOTES A. ALL DOOR HARDWARE TO SPACES REQUIRED TO BE ACCESSIBLE SHALL BE A LEVER OR OTHER SHAPE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE PINCHING OR TWISTING OF WRIST TO OPERATE. B. ALL THRESHOLDS TO SPACES REQUIRED TO BE ACCESSIBLE TO BE MAXIMUM 1/2" HEIGHT - SEE C. FORCE REQUIRED TO OPERATED DOORS: INTERIOR - 5.0 POUNDS MAX. EXTERIOR - 8.5 POUNXDS MAX. FIRE DOOR - 15.0 POUNDS MAX. D. UNIT INTERIOR DOORS TO BEDROOMS & BATHROOMS TO HAVE PRIVACY LOCKS. E. DOORS TO HAVE 1/2" UNDERCUT @ CARPETED AREAS. 1 A521 F. ALL EXTERIOR DOORS & DOORS BETWEEN CONDITIONED & UNCONDITIONED AREAS SHALL BE WEATHER-STRIPPED & INSULATED PER ENERGY CODE CALCULATIONS - SEE SHEET A009 SERIES G. DOOR FRAMES & HARDWARE ON RATED DOORS SHALL BE LISTED FOR THOSE RATING. H. ALL GLAZING IN DOORS SHALL BE LAMINATED SAFETY GLAZING COMPLYING WITH IBC 2406.4.1 I. SEE UNIT PLANS FOR DIRECTION (HANDING) OR DOOR SWING. 1. ENTRANCE DOORS SHALL BE CAPABLE OF RESISTING FORCIBLE ENTRY AS A SOLID CORE DOOR 1-3/4" THICK EQUIPPED WITH A DEAD- LOCKING LATCH BOLT. 2. DEADBOLT WITH 1" MIN. THROW STRIKE PLATE SECURED WITH 2-1/2" MIN. SCREWS. OPENABLE FROM INSIDE WITHOUT KEY OR TOOL. MOUNTING HEIGHT NOT TO EXCEED 48" AFF. 3. SMOKE AND DRAFT CONTROL DOORS COMPLYING WITH UL 1784 SHALL BE LABELED IN ACCORDANCE WITH IBC 716.5.7.1 AND SHALL SHOW THE LETTER "S" ON THE FIRE RATING LABEL OF THE DOOR. MINIMUM RATING SHALL BE 20 MINUTES OR HIGHER RATING IF NOTED ON SCHEDULE. DOOR SHALL BE SELF -CLOSING AND SELF -LATCHING. 4. ALL UNIT ENTRY DOORS TO HAVE DOOR VIEWER AT 4'-9" AFF. AS AN ADAPTABLE FEATURE, ENTRY DOORS INTO "TYPE A" ACCESSIBLE UNITS TO HAVE AN ADDTIONAL DOOR VIEWER AT 3'-9" AFF. VIEWER HOLE SHALL NOT BE LARGER THAN 1" IN DIAMETER THROUGH THE DOOR AND HAVE AT LEAST 1/4" THICK GLASS DISC. 5. OUTSWING THRESHOLD & SECURITY HINGES. 6. "ACCESSSIBLE" POCKET DOOR - SEE 7. PROVIDE NAIL FIN FLANGE ON EXTERIOR DOOR FRAME. DO NOT PROVIDE BRICK MOULDING. TRIMMED OUT PER EXTERIOR FINISH MATERIAL TRIM. CASEMENT FIXED SLIDER SLDR FIXED/FIXED SLDR FIXED/FIXED SLDR DOOR SLDR DOOR CSMT/FIXED FIXED/FIXED FIXED/FIXED FIXED/FIXED 2640 3036 5040 8050 8060 5070 6070 7070 7070 0.25 0.24 0.27 0.27 0.27 0.30 0.30 0.25 0.24 0.24 0.24 0.23 0.30 0.28 0.28 0.28 0.29 0.29 0.22 0.29 0.29 0.29 0.44 0.57 0.51 0.51 0.51 0.54 0.54 0.40 0.53 0.53 0.53 48 47 44 44 44 55 55 46 45 45 45 PWG-M-131-01044-00001 PWG-M-132-01105-00001 PWG-M-121-06578-00001 PWG-M-121-06578-00001 PWG-M-121-06578-00001 P WG-M-144-03295-00001 P WG-M-144-03295-00001 PWG-M-131-00625-00003 P WG-M-132-00642-00003 P WG-M-132-00642-00003 P WG-M-132-00642-00003 3 3 4 4 4 5 5 3 3 GENERAL UNIT WINDOW NOTES UNIT WINDOW KEYNOTES UNIT DOOR ELEVATIONS / / \ / / \ / / / / \ ao/ // T / / / T / / \ \ \ \ T FULL LITE DOOR \ V A / UNIT ENTRY DOOR TYPICAL INTERIOR BYPASS CLOSET DOOR SWING DOOR MULTI -PASS CLOSET DOOR POCKET DOOR EXT. UNIT DOOR SELECTION: 1. BASIS OF DESIGN: THERMA TRU-SMOOTH STAR FIBERGLASS DOOR W/1" LOW-E CLEAR FULL-LITE GLAZING. 2. BASIS OF DESIGN: THERMA TRU-SMOOTH STAR FIBERGLASS ENTRY DOOR; NO LITE FLUSH; NO GLASS; WOOD FINISH A. WINDOW HEAD HEIGHT AT 7'-0" UNO. B. ALL WINDOWS ARE VINYL FRAME, INSULATED DOUBLE GLAZED. U-VALUES SHOWN PER ENERGY CALCULATIONS, SEE SHEETS A009 SERIES. C. MULL OPERABLE UPPER WINDOWS TO LOWERED FIXED WINDOWS, TYP. D. PROVIDE SAFETY GLAZING (TEMPERED UNLESS NOTED OTHERWISE) @ WINDOWS IN THE FOLLOWING LOCATIONS: WITHIN 24" OF ANY DOOR EDGE IN CLOSED POSITION, WITHIN 18" OF FLOOR. E. PROVIDE INDIVIDUAL ROOM OUTDOOR AIR INLET(S) IN WINDOW PER MECHANICAL CODE. GROUP R-2. F. ALL OPERABLE WINDOWS TO HAVE INSECT SCREENS. G. ALL OPERABLE WINDOWS SHALL HAVE LOCKING DEVICES CAPABLE OF WITHSTANDING A FORCE OF 200 POUNDS IN ANY DIRECTION. H. EMERGENCY ESCAPE & RESCUE WINDOWS NOT REQUIRED FOR BUILDINGS SPRINKLERED THROUGHOUT PER 903.1.1- NFPA 13. I. TYPE A ACCESSIBLE UNITS ONLY TO PROVIDE MAX. HEIGHT TO OPERABLE CONTROLS AT 48" A.F.F. J. INTERIOR WINDOW HEAD & JAMBS TO BE GWB WRAPPED, SILL TO HAVE MDF STOOL & APRON PER OWNER FINISH SCHEDULE. K. EXTERIOR WINDOW TRIM AT FIBER CEMENT SIDING = FIBER CEMENT TRIM, AT METAL SIDING = METAL J-TRIM. REFER TO EXTERIOR DETAILS. 1. COORDINATE OPERABLE SIDE OF WINDOW WITH EXTERIOR ELEVATIONS AND UNIT VENTING OUTLET (3'-0" MIN. SEPARATION TO OPERABLE OPENING). 2. NOTE ONE SIDE OF WINDOW MAY BE FIXED IF WITHIN 3'-0" OF EXHAUST OUTLET. 3. BASIS OF DESIGN: FIXED & CASEMENT- PLYGEM PRO SERIES 700 VINYL WINDOW, HP2+(LOW-E) 4. BASIS OF DESIGN: SLIDING - PLYGEM PRO SERIES 200 VINYL WINDOW, HP+2(LOW-E) 5. BASIS OF DESIGN: SLIDING - PLYGEM PRO SERIES 960 VINYL WINDOW, HP+2(LOW-E) 2'-6" 3'-0" 0 5'-0" 6'-0" to -r) 0 iV / 7'-0" /2'-0" 5'-0" N 0 5'-0" /- -V 6'-0" REV' WED FOR CODE COMPLIANCE x AP JUL27OVED2015 City of Tukwila tLDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,rREG L. ALLWINE ATE OF WASHINGTON o a a) m 0 PHASE 2 PERMIT SET MEP COORD/BID SET Date •:1- Lo r r 0o c%- o O 0 , w tx ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC cc >- ci ct 10 CO CO III al PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENLARGED UNIT GENERAL NOTES BID SET/PERMIT COMMENTS BI-FOLDING DOOR 2 3/4" 9' - 9" EQ. 6'-0" EQ. 1 BED -Al d 1/4" = 1-0" 10'-01/2" LIVING SEE TYPICAL UNIT TYPE 1 BED -A FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. 24" Dwii KITCHEN I -1 i i LINK --MICROWAVE L_. HOOD RANGE W/ L 6 - 1 BED -Al 1/4" = 1'-0" A- I I EQ. EQ. TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 495 SF GROSS 20'-0" BEDROOM SHELF&POLE r L_ L J ° 30" TUB TOTAL #:10 (7 REVERSED) TYPE B ACCESSIBLE 495 SF GROSS 2 3/4" LV 3,4,5 LV 2,3,4,5 b r S&P 1 11 0 9'-9" SEE TYPICAL UNIT TYPE 1 BED -A FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. r KITCHEN 1BED-Ads 1/4" = 1-0" 11 BEDROOM SEE TYPICAL UNIT TYPE 1 BED -A FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. SHELF & POLE BATH 30" TUB r4h 1 BED A w 1/4" = 1'-0" 11 BEDROOM SHELF & POLE -A420- TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 480 SF GROSS H LIVING KITCHEN A420 4' - 10 1 /2" 11 REFFjdG 9 @ LV I i r i24"DW QPP. SINK 11 GPP. i 1 RANGE W/ I MICROWAVE i HOOD— -i- J 0 O o J TOTAL #:3 (0 REVERSED) TYPE B ACCESSIBLE 475 SF GROSS TOTAL #:2 (2 REVERSED) 1 BED -A d(JULIET BALCONY) 1/4" = 1'-0" TYPE B ACCESSIBLE 475 SF GROSS 1 BED -A d 1/4" = 1'-0" % 1 1 BED -A 1/4" = 1'-0" J TOTAL #:4 (2 REVERSED) TYPE B ACCESSIBLE 475 SF GROSS TOTAL #:11 (4 REVERSED) TYPE B ACCESSIBLE 475 SF GROSS 0 N 0 RE . WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 23/ Elin �\ LVLV3,4,5 r111r111111. MO II 5 8. \\\\\\ INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL GENERAL UNIT PLAN NOTES LEVELS 2-5: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 TO 5 - TYPE V-A CONSTRUCTION 7C 7A 7D 7B 7B2 7J CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) INTERIOR WALL (LOAD BEARING ) 2-HR SHAFT "CLOSURE" WALL REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 WINDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: 0 HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL �007 14- \A00_,71 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15. INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET 18. ELECTRICAL PANEL 19. S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. UNIT INTERIOR ELEVATION NOTES 1. DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. 2. FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. 3. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRIKE DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL KITCHEN KEYNOTES CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER BATH KEYNOTES ACCESSIBLE LAV. SINK AND COUNTER - TYPE A & B UNITS - SEE OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET © TYPE B UNITS, AND INSTALL GRAB BAR @ TYPE A UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR @ TYPE A UNITS - SEE MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. SURFACE MOUNTED LIGHT BAR 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAMINATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE 1 A520 JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA REGISTERED ARCHITECT ,REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date TO� 00 N N cocr) OT O N- ,o Ww> fY ISSUE DATE: PROJECT #: DRAWN BY: CHECKED BY: 05-22-2015 1026.05 GLEE Checker ENLARGED UNIT 1-BEDROOM - UNIT A BID SET/PERMIT COMMENTS II I I I I I I I I _ JJ C SEE TYPICAL UNIT TYPE 1 BED-B FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. 1 2'-6" 6" 6'-0" 3'-0" 1 BED-B d 1/4" = 1'-0" L r I L 0 0, U 0 I— L J ,/ N.I 1 / I `. I < I N. L J i N / N / N N,/ 1 I I I I I I I I I I I I I I I I I I I I TOTAL #:2 (1 REVERSED) TYPE B ACCESSIBLE 630 SF GROSS 00 Z 12" / / FILLER-" SOFFIT 24" ti 30" L.20" 18 1 /2 c_ /5\ ELEV- BATH 30" TUB 2A TUB J CA LO TUB ELEV - BATH 30" TUB 2B A ELEV - BATH 30" TUB 2C "-2 3/4" 2 3/4" 11'-101/4" LIVING 10'-21/4" WH FAN E— KITCHEN HOOD I- v Cl) N Nc 4' - 1 1/2" BEDROOM O 12' - 1" 5'-6" INTERIOR ELEVATIONS 1/4"=1'-0" 25'-0" r- i 2'-9" t-r 2'-0" 1 BED-B 1/4" = 1'-0" RECESSED MEDICINE CABINET 21" / \ ELEV - BATH 30" TUB 2D RANGE W/ MICROWAVE I HOOD I J 12 SINK 1 r— L 1 1 24" DW KITCHEN N.BAfH O i 2'-6" TOTAL #:6 (3 REVERSED) TYPE B ACCESSIBLE 630 SF GROSS 1 N- tY) co 0 M WED FOR .C40/1FLIANCE PROVED JUL 2.7 2015 pity of Tukwila tL`DING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER cl N LV 3,4,5 .i. AIL 2. moimmatIng . ■ ■. ■ V • 1 ■a ■II 8. GENERAL UNIT PLAN NOTES LEVELS 2-5: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 TO 5 - TYPE V-A CONSTRUCTION ---I 7A CORRIDOR EXTERIOR WALL PER ELEVATION 7D UNIT DEMISING WALLS 7B INTERIOR WALL (NON -LOAD BEARING ) 7B2 INTERIOR WALL (LOAD BEARING ) 7j 2-HR SHAFT "CLOSURE" WALL REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 WINDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL \\\\ INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15. INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET r— _� 18. ELECTRICAL PANEL 19. S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. UNIT INTERIOR ELEVATION NOTES 1. DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. 2. FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. 3. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRIKE DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL K1 K2 K3 11 KITCHEN KEYNOTES CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER b1 b2 b4 BATH KEYNOTES ACCESSIBLE LAV. SINK AND COUNTER - TYPE A & B UNITS - SEE OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPE A UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR @ TYPE A UNITS - SEE 0 MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. 0 SURFACE MOUNTED LIGHT BAR 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAM INATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE A520 au JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET d t�t1 p 00 NN CO cM ON— O N .-0 REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 PROJECT #: DRAWN BY: CHECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 1026.05 GLEE Checker ENLARGED UNIT 1-BEDROOM - UNIT B BID SET/PERMIT COMMENTS 5/21/2015 3:35:50 PM, C:\Users\charlesr\Documents\1026-Tuk z- w u_ 25'-0" 2 3/4" \ \ 0 N rn N CV ti 0) EQ. 6'-0" EQ. EQ. EQ. 1 BED-C1 d wd 1/4" = 1'-0" 25' - 0" SEE TYPICAL UNIT TYPE 1 BED-C1 wd FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 623 SF GROSS 2 3/4" // 10'-9" 13'-91/2" 0 0 z w x I- Y T I 11 EQ. 23 li 4" 2 3/4" 7'-1" 7'-1" BEDROOM EQ. 4'-11/2 3'-4" O r 7- 1 BED-C1 wd 1/4" = 1'-0" 1 0 U, 5'-0" L J EQ. LIVING 13'-4" N_ 8 EQ. 1 -'I a /I L _ _ _ .Z_I 9' - 1 1/2" 25'-0" TOTAL #:3 (0 REVERSED) TYPE B ACCESSIBLE 623 SF GROSS 2 3/4" X1 13'-91/2" 10'-9" 2 3/4" SEE TYPICAL UNIT TYPE 1 BED-C FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. — -, J L o C) 0 0 1 BED-C1 1/4" = 1'-0" 0 CV r J TOTAL #:3 (0 REVERSED) TYPE B ACCESSIBLE 623 SF GROSS Co N c1 w SEE TYPICAL UNIT TYPE 1 BED-C3 wd s FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. TOTAL #:2 5� 1 BED-C3 wd (0 REVERSED) 1/4" = 1' 0" TYPE B ACCESSIBLE 658 SF GROSS 25' 0" I/ EQ. EQ. PROVIDE : W/D @ UNIT 329 EQ. EQ. SEE TYPICAL UNIT TYPE 1 BED-C1 wd FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. 1 BED-C d & 1 BED-C d wd 1/4" = 1'-0" LV 3,4,5 TOTAL #:3 (2 REVERSED) TYPE B ACCESSIBLE 595 SF GROSS 24'-1" 11'-81/2" 2'-31/2" 10' - 1" WH FAN DRYER FAN N rn 2' - 0' BEDROOM 13'-71/2" LIVING 4'-7" L J KITCHEN M Ch 7 8 1 RANGE W/ 1--MICROWAVE 1--- -� �HOOD1 1 24" DW 1 SINK 5)SH CV 0 to 1' - 0"___ Co 0 2 3/4"- 9' - 11 1/2" 1 BED-C3 wd s 1/4" = 1'-0" 6'-0" 0 \ \ \ 5'-1" 11'-9" TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 658 SF GROSS KITCHEN HOOD EQ. O EQ. EQ. 3'-0' 2'-6" EQ. 2'-8" I I PROVIDE : SHOWER @ UNIT 214 - SEE TYP. UNIT 1 BED-C3_wd_s FOR ELEV. REF. 30" TUB @ UNIT 213 1 BED-C d & 1 BED-C d s 1/4" = 1'-0" 13'-4" EQ. LIVING PROVIDE : W/D @ UNIT 529 9' - 1 1/2" l 1 BED-C 1/4" = 1'-0" EQ. 25'-0" 5'-0" L J 71 EQ. TOTAL #:2 (0 REVERSED) TYPE B ACCESSIBLE 595 SF GROSS 11'-21/2" EQ. BEDROOM 10'-01/2" 10'-5" TOTAL #:8 (0 REVERSED) TYPE B ACCESSIBLE 595 SF GROSS 0 0 0 Z z ¢ w I LL Y2 3/4" 0 N CV RE1 WED FOR ODE COMPLIANCE APPROVED rta JUL 2 7 2015 z* .City of Tukwila (WING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER LV 3,4,5 NEM inimmi; IL.� . LV5 • II . f LV 2,3,4,5 GENERAL UNIT PLAN NOTES 8. LEVELS 2-5: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 TO 5 - TYPE V-A CONSTRUCTION 7A 7D 7B -7B2 7J CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) INTERIOR WALL (LOAD BEARING ) 2-HR SHAFT "CLOSURE" WALL REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 WNDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: 0 HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN WHOLE HOUSE FAN PER IMC REQUIREMENTS 4 POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL \\\\\ INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL 16 A007 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 2 A521 A520 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. I1 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15. A521 INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET i 18. ELECTRICAL PANEL r` 19. S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. A007 A007 UNIT INTERIOR ELEVATION NOTES 1. DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. 2. FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. 3. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRIKE DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL 1 A520 KITCHEN KEYNOTES BATH KEYNOTES K1 CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. K2-7CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. 0 COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. 0 ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) K6 REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE © 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER 0 b1 ACCESSIBLE LAV. SINK AND COUNTER - TYPE A & B UNITS - SEE b2 OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPE A UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR @ TYPE A UNITS - SEE 0 MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. 0 SURFACE MOUNTED LIGHT BAR b7 0 0 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAMINATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE A521 A521 5 A521 8 JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT SREG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date al� N N Co A 0'- 0 N '-o W Iz ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC I- 0 z w I- 0 z 0 z z 0 0) z _ 0 z o w 'o L. a w s = U F-w LL K oa w� cew ¢1 wo a Z wo UW 0)0 zt a 00 wz mw w� I-Z A521 PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENLARGED UNIT 1-BEDROOM - UNIT C BID SET/PERMIT COMMENTS a GENERAL UNIT PLAN NOTES 5/21/2015 3:35:5 CO 10'-9" 10' - 10 1/4" 7-2 3/4" i LIVING SEE TYPICAL UNIT TYPE 2 BED-D FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. BEDROOM r- 1 1 ,1 1•, iii� r i N.\ --1 1 c- --I 1 I \ r KITCHEN b\ A400 EQ. EQ. Co 0 Ls 1 2 u. uJ 2 BED-D wd 1/4" = 1'-0" TOTAL #:3 (0 REVERSED) TYPE B ACCESSIBLE 761 SF GROSS J BEDROOM N — L J 30" TUB 0 8' - 10 3/4"(NET) 27" EQ 36" EQ 21" / N i / E ANSI SOFFIT N 7 0 00 NKr N 24" DW 21" dp 30" I 24" 4" FILLER ELEV-KITCHEN TYPE 4A 1 2 BED-D wd 1/4" = 1'-0" FILLER 136 3/4" (NET) 33" 21 " 30" 36" 3" 12" / / Alok MP / SO FIT \ 7^� G> W r / _� --\ z-N >/ _ \ 5 _ _ N N N/ ®MICROWAVE /HOOD FAN RANGE E — REFRIG. U I, 34 3/4" L 21" [ 30" L 24" „ 24" I �� FILLER ELEV - KITCHEN TYPE 4B KITCHEN ELEVATIONS 1/4"=1'-0" TOTAL #:4 (0 REVERSED) TYPE B ACCESSIBLE 761 SF GROSS WED FOR COMPLIANCE APPROVED 'JUL 27 2015 City ofTukwila SOLOING rLO1NG DIVISION LV 2,3,4,5 RECEIVED CITY OF TUKWILA MAY 22.2015 PERMIT CENTER 8. LEVELS 2-5: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 TO 5 - TYPE V-A CONSTRUCTION H 7C 7A 7D 7B 7B2 7J CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) INTERIOR WALL (LOAD BEARING ) 2-HR SHAFT "CLOSURE" WALL REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 WINDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: 0 HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL \\\\\ INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15. INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET =i 18. ELECTRICAL PANEL 19. S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. A 12 13 007 A007 UNIT INTERIOR ELEVATION NOTES 1. DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. 2. FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. 3. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRIKE�r� DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. / 1 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL \ A520 KITCHEN KEYNOTES BATH KEYNOTES K1 K2 K3 11 CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER b1 b2 b4 b5 b6 SURFACE MOUNTED LIGHT BAR ACCESSIBLE LAV. SINK AND COUNTER - TYPE A & B UNITS - SEE OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPE A UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR @ TYPE A UNITS - SEE MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAMINATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE A521 A521 5 A521 8 JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET G> al p '-'- 00 N N CO CO O� O N '- 0 REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC A521 PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENLARGED UNIT 2-BEDROOM - UNIT D BID SET/PERMIT COMMENTS 30'-0" 2 3/4" 9'-0" 11'-2" 9'-41/2" 7-2 3/4" I H EQ. EQ. EQ. EQ. 0 Ir EQ. EQ. SEE TYPICAL UNIT TYPE 2 BED-E FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. r•-• 2 BED -El 1/4" = 1'-0" 30'-0" TOTAL #:17 (6 REVERSED) TYPE B ACCESSIBLE 734 SF GROSS 2 3/4"--) 9'-0" 11'-2" 9'-41/2" EQ. c EQ. UNIT 228: SEE TYPICL UNIT TYPE 2 BED -E d s FOR SHOWER ELEV. / 11 EQ. H r EQ. „(---2 3/4" 1111111111111111111 IC EQ. EQ. 2 BED -El d 1/4" = 1'-0" 30'-0" TOTAL #:3 (1 REVERSED) TYPE B ACCESSIBLE 734 SF GROSS / 2 3/4"- / 2 3/4" a) W cn 03 a) rn co 9'-0" 11'- 2" 9' - 4 1/2" EQ. Il EQ. EQ. 6'-0" EQ. EQ. EQ. ' 2 BED -El d & 2BED-E1 d wd 1/4" = 1'-0" TYPE B ACCESSIBLE 734 SF GROSS 30'-0" TOTAL #:4 (2 REVERSED) 9'-2" 10' - 10" 9' - 6 1/2" EQ. EQ. EQ. 6'-0" EQ. EQ. EQ. BEDROOM O LIVING SEE TYPICAL UNIT TYPE 2 BED-E FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. 7 BATH r LV 3,4,5 MR \mm -FA 1111111111111111rini liniiW • i■ LV 3,4 2 3/4 J BEDROOM r- 4 I -I KITCHEN I L— — J I I L 0 O O L J 2 BED-E d s 1/4" = 1'-0" TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 715 SF GROSS LV 2 2 3/4" 2 3/4" LV 2 LV 2 (V 87" 24" 30" 30" I —FILLER / N / \ ----7/ 7—/ \v/ \\ u 0 24" DW 3/4", 24" ANSI N( 30" jr 30" i ELEV - KITCHEN TYPE 3A FILLER FILLER 112 5/8" (NET) >/ 30" 24" 3JJ0" 24" i SOFFIT < >_1—L<— --- -b›1—L > �; > —\—r l I ---\—r MICROWAVE/ HOOD FAN RANGE E_� REFRIG. v L 32 3/8" L 24" L 30" L 24" u I I 4 FILLER FILLER / \ ELEV - KITCHEN TYPE_3B KITCHEN ELEVATIONS 1/4"=1'-0" c_ JV - V 9'-51/2" 10'-3" 9'-10" Il / Ol/ / II H 1 I / BEDROOM // // LIVING BEDROOM /I SEE TYPICAL UNIT TYPE 2 BED-E FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. (7� 2 BED-E d 1/4" = 1'-0" KITCHEN z U- z u_ w 0 BEDROOM 7'-3" 2 3/4" TOTAL #:6 (4 REVERSED) TYPE B ACCESSIBLE 715 SF GROSS LIVING SEE TYPICAL UNIT TYPE 2 BED-E FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. 2' - 2 1/2"Ivr11 1/2" WASHER/DRYER @ UNIT 218,302,318,319,402,418,502,518,519 1/4" = 1'-0" 30'-0" I 2 BED-E 1/4" = TOTAL #:3 (1 REVERSED) TYPE B ACCESSIBLE 715 SF GROSS M WED FOR MI LIA►NCE OVED 'JUL 2 7 2015 City of Tukwila 'ILDING DIVISION RECEIVED CITY OF TUKWILA MAY 22 2015 PERMIT CENTER GENERAL UNIT PLAN NOTES 8. LEVELS 2-5: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 TO 5 - TYPE V-A CONSTRUCTION 7C 7A 7D 7B 7B2 7J CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) INTERIOR WALL (LOAD BEARING ) 2-HR SHAFT "CLOSURE" WALL REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 WINDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL \\\\\ INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15. 16 A521 INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET i 18. ELECTRICAL PANEL 19. S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. 8 O K7 UNIT INTERIOR ELEVATION NOTES DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRIKE DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL KITCHEN KEYNOTES CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER BATH KEYNOTES ACCESSIBLE LAV. SINK AND COUNTER - TYPE A & B UNITS - SEE OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPE A UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR @ TYPE A UNITS - SEE b5 0 SURFACE MOUNTED LIGHT BAR MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAM INATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE A520 <1 I> JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ;REG L. ALLWINL ATE OF WASHINGTON c 0 .Q I- o d 0 PHASE 2 PERMIT SET MEP COORD/BID SET BID SET/PERMIT COMMENTS e� vLo ,— NE) 15 aocNN O N 6, 0 0 W ex N ISSUE DATE: PROJECT #: DRAWN BY: CHECKED BY: 05-22-2015 1026.05 GLEE Checker ENLARGED UNIT 2-BEDROOM - UNIT E BID SET/PERMIT COMMENTS 2'- 10 135/256" .Il l-ilk—� I�- -III=III=III: IIIIII 111111111111111111-11 A MEZZANINE LEVEL �I III III III�III�III� .. =1 I I —III —III —III— I I—III—III=1 .. -1 I I=1 11=1 11=1 I =1 11=1 11=1 11=1. . -1 I I=1 I=1 11= I I=1 I I=1I I=1 1E1. I I I-1I1-1 I1-1 I I—III—III—III—III—III—III—III—III—III—III-1I I-1I I-1 I I-1 I I-1 I I-1I I-1 I I-1 I1— I I-1I I-1I I-1I 1-1 I1— WALL SECTION @ UNIT M STAIR 1/4" = 1'-0" N c 3" ,f/ 29'-0" 3" 13'-4" 16'-2" I/ 6'-31/2" 6' - 3 1/2" \ / / \ / STEEL POSTS -SEE STRUCTURAL \ \ \ \ \ \ OPEN TO BELOW / \ \ \ 0 co 17' - 11" \ \ / \ / Fr) / w m 7 2'-0" / / -r-- 3' - 11 1/2" 3'-71/2" I I 4'-7" z u_ BEDROOM 10'-41/2" I I 6'- 5" I 8 1/2" X �• I-1 `,71 .yam I 1 L — J in 8'-10" 5'-4" III I I I I I // II 7' - 8 1/2" 7' - 1 1/2" / 3" 13' - 1" STEEL POSTS -SEE STRUCTURAL LIVING 24" DV\1 _ I 9' - 5" KITCHEN A426 / L \ 2 BED - M @ MEZZANINE LEVEL 1/4" = 1'-0" 5'-0" 29'-6" °O 3'-71/2" DRYER 7'-81/2" SHELF & POOLE ----7' - 1 1/2" 1 1 - 5 1/2" -A420 30" TUB 5'-11" \ A426 2 BED - M @ LEVEL 1 1/4" = 1'-0" TOTAL #:5 (0 REVERSED) TYPE B ACCESSIBLE 974 SF GROSS (70 0 CV 0 RE WED FOR CODE COMPLIANCE ,4 APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION . RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER GENERAL UNIT PLAN NOTES 8. LEVELS 1-MEZZ.: TYPE IA. ALL LEVELS FULLY SPRINKLERED PER NFPA13. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 1 TO MEZZ. - TYPE IA CONSTRUCTION 4C 4A 4D 4B CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 WINDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: 0 HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN (W/HEAT LAMP IN BATHROOMS) WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL \\\\\ INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL A 14) 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET ( 8\ CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 50y 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL \521 15. / INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET 18. ELECTRICAL PANEL 19. S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. UNIT INTERIOR ELEVATION NOTES 1. DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. 2. FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. 3. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRIKES DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL \A520 KITCHEN KEYNOTES BATH KEYNOTES 8 K2 K3 K9 CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER b1 b2 8 b4 b5 b6 SURFACE MOUNTED LIGHT BAR ACCESSIBLE LAV. SINK AND COUNTER - TYPE A & B UNITS - SEE OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPE A UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR @ TYPE A UNITS - SEE MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAMINATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,-REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date 00 N N cool 6° N —0 w tX ISSUE DATE: 05-22-2015 W z J M5 J 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 PROJECT #: DRAWN BY: CHECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 0 co W d z 0 z z o z 0 L O o� oce re W a/- w0 CI- Z Z 0 W z� 30 ow W2 N W W 1026.05 GLEE Checker ENLARGED UNIT 2-BEDROOM - M UNIT BID SET/PERMIT COMMENTS 5/21/2015 3, 36:13 PM U) a) ca t U - CLO a) U- W a m a) D) ca CO a) 0 a) ca z- w L 6"MAX. I..... .■■■, ■ p■■■. IN ENNUI 2 IIIMINIM mummimmm /A\ ELEV - TYPE A SHOWER 25'-0" 2 3/4" 11'- 21/2" 13'-4" 2 3/4" EQ. EQ. EQ. EQ. BEDROOM C \ I I J — 30" TUB IJ LIVING SEE TYPICAL UNIT TYPE 1 BED-C d wd s A FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. J rTh 1BED-CdwdA 1/4" = 1'-0" 1 J i / KITCHEN 0 TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 595 SF GROSS chi 6"MAX. RECESSED MEDICINE CABINET 2 z 0 / 0 \ ELEV - TYPE A SHOWER RECESSED MEDICINE CABINET - TUB J LV 4 • • •II b7 ELEV - TYPE A 30" TUB 0 N SOFFIT 24" ti 0 KS b2 cc z / 17" / 30" 112', / �18 MIN. �f 0 \© /C\ ELEV - TYPE A SHOWER L_i®i ELEV -TYPEA 30"TUB 103 1/2" (NET) /12"3' 24" 30" ,-FILLER n I k7 \\\ t 1 24" 12"Jr30" 3"/ �' SOFFIT k10 t j HOOD FAN ✓ f k3 00 0 00 RANGE KS k6 jr 34 1/2" k9 ELEV - TYPE A KITCHEN FILLER in 42" /2/ N- r /D\ ELEV-TYPEASHOWER co TUB J b7 a ELEV-TYPEA 30" TUB 133 5/8" (NET) 33" 24" 30" 30" 3"121 / / / SOFFIT CV \ \ -\—T / \ -\ / %- \ ® k7 MICRO. f ool INK REFRIG. 24" DW KS - > L 33 1/8" L 24" # 30" [, 18" 24" 3/4' 3/4"-" CLR. l J l INTERIOR ELEVATIONS rTh 1 BED-C d wd s A 1/4" = 1'-0" 1/4"=1'-0" TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 595 SF GROSS 0 M co M Z '1 3„ ELEV - TYPE A KITCHEN REVWED FOR CODE COMPLIANCE PPROVED JUL 2 7 2015 City of Tukwil BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER GENERAL UNIT PLAN NOTES 8. LEVELS 2-5: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 TO 5 - TYPE V-A CONSTRUCTION H 7C 7A 7D 7B 7B2 H 7J CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) INTERIOR WALL (LOAD BEARING ) 2-HR SHAFT "CLOSURE" WALL REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 WINDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL \\\\\ INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15. 16. 17. 18. 19. INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE RECESSED MEDICINE CABINET r- =i A ELECTRICAL PANEL S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. UNIT INTERIOR ELEVATION NOTES 12 007 1 DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. 2 FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. 3. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRIKES DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. ( 1 4 TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL K1 K2 K3 K6 11 KITCHEN KEYNOTES CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER b1 b2 b4 BATH KEYNOTES ACCESSIBLE LAV. SINK AND COUNTER - TYPE A & B UNITS - SEE OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPE A UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR @ TYPE A UNITS - SEE 0 MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. 0 SURFACE MOUNTED LIGHT BAR 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAMINATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE 5201 9 41> 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON ISSUE DATE: co 4450 SOUTH 144TH STREET TUKWILA, WA 98188 PROJECT #: DRAWN BY: CHECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 05-22-2015 Lj Li re ce ow 1026.05 GLEE Checker ENLARGED UNIT 1-BEDROOM - UNIT C (TYPE A) A521 BID SET/PERMIT COMMENTS 6"MAX .. 6"MAX. C /I/ /1/ CV CV Ak TYPEA BATH W/ SHOWER 24'-0" 2\ 1 BED-C3 wd A 1/4" = 1'-0" K i RANGE W/ r---MICROWAVE; E-H 1--I HOOD il '24" DW SILK c 1 I..._ 1 RECESSED MEDICINE CABINET M /B\ TYPEA BATH W/ SHOWER TUB J z /E\ TYPEA BATH W/ TUB 133 5/8" (NET) 12"3" 24" 42" \ SOFFIT Jr 24" 18" jr k 18" 33" fl 11 IICROEf SINK o 0 0 KS k6 24" DW SOFFIT REFRIG. FILLER 10 ti co 30" ' 33 1/8" I " - CLR. `3/4" '3/4" � 24" TYPE A KITCHEN 0 0 z w I TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 658 SF GROSS C CO RECESSED MEDICINE CABINET re z GO z SOFFIT 24" KS 12" 30" 17" 18 MIN.-) /C\ TYPEA BATH W/ SHOWER 1 ■ ■ ■ ■ /F\ TYPEA BATH W/ TUB 133 5/8" (NET) 1,123" 30" 30" 24" 33" / / / \ SOFFIT „ ® f�rICROI � SINK o 0 = \ KS 24" DW REFRIG. L 24" �., 18" L 30" � 24" L 33 1 /8" 3„y' CLR. \.3/4" �3/4" TYPEA KITCHEN FILLER ti J io M FILLER 12" 42" /D\ TYPEA BATH W/ SHOWER 2" / / 42" ti TUB J /G\ TYPEA BATH W/ TUB 103 1/2" (NET) 33" 30" 24" 3" 12" / k10 €� S SOFFIT 1( < > - /\ /\ ( > -.„ u HOOD FAN k3 00 0 00 KS RANGE k6 —Z\ 34 1/2" L 30" [12" �� 24" l `3" TYPEA KITCHEN INTERIOR ELEVATIONS 1/4"=1'-0" 1 BED-C1 d s A 1/4" = 1'-0" TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 623 SF GROSS RE WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila (LDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 8. GENERAL UNIT PLAN NOTES LEVELS 2-5: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 TO 5 - TYPE V-A CONSTRUCTION 7C 7A 7D 7B —H7 B2 7J CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) INTERIOR WALL (LOAD BEARING ) 2-HR SHAFT "CLOSURE" WALL REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 WINDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL \007 \\\\ INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15. i INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET 18. ELECTRICAL PANEL 19. S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. 3. cD1 UNIT INTERIOR ELEVATION NOTES 12 \A007 DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRIKE DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL KITCHEN KEYNOTES CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER BATH KEYNOTES ACCESSIBLE LAV. SINK AND COUNTER - TYPEA & B UNITS - SEE OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPEA UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR © TYPE A UNITS - SEE b5 b6 SURFACE MOUNTED LIGHT BAR MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAMINATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE 5 A521 8 9 A521 41> JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date �t L0 00 00 M 0 N r 0 REV# ISSUE DATE: 4450 SOUTH 144TH STREET TUKWILA, WA 98188 PROJECT #: DRAWN BY: CHECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 05-22-2015 1026.05 GLEE Checker ENLARGED UNIT 1-BEDROOM - UNIT C (TYPE A) BID SET/PERMIT COMMENTS GENERAL UNIT PLAN NOTES 0 13" 12" 12" 12" rn ( )y ,7 /A\ ELEV-TYPEASHOWER .6"MAX. I RECESSED MEDICINE CABINET M 2 EZ z /B\ ELEV - TYPE SHOWER I RECESSED MEDICINE CABINET 2 z LIUB J b7 ELEV -TYPEA 30" TUB SOFFIT 24" 0 00 KS b2 E2 z 0 17" g_ 30" --18 MIN. /C\ ELEV - TYPE SHOWER L TUB b7 J ELEV -TYPEA 30" TUB 87" 24" 30" 30" FILLER j — / o 24" DW S�N N- K N . KS N --› 1, 24" 3/4"} 30" CLR. 30" AELEV - TYPE A KITCHEN 30'-0" FILLER 42" i 12" �-r /D\ ELEV-TYPEASHOWER cr co TUB a FILLER b7 ELEV-TYPEA 30"TUB 112 5/8" (NET) 30" 18" 30" 30" / / i SOF IT > y - — - / \ /- HOOD FAN 00 0 00 k6 RANGE KS REFRIG. L 33 1/8" 1, 18" L 30" L30" CLR. INTERIOR ELEVATIONS 3/4i ELEV - TYPE A KITCHEN FILLER 1/4" = 1'-0" 2 /4" 9'-51/2" 10'-3" 9'-10" 23 4" X/ EQ. EQ. EQ. EQ. EQ. EQ. BEDROOM SHELF & POLE I 30" TUB O SH LIVING SEE TYPICAL UNIT TYPE 2 BED-E d wd s A FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. al J S&P r L BEDROOM SHELF & POLE 24"--. SINK DEN- I I J KITCHEN I - RANGE J L W/ HOOD I 0 0 REFRIG. 2 BED-E d wd A TOTAL #:1 (0 REVERSED) 1/4" = 1'-0" TYPE A ACCESSIBLE 715 SF GROSS pi mim■: E I� LV4 .1 30' - 0" 2 3/4" 9'-51/2" 10'-3" 9'-10" II EQ. EQ. II EQ. EQ. EQ. I� EQ. BEDROOM SHELF & POLE _ 1 G._ F BAATH/ 1 30" TUB (5) SH LIVING SEE TYPICAL UNIT TYPE 2 BED-E d wd s A FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. S&P r L. BEDROOM 2`" SINK DW -� KIT I - RANGE W/ HOOD 0 REFRIG. / ° 2 BED -El A 1/4" = 1'-0" L 1 2 BED-E d wd s A 1/4" = 1'-0" 2 3/4" TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 734 SF GROSS TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 715 SF GROSS immummunii ■ II LV 5 II f 2 3/4" REVEWED F CODE COMPLIA` C APPROVED JUL 2 7 2015 City of Tull BUILDING DIVtS1O RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER LV 2 1. LEVELS 2-5: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. 2. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 TO 5 - TYPE V-A CONSTRUCTION --- 7C 7A 7D 7B 7B2 7J CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) INTERIOR WALL (LOAD BEARING ) 2-HR SHAFT "CLOSURE" WALL 3. REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. 4. 5. DOOR TYPE -- SEE UNIT DOOR SCHEDULE SHEET A420 WINDOW TYPE -- SEE UNIT WINDOW SCHEDULE SHEET A420 6. ALL UNITS SHALL COMPLY WITH WASHINGTON STATE (ICC/ANSI 117.1) "TYPE B" TYPICAL ACCESSIBLE UNITS. FIVE PERCENT OF UNITS ARE DESIGNATED AS "TYPE A" UNITS. SEE SHEET A001 FOR TYPE A CALCULATION & DISTRIBUTION. SEE SHEETS A427, 428 & A429 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS 7. COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: 8. HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FAN WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL 9. \\\\\ INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL 10. ALL EXHAUST VENT TERMINATIONS MUST BE 3 FEET CLEAR FROM ANY OPERABLE OPENING INTO THE BUILDING, AND 10 FEET CLEAR FROM ANY MECHANICAL AIR INTAKE. GANG TERMINATIONS TOGETHER UNDER ONE SHROUD, AS POSSIBLE. SEE DETAIL 11. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL 12. FOR TYPICAL PLUMBING INSULATION, SEE DETAIL 13. REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 30"X48" CLR. FLOOR SPACE AT FIXTURES & APPLIANCES (CENTERED) & ONE AREA FREE OF DOOR SWING IN BATH 48"X48" CLR. FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY 60" MANEUVERING CIRCLE - TYPE A UNITS ONLY 14. CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15. INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGH PENETRATION FIRESTOP SYSTEM- SEE SHEET A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET 18. ELECTRICAL PANEL 19. S&P = SHELF & POLE. CLOSET SHELF & POLE IN TYPE A UNITS TO BE ADJUSTABLE TO BE WITHIN REACH RANGE 48" MAX. AFF. UNIT INTERIOR ELEVATION NOTES 1. DIMENSIONS ARE TO FACE OF G.W.B (NET), UNLESS NOTED OTHERWISE. 2. FIELD VERIFY ALL FINISHED DIMENSION PRIOR TO ORDERING CABINETS & COUNTERTOPS. 3. PROVIDE BLOCKING AT TOILET PAPER HOLDERS, TOWEL BARS, DOOR STRIKE DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 1 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL A520 KITCHEN KEYNOTES BATH KEYNOTES K1 K2 K3 CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. CABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) REMOVABLE CABINET (ADAPTABLE FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ 34" MAX. AFF TO SINK RIM / 27" MIN KNEESPACE- EXTEND FLOORING UNDER (TYPE A ACCESSIBLE UNITS ONLY) BLIND CORNER CABINET NOT USED RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE (TYPE A ACCESSIBLE UNITS ONLY) "ADA COMPLIANT" REFRIGERATOR MAX. 54" HT. AFF TO FREEZER b1 b2 8 b4 ACCESSIBLE LAV. SINK AND COUNTER - TYPE & B UNITS - SEE OPEN KNEE SPACE FOR VANITY SINK AT ALL ACCESSIBLE BATHROOMS IN TYPE A UNITS. EXTEND FLOORING UNDER - SEE PROVID GRAB BARS ADAPTABLE FEATURE FOR ACCESSIBLE WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPEA UNITS - SEE PROVIDE GRAB BARS ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B UNITS AND INSTALL GRAB BAR @ TYPE A UNITS - SEE 0 MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF REFLECTING SURFACE. 0 SURFACE MOUNTED LIGHT BAR 30" TUB & SURROUND PER OWNER SPECIFICATION. WIRE SHELVING PLASTIC LAMINATECOUNTERTOP & BACKSPLASH PER OWNER SPECIFICATION. VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,REG L. ALLWYINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date tu.) 00 cici acoc O N r O REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC F- 0 z w w w 0 Z 0 Z z 0 0) z 0 U iL 5 t- _0 �-w 00 00 w� w wo mz rz 0 w ww o0 wz PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ENLARGED UNIT 2-BEDROOM - UNIT E (TYPE A) BID SET/PERMIT COMMENTS 5/21/2015 3;36:40 c) m tzr M 0 0 0 0 TYP. TYP. / / / / 9 A452 l 1 \ STAIR 1 SECTION ALTERNATING TREAD pEVICE SEE 16/A452 7: �A45� TYP 1=III=III 11= 11-111=111-1. —1l1-111— �1=1�1=1�1: 111E111E111E- —— 1111111 =111=111= I I— 111=111 It 111E111=111=tf 1=111=1 I 1 =1 1=111=11111E111=111=111 III-111E1I11E1I1E11I I l IE111 1=1 11=1 11= - 11=1 I I —III —III —III: �111111111111111 �IIIII�IIIII�IIIII�IIIII�I. 2A1 1, � I 5 A506 HIGH PARAPET 350.50 PARAPET HT. 350.11 TOP PLATE 345.53 4" DIA. STANDPIPE • • • ••, 4 4 • • 4 • • • • co co co w � ct w co 00 co ct w 4F3 co LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 ME77ANINE LEVEL w wN. w rn rn ce w 2A it -1 I I —I I I —I I I-1 I I 1/4" = LEVEL 1 289.50 7H 11 17'-3" 5' - 5 1/4" 6'-5" 5' - 4 3/4" 12" MIN. (7) TREADS @ 11" EA. ,-12" MIN. STANDPIPE PER DESIGN BUILD O 0002 ® 0 0® 0 0 000 0 0 011111 0 ® 0 11 A450 7A i 10 1 7 .7 CAR 5'-5" 2 � _ TYP. 7H 11 I I •i0 GOD 0o31000 7'I •D•0= 18' - 2" 12" MIN. • 16 STAIR 1 - LEVEL 5 7 1/4" = 1'-0" 17'-3" 5' - 5 1/4" 6'-5" 5' - 4 3/4" (7) TREADS @ 11" EA. 12" MIN. 12" MIN. 7H — 7A �A450 7A 11 O 0 = 0 0= 0 0® 0 0 • • 0 T CO N N co STANDPIPE PER DESIGN BUILD 7H • ® 0 010 0 12"MIN. 18'-2" 0 ®0 ® 0 •M 0 12" MIN. • I CV cV co 7A 9STAIR 1 - LEVEL 3-4 11 1/4" = 1'-0" 5' - 5 1/4" 17' - 3" 6'-5" (7) TREADS © 11" EA. / 10 MIN 5' - 4 3/4" 00011000 /J/ 12" MIN P(1' 2- TYP 0 ® 0 -12" MIN. 7H STANDPIPE PER DESIGN BUILD 1 O 0101 0 GED 0 MD 0 00D 0® 0 7A 18'-2" STAIR 1 - LEVEL 2 �12" MIN. 7A CV c) 1/4" = 1'-0" 17' - 8 1 /2" 5'-4" 5'-6" (6)TREADS@11" EA./ 6'-21/2" Cr) co co M 0 tzr M 0) STANDPIPE PER DESIGN BUILD o 0021 0 0OM 0 0" -:0` 0 0<®-,0- 0,11101110 0 11 11 0 1 Al A450 1B3 1 Al 12" MIN. TYP. 12" MIN. TYP. G1� 1B3 12" MIN. TYP. TY P. • - ° • ma".0 cob co co \ \ 11 1 Al \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ �7� STAIR 1 - MEZZ. LEVEL 1/4" = 1'-0" 17' - 0 1/2" 5'-4" 5'-6" 6'-21/2" /(6)TREADS@11" EA. omplo or • t •, ono • ®o o oo coo o 0- 0 0 \�0.O° 12' MIN. TYP. 1 1B3 �.� \ \ 1B3 - — 4B n Q.-• GH1 * = I I G\-s`t TYP. MIN. TYP.- 6 / — 1' - 1" — 7 \\ 12 12"MIN. TYP. — —T-Y-FY— ,/ i / O 011100 0 020 STANDPIPE PER DESIGN BUILD 0 T a0 Bo \ \ \ \ \ \ \ \ \ \ \ \ / 1� 18'-41/2" 1 Al L J STAIR 1 - LEVEL 1 1/4" = 1'-0" co 0 0 0 A141tI 11 A452 TYP. 3 TYP. / / / / / / / 2A1 12 TYP. 8 A452 17 AA 10� A452 TYP. SIM. A�O� 2 SIM. \503 8A TYP. 1 Al • • HIGH PARAPET 350.50 - �r 2 2 co -v co w us cc w 0) co co c w 0 (9) RISER @ 7" LU 299.50 MEZZANINE LEVEL Lb In co 350.11 PARAPET HT. ROOF 348.11 TOP PLATE 345.53 LEVEL 5 00 337.44 LEVEL 4 328.29 LEVEL 3 00 319.15 LEVEL 2 310.00 NOTE: STAIR BELOW LEVEL 2 IS REQUIRED TO BE STEEL STAIR AND LANDING VVITH CONCRETE & MTL DECK LANDINGS AND STEEL PAN & CONCRETE TREADS. 5 GENERAL NOTES SEE SHEET A453 FOR ALL NOTES RELATED TO STAIRS INDICATES STAIR FLAG NOTES - SEE A453 17' - 3" 5' - 5 1/4" 12" MIN. 12" MIN. 14 A452 TYP A450 5 10 7H 11 7A 00010.00 STANDPIPE PER DESIGN BUILD 7H Cy 7A -I 7A 12" MIN. 17' - 3" 5' - 5 1/4" 6' - 5" 5' - 4 3/4" 12" MIN. (7) TREADS @ 11" EA. 12" MIN. A450 5 OM 0 000111000011000 0000000 cio STANDPIPE PER DESIGN BUILD 7H A450 11 7A 7A 10 -41 7H 7A " MIN. r 3 STAIR 2 - LEVEL 2 0 REViEWED FOR CODE COMPLIANCE APPROVED JUL 27 2015 City ofTukwila BUILDING DIVISION 4 A5� z 2 7 i1�=ii'.._ .ii 1111111111�11111�11111E11111�11111511111 11111�11111�11111�11111-11111-11111M—ILIII III=III _°- 111111-111F . 'I ;111111— o T T N =III • " J I III_ LEVEL 1 S 289.50 5 A450 11 5' - 4" • (8) TREADS @ 11" EA. 4F3 TYP. 12" MIN. 47/Z TYP/ STANDPIPE PER DESIGN BUILD Eo 1A1 STAIR 2 - MEZZ. LEVEL 17' - 8 1/2" 5' - 4" • STANDPIPE PER DESIGN BUILD 1B3 12" MIN./ 10 RECEIVED CITY OF TUKWILA PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON w re ISSUE DATE: 05-22-2015 co 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 Lu to ce W re 11 I— Lui co co o PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker STAIR PLANS & SECTIONS BID SET/PERMIT COMMENTS 4 0 CO �.• w co o \ M, 11 II II --1 2.00% I ME77ANINE LEVEL 299.50 VV �° ' •••L 111E111111 —I11- c, 1—I 1=11 I=111111 4 1 I III-1II 111=11 1II A . I-1 1-1 I -1 I I —III —I I I> III —III 111E11I=111 +291.3 \ —I . 111=1 I 1—LEVEL 1 III 11=1 1 289.50 I 1I 111=11 Ill.I WALL SECTION @ STAIR TO COMMERCIAL 10 SPACE 1/4" = 1'-0" ,291.30 10 A451 5'-0" 2' - 0"(2)TREADS @ 12" 1B3 1B E 289.50 12" MIN. ()" MIN. 1B3 0 in MISC. STAIR FROM GARAGE TO COMMERCIAL 1/4" = 1'-0" 5� WALL SE 1/4" = 1'-0" 1B3 5 1 1 1 1 ME77ANINE LEVEL L__ ° —JI I 0 I 2.00 /° II I [8 33%� —III—I 11-111E111E111—III—I I I=1111 1E1 I —I 1 III-111—I 1 I-111E111E111E111E111-111—I 11-111— 111-111—I 11-11 I —I 11—III—I 11—I I I I ICI —III III 11I-111 111 111-1 FI 111— 1I—I 11111EIII-11 1-111-1 1 I 1 I 1 I IEHII I I I-111E111E111E111E111-11 I —I � I—III-11 - I ��=rl -1 I —III—III—III—III—I I I_I 11=1 11=1 I I-1 I II III III III III III III III III III III III TION @ RAMP TO POLICE STATION 1 5'-0" J L 8.33% 4 RAMP FROM GARAGE TO POLICE STATION 1/4" = 1'-0" 299.50 LEVEL 2 310.00 MEZZANINE LEVEL 299.50 0 0 O 0 O =1111 1 11 1 I II I II I I11 1: =III''-1 \ —III—I �I I I-1 I IIII- :III —III —III —III —I 11=1 11=1 I I I I 1=1 11=1 11=1 I I I 1=1 111-111—III—III 111=III=III=III=III=III-111—III=111-111=III=1 -III—III—III=1 I I=II 1 I I—III=111=1 11=1 11=1 11=1 11=1 11=111—I 11=1 11=1 I =111=111=111=1 1=111=111E111=111=111=111=111=111E111=111=111=� 1111 11111 1111 I —I l—I I —I I —I I —I I —I I I —I I —I I —I I —I 11111 , 1111 1111; STAIR 4 SECTION 1/4" = 1'-0" 3 \ STAIR 3 SECTION I 2C 2 (19)RISERS @ 6.76" III III=III=III 111III I E111-.11 I —I II — LEVEL 2 310.00 4A1 MEZZANINE LEVEL 299.50 STAIR 3 1111111111111 t}11111111 1/4" = 1'-0" LEVEL 1 289.50 +288.5, / 8 A451 4A 9'-8" \\\\\\\\\\\ \ \ \ 1 Al 1 Al 0 116211110 0 =lb 0 41010 0 0 ifl 4 STAIR 4 b) M (15) TREADS @ 11" EA. a 0 EA 1B 11 1 2 TYP. 12" MIN. TYP. 6'-1" 1B Cc- MEDIA RM 4H 4C 0 O 0 0 4H /12'-11" / 1 12" MIN. TYP. 1 299.50 • I 1 • 1 • I 4H 0 0 C1100 0 1000100 0 0 412111210 0 CO22 0 0 4C2 4'-3" 1'-10" 2'-11" (2) TREAD @ 11" EA. 7� STAIR 4 - MEZZ. LEVEL 1/4" = 1'-0" 9'-0" +302.5 6'-1" 4A1 CO N 4H • • 4C 0 CM= 0 C01100 0 1B3 I � -. 4 in ----} 0' 0: \ \ ---t--- ---a----- ---f--- A• • •-. 0, I .---- --- I --- fit 1 I A A.. I. •,. j. •< b' f.G. CI 299.50 I v` lip 0 in 44 I 1B3 r STAIR 3 - LEVEL 1.5 MEZZ PLAN 4A 9' - 8" 10 288.80 STAIR 4 289.50 IV 4H r STAIR 4 - LEVEL, 1 113 • • • 3 4A1 2 BED-M 4H ELECTRICA RE WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukuvii • • 288.50 STAIR 3 co cO 1- 289.50 0 • • • 4H 1B3 ..• RECEIVED PERMIT CENTER 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON o. LU uj Ea III cool ISSUE DATE: 05-22-2015 co 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC a. Ell cyl CO CO ga PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker MISC. STAIR & RAMP PLANS & SECTIONS BID SET/PERMIT COMMENTS /21/2015 3:36:49 PI z U a) co t 0 c0 L N 0 CD I, CO N Co cv z I� C\1 rn c a) N 1) L cv u= 0 rn L U) U) U ui- z- w J PROJECTED TREAD 8 1/2"MIN. 5"MIN. HANDRAILS OF ALTERNATING TREAD DEVICES: HANDRAIL SHALL BE PROVIDED ON BOTH SIDES OF ALTERNATING TREAD DEVICES AND SHALL COMPLY WITH IBC SECTION 1012. 1' TREAD WIDTH 7"MIN. TREADS OF ALTERNATING TREAD DEVICE(IBC 1009.13.2): 16 ALTERNATING TREAD DEVICE REOUIREMENTS 1/2" = 1'-0" 1 HR EXTERIOR WALL ASSEMBLY HANGER PER STRUCTURAL BEAM PER STRUCTURAL (is FLOOR FRAMING AT RATED ENCLOSURE RIMBOARD 1 1/2" = 1'-0" 7B UNIT _�_r_�:•_r w:�:rv:rr.�:r.•:�:r_r 7H STAIR ENCLOSURE 2HR STAIR ENCLOSURE WALL. NO PENETRATIONS PERMITTED. BASE TO ALIGN W/ KICKBOARD BASE 1" GYPSUM TOPPING UNDERLAYMENT PLYWOOD - SEE STRUCTURAL FLOOR LEVEL LANDING 2 LAYERS TYPE X EXTERIOR GYP SHEATHING (DENSGLAS) APPLIED DURING FRAMING UNIT 14 STAIR - LANDING AT UNIT WALL 1 1/2" = 1'-0" 1 HR RATED FLOOR ASSEMBLY [t 1/4" RADIUS EDGES 5/4x6 HARDWOOD CAP TRIM PAINT EDGE BLACK (TYP.) 1/2x4 HARDWOOD TRIM 2x4 STUDS @ 16" O.C. W/ 5/8" TYPE "X" GWB EA. SIDE - DOUBLE STUDS @ EACH END OF WALL SLOPED WALL PLATE 2X12 STRINGER SLOPED HEADER AT CENTER WALL Irsw- "J" TRIM (TYP.) +42" ABOVE r7� - / \452 / Il NOSE & LANCING +36" ABOVE STAIR NOSE & LANDING 1x WOOD KICKBOARD WOOD TREAD STAIR NOSING PER IFI yo! \SIM \A452y j HOLD TREAD SHORT FOR CARPET TURN -DOWN TERMINATION 2X6 LEDGER FOR KICKBOARD SUPPORT 12 DETAIL - STAIR TREAD AT LOW WALL 1 1/2" = 1'-0" 1" PLYWOOD GYPCRETE AT FLR LEVEL LANDING ONLY - SEE FLOOR ASSEMBLIES FULL WIDTH BLOCKING PROVIDED FOR CONTINUITY OF FIRE BARRIER THROUGH CONCEALED SPACE PER IBC 707.5 APPLY FIRE RESISTIVE JOINT SYSTEM CONFORMING TO IBC 707.5, ASTM E119 OR UL 293 SOLID RIM FULL WIDTH OF PLATE STAIR ENCLOSURE FURRED OUT 2X4 WALL (WHERE SHOWN ON PLAN) 2 HR STAIR ENCLOSURE ASSEMBLY NO MEMBRANE PENETRATIONS PERMITTED STAIR FLOOR LEVEL LANDING JOIST HANGER - REF STRUCTURAL I (1) 5 1/4" X 11 7/8" PSL SOLID MATERIAL w/ LVL TO FILL FULL WIDTH (MIN 5 1/2") AND FULL HEIGHT OF WALL ASSEMBLY @ EGRESS ENCLOSURE SEE STRUC DETAIL 13 STAIR LANDING AT WALL PARALLEL TO JST 1 1/2" = 1'-0" 2X BLOCKING TYPE 'X' 5/8" GWB 11" TOP OF STAIR AT FLOOR LEVEL LANDING 1 1/2" = 1'-0" BEAM PER STRUCTURAL STRUCTURAL CONNECTION 2" CONTRASTING VINYL STAIR NOSING 3/8" PLYWOOD RISER 1" PLYWOOD STAIR TREAD 3/8" PLYWOOD RISER (SLANTED) 1" PLYWOOD TREAD 2" CONTRASTING VINYL STAIR NOSING -SEE IFI 1" PLYWOOD BLOCKING/NAILER STRUCTURAL CONNECTION BEAM - SEE STRUCTURAL GYPCRETE AT FLR LEVEL LANDING ONLY - SEE FLOOR ASSEMBLIES 5/8" TYPE 'X' GWB 10 BOTTOM OF STAIR AT LANDING 1 1/2" = 1'-0" 'THRUST BLOCK' w/ ANCHOR BOLTS - REF STRUCTURAL FINISH FLOOR • r BOTTOM OF STAIR @ PT SLAB 1 1/2" = 1'-0" PLATE @ CONCRETE TO BE PRESSURE TREATED 2-HOUR WALL ASSEMBLY PER FLOOR PLANS 1x12 KICKBOARD (OR 3/4"MDF) FINISH FLOORING ON WOOD TREADS 2x12 STAIR STRINGER FIRE RETARDANT TREATED 2x6 LEDGER FOR KICKBOARD 1/2" SHIM AS REQ'D 5/8" TYPE 'X' GWB 2x6 REINF. -SEE STRUC. 2x6 FIREBLOCKING BETWEEN STUDS ALONG AND IN LINE WITH STRINGERS AND LANDINGS 8 STAIR STRINGER AT RATED WALL 1 1/2" = 1'-0" 1-1/2" - 2" DIAMETER WOOD OR METAL HANDRAIL - SEE STAIR PLANS SHEETS REQUIRED EXTENSIONS BEYOND TOP AND BOTTOM RISERS. SEE ALSO GENERAL STAIR FLAGNOTE #3/A450 FOR ADDITIONAL REQ'TS 1 1/2" CLR. 50 M TOP OF TREAD OR LANDING SEE 12/A452 FOR TRIM & CAP DETAIL 1 1/2" CLR. co M M 2x6 SOLID BLOCKING TYPICAL CONDITION SEE SECTIONS FOR CONDITION DETAIL AT HANDRAIL 3" = 1'-0" 1. The signs shall be a minimum size of 18 inches by 12 inches. 2. The letter designating the identification of the interior exit stairway and ramp shall be a minimum of 1 1/2 inches in height. 3. The number desginating the floor level shall be a minimum of 5 inches in height and located in the center of the sign. 4. All other lettering and numbers shall be a minimum of 1 inch in height. 5. Characters and their background shall have a nonglare finish. Characters shall contrast with their background, with either light characters on a dark background or dark characters on a light background. 6. Signs shall be located 5 feet above the floor landing in a position that is readily visible when the doors are in the open and closed positions. 7. Provide raised characters and Braille complying with ICC A117.1 504.9, 703.3, and 703.4. N Z N z U) z z NOTE: ALL TEXT TO BE SAN SERIF OR HELVETICAL BLOCK LETTERING FLOOR FLOOR 1 TO FLOOR 5 NO ROOF ACCESS DOWN TO FLOOR 1 FOR EXIT DISCHARGE CO GENERAL STAIR NOTES 1. ACCESSIBLE MEANS OF EGRESS - STAIRWAYS (IBC 1007.3) INTERIOR EXIT STAIRWAYS ARE ONE COMPONENT FOR THE ACCESSIBLE MEANS OF EGRESS FROM LEVELS ABOVE AND BELOW GRADE. A. THE 48" CLEAR WIDTH BETWEEN HANDRAILS REQUIREMENT IS NOT REQUIRED AT INTERIOR EXIT STAIRS IN SPRINKLERED BUILDINGS (IBC 1007.3, EXCEPTION 1). B. THE AREA OF REFUGE REQUIREMENT IS NOT REQUIRED AT INTERIOR EXIT STAIRS IN SPRINKLERED BUILDINGS OR R-2 OCCUPANCY.(IBC 1007.3, EXCEPTION 2 & EXCEPTION 6). C.ACCESSIBLE STAIRS SHALL COMPLY W/ ICC A117.1-2009 SEC. 500,. AS NOTED IN FLAG NOTES BELOW. 2. CONSTRUCTION (IBC 1022.2): INTERIOR EXIT STAIRWAYS SHALL BE ENCLOSEDWITH 2 HOUR FIRE BARRIERS. EXTERIOR WALLS SHALL BE RATED AS REQUIRED FOR EXTERIOR WALLS. REFER TO SHEET A005-007 FOR FIRE RATED ASSEMBLIES. 3. PENETRATIONS (IBC 1022.5): REFER TO SHEET A007 FOR REQUIREMENTS. 4. LIGHTING (ICC A117.1-2009 504.8.1): LIGHTING SHALL BE CAPABLE OF PROVIDING 10 FOOT-CANDLES (108 lux) OF ILLUMINANCE MEASURED AT THE CENTER OF THE THE/SURFACE AND ON LANDING SURFACES WITHIN 24" OF NOSINGS. REFER TO DESIGN/BUILD ELECTRICAL PLANS. RE CODE CO APPR JUL 2 City of ILDING 1'-0" STAIR SIGNAGE R C IV D FOR IANC VEIL 2015 IMP Mile IVISIC D T, S. 2 $KWILA MAY222015 PERMIT CENTER 3" = 1'-0" CITY OF TUKWILA REQUIREMENTS ORDINANCE 2326: 16.05.050 D. CLASS 1 STANDPIPE HOSE CONNECTIONS ARE REQUIRED: A CLASS 1 STANDPIPE SHALL BE LOCATED IN EVERY STAIRWAY; A HOSE CONNNECTION SHALL BE PROVIDED FOR EACH FLOOR LEVEL AND ON INTERMEDIATE FLOOR LEVEL LANDINGS BETWEEN FLOORS UNLESS OTHERWISE APPROVED BY THE FIRE MARSHALL. 16.05.040 STAIR PRESSURIZATION: STAIR ENCLOSURES SHALL BE PRESSURIZED AS DESCRIBED IN IBC 909.20.5. SEE BELOW. ORDINANCE 2327: 16.42.060 STANDPIPES: A. WHEN STANDPIPES ARE REQUIRED, THEY SHALL BE CLASS III WET. ORDINANCE 2330: FIRE HOSE RACKS: NO LONGER REQUIRED TO FOLLOW SECTION 16.46.040 PER APPROVAL BY AL METZLER (CITY OF TUKWILA FIRE PROJECT COORDINATOR/SENIOR INSPECTOR) REQUIRED TO FOLLOW NFPA 14 SECTION 7.3: HOSE CONNECTIONS AND HOSE STATIONS SHALL NOT BE UNOBSTRUCTED AND SHALL BE LOCATED NOT LESS THAN 3 FT. OR MORE THAN 5 FT. ABOVE THE FLOOR. THIS DIMENSION SHALL BE MEASURED FROM THE FLOOR TO THE CENTER OF THE HOSE VALVE. CLASS 1 SYSTEMS SHALL BE PROVIDED WITH 2 1/2" HOSE CONNECTIONS IN THE FOLLOWING LOCATIONS: (1) AT THE MAIN FLOOR LANDING IN EXIT STAIRWAYS (5) AT THE HIGHEST LANDING OF STAIRWAYS WITH STAIRWAY ACCESS TO A ROOF, OR ON ROOFS WITH A SLOPE LESS THAN 4 IN 12 WHERE STAIRWAYS DO NOT ACCESS THE ROOF. HOSE CONNECTIONS SHALL BE PERMITTED TO BE LOCATED AT THE HIGHEST INTERMEDIATE LANDINGS BETWEEN FLOOR LEVELS IN EXIT STAIRWAYS WHERE REQUIRED BY THE AHJ. WHERE THE MOST REMOTE PORTION OF A SPRINKLERED FLOOR OR STORY IS LOCATED IN EXCESS OF 200 FT. OF TRAVEL DISTANCE FROM A HOSE CONNECTION IN OR ADJACENT TO A REQUIRED EXIT, ADDITIONAL HOSE CONNECTIONS SHALL BE PROVIDED, IN APPROVED LOCATIONS, WHERE REQUIRED BY THE LOCAL FIRE DEPARTMENT OR THE AHJ. 16.46.050 STANDPIPES: SEPARATE DRY STANDPIPES SHALL NOT BE REQUIRED IF THE STANDPIPES AND THE SPRINKLER RISERS ARE THE SAME PIPES, THAT IS, "WET" STANDPIPES, AS DEFINED IN SECTION 905 OF THE INTERNATIONAL BUILDING CODE. 16.46.110 EMERGENCY COMMUNICATIONS SYSTEM: A. AN EMERGENCY COMMUNCATIONS SYSTEM SHALL BE PROVIDED WITH JACKS ON EACH FLOOR OF EACH EMERGENCY STAIR TOWER AND BESIDE THE EMERGENCY ELEVATOR. A MINIMUM OF SIX HANDSETS SHALL BE STORED IN A ROOM, THE LOCATION OF WHICH SHALL BE DESIGNATED BY THE FIRE MARSHALL OF THE FIRE DEPARTMENT(SECTION 907.2.12.3 OF THE IBC). B. EMERGENCY RESPONDER RADIO COVERAGE SHALL BE PROVIDED IN ACCORDANCE WITH THE 2009 EDITION OF THE INTERNATIONAL FIRE CODE SECTION 510. STAIR FLAG NOTES HEADROOM (IBC 1009.5 ): STAIRWAYS SHALL HAVE A MINIMUM HEADROOM CLEARANCE OF 80" MEASURED VERTICALLY FROM A LINE CONNECTING THE EDGE OF THE NOSINGS. SUCH HEADROOM SHALL BE CONTINUOUS ABOVE THE STAIRWAY TO THE POINT WHERE THE LINE INTERSECTS THE LANDING BELOW, ONE TREAD DEPTH BEYOND THE BOTTOM RISER. THE MINIMUM CLEARANCE SHALL BE MAINTAINED THE FULL WIDTH OF THE STAIRWAY AND LANDING. RISER HEIGHT & TREAD DEPTH (IBC 1009.7.2 & 1009.7.4 / ICC A117.1-2009 504.2): RISERS SHALL BE 4" MINIMUM AND 7" MAXIMUM IN HEIGHT. TREADS SHALL BE 11" MIN. IN DEPTH. STAIR TREADS AND RISERS SHALL BE OF UNIFORM SIZE AND SHAPE. HANDRAILS (IBC 1009.15, 1012.2, 1012.6, 1012.7, & 1012.3.1 / ICC A117.1-2009 505): STAIRWAYS SHALL HAVE HANDRAILS ON EACH SIDE. HANDRAIL HEIGHT, WHERE MEASURED ABOVE STAIR TREAD NOSINGS SHALL BE UNIFORM, NOT LESS THAN 34" AND NOT MORE THAN 38". HANDRAILS SHALL RETURN TO A WALL, GUARD OR WALKING SURFACE OR BE BE CONTINUOUS TO THE HANDRAIL OF AN ADJACENT STAIR FLIGHT. WHERE HANDRAILS ARE NOT CONTINUOUS BETWEEN FLIGHTS, THE HANDRAILS SHALL EXTEND HORIZONTALLY AT LEAST 12" BEYOND THE TOP RISER AND CONTINUE TO SLOPE FOR A DEPTH OF ONE TREAD BEYOND THE BOTTOM RISER - SEE PLANS FOR LOCATIONS & DIMENSIONS. HANDRAILS WITH A CIRCULAR SECTION SHALL HAVE AN OUTSIDE DIMENSION OF AT LEAST 1-1/4" AND NOT GREATER THAN 2". THE HAND GRIP PORTION SHALL HAVE A SMOOTH SURFACE WITH NO SHARP CORNERS. HANDRAILS PROJECTING FROM A WALL SHALL HAVE A SPACE NOT LESS THAN 1-1/2" BETWEEN THE WALL AND THE HANDRAIL. SEE DETAIL 5 THIS SHEET. NOSINGS & RISER PROFILE (IBC 1009.7.5 / ICC A117.1-2009 504.5.1): THE RADIUS OF CURVATURE AT THE LEADING EDGE OF THE TREAD SHALL NOT BE GREATER THAN 1/2 INCH. BEVELINGS OF NOSINGS SHALL NOT EXCEED 1/2 INCH. RISERS SHALL BE SOLID AND VERTICAL OR SLOPED UNDER THE TREAD ABOVE FROM THE UNDERSIDE OF THE NOSING ABOVE AN ANGLE NOT MORE THAN 30 DEGREES FROM THE VERTICAL. THE LEADING EDGE (NOSINGS) OF TREADS SHALL PROJECT NOT MORE THAN 1-1/4" BEYOND THE TREAD BELOW. THE LEADING 2" OF THE TREAD SHALL HAVE A VISUAL CONTRAST OF DARK -ON -LIGHT OR LIGHT -ON -DARK FROM THE REMAINDER OF THE TREAD. ENCLOSURES UNDER INTERIOR STAIRWAYS (IBC 1009.9.3): THE WALLS AND SOFFITS WITHIN ENCLOSED USABLE SPACES UNDER ENCLOSED AND UNENCLOSED STAIRWAYS SHALL BE PROTECTED BY 1-HOUR FIRE RESISTANCE CONSTRUCTION, OR FIRE RESISTANCE RATING OF STAIRWAY ENCLOSURE, WHICHEVER IS GREATER. ACCESS TO THE ENCLOSED SPACE SHALL NOT BE DIRECTLY FROM WITHIN THE STAIR ENCLOSURE. STAIRWAY LANDINGS (IBC 1009.8): THERE SHALL BE A FLOOR OR LANDING AT THE TOP AND BOTTOM OF EACH STAIRWAY. THE WIDTH OF LANDINGS SHALL NOT BE LESS THEN THE WIDTH OF STAIRWAYS THEY SERVE. EVERY LANDING SHALL HAVE A MINIMUM WIDTH MEASURED PERPENDICULAR TO THE DIRECTION OF TRAVEL EQUAL TO THE WIDTH OF THE STAIRWAY. WHERE THE STAIRWAY HAS A STRAIGHT RUN THE DEPTH NEED NOT EXCEED 48". DOORS OPENING ONTO A LANDING SHALL NOT REDUCE THE LANDING TO LESS THAN ONE-HALF THE REQUIRED WIDTH. WHEN FULLY OPEN, THE DOOR SHALL NOT PROJECT MORE THAN 7" INTO A LANDING. STAIRWAY TO ROOF(ALTERNATING TREAD DEVICE) (IBC 1009.16): IN BUILDINGS FOUR OR MORE STORIES ABOVE GRADE PLANE, ONE STAIRWAY SHALL EXTEND TO THE ROOF SURFACE, UNLESS THE ROOF HAS A SLOPE STEEPER THAN 4 UNITS VERTICAL TO 12 UNITS HORIZONTAL. IN BUILDINGS WITHOUT AN OCCUPIED ROOF, ACCESS TO THE ROOF FROM THE TOP STORY SHALL BE PERMITTED TO BE BY AN ALTERNATING TREAD DEVICE. ROOF HATCH (IBC 1009.16.1, EXCEPTION): IN BUILDINGS WITHOUT AN OCCUPIED ROOF, ACCESS TO THE ROOF SHALL BE PERMITTED TO BE A ROOF HATCH OR TRAP DOOR NOT LESS THAN 16 SQUARE FEET IN AREA AND HAVING A MINIMUM DIMENSION OF 2 FEET. DISCHARGE IDENTIFICATION (IBC 1022.8): AN INTERIOR EXIT STAIRWAY AND RAMP SHALL NOT CONTINUE BELOW THE LEVEL OF EXIT DISCHARGE UNLESS AN APPROVED BARRIER IS PROVIDED AT THE LEVEL OF EXIT DISCHARGE TO PREVENT PERSONS FROM UNINTENTIONALLY CONTINUING INTO LEVELS BELOW. DIRECTIONAL EXIT SIGNS SHALL BE PROVIDED AS SPECIFIED IN SECTION 1011. RAISED CHARACTER AND BRAILLE EXIT SIGNS (IBC1011.4 / ICC A117.1-2009 504.9 & 703.4): THE EXIT DOOR DISCHARGING TO THE OUTSIDE OR TO THE LEVEL OF EXIT DISCHARGE SHALL HAVE A TACTILE SIGN STATING "EXIT." MOUNTING HEIGHT SHOULD BE 48" MIN. AND 60" MAX. ABOVE THE FLOOR. STAIRWAY IDENTIFICATION SIGNS (IBC 1022.9): A SIGN SHALL BE PROVIDED AT EACH FLOOR LANDING IN AN INTERIOR EXIT STAIRWAY AND RAMP CONNECTING MORE THAN THREE STORIES DESIGNATING THE FLOOR LEVEL, THE TERMINUS OF THE TOP AND BOTTOM OF THE INTERIOR EXIT STAIRWAY AND RAMP AND THE IDENTIFICATION OF THE STAIR OR RAMP. THE SIGNAGE SHALL ALSO STATE THE STORY OF, AND THE DIRECTION TO, THE EXIT DISCHARGE AND THE AVAILABILITY OF ROOF ACCESS FROM INTERIOR EXIT STAIRWAY AND RAMP FOR THE FIRE DEPARTMENT. THE SIGN SHALL BE LOCATED 5 FEET ABOVE THE FLOOR LANDING IN A POSITION THAT IS READILY VISIBLE WHEN DOORS ARE IN OPEN AND CLOSED POSITION. IN ADDITION TO THE STAIRWAY IDENTIFICATION SIGN, A FLOOR LEVEL SIGN IN RAISED CHARACTERS AND BRAILLE COMPLYING WITH ICC A117.1 SHALL BE LOCATED AT EACH FLOOR LEVEL LANDING ADJACENT TO THE DOOR LEADING FROM THE INTERIOR EXIT STAIRWAY AND RAMP INTO THE CORRIDOR TO IDENTIFY THE FLOOR LEVEL. SEE DETAIL 6 THIS SHEET FOR SIGNAGE REQUIREMENTS PER IBC 1022.9.1. STAIR PRESSURIZATION (IBC 909.20.5): WHERE THE BUILDING IS EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1, THAT VESTIBULE IS NOT REQUIRED, PROVIDED THAT INTERIOR EXIT STAIRWAYS ARE PRESSURIZED TO A MINIMUM OF 0.10 INCHES OF WATER AND A MAXIMUM OF 0.35 INCHES OF WATER IN THE SHAFT RELATIVE TO THE BUILDING MEASURED WITH ALL STAIRWAY DOORS CLOSED UNDER MAXIMUM ANTICIPATED CONDITIONS OF STACK EFFECT AND WIND EFFECT. VD JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT sR) G L. ALLWINE ATE OF WASHINGTON 0 y CC) G co z w WW0 CO Mm o-I0Oa- WO W =W p 0-2 m ca co 0 d' Ln L() r T T N N N co M N 0 (V L/) �00 W CV ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 0 z W W I- 0 z a z z o co 0 0 a a ili 0 W CC o oCe LLfa. oa W W w0 az I1I PROJECT #: DRAWN BY: CHECKED BY: 1026.05 LJ STAIR DETAILS BID SET/PERMIT COMMENTS N ui 2 Cu z- CRICKET FOR SLOPE TO DRAINS TYPE VA CONSTRUCTION TYPE IA CONSTRUCTION 9A2 1/2" / 12" 11.44144.444.44141. 9A HOIST BIM (PROV. BY ELEV. MFR. INSTALL BY CONTRACTOR) 4 HIGH PARAPET i T •ti VI ITe :, 1 10. C ...-. 7H li►mil att 2C AY/SMOKE CONTROL PRESSURIZED ELEVATOR HOI 7H 8B 8B 8B 2C 350.50 PARAPET HT. 350.11 TOP PLATE 345.53 47' - 11 1 /4' TRAVEL DISTANCE 1B3 2B IB3 (VERIFY W/ MFR.) 1B3 2B LEVEL 5 337.44 LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 3 HR. HORIZONTAL ASSEMBLY MEZZANINE LEVEL 299.50 1B3 rt 2A1 L'oo� , I I o 10(1 1111�� L�- I II I Ih .9a j l ll l III 11-1°, III I - I_I-1I III 11.1 I ° TI ft r=i1 l: -. -0I T_i I -1 I _n=1 111 111 111-III III 111-111-11 P-111-111 I 111- WALL SECTION 0 ELEVATOR 1 w 2 o I_ LEVEL 1 I` 289.50 SUMP HOLE. MIN. 18"X18"X18" W/ FLUSH MOUNTED STEEL GRATE - COORDINATE LOCATION WITH ELEV.MFR. 8 \ ELEVATC 1/4" = 1'-0" - LEVEL 2- 1B3 7 \ ELEVATOR 2 - LEVEL. 1/4" = 1'-0" 6 \ ELEVAT 1/4" = 1'-0" 1B3 - LEVEL 2-; 9 1B3 A460 10'-2" AN i 0- 0' COO • O • ,-00013-1, -f 1B3 1B3 5 ELEVATOR 1 - LEVEL 1 & MEZZ. PLAN USE 12" LAPS & TAPE ALL EDGES/SEALS W/ APPROVED SEAM TAPE @ VAPOR RETARDER L)U �U oL)0 od'O 0 oQoQOO,2000.i I=III ICI -ICI III I =II-_II_II-111 - -III-III-III-1 =1 11=1 11-1 11-1 11-1 11- 1=111=111=111=111=1 EI I I=111=1 I I=1 I I=111-1 I II I-111=1 11=111=1 ElIIII I1111 I II 1 I 10 MIL. VAPOR RETARDER GRANULAR FILL WATERPROOF CONCRETE MIX BENTONITE ROPE BENTONITE PANEL CONTINUOUS UNDER ELEVATOR PIT GRANULAR FILL PER SOILS REPORT oO�o O"o�o0-Ill:o� or-o )80 J� o0 0 ojo0u o01Uoo0�o jo�_» F1q111, �,I,���n'iT•11 ]fl: ooIT ELEVATOR PIT WATERPROFFING 1 1/2" = 1'-0" "x3/8" STEEL BAR STRINGERS WITH 20" WIDE X 3/4" DIAM UNGS @12"O.C. GROUND FLOOR 1/2" x 2 1/2" x 3/8" STEEL NGLE WELDED TO STRINGER - BOLT TO PIT FLOOR 0 v 0 PIT DEPTH a. 4 l 1 ELEVATOR PIT LADDER 1/2" = 1'-0" HOISTWAY SIGNS DOOR REOPENING Q in - O ro CAB ELEVATION HALL SIGNALS Z0 Zh 3"X3/8" STEEL ANCHOR - BOLT TO WALL (TYP.) z CONCRETE SLAB ON GRADE - SEE STRUCTURAL CONCRETE PIT - SEE STRUCTURAL DAMPPROOFING W 0 O 0 0 CALL CONTROLS CAR POSITION INDICATOR CAR CONTROLS EMERGENCY CONTROL BUTTONS EMERGENCY PHONE ELEVATOR ACCESSIBILITY GUIDLINES 1/4" = 1'-0" 5" RADIUS CORNER (IBC 3002 4) #3500 THYSSENKRUPP SIDE OPENING DOOR 3'-6" 1 ELEVATOR STRETCHER REQUIREMENTS STAR OF LIFE SYMBOL ACCESSIBLE ELEVATOR REQUIREMENTS TYPICAL ACCESSIBLE REQUIREMENT NOTE THIS SHEET ALL ELEVATORS SHALL ACCOMMODATE A WHEELCHAIR IN ACCORDANCE WITH IBC CH 11, ICC/ANSI A117.1. AND WAC 296-96. THE FOLLOWING IS A PARTIAL LIST OF THOSE REQUIREMENTS PROVIDED FOR REFERENCE. REFER TO COMPLETE STANDARDS TO ENSURE COMPLIANCE. CALL CONTROLS (ICC/ANSI 117.1 SEC 407.2.1:CALL BUTTONS SHALL BE RAISED OR FLUSH. OBJECTS BENEATH HALL CALL BUTTONS SHALL PROTRUDE 1 INCH MAXIMUM. CALL BUTTONS AND KEYPADS SHALL BE LOCATED WITHIN ONE OF THE REACH RANGES SPECIFIED IN SECTION 308, MEASURED TO THE CENTERLINE OF THE HIGHEST OPERABLE PART, PER WAC 36" MIN. CALL BUTTONS SHALL BE 3/4 INCH MINIMUM IN THE SMALLEST DIMENSION. A 30" X 48" CLEAR FLOOR SPACE SHALL BE PROVIDED AT CALL CONTROLS. THE CALL BUTTON THAT DESIGNATES THE UP DIRECTION SHALL BE LOCATED ABOVE THE CALL BUTTON THAT DESIGNATES THE DOWN DIRECTION. CALL BUTTONS SHALL HAVE VISIBLE SIGNALS TO INDICATE WHEN EACH CALL IS REGISTERED AND WHEN EACH CALL IS ANSWERED. HALL SIGNALS (ICC/ANSI A117.1 SEC 407.2.2): A VISIBLE AND AUDIBLE SIGNAL SHALL BE PROVIDED AT EACH HOISTWAY ENTRANCE TO INDICATE WHICH CAR IS ANSWERING A CALL AND THE CAR'S DIRECTION OF TRAVEL. WHERE IN -CAR SIGNALS ARE PROVIDED THEY SHALL BE VISIBLE FROM THE FLOOR AREA ADJACENT TO THE HALL CALL BUTTONS. VISIBLE SIGNAL FIXTURES SHALL BE CENTERED AT 72 INCHES MIN ABOVE THE FLOOR. THE VISIBLE SIGNAL ELEMENTS SHALL BE 2 1/2 INCHES MIN MEASURED ALONG THE VERTICAL CENTERLINE OF THE ELEMENT. SIGNALS SHALL BE VISIBLE FROM THE FLOOR AREA ADJACENT TO THE HALL CALL BUTTON. AUDIBLE SIGNALS SHALL SOUND ONCE FOR THE UP DIRECTION AND TWICE FOR THE DOWN DIRECTION, OR SHALL HAVE VERBAL ANNUNCIATORS THAT INDICATE THE DIRECTION OF ELEVATOR CAR TRAVEL. AUDIBLE SIGNALS SHALL HAVE A FREQUENCY OF 1500 HZ MAX. VERBAL ANNUNCIATORS SHALL HAVE A FREQUENCY OF 300 HZ MIN AND 3000 MAX. THE AUDIBLE SIGNAL OR VERBAL ANNUNCIATOR SHALL BE 10 DBA MIN ABOVE AMBIENT, BUT SHALL NOT EXCEED 80 DBA, MEASURED AT THE HALL CALL BUTTON. HOISTWAY SIGNS (ICC/ANSI A117.1 SEC 407.2.3: FLOOR DESIGNATIONS SHALL BE PROVIDED IN TACTILE CHARACTERS COMPLYING WITH SECTION ICC A117.1 703.3 LOCATED ON BOTH JAMBS OF ELEVATOR HOISTWAY ENTRANCES. TACTILE CHARACTERS SHALL BE 2 INCHES MIN IN HEIGHT. A TACTILE STAR SHALL BE PROVIDED ON BOTH JAMBS AT THE MAIN ENTRY LEVEL. PER WAC, BRAILLE FLOOR DESIGNATIONS MUST BE POSITIONED 48" MIN. AND 60" MAX. ABOVE THE FLOOR. WHERE SIGNS INDICATE THAT ELEVATORS DO NOT SERVE ALL LANDINGS, SIGNS IN TACTILE CHARACTERS COMPLYING WITH ICC A117.1 703.3 SHALL BE PROVIDED ABOVE THE HALL CALL FIXTURE. REOPENING DEVICE (ICC/ANSI A117.1 SEC 407.3.3): ELEVATOR DOORS SHALL BE PROVIDED WITH A REOPENING DEVICE THAT SHALL STOP AND REOPEN A CAR DOOR AND HOISTWAY DOOR AUTOMATICALLY IF THE DOOR BECOMES OBSTRUCTED BY AN OBJECT OR PERSON. THE REOPENING DEVICE SHALL BE ACTIVATED BY SENSING AN OBSTRUCTION PASSING THROUGH THE OPENING AT 5 INCHES NOMINAL AND 29 INCHES NOMINAL ABOVE THE FLOOR. THE REOPENING DEVICE SHALL NOT REQUIRE PHYSICAL CONTACT TO BE ACTIVATED, ALTHOUGH CONTACT SHALL BE PERMITTED BEFORE THE DOOR REVERSES. THE REOPENING DEVICE SHALL REMAIN EFFECTIVE FOR 20 SECONDS MIN. DOOR AND SIGNAL TIMING (ICC/ANSI A117.1 SEC 407.3.4): THE MINIMUM ACCEPTABLE TIME FROM NOTIFICATION THAT A CAR IS ANSWERING A CALL UNTIL THE DOORS OF THAT CAR START TO CLOSE SHALL BE CALCULATED FROM THE FOLLOWING EQUATION: T=D/(1.5 FT/S) OR T=D/(455MM/S) = 5 SECONDS MINIMUM, WHERE T=TIME IN SECONDS, D=DISTANCE, FROM THE POINT IN THE LOBBY OR CORRIDOR 60 INCHES DIRECTLY IN FRONT OF THE FARTHEST CALL BUTTON CONTROLLING THAT CAR TO THE CENTERLINE OF ITS HOISTWAY DOOR. 6) DOOR DELAY (ICC/ANSI A117.1 SEC 407.3.5): ELEVATOR DOORS SHALL REMAIN FULLY OPEN IN RESPONSE TO A CAR CALL FOR 3 SECONDS MINIMUM. DOOR WIDTH (ICC/ANSI A117.1 SEC 407.3.6): ELEVATOR DOOR CLEAR OPENING WIDTH SHALL COMPLY WITH TABLE 407.4.1. SIDE OPENING: 36 INCH CLEAR OPENING WIDTH. ELEVATOR CAR REQUIREMENTS CAR DIMENSIONS (ICC/ANSI A177.1 SEC 407.4: INSIDE DIMENSIONS OF ELEVATOR CARS SHALL COMPLY WITH TABLE 407.4.1 LEVELING. EACH CAR SHALL BE EQUIPPED WITH A SELF -LEVELING FEATURE THAT WILL AUTOMATICALLY BRING AND MAINTAIN THE CAR AT FLOOR LANDINGS WITHIN A TOLERANCE OF 1/2 INCH UNDER RATED LOADING TO ZERO LOADING CONDITIONS. ILLUMINATION: THE LEVEL OF ILLUMINATION AT THE CAR CONTROLS, PLATFORM, CAR THRESHOLD AND CAR LANDING SILL SHALL BE 5 FOOT-CANDLES (54 LUX) MINIMUM. CAR CONTROLS (ICC/ANSI A117.1 SEC 407.4.6: CONTROLS SHALL BE LOCATED WITHIN ONE OF THE REACH RANGES SPECIFIED IN SECTION 308 (PER WAC 36" MIN ABOVE FLOOR). CAR CONTROL BUTTONS WITH FLOOR DESIGNATIONS SHALL BE RAISED OR FLUSH. BUTTONS SHALL BE 3/4 INCH MIN IN THEIR SMALLEST DIMENSION. PER WAC, BUTTONS MUST BE ARRANGED FROM LEFT TO RIGHT IN ASCENDING ORDER; EMERGENCY CONTROL BUTTONS SHALL HAVE THEIR CENTERLINES 35 INCHES MIN ABOVE THE FLOOR. EMERGENCY CONTROLS, INCLUDING THE EMERGENCY ALARM, SHALL BE GROUPED AT THE BOTTOM OF THE PANEL. CONTROL BUTTONS SHALL BE IDENTIFIED BY TACTILE CHARACTERS PER ICC A117.1 SEC. 703.3. TACTILE CHARACTER AND BRAILLE DESIGNATIONS SHALL BE PLACED IMMEDIATELY TO THE LEFT OF THE CONTROL BUTTON TO WHICH THE DESIGNATIONS APPLY. THE CONTROL BUTTON FOR THE EMERGENCY STOP, ALARM, DOOR OPEN, DOOR CLOSE, MAIN ENTRY FLOOR, AND PHONE SHALL BE IDENTIFIED WITH TACTILE SYMBOLS AS SHOWN IN TABLE 407.4.7.1.3. BUTTONS WITH FLOOR DESIGNATIONS SHALL BE PROVIDED WITH VISIBLE INDICATORS TO SHOW THAT A CALL HAS BEEN REGISTERED. THE VISIBLE INDICATION SHALL EXTINGUISH WHEN THE CAR ARRIVES AT THE DESIGNATED FLOOR. 10 CAR POSITION INDICATORS (ICC/ANSI SEC 407.4.9: AUDIBLE AND VISIBLE CAR POSITION INDICATORS SHALL BE PROVIDED IN ELEVATOR CARS. CHARACTERS SHALL BE 1/2 INCHES MIN IN HEIGHT. INDICATORS SHALL BE LOCATED ABOVE THE CAR CONTROL PANEL OR ABOVE THE DOOR. AS THE CAR PASSES A FLOOR AND WHEN A CAR STOPS AT A FLOOR SERVED BY THE ELEVATOR, THE CORRESPONDING CHARACTER SHALL ILLUMINATE. AUDIBLE INDICATORS SHALL COMPLY WITH SECTION 407.4.9.2. FOR ELEVATORS OTHER THAN DESTINATION -ORIENTED ELEVATORS THAT HAVE A RATED SPEED OF 200 FT PER MINUTE OR LESS, A NON-VERBAL AUDIBLE SIGNAL WITH A FREQUENCY OF 1500 HZ MAX THAT SOUNDS AS THE CAR PASSES OR IS ABOUT TO STOP AT A FLOOR SERVED BY THE ELEVATOR SHALL BE PERMITTED. PER WAC, AUDIBLE SIGNALS MUST BE AT LEAST 20 DBA. EMERGENCY COMMUNICATIONS (ICC/ANSI A117.1 407.4.10: EMERGENCY TWO-WAY COMMUNICATION SYSTEMS BETWEEN THE ELEVATOR CAR AND A POINT OUTSIDE THE HOISTWAY SHALL COMPLY WITH ASME/ANSI A17.1. THE HIGHEST OPERABLE PART OF A TWO-WAY COMMUNICATION SYSTEM SHALL COMPLY WITH SECTION 308. PER WAC: THE MAX HEIGHT OF ANY OPERABLE PART IS 48 INCHES AFF. TACTILE CHARACTERS AND SYMBOLS SHALL BE PROVIDED ADJACENT TO THE DEVICE. PER WAC THE CHARACTERS MUST BE AT LEAST 5/8" BUT NO MORE THAN 2" HIGH, RAISED 1/32",UPPER CASE, SAN SERIF TYPE AND ACCOMPANIED BY GRADE 2 BRAILLE. IN ADDITION, THE FOLLOWING WAC REQUIREMENTS APPLY: IF THE SYSTEM IS LOCATED IN A CLOSED COMPARTMENT, OPENING THE DOOR TO THE COMPARTMENT MUST: REQUIRE THE USE OF ONLY ONE HAND W/O TIGHT GRASPING PINCHING OR TWISTING OF THE WRIST & REQUIRE A MAX FORCE OF 5LBS. THE EMERGENCY COMMUNICATION SYSTEM MUST NOT BASED SOLELY UPON VOICE COMMUNICATION SINCE VOICE -ONLY SYSTEMS ARE INACCESSIBLE TO PEOPLE WITH SPEECH OR HEARING IMPAIRMENTS. AN INDICATOR LIGHT MUST BE VISIBLE WHEN THE TELEPHONE IS ACTIVATED. THIS NONVERBAL MEANS MUST ENABLE THE MESSAGE RECIPIENT TO DETERMINE THE ELEVATOR'S LOCATION ADDRESS AND, WHEN MORE THAN ONE ELEVATOR IS INSTALLED, THE ELEVATOR'S NUMBER. THE EMERGENCY COMMUNICATION SYSTEM MUST USE A LINE THAT IS CAPABLE OF COMMUNICATING WITH AND SIGNALING TO A PERSON OR SERVICE THAT CAN RESPOND APPROPRIATELY TO THE EMERGENCY AT ALL TIMES. A COMMUNICATION DEVICE MUST BE INSTALLED IN THE LOBBY ADJACENT TO THE PHASE 1 KEY SWITCH. THIS DEVICE MUST BE A TWO-WAY COMMUNICATION DEVICE USED TO COMMUNICATE WITH INDIVIDUALS IN THE ELEVATOR. THE HEIGHT OF ANY COMMUNICATION DEVICE(S) LOCATED IN THE LOBBY MUST BE BETWEEN 48-60 INCHES AFF. ADDITIONAL COMMUNICATION DEVICE(S) MAY ALSO BE LOCATED IN OTHER PARTS OF THE BUILDING IN ADDITION TO THE ONE LOCATED IN THE LOBBY. EXCEPTION: ELEVATORS THAT HAVE LESS THAN SIXTY FEET OF TRAVEL DO NOT REQUIRE AN INTERCOM. CAR HANDRAILS (WAC 296-96-02340): A HANDRAIL MUST PROVIDE COVERAGE LENGTHWISE AT LEAST 90% FROM WALL TO WALL. A HANDRAIL MUST BE INSTALLED ON ALL CAR WALLS NOT USED FOR NORMAL EXITS. THE HANDRAILS MUST BE: A. ATTACHED TO THE WALL AT A HEIGHT OF BETWEEN 32-35 INCHES FROM THE FLOOR. B. ATTACHED TO THE WALL WITH A 1 1/2 INCH SPACE BETWEEN THE WALL AND THE RAIL C. CONSTRUCTED WITH THE HAND GRIP PORTION NOT LESS THAN 1 1/4 INCHES BUT NOT MORE THAN 2 INCHES WIDE D. CONSTRUCTED WITH A CROSS-SECTION SHAPE THAT IS SUBSTANTIALLY OVAL OR ROUND E. CONSTRUCTED WITH SMOOTH SURFACES AND NO SHARP CORNERS. F. APPROACHING HANDRAIL ENDS ON A BLANK WALL IN THE INTERIOR CORNERS OF A CAR DO NOT HAVE TO RETURN TO THE WALL. HOWEVER, IF THE HANDRAIL IS LOCATED ON THE CLOSING DOOR WALL OF A SINGLE -SLIDE OR TWO -SPEED ENTRANCE ELEVATOR AND IT PROJECTS AN ABRUPT END TOWARDS PEOPLE ENTERING THE CAR, THE HANDRAIL END MUST RETURN TO THE WALL. ELEVATOR BASIS OF DESIGN: 1. THYSSENKRUPP SYNERGY 3500# / SIDE OPENING DOOR, SEISMIC ZONE 3 SHEET NOTES 1. VERIFY ALL DIMENSIONS WITH ELEVATOR MANUFACTURER -REVIEW SHOP DRAWINGS. 2. SEE SHEETS A005-A009 FOR FIRE RESISTIVE ASSEMBLIES GENERAL ELEVATOR NOTES XX 3> TYPICAL ELEVATOR NOTE THIS SHEET ACCESSIBLE MEANS OF EGRESS (IBC 1007.2.1 / 1007.4) IN BUILDINGS WHERE A REQUIRED ACCESSIBLE FLOOR IS 4 OR MORE STORIES ABOVE OR BELOW A LEVEL OF EXIT DISCHARGE, AT LEAST ONE REQUIRED ACCESSIBLE MEANS OF EGRESS SHALL BE AN ELEVATOR COMPLYING WITH SECTION 1007.4. IN ORDER TO BE CONSIDERED PART OF AN ACCESSIBLE MEANS OF EGRESS, AN ELEVATOR SHALL COMPLY WITH THE FOLLOWING: A. THE ELEVATOR SHALL COMPLY WITH THE EMERGENCY OPERATION AND SIGNALING DEVICE REQUIREMENTS OF SECTION 2.27 OF ASME A171. B. STANDBY POWER SHALL BE PROVIDED IN ACCORDANCE WITH CH. 27 AND SECTION 303. C. PROVIDE DIRECTIONAL SIGNAGE INDICATING THE LOCATION OF THE OTHER ACCESSIBLE MEANS OF EGRESS (INTERIOR EXIT STAIRWAYS) AT THE ELEVATOR LANDINGS (IBC 1007.10). D. ACCESSIBLE ELEVATORS SHALL COMPLY WITH ICC/ANSI A117.1 SECTION 407 - SEE ACCESSIBILITY NOTES THIS SHEET. HOISTWAY ENCLOSURE PROTECTION (IBC 3008.6 & 713 & 403.2.3.1& OCCUPANT EVACUATION ELEVATOR HOISTWAY ENCLOSURES SHALL BE CONSTRUCTED AS 2-HOUR SHAFT ENCLOSURES/ FIRE BARRIERS WHERE CONNECTING FOUR OR MORE STORIES. REFER TO SHEET A005-A008 FOR FIRE RATED ASSEMBLIES. PENETRATIONS (IBC 714): REFER TO SHEET A007 FOR REQUIREMENTS. ELEVATOR LOBBY (IBC 713.14.1, EXCEPTION 4): AN ENCLOSED ELEVATOR LOBBY IS NOT REQUIRED WHERE THE BUILDING IS PROTECTED BY AN AUTOMATIC SPRINKLER SYSTEM INSTALLED IN ACCORDANCE WITH 903.3.1.1 TWO-WAY COMMUNICATION (IBC 1007.8): A TWO-WAY COMMUNICATION SYSTEM SHALL BE PROVIDED AT THE ELEVATOR LANDING ON EACH ACCESSIBLE FLOOR THAT IS ONE OR MORE STORIES ABOVE OR BELOW THE STORY OF EXIT DISCHARGE. A. PROVIDE COMMUNICATION BETWEEN EACH REQUIRED LOCATION AND THE FIRE COMMAND CENTER OR CENTRAL CONTROL POINT APPROVED BY THE FIRE DEPARTMENT. WHERE THE CENTRAL LOCATION IS NOT CONSTANTLY ATTENDED, A TWO-WAY COMMUNICATION SYSTEM SHALL HAVE A TIMED AUTOMATIC TELEPHONE DIAL -OUT CAPABILITY TO A MONITORING LOCATION OR 9-1-1. B. SHALL INCLUDE BOTH AUDIBLE AND VISIBLE SIGNALS. C. DIRECTIONS FOR THE USE OF THE TWO-WAY COMMUNICATION SYSTEM, INSTRUCTIONS FOR SUMMONING ASSISTANCE, AND WRITTEN IDENTIFICATION OF THE LOCATION SHALL BE POSTED ADJACENT TO THE TWO-WAY COMMUNICATION SYSTEM. ELEVATOR CAR TO ACCOMMODATE AMBULANCE STRETCHER (IBC 3002.4): A. ELEVATOR CAR SHALL BE OF A SIZE AND ARRANGEMENT TO ACCOMMODATE AN AMBULANCE STRETCHER 24" X 84" WITH NOT LESS THAN 5" RADIUS CORNERS IN THE HORIZONTAL OPEN POSITION. B. THE ELEVATOR SHALL BE IDENTIFIED BY THE INTERNATIONAL SYMBOL FOR EMERGENCY MEDICAL SERVICES (STAR OF LIFE). THE SYMBOL SHALL NOT BE LESS THAN 3" HIGH AND PLACED INSIDE ON BOTH SIDES OF THE HOISTWAY DOOR FRAME. FIREFIGHTER'S EMERGENCY OPERATION (IBC 3003.2): ELEVATORS SHALL BE PROVIDED WITH PHASE I EMERGENCY RECALL OPERATION AND PHASE II EMERGENCY IN -CAR OPERATION IN ACCORDANCE WITH ASME A 17.1/CSA B44. ELEVATOR HOISTWAY PRESSURIZATION (IBC 909.21): THE REQUIREMENTS OF SECTION 909.21 APPLY IN ADDITION TO ASME A17.1, 2.1.4 AND SECTION 713 WHERE ELEVATOR HOISTWAY PRESSURIZATION IS PROVIDED IN LIEU OF REQUIRED ENCLOSED ELEVATOR LOBBIES, THE PRESSURIZATION SYSTEM SHALL COMPLY WITH SECTIONS 909.21.1 THOUGH 909.21.11. 909.21.1: PRESSURIZATION REQUIREMENTS. ELEVATOR HOISTWAYS SHALL BE PRESSURIZED TO MAINTAIN POSITIVE PRESSURE OF 0.10 INCHES OF WATER (25 Pa) AND A MAXIMUM POSITIVE PRESSURE OF 0.25 INCHES OF WATER (67 Pa) WITH RESPECT TO ADJACENT OCCUPIED SPACE ON ALL FLOORS. THIS PRESSURE SHALL BE MEASURED AT THE MIDPOINT OF EACH HOISTWAY DOOR, WITH ALL THE ELEVATOR CARS AT THE FLOOR OF RECALL AND ALL HOISTWAY DOORS ON THE FLOOR OF RECALL OPEN AND ALL OTHER HOISTWAY DOORS CLOSED. THE OPENING AND CLOSING OF HOISTWAY DOORS AT EACH LEVEL MUST BE DEMONSTRATED DURING THIS TEST. THE SUPPLY AIR INTAKE SHALL BE FROM AN OUTSIDE, UNCONTROLLED SOURCE LOCATED AT A MINIMUM DISTANCE OF 20 FEET FROM ANY AIR EXHAUST SYSTEM OR OUTLET. A RATIONAL ANALYSIS WITH SECTION 909.4 SHALL BE SUBMITTED WITH THE CONSTRUCTION DOCUMENTS. ANY DUCT SYSTEM THAT IS PART OF THE PRESSURIZATION SYSTEM SHALL BE PROTECTED WITH THE SAME FIRE -RESISTANCE RATING AS REQUIRED FOR THE ELEVATOR SHAFT ENCLOSURE. THE FAN SYSTEM PROVIDED FOR THE PRESSURIZATION SYSTEM SHALL BE AS REQUIRED BY SECTIONS 909.21.4.1 THROUGH 909.21.4.4. THE PRESSURIZATION SYSTEM SHALL BE PROVIDED WITH STANDBY POWER FROM THE SAME SOURCE AS OTHER REQUIRED EMERGENCY SYSTEMS FOR THE BUILDING ...SEE THE REST OF THE REQUIRED INFORMATION FROM 909.21.6 TO 909.21.11. MACHINE ROOMS (IBC 3006): A. VENTING. ELEVATOR MACHINE ROOMS THAT CONTAIN SOLID STATE EQUIPMENT FOR ELEVATOR OPERATION SHALL BE PROVIDED WITH AN INDEPENDENT VENTILATION OR AIR-CONDITIONING SYSTEM TO PROTECT AGAINST THE OVERHEATING OF THE ELECTRICAL EQUIPMENT. THE SYSTEM SHALL B E CAPABLE OF MAINTAINING TEMPERATURES WITHIN THE RANGE ESTABLISHED FOR THE ELEVATOR EQUIPMENT. B. PRESSURIZATION. THE ELEVATOR MACHINE ROOM SERVING A PRESSURIZED ELEVATOR HOISTWAY SHALL BE PRESSURIZED UPON ACTIVATION OF A HEAT OR SMOKE DETECTOR LOCATED IN THE ELEVATOR MACHINE ROOM. C. MACHINE ROOMS AND MACHINERY SPACES. ELEVATOR MACHINE ROOMS AND MACHINERY SPACES SHALL BE ENCLOSED WITH FIRE BARRIERS CONSTRUCTED IN ACCORDANCE WITH SECTION 707...THE FIRE -RESISTANCE RATING SHALL NOT BE LESS THAN THE REQUIRED RATING OF THE HOISTWAY ENCLOSURE SERVED BY THE MACHINERY. WAC 296-96: ELEVATORS SHALL ALSO COMPLY WITH WASHINGTON ADMINISTRATIVE CODE WAC 296-96 SAFETY REGULATIONS FOR ELEVATORS. RE WED FOR CODE �►PPOV COMPLIANCE JUL 2 7 2015 s City of Tukwila BUILDING DIVISION • RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER VD JOHNSON BRAUND ANC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLSVINE ATE OF WASHINGTON 0 a y a) 0 z cn w Ill W 0 COco 0 H0 �m 0 a WO CO W iWo aim 0 tCO CO CD CD CD (0A N ON tf) �00 w N ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 z w w _ U z Z 0 U) z _ 0 0 'o w 5 w 00 00 LL oa w� w QI- wo Z w¢ Z 0 w � o go wz 0w wF z PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker ELEVATOR PLANS, SECTIONS, NOTES AND DETAILS BID SET/PERMIT COMMENTS _ t 11 1/4" = 1'-0" /21/2015 3;35:56 PM C:\Users\charlesr\Documents\1026-Tukwila Village Bldg_E-.Central_charlesr.ry RIGID INSULATION 'STANDARD' FACE BRICK MECHANICALLY FASTENED TERMINATION BAR W/ CONT. SEALANT WRB OVER S.A.M. MORTAR NET VERTICAL WEEPS @ 24" O.C. S.A.M. OVER 24 GA. METAL FLASHING CONCRETE BASE 7" .\ V 12 DTL EXT-CONC-BASE AT BRICK PIER 00 3" = 1'-0" A500 / T � Si m . DTL_EXT-CONC- ? w BRICK AT SLAB -ON- 6 GRADE N< FACE OF CONCRETE AT METAL SIDING 1 1/2" RIGID INSULATION JOINT SEALANT FILLER JOINT CD CONCRETE LANDING 0 SIDEWALK. SLOPED 2% AWAY FROM BUILDING BENTONITE WATER)>Ay7rrQtl PROOFING MEMBRANEr GRAVEL FILL "�}�1} AM?, I ccie,:r..1, ---, '.1 -I DTL EXT-CONC-BRICK AT SLAB -ON -GRADE 2 1 1/2" = 1'-0" P L_ TONGUE & GROOVE WOOD SIDING EXTERIOR CLEAR SEALER DTL EXT-CONC-WOOD SIDING SILL 1 1/2" = 1'-0" INTERIOR a Li 4 Q Ci WALL TYPE 4A1 DTL_EXT-CONC- BRICK AT SLAB -ON GRADE 1 2" RIGID INSULATION POURED CONCRETE WALL JOINT SEALANT FILLER JOINT EXTERIOR CONCRETE LANDING OR SIDEWALK. SLOPED 2% ' WAY FROM BUILDING AT FINISHED GRADE CONDITIONS SLOPE 5% AWAY FROM BUILDINGS CONCRETE SLAB BENTONITE MASTIC OR MFR. APPROVED SEALANT CONCRETE WALL' -SEE STRUCTURAL `! ci CONCRETE FOOTING -SEE STRUCTURAL • FOOTING DRAIN SURROUNDED BYGRAVEL AND FABRIC FILTER DTL EXT-CONC-BRICK AT SLAB -ON -GRADE 1 1 1/2" = 1'-0" T • TERMINATION BAR FASTEN @ 12" O.C. MAX. COMPOSITE DRAINAGE MAT (ONLY WHEN ADJACENT TO CONDITIONED SPACES) -AT TOP, FOLD FILTER FABRIC 4" BEHIND CORE DRAIN BOARD BENTONITE WATERPROOFING MEMBRANE 2" X2' RIGID INSULATION WHEN ADJACENT TO CONDITIONED INTERIOR SPACES DTL_EXT-FOUNDATION WALL TERMINATION AT GRADE/CONCRETE SIDEWALK •c_ 4 BACKER ROD & SEALANT WALL TYPE 4F FLOORING 4" CONCRETE SLAB -ON -GRADE PER STRUCTUURAL POLYTHYLENE VAPOR BARRIER ?BETWEEN SLAB & INSULATION A500 / METAL FLASHING SIM IN BED OF SEALANT 1 DTL_EXT-CONC- " EXTERIOR BRICK AT SLAB -ON - GRADE 1 I m (n *1" TYP., 2" AT RESIDENTI AL LOBBY 1" TYP. 1 ) %- 3" AT RESIDENTIAL LOBBY - SEE 4&5/A310 iJ DTL -EXT-CONC-STOREFRONT AT r SLAB -ON -GRADE 1 • 8" 2" RIGID INSULATION CLEAN, WASHED, CRUSHED ROCK OR PEA GRAVEL TO ACT AS A CAPILLARY BREAK COMPACTED FILL &SOIL I I STOREFRONT MULLION S.A.M. INTERIOR BACKER ROD & SEALANT BACK ANGLES RIGID INSULATION SLAB-ON- 1 1/2" GRADE / / ZA Kr, <L >C_J(.. )C'f) 1� r ( 3" = 1'-0" 1. SUBCONTRACTOR TO SUPPLY AND INSTALL AN APPROVED INTEGRATED WATERPROOFING SYSTEM. SUBMIT PRODUCT WARRANTY TO OWNER FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION. 2. APPLY A COMPLETE & INTEGRATED WATERPROOFING SYSTEM ACCORDING TO PROJECT MANUAL, SPECIFICATIONS, AND MANUFACTURER REQUIREMENTS. 3. FURNISH ALL ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF THE SYSTEM, INCLUDING PROTECTION BOARDS, INSTALLATION AND SEALANTS. 4. COORDINATE BACKFILL TYPE WITH SOILS REPORT & WATERPROOFING CONTRACTOR. 5. (O.A.S = OR APPROVED SUBSTITUTION) CONTRACTOR MAY SUBMIT AN "APPROVED SUBSTITUTION" WATERPROOFING SYSTEM TO THAT SHOWN IN DETAILS. VERIFY ALL DETAILS COMPLY WITH MANUFACTURER REQUIREMENTS & RECOMMENDATIONS. 6. W.R.B. INDICATES WEATHER RESISTANT BARRIER. S.A.M INDICATES SELF 7. UV PROTECTION IS REQUIRED OVER ALL EXPOSED INSULATION. NOTES WATERPROOFING 3" = 1'-0" DOWNSPOUT (REFER TO ROOF PLANS) / REVitIN8D FOR CODE COMPLIANCE PROVED_ JUL 2 7 2015 City of Tukwila BUILDING DIVISION CONNECT DOWNSPOUT TO PVC TIGHTLINE - REFER TO CIVIL DRAWINGS FOR LOCATIONS OF TIGHTLINE CONNECTIONS TO STORM SEWER PVC TEE AT CONNECTION TO STORM PER CIVIL 2% MIN. SLOPE DO NOT CONNECT ROOF DOWNSPOUT DRAINPIPES TO FOOTING DRAIN SYSTEM FINISH GRADE 4"1:1 PERFORATED PIPE FOOTING DRAIN PER CIVIL/SOILS REPORT FREE DRAINING MATERIAL PER SOILS REPORT NON -WOVEN FILTER FABRIC RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 1 DTL EXT-FOUNDATION DRAIN DETAIL 3/4" = 1'-0" VD JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLWINE ATE OF WASHINGTON C 0 Q N d ❑ L. W Ie ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF Checker EXTERIOR CONCRETE/BELOW OR AT -GRADE DETAILS 1 1/2" = 1'-0" BID SET/PERMIT COMMENTS fi DTL_EXT-TERRACE-AT WOOD FRAMING 22 GA PRE -FINISHED GALVANIZED FLASHING A501 SIM. • 12 DTL EXT-TERRACE-AT STAIR 1 CONCRETE ..WALL&SLAB - d.. - -SEE-".- • :STRUCTURAL- 4 3" = 1'-0" WALL TYPE PER PLAN 2" RIGID INSULATION AT CONC. SLAB EDGE SILL SEALER (TYP.) ALIGN STAIR SHAFT STANDARD BRICK WRB BRICK SOLDIER COURSE MORTAR NET VERTICAL WEEPS @ 24" O.C. METAL FLASHING W. DRIP EDGE STEEL ANGLE WITH 5" LEG -SEE STRUCTURAL GATE HEAD jai. ?9; 7r 15DTL EXT-BRICK-GATE HEAD w 2 z u- CONCRETE WALL -SEE STRUCTURAL EMBED 24 GA. FLASHING - SHIM TO SLOPE 1/4" (MIN.) LEVEL 2 ;1/2 -. MIN.." • ALUMINUM RAILING, MOUNT PLATE TO CONC. CURB EXTEND FLUID APPLIED MEMBRANE UP TO TOP OF CURB -COVER WITH METAL FLASHING a 4 d 11� DTL EXT-TERRACE-CONC. CURB _1 a12"=1_-0" 1-1/2" TOP RAIL 1-1/2" RAIL 1-1/2" POSTS 3/4" PICKETS ALUMINUM RAILING SYSTEM J TOP OF CONCRETE CURB SIDE -MOUNTED BRACKETS 5' - 0"TYP. 4" TYP J Lug DTL EXT-TERRACE-GUARDRAIL ELEVATION 3/4" = 1'-0" Fr Lug 1 FIBERGLASS DOOR - PER SCHEDULE GASKETED DOOR SEAL/STOP ADA COMPLIANT THRESHOLD (1/2" MAX. HT) BASIS OF DESIGN: PEMKO FLUSH WITH FINISH FLOOR; HEAVY GAUGE METAL FLASHING 4 GASKETED DOOR STOP AT JAMB AND HEAD; BASIS OF DESIGN: PEMKO. SEAL AIR TIGHT TO DOOR FRAME AND THRESHOLD FINISH FLOOR FLOOR SYSTEM AS SHEDULED d EXTEND WATERPROOFING %UNDER THRESHOLD WITH a.,UPTURN AT ANGLE n d• •_2" RIGID INSULATION DTL EXT-TERRACE-THRESHOLD AT L2 3" = 1'-0" 24 GA. FLASHING SHIM TO SLOPE 1/4" (MIN.), AND PAINT TO MATCH MAUNA LOA BRICK. EXTEND PAST (1) BRICK COURSE SEALANT LEVEL 2 DATUM ELEVATION FOR BRICK COURSING STANDARD FACE BRICK W/ MIN. 2" AIRSPACE AT METAL FRAME WRB 2" (MIN.) CONTINUOUS RIGID INSULATION, EXTENDS WALL LENGTH WOOD BLOCKING METAL STUDS AND Me- WRAP HIGH -TEMP. S.A.M. OVER TOP OF CURB AND OVER WRB AND FLUID APPLIED MEMBRANE W.R.B EXTERIOR FINISH PER ELEVATIONS S.A.M. 24 GA PRE -FINISHED GALVANIZED FLASHING EXTEND FLUID MEMBRANE UP 8" ONTO VERTICAL PROTECTION BOARD OVER COLD FLUID APPLIED WP MEMBRANE • WALL TYPE PER PLAN INSULATE CAVITY PER ENERGY REQ. 2" RIGID INSULATION AT CONC. SLAB EDGE SILL SEALER (TYP.) =' SLOPE 1/4":12" MIN.;> PTO INT. SLAB DRAIN -<'‘FLOOR ASSEMBLY' VARIES PER"^.: ,LOCATION ' _ - VERIFY PER f BUILDING & WALL SECTIONS CONCRETE PER . -STRUCTURAL ' DTL EXT-TERRACE- AT WOOD FRAMING 3" = 1'-0" 4 4 -,1" SEALANT - CANT BEAD P PRE -FORMED ALUMINUM RAILING, /PRE -FINISHED MOUNT PLATE TO CONC. METAL COPING CURB W/ CONT. CLEAT EXTEND FLUID APPLIED MEMBRANE UP TO TOP OF CURB -COVER WITH METAL FLASHING d SHEATHING PER STRUCT. DTL EXT-TERRACE-CURB L 11/2"=i 0_ CONDITIONED SPACE NON -CONTINUOUS P.T. BLOCKING ,eta LEVEL 2 SLOPE WRB CORRUGATED METAL SIDING ON 1X P.T. VERT. FURRING 1" SEALANT CANT BEAD 2" RIGID INSULATION WALL TYPE PER PLAN 42 CO — P.T. BLOCKING WRAP WRB OVER TOP OF WALL FLASHING REGLET OVER WP MEMBRANE EXTEND FLUID MEMBRANE UP 8" VERTICALLY PEDESTAL PAVERS ON PROTECTION BOARD OVER COLD FLUID APPLIED WP MEMBRANE • 4 a _ 4 DTL EXT-TERRACE- 8" (R-40) RIGID INSULATION, FINISH WITH GYPSUM BOARD. CONDITIONED ALL W/ METAL SPACE 1_1 /21' —1'-0" PAVERS ON PEDESTALS PROTECTION BOARD PROTECTION MEMBRANE FLEXIBLE FLASHING BETWEEN DRAIN FLANGE AND CLAMPLING RING (SEE MEMBRANE MANF.) r DTL EXT-TERRACE DRAIN AT CONCRETE 3" = 1'-0" GENERAL NOTES: 1. WATERPROOF MEMBRANE BASIS OF DESIGN TREMPROOF 250GC COLD FLUID - APPLIED MEMBRANE BY TREMCO. 2. 1" SEALANT CANT BEAD BASIS OF DESIGN TREMPROOF 250GC-T SHALL BE INSTALLED AT ALL HORIZONTAL TO VERTICAL TRANSITIONS AND PROJECTS. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 27 2015 ..: 0 9orTukwila .WING DIVISION • RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER is JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA REG L. ALLWVINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET m4,1 p vLo N N co ai o 1- 0 N .—O w 11 ISSUE DATE: 05-22-2015 z J co W W —J 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 0 ce >- w w 1- zZ_ 0 z m z o 0 z 0 0 L oo LL re oa wre cc ill a. wO a o 0 w 00 wz w w' PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF CR EXTERIOR CONCRETE DETAILS AT L2 BID SET/PERMIT COMMENTS 5/21/2015 3:37t01 PM VENT BLOCKING MINIMUM 22.5 ° WEATHER CUT HLD®OR XLD®TRIM 7A HARDIE SIDING - VENT BLOCK 3" = 1'-0" w 2 Q z J LL TWO LAYERS OF GRADE D 60 MINUTE WEATHER RESISTIVE BARRIER. MIN. 24" x 24" TARGET FLASHNG, VIDIFLEX F 350 OR NERVASTRAL OR APRVD. EQ. WEATHER LAP WITH OTHER FLASHING COMPONENTS TO SHED WATER. SEAL PENETRATON TO FLASHING WITH SILICONE SEALANT. PRE -FABRICATED 24 GA. G-90 GALV. LOUVER ASSEMBLY WITH SWING TYPE LOUVER AND BIRD SCREEN. SECURE WITH MIN. 4 PANCAKE HEAD SCREWS. SET FLANGE IN BED OF SILICONE SEALANT. SELF ADHERING MEMBRANE FLASHING AT SIDES AND HEAD OF BRACKET. SEAL ALL PIN -HOLES W/ SEALANT. SIDING. PROVIDE 1/2" SEALANT JOINT WITH CLOSED CELL BACKER ROD BETWEEN SHROUD AND SIDING VENT SHROUD, 24 GA. G-90 GALV. METAL, PRE -PRIMED. SECURE WITH CLOSE ENDED 4-3 POP RIVETS, TWO EACH SIDE. SEE NOTE: GANG AS MANY VENTS TOGETHER AS POSSIBLE (4) UNDER A SINGLE SHROUD COVER VENT FLASHING 1 1/2" = 1'-0" NOTE: GANG AS MANY VENTS TOGETHER AS POSSIBLE (4) UNDER A SINGLE SHROUD COVER 22.5° WALL SHEATHING WATER RESISTIVE BARRIER BLOCKING AS REQUIRED VENT OPENING BLOCKING AS REQUIRED WALL FRAMING 3" (TYP.) NOTE: ALL VERTICAL LAPS SHALL BE MIN. 6" AND HORIZONTAL LAPS 4". 24 GA. G-90 GALV VENT SHROUD B RACKET (TYP.) VENT SHROUD 76 VENT COVER 3" = 1'-0" VENT TO WALL WITH FLASHING VENT SECTION 3/4" = 1'-0" SOLDER OR SEAL ALL JOINTS TACK WELD LOUERON HINGE SIDING _ .25" MIN. GAP FLASHING TRIM (CUT AROUND VENT OPENING) VENT COVERING SIDING r r STEP 5 A. Flip down upper flap of DuPont'" Tyvee weather barrier so it lays flat across head flashing. B. Tape along all cuts in DuPont'" Tyvek° weather barrier and tape across head of the window with 3" DuPont'. Tyvek® Tape or 4" DuPont'" StraightFlash'". (See General Instructions for when 3" DuPont'" Tyvek® Tape is allowed.) C. Install DuPont'" Tyvek® Wrap Caps at appropriate spacing at head. Copyright©2010 E. I. du Pont de Nemours and Company. All Rights Reserved. Rev. 5/10 STEP B Final Step A. Seal around the window opening at the interior, using DuPont'"' Commercial Sealant or recommended sealant (and backer rod as necessary). Recommended sealant and backer rod will also serve as a back dam. B. If back dam is desired use alternate back dam. DuPont"" Commercial Sealant should be tcoled flat to allow the natural curing process to create a concave joint. Towards exterior Flush with window Towards interior DuPont," FlexWrapTM sill (side view) Seal backdam to window with DuPont," Commercial Sealant or approved sealant 0 0 0 0 0 r�r 0 0 0 0 38 Integral Flanged Aluminum Window Method applies to following products: DuPont" StraightFlash'" DuPont" FlexWrap' DuPont"" FlexWrap"' NF STEP 1 Prepare DuPont" Tyvek® weather barrier for window installation: A. Make an "I -Cut" in the DuPont'. Tyvek® weather barrier (a modified I -Cut is also acceptable). For an "I -Cut" begin with a horizontal cut across the bottom and the top of the window frame (for round top windows, the .cut -should begin 2" above the mull joint, see D). From the center cut straight down to the sill. B, Cut two 45 degree slits a minimum_of8" from the corner of the header to create a flap above the rough opening to expose sheathing or framing members and to allow head flashing installation (see step 5). Flip head flap up and temporarily secure with DuPont'" Tyvek° Tape. Some windows and flashing widths may require longer slits. C. Fold side flaps into rough opening, cut excess flaps, and secure. Copyright ©2010 E. I. du Pont de Nemours and Company. All Rights Reserved. Rev. 5/10 35 STEP 3 A. Apply continuous bead of DuPont"' Commercial Sealant or recommended sealant at the window head and jambs to wall or back side of window mounting flange. DO NOT APPLY RECOMMENDED SEALANT ACROSS BOTTOM SILL FLANGE to allow for drainage. Copyright ©2010 E. I. du Pont de Nemours and Company. All Rights Reserved. Rev. 5/10 For rectangular windows STEP 4 A. Install window according to manufacturer's instructions. B. Apply DuPont recommended primer. C. Cut two pieces of DuPont"" StraightFlash"" or DuPont"FlexWrap'• for jamb flashing extending 1" above window head flange and 4" to 6" below bottom edge of sill flashing. Remove release paper and press tightly along sides of window frame. D. Cut a piece of DuPont"' StraightFlash'" or DuPont FlexWrapn'. for head flashing, which extends beyond outer edges of jamb fleshings. Remove release paper and install completely covering mounting flange and adhering to exposed sheathing or framing members, (See C) 37 Installation Instructions STEP 1 A, Starting at a corner of the building unroll DuPont T)wek`aweather barrier keeping the roll plumb. Extend approximately 12" past either the inside oreutside corner f the wall, B Vertically overlap the next sheet of DuPont" Tyveke by at least 6". Vertical grid lines have boon provided every 8" on DuPont` Tyvek® CommercialWrap° to assist in alignment with stud spacing Note: It is important that proper shingling is maintained DuPont" Tyvek°weather barriers Should be installed from the bottom of the building up t6.ensure proper shingling Note: Vertical installation of DuPont' Tyvek®, CcmmercielWrap® and DuPont" Tyvek® ThermaWrap" is acceptable. 6" overlap and proper shingling of vertical and horizontal seams is required. This installation is not permitted for DuPont" Tyvek`= CommercialWrap° D STEP 2 DuPont' Tyvek®should overlap through -wall flashing* by a minimum of 6" For maximum air leakage reduction (when installing as en air barrier), -seal wrap at the bottom of the wall with sealant, DuPont" Tyvek° Tape, or DuPont" StraightFlash'". (If no through -wall flashing* is being used, the bottom edge of DuPont" Tyvek® should extend over the sill plate by at least 2".( Note: Refer to DuPont" Thru-Wail Flashing installation guidelines located on the web site or located in the Flashing Guide to properly integrate DuPont' Tyvek° weather barriers with the through -wall flashing.* STEP 3 Secure DuPont" Tyvek° weather barrier by -fastening into the studs. For fastener type and spacing refer to the "Recommended Fasteners and Spacing" section of this document Note: In order to keep DuPont' Tyvek® from being damaged by cladding installation, special attention should be taken to ensure that the DuPont'" Tyvek® is pressed tightly into any inside corners before fastening STEP 4 Unroll DuPont" Tyvek® directly over windows and doors rough openings. Lipper layer of DuPont" Tyvek® should overlap bottom layer of DuPont" Tyveke by a minimum of 6" Do not install fasteners within 6" of the: sills and jambs of the openings and within 9" of the head of the openings DuPont'' Tyvek® will be fastened during flashing installation Refer to the Commercial DuPont Flashing Systems Installation Guidelines to prep -are window arid door openings STEP 5 Tape all horizontal and vertical seams with 3" DuPont' Tyvek® Tape STEP 6 :After weather barrier is installed, refer to the Commercial DuPont Flashing Systems Installation Guidelines to prepare and flash windows and doors Note: When installing second layer of weather barrier over DuPont" Tyvek® use DuPont recorhniended. fastening schedule using temporary or permanent fastners. Copyright©2010 E. r. du Pont de Nemours and Company. All Rights Reserved. Rev, 5/10 'DuPont' Thru_Wall Flashing recommended. 4 STEP 2 A. Cut DuPont'" FlexWrap'" at least 12" longer than width of rough opening sill. B. Remove the center piece of release paper, cover horizontal sill by overhang inside edge of sill by at least 1" for back dam, and adhere into rough opening along sill and up jambs (min 6" on each side). C. Remove second release paper. D. Flex DuPont'" FlexWrap"' at bottom corners onto face of wall. E. Secure edges of DuPont'" FlexWrap'" with sufficient mechanical fasteners (i.e., DuPont"Tyveke Wrap Cap nails, or screws) along the bottom edge of the DuPont'. FlexWrapr' at flexed corners)..When using DuPont" FIex1A rap'" NF, fasteners are not required. Sill length +12 minimum Copyright ©2010 F.1. du Pont de Nemours and Company. All Rights Reserved. Rev_ 5/10 DO NOT STRETCH Center release paper Outer release paper Fold to break scores No gap In corner Window jamb DuPont" FlexWrapTM' WRONG CORRECT FRONT VIEW CORNER DETAIL Release paper for backdam 36 GENERAL NOTES: 1. DUPONT TYVEK COMMERCIAL WRAP D(tm) IS THE SELECTED WRB/AIR BARRIER. 2. USE THE ASSOCIATED DUPONT FLASHINGS AS LISTED IN THE MANUFACTURERS INSTALLATION GUIDELINES. 3. INSTALL PER MANUFACTURER'S GUIDELINES AS SHOWN 4. S.A.M. (SELF -ADHERED MEMBRANE) = TYVEK PRODUCTS 'STRAIGHTFLASH'tm AND 'FLEXWRAP'tm 701 REVIEWED FOR CODE COMPLIANCE � APPROVED JUL 27 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER TYVEK - WEATHER BARRIER COMMERCIAL 1 ) INSTALLATION GUIDELINES JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,REG L. ALLWWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date Lo 00 co co o"- O N ,--o REV# ISSUE DATE: 05-22-2015 W z -J co rW 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC r- 0 z w w _ I- U z 0 z 0 z _ 0 3 0 0 re o- w 0 U- oa w� w w 0 aZ wa z 0 w 00 z� w 00 'wz �w PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF DK EXTERIOR DETAILS - WEATHER BARRIER & FLASHING SYSTEMS A5O2 BID SET/PERMIT COMMENTS 5/21/2015 3:37:07 w 2 z J 57. EXTERIOR FINISH PER ELEVATIONS W.R.B EXTERIOR SHEATHING PER STRUCTURAL RIM JOIST PER STRUCTURAL FULL THICKNESS UNCOMPRESSED BATT INSULATION R-38 PER ENERGY CALCS. DTL_EXT-SIDING-INSULATED RIM JOIST @ 20 FLOOR 1 1/2" = 1'-0" WALL TYPE PER PLAN —'WALL TYPE PER PLAN FIBER CEMENT SIDING VERT. FURRING WRB Z-FLASHING -PAINT TO MATCH TRIM BOARD 5/4X10 FIBER CEMENT TRIM BOARD VERT. FURRING HORIZONTAL TRIM / FIBER CEMENT SIDING 16 DTL EXT-SIDING-AT TRIM BOARD 3" = 1'-0" GENERAL NOTES: SEE TYVEK WEATHER BARRIER DETAILS 1. FOR AIR BARRIER & FLASHING SYSTEM AT EXTERIOR WALLS USE DUPONT 'TYVEK' WEATHER BARRIER COMMERCIAL WRAP 'D' 2. FLASH & SEAL AT ALL OPENINGS & PENETRATIONS PER THE MANUFACTURERS STANDARDS. (RE: DUPONTtm 'TYVEK' WEATHER BARRIER COMMERCIAL INSTALLATION GUIDELINES AND DUPONtm FLASHING SYSTEMS COMMERCIAL INSTALLION GUIDELINES GENERAL NOTES FOR AIR BARRIER & 12 FLASHING SYSTEMS 3" = 1'-0" 3/8" 3/8" 1/2' VERTICAL TRIM HORIZONTAL JOINT TRIM/ Z-FLASHING OUTSIDE CORNER TRIM J-TRIM AT JAMB AND HEAD END CONDITIONS FIBER CEMENT SIDING: 5/16" HARDIE PANEL SIDING VERTICAL FURRING: 3/8"(MIN.) X 3" PRESSURE TREATED PLYWOOD @ 16" 0.C. ALL REVEALS & TRIMS TO BE METAL & CHEM FILM(PAINT FINISH) SCREW ATTACHMENT W/CHEM- FILM FLUSH -MOUNTED FASTENER NAILS USED TO FASTEN THE FURRING TO STUD SHALL EXTEND 1"(MIN.) INTO STUD INSIDE CORNER TRIM 8 DTL EXT-SIDING-REVEALS/TRIMS & FURRING 6" = 1'-0" WINDOW ASSEMBLY DTL_EXT-SIDING-WINDOW HEAD DRIP / `\ CAP/THROUGH-WALL FLASHING 3" = 1'-0" / FOLDED END DAM SEALANT © SEAM HEM EDGE SIDING PER ELEVATIONS LAP WEATHER RESISTANT BARRIER MIN 4" OVER DRIP FLASHING S.A.M. 26 GA. PAINT GRADE GALV. METAL DRIP FLASHING - EXTEND UP WALL 6" MIN. CAULK EDGE AT JAMBS WINDOW TRIM (4X4) 12" STRIP OF SELF -ADHERED FLEXIBLE FLASHING MEMBRANE OVER WINDOW NAIL FLANGE NOTE: CONTINUOUS THRU- WALL FLASHING OCCURS AT LEVELS 5 & 3 18. NORTH ELEVATION - ENLARGED 3116" = 1'-0" FINISH VARIES PER ELEVATION - NO FURRING WHERE LAP SIDING OCCURS - FURRING AT CORRUGATED METAL PANEL -FURRING AT FIBER CEMENT SIDING WRB TO BE CONTINUOUS AROUND CORNER - NO BREAK FOR 12" MIN. INSIDE CORNER TRIM S.A.M. THROUGH - WALL LOCATIONS \ �\ \\ \\ \\ \\ \ 1\ \\ \ z /g co LJ ROOF 348.11 TOP PLATE 345.53 LEVEL 5 337.44 LEVEL 3 319.15 LEVEL 2 310.00 WALL TYPE PER PLAN � E � 3/8"X3" P.T. PLYWOOD FURRING 17 DTL EXT-SIDING-INSULATED INSIDE CORNER 3" = 1'-0" 1 WALL TYPE PER PLAN. 15 DTL EXT-SIDING-LAP ENLARGED ELE ATI 14 BALCONIES 0 .o N AT COURTYARD BLIND NAILING WRB WRB 3/16" = 1'-0" FINISH VARIES PER ELEVATION -NO FURRING WHERE LAP SIDING OCCURS -FURRING AT CORRUGATED METAL PANEL -FURRING AT FIBER CEMENT SIDING S.A.M. VERT. FURRING PER FINSH TYPE OUTSIDE CORNER TRIM LEVEL 5 337.44 THROUGH - WALL LOCATIONS LEVEL 4 328.29 LEVEL 3 319.15 LEVEL 2 310.00 WRB TO BE CONTINUOUS AROUND CORNER - NO BREAK FOR 24" MIN. 13 DTL EXT-SIDING-INSULATED OUTSIDE CORNER 3" = 1'-0" BATT INSULATION OR RIGID INSULATION AS REQUIRE PER ENERGY CALCS. INTERIOR WINDOW HEAD FRAMING PER STRUCTURAL WRAP S.A.M. BACK INTO FRAME SEALANT BACKER ROD & SEALANT WALL 1— — TYPE PER PER PLAN �y 1 1/2" SEE GENERAL NOTES FOR AIR BARRIER & WINDOW FLASHING WRB OVER S.A.M. OVER METAL FLASHING BEHIND METAL FLASHING, S.A.M. OVER WRB LAP SIDING 3/8" GAP METAL FLASHING W/ DRIP EDGE CAP & SEAL TOP OF BRAKE METAL TRIM EXTERIOR BACKER ROD & SEALANT BRAKE METAL TRIM BEYOND STOREFRONT HEAD 11� DTL EXT-LAP SIDING -STOREFRONT HEAD 3" = 1'-0" P BATT INSULATION OR RIGID INSULATION AS REQUIRE PER ENERGY CALCS. NAIING FIN SET IN CONTINUOUS BED OF SEALANT WINDOW HEAD FRAMING PER STRUCTURAL SEALANT WALL TYPE. PER PLAN DTL EXT-SIDING-WINDOW HEAD FIBER CEMENT SIDING OVER VERT. FURRING SEE GENERAL NOTES FOR AIR BARRIER & WINDOW FLASHING 3/8" GAP Z-FLASHING WRB OVER S.AM. OVER METAL FLASHING S.A.M. OVER NAILING FLANGE -SET IN CONT. BED OF SEALANT INSECT SCREEN 3/8" GAP METAL FLASHING W/ DRIP EDGE EXTERIOR 1/2" BACKER ROD & SEALANT SHIM BACKER ROD & SEALANT VINYL WINDOW FRAME NOTE: NO VERT. FURRING REQUIRED WHERE LAP SIDING OCCURS 3" = 1'-0" T HEADER PER STRUCTURAL BATT OR RIGID INSULATION AS REQUIRED PER ENERGY CALCS. NAILING FIN SET IN CONTINUOUS BED OF SEALANT SHIM 5/8" GWB AT HEADER BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL CAULK DTL_EXT-SIDING-WINDOW HEAD AT THROUGH -WALL FLASHING WRB VERT. FURRING ( LAP SIDING DOES NOT REQUIRE) FIBER CEMENT SIDING OR LAP SIDING PER ELEVATION - NO FURRING AT LAP SIDING CRE: WINDOW HEAD DRIP CAP AT SIDING WRB OVER'STRAIGHTFLASH' 5/4X4 TRIM BOARD BACKER ROD & SEALANT EXTERIOR WINDOW FRAME 3" = 1-0" _J LEVEL 3 00 319.15 LEVEL 2 310.00 10 ENLARGED ELEVATION AT PATIO DOORS L2 3/16" = 1'-0" SIDING PER ELEVATIONS VERT. FURRING WRB WALL TYPE PER PLAN BATT INSULATION 1/8" 5/4X4 TRIM BOARD PER ELEVATION S.A.M TO WRB BACKER ROD & SEALANT DOOR M-' ---1.-T. r — 1 _,I 116 _ALC mawAtammumffis rismil SHIM NOTE: SIM. CONDITION AT METAL SIDING. USE BRAKE METAL TRIM IN LIEU OF TRIM BOARD. DTL EXT-DOOR-JAMB FIBERGLASS DOOR JAMB BACKER ROD & SEALANT S.A.M. TO WRAP DOOR FRAME INTERIOR DOOR TRIM 3" = 1'-0" L_ S.A.M. OVER WRB & FLANGE BACKER ROD & SEALANT SHIM OR FURRING WINDOW FRAME SEALANT BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL 5/8" GWB OR PER INTERIORS SCHEDULE WRAP WRB INTO FRAME WRB SIDING PER ELEVATIONS TAPE AND SEAL WRB TO S.A.M. OVER METAL FLASHING INSECT SCREEN BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL 1-1/2"x3/4" BACK ANGLE STOOL & APRON INTERIOR NAILING FLANGE SET IN BED OF SEALANT WALL TYPE PER PLAN NOTE: NO VERT. FURRING WHERE LAP SIDING OCCURS WINDOW FRAME W/ FLANGE AT EXTERIOR SIDE EXTERIOR DTL EXT-SIDING-WINDOW SILL 1 WRB NAILING FLANGE SET IN CONT. BED OF SEALANT BACKER ROD & SEALANT 5/4X4 FIBER CEMENT TRIM BOARD WRAP S.A.M. INTO BACK ANGLE AND DOWN OVER WRB METAL FLASHING FIBER CEMENT SIDING OR LAP SIDING PER ELEVATION -NO FURRING AT LAP SIDING VERT. FURRING (LAP SIDING DOES NOT REQUIRE) 3" = 1'-0" SEALANT J-TRIM FIBER CEMENT SIDING OR LAP SIDING PER ELEVATION - NO FURRING AT LAP SIDING VERT. FURRING RENEWED FOR METAL FLASHING ` CODE COMPLIANCE APPROVED EXTERIOR S.A.M. OVER WRB P.T. BLOCKING 5/4X4TRIM BOARD PER ELEVATION DOOR GASKETED DOOR SEAL & STOP NOTE: SIM. CONDITION AT METAL SIDING. USE BRAKE METAL TRIM IN LIEU OF TRIM BOARD. BACKER ROD & SEALANT 5/4X8 TRIM BOARD -RIPPED TO REQUIRED WIDTH AS SHOWN S.A.M TO WRBl&N 1/2" DOOR ► i_-- FIBERGLASS DOOR JAMB BACKER ROD & SEALANT S.A.M. TO WRAP DOORFRAME INTERIOR DOOR TRIM SHIM 6DTL EXT-SIDING-DOOR/WINDOW JAMB 3" = 1'-0" WALL TYPE PER PLAN BATT INSULATION SHIM INTERIOR DOOR TRIM BACKER ROD & SEALANT S.A.M. TO WRAP DOORFRAME FIBERGLASS DOOR FRAME DTL EXT-DOOR-HEAD-TYP, 3" = 1'-0" JIJL 2 7 2015 C6 of Tukwila BUIL SING DIVISION BATT INSULATION NAILING FIN SET IN CONTINUOUS BED OF SEALANT EXTERIOR 1/8" SHIM NOTE: NO VERT. FURRING REQUIRED WHERE LAP SIDING OCCURS DTL EXT-SIDING-WINDOW JAMB 3" = 1'-0" 5/4X4 FIBER CEMENT TRIM BOARD S.A.M. OVER WRB & FLANGE BACKER ROD & SEALANT SHIM OR FURRING WINDOW FRAME SEALANT 41> JOHNSON BRAUND .c. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AIA .0 Q. .N a 0 PHASE 2 PERMIT SET MEP COORD/BID SET Date -- O O NCV OO CO O•t— .-o W re ISSUE DATE: 05-22-2015 -J CO LLI 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC co uj LU re Eju ne Ui PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF Checker BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL 5/8" GWB OR PER INTERIORS SCHEDULE WRAP VVRB INTO FRAME RECEIVED CITY OF TUKW MAY 2 2 2015 PERMIT CENT EXTERIOR SIDING DETAILS L A A 5 0 3 BID SET/PERMIT COMMENTS a Co U -Co L 7✓ a) C) W I m a) cza co H CV O a) L a) 0 N w 2 z w- J U- 1X3 P.T. WOOD FURRING 1X6 TONGUE & GROOVE CLEAR CEDAR SIDING WRB 2" (R-10) RIGID INSULATION METAL FLASHING W/ DRIP EDGE P.T. WOOD NAILER 1X CEDAR BACKER ROD & SEALANT ALUMINUM STOREFRONT HEAD WALL TYPE PER PLAN & WALL SECTION CONDITIONED SPACE = P.T. BLOCKING 20 \ DTL EXT-WOOD-STOREFRONT HEAD 3" = 1'-0" ALIGN EXTERIOR FACE 0 F SHEATHING WITH EXTERIOR FACE OF INSULATION WALL TYPE PER PLAN CONDITIONED SPACE • 4 4 na_ _ :6" CONTINUOUS RIGID ' • ' INSULATION, (R-307 • " 1-1/2" HAT CHANNEL • -;1 1/2" P I" 1 CO I 1 \A11 V 1 \ 1 \ 1 V ) V 1 1 1x P.T. WOOD FURRING INSECT SCREEN 4.2' 4. i BACKER ROD & SEALANT FOR AIR TIGHT SEAL SEALANT S.A.M. SHIM EXTERIOR FINISHT PER ELEVATIONS 3/8"X3" P.T. PLYWOOD FURRING @ 16" O.C. SILL SEALANT (TYP.) 2" RIGID INSULATION AT CONC. SLAB EDGE CONCRETE SLAB PER STRUCTURAL W.R.B., CONTINUE BELOW SOFFIT 4" MTL FRAMED WALL, ATTACH TO CONC. SLAB AND FILL W/BATT INSUL. 1X6 T&G CLEAR CEDAR SIDING, SPAN SHORT DIRECTION 20 GA. PRE -FINISHED GALVANIZED FLASHING r W/ DRIP EDGE 19 DTL EXT-CONC-SLAB EDGE & WOOD SOFFIT 1 1/2" = 1'-0" HEAVY 18 GA. FLASHING -PAINT TO MATCH WOOD SOFFIT SIM. _ L RE: DTL_EXT-CONC-.\ SLAB AT UNIT FLOOR HEAVY 20 GA. TRIM BACKER ROD & SEALANT 1X6 TONGUE & GROOVE CLEAR CEDAR SIDING 1X3 P.T. WOOD FURRING 2" (R-10) RIGID INSULATION 18 DTL EXT-CONC-WOOD SIDING & SOFFIT °d- • 1 1/2" = 1'-0" °° 4 - ° a CON- DITIONED SPACE a 4 ° - l d: -WALL°• - = TYPE -°. -PER : _ PLAN _ 4 ° °d ;a" a• 'b ° ° 1 1/2" = 1'-0" CONCRETE SLAB PER STRUCTURAL WATERSTOP 2-1/2" MTL STUD @ 24" O.C. TO SECURE INSULATION TO SLAB 4" MTL. FRAMED WALL, ATTACH TO CONC. SLAB AND FILL W/BATT INSUL. 6" CONTINUOUS RIGID INSULATION, (R-30") 1-1/2" HAT CHANNEL 1x3 P.T. WOOD FURRING 1 x6 T&G CLEAR CEDAR SIDING, SPAN SHORT DIRECTION HEAVY 18 GA. FLASHING BED OF SEALANT BACKER ROD & SEALANT STANDARD FACE BRICK 1" AIRSPACE AT CONC. 2" AT METAL STUD 2" RIGID INSULATION W.R.B. CLOSE OFF ENDS OF WITH BRAKE METAL -TYP. GENERAL NOTES: SEE TYVEK WEATHER BARRIER DETAILS 1. FOR AIR BARRIER & FLASHING SYSTEM AT EXTERIOR WALLS USE DUPONT 'TYVEK' WEATHER BARRIER COMMERCIAL WRAP'D' 2. FLASH & SEAL AT ALL OPENINGS & PENETRATIONS PER THE MANUFACTURERS STANDARDS. RE: DUPONTtm 'TYVEK' WEATHER1 BARRIER COMMERCIAL INSTALLATION GUIDELINES AND DUPONtm FLASHING SYSTEMS COMMERCIAL INSTALLION GUIDELINES JOINT BRAKE / METAL TRIM ALIGN JOINT BRAKE METAL TRIM 15 \ DTL EXT-MTL SIDING -WINDOW ELEVATION 1/2" = 1'-0" SLIDING GLASS DOOR M �M -// J DTL_EXT-MTL SIDING -SLIDING GLASS DOOR & 14 BALCONY __/ ALUMINUM RAILING 1/2" BACKER ROD & SEALANT 10" ALUMINUM CHANNEL LEVEL 3 OR 4 KNIFE PLATE ATTACHMENT TO END ALUMINUM PLATE KNIFE PLATE ATTACHMENT 4X P.T. BLOCKING -SEE STRUCTURAL CORRUGATED METAL SIDING ON VERT. FURRING DTL_EXT-SIDING WINDOW SILL SIM. BATT INSULATION WALL TYPE PER PLAN 3" = 1'-0" WRB 3/8"(MIN.)X3" P.T. PLYWOOD FURRING @ 16" O.C. S.A.M. Z-METAL „/— << / 13 DTL EXT-MTL PANEL AT FLOOR CONT. BEAD OF NON - SKINNING BUTYL TAPE OR SEALANT TRIM FASTENER cV FLOOR LEVEL 22GA. METAL FLASHING -FINISH TO MATCH METAL PANEL WRB 3" = 1'-0" WALL TYPE PER PLAN WRB 2" RIGID INSULATION CORRUGATED METAL SIDING VERT. FURRING @ 16" O.C. DRIP EDGE BRAKE METAL TRIM - BLOCKING ADD WEEP PERFORATION METAL FLASHING W. DRIP EDGE -COLOR TO MATCH BRAKE METAL TRIM BACKER ROD & SEALANT VINYL WINDOW FRAME RE: DTL_EXT-SIDING- �WINDOW HEAD DTL_EXT-MTL SIDING -WINDOW HEAD DETAIL AT 12 METAL STUD WALL 3" = 1'-0" 3-1/2" METAL STUD W/ BATT INSULATION WINDOW HEAD FRAMING PER STRUCTURAL DTL EXT-MTL SIDING -SLIDING DOOR HEAD AT 11� FURRING 3" = 1'-0" 3 \503 SIM. RE: DTL_EXT-SIDING WINDOW HEAD AT THROUGH -WALL FLASHING METAL FLUSH PANEL OR CORRUGATED METAL SIDING PER ELEVATIONS 3/8"(MIN.)X3" P.T. PLYWOOD FURRING @ 16" O.C. DRIP EDGE 1-1/2"X3-1/2" (2 PIECE) PRE - FINISHED/ PRE -FORMED COLORED 22 GA. (MIN.) BRAKE METAL TRIM - SEE ELEVATIONS BACKER ROD & \- SEALANT DTL_EXT-MTL PANEUSIDING-WINDOW HEAD DETAIL 3" = 1'-0" A503 SIM. T RE: DTL_EXT- SIDING-WINDOW SILL INTERIOR EXTERIOR NOTE: SEE 12/A503 FOR SIM. CONDITION AT METAL STUD WALLS EXTERIOR BACKER ROD & SEALANT N \- 7� DTL EXT-MTL PANEUSIDING-WINDOW SILL 3" = 1'-0" 1-1/2" X 3-1/2" (2 PIECE) PRE -FINISHED/ PRE - SHAPED COLORED BRAKE METAL TRIM -SEE ELEVATIONS BACKER ROD & SEALANT J-TRIM METAL FLUSH PANEL OR CORRUGATED METAL SIDING PER ELEVATIONS VERT. FURRING @ 16" O.C. NU -WAVE CORRUGATED- AEP-SPAN "METAL SIDING IS 24 GAUGE" 43 DTL EXT-MTL SIDING -PROFILE 3" = 1'-0" FLUSH PANEL-AEP SPAN - HORIZONTAL APPLICATION "METAL SIDING IS 22 GAUGE" 4A DTL EXT-MTL PANEL -PROFILE 3" = 1'-0" F w co M U) 1/4" - 14 X 7/8" (1'-0" O.C.) TAPE SEALANT #12-14X11/4" SELF DRILLER OUTSIDE CORNER TRIM TAPE SEALANT 1/4" - 14 X 7/8" (1'-0" O.C.) #12 - 14 X 1 1/4" SELF DRILLER INSIDE CORNER TRIM INSIDE CORNER 3/8" HEM / 31/2"-51/2" / DTL®T-MTL SIDING -DETAILS OUTSIDE CORNER Lu 22 GA. BRAKE METAL TRIM 1 1/2" RIGID INSULATION DTL_EXT-MTL SIDING -WINDOW r 'ob CORNER 3" = 1'-0" 2"X4-1 /2" STOREFRONT MULLION AT L5 AT L5 WRAP S.A.M. OVER WRAB AND BACK INTO INTERIOR WRAP S.A.M. OVER WRB & BACK INTO INTERIOR SIM. 22 GA. BRAKE METAL TRIM 1 1/2" RIGID INSULATION 2"x4-1/2"STOREFRONT MULLION 1/2" DTL_EXT-MTL SIDING -WINDOW 10a \ POST 1 SIM. 4X6 WOOD POST -SEE STRUCTURAL GWB 3" = 1'-0" WRB S.A.M. METAL FLUSH PANEL 3/8"(MIN.)X3" P.T. PLYWOOD FURRING @ 16" 0.C. Z-FLASHING -PAINT TO MATCH TRIM BOARD 5/4X10 FIBER CEMENT TRIM BOARD OVER 1X P.T. BLOCKING VERT. FURRING BACKER ROD & SEALANT WRB CORRUGATED METAL SIDING OR FLUSH METAL PANEL PER ELEVATIONS 9� DTL EXT-MTL SIDING -TRIM BOARD 3" = 1'-0" METAL FLUSH PANEL OR CORRUGATED METAL SIDING PER ELEVATION 3/8"(MIN.)X3" P.T. PLYWOOD FURRING @16"O.C. L_ NOTE: SIM. AT SLIDING GLASS DOOR CONDITION. NO BRAKE METAL TRIM 1-1/2" x 3-1/2" (2-PIECE) PRE-FINISHED/PRE- SHAPED COLORED BRAKE METAL TRIM -SEE ELEVATIONS 1/2" 1/2" 4111 WALL TYPE PER PLAN NOTE: SEE 12/A503 FOR SIM. CONDITION AT METAL STUD WALLS BACKER ROD & SEALANT / RE: DTL_EXT-SIDING WINDOW JAMB 1 A503 SIM. DTL EXT-MTL PANEL/SIDING-WINDOW JAMB 3" = 1'-0" WALL ASSEMBLY FLUSH PANEL PANCAKE HEAD PANEL FASTENER TRIM FASTENER /W/SEALING WASHER — INSIDE CLOSURE (SEALED & SECURED W/ SEALANT) J-TRIM SILL J-TRIM \CONT. BEAD OF NON - SKINNING BUTYL TAPE OR SEALANT Jr RIM FASTENER Z-METAL FLUSH PANEL WALL ASSEMBLY PANCAKE HEAD PANEL FASTENER Z-METAL CONT. BEAD OF NON- �� \ SKINNING BUTYL TAPE \OR SEALANT \RIM FASTENER DTL_EXT-MTL PANEL -HEAD, SILL, & JAMB PROFILES 1 HEAD 3" = 1'-0" 7/8" Z-METAL (ZC225) DRIP EDGE (B6) 1 1 DRIP SOFFIT 1/2", SUBSTRATE 1 1/2' BRAKE METAL VVINDOW TRIM TRIM FACE OF SHEATHING FASTENER PANCAKE HEAD FASTENERS FLUSH PANEL TAPE SEALANT TRIM FASTENER J-TRIM EXTERIOR WALL SURFACE PANEUSIDING TOP LEG FASTENED TO SUBSTRATE BOTTOM LEG FASTENED TO SUBSTRATE HEMMED/ INTERLOCKING CONNECTION OUTSIDE CORNER TAPE SEALANT HORIZONTAL TERMINATION AT INSIDE CORNER PANCAKE HEAD FASTENERS ( DTL EXT-MTL PANEL -DETAILS J-TRIM DRIP EDGE (B6) CORRUGATED METAL SIDING SELF DRILLER OUTSIDE CORNER FLUSH PANEL REVitINED FOR CODE COMPLIANCE APPROVED _ City of Tukwila BUILDING DIVISION J-TRIM AT SILL CORRUGATED METAL SIDING SELF DRILLER CLOSURE TAPE SEALANT \ HEAD ECEIVED PRO —FILES PERMIT CENTER JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON C 0 0. 17. CA PHASE 2 PERMIT SET MEP COORD/BID SET Date cil, co Ce ISSUE DATE: co (.9 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 PROJECT #: DRAWN BY: CHECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 05-22-2015 Lj ci IX gw CO CO 1026.05 BTF Checker EXTERIOR METAL PANEL & WOOD SIDING DETAILS BID SET/PERMIT COMMENTS /21/2015 3;37:16 PI a) co U_ C:\Users\charlesr\Documents\1026-Tuk INSECT SCREEN SHIMS -TUCK S.A.M. INTO BACK ANGLE & WRAP OVER METAL FLASHING METAL t7 /Z, FLASHING ON BED OF SEALANT -PAINT TO — MATCH ROWLOCK COURSE METAL FLASHING W/ DRIP EDGE /- J r\ ( ) 10" ALUMINUM — .�-�j CHANNEL C?r7/ // N FACE BRICK BACKER ROD & SEALANT /// 1 1/2" VINYL SLIDING GLASS DOOR THRESHOLD SEALANT METAL BACK ANGLE -PREFINISHED TO MATCH DOOR FINISH FLOORING BRICK ROWLOCK COURSE G -SLOPE AT 15D (MIN.) CONCRETE SLAB -SEE STRUCTURAL GROUT W/ WEEPS @ 24" O.C. WRB A 2" RIGID INSULATION , �< 1" AIR SPACE :7 KNIFE PLATE ATTACHMENT TO END ALUMINUM PLATE (2oDTL EXT-BRICK-DOOR THRESHOLD -SLIDING 3" = 1'-0" BACKER ROD & SEALANT I19DTL EXT-BRICK-DOOR HEAD -SLIDING SIM. OPP. HAND RE: DTL_EXT-� BRICK -WINDOW HEAD VINYL SLIDING DOOR FRAM 3"=1'0" WRB TAPE WRB TO METAL FLASHING MORTAR NET STANDARD BRICK ACCENT BRICK 1/2" VERT. WEEPS © 24" O.C. METAL FLASHING W/ DRIP EDGE BACKER ROD & SEALANT CUT BRICK 2" RIGID INSULATION WRB BRICK TIE /// 18 DTL EXT-BRICK-AT L2 WALL TYPE PER' PLAN CONCRETE SLAB & WALL -SEE � STRUCTURAL �, 3" = 1'-0" AIR SPACE -VARIES PER WALL TYPE 'STANDARD' FACE BRICK BACKER ROD & SEALANT 1/2" P.T. WOOD FURRING @ 16" O.C. 1X6 T&G CEDAR SIDING WRB 2" RIGID INSULATION ri 16 DTL EXT-BRICK- TO WOOD -PLAN SIDING PER ELEVATION WRB OVER S.A.M. OVER METAL FLASHING INSECT SCREEN SIM. 2" / 1 1/2" = 1'-0" (14\ DTL EXT-BRICK- TO SIDING AT L2 CONCRETE SLAB /\ -SEE STRUCTURAL 3" = 1'-0" H SHIM BACKER ROD & SEALANT & BACK ANGLE P.T. BLOCKING 1" RIGID INSULATION 4" STEEL TUBE -SEE STRUCTURAL 5/8" GWB ON 7/8" HAT CHANNELS S.A.M. BACKER ROD & SEALANT STOREFRONT MULLION BACKER ROD & SEALANT BRICK BEYOND METAL FLASHING ON BED OF SEALANT CUT BRICK -SLOPE AT 15D MIN. -COLOR TO MATCH SOLDIER COURSE S.A.M. OVER WRB - EXTEND S.A.M. INTO BACK ANGLE DOWN FACE OF WALL SOLDIER COURSE W/ CUT TOP WRB OVER S.A.M. OVER METAL FLASHING 2" RIGID INSULATION EXTERIOR WEEPS @ 24" O.C. DRIP EDGE STEEL LINTEL ANGLE SEE STRUCTURAL PAINT TO MATCH BRICK SOLDIER COURSE BACKER ROD & SEALANT 12 DTL EXT-BRICK-AT STOREFRONT MEZZANINE 3" = 1'-0" WALL -TYPE PER PLAN WRB AIR SPACE 'STANDARD' FACE BRICK ANCHOR ASSEMBLY W/ SELF-SEALING ASSEMBLY BRICK SOLDIER EXTERIOR COURSE WRB OVER S.A.M. OVER METAL FLASHING MORTAR NET WEEPS @24" O.C. S.A.M. OVER NAILING FLANGE METAL FLASHING W/ DRIP EDGE 6" STEEL ANGLE - SEE STRUCTURAL - PAINT TO MATCH SOLDIER COURSE BACKER ROD & SEALANT WINDOW FRAME 11 DTL EXT-BRICK- INDOW HEAD 3" = 1'-0" BACKER ROD & SEALANT S.A.M TUCKED INTO BACK ANGLE % 10� DTL EXT-BRICK-WINDOW 3" = 1'-0" VINYL WINDOW FRAME BACKER ROD & SEALANT S.A.M. OVER METAL FLASHING OVER S.AM. OVER WRB EXTERIOR BRICK SILL -SLOPED AT 15d MIN. MORTAR BED W/ WEEPS @ 24" O.C. METAL FLASHING W/ DRIP EDGE CONCRETE WALL -SEE STRUCTURAL/ ll A // // - GYP. BD. S.A.M. BACKER ROD & SEALANT L — SHIM CV 17 A505 SIM. CREL) 6' STEEL ANGLE -SEE STRUCTURAL -PAINT TO MATCH BRICK HEADER SOLDIER COURSE BACKER ROD & SEALANT STOREFRONT MULLION DTL EXT-BRICK-STOREFRONT HEAD AT CONC. 3" = 1'-0" l WALL TYPE 'PER PLAN/SECTION: CONCRETE, METAL STUD W ALL - • 3" A WINDOW FRAME DTL EXT-BRICK-STOREFRONT HEAD fi WRB AIR SPACE 'STANDARD' FACE BRICK S.A.M. BRICK SOLDIER COURSE MORTAR NET EXTERIOR TAPE OVER WRB & S.A.M. WEEPS @24" O.C. AT METAL STUD CONDITIONS, S.A.M. BEHIND ANGLE TO WRAP OVER WRB AND INTO FRAME METAL FLASHING W/ DRIP EDGE SEALANT STEEL ANGLE -PAINT TO MATCH SOLDIER BACKER ROD & COURSE SEALANT -6" LEG AT CONCRETE -7" LEG AT METAL STUD 7 3" = 1'-0" BACKER ROD & SEALANT & BACK ANGLE P.T. WOOD BLOCKING AT METAL STUD HWALL ADDITIONAL S.A.M. ;LAYER TO WRAP DOWN OVER WRB 1" FROM FACE OF STUD mg —to WALL TYPE PER�� PLAN/SECTION: CONCRETE, METAL STUD WALL BATT INSULATION AT STUD; WALLS 1" CV BRICK BEYOND 1 S.A.M. TO EXTEND OVER INSUL. & WRAP OVER METAL FLASHING METAL FLASHING ON BED OF SEALANT -COLOR TO MATCH BRICK ROWLOCK SILL BRICK SILL -SLOPED AT 15d MIN. EXTERIOR 6� DTL EXT-BRICK-STOREFRONT SILL 3" = 1'-0" MORTAR BED W/ WEEPS @ 24" O.C. MTL FLASHING PAN WITH DRIP EDGE AIR SPACE 'STANDARD' FACE BRICK WRB 2" RIGID INSULATION BRICK TIE/ ANCHOR ASSEMBLY -SECURE WITH SELF- SEALING ASSEMBLY BACKER ROD & SEALANT HOLLOW METAL DOOR HEAD -GROUT FILLED tes /. / CONCRETE WALL -SEE STRUCTURAL L - - WALL - >-TYPE PER WALL }...SECTION: 5 3/4" 1 % DTL EXT-BRICK-HM DOOR HEAD 3" = 1'-0" GWB SHIMS SEALANT HM DOOR JAMB CONDITION En OVER:.. THRU-WALL: FLASHING TYPICAL WALL. INTERIOR GYPSUM BOARD: STEEL STUDS WIATT:INSULATION` EXTERIOR GYPSUM BOARD DUPONT" 7YVEK®COMMERCIALWRAPS D MINERAL. FIBER. INSULATION (VAPOR PERMEABLE) AIR SPACE: BRICK VENEER BRICKTIE BASE PLATE WITH DUPONT" STRAIONTFLASH"'PATCH DUPONT».THRU-WALL PLASHING WITH 1/4": DRIP EDGE "IMPORT. GOMYERCLAL SEALANT MECHANICAL FASTENER. .S" DUPONT" TYVEK® TAPE DUPONT. FLASHING PRODUCTS TYPICAL WALL INTERIOR GYPSUM BOARD .STEELSTUDS MATT INSULATION EXTERIOR GYPSUM BOARD .... DUPONT" TYVEK® COMMERCIALWRAP® D. MINERAL: FIBER INSULATION (VAPOR PERMEABLE) AIR SPACE' .. BRICK VENEER BRICK TIE BASE PLATE WITH,. ,.. _ ... DUPONT"' STRAKiHTFLASH" PATCH. • DUPONT"' COMMERCIAL SEALANT -:MECHANICAL FASTENER LAP DUPONT"' MEN® CO4 iERCIALWRAP® D S^'OVER THRU;WALL FLASHING S" DUPDM1", TYVEKG TAPE DUPONT" THRU-WALL FLASHING: WITH.1/4`:DRIP:EDGE DUPONT' FLASHING PRODUCTS 1) SEAL ALL OIRLMTT"! TYVEKB: WEATHER BARRIER SBAM8 AND REPAIR MINOR HOLE$-WRH DUPOM1TI' ¢T,NEKO TAPE 2) FASTEN DUPCNI'"'- IYVE<B WEATHER BARRIER WITH RECOMMENBEOFASTENERS ANDSPACINo; • 9) INTERIOR VAIVI RETARDER MAY BE RECUIREO IN 60M8 REGKJN6. Ay THIS INFORMATION. IS PROVIDED BYDUPQNTAS REFERENCE ONLY; PLEASE CONSULT LOCAL BULONG CODES;. • REGULATIONS AND LAWSTD OETERAUBE T.HE APPRDPRWTE¢CNSTRUCIICN METIIONDSAND MATERIALS NEEDED. c.ALS;.NOT:TOSCALE: REVISION. DATE: 11/17/10 DRAWING; CW,LOtu-20t .. . SHELF ANGLE DETAIL BRICKVENEER/.EXTERIOR INSULATION (WRAP UNDER)/ STEEL STUD WALL DTL_EXT-BRICK SHELF ANGLE WITH 2\ INSULATION WALL TYPE PER PLAN w ► I Ua. Ln ANCHOR ASSEMBLY - SECURED W/ SELF SEALING FASTENER FACE BRICK 1/2" EXPANSION JOINT BACKER ROD & SEALANT - FINISH TO MATCH MORTAR 17 DTL EXT-BRICK-VERT. CONTROL JOINT EXTERIOR RE: DTL_EXT-BRICK- STOREFRONT JAMB AT METAL STUD CONCRETE WALL -SEE STRUCTURAL Ll SHIM DTL_EXT-BRICK-STOREFRONT JAMB AT 13 CONCRETE S.A.M. OVER WRB & NAILING FLANGE FACE BRICK ANCHOR ASSEMBLY W/ SELF-SEALING ASSEMBLY AIR SPACE WRB DTL EXT-BRICK-WINDOW JAMB CONCRETE BASE BELOW BRICK TIE SECURED WITH SELF- SEALING ASSEMBLY AIR SPACE 'STANDARD' FACE BRICK CUT BRICK FLASHING W/ BED OF SEALANT -PAINT FLASHING TO MATCH BRICK BACKER ROD & SEALANT F CHANNEL -SEE 4/A511 STOREFRONT MULLION - THERMALLY BROKEN P.T. WOOD BLOCKING STEEL POST ONLY AT LOCATIONS DTL EXT-SIDING- INDICATED PER CANOPY PLANS - WINDOW JAMB SEE A510 AND AT DOUBLE HEIGHT UNITS ON EAST SIDE DTL_EXT-BRICK-STOREFRONT JAMB AT METAL STUD WALL SIM. REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila IDING DIVISION 6I4gEZIEODA/ILA PERMIT CENTER JOHNSON BRAUND IN C. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date Cr in co co Op Cil. ISSUE DATE: 05-22-2015 co 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC Lil co re ui 1— LIJ L11 et gu PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF EXTERIOR BRICK WALL DETAILS BID SET/PERMIT COMMENTS 1 1/2" = 1'-0" 3" = 1'-0" 3" = 1'-0" 3" = 1'-0" a) CO vl a) Users\charlesr\Documents\1 026-Tuk ROOFING OVER COVER BOARD (OPTIONAL -PER ROOF MFR'S REQUIREMENTS) 3" (MIN.) RIGID INSULATION PLYWOOD DECK 1.5 WOOD TRUSS PER STRUCTURAL GYPSUM CEILING BOARD WALL TYPE PER PLAN 12 WEATHER RESISTIVE BARRIER S.A.M. SIDING OVER P.T. FURRING 24 GA. G-90 GALV., 2 PIECE PRE - FINISHED i• METAL FLASHING FASTENERS AT 8" O.C. -PAINT TO MATCH SIDING ROOF BASE FLASHING PER MANUFACTURER'S STANDARDS PEDESTAL PAVERS WHERE OCCURS CANT STRIP ROOFING SYSTEM -SLOPE: 1/2" PER 1' PROTECTION BOARD WHERE PAVERS OCCUR 1— RIGID INSULATION �� II 1 16 ROOF BASE FLASHING 4" L 3'-0" 3" = 1'-0" BACKER ROD & SEALANT EXTEND TRUSS TOP CHORD OUT TO OVERHANG 22 GA. PRE -FINISHED FLASHING CAP W/ CONT. CLEAT WRAP HIGH -TEMP S.A.M. DOWN OVER WRB 22 GA. PRE -FINISHED FLASHING COVER 2X P.T. BLOCKING -SAW CUT ENDS FOR ANGLE WRB OVER S.A.M. S.A.M. OVER CLEAT DRIP EDGE WRAP WRB UP 2X2 WOOD TRIM 1X TONGUE & GROOVE WOOD SLAT SOFFIT ON 1/2" FURRING STRIPS -SECURE TO PLYWOOD SUBSTRATE LAP SIDING BEAM PER STRUCTURAL WRB 15 DTL EXT-ROOF-BUTTERFLY ROOF OVERHANG 1 1" = 1'-0" 2 LAYERS 5/8" TYPE X GWB W/ END BEAD \A 12 ROOF HATCH CURB 3" = 1'-0" TAPERED INSULATION (3" MIN.) 1 2' - 1 1/2" 12 1X6 TONGUE & GROOVE WOOD SLAT SOFFIT ON 1/2" FURRING STRIPS -SECURE TO PLYWOOD SUBSTRATE — FRAMING PER STRUCTURAL CORRUGATED METAL SIDING 11 INSULATED HATCH COVER HINGE LIFT MECHANISM 1" RIGID FIBERBOARD INSULATION ALL AROUND OUTSIDE OF CURB COUNTERFLASHIN G BY HATCH MANUF. KUUI- I3ASE FLASHING CANT MOUNTING FLANGE GIRDER TRUSS ROOFING ROOF SHEATHING L_ 5 A506 /\ /\ / / \ BATT INUSULATION WALL TYPE PER PLAN DTL EXT-ROOF-AT UPPER TRELLIS i' SIM. TRUSS FRAMING PER STRUCTURAL BEAM PER STRUCTURAL 2x10 RAFTER 1" = 1'-0" 30" X 54" ROOF HATCH (11. S.F MIN) CRICKET AND FLASHING ON HIGH SIDE WHERE ROOF IS SLOPED 2 LAYERS TYPE 'X' GWB TO UNDERSIDE OF ROOF SHT'G GIRDER TRUSS -PROVIDE INLET STUDS FOR GWB ACCESS LADDER & REQ'D BLOCKING BY GEN. CONTR. ROOF HATCH 1" = 1'-0" INFILL CORNERS WITH S.A.M. OVERFLOW GUARD FLANGE LOCATE JOINT @ SIDE WALL OF FLANGE ROOF MEMBRANE FLASHING BUILT-UP ROOFING COVER BOARD (PER MANU- FACTURER) FULLY SOLDERED ALL JOINTS SLOPE: 1/2"/1' TO DRAIN ROOF SCUPPER 3" = WRB S.A.M. -SEE SHEET A503 FOR PROPER INSTALLATION 2" SCUPPER OVERLFOW GUARD 24 GA. G-90 GALV. MTL. INSERT FLANGE OR PER ARTIST'S DESIGN FILLET SEALANT BEAD NON -SKINNING BUTYL SEALANT S.A.M. FLASHING CONTINUOUS AIR BARRIER ROOFING MEMBRANE NOTE: VERIFY IN FIELD SOLDER ALL JOINTS 24 GA. G-90 GALV. MTL. SADDLE FLASHING TO BE INSTALLED OVER PPT WALL ASSEMBLY. LAP WRB INTO SADDLE COPING CAP HI -TEMP RATED S.A.M. OR ROOFING MEMBRANE. USE ALUMN. TAPE TO ISOLATE INCOMPATIBALE MATERIALS - S.A.M. CONTRACTOR TO FIELD VERIFY ALL SHAPES & FIELD DIMS. PRIOR TO FABRICATION % ROOF SADDLE FLASHING 3" = 1'-0" T NOTE: PRIME BOTH SIDES OF FLASHING PRIOR TO INSTALLATION OF ROOFING STRIPPING PLY XX, XXkn. X >XX XXX XJ ROOF VENT PIPE LLA PIPE SEALANT CLAMP RING SOFT METAL FLASHING SET IN MASTIC MODIFIED BITUMEN MEMBRANE STRIPPING PLY -PRIME FLANGE BEFORE STRIPPING MASTIC PER MANUFACTER PRIMARY ROOFING MEMBRANE FLANGE MIN. LA IN TRUSS -SEE STRUCTURAL 3'-0" _L L • GYPSUM CEILING BOARD WALL TYPE PER PLAN L f- i x l t\ 4\ l 2X12 RAFTER -SEE STRUCTURAL TOP PLATE -SEE STRUCTURAL 15 506 SIM. BATT INSULATION; FILL Ck+VITY %14 \ DTL EXT-ROOF-BUTTERFLY ROOF OVERHANG 2 1" = 1'-0" STANDING SEAM METAL ROOF: -BASIS OF DESIGN: AEP SPAN 'SPAN-LOK' W/ LOW -PROFILE CLIPS ICE & WATER SHIELD 3" RIGID INSULATION -MIN. STRENGTH: 16 PSF 3/4" PLYWOOD DECK 2X6 RAFTERS 12" O.C. 1' - Ott TYP. 111 I fI IIIIIII III III II BATT INSULATION 7 1/2" i\ \/ •�. W /Q V / i14`\ CEILING SYSTEM TOP PLATE WALL TYPE PER PLAN 22 GA. PRE -FINISHED METAL FLASHING W/ DRIP EDGE 2X P.T. BLOCKING METAL FLASHING W/ DRIP EDGE ICE & WATER SHIELD OVER CONT. CLEAT WRAP WRB UP BLOCKING DRIP EDGE FIBER CEMENT SIDING SECURED TO P.T. PLYWOOD -PAINT SIDING TO MATCH WOOD SOFFIT BACKER ROD & SEALANT METAL FLUSH PANEL ON VERT. FURRING WRB TRUSS T NOTE: FOLLOW FLASHING REQUIREMENTS PER AEP SPAN STANDING SEAM METAL ROOF 3" (MIN.) RIGID INSULATION @ 16 PSF (MIN.) COMPRESSIVE STRENGTH ON 3/4" PLYWOOD DECK LOW -PROFILE CLIPS STANDING SEAM METAL ROOF -BASIS OF DESIGN: AEP SPAN 'SPAN-LOK' - COLOR: DARK BRONZE 24 GA. PRE -FINISHED METAL FLASHING W/ DRIP EDGE 2X6 RAFTER FIBER CEMENT SIDING -PAINT TO MATCH WOOD SOFFIT 2X P.T. BLOCKING METAL FLUSH PANEL ON VERT. FURRING ICE & WATER SHIELD 3 12 GIRDER TRUSS WRB OVER S.A.M. OVER MTL FLASHING FLASHING OVERLAP EXTEND ICE & WATER SHIELD UP VERTICAL SURFACE METAL FLASHING TOP PLATE WALL TYPE PER PLAN r DTL EXT-ROOF-OVERHANG 1 (5 506 SIM. TRUSS FRAMING PER STRUCTURAL GIRDER TRUSS -SEE STRUCTURAL 24 GA. G-90 GALV. PRE - FINISHED MTL. COPING (COLOR PER ELEV.) HIGH TEMP RATED SELF ADHESIVE MEMBRANE (S.A.M.) N \ ti ch\ FIBER CEMENT SIDING W/ P.T. FURRING WRB OVER PLYWOOD SHEATHING CANT ROOFING SYSTEM OVER APPROVED SURFACE -SLOPE 1/2" PER 1 FOOT AIR IMPERMABLE RIGID INSULATION FOR CONDENSATION CONTROL -INSTALL ON TOP OF AIR BARRIER SLOPE: 1/2" PER 1'-0" REVIEWED FOR CODE O ��ICE AP )UL 2 7 2015 • ity of Tukwii2 BUI DING DIVISION SIM. 1II 1I 1 -1 IIIIIII1111 1111111i111 i ,ROOF,' / \ TYPE \• 9A WRAP AIR BARRIER OVER TOP OF PARAPET FOR CONTINUOUS AIR SEAL P.T. BLOCKING SIDING PER ELEVATION SHEATHING SEE SHEAR WALL SCHEDULE PARAPET WALL IS AN INTEGRAL PART OF TRUSS WRB (AIR BARRIER) PARAPET INTEGRAL PART OF TRUSS CD w f; /\ i ,i \ 5� TYPICAL ROOF PARAPET 1 1 1/2" = 1'-0" BLOCKING -SEE STRUCTURAL AIR PERMEABLE BATT INSULATION - TIGHT TO UNDERSIDE OF ROOF SHEATHING -FILL CAVITY COMPLETELY NAILER AT CEILING BLOCKING -SEE STRUCTURAL TOP PLATE -SEE STRUCTURAL ROOF SYSTEM ROOF VENTHOOD FLASHING L VERIFY DECK OPENING DIM AND ADJUSTABLE COLLAR DEPTHS WITH PLUMBING DRAIN SUBMITTALS ROOF DRAIN RE: PLUMBING DRAVVINGS SLOPE RECEIVEp CITY OF TUITILA MAY 2 2 $15 PERMIT CENTER MEMO ALUMINUM VENT HOOD SST FLASHING RECEIVER AND REMOVABLE COUNTER FLASHING ROOF MEMBRANE CANT STRIP DENSDECK OR ROOFING SYSTEM PER DESIGN ROOF SYSTEM • BUILT UP ROOFING SYSTEM ON CRICKET AND SUMP OF STRUCTURAL SHEATHING ROOF DECKING 111 191 FRAMED OPENING DRAIN LEADER PIPES RE: PLUMBING DRAWINGS 2' - 0" OVERFLOW DRAIN RE: PLUMBING DRAWINGS COORDINATE TRUSS LOCATIONS TO AVOID DRAINS STRAINER SLOPE CLAMP RING 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET al CO M ce ISSUE DATE: 05-22-2015 E3 co 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 11 ci Lu Ce 11.1 LLI Ill 0 gu PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF Checker EXTERIOR ROOF DETAILS SPRAY FOAM (AIR BARRIER) INSULATE RAIN LEADERS BID SET/PERMIT COMMENTS 13 DTL EXT-ROOF-OVERHANG2 ROOF DRAIN & OVERFLOW 5/21/2015 3;37:29 R U a) Users\charlesr\Documents\1026-Tuk w 2 z W10X12 SOFFIT ABOVE STEEL PIPE SUPPORTS 2'-6" C10X15.3 STEEL CHANNEL ALONG PERIMETER -TYP. C10X15.3 STEEL CHANNEL (2) L3X2X3/8 STEEL ANGLES 13 \A51V SLOPED METAL DECK OVER WOOD SOFFIT C10X15.3 STEEL CHANNEL a w LL_ L---- 5'-2" 13'-9" L2X2 STEEL ANGLES ALONG PERIMETER L3X2X3/8 STEEL ANGLE 19'-7" SEE 11 b/ A510 KNIFE PLATE CONNECTION TO TUBE -SEE STRUCTURAL SIM. HSS6X3 STEEL TUBE -TOP IS 1" BELOW PERIMETER CHANNELS L4X2X318 SLOPED 'STEEL ANGLE 6'-10" RECESSED CANNED LIGHT FIXTURES EQUALLY SPACED. L2X2 STEEL ANGLES ALONG PERIMETER WELDED TO THE CHANNELS RECESSED CANNED LIGHT FIXTURES @ CENTERED ON THE BAYS. i KNIFE PLATE CONNECTION -TYP. 4" STEEL POSTS -TYP. r1 12 \ CANOPY PLAN - MAIN ENTRANCE CANOPY 1/4" = 1'-0" TREE COLUMN STEEL MEMBERS TO BE PAINTED. COLOR: FIR TONE TREE COLUMN 9" DIAM STEEL PIPE 6" DIAM. STEEL PIPE ANGLED AT 15D VERTICALLY FROM TREE COLUM & 45D IN PLAN STEEL CHANNEL ALL EXPOSED CANOPY STEEL MEMBERS -PAINTED. COLOR: ANODIZED BRONZE BRICK PIER LEVEL 1 289.50 ELEVATION OF MAIN ENTRANCE CANOPY - EAST 1/4" = ELEVATION OF MAIN ENTRANCE CANOPY - 11 NORTH 1/4" = 1'-0" 10 MAIN ENTRANCE CANOPY - PERSPECTIVE VIEW A // SLOPED METAL DECK OVER WOOD SOFFIT(1X6 T&G) 3 A511 SIM. 9" SUPPORTS - NO TIE RODS I j I I If -y k 4' - 10" % CANOPY PLAN - TYPE 8 STEEL POSTS -SEE STRUCTURAL KINFE PLATE LOCATIONS 1/4" = 1'-0" 14'-4" TYP. /_ EQ c----FIEL$ VCR'rY L__ EQ EQ EQ 3" INTERMEDIATE SUPPORT STEEL TUBE OR CHANNEL AT CANOPY HEIGHT -SEE SECTION A511 INTERMEDIATE SUPPORT & TIE ROD r8; CANOPY PLAN - TYPE 7 1/4" = 1'-0" TIE ROD & SUPPORT 4' - 6"' DOWNSPOUT GUTTER FLOOR SLAB OUTLINE KNIFE PLATE CONNECTION TO EMBEDS IN CONRCRETE SLAB KNIFE PLATE LOCATIONS �r- 5'-9" 11 -2" r=71 v CANOPY PLAN - TYPE 6 1/4" = 1'-0" 25'-0" 3 A511 EQ EQ / EQ EQ / EQ EQ 1 - 4' KNIFE PLATE LOCATIONS 1X6 TONGUE & GROOVE WOOD SOFFIT `I ------------------ TIE ROD & INTERMEDIATE SUPPORT INTERMEDIATE SUPPORT 6 \ CANOPY PLAN - TYPE 5 TIE ROD & INTERMEDIATE SUPPORT CENTERED WITH STOREFRONT MULLION 1" zzr 1/4" = 1'-0" 20'-0" 4" STEEL TUBE KNIFE PLATE LOCATIONS INTERMEDIATE SUPPORT 5 CANOPY PLAN - TYPE 4 1/4" = FLEXIBLE LINEAR LED ROPE LIGHT @ EAST SIDE OF OFFICE 14' - 8" ALONG NORTH WALL - SEE PLAN 12'-0" ALONG EAST WALL - SEE PLAN 1 A511 w C5 w (4h CANOPY PLAN - TYPE 3 1/4" = 1'-0" CANOPY PLAN - TYPE 2 1/4" = 1'-0" :.� ., WED FOR 'CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER CANOPY PLAN - TYPE 1 TYPICAL NOTES FOR THIS SHEET TYP. 4" STEEL TUBE STEEL TUBE INTERMEDIATE SUPPORTS C10X15.3 STEEL STEEL CHANNEL FRAME KNIFE PLATE LOCATIONS SLOPED 1-12" METAL DECK TIE ROD 4" STEEL TUBE -SEE ELEVATIONS A200- A201 FOR COLOR AND HEIGHT FOR OVERALL OPENING STOREFRONT LENGTH & MULLTION LOCATIONS -SEE SHEET A101 ME77ANINE LEVEL FOR CANOPY PLAN LOCATIONS SUPPORTS CENTERED VVITH MULLIONS TYP. STOREFRONT SYSTEM 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET CD CI r7 IC; CNI CV 0 REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 PROJECT #: DRAWN BY: CHECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 >- ci ci 0 co o • r• e ce ow co co re ▪ 0 CI ciLLI 1026.05 BTF Checker CANOPY DETAILS A510 BID SET/PERMIT COMMENTS Lil 5/21/2015 3 CONCRETE WALL BOLT ATTACHMENT: METAL SCREEN TYPE 1 2 x 2 WIRE MESH TO SUPPORT PLANT GROWTH CONCRETE WALL BOLT ATTACHMENT: METAL SCREEN TYPE 2 L4x4x4x1/4 STEEL FLAT PLATE -WELD TO STEEL ANGLE FRAME L3x2x1/4 STEEL ANGLE FRAME PAINTED. COLOR: ANODIZED BRONZE J I_LJ--1-L I- -I-L-1 -I-L4 I__1 1 1_1 j 1 1 1 1 1 1 1 1 7 1 TT I T 1 1 1 1 1 1 1 1 1 1 1 -}-1--H-1 -I-t- -1- fi----I-t--1 -I-t-I--I-1- 11 I I I I -I I I I I I I I "7-1-1--1-1-1- I 1 BOLTED CONNECTION III 1 I DECORATIVE PANEL ART ELEVATION VIEW 20 DTL EXT-METAL SCREEN - DETAILS 1 1/2" = 1'-0" PLAN VIEW SECTION VIEW ATTACHMENT: METAL SCREEN TYPE 3 BUILDING STRUCTURE KNIFE PLATE CONNECTION TO CHANNEL SLIDING GLASS DOOR CTf� r BRICK ROWLOCK COURSE BELOW SECURE RAILING TO BUILDING 1-1/2" VERTICAL PO T 18B DTL EXT-BALCONY-JULIETTE PLAN 0- o—m-- n— n --e-- 41e—e- a- 0—.- 0— c —0 0 —0 4"O.C. TYP. /4" VERTICAL PICKETS CHANNEL BELOW 1/2" = 1'-0" SIZE VARIES PER TYPE 8" 1-1/2" TOP RAIL SECURE RAILING TO BUILDING ALUMINUM RAILING SEE DOOR SCHEDULE & PLAN 1-1/2" BOTTOM RAI L LEVEL KNIFE PLATE ATTACHMENT TO END ALUMINUM PLATE ALUMINUM CHANNEL iVy 20 505 i AT BRICK 14 �A504 18A DTL EXT-BALCONY-JULIETTE ELEVATION 2 1/2" = 1'-0" ROOFING OVER FLASHING C10X15.3 STEEL CHANNEL L2X2 STEEL ANGLE L3X2 STEEL ANGLE AT MTL SIDING ROOFING OVER 1/2" COVER BOARD ON SLOPED 1 1/2" METAL DECK TREE COLUMN & PIPE SUPPORTS BEYOND - T 1 DECORATIVE PANEL ART L_ 1 L I L 1 1 rI �_...1._ L 1 • 16 DTL EXT-METAL SCREEN - TYPE 3 1/2" = 1'-0" 8'-8"* 0 CV L2x2x1/4 * VARIES - SEE ELEVATIONS / ]-I tl 1-114I+I+1 11--I- I4I--E-I -I-- tl Lt Ii1tl t1--- 1 tl t _L. .1=Elt11=11=1 i -_F J q 41-1-1+1-1--114 ii 7 _,- ICItl I±I1 ITI 1_I-1±1-H It1 ICI ITITI I±I III ITITI _ TI t1 tl ---[ t1 11 t1 I 1=11= t1 _-1 Tf - Lt H t_t 1=I tT trt TEQI-ITI - ttItl all F ITITI ITITH11 1_I-1±1-H If I1T114 H It Itl 1 I+1-H Itl - 114 11=1 1 -I tI 1=t 14 1414 t1 i=t1 1-+ tt T - FF Lt =1 lT -1- I a I4 Iq 1 1q 1-F Ii I7 / tI 1=1 -I tl =1 11 -1I tl 1=11=1 T 1-I 1E114 -H i11-t 1=114 -H t1 T1 4--1 a 14 H- 1tI 14 lit a FTITI1E411= IIt11 ITITI IT I+I-I-I I±I ITITI 1+1+1 It I I-I-H-I I 1 I III rI 11 -1-114 t1 l 1=11=I 11 tl H--E t 1 +-11-F I I 117 14 f:T ± � tt Imi 1-I--1t1 IT I It I-1-I'I H-HI It Ii ITITI H- I I rI I±I 1 t1 t T E t It -1- t 1= T -I-- 4 I-kI -kI d -1 I--1- N-1-1-1 -1 14 4 14B \ DTL EXT-METAL SCREEN - TYPE 2 1/2" = 1'-0" 6' - 0" IN VERTICAL ORIENTATION 8' - 0" IN HORIZONTAL ORIENTATION 4' TYP. IN SHORT DISTANCE SEE ELEVATIONS 1 -11- -1- I--k + 11414 -1414 I- 1 I ±1+1-H 141+1+1-H 114 tit' Aft Ititui Lt -114 i I_ 11_J_ I I I I1-tltl t 1= _ 4 I I TII]=114H--I'IT114 _ -11-I- -f-I-f-11-114 H-1+1 H -114 - I +It1 t1 Lt l+l+l -f-1 tt r- 11- 14 111=1 1t 111 1= IT -1-ITI 1=114 ITH-1 T114 - -11-i- -I-1+1 +-1 H-1+1+1 H -11-F - i t=t ±I±I tl t=t tt1t1 t1 Lt = 1 ti 111=11 mii tr_ 44 TI11h1 FFICI I ITI 1=F- -1 14 -1-1+1-H H- H--1+11--114 - J t=t t I tl O t t l± I tl thi i - 14A DTL EXT-METAL SCREEN - TYPE 1 20 1/2" = 1'-0" STEEL ANGLE cCa IT STEEL ANGLE WELDED TO CHANNEL BEYOND RECESSED LIGHT FIXTURE EXTERIOR WOOD SOFFIT ASSEMBLY 1X6 FIRE RETARDANT TONGUE & GROOVE CEDAR SOFFIT SECURED TO 1X4 PRESSURE TREATED WOOD NAILERS @ 24" 0.C. -STAIN COLOR - TBD 2- 1/2" MTL. STUDS @ 16" 0.C. FLASHING OVER ROOFING A511 BACKER ROD & SEALANT AT GAP 13 DTL EXT-CANOPY-SECTION AT MAIN ENTRANCE 1" = 1'-0" 0 0 CONCRETE COLUMN 6" STEEL PIPE STEEL W-SHAPE SLOPED BRICK ROWLOCK COURSE - 1 -15d MIN. A511 SIM. 6" DIAM. STEEL PIPE ABOVE & STEEL W-SHAPE AT CANOPY LEVEL 9" 9" 12 TREE COLUMN - PLAN DETAIL 2 1/4" STEEL PLATE r STEEL / SUPPORT ABOVE 9" DIAM. STEEL PIPE ABOVE - TYP. ALUMINUM BRAKE METAL ENCLOSURE PIECE \- -FIR TONE -\ 1" RIGID INSULATION HIGH -TEMP S.A.M. BACK OF CHANNEL KNIFE PLATE LOCATION VARIES - SEECANOPY ELEVATIONS ON A510 BACKER ROD & SEALANT 1/2" BACKER ROD & SEALANT JOINT AROUND PIPE PENETRATION TO ALLOW FOR EXPANSION & CONTRACTION 1" = 1'-0" CONCRETE SLAB (PARTIAL) - SEE PLAN 4" STEEL POSTS IN WALL - SEE PLAN WALL TYPE PER PLAN METAL FLASHING 2 1/2" ir DTL EXT-CANOPY-STOREFRONT COLUMN 3" = 1'-0" I I 11- 3" WIDE SHEET METAL GUTTER -SLOPE: MIN. 1/4" PER 1' I II n h u 4"X2" STEELTUBE -SLOPED AT 1/4" PER 1' 3" X 2" STEEL TUBE SEE PLAN I II 4" STEEL TUBE CONTINUOUS AIR TIGHT BACKER ROD & SEALANT JOINT BETWEEN FRAME & S.A.M. STOREFRONT MULLION -ANODIZED BRONZE P.T. BLOCKING BACKER ROD & SEALANT ALUMINUM BRAKE METAL COVER -COLOR: FIR TONE PLATE FOR TIE ROD CONNECTION -WELD TO TUBE -CUT 1/4" GAP OPENING AROUND PLATE AT EXTERIOR & SEAL THE GAP 4" STEEL POST IN WALL FRAMING BEYOND -SEE PLAN WALL BEYOND 1-1/2" CORRUGATED METAL DECK L 1-1/2X1-1/2 STEEL ANGLE C10X15.3 STEEL ® CHANNEL KNIFE PLATE CONNECTION AT SIDE STEEL KNIFE PLATE & EMBED CONNECTION AT CONCRETE -SEE STRUCTURAL 10" STEEL CHANNEL OR TUBE AT NON -SLAB LOCATIONS 3" SQ. RECTANGULAR DOWNSPOUT DTL EXT-CANOPY-SECTION AT EAST UNITS 1" = 1'-0" 1 L_ • • 4 4- STOREFRONT WINDOW SYSTEM BREAK METAL COVER - FINISH TO MATCH STOREFRONT FRAME 3" RIGID INSULATED HEADER R-15 C12X20.7 STEEL CHANNEL METAL FLASHING SHIM STOREFRONT WINDOW SYSTEM S.A.M. BACKER ROD & SEALANT METAL FLASHING W/ DRIP EDGE -2-PIECE FLASHING ONLY AT ENTRY CANOPIES - SEE A510 KNIFE PLATE CONNECTION -SEE STRUCTURAL 1 1/2" CORRUGATED MTL DECKING SLOPED 1/4" PER FT L2X2 ANGLE C10X15.3 STEEL CHANNEL ALIGN BOTTOM OF CHANNELS BACKER ROD & SEALANT BRAKE METAL COVER AT COLUMN SUPPORT BEYOND DTL EXT-CANOPY-STOREFRONT CONNECTION 1 1/2" = 1'-0" // // s WALL TYPE PER PLAN METAL FLASHING STEEL KNIFE PLATE TO EMBED CONNECTION -SEE STRUCTURAL ( J l DTL EXT-CANOPY-AT CONCRETE WLL 1" = 1'-0" L a 0 to ALUMINUM STOREFRONT SYSTEM -TYP. SIM. WEED FOR E COMPLIANCE APPROVED JUL 2 7 2015 1-1/2" CORRUGATED MTL DECKING SLOPED 1/4" PER FT C10X15.3 STEEL CHANNEL HSS4X2X1/4 INTERMEDIATE SUPPORT SEE CANOPY PLANS DTL_EXT-CANOPY-SECTION AT STOREFRONT & CONCRETE 1" = 1'-0" } HSS3X2 CONNECTION PER STRUCTURAL RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER VD JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .R) G L. ALLWIN) ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date - N N aoc%) O N ,-.0 W cc ISSUE DATE: 05-22-2015 W z J 5 co cW V J — 5 Y 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 BTF CR CANOPY/METAL FABRICATION DETAILS BID SET/PERMIT COMMENTS 2" MOULDING ANGLE TO WALL STUDS POP RIVET ALLOWED FOR ALIGNMENT ONLY 8" MAX. 3/4" ENDS OF MAIN BEAMS AND CROSS 'TEES' MUST BE TIED TOGETHER TO PREVENT SPREADING 15 ACT GRID UNATTACHED EDGE 1 1/2" = 1'-0" 12 GA. SPLAY WIRES (4) IN PLANE OF RUNNERS @ 12'- 0" O.C. NO FURTHER THAN 6'- 0" FROM WALL TO STRUCTURE ABOVE - CONNECT TO MAIN BEAM WITHIN 2" OF INTERSECTION EMT CONDUIT COMPRESSION STRUT 12' O.C. EACH WAY (1/2" DIA. UP TO 6'-0", 3/4" DIA. TO 8'-6", 1" DIA. UP TO 10'-0") SLOT END OF TUBE TO FIT OVER RUNNER NOTE: EXTEND STRUT TO BE TIGHT BETWEEN MAIN RUNNER AND STRUCTURE ABOVE THEN SECURE ONE TUBE TO THE OTHER - 4" MIN. OVERLAP OF TUBES 12 GA. VERTICAL WIRE HANGER 4'-0" O.C. MAX. ATTACHED PRIORTO SETTING STRUT MAIN BEAM CROSS "TEE" SUSPENSION WIRE NOTES: SUPPORT ENDS OF RUNNERS WITHIN 8" OF SURROUNDING PERIMETER WALL OR CEILING DISCONTINUITY. LOOP WIRES AND TWIST 3 TIMES AROUND ITSELF WITHIN 3". WIRES TO BE PLUMB WITHIN 1 IN 6 14 ACT GRID ISOMETRIC 1 1/2" = 1'-0" 2" MOULDING ANGLE TO WALL STUDS 8" MAX. Screw w/ 300# capacity Screw for 300# capacity GRID IS SCREWED TO WALL MOULDING ON 2 ADJACENT WALLS ONLY - OPPOSITE WALLS MUST HAVE 3/4" CLEARANCE -SEE "UNATTACHED" DETAIL 11 ACT GRID WALL ATTACHMENT STRUCTURAL FRAMING ABOVE SOLID BLOCKING 1 1/2" = 1'-0" 1 HOUR RATED ENVELOPE. 3 5/8" (20 GA.) METAL STUD BRACING @ 24" O.C. SECURE TO STRUCTURAL MEMBERS AND BLOCKING ABOVE W 1 /4" X 2 3/4" LAG SCREWS @ 16" O.C.(1" PENETRATION INTO JOIST) POSITIVE BRACING: 3 5/8" METAL STUD LATERAL BRACING @ 48" O.C. SISTER ALL STRUCTURAL BRACING W/ (4) #10 SCREWS AT EACH END ++ to — SUSPENDED ACOUSTIC CL'G TILE AND GRID (ACT) PER PLAN SUSPENDED GYP. CEILING SOFFIT -SEE DETAIL 3 CEILING ELEVATION TRANSITION EDGE OF WALL SPREADER BAR WITHIN 8" OF WALL 3/4" MIN. AT UNATTACHED WALLS /1 WALL MOULDING CLOSURE ANGLE 2" MIN. 8" MAX. ACT 2" ANGLE AT ATTACHED EDGE 3" = 1'-0" ATTACHMENT FOR FIXTURES LESS THAN 56 LBS WITHIN CEILINGS > 144 SF ALL SUSPENDED CEILING LIGHTS ARE REQUIRED TO HAVE SEISMIC BRACING WIRES IN 2 OPPOSITE CORNERS (SEE ISOMETRIC DETAIL AND CEILING NOTES) RECESSED LIGHT BRACE IN SUSP. ACT 1/2" = 1'-0" PLUMB WITHIN 1 IN 6 PERIMETER SUPPORT WIRE BEAM OR CROSS TEE ACT TYPICAL FRAMING MEMEBERS ACOUSTICAL INSULATION @ ALL WASTE PLUMBING WITHIN STUD & JOIST CAVITIES WASTE STACK PER PLUMBING DESIGN/BUILD TYPICAL FRAMING MEMBERS TYP. PLUMBING INSULATION NOTE: NO FRAMING OR HANGERS TO BE IN CONTACT WITH MECHANICAL OR ELECTRICAL EQUIPMENT / J ` DROPPED GYPSUM BOARD CEILING 1 1/2" = 1'-0" 14" 0 co Eo 3 5/8"x20 GA. COMPRESSION STRUTS TO CEILING ABOVE @ 12'-0" O.C. EACH WAY TRACK SCREWED TO CARRYING CHANNELS 8 GA. HANGER WIRE @ 4'-0" EACH WAY 10 GA. 4-WAY DIAGONAL BRACE WIRES @ 45° TO STRUCTURE ABOVE @ 12'-0" O.C. EACH WAY 1 1/2" CARRYING CHANNELS @ 4'-0" O.C. 7/8" FURRING CHANNELS @ 2'-0" O.C. 5/8" GWB REV"tWED FOR CQDE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION METAL STUD FRAMED SOFFIT - BELOW 1-HOUR FLR/CEILING ASSEMBLY(ONLY AS INDICATED ON UNIT PLANS) N_- PROVIDE BLOCKING AT ALL CABINET MODULES 36" WIDE OR LESS. 12" V co 3" -'`-'`- 24" BOX 1 CABINET SYSTEM PROFILE PRE -MANUFACTURED UPPER CABINET UNITS - SEE INTERIOR ELEVATIONS. PRE -FORMED PLASTIC LAMINATE COUNTERTOP & TILE BACKSPLASH OR APPROVED. PROVIDE BLOCKING AT ALL CABINET MODULES 36" WIDE OR LESS. 2" MIN. FILLER AT INSIDE BLIND CORNER CABINETS - SEE INT.ELEV. PRE -MANUFACTURED BASE CABINET UNITS - SEE INT. ELEV. FACE OF FINISHED WALL RECEIVED JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date v i.0 E.15 N N ol, oil Or- O N ,-0 REV# ISSUE DATE: 05-22-2015 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 0 z w x 0 z 0 z z 0 0 z 0 a. a w = U W oa W w0 Laa W L O w gEd wz co CITY OF TUKWILA MAY 2 2 2015 PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker INTERIOR DETAILS 1 1/2" = 1'-0" 1 1/2" = 1'-0" 1/2" = PERMIT CENTER BID SET/PERMIT COMMENTS H co z in FINISH FLOOR 3/4" PLYWOOD FINISHED TO MATCH CABINET AND EDGE BANDED. REMOVABLE CABINET (4) 3/8" X 3 1/2" LAG SCREWS M 2 3 1/4" cc 15 ACCESSIBLE COUNTER BRACE - SECTION 1" = 1'-0" LOCATE FULL HT. BLKG. PER UNIT PLANS & INT. ELEVS., TYP. REMOVABLE 1/2" HARDWOOD TRIM 3/4"X3" SUPPORT CLEAT (4) 3/8" X 3 -1/2" LAG SCREWS PER DTL. THIS SHEET (2) LAYERS 3/4" PLYWD. GLUED, EDGEBANDED & FINISHED TO MATCH CABINETS i / / -, , / / / * DIMENSION IS 46" MAX. A.F.F. AND LOCATED 36" MIN. FROM INSIDE CORNERS IN KITCHENS (SIDE REACH OVER COUNTERTOP), TYPICAL 14 ACCESSIBLE COUNTER BRACE - PLAN 3" = 1'-0" COUNTERTOP & BACKSPLASH REMOVABLE 1/2" X 3-5/8" FACE TRIM - MATCH CABINETS 3/4"X3" SUPPORT CLEAT MOUNT BETWEEN VANITY BRACE & WALL OR ANOTHER VANITY CABINET REMOVABLE CABINET OR TYPE II COUNTER BRACE TYPE 1 COUNTER BRACE z 0) 2X4 - FULL HT.TYP. CENTERLINE OF SOLID BLKG. KN (13' KNEESPACE AT COUNTER 1" = 1'-0" COUNTERTOP AND BACKSPLASH REMOVABLE 1/2" x 3-5/8" FACE TRIM- MATCH CABINETS 3/4" x 3" SUPPORT CLEAT - MOUNT BETWEEN VANITY BRACE AND WALL OR ANOTHER VANITY CABINET INSULATE HOT WATER AND DRAIN LINES REMOVABLE CABINET 17" MAX. z 3/4" x 3" SUPPORT CLEAT TYPE I COUNTER BRACE 2 SEE DETAILS 13-15 THIS SHEET FOR REMOVED CABINET CONDITION MAX. 0) EXTENT OF NON - ABSORBING MATERIAL SHOWER CONTROLS AND HANDSHOWER LOCATION RECTANGULAR SEATS 27" MAX. /16" MIN. 15" MAX. SHOWER HD.,� CS, M cc co 30"x60"CLR. FLOOR SPACE 0 \- m m 0 SHOWER CONTROL AND HANDSHOWER LOCATION N r N PLAN NOTES: 1. "REMOVABLE" VANITY OR LAVATORY WITH KNEESPACE CAN ENCROACH THE REQUIRED CLEAR FLOOR SPACE AT SHOWER 2. AT TYPE A UNITS: A HAND SHOWER WITH A HOSE 59" MIN. LENGTH THAT CAN BE USED BOTH AS A FIXED SHOWER HEAD AND AS A HAND SHOWER SHALL BE PROVIDED. THE HAND SHOWER SHALL HAVE A CONTROL WITH A NONPOSITIVE SHUT-OFF FEATURE. AN ADJUSTABLE HEIGHT SHOWER HEAD MOUNTED ON A VERTICAL BAR SHALL BE INSTALLED SO AS NOT TO OBSTRUCT THE USE OF GRAB BARS. 3. MAXIMUM THRESHOLD IN ROLL -IN -TYPE SHOWER COMPARTMENTS SHALL BE 1/2". 4. STANDARD ROLL -IN -TYPE SHOWER COMPARTMENT SHALL HAVE A CLEAR INSIDE DIMENSION OF 60" MIN. IN WIDTH AND 30" MIN. IN DEPTH, MEASURED AT THE CENTER POINT OF OPPOSING SIDES. 5. CONTROL AREA RESTRICTION FOR TYPE A UNITS ONLY. r ACCESSIBLE ROLL -IN SHOWER A NOTES 1/4" = 1'-0" TOP OF GRAB BAR z ti -\ w J z z w O TOP OF GRAB BAR \ M o) EXTENT OF NON - ABSORBENT MATERIAL 12" 24" 24" 1. TOILET CAN ENCROACH THE REQUIRED CLEAR FLOOR SPACE © TUB IN TYPE B UNITS. 2. AT TYPE A UNITS: A HAND SHOWER WITH A HOSE 59" MIN. LENGTH THAT CAN BE USED BOTH AS A FIXED SHOWER HEAD AND AS A HAND SHOWER SHALL BE PROVIDED. THE HAND SHOWER SHALL HAVE A CONTROL WITH A NONPOSITIVE SHUT-OFF FEATURE. AN ADJUSTABLE HEIGHT SHOWER HEAD MOUNTED ON A VERTICAL BAR SHALL BE INSTALLED SO AS NOT TO OBSTRUCT THE USE OF GRAB BARS. 3. CONTROL AREA RESTRICTION FOR TYPE A UNITS ONLY. r L r *CLEAR FLOOR L SPACE e 12" MIN. * 30"X60" TYPE A 48"X60" TYPE B MIDPOINT OF TUB CONTROL AREA TYPE A UNITS TYPE I COUNTER BRACE (SIDE ELEVATION) SEE DETAILS THIS SHEET. TYPE II COUNTER BRACE (SIDE ELEVATION) TYPE II COUNTER BRACE CAN BE OF ANY CONFIGURATION. TYPE I COUNTER BRACE WHERE LAVATORY ENCROACHES REQ'D CLEAR FLOOR SPACE @ WATERCLOSET, BATHTUB OR TURNING CIRCLE. TYPE II COUNTER BRACE @ ALL OTHER LOCATIONS UNLESS INDICATED. / NOTES: 1. 2. WATER TEMPERATURE SHALL NOT EXCEED 120° F. HOT WATER & DRAIN PIPING TO BE INSULATED OR OTHERWISE CONFIGURED TO AVOID CONTACT. 3. MAXIMUM SINK BOWL DEPTH SAHLL BE 6-1/2". 4. SELF -CLOSING FAUCET VALVES SHALL REMAIN OPEN FOR AT LEAST 10 SECONDS PER OPERATION. 5. CABINETS MAY BE INSTALLED UNDER LAVATORIES/SINKS WITHIN DWELLING UNITS IF THE CABINETRY IS EASILY REMOVABLE AND FLOORING EXTENDS UNDER. (TYPE A UNITS, TYPICAL. TYPE B UNITS ONLY AS NOTED) 6. SEE ALSO ACCESSIBILITY NOTES ON SHEET A002. N- N MIN. L 8" MIN. TOP OF, SINK RIM J KNEE SPACE r` N z A, N. \ 30" z 11" MIN. r ACCESSIBLE COUNTER & SINK 1/4" = 1'-0" 30"X48" CLR. FLR. SPACE KNEE & TOE SPACE CLEARANCE DIMENSTIONS Z 2 6" MAX. 1. GRAB BARS SHALL HAVE AN OUTSIDE DIAMETER OF NOT LESS THAN 1-1/4" OR MORE THAN 1-1/2" AND SHALL PROVIDE A CLEARANCE OF 1-1/2" BETWEEN THE GRAB BAR AND THE WALL. 2. TOP OF GRAB BARS SHALL BE LOCATED NOT LESS THAN 33" AND NOT MORE THAN 36" ABOVE THE FLOOR OF THE ADJACENT CLEAR SPACE. 3. THE STRUCTURAL STRENGTH OF GRAB BARS, TUB AND SHOWER SEATS, FASTENERS AND MOUNTING DEVICES SHALL MEET THE FOLLOWING REQUIREMENTS. A. BENDING STRESS INDUCED IN A GRAB BAR OR SEAT INDUCED BY THE MAXIMUM BENDING MOMENT FROM THE APPLICATION OF 300 POUNDS SHALL BE LESS THAN THE ALLOWABLE STRESS FOR THE MATERIAL OF THE GRAB BAR OR SEAT. B. SHEAR STRESS INDUCED IN A G.B. OR SEAT BY THE APPLICATION OF 300 POUNDS SHALL BE LESS THAN THE ALLOWABLE SHEAR STRESS FOR THE MATERIAL OF THE G.B. OR SEAT. IF THE CONNECTION BETWEEN THE G.B. OR SEAT AND ITS MOUNTING BRACKET OF OTHER SUPPORT IS CONSIDERED TO BE FULLY RESTRAINED, THEN THE DIRECT AND TORSIONAL SHEAR STRESSES SHALL BE TOTALED FOR THE COMBINED SHEAR STRESS, WHICH SHALL NOT EXCEED THE ALLOWABLE SHEAR STRESS. C. SHEAR FORCE INDUCED IN A FASTENER OR MOUNTING DEVICE FROM THE APPLICATION OF 300 POUNDS SHALL BE LESS THAN THE ALLOWABLE LATERAL LOAD OF EITHER THE FASTENER OR MOUNTING DEVICE OR THE SUPPORTING STURCUTRE, WHICHEVER IS THE SMALLER ALLOWABLE LOAD. D. TENSILE FORCE INDUCED IN A FASTENER BY A DIRECT TENSION FORCE OF 300 POUNDS PLUS THE MAXIMUM MOMENT FROM THE APPLICATION OF 300 POUNDS SHALL BE LESS THAN THE ALLOWABLE WITHDRAWAL LOAD BETWEEN THE FASTENER AND THE SUPPORTING STURCUTRE. GRAB BAR REQUIREMENTS 1/4" = TOP OF GRAB BAR *15"-17' IN DWELLING UNITS NOTES: 1. VANITY CAN OVERLAP REQ'D CLR. FLR. SPACE © DWELLING UNITS ONLY. KNEESPACE (OR REMOVABLE CAB) REQ'D @ TYPE A UNITS. REF 7/A521. TYPE A UNITS W/OVERLAP REQUIRES 60"X66" CLR. FLR. SPACE. 2. FLUSH CONTROL SHALL BE MOUNTED FOR USE FROM THE OPEN SIDE OF THE WATERCLOSET AREA. (TYPE A UNIT) 3. REAR GRAB BAR CAN BE 24" IN DWELLING UNITS WHERE WALL SPACE DOES NOT ALLOW FOR 36". 4. IN TYPE B UNITS, WHERE FIXTURES ARE LOCATED ON EACH SIDE, A SWING -UP GRAB BAR IS PERMITTED ON THE 18" SIDE. VERTICAL GRAB BAR NOT REQ'D AT DWELLING UNITS NOTE 4 TOP OF G.B. M co 00 ' NOTE 3 NOTE 2 NOTE 1 N- N z 2 N 16"MIN.-18"MAX 60" 36" MIN 12" 24" IN. MIN. NOTE 3 18" @ TYPE A UNIT 15" @ TYPE B UNIT SHEET INFORMATION SEE SHEETS A427, 428 AND A429 FOR TYPE 'A' ACCESSIBLE UNITS. ALL OTHER UNITS SHALL COMPLY WITH TYPE 'B' ACCESSIBLE REQUIREMENTS. SEE UNIT PLANS ON SHEETS A420 TO A426. SEE SHEET A002 FOR GENERAL ACCESSIBILITY NOTES. 2X STUD WALL. TYPICAL WIRE LOOP PULL HARDWARE 32" MIN. CLR +/- 2 1/4" 36" POCKET DOOR & FRAME PROVIDE STOP AT DOOR ( ACCESSIBLE POCKET DOOR 1" = 1'-0" 2X4 WALLS AT RECESS TYPICAL DROPPED SOFIIT @ 7'-6"AFF 42" I NOTE 1 MIN. 60"X56" CLR. FLR. SPACE (48"X56" TYPE B UNIT) 60"X66" CLR. FLR. SPACE @ TYPE A UNITS WNANITY OVERLAP . RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER +/- 2 1/4" 2 UNIT ENTRY DOOR PLAN 1/2" = 1'-0" EXTERIOR DOOR FRAME & DOOR AS SCHEDULED LOW PROFILE MTL. THRESHOLD & COMP. WEATHER STRIP W. SEALANT F.F. 18" MIN. CLR. @ LATCH PULL SIDE TYPE A & B UNITS r 12" MN. CLR. © LATCH PUSH SIDE TYPE A & B UNITS fWED FOR CODE COMPLIANCE APPROVED JUL 27 2015 INTE City ofTukwila BUILDING DIVISION UK F.F. DOORS TO ACCESSIBLE SPACES SHALL HAVE A DOOR THRESHOLD WITH A MAXIMUM HEIGHT OF 1/2" PER PER ICC/ANSI 117.1 SEC. 404.2.4. CHAGES IN LEVEL GREATER THAN 1/4" IN HEIGHT AND NOT MORE THAN 1/2" MAX. IN HEIGHT SHALL BE BEVELED WITH A SLOPE NOT STEEPER THAN 1:2 PER ICC/ANSI A117.1 SEC. 303.3 JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWVINL ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date tLO N.- .L.. N N CO CO O N 'v- O REV# ISSUE DATE: PROJECT #: DRAWN BY: CHECKED BY: 05-22-2015 1026.05 GLEE Checker DETAILS -ACCESSIBILITY RECEPTACLE MOUNTING HEIGHTS 1 1/2" = 1'-0" 12 REMOVABLE CABINET 1" = 1'-0" ACCESSIBLE BATHTUB 1/4" = 1'-0" ACCESSIBLE WATER CLOSET 1/4" = 1'-0" ACCESSIBLE DOOR THRESHOLD 1 1/2" = 1'-0" BID SET/PERMIT COMMENTS 5/22/2015 8,:56:33 PM, DOOR SCHEDULE KEYNOTES 1, DEADBOLT W/ 1" MIN. THROW. STRIKE PLATE SECURED WITH 11. 2 1/2" MIN. SCREWS. OPENABLE FROM INSIDE WITHOUT KEY OR TOOL. MOUNTING HEIGHT NOT TO EXCEED 48" AFF. 2. OUTSWING THRESHOLD & SECURITY HINGES. 3. STORAGE ROOM DOORS TO HAVE KEYED DEADBOLT. 4. AUTOMATIC -CLOSING WITH ELECTROMAGNETIC HOLD -OPEN DEVICES ACTIVATED BY THE FIRE ALARM SYSTEM/SMOKE DETECTORS. DOOR SHALL RELEASE OR CLOSE IN EVENT OF A POWER FAILURE @ THE DEVICE. 5. LOCKING DEVICE TO BE TIED TO SECURITY/INTERCOM ACCESS SYSTEM 6. PROVIDE SIGN ADJACENT TO DOORWAY STATING: "THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS". 7. PANIC HARDWARE PER IBC 1008.1.10. 8. CARD READER CONTROL LOCKS 9. 1/2" UNDERCUT ("UNDERCUT" IS IN ADDITION TO UNDERCUT REQUIRED FOR FLOORING MATERIAL) 10. DOOR TO HAVE NO LOCK OR LATCH SMOKE AND DRAFT CONTROL DOORS COMPLYING WITH UL 1784 SHALL BE LABELED IN ACCORDANCE WITH IBC 716,5.7.1 AND SHOW THE LETTER'S' ON THE FIRE RATING LABEL (IBC 716.5.7.3). MINIMUM DOOR RATING SHALL BE 20 MINUTES; HIGHER RATING IF NOTED ON SCHEDULE. 12, ALL GLAZING IN DOORS SHALL BE LAMINATED SAFETY GLAZING COMPLYING WITH IBC 2406.1.1. 13. DOORS SHALL BEAR MANUFACTURER LABELS INDICATING MAXIMUM TRANSMITTED TEMPERATURE END POINT SHALL NOT EXCEED 450°F ABOVE AMBIENT AT THE END OF 30 MINUTES OF STANDARD FIRE TEST EXPOSURE. (IBC 716.5.5 AND IBC 716.5,5.1)» THIS REQUIREMENT CAN BE ELIMINATED PER IBC EXCEPTION 716.5.5 FOR APPROVED SPRINKLER SYSTEM THROUGHOUT « 14, FOR AUTOMATIC CLOSING FIRE ASSEMBLIES (DOORS WITH HOLD -OPEN DEVICES) THE CONTRACTOR SHALL COORDINATE ALL THE REQUIREMENTS FOR ALARM INTERCONNECTION AND POWER OUTAGE OR HEAT ACTIVATED AUTOMATIC RELEASE REQUIREMENTS. (IBC 716.5.9.2, 716.5.9.3) 15. ALL RATED DOUBLE DOORS SHALL HAVE A COORDINATOR AND ASTRAGAL. 16. SELF -CLOSING, NO LATCH. 17. SELF -CLOSING, SELF -LATCHING. 18. INCIDENTAL USE AREAS & SMOKE PROOF ENCLOSURES (SPRINKLERED): DOORS SHALL BE SELF -CLOSING OR AUTO -CLOSING UPON DETECTION OF SMOKE, DOOR SHALL NOT HAVE AIR TRANSFER OPENINGS AND SHALL NOT BE UNDERCUT IN EXCESS OF CLEARANCE PERMITTED W/ NFPA 80 (IBC 509.4.2) 19. KNOX KEY BOX 20. AUTOMATIC HANDICAP DOOR OPENER 21. BASIS OF DESIGN: THERMA TRU - SMOOTH STAR FIBERGLASS DOOR W/ 1" LOW-E CLEAR FULL-LITE GLAZING 22. BASIS OF DESIGN: CRESSY DOOR COMPANY - STEEL SWING GATE AND MAG HOLD OPEN, 2" SQUARE TUBE FRAME, 5/8" PICKETS SPACED 2-7/8" MAX. O.C. W/ V-- BRACE, HINGE POSTS, AND PERFORATED ALUM. BACK COVER. POWDER COAT OVER MNF. PRIME BLACK, 23. BASIS OF DESIGN: CRESSY DOOR COMPANY - STEEL SLIDE GATE AND GROUND TRACK, 2" SQUARE TUBE FRAME, 5/8" PICKETS SPACED 6" O.C. W/ V-BRACE AND ALUM. BACK COVER. POWDER COAT OVER MNF. PRIME BLACK. PROVIDE HEAD AND SILL GASKET CLOSURE. GENERAL DOOR NOTES (APPLIES TO ALL DOORS) HARDWARE SCHEDULE TO BE SUBMITTED TO THE LOCAL JURISDICTION FOR APPROVAL. 2. ALL DOOR HARDWARE TO SPACES REQUIRED TO BE ACCESSIBLE SHALL BE A LEVER OR OTHER SHAPE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE & WHICH DOES NOT REQUIRE TIGHT GRASPING PINCHING OR TWISTING OF WRIST TO OPERATE. SEE SHEET A002 ACCESSIBILITY NOTES. 3. NO THUMB LATCHES OR KEYED CYLINDER DEAD BOLTS ALLOWED ON ANY DOORS UNLESS OPERATED BY A SINGLE ACTION WITH A LEVER. 4. ALL THRESHOLDS TO SPACES REQUIRED TO BE ACCESSIBLE TO BE MAXIMUM 1/2" IN HEIGHT - SEE DETAIL 10/A506 5. FORCE REQUIRED TO OPERATE DOORS: INTERIOR - 5.0 POUNDS MAX. FIRE DOOR - 15.0 POUNDS MAX. (IBC 1008.1.3) 6. SEE PLANS FOR DIRECTION OF DOOR SWING. 7. DOORS TO HAVE 1/2" UNDERCUT @ CARPETED AREAS. 8. PROVIDE REDUCER STRIP @ DOORS @ FLOORING TRANSITIONS. 9. PROVIDE TEMPERED SAFETY GLAZING @ ALL GLAZING, INCLUDING SIDELITES. 10. ALL EXTERIOR DOORS & DOORS BETWEEN CONDITIONED & UNCONDITIONED AREAS SHALL BE WEATHER-STRIPPED & INSULATED PER ENERGY CODE CALCULATIONS - SEE SHEET SERIES A009. 11. ALL EXTERIOR DOORS TO HAVE THRESHOLDS @ DOOR SWEEPS. 12. DOOR FRAMES TO HAVE SHIMS, A35 CLIPS, OR OTHER MEANS OF SUPPORT @ THE FLOOR SO THAT THE WEIGHT OF THE DOOR DOES NOT PULL FRAME DOWN. 13. ALL EXIT DOORS SHALL BE SUCH THAT CAN BE OPENED FROM THE INSIDE WITHOUT KEY, SPECIAL KNOWLEDGE, OR EFFORT. 14. EXTERIOR DOORS & OPENINGS REQUIRED BY THE FIRE CODE OR BUILDING CODE SHALL BE MAINTAINED READILY ACCESSIBLE FOR EMERGENCY ACCESS BY THE FIRE DEPARTMENT. 15. "KNOX KEY BOXES" SHALL BE PROVIDED AT BOTH BUILDING ENTRIES AND ALL EXTERIOR DOORS ACCESSING STAIRWAYS. 16. ALL RATED DOORS, INCLUDING THOSE WITH GLAZING SHALL BEAR APPROVAL AGENCY RATING LABELS. 17. DOOR FRAMES & HARDWARE ON RATED DOORS SHALL BE LISTED FOR THOSE RATING. 18. ALL RATED DOOR ASSEMBLIES THAT ARE NOT AUTOMATIC -CLOSING, TO BE SELF -CLOSING (HYDRAULIC), SELF -LATCHING. 19. FIRE DOOR ASSEMBLIES REQUIRED TO HAVE A MINIMUM FIRE PROTECTION RATING OF 20 MINUTES WHERE LOCATED IN OTHER FIRE PARTITIONS HAVING A FIRE -RESISTANCE RATING OF 0.5 HOUR IN ACCORDANCE WITH NFPA 252, UL 10B WITH THE HOSE STREAM TEST (IBC 716,5.4) 20. FIRE DOOR ASSEMBLIES SHALL ALSO MEET THE REQUIREMENTS FOR A SMOKE AND DRAFT- CONTROL DOOR ASSEMBLY TESTED IN ACCORDANCE WITH UL 1784. THE AIR LEAKAGE RATE OF TE DOOR ASSEMBLY SHALL NOT EXCEED 3.0 CUBIC FEET PER MINUTE PER SQUARE FOOT OF DOOR OPENING AT 0.10 INCH OF WATER FOR BOTH THE AMBIENT TEMPERATURE AND ELEVATED TEMPERATURE TESTS. LOUVERS SHALL BE PROHIBITED. INSTALLATION OF SMOKE DOORS SHALL BE IN ACCORDANCE WITH NFPA 105. (IBC 716.5.3.1) 21. IN A 20-MIN FIRE DOOR ASSEMBLY, THE GLAZING MATERIAL IN THE DOOR ITSELF SHALL HAVE A MINIMUM FIRE -PROTECTION -RATED GLAZING OF 20 MINUTES AND SHALL BE EXEMPT FROM THE HOSE STREAM TEST. GLAZING MATERIAL IN ANY OTHER PART OF THE DOOR ASSEMBLY, INCLUDING TRANSOM LIGHTS AND SIDELIGHTS, SHALL BE TESTED IN ACCORDANCE WITH NFPA 257 OR UL 9, INCLUDING THE HOSE STREAM TEST, IN ACCORDANCE WITH IBC SECTION 716.6 (IBC 716.5.3.2) 22. FOR FIRE -PROTECTION RATED GLAZING, THE LABEL SHALL BEAR THE FOLLOWING FOUR-PART IDENTIFICATION: "D - H OR NH - T OR NT - XXX." "D" INDICATES THAT THE GLAZING SHALL BE USED IN FIRE -DOOR ASSEMBLIES AND THAT THE GLAZING MEETS THE FIRE PROTECTION REQUIREMENTS OF NFPA 252. "H" SHALL INDICATE THAT THE GLAZING MEETS THE HOSE STREAM REQUIREMENTS OF NFPA 252. "NH" SHALL INDICATED THE GLAZING DOES NOT MEET THE HOSE STREAM REQUIREMENTS OF THE TEST. "T" SHALL INDICATE THAT THE GLAZING MEETS THE TEMPERATURE REQUIREMENTS OF IBC SECTION 716.5.5.1. "NT" SHALL INDICATE THAT THE GLAZING DOES NOT MEET THE TEMPERATURE REQUIREMENTS OF IBC SECTION 716.5.5.1. THE PLACEHOLDER"XXX" SHALL SPECIFY THE FIRE -PROTECTION RATING PERIOD, IN MINUTES. (IBC 716.5,8.3.1). DOOR ELEVATIONS \ / U 0 / \ N 20' - 6" 5'-0" 3'-0" 1,2'-0"� N / / i 0 / / 21'-6" / / / / A / \ \ \ \ \ / / \ \ \ l\ / / \ \ / / \ \ / / \ \ / / \ V / n C) OVERHEAD SECTIONAL GARAGE DOOR 8'-4" PUBLIC DOOR SCHEDULE SEE SHEET A420 FOR UNIT DOOR SCHEDULE SYM. DESCRIPTION DOOR NFRC CPD # U-VALUE NOTES / 4!Z THICK MATERIAL CORE FRAME RATING TYPE 100a PARKING GARAGE GATE 4r 20680 METAL NR L 22 100b PARKING GARAGE GATE , 20680 )) METAL NR L 22 101 RESIDENTIAL LOBBY 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 1,5,7,8,12,17,19,20 102 COMMERCIAL ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 1,7,12,17,20 103 COMMERCIAL ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 1, ,1 ,1 104 C COMMERCIAL ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT 2\ A P-KAW-5466 0.34 1,7,12,17 105 STAIR 1 3070 1 3/4" METAL SC HM c NR C 1,2,7,8,11,17 106 GARAGE ENTRY 3070 1 3/4" METAL SC HM C 1,2,7,17 107 GARAGE ENTRY 3070 1 3/4" METAL SC HM 2 C 1,2,7,17 108a STAIR 2 3070 1 3/4" METAL SC HM 4 NR 1,2,7,8,11,17 C 108b STAIR 2 3070 1 3/4" METAL --9671 1- r-- c.-• 1,2,7,8,11,17 109 GENERATOR ROOM Z 7 1 3/4" METAL 4 STL. FABRICATED NR ( N 2 2 110 3070 1 3/4" METAL NR jt C 2,3,17 111 c FIRE COMMAND 3070 1 3/4" METAL SC HM L NR 2,3,17 112 13/4" METAL SC HM NR 1,2,7,8,17 113 STAIR 3 2 3070 1 3/4" METAL SC HM NR C 1,2,7,8,17 114 ELECTRICAL ROOM 3070 1 3/4" METAL SC HM NR C 115 COMMERCIAL ENTRY 3070 1 3/4" METAL SC HM 20 MIN C 1,11,17 116 COMMERCIAL ENTRY 3070 1 3/4" METAL SC HM 20 MIN C 2 117 ELEVATOR 2 LOBBY 3070 1 3/4" METAL SC HM 20 MIN C 1,7,11,17,20 118 ELEVATOR 1 LOBBY 3070 1 3/4" METAL SC HM 20 MIN C 1,7,11,17,20 119 STAIR 4 3070 1 3/4" METAL SC HM 90 MIN C 1 ,17 120 2 3070 1 3/4" METAL SC HM 90 MIN C 1,2,5,7,8,11,17 121 ELECTRICAL ROOM 1 3/4" METAL SC HM 20 MIN C 1,3,11,17 068 122 3068 1 3/4" METAL SC HM 20 MIN C 3,11,17 123 ELEVATOR MACHINE ROOM 3068 1 3/4" METAL SC HM 20 MIN C 3,11,17 124 TRASH/RECYCLE ROOM (2)3068 1 3/4" METAL SC HM 90 MIN D 11,15,17,18 125 CORRIDOR 3070 1 3/4" METAL SC HM 20 MIN C 1,7,11,17 Y - 127 OFFICE CLOSET 3070 1 3/4" WOOD SC WD NR C 3,17 128 ELECTRICAL ROOM 3068 1 3/4" METAL SC HM 20 MIN C 3,11,17 -'-'iM>3DK-'`' AL MO1 ELEVATOR 1 LOBBY 3070 1 3/4" METAL SC HM 20 MIN C 1,7,11,17,20 M02 ELEVATOR 2 LOBBY 3070 1 3/4" METAL SC HM 20 MIN C 1,7,11,17,20 M03 STAIR 4 3070 1 3/4" METAL SC HM 90 MIN C 1,2,7,11,17 M04 STAIR 3 3070 1 3/4" METAL SC HM 90 MIN C 1,2,7,11,17 M05a MEETING ROOM (2)3068 1 3/4" WOOD SC WD 20 MIN 2\ 3,11,12,15,17 M05b STORAGE 3068 1 3/4" WOOD SC WD NR C 3,17 M06 MEDIA ROOM 3068 1 3/4" WOOD SC HM 20 MIN 3,11,12,17 M07 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN ,-.� 2 11,16 M08 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M09 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M10 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M11 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M12 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M13 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M14 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M15 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M16 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M17 STORAGE 3070 1 3/4" METAL SC HM NR C 3,17 M19 MECHANICAL 3070 1 3/4" METAL SC HM 4 20 MIN 31 3,17 AL C I , 202 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 1,7,11,17 203 WEST TERRACE 3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR B1 THC-M-5-02360-00001 0.30 12,17,21 204 WEST TERRACE 3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR B1 THC-M-5-02360-00001 0.30 205 EAST TERRACE 3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR B THC-M-5-02360-00001 0.30 2,12,17,21 206 COMMUNITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 1 2\ 206a COMMUNITY ROOM (2)3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR ,.�A-�� THC-M-5-02360-00001 0.30 12,15,17,21 206b STORAGE 3068 13/4" WOOD SC WD NR , C 207 CRAFT ROOM 3068 1 3/4" WOOD SC WD 20 MIN ` 1 1 2\ 207a CRAFT ROOM (2)3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR A THC-M-5-02360-00001 0.30 12,15,17,21 208 INTERNET CAFE 3068 1 3/4" WOOD SC WD 20 MIN B , 1 2 208a INTERNET CAFE (2)3070 1 3/4" FIBERGLASS/GLASS INSULATED FG NR A THC-M-5-02360-00001 0.30 4 i 12,15,17,21 209 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN C 1 , 210 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 211 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 11,12,17 212 TRASH ROOM 3068 1 3/4" WOOD SC HM 45 MIN F 11,12,17,18 213 JANITOR 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 214 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 215 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 2,3,11,17 216 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 2,3,11,17 301 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 1,7,11, 17 302 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 1,7,11,17 303 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN 2 11,16 304 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN c, J 11,12,17 305 TRASH ROOM 3068 1 3/4" WOOD SC HM 45 MIN 11,12,17,18 306 JANITOR 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 / 308 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 11,17 ..__,-A.aeiciK_,,-, D C 402 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 1,7,11,17 403 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 2,3,17 404 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 405 TRASH ROOM 3068 1 3/4" WOOD SC HM 45 MIN F 11,12,17,18 406 STORAGE 3068 1 3/4" WOOD SC WD 20 MIN C 2,3,17 / L 400 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 11,17 D C AL C 502 STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 1,7,11,17 503 STORAGE 3068 1 3/4" WOOD SC WD 20 MIN C 2,3,17 504 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 505 TRASH ROOM 3068 1 3/4" WOOD SC HM 45 MIN F 11,12,17,18 506 SUN ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 11,12,17 507 RESTROOM 3068 1 3/4" WOOD SC WD 11Rf�IIM - /2\ C ` 16 508 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17 " 510 ELECTRICAL ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 2,3,17 REV WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER VD JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWVINE ATE OF WASHINGTON C 0 ',0 a .` (11 0 0 CI PHASE 2 PERMIT SET MEP COORD/BID SET BID SET/PERMIT COMMENTS w c0 CI0%-- .4. i-r) U) V"X- 00 0 N N N 0J A N N �o 0 w c N ISSUE DATE: 05-22-2015 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker DOOR SCHEDULE, ELEVATIONS, & DETAILS BID SET/PERMIT COMMENTS /21/2015 3;37:45 PM BUILDING WINDOW SCHEDULE SYM. DESCRIPTION SIZE U-VALUE SHGC VT CR NFRC CPD NUMBER NOTES • FIXED 2040 0.24 0.30 0.57 47 PWG-M-132-01105-00001 3 BB FIXED 3036 0.24 0.30 0.57 47 PWG-M-132-01105-00001 3 • SLIDER 5040 0.27 0.28 0.51 44 PWG-M-121-06578-00001 4 D I FIXED 3632 N/A N/A N/A N/A N/A 5 GENERAL WINDOW NOTES WINDOW KEYNOTES A. WINDOW HEAD HEIGHT AT 7'-0" UNO. 1. COORDINATE OPERABLE SIDE OF WINDOW WITH EXTERIOR ELEVATIONS AND UNIT VENTING OUTLET (3'-0" MIN. B. ALL WINDOWS ARE VINYL FRAME, INSULATED DOUBLE SEPARATION TO OPERABLE OPENING). GLAZED. REFER TO ENERGY CALCULATIONS FOR MIN. U- 2. NOTE ONE SIDE OF WINDOW MAY BE FIXED IF WITHIN 3'-0" OF VALUES. EXHAUST OUTLET. 3. BASIS OF DESIGN: FIXED - PLYGEM PRO SERIES 700 VINYL C. MULL OPERABLE UPPER WINDOWS TO LOWERED FIXED WINDOW, HP2+ (LOW-E) WINDOWS, TYP. 4. BASIS OF DESIGN: SLIDING - PLYGEM PRO SERIES 200 VINYL WINDOW, HP2+ (LOW-E) D. PROVIDE SAFETY GLAZING (TEMPERED UNLESS NOTED 5. 20 MIN. LABLED FIRE RATING ASSEMBLY PER IBC TABLE 716.3 OTHERWISE) @ WINDOWS IN THE FOLLOWING LOCATIONS: (1) AT 1/2 HR RATED CORRIDOR WALL. WITHIN 24" OF ANY DOOR EDGE IN CLOSED POSITION, WITHIN 18" OF FLOOR. E. ALL OPERABLE WINDOWS TO HAVE INSECT SCREENS. F. ALL OPERABLE WINDOWS SHALL HAVE LOCKING DEVICES CAPABLE OF WITHSTANDING A FORCE OF 200 POUNDS IN ANY DIRECTION. G. WINDOW HEAD & JAMBS TO BE GWB WRAPPED, SILL TO HAVE STOOL & APRON PER FINISH SCHEDULE. 2'-0" co 3'-0" 5'-0" 3'-6" 20 MIN. FIRE RATED .,: REV WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON Decsription PHASE 2 PERMIT SET MEP COORD/BID SET Date � '- 00 N N OD C7 O e— O N r 0 W re ISSUE DATE: W Z J — 5 co W J — 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC 05-22-2015 O 0 z w r ✓ 0 z_ O z 1 m z 0 z x 0 F- z U W 0 a. a tit 0 5 PROJECT #: 1026.05 DRAWN BY: GLEE CHECKED BY: Checker BUILDING WINDOW SCHEDULE & ELEVATIONS BID SET/PERMIT COMMENTS /21/2015 3:3::49 PM O G7 C a) 0 0 0 ‘di a) co -C L a) U) STOREFRONT SCHEDULE SYM. DESCRIPTION LOCATION SIZE FRAME U-VAL SHGC NFRC NOTES SYM. DESCRIPTION LOCATION SIZE FRAME U-VAL SHGC NFRC NOTES SYM. DESCRIPTION LOCATION SIZE FRAME U-VAL SHGC NFRC NOTES ® STOREFRONT 1 RES. LOBBY 14'- 8" x 11'-6" ALUM. 0.34 0.24 P-KAW-5466 1 STOREFRONT 2 RES. LOBBY 14'-8 1/2" x 15'-0" ALUM. 0.34 0.24 P-KAW-5466 1, 2 ® STOREFRONT 3 RES. LOBBY 14'-11" x 15'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ti STOREFRONT 4a OFFICE 12'-0" x 6'-3" ALUM. 0.34 0.24 P-KAW-5466 1 40 STOREFRONT 4b MEETING RM. 12'-0" x 6'-6" ALUM. 0.34 0.24 P-KAW-5466 1 . STOREFRONT 5 FIRE COMMAND 6'-4" x 3'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ti NOT USED - - - - - - - • NOT USED - - - - - - - 4, STOREFRONT 7 MEDIA RM. 6'-4" x 3'-0" ALUM. 0.34 0.24 P-KAW-5466 1, QTY. (2) 4:1> STOREFRONT 8 MEDIA RM. 5'-4" x 3'-0" ALUM. 0.34 0.24 P-KAW-5466 1, QTY. (2) 4.9 STOREFRONT 9 POLICE CENTER 20'-0" x 10'-2" ALUM. 0.34 0.24 P-KAW-5466 1 -10 STOREFRONT 10 POLICE CENTER 33'-0" x 11'-4" ALUM. 0.34 0.24 P-KAW-5466 1, 2 4, STOREFRONT 11 POLICE CENTER 25'-0" x 11'-4" ALUM. 0.34 0.24 P-KAW-5466 1, 2 • STOREFRONT 12 COMMERCIAL 25'-0" x 12'-2" ALUM. 0.34 0.24 P-KAW-5466 1, 2 -•. STOREFRONT 13a SUNROOM 20'-5" x 11'-0" ALUM. 0.34 0.24 P-KAW-5466 1 1 + STOREFRONT 13b SUNROOM 20'-5" x VARIES ALUM. 0.34 0.24 P-KAW-5466 1 20'-51/4" 4 1/2" 4' - 3 1/2" 4 1/2" 4' - 3 1/2" 4 1/2" 4' - 3 1/2" 4 1/2" 4' - 3 1/4" 5 1/2" At 2 1 211J 211 211 � 11 l ( 2 \211 , 4 211 "2" 10a 10b _ _ A504 A504 14 S13b 1/4" = 1'-0" 1 a,, 20'-51/4" 5 1/2"4' - 3 1/4" 4 1/2" 4' - 3 1/2" 4 1/2" 4' - 3 1/2" 4 1/2" 4' - 3 1/2" 4 1/2' 2 2" 2 2 1 2 2 1' 2 2" 1. 1 5 1 /2"t, 5' - 3" - 10 1 /2" 1,1 N N 10b 10a N A504 A504 v I` v 13 S13a 1/4" = 1'-0" 0 -/ / 4'-23/4" 4'-23/4" 5" 3'-91/2" 6'-0" 3'-91/2" 5" 4'-23/4" 4'-23/4" 211 .]II 2„ L 2"211 211, 2" 2" 211 �]II L L. • d' N O nN T / \ T 1 4 0 rn 8 // / \\ \ .51� N A511 \ \ \ -- _ / J / N 10'-0" / 9'-10" / f.2" 10 S10 1/4" = 1'-0" 6'-0" 2" 2" 0 cq ifl M 25'-0" 4' - 2 1/2" 4' - 2 1/2" 5" 6' - 0" 5" 4' - 2 1/2" 4' - 2 1/2" 211" 2II 211 2111211 \211 2" 8 A511/ 11 ,I / \ 4 // \\ 511/ 12 S12 1/4" = 1'-0" All / / 4' - 7 3/4" 4' - 7 3/4" 4' - 7 3/4" 4' - 7 3/4" 9" N I{b5" 211 211. 'I I •�211 "211 21 co N N O ' r- � o N � . A 11 / g zt A511 T / y \ S9 12'-0" 3'-9" 2' 3'-10" 2" 3' - 9" Y 2" 1/4" = 1'-0" A A 1 IT - lJ I/L 2" (+/-) 4' - 5" 6" / (+/-) 8' - 8" 5 1/2" ' I 2" d'-2" / " f 1 3/44 ) M (V Ar 51li 0 N S3 / S8 1/4" = 1'-0" 5 1/2" +/- 5'-4" 2" +/- 14'-8 1/2" 2" STOREFRONT KEYNOTES 1. BASIS OF DESIGN: KAWNEER 451-UT (ULTRA THERMAL), FIXED ALUM. W/ 1/4" SOLARBAN 60 LOW-E + 1/2" 90/10 ARGON/AIR GAP + 1/4" CLEAR 2. BASIS OF DESIGN: KAWNEER 190, DOUBLE ALUM. DOOR SOLARBAN 60 LOW-E + 90/10 ARGON/AIR 25'-0" 2" 4' - 2 1/2" 2" 4' - 2 1/2" 5"1A 6'-0" 15'1, 4'-21/2" 211 4'-2 1/2" 211 11 11 ^l 211J �{ 2" 2" � ' -2" 11 11 A511 /�\ / / / / / / / \ \ \ \ \ \ \ \ \ \ \ \ \ / / / / / / - \ \ / / v 11 1 ! A /All 11 1 n A/All nIl I all 11 UT2 ., I/T L ., L. �`1 3/4"� , �21v Zo N , N c c .6, S - o N 1 o \ \ \ „ 1/4" = 1'-0" 6'-4" 2" / 7 1/4" = 1'-0" 14'-8" 2" 2" 11 11 1 - R " 2" // I /. I N ' "cM e �� REWED FOR CODE COMPLIANCE 1. . PPfOVED JUL 2 2015 0 1 7 N 4 City of Tukwila BUILDING DIVISION o 41 N A511 RECEIVED _ .-- CITY OF TUKWIL MAY 222015 U 41> JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON H COW Hp C m Wp a0 H m ..+ W ISSUE DATE: 05-22-2015 W z J 5 co W S J 5 5 4450 SOUTH 144TH STREET TUKWILA, WA 98188 TUKWILA VILLAGE DEVELOPMENT ASSOC. , LLC PROJECT #: DRAWN BY: CHECKED BY: 1026.05 GLEE Checker STOREFRONT WINDOW SCHEDULE & ELEVATIONS PERMIT CENTER 6� S6a-S6b 1/4" = 1'-0" S5 1/4" = 1'-0" / S4a-S4b 1/4" = 1'-0" 1/4" = 1'-0" 2� S2 1/4" = 1'-0" 1 1/4" = BID SET/PERMIT COMMENTS SURVEY I FOR ° ATIO BASIS OF BEARING - NAD83/91 PER CITY OF TUKWILA THE BASIS OF BEARINGS FOR THIS SURVEY IS NAD 83/91 PER CITY OF TUKWILA. CITY OF TUKWILA HORIZONTAL CONTROL POINT NO. 17 (S. 1/4 CORNER OF SEC. 15) WAS HELD FOR POSITION AND A LINE BETWEEN SAID POINT NO. 17 AND CITY OF TUKWILA HORIZONTAL CONTROL POINT NO. 1925 WAS HELD FOR ROTATION BEING NORTH 87 35' 22' WEST. VERTICAL DATUM - NAVD 88 PER CITY OF TUKWILA THE VERTICAL DATUM FOR THIS PROJECT IS NAVD88 PER CITY OF TUKWILA. CITY OF TUKWIILA CONTROL POINT NO. 17 (S. 1/4 CORNER OF SEC. 15) WAS HELD FOR ELEVATION, BEING 288.757'. PROCEDURE / NARRATIVE: A FIELD TRAVERSE USING A 'TRIMBLE 5600" ROBOTIC TOTAL STATION, TRIMBLE "S6" ROBOTIC TOTAL STATION AND TOPCON GR3 GPS SUPPLEMENTED WITH FIELD NOTES WAS PERFORMED, ESTABLISHING THE ANGULAR, DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES, AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332-130-090. REFERENCE MAPS: 1. RECORD -OF -SURVEY REC.N0.20050725900010 2. RECORD -OF -SURVEY REC.N0.20010711900012 3. RECORD -OF -SURVEY REC.N0.20050603900013 4. RECORD -OF -SURVEY REC.N0.20011029900014 5. PLAT OF JAMES CLARKS GARDEN ADDITION VOL.13, PG.12 6. PLAT OF ADAMS HOME TRACTS VOL.10, PG.31 TOTAL AREA: 254,514±S.F. (5.843±ACRES) SURVEYOR NOTES: 1. THERE ARE NUMEROUS UTILITIES ALONG THE WEST LINES OF TITLE PARCELS A, B AND C NOT CONTAINED WITHIN EASEMENTS 2. THERE ARE A FEW ENCROACHMENTS ALONG THE BOUNDARIES. SEE SHEET 2 AND 3. 3. THERE ARE A FEW OVERLAPPING LEGAL DESCRIPTIONS AS SHOWN. 4. THERE ARE TWO SIGNIFICANT GAPS IN DESCRIPTIONS. ONE IN THE NORTH PORTION OF THE SITE AND THE OTHER IS IN THE SOUTH PORTION OF THE SITE. SEE SHEETS 2 AND 3. TAX PARCEL NOS: 152304-9242, 152304-9096, 152304-9092, 155420-0005, 155420-0010, 155420-0015, 155420-0020, 155420-0025, 155420-0030, 155420-0036, 155420-0037, 155420-0033, 155420-0035, 155420-0034, 004000-0180, 004000-0194, 004000-0146, 004000-0145, 004000-0191, 004000-0196, 004000-0198. LEGAL DESCRIPTIONS: (PER PACIFIC NORTHWEST TITLE COMPANY ORDER NO. 1164187, SECOND REPORT DATED FEBRUARY 28, 2012 AT 8:00 A.M.) TITLE PARCEL A: THAT PORTION OF LOT 9 IN BLOCK 3 OF JAMES CLARK'S GARDEN ADDITION TO THE CITY OF SEATTLE, AS PER PLAT RECORDED IN VOLUME 13 OF PLATS, PAGE 12, RECORDS OF KING COUNTY AUDITOR; AND OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF THE SOUTH 812.6 FEET OF THE EAST 425.5 FEET OF SAID SOUTHEAST 1/4; THENCE SOUTH 01 °27'30" WEST 200 FEET TO THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION; THENCE SOUTHWESTERLY TO A POINT ON THE EASTERLY LINE OF PACIFIC HIGHWAY SOUTH (STATE ROAD NO. 1), DISTANT SOUTHERLY 250.50 FEET (AS MEASURED ALONG SAID EASTERLY LINE) FROM THE INTERSECTION OF SAID EASTERLY LINE WITH THE NORTH LINE OF THE SOUTH 812.6 FEET OF SAID SOUTHEAST 1/4; THENCE SOUTHERLY ALONG SAID EASTERLY HIGHWAY UNE TO THE SOUTH LINE OF SAID LOT 9; THENCE EASTERLY ALONG SAID SOUTH LINE TO THE SOUTHEAST CORNER THEREOF; THENCE SOUTHERLY TO A POINT ON THE NORTHERLY LINE OF A TRACT CONVEYED TO ZIBA HUNTINGTON BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 412377; THENCE EASTERLY ALONG SAID NORTH LINE TO A POINT WHICH BEARS SOUTH O1°27'30" WEST FROM THE TRUE POINT OF BEGINNING; THENCE CONTINUING EAST TO A POINT 405.04 FEET WEST FROM THE EAST LINE OF SAID SOUTHEAST 1/4 OF SOUTH SOUTHWEST 1/4; THENCE NORTH PARALLEL WITH SAID EAST LINE 65 FEET; THENCE NORTHWESTERLY TO THE TRUE POINT OF BEGINNING. TITLE PARCEL A-1: A NON—EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS OVER A STRIP OF LAND 20 FEET IN WIDTH THE SOUTHERLY LINE OF WHICH IS DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE NORTH LINE OF THE NORTH 398.1 FEET OF THE EAST 525.5 FEET OF THE SOUTH 812.6 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., 100 FEET DISTANT EAST OF THE NORTHWEST CORNER OF SAID SUBDMSION; THENCE SOUTH 01 °27'30" WEST 200 FEET TO THE TRUE POINT OF BEGINNING OF THE SOUTHERLY LINE OF THE EASEMENT HEREIN DESCRIBED; THENCE SOUTHWESTERLY TO A POINT ON THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH (STATE ROAD NO. 1) WHICH POINT IS 250.50 FEET SOUTHERLY AS MEASURED ALONG SAID HIGHWAY FROM A POINT IN THE EAST MARGIN OF SAID HIGHWAY DISTANT 23.40 FEET, MORE OR LESS, WEST OF THE WEST LINE OF THE SUBDIVISION HEREIN DESCRIBED AND ON THE NORTH LINE THEREOF AS THE SAME IS PRODUCED WESTERLY; SITUATE IN THE CITY OF TUKWILA COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL B: THE NORTH 185.90 FEET OF THE SOUTH 430.9 FEET OF THE WEST 505 FEET OF THE EAST 1,031 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., LYING EASTERLY OF WASHINGTON STATE HIGHWAY NO. 1 (PACIFIC HIGHWAY SOUTH); SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING , STATE OF WASHINGTON. TITLE PARCEL C: LOTS 1 THROUGH 6 INCLUSIVE, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL D: THE SOUTH 245 FEET OF THE WEST 505 FEET OF THE EAST 1031 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., LYING EASTERLY OF THE STATE HIGHWAY NO. 1; EXCEPT THE SOUTH 20 FEET THEREOF CONVEYED TO KING COUNTY FOR ROAD BY INSTRUMENT RECORDED UNDER RECORDING NO. 1158645; AND EXCEPT THAT PORTION OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., LYING SOUTHWESTERLY OF THE ARC OF A CIRCLE HAVING A RADIUS OF 12.5 FEET WHICH IS TANGENT TO THE NORTH RIGHT OF WAY LINE OF SOUTH 144TH STREET AND THE EAST RIGHT OF WAY LINE OF PACIFIC HIGHWAY SOUTH, CONVEYED TO KING COUNTY BY DEED RECORDED UNDER RECORDING NO. 7409040396; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL E: LOT A OF SHORT PLAT NO. 90-9—SS, RECORDED UNDER RECORDING NO. 9010240314, BEING A PORTION OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL F: LOT B OF SHORT PLAT NO. 90-9—SS, RECORDED UNDER RECORDING NO. 9010240314, BEING A PORTION OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL G: THE NORTH 220 FEET OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 132 FEET THEREOF; TITLE PARCEL H: LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 220 FEET THEREOF; AND EXCEPT THE SOUTH 84 FEET THEREOF; TITLE PARCEL I: THE SOUTH 84 FEET OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL J: THE SOUTH 65 FEET OF THE NORTH 185 FEET OF THE SOUTH 414.5 FEET OF THE WEST 100 FEET OF THE EAST 120 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W M, EXCEPT 42ND AVENUE SOUTH RIGHT—OF—WAY, AS WIDENED BY DEED RECORDED UNDER RECORDING NO 5596214, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL K: THAT PORTION OF THE NORTH 105.12 FEET OF LOT 13 LYING EASTERLY OF STATE ROAD NO 1 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, EXCEPT THOSE PORTIONS OF LOT 13 CONVEYED FOR ROAD PURPOSES TO KING COUNTY, STATE OF WASHINGTON, RECORDED UNDER RECORDING NO 7501150141 AND TO THE STATE OF WASHINGTON RECORDED UNDER RECORDING NO 9603260430, RECORDS OF KING COUNTY, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL L THE WEST 60 FEET OF THE NORTH 83 FEET OF LOT 14 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL M: THAT PORTION OF LOTS 13 AND 14 IN BLOCK 2 OF ADAM HOME TRACTS DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 60 FEET EAST AND 159 FEET NORTH OF THE SOUTHWEST CORNER OF TRACT 14; THENCE WESTERLY 100 FEET; THENCE NORTHERLY 26 FEET; THENCE WESTERLY 78.51 FEET TO THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH; THENCE NORTHEASTERLY ALONG SAID HIGHWAY 23.74 FEET; THENCE EASTERLY 109.85 FEET; THENCE NORTHERLY 22.20 FEET; THENCE EASTERLY 60 FEET; THENCE SOUTHERLY 70.60 FEET TO POINT OF BEGINNING; SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL N: THAT PORTION OF LOTS 12, 13 AND 14 IN BLOCK 2 OF ADAMS HOME TRACTS DESCRIBED AS FOLLOWS: BEGINNING 60 FEET EAST AND 125 FEET NORTH OF THE SOUTHWEST CORNER OF TRACT 14; THENCE WESTERLY 198.14 FEET TO THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH; THENCE NORTHEASTERLY ALONG SAID HIGHWAY 63.02 FEET; THENCE EASTERLY 78.51 FEET; THENCE SOUTHERLY 26 FEET; THENCE EASTERLY 100 FEET; THENCE SOUTHERLY 34 FEET TO POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL 0 LOT 14 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY; EXCEPT THE WEST 60 FEET THEREOF, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL P: THE WEST 28.6 FEET OF LOT 15 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL Q: LOT 15, BLOCK 2, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 11 OF PLATS, PAGE 31, IN KING COUNTY, EXCEPT THE WEST 29.5 FEET THEREOF; AND EXCEPT THE SOUTH 11.5 FEET THEREOF; AND EXCEPT THE EAST 3.0 FEET THEREOF. SPECIAL EXCEPTIONS: (PER PACIFIC NORTHWEST TITLE COMPANY ORDER NO. 1164187, SECOND REPORT DATED FEBRUARY 28, 2012 AT 8:00 A.M.) 1. LIEN OF THE REAL ESTATE EXCISE SALES TAX AND SURCHARGE UPON ANY SALE OF SAID PREMISES, IF UNPAID. AS OF THE DATE HEREIN, THE EXCISE TAX RATE FOR THE CITY OF TUKWILA IS AT 1.78%. LEVY/AREA CODE: 2413 AND 2401 (NOT-PLOTTABLE) GENERAL TAX NOTE 2. THE PROPERTY HEREIN DESCRIBED IS CARRIED ON THE TAX ROLLS AS EXEMPT; HOWEVER, IT WILL BECOME TAXABLE FROM THE DATE OF TRANSFER TO A TAXABLE ENTITY. (NOT-PLOTTABLE) GENERAL TAX NOTE 3. GENERAL TAX EXCEPTION FOR YEAR 2012 (NOT-PLOTTABLE) 4. GENERAL TAX EXCEPTION FOR YEAR 2012 (NOT-PLOTTABLE) 5. GENERAL TAX EXCEPTION FOR YEAR 2012 (NOT-PLOTTABLE) 6. MEMORANDUM OF LEASE: LESSOR: FREDRICK W. MCCONKEY DBA MCCONKEY ENTERPRISES LESSEE: BRIAN SINGH HARE AND JASWINDER PABLE DBA INTERNATIONAL INDIAN CUISINE DATED: AUGUST 13, 1999 RECORDED: AUGUST 16, 1999 RECORDING NO.: 19990816000531 AFFECTS: PARCELS K AND L (NOT-PLOTTABLE) 7. UNRECORDED LEASEHOLDS, IF ANY, RIGHTS OF VENDORS AND SECURITY AGREEMENT ON PERSONAL PROPERTY AND RIGHTS OF TENANTS, AND SECURED PARTIES TO REMOVE TRADE FIXTURES AT THE EXPIRATION OF THE TERM. (NOT-PLOTTABLE) 8. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT GRANTEE: THE STATE OF WASHINGTON PURPOSE: TO EXTEND SLOPES, GRADES OR EMBANKMENTS AREA AFFECTED: PORTION OF PARCEL N RECORDED: MARCH 08, 1930 RECORDING NO.: 2591475 (PLOTTED HEREON) ONLY OVER LOT 12 NOT LIMITED TO, THE FOLLOWING: 9. AN EASEMENT AFFECTING THE PORTION OF SAID PREMISES AND FOR THE PURPOSES STATED THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: FOR: DRAINAGE PIPES AREA AFFECTED: PORTION OF PARCEL M DISCLOSED BY INSTRUMENT RECORDED: JULY 03, 1947 RECORDING NO.: 3702188 (NOT-PLOTTABLE) BLANKET IN NATURE OVER A PORTION THE WEST 60' OF LOT 14, AREA GENERALLY PLOTTED HEREON. 10 EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY WATER DISTRICT #38 PURPOSE: SEWERS AREA AFFECTED: PORTION OF PARCEL P RECORDED: NOVEMBER 18, 1947 RECORDING NO.: 3745751 (NOT-PLOTTABLE) BLANKET IN NATURE OVER A THE WEST 28.6' PF LOT 15 11. EASEMENT PROVISIONS, COVENANTS, CONDITIONS, RESTRICTIONS, DEDICATIONS, AGREEMENTS, NOTES AND OTHER MATTERS AS CONTAINED IN THE PLAT OF CHERRY LANE RECORDED IN VOLUME 48 OF PLATS, PAGES 21, IN KING COUNTY, WASHINGTON. AFFECTS: PARCELS C, E, F, G, H AND I (NOT-PLOTTABLE) 12. AN EASEMENT AFFECTING THE PORTION OF SAID PREMISES AND FOR THE PURPOSES STATED THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: FOR: DRIVEWAY AREA AFFECTED: WEST 10 FEET OF PARCEL 0 DISCLOSED BY INSTRUMENT RECORDED: MARCH 25, 1948 RECORDING NO.: 3785994 (PLOTTED HEREON) 13. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: F. M. LONG, ET UX, AND KING COUNTY WATER DISTRICT #38 DATED: JANUARY 31, 1948 RECORDED: OCTOBER 10, 1952 RECORDING NO.: 4280075 REGARDING: CONNECTION TO DRAINAGE LINE AFFECTS: PARCEL P (NOT-PLOTTABLE) 14. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: WILLIAM MANNING, ET AL, AND KING COUNTY WATER DISTRICT #38 DATED: MAY 28, 1949 RECORDED: OCTOBER 10, 1952 RECORDING NO.: 4280076 REGARDING: SEWER LINE MAINTENANCE AFFECTS: PARCEL P (NOT-PLOTTABLE) BLANKET OVER SOUTHERLY PORTION OF LOT 15 15. DRAINAGE RELEASE AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: JOHN A. DEAN, ET UX, AND KING COUNTY DATED: FEBRUARY 03, 1953 RECORDED: FEBRUARY 11, 1953 RECORDING NO.: 4314485 REGARDING: CONSENT TO THE NATURAL FLOW OF SURFACE WATER FROM THE PLAT OF CHERRY LANE TO BE CARRIED IN ITS NATURAL CHANNEL ACROSS THE SUBJECT PROPERTY AND TO HOLD KING COUNTY BLAMELESS FOR ANY DAMAGE THAT MAY BE CAUSED BY SAID DRAINAGE FLOW. AFFECTS: PARCELS E THROUGH I (APPROXIMATELY SHOWN) SEE THE LOCATION OF THE DRAINAGE CHANNEL ON SHEET 2 16. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, GRANTEE: VAL VUE SEWER DISTRICT PURPOSE: A GRAVITY SANITARY SEWER LINE OR LINES AREA AFFECTED: PORTION OF PARCEL D RECORDED: JANUARY 02, 1958 RECORDING NO.: 4862270 (PLOTTED HEREON) 17. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, GRANTEE: VAL VUE SEWER DISTRICT PURPOSE: A GRAVITY SANITARY SEWER LINE OR LINES AREA AFFECTED: PORTION OF PARCEL A RECORDED: JANUARY 08, 1958 RECORDING NO.: 4863932 (PLOTTED HEREON) 18. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, GRANTEE: VAL VUE SEWER DISTRICT PURPOSE: A GRAVITY SANITARY SEWER LINE OR LINES AREA AFFECTED: PORTION OF PARCEL A RECORDED: JANUARY 08, 1958 RECORDING NO.: 4863933 (PLOTTED HEREON) BUT NOT LIMITED TO, THE FOLLOWING: BUT NOT LIMITED TO, THE FOLLOWING: BUT NOT LIMITED TO, THE FOLLOWING: 19. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED IN DEED: RECORDED: JUNE 13, 1963 RECORDING NO.: 5593214 GRANTEE: KING COUNTY AFFECTS: PORTION OF PARCEL J (NOT-PLOTTABLE) BLANKET SLOPES OVER TITLE PARCEL J, WHICH IS NOT A PART OF THIS ALTA 20. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY PURPOSE: SLOPES AREA AFFECTED: PORTION OF PARCEL 0 RECORDED: JUNE 19, 1974 RECORDING NO.: 7406190219 (PLOTTED HEREON) 21. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY PURPOSE: SLOPES AREA AFFECTED: PORTION OF PARCEL Q RECORDED: JUNE 19, 1974 RECORDING NO.: 7406190221 (PLOTTED HEREON) 22. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED IN DEED: RECORDED: SEPTEMBER 04, 1974 RECORDING NO.: 7409040396 GRANTEE: KING COUNTY AFFECTS: PORTION OF PARCEL D (NOT-PLOTTABLE) BLANKET IN NATURE 23. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT GRANTEE: KING COUNTY PURPOSE: SIDEWALK AREA AFFECTED: PORTION OF PARCEL D RECORDED: SEPTEMBER 04, 1974 RECORDING NO.: 7409040397 (PLOTTED HEREON) 24. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, GRANTEE: THE CITY OF SEATTLE PURPOSE: ELECTRIC TRANSMISSION AND DISTRIBUTION LINE AREA AFFECTED: PORTION OF PARCEL D RECORDED: NOVEMBER 01, 1974 RECORDING NO.: 741101 0445 (DOESN'T AFFECT) DESCRIPTION IS WEST OF INTERNATIONAL BLVD. 25. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, GRANTEE: KING COUNTY PURPOSE: SLOPES AREA AFFECTED: PORTION OF PARCEL L RECORDED: NOVEMBER 12, 1974 RECORDING NO.: 74111201 63 (PLOTTED HEREON) 26. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, GRANTEE: KING COUNTY PURPOSE: SLOPES AREA AFFECTED: PORTION OF PARCEL K RECORDED: NOVEMBER 13, 1974 RECORDING NO.: 7411130393 (DOESN'T AFFECT) AREA NOW IS WITHIN PUBLIC R/W NOT LIMITED TO, THE FOLLOWING: INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: FACILITIES BUT NOT LIMITED TO, THE FOLLOWING: BUT NOT LIMITED TO, THE FOLLOWING: 27. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED IN DEED: RECORDED: JANUARY 15, 1975 RECORDING NO.: 7501150141 GRANTEE: KING COUNTY AFFECTS: PORTION OF PARCEL K (NOT-PLOTTABLE) BLANKET IN NATURE 28. CONDITIONS, NOTES, EASEMENTS, PROVISIONS AND/OR ENCROACHMENTS CONTAINED OR DELINEATED ON THE FACE OF THE SURVEY RECORDED UNDER RECORDING NUMBER 7611029008, IN KING COUNTY, WASHINGTON. AFFECTS: PARCELS 0 AND P (PLOTTED HEREON) 29. CONDITIONS, NOTES, EASEMENTS, PROVISIONS AND/OR ENCROACHMENTS CONTAINED OR DELINEATED ON THE FACE OF THE SURVEY RECORDED UNDER RECORDING NUMBER 8001239002, IN KING COUNTY, WASHINGTON. AFFECTS: PARCELS B AND C (NOT-PLOTTABLE) 30. RIGHT OF ENTRY AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: TCI CABLEVISION OF WASHINGTON, INC., AND LEO MALFAIT RECORDED: JULY 01, 1988 RECORDING NO.: 8807010903 AFFECTS: PARCEL D (NOT-PLOTTABLE) 31. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: VAL VUE SEWER DISTRICT AND THOMAS M. AND BARBARA L. WHITLEY DATED: SEPTEMBER 06, 1988 RECORDED: SEPTEMBER 26, 1988 RECORDING NO.: 8809260958 AFFECTS: PARCELS G, H AND I (NOT-PLOTTABLE) 32. COVENANTS, CONDITIONS, RESTRICTIONS AND EASEMENTS CONTAINED IN SHORT PLAT NO. 90-9-SS : RECORDED: OCTOBER 24, 1990 RECORDING NO.: 9010240314 AFFECTS: PARCELS E AND F (NOT-PLOTTABLE) 33. CONDITIONS, NOTES, EASEMENTS, PROVISIONS AND/OR ENCROACHMENTS CONTAINED OR DELINEATED ON THE FACE OF THE SURVEY RECORDED UNDER RECORDING NUMBER 9210079005, IN KING COUNTY, WASHINGTON. AFFECTS: PARCEL J (NOT-PLOTTABLE) 34. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: PURPOSE: GAS LINE AREA AFFECTED: PORTION OF PARCEL I RECORDED: MARCH 21, 1994 RECORDING NO.: 9403212327 (PLOTTED HEREON) 35. UNRECORDED AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: KING COUNTY LIBRARY SYSTEM AND SCOTT BURDINE DATED: OCTOBER 1, 1992 DISCLOSED BY INSTRUMENT RECORDED: DECEMBER 22, 2000 RECORDING NO.: 20001222000514 AFFECTS: PARCEL J (NOT-PLOTTABLE) AFFECTS TITLE PARCEL J, WHICH IS NOT A PART OF THIS ALTA. 36. EASEMENT AND THE TERMS AND CONDITIONS REFERENCED THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: RESERVED BY: THE HOUSING AUTHORITY OF THE COUNTY OF KING PURPOSE: PARKING AREA AFFECTED: PORTION OF PARCEL Q RECORDED: JUNE 14, 2002 RECORDING NO.: 20020614001446 SAID EASEMENT IS FURTHER CLARIFIED BY INSTRUMENT RECORDED UNDER RECORDING NO. 20070330001697. (PLOTTED HEREON) VICINITY MAP N"T.S 35TH AVE S S 140TH ST S 141ST ST S 142ND ST r ' " "zr/rin 0 r04 SITE 42ND AVE S S 144TH ST i` Ill s r S 4 146TH A ST SURVEYOR'S CERTIFICATION: TO: THE CITY OF TUKWILA, A MUNICIPAL CORPORATION & PACIFIC NORTHWEST TITLE COMPANY: RE/WED FOR CODE COMPLIANCE APPOVED JUL 272015 City of Tukwila BUILDING DIVISION THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED WERE MADE IN ACCORDANCE WITH THE 2011 MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS, JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS AND INCLUDES ITEMS 5, 7(61)(C), 8, 9, 11(A)(B), 16, 17 AND 18 OF TABLE A THEREOF. THE FIELD WORK WAS COMPLETED IN MARCH, 2012 DATE OF PLAT OR MAP: MARCH 15, 2012 7/9/12 BRIAN D. GILLOOLY, P.L.S. DATE WASHINGTON REGISTRATION NO. 46315 RECEIVED CITY OF TUKWILA MAY '222015 PERMIT CENTER a a U a) 0 0 z w LLI I— I- ACSM LAND Title: ALTA AMERICAN LAND TITLE ASSOCIATION / AMERICAN CONGRESS ON SURVEYING & MAPPING AND NATIONAL SOCIETY OF PROFESSIONAL SURVEYORS N U Co z .47 r z ors r • H co LLI z CC CC - 0 a. N I- z 0 >- U) I U z U w J J_ J_ I- V 0 0 c o O N') N II O c 0 0 0 0 a) a) 0 U a) L 0 c) 0 0 a) 0 a O_ H- O 18215 72ND AVENUE O CO F— z LJ N N N CO LC) N LC) if) CN �H �r- 251-8782 FAX _w 0 U z zw gN 0_ J H z• wLLJ z� ww J 0 U - (n Job Number U) CV r a a) c) w r O Fi le: P:\ 15000s\ 15255\survey\ 15255tA01.dwg L S. 142ND ST. CB20 LIGHT POLE W/JBOX W 0 TEL. JBOX LIGHT POLE W/JBOX WATER - P(0H) __ CB22 ' POWER POLr—] - — -SIGN W/ANCHOR FIRE HYDRANT W/VALVE BOLLARD TEL. 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LINE .LLC////c ss1 NOT A PART L SHEET3 lvii•4A18 L a 0 a) 0 0 z w CC w J I- I— Z J 0 Title: ALTA AMERICAN LAND TITLE ASSOCIATION / AMERICAN CONGRESS ON SURVEYING & MAPPING AND NATIONAL SOCIETY OF PROFESSIONAL SURVEYORS U- 0 co co w I- 0 F a_ I — co w Z cc Z I — cc 0 co N I— z 0 CD >- Z 0 0 Z REV EWED FOR COD COMPLIANCE PPROVED J L 27 2015 City of Tukwila 13UIL►DING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER w CD Q J i� —J I- O LL 0 m C O 0 ml m a) a) a) N _C 0 Date 9/1/11 18215 72ND AVENUE SOUTH WA 98032 H z W X LL N CO CO 00 1 I Ln LC) N N LC) LC) Job Number Y/ to N 1.0 T Fi I e: P: \ 15000s\ 15255\survey\ 15255tA01. d wg SCALE: 1 =3O' R/W PER 9510190955 POWER POLE JBO PEDESTRT N POL TEL. RISER SIGNAL JBOXES SIGNAL POLE JBOXES(2) TEL. MANHOLE LIGHT POLE W/JBOX TEL. MANHOLE LIGHT POLE W/JBOX BUS SIGN WATER VAULT WATER METER TREE WELL (TYP) LIGHT POLE W/JBOX SIGNAL BOX POVAULT VAULT LIGHT POLE W/JBOX TREE WELL (TYP) SHEET 2 POWER CABINET WATER METER POWER GROUND RODS LIGHT POLE W/J BOX SIGNAL PEDESTAL CONC WAL LIGHT POLE W/JBOX POWER MANHOLE POWER VAULT LIGHT POLE / W/JBOX LIGHT POLE W/JBOX POWER MANHOLE POWER VAULT TEL. JBOX TEL. JBOX LIGHT POLE W/JBOX GAS VALVE IGFjT POL /W/JBO ROSS- WALK - "r%�AR POWER:: IA IHO WER AULT A ITELR FIRS HYDRANT W/VALVE LIGHT! POLE W/JBOX TREE ALL +- H/CRAMP_ T •SICIQAL� PO E WI' BOX 3) LIGHT POLE JBO ' 0 ITOR W'LL 1 5' N8 i 39'54'W 77.60' PRO LINE + '`� POWER VAULT Beni 1\ 1 -288- WATER METER '' ®' / / 57"777. 1.1,l AINLINK.00-- FENCE 1_\�/ ///777/777/7'TT%7'TT/17T//77�TT'�7//fT% ISEI BUILDING 13.0' EXISTING BUILDING I il S. OF PROP. LINE CHAINLINK FENCE 0.71 S. OF PROP. LINE ALTA / ACSM POWER MANHOLE \ LIGHT \ POLE / XWALK SIGN *� \\ /• • { ' POWER / MANHOLE 'NO.TRESSPASS LAND TIT LIGHT POL MAPLE W. LINE �� • • 292- NO TRESSPASS ram' 32" POPLAR ��, R�C.N0.740904037 SIGN UGH POLE w =23. 0+ // 5ti W00 f�NCE �9ti,6 / W/J OX +^'`�0.57' / N87'35'3 'W 175.81' TEL. TEL CB54� '�� - "� + .��+�`'R/W PER PLAT 7 - SCHOOL XING_: POWER o - cW MANHOLE, �L$' -DRIVE _ BUILD! -HEIG NO1' 7'07'E 267 0' +,tea BLANKET f2{GHTS F013 s. �1 INAGE PES FJDIv�, SEPTIC OR ESSPOOL(" REC.N0.3702 88 (BENEFITS LO K) N87'39'54"W 100.00' 10'1SLOPE EASEMENT RECj.N0.2591475 SIGNAL (ONLY OVER LOT 12) JBOX JBOX CABLE RISER TEL. VAULT POWER VAULT LIGHT POLE W/JBOX N$T39'54 SSMH 14=__-_ R BAR In cn * () T +�}`1 \ POWER A=90'57'05' „ POLE R=20.00' +" STOP 1.0 L=31.75' SIGN • ATER +,,,0 DECIDUOUS 6" M ER DECIDUOUS 17" DEcIDUO S 31 "DECIDUOU N8 35'31"W 84.78 SLOPE- EASEM1�� REC.N0:7406190 _ - cn-- - -�- ---co= -_ _BOLLARDS = BUILDING HEIGHT =16.5'° / EXISTING / BUILDING I - FOOTPRINT FF=286.67'/ 895±S.F. 10' DRIVEWAY EASEMENT 33785994 & �62 10' SEWERSEMEN ` REC.N0.761 29008 290 CH' NLINK FENCE B51 eei dER- POLE ANDONED) POWER POLE E. LINE W. 28.6' +10 _.Ck•299, INK FENCE SIGN +�qA ATER METER 3' SLOPE EASEMENT NO.7406190221 n0.8 CHAINLINK FENCE +10 fl 0.9I GAP_ jOVERHANG EXIIN / / BUILDING 2 / FOOTPRINT j FF=285.30'J 587±S.F. / _� _//..� FOUND 1/2" REBAR/CCAAP- '109' 0 Lrs325ub w N8T35'31 •k ; 3 `` 96.20' ' WATER I 11--r A r- 1 1 1- I 1- l l/ I - I ./ 'X ly1INK FFNCF 8 - STALLS PARKING EASEMENT GATE REC.NO.200206,Wb01446 AMENDED ;:BYREC.NO. FOUND 07�, 203OO.Q1F = TACK/WASHER 10 STALLS - -' LINE_ -1 ATI IINR-FE H/C SIGNS BASKET BALL oil. COURT _- z E. LIg". - a N8T39'54"4/ 96.22' 0.'c. f1.50' FOUND 1/2" REBAR/CAP LS#6012 BASKET BALL COURT 1.8' S. OF PROP. LINE GAS VALVE I I / ♦ I / r - -I- r l " /, -1- / A riIVI I Mil-. I rf / l I I rl A r / I - '< I 1-'0 CONC. WALL +tip FOUND W/PHAINLINK FENCE LEAD/TACK" CSSMH12 SURVEY WATER V VE NO-PAR SIGN L9 * \ H/C RAMP * H/C I RAMP -1- L_ .. 1 I. I 1 r- rl rl \ / r ./ 1 1 L- 1, 1 , 1 rMfb 1� N87'35'31 117.92' 12" CONC. CULVERT IE=284.85' SEWER „STUB 1v. FIR 18" + +c0 J CONIFER 28' A=89'02'55" R=20.00' 19 L=31.08' / * DE�IDUOUS 8" P PLAR 32" q6 FIR GRANT RAW PER PLAT - -28'_ DR / t- CEDAR MAPLE 24" CEDAR 43 3X DECIDUOUS 8"- SEE EXCEPTION NO. 13 / REC.N0.4314485, REGARDIIJG \ EASEMENT & ILEASE O' DAMAGES FOR NATURAL FLOW OF THE DRAINAGE CHANNEL === - - SDM POUNDEBA0.1' FOUND CASED 3/8" (CB' OF CORCOPPER NAIL /WPUNCH + .DOWN 0.8' HELD FOR CENTERLINE 41ST AVE S SPED SI N SPEED (BUMP N WIOD FE CE 1° + +0 SPE D BU P -FOUND REBAR SSMH13 'e I I /\ 1V1 ` RETAINING WALL ON PROP. LINE SSMH17 REC.N0.94 12327 WOOD /FENCE 1.5' E. //OF PROP. LINE POPLAR 45" SHEET2 POPLAR 48" 1 /2" CABLE VAULT REBAR/CAP TEL. ,,..._ �_ -/ LS#22341 VAULT 49 POWER i SIT_--- MANHfl c:: POLE S01'2724"W -b- •.00 :<_=o LE--.: +DRIVEWAY- •..- AULT _ N1-8.7' DRIVEWAY SPEED LIMIT + SIGN POWER JBOX (EMPTY) WATER M. JBOXTEL INVERT 2ETER PEDSTRIAN SIGN WATER METERS CBI CB (SOLLID) 288.01 6' ADS SW=284.96' 8' ADS W=284.59' i CB2 CB (SOLLID) :300.58 12' ADS N=296.58' 12" ADS S=296.58' 1 CO CB (SOLUD) EE301.11 18' ADS N=296.91' 18' ADS S=296.91' 12' DI W=297.91' I CB4 CB (SOLUD) 13.01.06 I CB5 CB (SOLLID) [304.04 UNABLE TO OPEN I CB6 CB (SOLUD) 1304.24 12" ADS N=300.92' 12" ADS SE=300.92' 12" ADS W=300.93' 6' PVC W=300.94' 6" PVC W-300.94' CB7 CB (SOLLID) 1303.15 8' DI NW=300.7' 12" ADS E=299.8' 8' DI SW=299.85' CB8 CB (SOLUD) 1310.64 12" ADS E=307.29' 8' PVC W=307.79' 8' DI S=307.39' 8" ADS NW=307.84' CB9 CB (SOLUD) 1305.90 18' ADS N=301.6' 12" ADS S=302.25' 12' DI SW=303.05' I CBI0 C8 (SID) i290.92 FULL OF DIRT 1 CBI CB (STD) 1288.08 8' DI E=286.48' I CB12 CB (STD) 1287.16 I CB13 CB (STD) 1286.70 12" CUP S=284.92' 8" CUP NE=285.1' CBI CB (STD) 1287.76 CB15 CB (STD) 1286.77 12' CUP N=284.98' 12' CUP S=284.94' I CB16 CB (STD) : 289.88 12' ADS N=286.48' 12' ADS S=286.48' I CB17 CB (STD) 287.95 12' ADS N=284.12' 12' ADS S=284.12' 8' ADS E=284.25' I CB18 CB (SW) 1285.33 24' ADS N=280.58' 24' ADS S=280.58' I CB19 CB (STD) 1283.95 24' ADS N=279.3' 24" ADS S=279.3' I CB20 CB (STD) 1288.91 12" ADS E=286.56' 12' ADS W=286.56' CB21 C8 (SID) 1289.15 12" ADS S=286.18' 1 CB22 CB (STD) 288.48 I CB23 CB (SID) , 286.64 12" ADS SE==283.41' 12" ADS W=283.41' 6" PVC SW=284.12' I CB24 CB (STD) 1287.01 12' ADS NW=282.09' 24' ADS N=282.09' 18' ADS SW=283.01' I C825 CB (STD) 1293.91 12" ADS N=290.49' 12" ADS S=290.49' CB26 CB (STD) 1 290.17 18' ADS N=286.39' 18" ADS S=286.42' 8' ADS W=286.47' I CB27 CB (SID) 1 292.14 18' ADS N=288.34' 18' ADS S=288.34' 12' ADS NW=288.44' CB28 CB (STD) 1299.11 12' ADS N=295.66' 12' ADS S=295.66' CB29 CB (STD) i 29Z02 12- ADS N=293.52' 12" ADS S=293.52' 12' ADS E=293.62' 1 CB30 CB (STD) 301.93 8' CONC N=295.22' 8' CONC S=295.28' 8' CONC W=295.58' I CB31 CB (SID) 1298.34 18' ADS N=294.4-4' 18' ADS S=294.44' 12" ADS W=294.99' I CB32 CB (STD) 294.27 18" ADS N=290.82' 18" ADS S=290.82' 12" ADS SW=290.97' 1 CB33 CB (STD) I 303.32 8' DI SE=301.02' 12' DI NW=301.02' CB34 CB (STD) 302.41 18' ADS N=299.06' 18" ADS 5E=299.06' 12" ADS W=299.53' CB35 CB (SID) 309.92 12" ADS N=306.47' 12" ADS S=306.47' 12" ADS W=306.47' CB36 CB (STD) 307.39 12" ADS N=304.01' 12' ADS S=304.04' I C937 CB (STD) 303.75 18" ADS N=300.52' 18' ADS S=300.52' I CB38 CB (STD) 308.86 12" ADS N=305.86' 12' ADS S=305.86' I CB39 CB (SID) 306.98 12' ADS N=303.78' 12' ADS S=303.78' 12' ADS E=303.88' I CB40 CB (STD) 304.98 12" ADS N=301.48' 12' ADS S=301.58' CB41 CB (SID) 302.28 12" ADS N=298.73' 12' ADS S=298.73' C842 CB (STD) 291.06 8' PVC N=289.46' 12" CUP S=288.98' I C843 CB (STD) 1 288.32 12" CMP N=286.27' 12" CUP S=286.27' I CB44 CB (STD) I 28Z98 12" DI S=285.58' 12' CONC N=285.58' 12" CONC E=285.48' I CB45 CB (SID) I 288.47 12' CONC SSE=28677 I CB46 CB (STD) I 288.93 12' DI E=286.89' CB47 CB (SID) I 288.59 12" CMP W=285.04' 12' CONC NNW=285.04' 18' ADS 5E=284.44' i CB48 CB (STD) 1 287.57 12' CMP E=285.62' 12" CMP W=285.62' 12' CONC N=285,62' CB49 CB (STD) i 287.80 18' CONC N=283.35' 18" CONC S=28. 25' 1 CB50 CB (SID) ' 287.62 12" ADS N=285.84' 12" CONC S=285.84' I CB5/ CB (STD) I 285.96 FULL OF DIRT 1 CB52 CB (SID) I 284.99 8" CONC NW=282.19' 12' CONC W=281.89' 12" CONC E=181.81' 8' CONC S=242.09' C853 CB (SID) 1 291.04 12' CMP N=286.42' 12' CMP E=288.42' 1 C854 CB (STD) 1 291.08 8" PVC S=289.65' CB55 CB (SID) 1 289.19 12" CUP E=286.41' 12' CMP W=286.49' 12" CMP NE=286.41' I C856 CB (STD) I 285.33 8" CONC S=283.08' 1 CB57 CB (STD) I 296.97 12" ADS W=293.1' I CB58 SDMH I 28Z65 18' CONC N=282' 8' CONC S£=283.25' 18" CONC S=281.9' SSMH1- - SSMH`-1 --293.60- -8' CONC E 2 8,3� ,_ 8" CONC N=278.27' I SSMH2 SSMH I 28Z70 8' CONC W=278.88' 8' CONC S=278.96' ~ - ` - - -' - - -1 - -- SSMH3 SSMH 1 291.73 8' CONC N=277.22' 8' CONC S=277.34' 1 SSMH4 SSMH i 288.66 8' CONC N=276.62' 8' CONC S=276.69' 1 SSMH5 SSMH 286.39 8' CONC N=279.19' 8' CONC S=279.44' 8' CONC W=279.24' SSMH6 SSMH I 289.37 8" CONC N=282.23' 8" CONC S=282.29' 6' PVC W=283.67' I SSMH7 SSMH I 294.67 8' CONC N=286.93' 8' CONC S=287.01' SSMH8 SSMH 1 291.50 8' CONC N=283.95' 8' CONC S=284.03' SSMH9 SSMH I 301.77 18' ADS N=297.47' 18" DI S=298.67' SSMHIO SSMH 1 309.36 8' CONC N=301.36' 8' CONC S=301.44' SSMH11 SSMH , 289.26 12" CLAY E=279.04' 12' CLAY N=278.76' 12" CLAY W=279.04' SSMHI2 SSMH I 287.57 8" PVC S=275.42' 8" PVC E=275.52' SSMH13 SSMH I 288.41 8' PVC N=275.95' 8" PVC W=275.85' SSMH14 SSMH 1 294.03 12' CONC S=281.03' 15" CONC E=280.93' 6" CONC W=281.66' SS11H15 SSMH I 289.19 15' CONC W=280.64' 12' CLAY E=280.53' 8" CONC S=281.29' 8" CONC N=;280.64' SSMH16 SSMH I 286.10 6' PVC E=278.06' 8" PVC S=277.98' SSMH17 SSMH 1 288.43 8' PVC N=282.13' 12' CONC E=281.96' 8" PVC S=283' I STOP SIGN POWER JBOX SIGNAL BOX POWER GROUND ROD IGNAL + ' • • WItAW.''7. ' ' `.., POLE° . a•. .. +10TEL. • � NHOLES SIGNAL 0.0 BOX I �1" - L� n 9505030368 ° STOP �d SIGN ��Er` SIGNOXX BOX SIGNAL POLE AND SIGNAL BOX REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 RECEIVED CITY OF TUKWIL MAY 222015 - PERMIT -CENTER 0 0 0 UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. LEGAL DESCRIPTIONS: (PER PACIFIC NORTHWEST TITLE COMPANY ORDER NO. 1164187, SECOND REPORT DATED FEBRUARY 28, 2012 AT 8:00 A.M.) 0 TITLE PARCEL A; THAT PORTION OF LOT 9 IN BLOCK 3 OF JAMES CLARK'S GARDEN ADDITION TO THE CITY OF SEATTLE, AS PER PLAT RECORDED IN VOLUME 13 OF PLATS, PAGE 12, RECORDS OF KING COUNTY AUDITOR; AND OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF THE SOUTH 812.6 FEET OF THE EAST 425.5 FEET OF SAID SOUTHEAST 1/4; THENCE SOUTH 01'27'30" WEST 200 FEET TO THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION; THENCE SOUTHWESTERLY TO A POINT ON THE EASTERLY LINE OF PACIFIC HIGHWAY SOUTH (STATE ROAD NO. 1), DISTANT SOUTHERLY 250.50 FEET (AS MEASURED ALONG SAID EASTERLY LINE) FROM THE INTERSECTION OF SAID EASTERLY LINE WITH THE NORTH LINE OF THE SOUTH 812.6 FEET OF SAID SOUTHEAST 1/4; THENCE SOUTHERLY ALONG SAID EASTERLY HIGHWAY LINE TO THE SOUTH LINE OF SAID LOT 9; THENCE EASTERLY ALONG SAID SOUTH LINE TO THE SOUTHEAST CORNER THEREOF; THENCE SOUTHERLY TO A POINT ON THE NORTHERLY LINE OF A TRACT CONVEYED TO ZIBA HUNTINGTON BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 412377; THENCE EASTERLY ALONG SAID NORTH LINE TO A POINT WHICH BEARS SOUTH 01'27'30" WEST FROM THE TRUE POINT OF BEGINNING; THENCE CONTINUING EAST TO A POINT 405.04 FEET WEST FROM THE EAST LINE OF SAID SOUTHEAST 1/4 OF SOUTH SOUTHWEST 1/4; THENCE NORTH PARALLEL WITH SAID EAST LINE 65 FEET; THENCE NORTHWESTERLY TO THE TRUE POINT OF BEGINNING. TITLE PARCEL A-1: A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS OVER A STRIP OF LAND 20 FEET IN WIDTH THE SOUTHERLY LINE OF WHICH IS DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE NORTH LINE OF THE NORTH 398.1 FEET OF THE EAST 525.5 FEET OF THE SOUTH 812.6 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., 100 FEET DISTANT EAST OF THE NORTHWEST CORNER OF SAID SUBDMSION; THENCE SOUTH 01'27'30" WEST 200 FEET TO THE TRUE POINT OF BEGINNING OF THE SOUTHERLY LINE OF THE EASEMENT HEREIN DESCRIBED; THENCE SOUTHWESTERLY TO A POINT ON THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH (STATE ROAD NO. 1) WHICH POINT IS 250.50 FEET SOUTHERLY AS MEASURED ALONG SAID HIGHWAY FROM A POINT IN THE EAST MARGIN OF SAID HIGHWAY DISTANT 23.40 FEET, MORE OR LESS, WEST OF THE WEST LINE OF THE SUBDIVISION HEREIN DESCRIBED AND ON THE NORTH LINE THEREOF AS THE SAME IS PRODUCED WESTERLY; SITUATE IN THE CITY OF TUKWILA COUNTY OF KING, STATE OF WASHINGTON. TITLE FARCE B: THE NORTH 185.90 FEET OF THE SOUTH 430.9 FEET OF THE WEST 505 FEET OF THE EAST 1,031 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH. RANGE 4 EAST, W.M., LYING EASTERLY OF WASHINGTON STATE HIGHWAY NO. 1 (PACIFIC HIGHWAY SOUTH); SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING , STATE OF WASHINGTON. TITLE PARCEL C: LOTS 1 THROUGH 6 INCLUSIVE, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL D: THE SOUTH 245 FEET OF THE WEST 505 FEET OF THE EAST 1031 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., LYING EASTERLY OF THE STATE HIGHWAY NO. 1; EXCEPT THE SOUTH 20 FEET THEREOF CONVEYED TO KING COUNTY FOR ROAD BY INSTRUMENT RECORDED UNDER RECORDING NO. 1158645; AND EXCEPT THAT PORTION OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., LYING SOUTHWESTERLY OF THE ARC OF A CIRCLE HAVING A RADIUS OF 12.5 FEET WHICH IS TANGENT TO THE NORTH RIGHT OF WAY LINE OF SOUTH 144TH STREET AND THE EAST RIGHT OF WAY LINE OF PACIFIC HIGHWAY SOUTH. CONVEYED TO KING COUNTY BY DEED RECORDED UNDER RECORDING NO. 7409040396; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL E; LOT A OF SHORT PLAT NO. 90-9-SS, RECORDED UNDER RECORDING NO. 9010240314, BEING A PORTION OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL F: LOT B OF SHORT PLAT NO. 90-9-SS, RECORDED UNDER RECORDING NO. 9010240314, BEING A PORTION OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL Q: THE NORTH 220 FEET OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 132 FEET THEREOF; TITLE PARCEL H: LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 220 FEET THEREOF; AND EXCEPT THE SOUTH 84 FEET THEREOF; TITLE PARCEL I; THE SOUTH 84 FEET OF LOT 7, CHERRY LANE. ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY. WASHINGTON; TITLE PARCEL J; THE SOUTH 65 FEET OF THE NORTH 185 FEET OF THE SOUTH 414.5 FEET OF THE WEST 100 FEET OF THE EAST 120 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W M, EXCEPT 42ND AVENUE SOUTH RIGHT-OF-WAY. AS WIDENED BY DEED RECORDED UNDER RECORDING NO 5596214, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL K: THAT PORTION OF THE NORTH 105.12 FEET OF LOT 13 LYING EASTERLY OF STATE ROAD NO 1 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS. PAGE 31, RECORDS OF KING COUNTY, EXCEPT THOSE PORTIONS OF LOT 13 CONVEYED FOR ROAD PURPOSES TO KING COUNTY. STATE OF WASHINGTON, RECORDED UNDER RECORDING NO 7501150141 AND TO THE STATE OF WASHINGTON RECORDED UNDER RECORDING NO 9603260430, RECORDS OF KING COUNTY, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL L: THE WEST 60 FEET OF THE NORTH 83 FEET OF LOT 14 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL M: THAT PORTION OF LOTS 13 AND 14 IN BLOCK 2 OF ADAM HOME TRACTS DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 60 FEET EAST AND 159 FEET NORTH OF THE SOUTHWEST CORNER OF TRACT 14; THENCE WESTERLY 100 FEET; THENCE NORTHERLY 26 FEET; THENCE WESTERLY 78.51 FEET TO THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH; THENCE NORTHEASTERLY ALONG SAID HIGHWAY 23.74 FEET; THENCE EASTERLY 109.85 FEET; THENCE NORTHERLY 22.20 FEET; THENCE EASTERLY 60 FEET; THENCE SOUTHERLY 70.60 FEET TO POINT OF BEGINNING; SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL N: THAT PORTION OF LOTS 12, 13 AND 14 IN BLOCK 2 OF ADAMS HOME TRACTS DESCRIBED AS FOLLOWS: BEGINNING 60 FEET EAST AND 125 FEET NORTH OF THE SOUTHWEST CORNER OF TRACT 14; THENCE WESTERLY 198.14 FEET TO THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH; THENCE NORTHEASTERLY ALONG SAID HIGHWAY 63.02 FEET; EASTERLY 78.51 FEET; SOUTHERLY 26 FEET; EASTERLY 100 FEET; SOUTHERLY 34 FEET TO POINT OF BEGINNING. IN THE COUNTY OF KING, STATE OF WASHINGTON. THENCE THENCE THENCE THENCE SITUATE TITLE PARCEL 0 LOT 14 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY; EXCEPT THE WEST 60 FEET THEREOF, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL P; THE WEST 28.6 FEET OF LOT 15 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL 0: LOT 15, BLOCK 2, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 11 OF PLATS, PAGE 31, IN KING COUNTY, EXCEPT THE WEST 29.5 FEET THEREOF; AND EXCEPT THE SOUTH 11.5 FEET THEREOF; AND EXCEPT THE EAST 3.0 FEET THEREOF. 30 / 1"=60' 60 120 / • ,r / h /, s, / ' I �1• /, / r / ;!/ /, /p • n IJ ,; /, /, / 91 /t, br, 9 II h 9 "a , / /, „ I • „ LOT E PLAT OF JAWED CLA611'8 GARDEN ADDITION VOL.96, PGA FOR I A PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 1 1!' NEW LIBRARY Y OTHERS I moo INN /777177/4,an,///7774r ..... a' NEW BLDG C (PH.1 SHEET INDEX Cl - COVER SHEET C2 - HORIZONTAL CONTROL PLAN C3 - T.E.S.C. PLAN C4 - DEMOLITION PLAN C5 - GRADING PLAN C6 - STORM DRAINAGE PLAN C7 - STORM DRAINAGE NOTES AND DETAILS C8 - T.E.S.C. NOTES AND DETAILS C9 - CONSTRUCTION NOTES AND DETAILS ra ukffr 11111110 J CALL BEFORE YOU DIG: 1-800-424-5555 VICINITY MAP N.T.S w m S 140TH ST S 141ST ST S 142ND ST S 144TH ST r 0 ir rA S 146TH ST SITE S JAY aNZI6 BASIS OF BEARING - NAD83/81 PER CITY OF TUKWILA THE BASIS OF BEARINGS FOR THIS SURVEY IS NAD 83/91 PER CITY OF TUKWILA. CITY OF TUKWILA HORIZONTAL CONTROL POINT NO. 17 (S. 1/4 CORNER OF SEC. 15) WAS HELD FOR POSITION AND A LINE BETWEEN SAID POINT NO. 17 AND CITY OF TUKWILA HORIZONTAL CONTROL POINT NO. 1925 WAS HELD FOR ROTATION BEING NORTH 87 35' 22" WEST. VERTICAL DATUM - NAVD 88 PER CITY OF TUKWILA THE VERTICAL DATUM FOR THIS PROJECT IS NAVD88 PER CITY OF TUKWILA. CITY OF TUKWIILA CONTROL POINT NO. 17 (S. 1/4 CORNER OF SEC. 15) WAS HELD FOR ELEVATION, BEING 288.757'. PROCEDURE / NARRATIVE: A FIELD TRAVERSE USING A "TRIMBLE 5600" ROBOTIC TOTAL STATION, TRIMBLE "S6" ROBOTIC TOTAL STATION AND TOPCON GR3 GPS SUPPLEMENTED WITH FIELD NOTES WAS PERFORMED, ESTABLISHING THE ANGULAR, DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES, AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332-130-090. REFERENCE MAPS: 1. RECORD -OF -SURVEY REC.N0.20050725900010 2. RECORD -OF -SURVEY REC.N0.20010711900012 3. RECORD -OF -SURVEY REC.N0.20050603900013 4. RECORD -OF -SURVEY REC.N0.20011029900014 5. PLAT OF JAMES CLARKS GARDEN ADDITION VOL.13, PG.12 6. PLAT OF ADAMS HOME TRACTS VOL.10, PG.31 TOTAL AREA: 254,514±S.F. (5.843±ACRES) SURVEYOR NOTES: 1. THERE ARE NUMEROUS UTILITIES ALONG THE WEST LINES OF TITLE PARCELS A, B AND C NOT CONTAINED WITHIN EASEMENTS 2. THERE ARE A FEW ENCROACHMENTS ALONG THE BOUNDARIES. SEE SHEET 2 AND 3. 3. THERE ARE A FEW OVERLAPPING LEGAL DESCRIPTIONS AS SHOWN. 4. THERE ARE TWO SIGNIFICANT GAPS IN DESCRIPTIONS. ONE IN THE NORTH PORTION OF THE SITE AND THE OTHER IS IN THE SOUTH PORTION OF THE SITE. SEE SHEETS 2 AND 3. TAX PARCEL NOS: 152304-9242, 152304-9096, 152304-9092, 155420-0005, 155420-0010, 155420-0015, 155420-0020, 155420-0025, 155420-0030, 155420-0036, 155420-0037, 155420-0033, 155420-0035, 155420-0034, 004000-0180, 004000-0194, 004000-0146, 004000-0145, 004000-0191, 004000-0196, 004000-0198. EARTHWORK VOLUMES CUT: 3.930 CY FILL: 31,210 CY NET: 27,280 CY (F) REVISED PER CITY COMMENTS MEP COORDINATION/BID SET c U) a v a v a U a U a U a U (> U CD U 0 c0 0 U) N It) CO M N a, 0 d M N 0 COVER SHEET CD a_ 1 LLJ cc 0 0 ©C u.15 J MIA LEGEND: EXISTING • SURVEY MONUMENT (AS NOTED) BENCHMARK P 0 0 D4 ED EEI _❑- 0 SECTION CORNER (AS NOTED) FOUND REBAR/CAP (AS NOTED) POWER VAULT LUMINAIRE (LUM.) YARD LIGHT POWER METER POWER POLE JUNCTION BOX (AS NOTED) TELEPHONE MANHOLE CATCH BASIN (CB) STORM MANHOLE (SDMH) SANITARY SEWER MANHOLE (SSMH) SANITARY SEWER CLEANOUT (SSCO) GAS METER GAS VALVE WATER VALVE (WV) FIRE HYDRANT (FH) WATER MANHOLE WATER METER SIGN MONITOR WELL DIRECTION OF VEHICLE TRAVEL - -w - v — WATER LINE SS SANITARY SEWER LINE STORM DRAINAGE LINE GAS LINE EXISTING CONTOUR —GAS GAS --304-- PROPOSED 0 W - - - - 304 - - - - SWALE SEWER MANHOLE SEWER CLEANOUT SEWER LINE WATER LINE STORM PIPE CATCH BASIN PROPOSED CONTOUR REV1WED FOR CODE COMPLIANCE APROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER NOTES: • • SITE DEVELOPMENT PLAN SHALL COMPLY WITH ENGINEERING REPORT BY ASSOCIATED EARTH SCIENCES INC. DATED MARCH 18, 2013 AND SUBSEQUENT GEOTECHNICAL REPORTS / EVALUATIONS. CONSTRUCT AND INSTALL ALL DEVELOPMENT INFRASTRUCTURE UNDER A PUBLIC WORKS PERMIT. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED. REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. TUKWILA VILLAGE 0 0 0 J w iL! CO < Q O 0 MJ LLJ co Lii N 3 N 0 co v cn z LU a_ 0 J LLJ 0 PUYALLUP, WA 98374 0 0 x I 05/22/2015 a z Checked CHM 0 0 0 as Dote 11/08/13 18215 72ND AVENUE SOUTH N N N N (f) in � dN- 251-8782 FAX a, le in z .0 �% T a, m 0) 0 CPHILIPPIDES UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. - I`-- - U•--- 0 7. aossaw ~!b EX. 20' ACCESS EASEMENT 0 0 L=54.87', R=33.20' 4=94.69 L=21.55', R= S80'15'52"E 86 83' cq 0 I FOR A VI L Iwry; --µ 2 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. •! CITY OF TUKWILA, KING COUNTY, WASHINGTON END CONST. S. 144TH ST STA 17+78.27 OFFSET=2.5' RT ,OtiP8f +.ttir.tos J 2.5' 1 R/W EX. SOUTH 144TH ST. NBT38.31•, 117.92• Aillik Avinummumunionwimm••••90-4-41) • ■ PROPOSED PUBLIC STORM DRAINAGE EASEMENT . BP: 20+00.00 - - _ 4 ii - ...., .._ INTERSEC ION-•• ''==__ ' '� TUKWILA INT'L BLVD. STA •472#17.35 "4' , 11 Rb1"'`AA -STA. 20+00.00 = 1 f `R Y f� % i ;4*s%. • NEW BUILDING B (PHASE 3) EX. 60' R/W TO BE VACATED INTERSECTION ROAD 'A' SITA_24+71.84 ROAD 'B' STA 32+84:61, fl • DEDICATION EX. 30' R/W L• 17 S8T35'30X 242.48' 00 PC: 468+78.40 RSECTION • • TiID1r--I1171 BLVD. STA • 469+ 15.38 --4 R.kAD 'B' STfi 35+35.59 . ` NEW LIBRARY (BY OTHERS) 1:;\ N !1 -N.- BP: 39+57.54 EX. 20' R W 24.25' R DEDICATIO 4/44444 Waviii rah 41G Aida' I... Nor Unliti ■i i OEM U... ■;Ig=I) PDIL IE IOW ■■\Vtr —411111111121,/ OW EX. 20' R/W 42ND AVE. S. SOUTH 144TH ST. CONSTRUCTION LX. 20' R/W al END CONST. c. TAPER S. 144TH ST STA 15+35.79 OFFSET=2.5' RT INTERSECTION S. 144TH ST. CONST. STA 13+83.59 ROAD 'B' STA 30+00.00 20 40 80 NOTE: EASEMENTS REQUIRED FOR WATERMAIN AND SEWER EXTENSIONS SHELL BE INCLUDED UPON UTILITY DISTRICT REVIEW FOR DEVELOPER EXTENSION AGREEMENTS. 0 c) 0 0 U 0 U a U 0 V 0 U 0 U, N Z -J J 0 0 0 CC Z 2 cV W Q 2 a_ CC a 0 < � J 5 -J R W DEDICATION VARIES BEGIN CONSTRUCTION TAPER S. 144TH ST STA 12+ 6.39 OFFSET=O' r NEW BUILDING E (PHASE 2) INTERSECTION S. 144TH ST. CONST. STA 11+76.07 .A. ' ' STA 40+00.00 NO1'07'071 10.00' EX. 30' R W 5.75' R W DEDICATION ri EP: 43+03.72 d 4 i 1 yu 00,E N RE1/? WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 05/22/2015 a CPHILIPPIDES a) 0 0 () Date/Time:5/1/2015 3:50 PM W a -J -J 5 -J DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 ai 0 c 0 0 0 0 U OJ z 0 0 c 0 0 Chec 0 0 a CO a; 0 0 18215 72ND AVENUE SOUTH N O 03 CO 1= z LU N N N 7 N 1.0 VI N N d' d' 251-8782 FAX C.� z z z 0 z z 0: W w z 0 z J U (I-, W U lx w Cr) -J z w z 0 z w z 5-- cc N a) 1n 0 CV U TU J ILA PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON TEMP CONSTRU/CTICN ENTR -RELOCATE AS CO TRUCTIO(S ` RO RESS `PER CITY OF KWILA STDS.) J � UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @I 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. T.E.S.C. LEGEND DESCRIPTION TEMPORARY CONSTRUCTION FENCE FILTER FABRIC FENCE TEMPORARY CONSTRUCTION ENTRANCE TEMPORARY DRAINAGE DITCH LIMITS OF CLEARING CHAIN -LINK CONSTRUCTION FENCE ROCK CHECK DAM CATCH BASIN PROTECTION DIRECTION OF SURFACE FLOW PROPOSED X X X X X X X X X 88 man.ix3 e.no 30 aix 42ND AVE. SOUTH I. A PRE -CONSTRUCTION MEETING IS NOT REQUIRED BY CITY OF TUKWILA. 2. FLAG ALL CLEARING LIMITS. 3. POST SIGN WITH NAME AND PHONE NUMBER OF TESC SUPERVISOR. 4. PROVIDE PROTECTION FOR ALL EXISTING STORM DRAINAGE SYSTEMS WHICH MIGHT BE EFFECTED BY GRADING OPERATIONS. 5. INSTALL TEMPORARY CONSTRUCTION ENTRANCES. 6. INSTALL PERIMETER PROTECTION INCLUDING SILT FENCE, HAY BALES ETC. PER THESE PLANS. 7. PROTECT SURROUNDING PROPERTY & ROW FROM ANY SEDIMENT LADEN WATER DURING EARTHWORK OPERATION. 8. CONTACT BUILDING INSPECTOR TO INSPECT INITIAL EROSION PRACTICES. 9. DEMOLISH EXISTING ONSITE STRUCTURES AS SPECIFIED ON DEMOLITION PLAN. 10. CLEAR, ROUGH GRADE AND AMEND TESC FACILITIES AS NEEDED. 11. INSTALL UTILITIES. A. WHERE FEASIBLE, NO MORE THAN 250 LF OF TRENCH SHALL BE OPENED AT A TIME. B. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. TRENCH AND FOUNDATION DEWATERING DEVICES SHALL DISCHARGED THROUGH A FILTER BAG, GEOTEXTILE FABRIC OR SHALL BE CONTAINED IN A SMALL SEDIMENT TRAP AND RELEASED IN A MANNER SUCH THAT THE DISCHARGE DOES NOT VIOLATE CONSTRUCTION WATER QUALITY STANDARDS SET BY THE TYPICAL NPDES GENERAL PERMIT. IN NO CASE WILL DEWATERING BE DIRECTLY DISCHARGED FROM THE SITE. SS vine 3dS O STORM RUNOFF FROM THIS PARCEL ONTO CLEARING TUKWILA VILLAGE LIMITS PROPERTY. ILT FENCE TREE TO BE REMOVED CLEARING LIMITS SILT FENCE COORDINATE WITH ADJACENT PROPERTY OWNER PRIOR TO INSTALLING SILT FENCE 12. PAVE AREAS INDICATED PER PLAN. 13. MAINTAIN TESC MEASURES IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS. 14. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW. WOOD FIBER MULCH, COMPOST,PLASTIC SHEETING OR EQUIVALENT. 15. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. a. 16. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 17. COMPLETE FINAL GRADING WHILE MAINTAINING TESC MEASURES. 18. HYDROSEED AND MULCH EXPOSED AREA. 19. MAINTAIN TESC FACILITIES UNTIL ALL RISK OF EROSION/SEDIMENTATION HAS PASSEDAND STORM SYSTEM IS INSTALLED AND FUNCTIONAL. DO NOT CONVEY SEDIMENT LADEN WATER INTO STORM SYSTEM. 20. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMP'S REMOVED IF APPROPRIATE. 1. SEE SHEET C9 FOR EXISTING STRUCTURE TABLE. 2. SEE SHEET C4 FOR ALL DEMOLITION AND CLEARING OF SITE WITHIN CLEARING LIMITS. 3. SEE SHEET C8 FOR T.E.S.C. DETAILS SPECIAL NOTE: CONTRACTOR TO MAINTAIN ALL-WEATHER EMERGENCY VEHICLE ACCESS TO NORTHERN ADJACENT PROPERTY THROUGHOUT THE DURATION OF THE PROJECT. CONTRACTOR TO COORDINATE WITH CITY OF TUKWILA TO DETERMINE LOCATION AND SUITABILITY City of Tukwila BUILDING DIVISION PERMIT CENTER 1. THE CONTRACTOR SHALL MAINTAIN A SUFFICIENT NUMBER OF WATER TRUCKS AT THE SITE AND THE GRADED OR GRUBBED SITE WITH WATER AS REQUIRED TO CONTROL DUST. 2. THE CONTRACTOR SHALL CONDUCT HIS OPERATIONS SO THAT ALL EXCAVATION, EMBANKMENT, AND IMPORTED MATERIAL IS SPRINKLED WITH WATER DURING HIS GRADING OPERATIONS. 3. REFER TO THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS. TEMP. EROSION/SEDIMENT CONTROL CALLOUTS 0 CONTRACTOR TO INSTALL TEMPORARY SILT FENCE (MIRAFI 1 00X, OR EQUIVALENT) AROUND PERIMETER OF SITE AS REQUIRED TO PREVENT SILT -LADEN RUNOFF FROM LEAVING SITE, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) CONTRACTOR TO INSTALL TEMPORARY CATCH BASIN PROTECTION AT ALL EXISTING AND PROPOSED aa CATCH BASINS AS REQUIRED TO PREVENT SILT -LADEN WATER FROM ENTERING STORM DRAINAGE SYSTEM, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) 0 CONTRACTOR TO INSTALL TEMPORARY INTERCEPTOR DITCHES W/ROCK CHECK DAMS EVERY 25' ALONG DITCH AS REQUIRED TO DIRECT SILT -LADEN RUNOFF TO SEDIMENT TRAPS TO KEEP IT FROM LEAVING SITE, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) ACONTRACTOR TO INSTALL TEMPORARY SEDIMENT TRAP AS REQUIRED TO STORE SILT -LADEN RUNOFF AND KEEP IT FROM LEAVING SITE, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) CONTRACTOR TO INSTALL TEMPORARY CONSTRUCTION ENTRANCE AS DIRECTED BY CITY INSPECTOR. 5 (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) a) x 05/22/2015 Cs z z z 0 z w w z 0 z w -J 0 N W 0 w J z w z 0 > z w z w ce UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE (0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. DEMOLITION SCHEDULE REMOVE EXISTING BUILDING AND DISPOSE OF OFFSITE REMOVE EXISTING ASPHALT AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE DRIVEWAY AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE SIDEWALK AND DISPOSE OF OFFSITE DEMOLISH EXISTING CONCRETE AND/OR KEYSTONE WALL AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE CURB AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE PAD AND DISPOSE OF OFFSITE REMOVE EXISTING CB, SD PIPE & APPURTENANCES AND DISPOSE OF OFFSITE REMOVE EXISTING SSMH & APPURTENANCES AND DISPOSE OF OFFSITE REMOVE EXISTING WATER LINE & APPURTENANCES AND DISPOSE OF OFFSITE REMOVE EXISTING TREES AND DISPOSE OF OFFSITE REMOVE EXISTING POWER/TEL & STRUCTURES AND DISPOSE OF OFFSITE REMOVE EXISTING BOLLARDS AND DISPOSE OF OFFSITE REMOVE EXISTING SIGNS AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE ECOLOGY BLOCKS AND DISPOSE OF OFFSITE REMOVE EXISTING FENCE AND DISPOSE OF OFFSITE REMOVE EXISTING GRAVEL AND REUSE AS FILL DURING CONSTRUCTION IF POSSIBLE. REMOVE EXISTING MONITORING WELL AND DISPOSE OF OFFSITE FOLLOWING ALL STATE, FEDERAL AND LOCAL REQUIREMENTS. REMOVE EXISTING TREES AND TREE WELL AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE HANDICAP RAMP AND DISPOSE OF OFFSITE EX. LIGHT POLE TO BE RELOCATED. CONTRACTOR TO COORDINATE WITH CITY SAWCUT LINE �i As%p's EX. WATER as LIMITS OF°3an DEMOLITION a Sp W FOR 2 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NVV1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, WM 4100 CL EX. CURB TO REMAIN EX. WATER rgil ( 0 20 40 80 T.E.S.C. LEGEND DESCRIPTION PROPOSED FILTER FABRIC FENCE LIMITS OF DEMOLITION CATCH BASIN PROTECTION • EX. CURB TO REMAIN EX. WATER o LIMITS OF DEMOLITION SD 0 4- co cr) LIMITS OF DEMOLITION Lai La al I — CO S diva LIMITS OF DEMOLITION • cy • • • • CALL BEFORE YOU DIG: 1-800-424-5555 GENERAL DEMOLMON NOTES: 1. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED PRIOR TO COMMENCING WORK, INCLUDING DEMOLITION AND ANY SEWER CAPPING PERMITS. FIRE PROTECTION DEMOLITION PERMIT IF REQUIRED, IS ISSUED BY FIRE DEPARTMENT. SEPARATE PERMITS ARE REQUIRED FOR EACH BUILDING AS WELL AS SEPARATE SEWER CAPPING PERMIT 2. DISASSEMBLE AND REMOVE INTERIOR OPERATIONAL EQUIPMENT FOR SALVAGE AS DIRECTED BY OWNER 3. DISMANTLE AND DEMOLISH BUILDING STRUCTURES. DEMOLITION DEBRIS AND MATERIALS TO BE STOCKPILED AND DISPOSED OF AT AN APPROVED SITE. FOUNDATIONS BELOW SLAB AND BELOW ADJACENT SURFACES WILL REMAIN. REMOVE ALL STEM WALLS, ANCHOR BOLTS, ETC. TO LEAVE THE AREA FREE FROM ANY PROTRUSIONS (STRUCTURAL OR UTILITY). 4. ANY HAZARDOUS SUBSTANCES AND/OR MATERIALS ENCOUNTERED SHALL BE HANDLED AND DISPOSED OF BY QUALIFIED PERSONNEL ACCORDING TO COUNTY, STATE AND FEDERAL REGULATIONS. 5 ANY ENCOUNTERED UNDERGROUND TANKS, VAULTS. ETC., SHALL BE REMOVED PER COUNTY/STATE REGULATIONS. CRAWL SPACES, TUNNELS, TANK HOLES. ETC., SHALL BE BACKFILLED AND COMPACTED PER SOILS ENGINEERS RECOMMENDATIONS. 6. DISCONNECT ALL POWER, TELEPHONE, GAS FROM BLDG. CONTRACTOR SHALL CONTACT AND COORDINATE WITH THE FIELD ENGINEER AND ANY APPROPRIATE UTILITY COMPANIES ON REQUESTING DISCONNECTION'S, REMOVALS AND/OR RELOCATION OF EXISTING SERVICE. CONTRACTOR SHALL COORDINATE WITH THE OWNERS ENGINEER, AND APPROPRIATE UTILITY PURVEYORS TO VERIFY SERVICE LOCATIONS TO EXISTING BUILDING. CONTRACTOR IS CAUTIONED THAT PERIMETER UTILITIES OUTSIDE OF THE BUILDING ARE TO REMAIN OPERATIONAL. THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR ANY DAMAGES AS A RESULT OF A DISRUPTION OF UTILITY SERVICE ASSOCIATED WITH AND/OR DUE TO HIS ACTIVITIES. 7. PLUG AND CAP ALL EX. FIRE SPRINKLER, DOMESTIC WATER LINES, AND STORM DRAINS AT BLDG. CAP ALL UTILITIES TO THE BUILDING, DISCONNECT ELECTRICAL AND REMOVE ANY WATER METERS AND CAP LINES 8. CONTRACTOR SHALL CONFIRM AND VERIFY WORK SCOPE ITEMS AND BUILDING UTILITY SERVICES TO DEMOLISH WITH THE OWNERS AUTHORIZED REPRESENTATIVE. SPECIAL NOTE CONTRACTOR TO MAINTAIN ALL—WEATHER EMERGENCY VEHICLE ACCESS TO NORTHERN ADJACENT PROPERTY THROUGHOUT THE DURATION OF THE PROJECT. CONTRACTOR TO COORDINATE WITH CITY OF TUKWILA TO DETERMINE LOCATION AND SUITABILITY NOTES: . SEE SHEET C9 FOR EXISTING STRUCTURE TABLE. 2. SEE SHEET C3 FOR T.E.S.C. PLAN 3. ALL EXISTING UTILITIES WITHIN AND ONSITE ALONG TUKWILA INTERNATIONAL BOULEVARD RIGHT OF WAY TO REMAIN UNLESS OTHERWISE NOTED. CONTACT ENGINEER IF CONFLICT EXISTS. REMOVE ALL EXISTING PAVEMENT MARKINGS WITHIN LIMITS OF DISTURBANCE DO NOT REMOVE ANY EXISTING ON —SITE FIRE HYDRANTS, OR ANY FIRE HYDRANTS, WATER LINES, AND/OR WATER METERS WITHIN S. 144TH ST. WITHOUT APPROVAL FROM WATER DISTRICT 125 AND THE FIRE DEPARTMENT TEMPORARY DUST CONTROL MEASURES: THE CONTRACTOR SHALL MAINTAIN A SUFFICIENT NUMBER OF WATER TRUCK 0 17) 14.1 tn —J 0 a. a. a. Ca CN CN co 43 0 CN co cr 5 —J gvitwED FOR PPROVED JUL 27 2015 City of Tukwila ILDING DIVISION THE SITE AND WATER THE GRADED OR GRUBBED SITE AS REQUIRED TO CONTROL DUST. 2. THE CONTRACTOR SHALL CONDUCT HIS OPERATIONS SO THAT ALL EXCAVATION, . RECEIVED EMBANKMENT, AND IMPORTED MATERIAL IS SPRINKLED WITH WATER DURING HIS GRADING OPERATIONS. CITY OF TUKWILA 3. REFER TO THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS. PERMIT CENTER TEMP. EROSION/SEDIMENT CONTROL CALLOUTS A CONTRACTOR TO INSTALL TEMPORARY SILT FENCE (MIRAFI 100X, OR EQUIVALENT) AROUND PERIMETER 1--L1 OF SITE AS REQUIRED TO PREVENT SILT —LADEN RUNOFF FROM LEAVING SITE, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) A CONTRACTOR TO INSTALL TEMPORARY CATCH BASIN PROTECTION AT ALL EXISTING AND PROPOSED CATCH BASINS AS REQUIRED TO PREVENT SILT —LADEN WATER FROM ENTERING STORM DRAINAGE SYSTEM, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) —J 0 0 8 CO 0 CD CI) CD w C‘I CI Es PUYALLUP, WA 98374 15 0 0 a) Checked CHM Dote 11/08/13 .0 o 0 18215 72ND AVENUE CO 6-2 c0 CO I I 11 tn 0 0 rr CO 0 CPHILIPPIDES a) UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. • • B. CB 658 0 15 30 OMM 60 NOTES: 1. REFER TO SHEET C6 FOR STORM DRAINAGE PLAN. 2. REFER TO SHEET C9 FOR EX. UTILITY STRUCTURE DETAILED INFORMATION. 3. ALL ONSITE SIDEWALK TO BE MONOLITHIC CEMENT CONCRETE CURB & SIDEWALK PER WSDOT STD. F-30.10-01 UNLESS OTHERWISE NOTED. 4. WHERE ONSITE CURB IS NOT ADJACENT TO CONCRETE SIDEWALK, CURB SHALL BE 6" EXTRUDED CONC. CURB PER DETAIL, SHEET C9. 5. RETAINING WALLS BY OTHERS. NOTE: WORK WITHIN S. 144TH STREET WILL BE DESIGNED AND CONSTRUCTED UNDER A CITY PROJECT. APPROVAL OF PUBLIC WORKS PERMIT NO. PW 14-0141 FOR S. 144TH WILL ONLY INCLUDE STORM DRAINAGE AS NEEDED FOR TUKWILA VILLAGE (PHASE 2). {:cr111111111�RPl� WI:I:111111N 288.4 M.E • 288.6 M E ± NEW BUILDING E� FF-289.50 monnisof wrarA G AGE ENT igitrEa7". li 7 2:1 MAX RETAINING WALL III GUARDRAIL I III 2:1 MAX 42" GUARDRAIL EX. TREE TO REMAIN 11 , =1' Id O I ill STORM WATER ENTERING TUKWILA VILLAGE PROPERTY FROM THIS PARCEL Lt'lsJONC. WALK WITH HANDRAILS ON TOP ®-OF RETAINING WALL (MAX HT•2.0') ./ MIR Pal GRADING PLAN FOR TUKWILA VILLAGE - PHASE 2 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON PHASE 2 GRADING DETAIL 1"=10' PROPOSED PAVEMENT LEGEND PROPOSED STANDARD ASPHALT PAVEMENT PROPOSED PEDESTRIAN CONCRETE PAVEMENT/PAVERS PROPOSED VEHICULAR CONCRETE PAVEMENT/PAVERS PROPOSED POROUS PEDESTRIAN CONCRETE PAVEMENT/PAVERS PROPOSED POROUS VEHICULAR CONCRETE PAVEMENT/PAVERS NOTES: 1. REFER TO LANDSCAPE PLANS FOR DETAILED PAVEMENT TREATMENT. 2. SEE SHEET C9 FOR PAVEMENT SECTIONS CALL BEFORE YOU DIG: 1-800-424-5555 KEYNOTE LEGEND O V 0 0 SINGLE DIRECTION CURB RAMP PER WSDOT STD. F-40.16-01 CURB RAMP PER CITY OF TUKWILA STD. RS-12 DRIVEWAY PER CITY OF TUKWILA STD. RS-09 CEMENT CONCRETE TRAFFIC CURB & GUTTER PER WSDOT STD. F-10.12-02 ADA COMPLIANT PARKING AREA. GRADE TO NOT EXCEED 2.0% IN ANY DIRECTION REFER TO LANDSCAPE PLANS FOR DETAILED PLAZA DESIGN BOLLARD, TYP. REFER TO LANDSCAPE PLANS FOR DETAIL TRASH COLLECTION AREA oc O N cc w N 0 m a. C.) a V a U I` a Q a 0 a U a 0 0 on N N N, / / / \\ // /NN '\/ / N \ / N /N N /'� �\ N 1 77 _---- --298--- --_ i I ' 1 0 C.) 0 0 0 CO C N CV u) U, ao m d M N 0 z GRADING PLAN CV W a_ cr O S -J REV WED FOR tI ., 'WIDE COMPLIANCE -' APPROVED JUL 2 7 2015 City of Tukwila WELDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER TUKWILA VILLAGE 0 U- DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 U N c C N O _ U z Checked CHM Date 1 1 /08/ 13 18215 72ND AVENUE SOUTH >< lai CNI CNI N N CO CO L • N • CN CD U Z zW Z a Z Z W C0 wW Z w >- w - >� U N 0 U) 0) 0 0 CPHILIPPIDES a; v U Cr) Date/Time:5/1/2015 3:50 PM File:P:\15000s\15255\engineering \Phase 2 Civil Plans \15255—g2.dwg UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE CAD 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. CATCH BASIN TABLE CB #1, TYPE 1 WITH STANDARD GRATE STA = 41+84.25, 9.67 LT RIM = 293.69 IE=289.48 (6" S) IE=289.45 (8" N) CB #2, TYPE 1 WITH STANDARD GRATE STA = 41+21.54, 25.82 LT RIM = 292.63 IE=288.93 (8" S) IE=288.60 (12" N) CB #3, TYPE 1 WITH STANDARD GRATE STA = 40+82.96, 25.83 LT RIM = 292.04 IE=288.66 (8" NW) IE=288.33 (12" S) CB #4, TYPE 2-60" WITH SOLID LOCKING LID STA = 40+98.47, 37.70 LT RIM = 292.20 IE=285.80 (12" W) IE=284.80 (6" S) IE=283.80 (6" N) IE=283.80 (36" E) CB #5, TYPE 2-84" WITH SOLID LOCKING LID STA = 42+76.42, 52.13 LT RIM = 289.50 IE=283.80 (36" E) IE=283.80 (36" N) CB #5A, TYPE 2-72" WITH SOLID LOCKING LID STA = 42+00.42, 62.13 LT RIM = 289.50 IE=283.80 (36" S) IE=283.80 (18" W) CB #5B, TYPE 2-60" WITH SOLID LOCKING LID STA = 42+00.42, 52.13 LT RIM = 289.50 IE=283.80 (36" S) IE=283.80 (18" E) CB #6, TYPE 2-84" WITH SOLID LOCKING LID STA = 42+66.42, 62.13 LT RIM = 289.50 IE=283.80 (36" N) IE=283.80 (36" E) CB #6A, TYPE 2-84" WITH SOLID LOCKING LID STA = 42+66.42, 113.13 LT RIM = 289.50 IE=283.80 (36" W) IE=283.80 (36" N) CB #7, TYPE 2-84" WITH SOLID LOCKING LID STA = 42+76.42, 123.13 LT RIM = 289.50 IE=283.80 (36" W) IE=283.80 (36" N) CATCH BASIN TABLE CB #8, TYPE 2-84" WITH SOLID LOCKING LID STA = 40+98.42, 113.13 LT RIM = 289.50 IE=283.80 (36" W) IE=283.80 (36" S) IE=283.80 (18" E) CB #9, TYPE 2-84" WITH SOLID LOCKING LID & FLOW RESTRICTOR STA = 40+98.42, 123.13 LT RIM = 289.50 IE=283.80 (18" W) IE=283.80 (36" S) IE=283.80 (12" N) CB #10, TYPE 2-48" WITH SOLID LOCKING LID STA = 13+02.13, 4.86 LT RIM = 290.51 IE=283.45 (12" S) IE=283.45 (12" E) CB # 10A, TYPE 2-48" WITH SOLID LOCKING LID STA = 14+36.47, 5.27 LT RIM = 288.46 IE=283.04 (12" W) IE=283.21 (8" N) IE=283.04 (12" E) CB #41, TYPE 2-48" WITH SOLID LOCKING LID CONNECT TO EX. SD STA = 14+81.01, 5.41 LT RIM = 287.71 IE=282.91 (12" N) IE=282.91 (12" W) IE=282.91 (18" S) CB #45, TYPE 2-48" w/ SOLID LOCKING LID STA = 11+80.93, 38.79 RT RIM = 293.80 IE=287.44 (12" S) IE=287.44 (12" N) CB #46, TYPE 1, w/SOLID LOCKING LID STA = 41 +84.26, 4.00 LT RIM = 293.86 IE=289.01 (12" SW) IE=289.01 (12" N) MW#3, MODULAR WETLAND WITH TRAFFIC RATED LID STA = 40+98.42, 25.83 LT RIM = 292.63 IE=288.23 (12" S) IE=288.23 (12" N) IE=286.90 (12" E) 1 III VAIIIPth 11111118 yla IDIL'I;11711 (1,1111,7/ Irsir ita 441 tI iiii num Sp EX. C ='I 50 EX. CB #48 rr=== EX CB N58 45 LF 12" PVC SD 0.30% 134 LF 12" PVC SD 0.30% LF 36" RCP SD 0.00% GARAGE ENTRY STOR DRAINAGE PLAN FOR TUKWILA VILLAGE - PHASE 2 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON :411i1y 31)114311WItit 112 LF 12" D.I. SD 0.31% 4 LF 36" RCP SD © 0.00% 3 LF 36" RCP SD © 0.00% 72 LF 60" RCP SD 0.00% 3 LF 36" RCP 4 LF 36" RCP SD ® 0.00% SD © 0.00% 80 LF 60" RCP SD 0.00% 3 LF 36" RCP 3 LF 36" RCP 3 LF 361 RCP SD ® 0.00% SD 0 0.00% SDf 0- b.00% NEW BUILDING E FF=289.50 60 LF 60" RCP SD 0.00% 2 LF 36" RCP SD0.00% CB 416A 10 LF 18" RCP SD 0.00% 12 LF 12" RCP SD 9.27% 23 LF 12" PVC SD 1.60% 8" PVC ROOF DRAIN 0 1.0% MIN. CB 058 �• 3 LF 36" RCP �r�; SD ®0.00% LF 36" RCP : !ft:," °'�' ' 65 LF 8" PVC SD 0.80% 1.13 SD 0 0.00% III4111.11111b, 2 LF 36" RCP SDI f 0.00% 40 LF 60" RCP ISD 0.00% 56 LF 60" RCP ISD 0.00% 5 LF 36" RCP SD 0.00% 36" RCP SD I c 0.00% 56 LF 60"2 RCPI LFSD 0.00% 64 LF 60"I RCP SD 0.00% SED FI- SS SS d , - II I, :1 '8 STUB 5 FT ONTO ADJACENT PROPERTY IE=289.27 26 LF 12" CPEP SD 1.00% EX. FH NOTE: S. 144TH STREET ROAD IMPROVEMENTS SHOWN ARE CONCEPTUAL ONLY. FINAL ROAD IMPROVEMENTS ARE TO BE DESIGNED AND CONSTRUCTED BY THE CITY OF TUKWILA. WORK WITHIN S. 144TH ST. WILL BE DESIGNED AND CONSTRUCTED UNDER A CITY PROJECT. APPROVAL OF PUBLIC WORKS PERMIT NO. PW14-0141 FOR S. 144TH ST. WILL ONLY INCLUDE STORM DRAINACE AS NEEDED FOR TUKWILA VILLAGE(PHASE 2). 300 295 290 285 280 275 270 265 0 15 30 60 NOTES: 1. REFER TO SHEET C9 FOR MODULAR WETLAND SYSTEM DETAILS. 2. REFER TO SHEET C7 FOR EX. UTILITY STRUCTURE DETAILED INFORMATION. 3. ALL CATCH BASINS SHALL BE MARKED WITH A STAINLESS STEEL DISK THAT READS "NO DUMPING, DRAINS TO STREAM" AS MANUFACTURED BY ALMETEK. W V) E" a c� a 0 0 REV WED FOR ODE CQ►MP IANCE APPROVED 'JUL 2 7 2015 City cf`ukwila WILDING DIVISION PIPE MATERIAL NOTE ALL PVC SD PIPE SHALL BE SDR-35 WHERE PIPE COVER IS > 3'. PVC SD PIPE SHALL BE SDR-21 IN CASES WHERE PIPE COVER IS 3'. -PROPOSED RETAINING -WALL PROPOSED-GRADE-©-� EX -GRADE -PA_ - _ 23 5-Y2-SD-0-1:60% r - T 1-WITH �YP-E-YPE-- I-±- -STANDARd GRATE �3 = 41 +21 54, 255.82_, TYP i-WITH _STA STAN D GRATE -RIM_ 392 fi3 Ik 28t. »3,)_ STA 40 82=36 =25 83'; LT IM--292 n4 IE =-28 �0-(t2" N) IE-288:66-(8-NW) MW#3 IE--288:33-41, -S) MODULAR -WETLAND -WITH TRAEFC RAZED IIn t-5-LF-1-2" S0-0-0:69%- -STA.-=-40+98.42 25:83', IT ROAD '-Rf-LE022 r:2 - -- „ iE-=-286.90-(-12 o -HaRrzOt\TAL: 1 =30 CB ,#1 VERTICAL. 1''- si I TYPq---1-WITH I STANDARD GRATE STA..= 4_L±84_25,_-9 67 PROPOSED GRADE-A't_ - ,_LT RIM-=--293:69-• EX GRADE (L,..= I -AT IE =-289.455(8' N) rri rn N 293.97 293.6 293.89 291.8 293.97 293.60 289.9 292.99 289.4 292.68 286.7 293.09 286.0 293.69 285.1 294.07 285.8 293.82 286.6 293.85 292.3 39+60 40+00 41+00 a 0 a 0 0 a 0 d 0 0 RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER 300 295 290 285 280 275 270 265 42+00 42+20 CO a1 0 U N CV W a Cl) J I W I a w z fra u_ J Q 0 > M Q a J co 0 C 0 O x DEVELOPMENT ASSOCIATES, LLC 0 tII 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 05/22/2015 ' 0 0 a> C 0 C 0 0 Ch Do 18215 72ND AVENUE SOUTH x CN CV N 00 CO 00 I I N N N N N t tn N -La C, Z zW gN a. -I z zw • 0 5 Lai w Z ^ 5 wr w - V 0) CPHILIPPIDES a) 0 0 l! 1 Date/Time:5/ 1 /2015 3:50 PM File:P:\15000s\15255\engineering \Phase 2 Civil Plans\15255—m2.dwg UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. • 295 290 285 280 275 270 SS 4 Il.r Jq rccr 3 LF 36" RCP SQ / 0.00% SD @ /6.00% 72 L7�60" CP SD 0 0.00% -72-CF 60" RCP SD 0 0.00% 3 LF 36" RCP --SDI 0.00% STORM DRAINAGE NOTES AND DETAILS SS FOR TUKWILA VILLAGE - PHASE 2 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON SS / SS 60" RCP SD ® 0.00% 3 LF 36" RCP SD © 0.00% F-'38"-RCP SD 0 0.00% 72 LF 60" RCP SD 0 0.00% PROPOSED BULDING E 56 LF FFE=289.50\ 2 LF 36" RCP .F 60" RCP SD 0 0.00% SD 0.00% CB IIa5A 10 LF 18" RCP SI\ 0 0.00% SS 2 LF 36" RCP SD 0 0.00% 2 LF 36" RCP SD © 0.00% BUILDING E DETENTION SYSTEM PLAN 1 "=20' CP SS 0 Vi SS ROUND SOLID COVER MARKER "DRAIN" W/ LOCKING BOLTS. UNLESS OTHERWISED APPROVED BY ENGINEER FRAME AND LADDER OR STEPS OFFSET. SEE PLAN SHEET. FRAME Sc GRATE ELEVATION PER PLANS RIM=289.50 SOLID ROD 20011 CAPACITY OVERFLOW ELEVATION TO PROVIDE DETENTION EL=288.10 6" ELBOW, IE=287.30 ORIFICE DIA=2-1 /4", SEE DETAIL THIS SHEET. PIPE SUPPORT Yy STD GALV. STEEL OR ALUMINUM LADDER/STEPS CLEANOUT GATE A) SHEAR GATE, IRON BODY BRONZE MTD. OLYMPIC FDY. STD. 0 B) LEFT GATE, CASCADELG, CULVERT INC. OR C) OTHER DEVICE APPROVED BY ENGINEER INVERT EL=283.80 12" OUTLET PIPE RESTRICTOR PLATE W/ DRILLED ORIFICE DIA=2" a N 84" 0 N z 36" CALL BEFORE YOU DIG: 1-800-424-5555 INVERT EL=283.80 W 0 z w 0 c.) 0 c: w a 0 L.) N w U) 0 in z 0 z 0 0 0 a W 0 In a 0 a 0 0 0 0. Q a 0 a 0 a 0 . 0 C.) O 0 O 0 O m 1.2 oho M NN 0 M N 0 z CV co ct� _ wa a_ Q � I W � Q °C a z LPL CC CO I— , J CO 0 NOTES: 1) PIPE SIZES Sc SLOPES, SEE PLANS. 2 OUTLET CAPACITY NOT LESS THAN COMBINED INLETS 3) METAL PARTS: A) CORROSION RESISTANT OR GAL— VANIZED OR ALUMINIZED TYPE II, B) IF GALVANIZED STEEL PIPE, HAVE ASPHALT TREATMENT I. 4) FRAME & LADDER OR STEPS OFFSET SO: A) CLEANOUT GATE IS VISIBLE FROM TOP. B) CLIMBDOWN SPACE IS CLEAR OF RISER Sc CLEANOUT GATE. C) FRAME IS CLEAR OF CURB. 5) STRUCTURE SHALL BE A TYPE II CATCH BASIN MINIMUM. FLOW CONTROL MANHOLE DETAIL - CB 4t9 NOT TO SCALE NOTE: DETENTION SYSTEM SHALL BE CONSTRUCTED IN ACCORDANCE WITH KING COUNTY SWDM SECTION 5.3.2 cWO NIP-TZOGARAGJENTRY — - GARAGE EL 0-PIPE- -FLOOR . - RCP-SI©TOm.0 EX. GRADE- ,� 3IP' -R -LF 36" RCP-SD-®-0-.00% - 72-LF-60"-RCP-SD-®-0,00% i 2-L 36 P SD-I�0:00 0 —A� . 285 280 '41 ,,.�.� r r/ 2-LF 36- RCP �,�/�'` r ,/./ .. ���' -SD 0 00% `/�`^i/jdo. .I r" .G ! 1f i�7747.0 � /71%' � �rT �`/ 7/�. yer„, j / � a E /' / f� �i,/. / :f / �%���i�%/2 �� . , r jf,!!' 4 f c6�����,/t� / ..' / aimy. � � � � 4,.//,J/-/�T// j r — — �� / / l/ a a.I /i � % ��5-4,,,..cfro,..„ '1�,�! 'J' .I, F .%-4,_,,,_,A,,,,,. ilfii /i l iii�,. 'r r _ s• � rf _ f.pr/ J / .: , , , �. zioivixf rr ei.; / i :,f" ��-,,,r,.:, � � �, 1. ///� , 1, / � , .����i/ a' i? / , l /��,, , � t .�`, _ � � 1, ! �o / �������������������j�������������������.rCd/.A1�IO������������������������{dC�������������s'/������� / r i f � o/ ./ � �' //,/� / /.i / ////i �� �. �♦ � � /�//��� �, ..,�� �s i s% / o /04.5fAW-feZzAr 4 RCP CAD 0.00% 2 LF-36—SD—© 0.00% 2 LF 36" RCP—SD—s 0:00% ,.F-36" —SD — — — " 2 LF 36" So q o 00% F-3G"—RCP—SD—@ O:00% 2-L' 36" SD 0.00% 2—LF36" SD i.00'a 2 LF_3 T��� 00 _ 70-t36"-R P-SD-I� D:00%B #8E�-84'�MITH • -36-RCS-SDI 00 CB-#5; TYPE 2"84' WITH i� 3_L �F ,Sb RCP-Si�� U.0 SO ID-LO t G-LID 12-LF-12" RC' -- SD@ 9.27% -- . CB-#6, TYPE 2-84" WIT R M=289:50 CB #5B TaIP_E 2-60"_WIT •L -MW#3, 1R 0-(36=W) ' „ �. I►'� /.. "1"WITH- "TICEE KTI 2=6t WIITH SOLID LOCKING -LID IE =-283.80 (36 E) -MOQULAR WJ<TIAND -TRAFFIC-RATED-LID- WITH -IE = 2 0 (36" S) • ■ . . , em RIM 289.50 1E = 283.80-(36 -N) R1M- 289.54G�Q- " - - YST - - - E - IE=-283.80�- " 36" N) -RIM-=-292.63 --IE = 288=23 -IE -=�88:23-(12" fE = 283 0 (18 E D _ F IE = 283:80 (36" S)- 1O LEf8"-SD-0-0.00% qB-#6A, TE 2-84-WITH IE = 2S3Sa(36-E) IE 2 3.80-118" E) (12" S) Tar E-2-8 "WITH H. " 6-) IE-=-283:80-(36" S) = -T1'=,9 -CB-#5A, PE-272 SOLID LOCKING LID N) -CB-#4, TYPE-2-60WITH -CB-#9, - IE-=-286,90- SOLID LOCKING R M-= 289:50--4- SOLID LOOKING -L- e' S) W) (12-E) -LID 3�0_08" ) -C -#t-TYPE 2=84 ,� WITH MI 1-- 89 r,1 RIM-2 MO 8L-FLOW R STRICTOR -EXISTING-GRADE- __ 1 - 85.80412:" W) RIM-289.50 @-PIP 1E-=-283. 0 (36" "-W).___ _ _ I =--283.80 (-36 N) ' yc)L1D-LOCKING-L-I15 0-087 tE 8 80 (6"-S)J 1E =-283:8011 _GARAGE FLOOR ELEV 0 PIPE RIM=289:50 IE_=-283 - IE-=- 83.80 (& -N) IE = 283.80-(-6" S) IE - 283 80 (36" W) 1E--283.80-(36" E) IE =-283: i0-(-12" N) IE -= 281.80 (18" p4- 270 Lci 00 N N C co N N (0� CO N ^ d' �o a0 N N t.D LC) 0) aD N N 289.63 285.1 ,� c0 �• 4 00 N N 289.50 284.9 289.50 285.0 289.50 285.3 289.50 285.7 289.50 286.0 ,!') a; co co N N 289.50 288.0 289.50 288.1 i 289.50 287.8 ,� tT co. w o0 N N 289.50 288.1 289.50 287.6 289.50 287.0 N co co N N 289.50 286.1 289.50 9+80 10+00 11+00 12+00 13+00 14+00 14+30 12" MIN RISER REMOVABLE WATER -TIGHT COUPLING OF FLANGE PLATE WELDED TO ELBOW WITH ORIFICE AS SPECIFIED FLOW RESTRICTOR ELBOW DETAIL NOT TO SCALE NOTE: S. 144TH STREET ROAD IMPROVEMENTS SHOWN ARE CONCEPTUAL ONLY. FINAL ROAD IMPROVEMENTS ARE TO BE DESIGNED AND CONSTRUCTED BY THE CITY OF TUKWILA. WORK WITHIN S. 144TH ST. WILL BE DESIGNED AND CONSTRUCTED UNDER A CITY PROJECT. APPROVAL OF PUBLIC WORKS PERMIT NO. PW14-0141 FOR S. 144TH ST. WILL ONLY INCLUDE STORM DRAINACE AS NEEDED FOR TUKWILA VILLAGE(PHASE 2). REVIEWED FOR cQDE COMPLIANCE APPROVED v JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER TUKWILA VILLAGE LL DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 0 C 0 0 s O W 0 z 0 0 W 0 z a 0 0 a, a) C a, .n a) 0 0 U) 0 C 0 O Checked CHM 0 0 0. Dote 11 /08/ 13 18215 72ND AVENUE SOUTH Job Number to to t) U) 0) a) X CPHILIPPIDES 0 N UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. EROSION AND SEDIMENT CONTROL NOTES: 1. APPROVAL OF THIS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.). 2. THE IMPLEMENTATION OF THESE TESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/TESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF SURVEY TAPE (OR FENCING, IF REQUIRED) PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/TESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 4. THE TESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND GRADING SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES IS MINIMIZED. 5. THE TESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS (E.G., ADDITIONAL SUMP PUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.). 6. THE TESC FACILITIES SHALL . BE INSPECTED DAILY BY THE APPLICANT/TESC SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS OF THE TESC FACILITIES DURING THE WET SEASON (OCT. 1 TO MARCH 31) AND OF MONTHLY REVIEWS DURING THE DRY SEASON (APRIL 1 TO SEPTEMBER 30). 7. ANY AREA OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED TESC METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.). 8. ANY AREA NEEDING TESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 9. THE TESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS FOLLOWING A STORM EVENT. 10. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 12. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST ONE FOOT ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 13. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 INCHES. SEEDING NOTES 1. SEED MIXTURE SHALL BE EROSION CONTROL SEED MIXTURE, AND SHALL BE APPLIED AT THE RATE OF 120 POUNDS PER ACRE. 2. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO FOSTER AND PROTECT THE ROOT STRUCTURE. 3. FOR SEED BEDS PLANTED BETWEEN OCTOBER 31 AND APRIL 30, ARMORING OF THE SEED BED WILL BE NECESSARY (E.G., GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING). 4. BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DIKES, SWALES, LEVEL SPREADER, AND SEDIMENT BASINS. 5. THE SEED BED SHALL BE FIRM WITH A FAIRLY FINE SURFACE, FOLLOWING SURFACE ROUGHENING. PERFORM ALL OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPE. 6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS' RECOMMENDATIONS. AMOUNTS USED SHOULD BE MINIMIZED, ESPECIALLY ADJACENT TO WATER BODIES AND WETLANDS. SEED MIXTURE FOR EROSION CONTROL NAM PROPORTIONS BY PERCENT PURITY PERCENT WEIGHT GERMINATION REDTOP (AGROSTIS ALBA) 10 PERCENT 92 90 ANNUAL RYE (LOLIUM MULTIFLORUM) 40 PERCENT 98 90 CHEWING FESCUE (FESTUCA RUBRA COMMUTATA)(JAMESTOWN, BANNER, SHODOW, OR KOKET) 40 PERCENT 97 80 WHITE DUTCH CLOVER (TRIFOLIUM REPENS) 10 PERCENT 96 90 NOTES 1. SEE WSDOT STANDARD SPECIFICATIONS SECTION 7-08.3(3) FOR PIPE ZONE BACKFILL. 2. SEE WSDOT STANDARD SPECIFICATIONS SECTION 9-03.12(3) FOR GRAVEL BACKFILL FOR PIPE ZONE BEDDING 3. SEE WSDOT STANDARD SPECIFICATIONS SECTION 2-09.4 FOR MEASUREMENT OF TRENCH WIDTH. RIP RAP SPECIFICATIONS ALL RIP RAP PADS SHALL BE 7' WIDE X 8' LONG X 1' DEEP, USING THE GRADATION SPECIFIED BELOW: RIP RAP SHALL BE IN ACCORDANCE WITH SECTION 9-1 STANDARD SPECIFICATIONS. RIP RAP TO BE REASONABLY WELL GRADED WITH ROCK PASSING 8 INCH SQUARE SIEVE 100% OR PASSING 6 INCH SQUARE SIEVE 40-60% OR PASSING 2 INCH SQUARE SIEVE 0-10% OR 3.1 OF THE WSDOT/APWA GRADATION AS FOLLOWS: MAXIMUM STONE SIZE 8" MEDIUM STONE SIZE 6" MINIMUM STONE SIZE 2" STOCKPILES 1 INSTALL BIO BERM OR SEDIMENT FENCING/BARRIERS AT TOE OF SLOPE. 2 STOCK PILES ON SITE SHALL BE COVERED WITH POLYETHYLENE PLASTIC SHEETING 6 MIL MINIMUM THICKNESS. 3 COVERING SHALL BE INSTALLED AND MAINTAINED TIGHTLY IN PLACE BY USING SANDBAGS ON ROPES WITH A MAXIMUM 10' GRID SPACING IN ALL DIRECTIONS. ALL SEAMS SHALL BE TAPED OR WEIGHTED DOWN FULL LENGTH AND THERE SHALL BE AT LEAST A 12" OVERLAP OF ALL SEAMS. FOR SEAMS PARALLEL TO THE SLOPE CONTOUR, THE UPHILL SHEET SHALL OVERLAP THE DOWNHILL SHEET. NO RUNOFF SHALL BE ALLOWED TO RUN UNDER THE PLASTIC COVERING. 4 CONSTRUCTION MATERIALS CONTAINING TOXIC CONTAMINANTS SHALL NOT BE STORED WITHIN 25 FEET OF ANY STORM DRAIN INLET STRUCTURE OR DESIGNATED PROTECTED AREA. 5 DEBRIS, WASTE AND GARBAGE PILES SHALL NOT BE PLACED WITHIN 25 FEET OF ANY STORM DRAIN INLET STRUCTURE OR DESIGNATED PROTECTED AREA. 6 LOCATION OF CONSTRUCTION MATERIAL STORAGE AREAS AND DEBRIS, WASTE AND GARBAGE PILE AREAS SHALL BE PROVIDED BY THE CONTRACTOR AT THE TIME OF THE INITIAL ESC CONTROL INSPECTION. FOR ILAVI ___ I... - 2 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & FILTER FABRIC FENCE INSTALLATION NOTES: NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. 2. 3. 4. 5. 6. 7. 8. 9. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6-INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. THE TRENCH SHALL BE BACKFILLED WITH 3/4-INCH MINIMUM DIAMETER WASHED GRAVEL. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 2"x2"x14 GA. WELDED WIRE FABRIC OR EQUAL STAPLES OR WIRE RINGS (TYP) FILTER FABRIC MATERIAL MIRAFI 100 X OR EQUAL 2"x4" DOUG. FIR AT 4' O.C. { 1 0° °° O o ° O I o° o O°° O° 1 1° °O°°° 0O°0° 1 O0°0 o°°°O°O ° 1 hI cI--I - =1I �I I I-III-III=I I I=� 1 „1411„„III,;,III,;,II I; III, ,III,;,I I I,;,I II,;,I II' ; V V ELEVATION V 2"x4" DOUG. FIR OR EQUAL FILTER FABRIC MATERIAL- 2"x2"x 14 GA. W.W.F. 3/4"-1 1/2" WASHED ROCK OR PEA GRAVEL. 6"x6" TRENCH 2" EXCESS OVERLAP -I I- 6" MIN 11111 =III=►ii_i r1-17 I °0 ° 0 00 :IIIIIIIIIIIII co ---IICIIInIPIi,;,lII4If, q; 6"x6" TRENCH CO CITY OF TUKWILA, KING COUNTY, WASHINGTON NOTES: 1. PLACE 1' OF 3/4"-1 1/2" WASHED ROCK OR PEA GRAVEL ON BOTH SIDES OF FENCE TO CREATE A BEVEL SHAPE. 2. FABRIC SHALL COVER BOTTOM OF 6"x6" TRENCH AND EXTEND BEYOND THE LIMITS OF THE GRAVEL IN ORDER TO MAINTAIN AN EXCESS OVERLAP OF 2" MINIMUM AS SHOWN IN TYPICAL CROSS-SECTION. TYPICAL CROSS SECTION FILTER FABRIC SILT FENCE DETAIL NOT TO SCALE STABILIZED CONSTRUCTION ENTRANCE 1 ESTABLISHED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT INTO PUBLIC RIGHT OF WAY. 2 ADDITIONAL GRAVEL SHALL BE ADDED PERIODICALLY, IF NECESSARY, TO MAINTAIN PROPER FUNCTION OF THE PAD. 3 IF THE GRAVEL PAD DOES NOT ADEQUATELY REMOVE DIRT AND MUD FROM VEHICLE WHEELS SUCH THAT MUD AND DIRT TRACKING IS EVIDENT OFF SITE, ADDITIONAL MEASURES MUST BE TAKEN. SUCH MEASURES MAY INCLUDE HOSING OFF WHEELS BEFORE VEHICLES LEAVE THE SITE OR OTHER CONSTRUCTION TECHNIQUES/WORK OPERATION MODIFICATIONS. WHEEL WASHING SHOULD BE DONE ON THE GRAVEL PAD AND WASH WATER SHOULD DRAIN THROUGH A SILT -TRAPPING STRUCTURE PRIOR TO LEAVING THE CONSTRUCTION SITE. 4 REFER TO DETAIL 3 ON THIS SHEET FOR MORE INFORMATION. 20' MIN RADIUS CLEAN PIT RUN OR 2"-0 GRAVEL SUBGRADE GEOTEXTILE, AS REQUIRED PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA STABILIZED CONSTRUCTION ENTRANCE NOT TO SCALE NOTICE BOARD CONSTRUCTION SPECIFICATIONS: THE NOTICE BOARD SHALL BE CONSTRUCTED WITH 4' X 4' X 1/2" PLYWOOD, EXTERIOR GRADE, GOOD SURFACE ONE SIDE. PROFESSIONALLY PREPARED PLASTIC BOARD OVERLAYS, PERMANENTLY AFFIXED TO THE BOARD ARE PERMISSIBLE. THE NOTICE BOARD SHALL DISPLAY THE INFORMATION AS SHOWN IN THE FIGURE ON PAGE TWO AND AS SPECIFIED AT THE PRE -CONSTRUCTION MEETING. NOTICE BOARDS MAY BE REUSED, BUT THEY MUST BE CLEAN AND SHOW NO EVIDENCE OF FORMER WORDING. 1. LETTERING STYLE 2. LETTERING SIZE 3. LETTERING 4. BACKGROUND COLOR 5. LOGO HELVETICA OR SIMILAR TYPEFACE TITLE SHOULD BE 3" CAPITAL LETTERS (NOTICE OF PROPOSED CONSTRUCTION ACTIVITY). OTHER LETTERS SHOULD BE 2" LETTERS AND THE 'EMERGENCY' TEXT AND PHONE MAY BE 1-1/2" LETTERS. SEE ILLUSTRATION ON PAGE TWO FOR USE OF CAPITAL AND LOWERCASE LETTERS. THE SIZE OF THE COUNTY LOGO WITH DDES ADDRESS (LETTERING HEIGHT 1") SHALL FIT THE AVAILABLE SPACE AS SHOWN. BORDER AREA AND LINES OF TEXT SHALL BE EVENLY SPACED TO APPROXIMATE THE SAMPLE SHOWN. BLACK (PERMANENT INK OR SILK-SCREEN) WHITE KING COUNTY EMBLEM, IN BLACK THE APPLICANT/DEVELOPER SHALL ERECT THE NOTICE BOARD BY SOLIDLY SETTING TWO 4" X 4" POSTS TO 12 TO 24 INCHES INTO THE GROUND; OR STRUCTURALLY ATTACHING IT TO AN EXISTING BUILDING. POST LENGTH SHALL BE AT LEAST 7 FEET ABOVE THE GROUND. TWO 2" X 4" DIAGONAL BRACES SHOULD BE NAILED TO THE INSIDE BACK OF THE POSTS AND STAKED AT THE GROUND TO PROVIDE STABILITY AGAINST WIND OR SOFT SOIL CONDITIONS IF POSTS ARE LESS THAN 24 INCHES INTO THE GROUND. THE NOTICE BOARD SHALL BE ATTACHED TO THE POSTS WITH FOUR LAG BOLTS AND WASHERS (3/8-INCH DIAMETER AND 3" LONG). NOTICE BOARD LOCATION: THE NOTICE BOARD SHALL BE LOCATED: •AT THE MIDPOINT ON THE SITE STREET FRONTAGE OR AS OTHERWISE DIRECTED BY DDES STAFF TO MAXIMIZE VISIBILITY. • AT A LOCATION 5 FEET INSIDE THE STREET PROPERTY LINE; A NOTICE BOARD STRUCTURALLY ATTACHED TO AN EXISTING BUILDING SHALL BE EXEMPT FROM THE SETBACK PROVISIONS, PROVIDED THAT THE NOTICE BOARD IS LOCATED NOT MORE THAN 5 FEET FROM THE PROPERTY LINE WITHOUT APPROVAL FROM DDES STAFF. •SO THAT THE TOP OF THE NOTICE BOARD IS BETWEEN 7 TO 9 FEET ABOVE GRADE. • SO THAT IT IS TOTALLY VISIBLE TO PEDESTRIANS. MAINTENANCE AND REMOVAL OF NOTICE BOARD: THE APPLICANT/DEVELOPER SHALL MAINTAIN THE NOTICE BOARD IN GOOD CONDITION THROUGHOUT THE SITE IMPROVEMENT CONSTRUCTION PERIOD, WHICH SHALL EXTEND THROUGH THE TIME OF FINAL CONSTRUCTION APPROVAL BY KING COUNTY DDES OR ITS SUCCESSOR AGENCY OR JURISDICTION. THE NOTICE BOARD SHALL BE REMOVED WITHIN 14 DAYS AFTER FINAL CONSTRUCTION APPROVAL. EARLY REMOVAL OF THE NOTICE BOARD MAY RESULT IN ENFORCEMENT ACTIONS AUTHORIZED UNDER KING COUNTY CODE, TITLE 23 AND MAY DELAY FINAL CONSTRUCTION APPROVAL. TEMPORARY CONSTRUCTION NOTICE SIGN NOT TO SCALE CATCH BASIN INSERT MAINTENANCE STANDARDS 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON SITE OR HAULED OFF SITE. 2. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 3. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASINS PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOR RESULT IN EROSION OF SLOPES. GRATE FILTERED WATER CATCH BASIN CATCH BASIN INLET FILTER NOT TO SCALE STANDARD STRENGTH FILTER FABRIC CALL BEFORE YOU DIG: 1-800-424-5555 REVISED PER CITY COMMENTS MEP COORDINATION/BID C .5 a 0 a 0 a 0 0. a 0 a 0 a 0 0 0 0 0 0 IL, N CV r7 N 0 z CO J w 0 0 z co 0 cc 0 U- PEV3WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 22 2015 PERMIT CENTER TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 ai 0 U N IAIL/pA E WASA,, <p •• 0 tic 38375 �c O / S T E.���G� NA L 0 C 0 0 'm05/22/2015 L x LU 0 z 0 z 0 N 0 C 2 0 2 0 0 U a) 0 a) 0 as Q CO 0 0 18215 72ND AVENUE N r+) O 00 rn a 1- z X N CO co CO I I n C) N U') LC) rn Lv z5 zce zW N oz Z w o z� c Z Ww Z� az w > w _- o Urn cn CPHILIPPIDES 7. ai 0 U UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. 6" WIDE STEEL TROWEL FINISH FLOWLINE OF CONCRETE SWALE 4" (MIN.) COMPACTED DEPTH AGGREGATE BASE (95% COMPACTED) FOR ILA , IL 2 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON PROJECT NAME SITE SPECIFIC DATA TUKWILA ONSITE PROJECT LOCATION .STRUCTURE ID TRF 1 TMENT REQUIRED VOLUME BASED. (CO FLAW BASED(CES) O. 08 :TREATMENT HGL AVAILABLE. (ET) PEAK BYPASS REQUIRED (CF. S,} -- IFAPPLICABLE_ D 70 PIPE DATA: L E. MATERIAL_ DIAMETER !NLLT PIPE 28823 PVC: 12 INLET PIPE 2. 23523 PVC 12'" OUTLET PIPE 286.90 PVC 12"' PRt I/lEATi1-fENT 810f7L77ATION: DISCHARGE: RIM ELEVATION SURFACE LOAD 292.`63 H2O IN -DIRECT .29263 1420 IN DIRECT 292 63 EE20 • IN DIRECT; FRAME er COVER 3e" X. 35' WETLANOMFLL4 VOLUME (CY; 30" N/A To 'WETLANDMEL3IA DWVERY'METNOD TOP. 'ORIFICE SIZE (DIA.: JNCHES). MAX/MUM.P(CK WEIGK (LBS). TBO:....... T812 NOTES:: INSTALLATION` NOTES' ;CONTRACTOR TO:PRO'ALL LA80R, EQUIPMENT, MATERIALS:AND: INCIDENTALS REQUIRED:: TO tOFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE `WITH THIS DRAWING AND THE: MANUFACTURERS:;SPECIFICATIONS; UNLESS` OTHERWISE STATED 1N. MANUFACTURERS 'CONTRACT'' 2. :UNIT MUST BE INSTALLED ON LEVEL BASE MANUFACTURER RECOMMENDS A': MINIMUM 6" •LEVEL ROCK BASE ::UNLESSPECIFIED.: BY THE PROJECT ENGINEER.: CONTRACTOR IS% RESPONSIBLE TO' :VERIFY PROJECT ENGINEERS RECOMMENDED 84SE:SPECIFIICATIONS.. ALL PIPES MUST BE FLUSH WITH IN5'IDE SURFACE' OF CONCRETE.. (PIPES CANNOT:: INTRUDE BEYOND FLUSH). INVERT`OF OUTFLOW PIPE'' MUST -'BE FLUSH WITH 'DISCHARGE: CHAMBER FLOG ALL GAPS: AROUND PIPES., SHALL -.OE BESEALED WATER: rIGIIT WITH A NON SHRINK. GROUT .PER MANUFACTURERS:STANDARD CONNECTION. DETAIL:. AND... SHALL. MEETO EXCEED REGIONAL.. PIPE `CONNECTION .STANDARDS, ._ .... 4 CONTRACTOR TO'SUPPLYAND INSTALL ALL EXTERNAL.. CONNECTING :PIPES 5: CONTRACTOR. RESPONSIBLE' FOR INSTALLATION OF ALL RISERS, MANHOLES, AND HATCHES CONTRACTOR T+O GROUT;ALL MANHOLES' AND` HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED: OTHERWISE 6, DRIP OR SPRAY`1RRIGAI7ON REQUIRED ON ALL UNITS WITH` -VEGETATION: GENERALNOTES I. MANUFACTURER TO•PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED, 2 F I BJ - :' ALL. DIMENSIONS ELEVATIIONS . SPECI ICAT(ONS ANO:CAPAC FIES.ARE 5U ECT.T.0 CHANGE: FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS WEIGHTS AND ACCESSORIES PLEASE' CONT,QCT MANUFACTURER PATENTED PERIMETER .. VOID AREA 1 WERANDMEDIA- BED VERTICAL, UNDERORAIN: MANIFOLD. �^ r w f DRAIN DOWN LINED' PLAN VIEW 8' 0" 9' 0" ELEVATION VIEW OUTLET PIPE SEE NOTES PRE -FILTER CARTRIDGE -INLET PIPE SEE NOTES WI AT RYPA;•qs 29025: 28823 IE IN: 12" PVC ROCK LAYER TO. PREVENT SCOURING. 'IV WE, 4'-0" LEFT END VIEW. 8/Of7LTRATIC( CA /HATCH 2910 rC/RIM FLOW CONTROL RISER 286.90 1E OUT 12" PVC`. RIGHT END VIEW PRETREATMENT/DISCHARGE TREATMENT FLOW .(CF5) OPERAPNG HEAD (FT) PRETREATMENT LOADING RATE (GPM/SF) WETLAND MEDIA LOADING . RATE (GPM/SF) 0.115� 3.4 TBD 1.0 TxE PRWUCr OESCRLBED..tL4Y: BE 1W1ECTED Br ORE 0R MOPE OP THE E) LtoWwc r s PATENS.:: 7,425262- Z470.562 9.674,378,; 8,30,at& REG71W fORPA,N., PATENTS ORri>T PATENIS,PE? AO PROPRIETARY AND CONFIDENT/AL;: TIE INIVN iANAN COR74/NE) IN THIS DRAWING IS THE SOLE PPORLRTr 'Or MODL)UIR :WE7fm0S s S'TEkS ANY R 1'ROtWfl4N IN, PART.OP AS .A 14NO WRL1Of7T THE MIRY A&DVA_'AR NE7LANOS.SS5TEN215•PRLNI7.BITED,: ors b.. IJ is a R .•""Th x `_ 't 45461: a crd;'!7 .AN 1vY - -8}-U _V 5TJRMWATER BI FILTRA'TlON SYSTEM STANDARD DETAIL MODULAR WETLAND #3 DETAIL NOT TO SCALE MIN. \ NOTE: INSTALL EXPANSION JOINTS ® 20'-0" O.C. MAX. 12" MIN. (95% COMPACTED) COMPACTED SUBGRADE OR STRUCTURAL FILL MATERIAL COMPACTED AND PLACED IN ACCORDANCE W/ SOILS ENGINEER'S RECOMMENDATIONS CONCRETE SWALE DETAIL NOT TO SCALE 3" COMPACTED DEPTH CLASS 'B' A.C. PAVEMENT 2" COMPACTED DEPTH 5/8" CRUSHED SURFACING TOP COURSE 4" COMPACTED DEPTH 1-1/4" CRUSHED SURFACING BASE COURSE /////////////////// 000 Op00 0 000 08o o 0 00� 0 00 O n nn non atop op 00 o • 12" SUBGRADE COMPACTED TO 95% HEAVY DUTY ASPHALT PAVING SECTION PER GEOTECHNICAL REPORT BY ASSOCIATED EARTH SCIENCES DATED 3/18/13 12"- 2" W 4" COMPACTED DEPTH - PERMEABLE A.C. PAVEM 3 L,uMrrlk,icu ucrin CHOKER COURSE 8" COMPACTED DEPTH SHED RAILROAD BALLAST Mo•oeoeoeoao•o•••o•o0o$oaio•oa i!►111VO*CAD O OHO O* - c_, o c� 12" SUEGRADE COMPACTED TO 95% PARKING AREA PERMEABLE PAVING SECTION PER GEOTECHNICAL REPORT BY ASSOCIATED EARTH SCIENCES DATED 3/18/13 9„ 7" ASPHALT 6° EXTRUDED CONCRETE CURB DETAIL NOT TO SCALE CALL BEFORE YOU DIG: 1-800-424-5555 EX. STRUCTURE TABLE NAME TYPE RIM INVERT 1 INVERT 2 INVERT 3 INVERT 4 INVERT 5 CB! CB (SOLID) 288.01 6" ADS SW=284.96' 8" ADS W=284.59' CB2 CB (SOLLID) 300.58 12" ADS N=296.58' 12" ADS S=296.58' CB3 CB (SOLLID) 301.11 18" ADS N=296.91' 18" ADS S=296.91' 12" 0/ W=29Z91' CB4 CB (SOLLID) 302.06 CB5 CB (SOLLID) 304.04 UNABLE TO OPEN CB6 CB (SOLLID) 304.24 12" ADS N=300.92' 12" ADS SE=300.92' 12" ADS W=300.93' 6" PVC W=300.94' 6" PVC W=300.94' CB7 CB (SOLID) 303.15 8" DI NW=300.7' 12" ADS E=299.8' 8" DI SW=299.85' CB8 CB (SOLLID) 310.64 12" ADS E=30Z29' 8" PVC W=30Z79' 8" DI S=30Z39' 8" ADS NW=30Z84' CB9 CB (SOLLID) 305.90 18" ADS N=301.6' 12" ADS S=302.25' 12" DI SW=303.05' CB10 CB (STD) 290.92 FULL OF DIRT CB11 CB (STD) 288.08 8" DI E=286.48' CB12 CB (STD) 28Z 16 c CB13 CB (STD) 286.70 12" CMP S=284.92' 8" CUP NE=285.1' c CB14 CB (STD) 287.76 E - C815 CB (STD) 286.77 12" CMP N=284.98' 12" CMP S=284.94' CB16 CB (STD) 289.88 12" ADS N=286.48' 12" ADS S=286.48' c CB17 CB (STD) 287.95 12" ADS N=284.12' 12" ADS S=284.12' 8" ADS E=284.25' - CB18 CB (STD) 285.33 24" ADS N=280.58' 24" ADS S=280.58' i CB19 CB (STD) 283.95 24" ADS N=279.3' 24' ADS S=279.3' - CB20 CB (STD) 288.91 12" ADS E=286.56' 12" ADS W=286.56' c CB21 CB (STD) 289.15 12" ADS S=286.18' - CB22 CB (STD) 288.48 CB23 CB (STD) 286.64 12" ADS SE=283.41' 12" ADS W=283.41' 6" PVC SW=284.12' c CB24 CB (STD) 287.01 12" ADS NW=282.09' 24" ADS N=282.09' 18" ADS SW=283.01' = CB25 CB (STD) 293.91 12" ADS N=290.49' 12" ADS S=290.49' , CB26 CB (STD) 290.17 18" ADS N=286.39' 18" ADS S=286.42' 8" ADS W=286.47' tu CB27 CB (STD) 29214 18" ADS N=288.34' 18" ADS S=288.34' 12" ADS NW=288.44' CB28 CB (STD) 299.11 12" ADS N=295.66' 12" ADS S=295.66' CB29 CB (STD) 29Z02 12" ADS N=293.52' 12" ADS 5=293.52' 12" ADS E=293.62' C830 CB (STD) 301.93 8" CONC N=295.22' 8" CONC S=295.28' 8" CONC W=295.58' CB31 CB (STD) 298.34 18" ADS N=294.44' 18" ADS S=294.44' 12" ADS W=294.99' CB32 CB (STD) 294.27 18" ADS N=290.82' 18" ADS S=290.82' 12" ADS SW=290.97' CB33 CB (STD) 303.32 8" DI SE=301.02' 12" DI NW=301.02' CB34 CB (STD) 302.41 18" ADS N=299.06' 18" ADS SE=299.06' 12" ADS W=299.53' CB35 CB (STD) 309.92 12" ADS N=306.47' 12" ADS S=306.47' 12" ADS W=306.47' CB36 CB (STD) 307.39 12" ADS N=304.01' 12" ADS S=304.04' C837 CB (STD) 303.75 18" ADS N=300.52' 18" ADS S=300.52' CB38 CB (STD) 308.86 12" ADS N=305.86' 12" ADS S=305.86' CB39 CB (STD) 306.98 12" ADS N=303.78' 12" ADS S=303.78' 12" ADS E=303.88' CB40 CB (STD) 304.98 12" ADS N=301.48' 12" ADS S=301.58' CB41 CB (STD) 302.28 12" ADS N=298.73' 12" ADS S=298.73' CB42 CB (STD) 291.06 8" PVC N=289.46' 12" CMP S=288.98' CB43 CB (STD) 288.32 12" CUP N=286.27' 12" CMP S=286.27' CB44 CB (STD) 287.98 12" DI S=285.58' 12" CONC N=285.58' 12" CONC E=285.48' CB45 CB (STD) 288.47 12" CONC SSE=286.77 CB46 CB (STD) 288.93 12" DI E=286.89' CB47 CB (STD) 288.59 12" CMP W=285.04' 12" CONC NNW=285.04' 18" ADS SE=284.44' CB48 CB (STD) 28Z57 12" CMP E=285.62' 12" CMP W=285.62' 12" CONC N=285.62' CB49 CB (STD) 287.80 18" CONC N=283.35' 18" CONC S=283.25' CB50 CB (STD) 287.62 12" ADS N=285.84' 12" CONC S=285.84' C851 CB (STD) 285.96 FULL OF DIRT CB52 CB (STD) 284.99 8" CONC NW=282.19' 12" CONC W=281.89' 12" CONC E=281.81' 8" CONC S=282.09' CB53 CB (STD) 291.04 12" CUP N=288.42' 12" CMP E=288.42' CB54 CB (STD) 291.08 8" PVC S=289.65' CB55 CB (STD) 289.19 12" CUP E=286.41' 12" CUP W=286.49' 12" CMP NE=286.41' CB56 CB (STD) 285.33 8" CONC S=283.08' C857 CB (STD) 296.97 12" ADS W=2931' CB58 SOMH 28Z65 18" CONC N=282' 8" CONC SE=283.25' 18" CONC S=281.9' SSMH1 SSMH 293.60 8" CONC E=278.38' 8" CONC N=278.27' SSMH2 SSMH 28Z70 8" CONC W=278.88' 8" CONC S=278.96' SSMH3 SSMH 291.73 8" CONC N=27Z22' 8" CONC S=277.34' SSMH4 SSMH 288.66 8" CONC N=276.62' 8" CONC 5=276.69' SSMH5 SSMH 286.39 8" CONC N=279.19' 8" CONC S=279.44' 8" CONC W=279.24' SSMH6 SSMH 289.37 8" CONC N=28223' 8" CONC S=282.29' 6" PVC W=283.67' SSMH7 SSMH 294.67 8" CONC N=286.93' 8" CONC S=287.01' SSMH8 SSMH 291.50 8" CONC N=28395' 8" CONC S=284.03' SSMH9 SSMH 301.77 18" ADS N=297.47' 18" DI S=298.67' SSMH10 SSMH 309.36 8" CONC N=301.36' 8" CONC S=301.44' SSMH11 SSMH 289.26 12" CLAY E=279.04' 12" CLAY N=278.76' 12" CLAY W=279.04' SSMH12 SSMH 28Z57 8" PVC S=275.42' 8" PVC E=275.52' SSMH13 SSMH 288.41 8" PVC N=275.95' 8" PVC W=275.85' SSMH14 SSMH 294.03 12" CONC S=281.03' 15" CONC E=280.93' 6" CONC W=281.66' SSMH15 SSMH 289.19 15" CONC W=280.64' 12" CLAY E=280.53' 8" CONC S=281.29' 8" CONC N=280.64' SSMH16 SSMH 286.10 6" PVC E=278.06' 8" PVC S=277.98' SSMH17 SSMH 288.43 8" PVC N=282.13' 12" CONC E=281.96' 8" PVC S=283' 7.5" COMPACTED DEPTH 4,000 PSI PCC 6" COMPACTED DEPTH 1-1/4" CRUSHED SURFACING BASE COURSE GRADE 40 STEEL #4 BARS AT 24" O.C. MAX WITHIN UPPER 1/2 OF SLAB AND MIN. 2" OF CONC. COVER � v 000 0000 8 `� 0 0 p00p p000 0 0 • •®. 0s,0 6) 0p a0 co 0 Op a80 0 00 r r �n0 roil a On C7 (.x ga o 0 0 ra 00 12" SUBGRADE COMPACTED TO 95% CONCRETE PAVING SECTION NOT TO SCALE PAVEMENT SECTION PER RECOMMENDATIONS BY ASSOCIATED EARTH SCIENCES, INC. DATED AUGUST 12, 2013. REFER TO PORTLAND CEMENT PAVING RECOMMENDATIONS MEMO FOR FURTHER DETAIL r 0 REVISED PER CITY COMMENTS MEP COORDINATION/BID SET C 0 v a U L.: a L 0 V o. U 0 0 c.) 0 '1 V )n CO 152 N 0 M CV 0 z 0 c\I w cn I I O Z J cc 0 O iu O L- J 0j 0 D "Cr F J co z 0 0 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 0 C 0 0 x V a" z C 2 0 Checked CHM Dote 11/08/13 1- 0 18215 72ND AVENUE INCD N 000 N 0) (Cs N z w 25)251-8782 FAX N .W L U z j 2 O: zW Q. a" w z ( O ct ER z UJ W W z- C W } w > - U Job Number to CV 1 0 CO 0 CPHILIPPIDES 0 0 (!) 112 L 50'— If -.� / / / 1Y / //i // / / / / /� / I L r Ii L-1 L Ir iI r—. r r I- L r 3'-2 `L7 45' 3'-8„ -•_ :n/ / . .' BUILDING CANOPY, TYP. BENCH, SEE SITE FURNISHINGS LEGEND TRASH RECEPTACLE, TYP., SEE SITE FURNISHINGS LEGEND 4' PLANTER POT, TYP., SEE SITE FURNISHINGS LEGEND MONUMENT SIGN L12 ACCESSIBLE PARKING STALL L10 o0o"Onn ) 000 0 • '7 II II 11 li I `I' 'yapl: tat I -I- I 1 L BIKE RACK BIKE ORIENTATION, TYP. r /// 7/ 4 in / • / • / .•`VJ/'ti/ / t0 //./ . / / / / / / „;'r f— / . / 1'— JP / / / / / // r MONOLITHIC CONC. CURB & r— SIDEWALK, SEE CIVIL / I:! :' / / ./ /. / / .. / / / 102' (12 STALLS cb r I J L r-- r- L-- SIDEWALK SCORE JOINT PARALLEL AND PERP. TO'''CURB (4 STAL S © 8'—O"; CONC. I RB,SEE7-EVIL C MPACT .COMPACT [ COMPAG ft `1 4" WIDE WHITE PAINTED CROSSWALK STRIPES WALL PACK LIGHT, TYP., SEE SITE LIGHTING LEGEND PORCH, TYP., SEE ARCHITECTURAL i L La r I J / / / / / / PERMEABLE CONCRETE SIDEWALK, TYP., COLOR: NATURAL GRAY BUILDING E / SITE FURNISHINGS LEGEND SYM. O DESCRIPTION PLANTER POTS BY: ORE INC. HIGH RECTANGLE (CUSTOM): 48"L X 18'W X 30"H FINISH: POWDER COAT RUST BENCHES BY: THOMAS STEELE MODEL: CRB2-6, CARNIVAL II, 6' LONG BENCH W/ END ARM RESTS, SURFACE MOUNT COLOR: BRONZE POWDER COAT TRASH RECEPTACLE BY: THOMAS STEELE MODEL: CARNIVAL 38—GALLON LITTER RECEPTACLE W/ SIDE DOOR AND KEYED LOCK AND ELEVATED DOME LID COLOR: BRONZE POWDER COAT NOTES: 1. SEE SHEET L13 FOR TRASH RECEPTACLE CATALOG CUTS. 2. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT. LIGHT POLE, TYP. SEE SITE LIGHTING LEGEND TRELLIS WITH ART PANEL, TYP., SEE ARCHITECTURAL — 2' BUMPER OVERHANG, TYP. 4 CORE JOINT fATTE N, C'TYP. � — MONOLITHIC. CONC. D f CURB AND SIDEWALK, TYP., SEE CIVIL �1 COMPACT EOM EMI Ewa cuss ozas NEE a= mow onsi—rzon 24' STALL 20' " / / / / /!` 5i / / /- — —z /Y /// / J 1 —11 /jj/ /. / / / / /I/ 8'-6') PERMEABLE CONC. SIDEWALK, SEE CIVIL PARKING AREA PERMEABLE CONC. PAVING, SEE CIVIL, COLOR: NATURAL GRAY / /-,/', //.-T'/ /.'/ / // •, / r '/ / /7"/'// // .11,, , ./ ; / / //. / / / /:! / • / /.! // /.' /'/ /// / . // /// / / // •: / / •/ / /'' ' / / - ' +' /'/ / / / / : " / % :.v:_ ' ' / /•' / /.- ' / -.., // /. . '/ / // / /i , .-, • ./ // .'//. / / : // //, / . // 7 /// // // 4 711 / // %• i/ ' / r J // LIGHTING LEGEND: SYM. DESCRIPTION LED LUMINAIRE MOUNTED ON 14' HIGH POLE. LUMINAIRE: VISIONAIRE VMX, MODEL NO. VMX-1—T4-64LC-5-4K—UNV—BZ—RPP4. POLE: VISIONAIRE 4" DIA. ROUND NON —TAPERED STEEL POLE W/BOLT—ON ARM MODEL NO. RNTS-4R-7-15-9BC--343—S1—BZ POLE BASE: VISIONAIRE MODEL NO. DCB-20 COLOR: BRONZE LANDSCAPE UPLIGHT; LUMIERE CAMBRIA 203 10W LED, STAINLESS STEEL WALL —MOUNT LUMINAIRE, MCGRAW—EDISON IMPACT ELITE SMALL. COLOR: BRONZE WALL —MOUNT S ONC $OWNLI HT G—LIGHTING MODEL NO. GL6540 UP/DOWN W STANDARD FINISH. COLOR: BRONZE 1 1 NOTES: 1. SEE SHEET L13 FOR LIGHTING CATALOG CUTS. 2. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT. 3, ALL LIGHTING AND ELECTRICAL INSTALLATION SHALL BE PERFORMED BY A LICENSED ELECTRICIAN AND MEET ALL APPLICABLE CODES. ROADWAY: CONC. PAVING SECTION, TYP., SEE CIVIL. COLOR: NATURAL GRAY, HEAVY BROOM FINISH PERP. TO ROAD CENTERLINE. 4" WIDE WHITE PAINTED LINES, TYP. 0 COMPACT COMPACT \I; c.COMPACT -41 BEM Ila= EMU mei ma con ersim MATCHLINE - SEE BLDG. D DWGS. : illn.M..111•111M r CONC. SIDEWALK, TYP., SEE CIVIL r— u J / / 1'-10" / / / // / / / WALL SCONCE, TYP., SEE ARCHITECTURAL C.j Weal / LIGHT POLE, TYP., SEE SITE LIGHTING LEGEND / TRELLIS WITH ART PANEL, TYP.; SEE ARCHITECTURAL UPLIGHT, TYP., SEE SITE LIGHTING LEGEND TRANSFORMER PAD PER SEATTLE CITY LIGHT REQS. 2' BUMPER OVERHANG, TYP. 12" HIGH WHITE PAINTED LETTERS, CENTERED IN PARKING SPACE, TYP. PERMEABLE CONCRETE SIDEWALK, TYP., COLOR: NATURAL GRAY EXIST. CHAIN LINK FENCE WALL PACK LIGHT, TYP., ////'.c// /12-"9//', t3/412'-9„ / / //.:�i, / / i / 0 koNgi JIM / SEE SITE LIGHTING LEGEND WED FOR COMPLIANCE APPROVED City of Tukwila WILDING DIVISION vit tf BLDG E - LAYOUT PLAN LEVEL 1 20 40 CL/ CO RECEIVED CITY OF TUKWILA PERMIT CENTER 13) co a) eL as a) co CNI a) Phone: 206.204.0507 Melvin R. Easter- RLA, di STATE WASHINGTON REGISTERED LANDSCAPE OA/ ASLA 74, OF ARCHITECT "<------- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. 12/19/2014 BUILDING PERMIT SUBMITTAL 2/13/2015 MEP COORD/BID SET A5/22/2015 BID SET/PERMIT COMMENTS -klmo TUKWILA VILLAGE - BUILDING E * Z I j TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, Z > 0 TUKWILA , WA m * OWNER APPLICANT: D TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 r co w PUYALLUP, WA 98374 or T : (253) 231- 5001 F : (253) 231-5010 03 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStudiOLLc BUILDING E SITE LAYOUT PLAN - LEVEL 1 1 BID SET/PERMIT COMMENTS CY - SITE FURNISHINGS LEGEND SYM. O DESCRIPTION PLANTER POTS BY: ORE INC HIGH RECTANGLE (CUSTOM): FINISH: POWDER COAT RUST HIGH RECTANGLE (CUSTOM): FINISH: POWDER COAT RUST HIGH RECTANGLE (CUSTOM) 6'L X 24"W X 30"H FINISH: POWDER COAT RUST HIGH RECTANGLE (CUSTOM): FINISH: POWDER COAT RUST HIGH RECTANGLE (CUSTOM) 5'L X 24"W X 30"H FINISH: POWDER COAT RUST CUBE (CUSTOM): 27" SQ. X FINISH: POWDER COAT RUST 8'L X 24"W X 30"H 6'L X 24"W X 30"H W/ALUMINUM LATTICE: (POT AND LATTICE) 5'L X 24"W X 30"H W/ALUMINUM LATTICE: 36"H BENCHES BY: THOMAS STEELE MODEL: CRB2-6, CARNIVAL II, 6' LONG BENCH W/ END ARM RESTS, SURFACE MOUNT COLOR: BRONZE POWDER COAT PORCH SWING BY: INTERNATIONAL CARAVAN SCROLL 4' WROUGHT IRON CURVED BACK SWING PHONE: 866-530-4155 ITEM: HN ICI2Z7 WWW.HAYNEEDLE.COM TRASH RECEPTACLE BY: THOMAS STEELE MODEL: CARNIVAL 38—GALLON LITTER RECEPTACLE W/ SIDE DOOR AND KEYED LOCK AND ELEVATED DOME LID COLOR: BRONZE POWDER COAT NOTES: 1. SEE SHEET L13 FOR TRASH RECEPTACLE CATALOG CUTS. 2. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT. PROVIDE CONTAINMENT EDGE FOR PEBBLES WHERE ABUTTING PEDESTAL PAVERS, TYP. 12" WIDE X 4" DEPTH, 1" 2" MEXICAN BEACH PEBBLES BETWEEN BLDG. AND PLANTER WALLS, TYP. 30" HT. PLANTER MOM ----- ..---- EAST PRIVATE ( .� CY TRELLIS PARAPET WALL, TYP. -- ----- --------- -------- 27" PLANTER POT, TYP., SEE SITE FURNISHINGS LEGEND 6' PLANTER POT W/ALUMINUM LATTICE, SEE SITE FURNISHINGS LEGEND 5' PLANTER POT W/ALUMINUM LATTICE, TYP., SEE SITE FURNISHINGS LEGEND TRASH RECEPTACLE, TYP., SEE SITE FURNISHINGS LEGEND —a------ ----------------- 6' PLANTER POT, TYP., SEE SITE FURNISHINGS LEGEND BUILDING E BENCH, TYP., SEE SITE FURNISHINGS LEGEND 27" PLANTER POT, TYP., SEE SITE FURNISHINGS LEGEND C7 ` CY WATER FEATURE L PLANTER L10} -------- 8' PLANTER POT, TYP., SEE SITE FURNISHINGS LEGEND 1 PEDESTAL PAVER L10 1 PEDESTAL PAVER 12" WIDE X 4" DEPTH, 1"—.2" MEXICAN BEACH PEBBLES BETWEEN BLDG. AND PLANTER WALLS, TYP. PROVIDE CONTAINMENT EDGE FOR PEBBLES WHERE ABUTTING PEDESTAL PAVERS, TYP. 5' PLANTER POT, TYP., SEE jSITE FURNISHINGS LEGEND WALL/SEAT WALL SYNTHETIC TURF PORCH SWING, TYP. SEE SITE FURNISHINGS LEGEND PEDESTAL PAVER LEGEND: PERMEABLE PAVERS VANCOUVER BAY CONC. SLABS BY MUTUAL MATERIALS OR APPROVED EQUAL VANCOUVER BAY SERIES, LIGHT SHOT —BLAST FINISH SIZE: 24" X 24" COLOR 1: VANCOUVER BAY "GREY" COLOR 2: VANCOUVER BAY "LATTE" COLOR 3: VANCOUVER BAY "GINGER" COLOR 4: VANCOUVER BAY "CHARCOAL" 6' PLANTER POT W/ALUMINUM LATTICE, SEE SITE FURNISHINGS LEGEND 5' PLANTER POT W/ALUMINUM LATTICE, SEE SITE FURNISHINGS LEGEND -- 'IIIIIfIIIII111I1� PARAPET WALL, TYP. BENCH, TYP., SEE SITE FURNISHINGS LEGEND CY PERIMETER TRELLIS EXERCISE EQUIPMENT STATION 2—PERSON ACCESSIBLE LAT PULLDOWN GREENFIELD OUTDOOR FITNESS #GR2005-1-48W GFOUTDOORFITNESS.COM EXERCISE EQUIPMENT STATION 2—PERSON ACCESSIBLE CHEST PRESS GREENFIELD OUTDOOR FITNESS #GR2005-1-48A—W GFOUTDOORFITNESS.COM CY PAVILION CY FIREPLACE PEDESTAL PAVER EXERCISE EQUIPMENT STATION (2) SINGLE ELLIPTICAL TRAINER GREENFIELD OUTDOOR FITNESS #HP2009-5-03 GFOUTDOORFITNESS.COM COMMUNITY GARDEN PLOTS, + 20 GA. STEEL TROUGH, TYP. BY: BEHLEN COUNTRY MODEL #: RE228 SIZE: 2'W X 8'L X 2'H PHONE: 1—(800) 447-2751 30" HT. PLANTER WALL SEAT WALL RAIN CHAIN & CATCHMENT POT, SEE DETAIL 2/LD11 27" PLANTER POT, TYP., SEE SITE FURNISHINGS LEGEND GARDEN TOOL SHED 6'X3' FACTOR SHED MODEL #213040 BY: KETER WWW.HOMEDEPOT.COM 5' PLANTER POT W/ALUMINUM LATTICE, SEE SITE FURNISHINGS LEGEND 6' PLANTER POT, TYP., SEE SITE FURNISHINGS LEGEND PEDESTAL PAVER REVtWED F CODE COMPLIA APPROVED OW61 uininnnnuunlnnunlunullluulnumuuuunllk ION BLDG E - LAYOUT PLAN LEVEL 2 a0 10 20 40 1" = 10'-0" RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER U J O 4) o � e E a cco oo N > al; .0 Q ¢ CO CO v ¢ Q.0 Nod 'a "0 .a o N m C C C N °' m Rf CO �inu) Melvin R. Easter - RLA, ASLA STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT 0, MELVIN R. EASTER CERTIFICATE NO.398 Phone: 206.204.0507 Issue Dates Rev. Date Desc. A 12/19/2014 2/13/2015 5/22/2015 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS TUKWILA VILLAGE - BUILDING w w co co ca C3 O ra J O a I- F- I -- OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: LA-1113 FILE NAME: LA1113 - L02 DRAWN BY: CP/RS/LP/MB BUILDING E SITE LAYOUT PLAN - LEVEL 2 L02 BID SET/PERMIT COMMENTS r co i J 0 1' r 1 4' PLANT POT, TYP., SEE DETAIL 7/L20 .aavaavavavvvvvvvv ivi . vvvty . vv1 ♦aaaaaala ♦ a. ataa��e v vvvvvvvv vvvv.� vvv 1aaalaaavaaaaa. aaa L/eI\ vvvvvvvvvvvv 1� � v 1 aaaaaaaa♦aa�♦ ■ ■ ■ iilY a _. 11 �O-‘-lt.il 111 giv r Aqi L ! lbCOMT \COMPACT ��}COMPACT MATCHLINE - SEE BLDG. D DWGS. r vvvw wvwavvvvs .°ivevevv eeuealr.aeeaee��.aan_seeeeea.e...•♦ vooauouvooaouooe�y/��av����oo�• � It v...v...v.v. -• . ImprAmmr '41. y ■ ■ ❑ \I h I\x/i \ BUILDING E svavay.vavrwavevevave vve.. vv vvvvvvv� as ♦aaaaau. .� . vv vv vv o avt avo. V �I\�I\�I\Paved \I \Im\Ir P'v'A VW Lib \ I 7 \ V / />' / / i/ i /./ //.,'/' / / : AA• x A A A A A AAAA +r Ay, i�\�/�/�/ �/� • A A A A A A.C'N'V'i"AAAA.il.:AAA.:An, AAA • AAA A A A •olmilmeAAAA AAAAAAAA-- /. / / .� / / . / / i.'/�— / / 7/ AW4rWAte; 4Ter A A A A A A A A A A A A A A. A A A A A A A A A A A A A A AAA A A -.A A-°-A-A.-d_A A_a�-.. _A-A_A A_ AA AA AAAAAAAAAAAAAAAAAAAAAA MOM OEM =i11•=.1011MilOMMIIIMINI61116 NOTE: SEE SHEET L20 FOR LANDSCAPE LEGEND, DETAILS, AND NOTES. / / / re:4,11WA-A)140":A: ui - ti_i. / / / / / / 7/ / / 2r' BLDG E - LANDSCAPE PLAN / • / A / / / / / / / / / AAAAAAAAA AAAAAAAAACIA P.N. AA AAA• A• A• A• A• AA A AAAAAAAAAAIA AAAAAAAAAAAIA N . i 4 „ „ NAAAAAAAAI '4( )AAAALIAAAA,A AAAAAAA AAAAAAA4 AAAAAAA <frSIAAAAAAA ALAAAAAA 41110k41...A• A• A• A• A• AAA >-4‘011', A, A A: A A A AAAA1A LAA:AAAAAA AAAAAAA4 A A iltIAAAAAAAAAAAAAY ilKO'Z'AAAA'''AqA fiPAAAAAAAA AAAAAAAL AAAAAAAL AAAAAAAl AAAAAAAAI AAAAAAAAAAAAAAff IOAAAAAAA .ft 4.4.41111,:' A• AAAAA 4, ilkbit 6,AAA• A• A• A• A• AL AAAAAAAA AAAAAAAti AAAAAAA C4,1A:Ad ,A.e:A:lra' AAALAAAIAALAAA• AALAAALAA41 orloAAAA:Ly&A,1 ioAAAAILAAAAAAA1 A A AAA4'.fi:Az,LiAAA:AAAAAA:6LAAAAAAAA:, Orill 0 riiiiii A AAAAAAAl rrA 7: A• A• A• AA• A• A1 ,T=-zip4ilte LAAAAAAA IA i!A!LAAf.A004 NSOAAAA• A• A• A• I IAAAAAAAA AAAAAAAAL AAAILAAAAAA ,0011flr lor'NSAf:AATAAAAAALAAA:AAAAAAA:j,Lt A AAAAAAA AAAA AA AAA AA AAAAIA AAAAAA AAALAAAAAAA AAAAALA AA• AAA AAAAAA AAAAAAA AAAAAAA AAAAAAKAA LEVEL -1 a. RECEIVED CITY OF TUKWILA PERMIT CENTER 1E3 1:-/) cts co land entitlement a) cv co co 673 Phone: 206.204.0507 Melvin R. Easter - RLA, 47 STATE WASHINGTON REGISTERED LANDSCAPE Oa/ ASLA n,a. OF ARCHITECT "-- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. A5/22/2015 12/19/2014 2/13/2015 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS -0DC �mp TUKWILA VILLAGE - BUILDING > z - * Z m TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, Z 0 rir—v Z > 0 TUKWILA , WA OWNER APPLICANT: �r -0 m D TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC m m 73 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 r— r= W w PUYALLUP, WA 98374 r— T : (253) 231- 5001 F : (253) 231-5010 0 p0 c-`3 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLPiStudiOLLc BID SET/PERMIT COMMENTS ------------ -- ---- �= L -•'IllllllllllllM) --a-- 6' PLANT POT W/LATTICE, SEE DETAIL 9/L20 - -- ------------------ 6' PLANT POT W/LATTICE, SEE DETAIL 9/L20 5' PLANT POT W/LATTICE, SEE .DETAIL 8/L20 �=� ..a••.4,•Ay--T� facil ,\tiLl IkrVAJ rr7_2••••ivimi wog:. 4.0,11._.4..., AV v.01 k•Al.717:1111:AVYAZ4111114411111:—. alUou♦o1♦AuuVAVAV ore ke rAveg LVA AVAV Ropy •w'Y p rkW a i i♦A, As AWA.42! V ■ II' • 40 IMP SW 410 -------- PLANT POT WITH PLANTING OPTION NO., TYP., SEE DETAIL 5/L20 } \ r 0amAv .♦O.♦O644 i�10.♦.♦O.♦.♦/t ,:�, tit•"`r�'t1t�j vets' 4rvere:jaueC�LO •� VP A Ad MONNE F IN 4T . ,. o /il A II BUILDING E PLANT POT WITH PLANTING OPTION NO., TYP., SEE DETAIL 5/L20 PLANTER WITH WATER FEATURE, SEE DETAIL 6/L20 WINNSIMI MID ND ----------------------- 411.1111 5' PLANT POT, SEE DETAIL 10/L20 6' PLANT POT W/LATTICE, SEE DETAIL 9/L20 • 100.♦O.♦OAT • �� J�♦O.♦O.♦.�l A AV ...♦.♦A♦.♦.♦.♦I-;�♦.♦.♦..A♦.♦.♦.�2 ►vai �;i' •• \:m\♦oo�� . VrAm mem. AVOtr,V;Aim. • • • im reigkele±lalaaire AV 2IlulnllIflu 11nnunluuunlnuutullll!III Hi unlu COTOYCK ♦A♦.♦.U♦A .vA ite I �����o: I VAT ` _��� . va000a1.1 AAVAArvAy.♦.♦1 III AI t,l,r4VALY AT, rim mil l�I •— . r ��� �1 .iovi44IF L77.11. _� ut }.gip• Y PailalF—V1170 ev ' - .r - . \4r ' . . . AlTia V''IlijAeVAAvAIV, TAVA1714;), III P40 WA.-.41P;Afi.-_-4A-1.-jvAl.•_vAt.VIVAAill voow l r000..♦, '.. ♦ 00/ ) iA♦R!' L♦.♦.♦A ■ �a� `� �!ooVAVAV AAA IIMIIIPIONISII .��..• of '.v.♦A♦.♦A♦A♦A., `�♦Av/rovs=a♦oo.� v:, ,� r -- 5' PLANT POT W/LATTICE, SEE DETAIL 8/L20 5' PLANT POT W/LATTICE, SEE DETAIL 8/L20 T 'llll IIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIItlllllllllllllIIIIIII1111111111111liii11111111111111fIIIIIII NOTE: SEE SHEET L20 FOR LANDSCAPE LEGEND, DETAILS, AND NOTES. —e()Q61 I II( IIIiIIIIIIIIIIIIIIIIninil lIIIIIIIIrillIllmunliIIIIIT� REAtI EED FOR 9ODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila ILDING DIVISION BLDG E - LANDSCAPE PLAN LEVEL 2 0 5 10 20 40 1 = 10'-0" RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 0 ICt J O V♦ I� a) c ._ c CO CD_ ca land entitlement 0 a) ¢ N O LO ON ) O -- CO CO Co oo Co rn Phone: 206.204.0507 Melvin R. Easter- RLA, STATE WASHINGTON REGISTERED LANDSCAPE 0 S ARCHITECT ASLA OF WC------- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. A5/22/2015 12/19/2014 2/13/2015 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS DC D°cj mp -43 TUKWILA VILLAGE - BUILDING E Z Z m TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, Z z > 0TUKWILA , WA NIP I � a co K -I rnz -<m„ m > OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC m m m X - a" 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 r 1- w w PUYALLUP, WA 98374 N ro T : (253) 231- 5001 F : (253) 231-5010 W -P COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStudiOLLc BID SET/PERMIT COMMENTS —J 1 r`me®mm®m 1 1 1 ®mm®®o®mm®m®ast=a”e =amen®om®00o=m000s®®o di GROUND LEVEL FREE STANDING POT IRRIGATION. PROVIDE GARDEN ART INTERNATIONAL (FORMERLY JARDINIER IRRIGATION SYSTEM). ROUND AND SQUARE FILL UNITS. INSTALL RESERVOIR SIZE TO MATCH POT SIZE. (TYP. ALONG 144TH ST. FRONTAGE) r iN v L. 3/4 PIPING AND EQUIPMENT ARE SHOWN IN HARDSCAPE FOR PURPOSES OF CLARITY. LOCATE IN ADJACENT PLANTER BED. (TYP.) ®mm®sm mm®mmmmmm®®®mm�msmama.s em®m m ®s-mamas®om® e ^C 3 4 I _j—' --- -l—• -----� o®• ®m®®o®mmam e®mm®— --- �------ os®me®m•®®mom® •1 3/4 n. I L i ®NI 3/4 r — 1 1 1 1 — r I z— MATCHLINE — SEE BLDG. D DWGS. 1 I L BUILDING E • INSTALL AIRNACUUM RELIEF VALVE AT DRIP ZONE HIGH POINTS. SEE DETAILS. TYPICAL. =1=INNO ME MSC= OD CID OINEMEEN OD CO CIENENED CONSEIESMEDEM INIIMMEO CM GO IMMENZIMMENC• OP= GES120=1,M.> EICONO•MCIN CIENISIONED OM= MEIN CICIMMI ME COM NEINCE=. COME se.= eastummemaammacamesoa smarm assn.= an a:ammo* mass cazia= ecommates• 411.4=1., CO PIPING AND EQUIPMENT SHOWN IN HARDSCAPE FOR GRAPHICAL CLARITY. INSTALL IN ADJACENT PLANTING BED. TYPICAL. • • 1 1/2 3/4 jr ri 1 1/2 3/4 • 3/4 3/4 RE VVED FOR 9ODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION /4 ME ON MNM11 NMENEENJ BLDG E - IRRIGATION PLAN LEVEL 1 20 40 RECEIVED PERMIT CENTER 0 cti co co cn land entitlement Melvin R. Easter- RLA, ASLA C 0 CD STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates TUKWILA VILLAGE - BUILDING E 021 OWNER APPLICANT: Desc. 03 CO CO BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS A VILLAGE DEVELOPMENT ASSOCIATES, LLC cow co N. PROJECT #: LA-1113 FILE NAME: LA1113 DRAWN BY: DGF Phone: 206.204.0507 a. -J Lu .625 0 05 Lu BUILDING E LEVEL 1 IRRIGATION PLAN BID SET/PERMIT COMMENTS -------------- MOO -------------- IIIMMIIIIIIIIIIIIIUIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII6 00 ME - ---- ----— ---- -------- 1" MIPT COPPER STUB OUT AND LATERAL LINE TO PLANTER PROVIDED BY MECHANICAL. LOCATION OF 1" COPPER STUB OUT TO LEVEL 2 TO BE DETERMINED. LOCATE IN MECH ROOM WITH VALVE MANIFOLD AND PROVIDE STUB OUTS TO PLANTER BEDS. (TYP.) VERIFY 45 PSI STATIC PRESSURE AT LEVEL 2 VALVE MANIFOLD NOTIFY ARCHITECT OF ANY DISCREPANCY. ^� " ./�.I\ AID �. A ----- BUILDING E VERIFY CONTROLLER B LOCATION WITH ARCHITECT. 120 VAC POWER TO CONTROLLER TO BE PROVIDED BY ELECTRICAL. (TYP.) a'111i111UI111111111111111IIIIIIIII111111II1111III111111111111III 1 MICROLINE TUBING INSTALLATIONS 4 FEET IN 2' SQUARE POTS�� d?w `�`'�s'\ yib`R '°#n3'aiY_=.'S1'Y-^'Tcc : '.,E.u°::L_:4:i,`P,ii.,.\':1\4:C�,7iu✓^».'x.'Gd:sF3;7'.5.�"L"cj' ,fir 15 FEET IN TREE PLANTERS .— 124 _ -.<. xc�. '�:�^.,�, -rk��-�� r .�■�z xi': \..': .4,'i■ -- -- -- —.01/1011/ OM 40 — ----- ------------- _-•'*�\;f 31`4"y ��F k''1 f_t: T`iiI4' r �� .- i.:"'�''^lia\Q \,•:,���^�.�'S'$��. INN j fy?^ \•• •i,•F�`I ?i. I—I..n..IJ --------------- GROUND LEVEL FREE STANDING POT IRRIGATION. PROVIDE GARDEN ART INTERNATIONAL (FORMERLY JARDINIER IRRIGATION SYSTEM). ROUND AND SQUARE FILL UNITS. INSTALL RESERVOIR SIZE TO MATCH POT SIZE. O7) ('mu IIIIIIII11111UIIl11IlI111111IIIIfI1111111111111111111I1Tti REVIEWED FOR I CODE COMPLIANCE APPROVED JUL 27 2015 City of Tukwila BUILDING DIVISION BLDG E - IRRIGATION PLAN LEVEL 2 0 5 10 20 40 immimommoi 1" = 10'-0" RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 0 0 cow I— CD 0 Z C C Co Q 3 a) 2 Co a) CL CO 0 cn land entitlement Melvin R. Easter- RLA, ASLA .: 0 u) a) a) •0 < N 0 O N O a) "-' � 7 a) co co STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 co co Go O) Phone: 206.204.0507 Issue Dates Rev. Date Desc. A TUKWILA VILLAGE - BUILDING E 12/19/2014 2/13/2015 5/22/2015 OWNER APPLICANT: BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS A VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 w I— m0 n. Co 0 J J 0 0 w 0 0 O 0 c 05 0 I— M 0 0 = N t= L Z Z W c7, j L (...) COW FLj O E w _ I I— CJ I— E 8 - 0 PROJECT #: LA-1113 FILE NAME: LA1113 - L06 DRAWN BY: DGF BUILDING E IRRIGATION PLAN L06 BID SET/PERMIT COMMENTS PEDESTAL PAVER, TYP. PEDESTAL I SECTION PEDESTAL PAVER, TYP. PEDESTAL PLAN NOTES: 1. PEDESTAL PAVERS SHALL BE VANCOUVER BAY 24" SQ. SLABS, SHOT BLAST FINISH, COLOR: TAN, AS MANUFACTURED BY MUTUAL MATERIALS OR APPROVED EQUAL. 2. PAVER PEDESTAL SYSTEM SHALL BE AWS PEDESTAL SYSTEM AND ACCESSORIES AS MANUFACTURED BY APPIAN WAY SYSTEMS OR APPROVED EQUAL. PEDESTAL PAVER SCALE: 1" = 1'-0" N) 4' A x SLOPE N 0 PEDESTAL PAVER 2X SYNTHETIC BOARD, CUT BOTTOM TRIM AS NEEDED TO MAINTAIN FLUSH W/DECK 2X COMPOSITE WOOD NAILER BOARD, TYP. PROVIDE 1/4" GAPS TO ALLOW EXPANSION WATERPROOFED ROOF DECK - SEE ARCH. DRAIN - SEE ARCH. ARTIFICIAL TURF SYNTHETIC TURF ZEOLITE ODOR REDUCING TOP DRESSING CRYSTALS MIXED INTO TOP 1/4" - 1/2" OF AGGREGATE BASE STAPLE/NAIL TURF TO NAILER BOARD AT SEAMS AND PERIMETER AGGREGATE BASE NOTES: 1. ARTIFICIAL TURF SHALL BE SYNLAWN SYNRYE PREMIUM 250 (PRODUCT CODE SR 250) WITH ZEOLITE ODOR -REDUCING TOPDRESSING OR APPROVED EQUAL, WWW.SYNLAWN.COM/OREGON 2. PROVIDE SHOP DRAWING FOR COMPLETE ARITIFICIAL TURF SYSTEM. SCALE: 1 1/2" = 1'-0" DETECTABLE WARNING SURFACE - SEE DETAIL FOR PATTERN SCORE LINE CURB / 5' / 10:1 MAX. SLOPE VAN ACCESSIBLE AISLE 1/2" MAX. TO 1/4" MIN. LIP A PLAN / 5' 10:1 MAX. SLOPE 6' MAX. r I a CURB RAMP 1 V:12H MAX. SECTION A —A 5' MIN. 2% MAX. a 41 t PLAN RAMP Q B MIN MAX A 1-5/8" 2-3/8" B 5/8" 1-1/2" C 7/16" 3/4" D 7/8" 1-7/16" DETECTABLE WARNING PATTERN (SEE NOTE 5) C ELEVATION 3/16" NOTES: 1. RAMP AND APPROACHES SHALL BE CLEAR OF OBSTACLES INCLUDING HYDRANTS, POLES, AND INLETS. 2. RAMP CENTERLINE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS UNLESS OTHERWISE SPECIFIED BY THE ENGINEER. MAXIMUM SLOPE SHALL BE 12:1 3. FULL DEPTH EXPANSION JOINTS ARE REQUIRED ON EACH SIDE OF RAMP AND SHALL BE PLACED AT 15' SPACING IN GENERAL SIDEWALK PORTION. 4. CURB RAMPS SHALL BE PLACED TWO PER RADIUS ON ARTERIAL STREETS OR AS DIRECTED BY THE ENGINEER. 5. DETECTABLE WARNING PATTERN (TRUNCATED DOMES) MUST BE PRECAST PAVERS MEETING ASTM C902 CLASS SX TYPE 1 OR C736 OR C1272 TYPE R. ACCEPTABLE MANUFACTURERS AND PRODUCTS ARE: A) ADA PAVERS AS MANUFACTURED BY WHITACRE-GREER. B) ARMORTILE AS MANUFACTURED BY ARMOR -TILE TACTILE SYSTEMS. C) CASTINTACT WARNING PANELS AS MANUFACTURED BY MASON SUPPLY CO. OF PORTLAND, OR. D) STEP -SAFE AS MANUFACTURED BY TRANSPO INDUSTRIES. INC. OF NEW ROCHELLE, NY. 6. PAVERS WILL LAY ON TOP OF A 4" UNREINFORCED CONCRETE BASE. SETTING BED AND JOINTS TO BE MORTARED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTION OR WITH A MAXIMUM 1/2" THICK BED OF LATEX MODIFIED CEMENT MORTAR. MORTAR JOINTS TO A WIDTH NOT GREATER THAN 5/32" AND NOT LESS THAN 1/16". PAVERS SHALL NOT BE DIRECTLY TOUCHING EACH OTHER UNLESS THEY HAVE SPACING BARS. MORTARED JOINTS ARE TO BE FLUSH WITH TOP ADJOINING JOINTS SO AS TO PROVIDE A SMOOTH TRANSITION FROM BRICK TO BRICK AND BRICK TO CONCRETE SURFACE. 7. SEE WSDOT STANDARD PLAN F-40.10-01 FOR DIMENSION OF DETECTABLE WARNING SURFACE. N FRONT VIEW CAPITOL BIKE RACK MANUFACTURER: MODEL: INSTALLATION: SCALE: NTS 1' TYP. 4X8X8 STACKSTONE BLOCK CAP UNIT, TYP. 7.0 N PEDESTAL PAVER SECTION PISA 2 CONCRETE COPING UNIT, 3" X 12" X 23 5/8" VARIES -SEE PLAN 2" DEPTH BARK MULCH, TYP. ADHESIVE FOR COPING UNIT, TYP. O o00 eo0 do0 oo0 oo0 oo0 oo0 oo0 oo0 CBor2,oCE,0C ooCRoCEo( ,o•'_o0r.I ate. PT. SLAB �. 3" DEPTH 5/8" DRAIN ROCK 4X8X8 STACKSTONE BLOCK WALL UNIT, TYP. (NO BATTER) 30" HT. PLANTER WALL STACKSTONE RETAINING WALL BLOCK BY: RISISTONE - WWW.RISISTONE.COM COLOR: HARVEST BLEND AVAILABLE THROUGH MUTUAL MATERIALS FILTER FABRIC ON FACE OF WALL AND CONTINUOUS OVER DRAIN ROCK. SEE STRUCTURAL FOR WATERPROOFING DETAIL. o(:1300600f ......... 3" DEPTH LAYER OF 1 "-2" MEXICAN BEACH PEBBLES, AVAILABLE FROM COVERALL STONE, SEATTLE, WA DRAINAGE MAT CONTINUOUS UNDER SOIL BODY AND BLOCK WALL SCALE: 1" = 1'-0" i 4" �- 2'-8" TERRACOTTA FLUE FINISHED GRADE SIDE VIEW FORMS+SURFACES 800.451.0410 www.FORMS-SURFACES. corn SKCAP SURFACE MOUNT & INSTALL PER MANUFACTURER'S RECOMMENDATIONS BIKE RACK SCALE: 3/4" =1'-0" SIGN PANEL 2-1/2" X 5/16" HEX HEAD BOLT 1" DIA. NYLON WASHER NOTE: ALL STEEL HARDWARE SHALL BE GALVANIZED. MOUNTING DETAIL 1' STATE DISABLED PARKING PERMIT REQUIRED III Ill III III FRONT VIEW ACCESSIBLE PARKING SIGN, SEE DETAIL 2, THIS SHEET CURB RAMP, SEE DETAIL 1, THIS SHEET DETECTABLE WARNING PER ANSI 406.13 AND 705. a a 0 INTERNATIONAL SYMBOL - OF ACCESSIBILITY PAINTED ON PAVEMENT AT EACH , ACCESSIBLE STALL 5'-4" 8'-0" 8'-0" STALL WIDTH AISLE ACCESSIBLE PARKING STALL SCALE: 1/8" = 1'-0" SIGN POST 3/8" HEX HEAD NUT ALLOW MAX. 2 THREADS EXPOSED, FILE SHARP EDGES SMOOTH STEEL LOCK WASHER MOUNTING BOLT, TYP., SEE MOUNTING DETAIL ABOVE FEDERAL AND WASHINGTON STATE ADA COMPLIANT HIGH GRADE .080 ALUMINUM REFLECTIVE SIGN WITH SILKSCREEN GRAPHICS AND PREDRILLED HOLES 2" DIA. SCH. 40 GALV. STEEL POST FINISH SURFACE OF SIDEWALK EMBED POST IN CONC. TOPPING SLAB P.T SLAB ACCESSIBLE PARKING SIGN SIDE VIEW SCALE: 1" = 1'-0" PIPE EXTENSION W/ BEVELED TOP 3" THICK GRAY CONC. CAP W/ 3/4' BEVEL ALL EDGES I 2" FINISH GRADE OF PAVERS / 3" THICK GRAY CONC. MANTLE W/ 3/4" BEVEL ALL EDGES BRICK VENEER TO 0 i/ CURB 4" WIDE YELLOW PAINTED LINES COMPACT MAXIMUM SLOPE OF PAVING TO BE 2% IN EACH DIRECTION 3" HIGH BUBBLE EFFECT STACKED RIVER ROCK CAIRN FOUNTAIN 18" DIA. BASE ROCK 4' 4/ WATER SUPPLY LINE W/ AUTO FILL FLOAT VALVE MASONRY SUPPORT UNIT 1440404* .14N041401040- *WOW. 4 , 4e PT. SLAB DRILL 1" HOLE THROUGH CENTER OF EACH ROCK ROCK & THREAD 3/4" PVC SUPPLY LINE THROUGH CENTER AQUASCAPE #98964 PRE -MANUFACTURED WATER FEATURE BASIN, 30"X30" WWW.123PONDS.COM BRICK CAP BOARD FORMED CONC. WALL — FINISH GRADE OF PAVERS 4. / ELEC. POWER SOURCE SUBMERSIBLE PUMP W/ SPLIT VALVES TO FOUNTAIN DISCHARGE & DRAIN PIPE 8" DEPTH 5/8" DRAIN ROCK COURTYARD WATER FEATURE / PLANTER SCALE: 1" = 1'-O" CMU BLOCK SUB -STRUCTURE W/BRICK VENEER. CONTRACTOR TO PROVIDE SHOP DRWGS FOR REVIEW & APPROVAL /4 N c ro MATCH ARCHITECTURE - MUTUAL MATERIALS, IMPERIAL GRAY - SMOOTH 3" THICK GRAY CONC. HEARTH W/ 2" 3/4" BEVEL ALL EDGES J1/ 4' COURTYARD FIREPLACE / 42.' 25" / k 6' J r KINGSMAN ZERO CLEARANCE OUTDOOR GAS FIREPLACE STAINLESS STEEL INSERT NATURAL GAS W/ HERRINGBONE LINER. WOODLAND DIRECT.COM ITEM #3580268 1-808-919-1984 SHUT OFF / ON SWITCH FINISH GRADE OF PAVERS SEE STRUCTURAL FOR FOOTING CONNECTION TO PT SLAB SCALE: 3/4" = 1'-0" REV WED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER a0 co cc rn land entitlement Phone: 206.204.0507 Melvin R. Easter - RLA, STATE WASHINGTON REGISTERED LANDSCAPE 0 ASLA S OF ARCHITECT ,(----- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. A5/22/2015 12/19/2014 2/13/2015 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS TUKWILA VILLAGE - BUILDING E TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, TUKWILA , WA OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 PUYALLUP, WA 98374 T : (253) 231- 5001 F : (253) 231-5010 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc PROJECT #: LA-1113 FILE NAME: LA1113 - L10 DRAWN BY: CP/RS/LP/MB SITE DETAILS BID SET/PERMIT COMMENTS CfZI PERIMETER BEAM MID BEAM + 6"X6" COLUMN RAFTER BEAM LEXAN SEMI TRANSLUCENT ROOF 44' PLAN COURTYARD PERIMETER TRELLIS 44' II LEXAN SEMI TRANSLUCENT ROOF IIIIIIIIIIIIIIIIIIIIIIII II lilill1 I I I I I 1 I I I I I I I I 11IluIll II UII I 1 I 1 1 PERIMETER BEAMS 11 I1IIIIIIIIIllIll 1I III11IIIIII IIIll1IllIllIllll 111111111111 III 1111 I U Ill 1111llIIll liii III lilillIllIllIIIIllIllIllll I Ililll III Ill li II 11111 6"X6" COLUMN MID BEAM NOTE: COURTYARD PERIMETER TRELLIS DETAILS TO BE PROVIDED BY MANUFACTURER. MANUFACTURED BY: CASCADE RECREATION CONTACT: JILL THORSEN PHONE: 888-280-8101 ELEVATION A 11'-6" LEXAN SEMI TRANSLUCENT ROOF 12 2 I — RAFTER BEAM 6"X6" COLUMN ELEVATION B 2' SCALE: 1/4" = 1'-0" c 25' PLAN COURTYARD PAVILION METAL VALLEY GUTTER WITH i EXTENSION FOR RAIN CHAIN 24 GA. CORRUGATED STEEL ROOF 24 GA "J" CHANNEL RAFTER EXTENSION BEAMS PERIMETER BEAM VALLEY BEAM RAFTER BEAM 6"X6" COLUMN EXTENSION BEAM 25' VALLEY PAN GUTTER TO RAIN CHAIN EXTENSION BEAM 7"X7" COLUMN 24 GA CORRUGATED STEEL ROOF 12 RAIN CHAIN CATCHMENT BOWL ELEVATION A RAFTER BEAM ft ti NOTE: COURTYARD PAVILION DETAILS TO BE PROVIDED BY MANUFACTURER. MANUFACTURED BY: CASCADE RECREATION CONTACT: JILL THORSEN PHONE: 888-280-8101 18' 24 GA CORRUGATED STEEL ROOF PERIMETER BEAM 1 * VALLEY BEAM RAFTER BEAM 7"X7" COLUMN EXTENSION BEAM DOUBLE LOOP COPPER RAIN CHAIN WWW.RAINCHAINDIRECT.COM PHONE: 855-843-7246 CATCHMENT BOWL OLDTOWNE FIBER GLASS MODEL: KOWA KB2610 MATTE/BRONZE, FILL W/2"-10" RIVER ROCK & SECURE RAIN CHAIN ELEVATION B PROVIDE 4" AREA DRAIN BELOW CATCHMENT POT SCALE: 1/4" = 1'-0" 1 10'-6" 1'-3" If HSS6X6Xii POST, TYP. (2) C8X11.5 STL BEAMS, TYP. 9" O.C. L L6X3-1/2"X5/16", TYP. A PLAN POST MOUNTING \ECT 10'-6" „ N 0 9" O.C. 1 (1) C8X11.5 STL BEAM L6X3-1/2"X5/16", TYP. 6O. ( ) in DIA. THRU—BOLTS, TYP. HSS6X6Xy POST W/END CAP, TYP. NOTES: 1. ALL STEEL MEMBERS SHALL BE HOT —DIP GALVANIZED WITH POWDERCOAT FINISH, COLOR TO MATCH ANODIZED BRONZE ON BLDG. 2. CONTINUOUS BUTT WELD ALL STEEL MEMBER CONNECTIONS. GRIND ALL JOINTS SMOOTH. FS. PEDESTAL ELEVATION EAST PRIVATE COURTYARD TRELLIS L6X3-1/2"X5/16", TYP. (2) i" DIA. THRU—BOLTS, TYP. (2) C8X11.5 STL BEAMS, TYP. HSS6X6X1 POST W/END CAP, TYP. SEE STRUCTURAL FOR CONNECTION TO ROOF FS. PEDESTAL SECTION TYP. CORNER CONDITION 4' —V� VARIES — SEE PLAN LAYOUT PLAN L6X3-1/2"X5/16" TYP. HSS6X6Xii POST, TYP. (2) C8X11.5 STL BEAMS, TYP. VARIES — SEE PLAN LAYOUT „ 0. (1) C8X11.5 STL BEAM L6X3-1 /2"X5/16", TYP. (2) i" DIA. THRU—BOLTS, TYP. HSS6X6X1 POST W/END CAP, TYP. SEE STRUCTURE FOR POST CONNECTION TO PT SLAB FS. PEDESTAL PAVERS jib 0 0 �O. ELEVATION TRELLIS COURTYARD SCALE: 1/2" = 1'-0" SCALE: 1/2" = PARAPET WALL REVIEWED FOR CODE COMPLIANCE „.' APPROVED JUL 2 7 2015 City of Tukwila ILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER land entitlement .c 0 0 a) -10 < o S LO • N 0• 0 01:LI CO co co w w Phone: 206.204.0507 Melvin R. Easter- RLA, g STATE WASHINGTON REGISTERED LANDSCAPE fM7,,1 ASLA C?o, OF ARCHITECT II- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. 12/19/2014 2/13/2015 5/22/2015 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS t w 0Po TUKWILA VILLAGE - BUILDING E rn rn * Z I j TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, 0 Z > 0 TUKWILA , WA m :< R1 4t OWNER APPLICANT: D Ca TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC r- w 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 �' w PUYALLUP, WA 98374 1— T : (253) 231- 5001 F : (253) 231-5010 co COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 thelAStUdIOLLc BID SET/PERMIT COMMENTS —J / 2" 7'-10" 7'-6" SIGN PANEL BY SIGN VENDOR (TEXT AND GRAPHICS ON NORTH SIDE) FINISH GRADE i L L_ SEE CONNECTION I NORTH SIGN FACE (FACING S 144TH ST.) MONUMENT SIGN Y" CHAMFER, ALL EDGES CONC. SIGN BASE #4V AT 12" O.C. EA FACE W/HOOK INTO FOOTING i 1 2' / 8„ 8" I I —I 1I- -111-111- d: a • eal ++I .d (2)#4H AT TOP AND AT 12" O.C. EA FACE r FINISH GRADE 8" CONC. FOOTING 3'-4" SECTION #4 ©12" O.C. EA. WAY SIGN MATERIALS: SIGN PANEL: PAINTED ALUMINUM DIE BOND LETTERING: ACRYLIC PUSH —THROUGH BACK —LIT LETTERS BASE: CAST —IN —PLACE CONCRETE, NATURAL GRAY \ \ N \ 03 7'-11" SIGN SIGN CAP CONC. SIGN BASE t r L T J Z Li, z a_N < (7.3 U PI BAR SCALE: 3/4" = 1'-0" NOTE: GRIND ALL WELDS SMOOTH— PAINT ALL STEEL MEMBERS WITH 2 COATS OF PRIMER AND 1 COAT OF MARINE ENAMEL FINISH PAINT TO MATCH PERIMETER GUARDRAIL " O.C. MAX 11111111111111111111111111111111111111111 ARCH FOR POST TO CONC CURB CONCRETE SLAB SYNTHETIC TURF. SEE DETAIL 2/L10 TERRACE GUARDRAIL/FENCE SEE ARCH CONC CURB. MATCH TOP OF TERRACE PERIMETER CURB SEE ARCH CONC CURB PEDESTAL PAVERS METAL FENCE AT DOG RUN SCALE: 3/8" = 1'-0" TERRACE PERIMETER GUARDRAIL SEE ARCH FACE OF BUILDING 3' WIDE METAL GATE TO MATCH FENCE WITH HEAVY DUTY HINGES AND SELF CLOSING LATCH. SEE PLAN FOR GATE LOCATION. 10" FRONT VIEW 10" TOP VIEW INTELLIGENT PRODUCTS, INC. P.O. BOX 626 BURLINGTON, KY 41005 PHONE: 800-697-6084 FAX: 859-689-5511 MAIL©IPIMITTS.COM WWW.MUTTMITT.COM O 10" BACK VIEW 5" I.� 3.5" 4" SIDE VIEW MUTT MITT OUTDOOR DISPENSER SCALE: 1 1/2" = 1'-0" REVitWED FOR QDE COMPLIANCE APPROVED JUL 2 7 2015 City o?Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER J O C C (i3 land entitlement 0 U) C Q N O N N O a?Lo 4 CO7�4) T (O CD co co 03 0 Phone: 206.204.0507 Melvin R. Easter - RLA, STATE WASHINGTON REGISTERED LANDSCAPE OA/ ASLA S OF ARCHITECT - MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. A5/22/2015 12/19/2014 2/13/2015 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS c m p TUKWILA VILLAGE — BUILDING E rn * Z m TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, 0 Z > TUKWILA , WA -I OWNER APPLICANT: > D TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC Ir XJ -, 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 CO�' to PUYALLUP, WA 98374 IL T : (253) 231- 5001 F : (253) 231-5010 pD " COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdiOLLc BID SET/PERMIT COMMENTS VMX LED Dimensional Drawings ' V215W The new VMX LED Some offers clean fmiclimaf styling that is defined by its sleek low profile design and rugged construction. It combines LED performance and advanced LED thermal management technology and provides outdoor lighting that is both enemy efficient and aestheicetly pleasing. The LED'a performance and the drrierta life are maximized by enclosing them in two separate die cast aluminum housings. Easy tool -lass sceasafor rnounti ig and maintenance iwith • 1o96 Ds. xoptical The LE01 light assemblies come with 1i1 LEDs. � 0 distribut)en patterns are available, Choose between 4000 or 5000 Kelvin temperature of the LEDs. A (hirable polyester powder coat finish is guarantied for five years: and Is available in standard Or custom colors. The VMX LED series Is an exceptional choice for commercial parking lots, office complexes, architectural projects, and outer general lighting projects. Model Optics ' Source Current Kelvin Voltage VMX-1 Type If flee IV•A (T4A) Type Type V-YJ air) Oi LEDs (4f1LC) 64 164LC) gD (MC) 06 106LC) is mug dkrmksaexaa=,,,• (0 3) 530 ($) 1000f z000K (4K) 5000K 'rartv,4ra OK) 120-277 sirefeal Volum 10514,11fz%n ml imp 87 1 let rrvglifs n l min Mounting Arm Mount (AM) Wall Mount Tail war Pena teSolP) to ba ced NM) vi,%EiALpae Paw keine Pc% PIeeAC Cie 5PFr on 1a SS ardend iteststcH. ' Finish ' Options Bronze IBZI Black (BK) Smooth Black (SEMI W) Smooth White () Graphite Grey (GY) Silver Metallic ISL) Custom Color (CC) Panacea &Ref -neat! •I norr•xusi (PcR14) (PCR268) (PCR 240) PCR277 Pt5o Receptacle 'PEA) 5n runt .y,a, EC,ru.EI1*Plat: Adactor or 3• ' Foie (RPM) c( 11 Pelf `RPP4 Far 'O Pots (Area} Cast wan Plate (9AWF) Gt11 Big Davit (01M) Meier r-'knser sCer.2„ .1 cwscea} ,Meows CCr tit Cava C1,. UnVeryoi Pete Mount Prtsptor 4UPMA) r'u ue,rait 4.50 low nitre nryltl•eha.,,r. Owl aver ",Ave r.ntpnrrp.tha ammo sarE•aal4T040nbr Syaveu e. sues 4-0 An", 0-0 1,1.4.0 wk au re Psi d w,s..,,,.Fran.vsuf}'.I,.r,NM KYtu. R. knit b,tr0i cony lrvara.na r 1l..ur Ara.a 010-aiti flouoing *Cost edur; wlumt.EO t".ce0tng canto S1tSa 5 cooling fin3 tot Mina rrenagennaTt Mounting Arty/Driver Compartrnent *Out able c D-rieondece a,im umcthrurcorrpeIrmntIngresa-tad iss pi I button Igchtd ewe of mafnte--ira-is ee13aetiedwri sotto -piece slime) geetel. Thettrlal Management - The NAM Kaoricapror.d s:cdl5nilh?rmelmare=^-onientbyrrciiitngIhs LEDStothe sue enlidrexsRik Wets nursing This emitsIre Leversire t0 withstan7 high$: ambient temperatures a1G diver e„rents v irttx l ete,r5Jng LEO ,rot. • the L70 teat ni-morn Lb) prim it en LEDs Loy whin it Testes 70 percent of xis n1bal output. The sa11 X s s ss LEDs haw barn datetn> mi d U Ia.K 100,Csttr tutus in CS" C anvirlr,• Arta vrtwt clam c IMO oils Qptical System -The11D16Dtiunl not7nit EtiviO LEDs we ua`zoo into ,.Xse.74e,t5S eEsltFuutxlTtvIt. EI,ILr.V-A,V01dV•-t4tate u•.'adac` 5. - GAl values aro 70 for iCr)1K and 75 k+r 5CCtuC ouell•Guard Finish -The MIN, ) Aalal-Ci ternex grad, c:1aric0 pretreated;f,rnsn a nt.ltibls•53J9 water, etecmxllstc5ryi as -stein t enikeet OCireetsr po sdil coot Inistn, a th amnMUM of 3-5 mHirrett•t thickness fleohis csoen baked sit' CO'Ftopranotscowman triturcncuand Mesh 1sdnoz6,At(Wits ore emaiii'e UI elEntna O nerd CLu told COcrg, • Felt e t is vuarmtsst for five (5)yaer3 *LEet Ss 351 530 no 1003 ase teelc 3 11742 loin a 13,aT7 VMX LED Electrical Assent ly -The'MXLEDaresrsswapped wltteery:iccect35CE531A 700cr 1C00' mAINgh-pertcrnlance LED ctners thstsrcefut 120e dlfu 4130v, 50 rtz 108O Iih, Input, PCW6f frilce 0I9Oou, Patti inn -401C operations, 10kV surge ptotetxcr supq ad ar standard. -lams r.d block ens Fled rtl stands: d Warranty • Fs'd (5)yearUrnited Werrer.ty err er rue 9Y5te11, ,aching Bo's'n. FLT' kg' warra•my Intimation. p,ee.SO . se yeiolge';hung coo Options •inrctocallEnree rot le • Photo rad rta'de - Rand ptie plsc adopts; eastwal Plete 01ov0urrnvn9 Drive r • Meson $eraau 'VsiteIe,s Ccclror - LIWSISSl Role Mount Adaptc- LiaOnas Pcwcer Gd-tad Tcega. r; ry}E1A e 1rinzt 'tut? Mut vowed VisionaireLlgtl Vag crrn f(Y't 1.1o•ile-plaits char Infc•mati(rl irate not typos no rrar3d hero. ' Pc. 4CYCt' muh° value" a r0•00 CYLINDER Outdoor ADA, Wall Scor t;? 13CL)ghting 5 ill 0430,4'Y.r r, call gar 5`,15:1 P40 ntn ovivo ,rnvr{�427a,i on1 - SAMPLE CATALOG NUMBER: - ....-.-.:.-.c,G,L�:t�.lea,:.:.;,n,:=.;.t3::n-s.;..:nn=.;a;,4r1� flaw _ lip _ ----- -_- redlae;: (2 27 c:ea5,tirals igr•- yN.,f Wick, n3 3Yr)t Cyrnrterel FR. Fox n`it_ ;;L Box= L`10svtt 3 - =liw;1 1,2-iiFG s-- N-rr5-sitmre kit FLi* Cbmrtc->~~a�1gC, uvmre J Izuemium: - -- EA=toR-,AlJiWr'rrt 1S. 25k 20' 14 Nevin/ tW nl rvytir 4 23' GL-6,541 Up - rrs fa -Fiat >^.`tcrer F'tis Down _ -- it6 S.1-t-k11 Ci O' tens CC Ocewo Coe __ GL-6542 1:2 _j7'Fiaa-ict hurl rl1=33'Fia; Clear tons - 46- 53'fxr 6.e& tet`i CC Cewn Cate UD- es" 53'FeucCleo' tors CO t7cty Gag: Doren F2. 27• Freu i; tore 1i3- 37 FUt, Cl.rsr Lees Nome 34-n5.,trr Y 1121e 1(r 25 fG 15' 12k 2J 7k nrrNi7k,s30" xa :MOW aoSairierilS=6e 4b , , .sF:'s R- in 4' Complete Lw-lewd Lighting Fasts data ayalableatgl'ghtingx'am LED - 141V 350C1( YOCin high power LED 610 rld ice4ed lumens per ado' - No Una vinlel light - Listen mantenance 190%over S0.000 ban Sle - Light srouceIP rid reproacebe - R:HS compliant mercury Lee MountLri Drtrer mounted In 4' grate by 2 t/B' deep iun.-lon ban: Steel Cry 452171 of equvoleni (repptrnd by othnysl !( P_fadi^d quick eonntct for ease of hcla"atarr end replacement Pretce57nt elecrcxsa Hem.f te%Itab'e Wert escui protection, Itecmol px•_tec ten, and Cvela2d ic'(,r'skltbn Pilaf to shinning a3 fxlures ore feared by 'he manrufocrtrer to ensure quality - AvebiYe es 120 a 277 vett fixture is ETL Tiled for wet location 41 Graz Crtindc'Lu Co. C tigr$10 rry.r, w 11 rin1 to top:0 16a ell n.-.rfgna'a e'0'�,t t$ nec-�n ru x.unorern Fighting t ins �•,. „„.r }acts DESCRIPTION The IMPACT Elmo family at cutoff wall luminaIrrr is the ideal eamplomeni to site design incorporating modular LightBAR' technology, Impact tide provides outstanding uniformity and energy-conooiour ,Eruminelion, Combined with a rugged construction, the Impact Sike ielho ideal facade end security luminaire far zones surrounding schools, office comploxc, apartments, end raereational fatilnios. UUd1L listed Tor wet locations. SPECIFICATION FEATURES Construction Holy -Wall. o-cast aluminum housing end ramavubie hinged door fmrno for procioo tolora noo control and repeatability. Hinged door Max for clean Milting' With (lousing sur`ex and socurod via two 121 coolivo fasteners. Optional tamper resistant Toee "- hood fattchefs offer vandal (edstunl neooss to the eldddcot chombar, Dories Choice of six 151 high efficiency, patented AccuLED Optics'" manufactured from injection melded acrylic Optics are precisely designed to shape rho distribution maximizing efficiency and spplisatier teasing. Et. optics offer backlight control to doneoase wall lirlghtnttte While the optional uptight glow provides soft illuminatonto highlight architectural surfaces. Offered STANDARD DIMENSIONS Taakt standard in 4000'K 275K1 CCT and nominal 70 CHI_ Eleotrieat LEO rimers mount to die-cast ciluliinum batktesting for optieel howl tinting and operation efficiency, Impact Elan Wall Satins LED eparates from 12C•277V 5050H2, 347V 60Hz Sr 48CV 60Hz. Shipped standard with Cooper lighting proprietary circuit modulo designed to withstand 10kV at transient line surge. 90:4 lumen maintenance expected at 60.000 hours, The Impact Elite Wall Sodas LED luminaire is suitable for operation in -AMC to 4MC ambient ontnonmontu. Li5hlBARS1" feature an Pr25 enelosuro raring. Optional occupancy sensor with barkbox is available). Mounting Gasketed and zinc plated rigid steel -Talk: 14l3ml1____ L-n')f?snot•--' STANDARD DIMENSIONS WITH BACK BOx mounting attachment fits directly to 4• J-box or welt with the Impact Elite "Hook-N-Lock' mechanism for quick installation. Socurod with two (21 captive comet len resistant black oxide coated Allan hoed pat screws concoalod but accorsiblofrom bottom of fixture, Finish Cool COmponoMstinishod in a S xtagesuper durable TGIC polyester powder coat paint, 2.5 mil nominal thicknoes far superior protection against facto and wear. Standard colon include black. bronze. grey. white, dark platinum, and graphite metallic. RAL and custom color matches avairable. Consult the McGraw -Edison Arch4ccturai Colors brochure forihe complete sttlOctian Werra ety Five-year warranty. HOOK-N-LOCK MOUNTING 16V2" Merlotti) 15anell - 12 lit' DI Minh 2-I4'_ 1.244" Ploon71 1ST IMPACT ELITE LED TRAPEZOID 1-2 UghtEARs Solid Sets LED entrain WALL MOUNT LUMINAIRE IESif4LI6HTS eoasoerluis CERTIFIDATION DATA U./MIA Wed !mkt Iamo Carrillo at IPrxa L utztrI nS ARRAComilien 1501001 uLCtivahhad ENERGY DATA E4sbonk LEO Dave. 04POwor Fao5r <20%t islet foe -epos liiwow-ui 12a-N7Y,:z1 tt ad to etutr a -la, tanVleutr Ater.-, keiumum Temperate. atrCAmhtxet Tornawnlura keine SHIPPING DATA APp.oaimat* oat W. 014A lulta aricp,l Mkt n nines :ma clot is Zr eu tea too T et7 ice tea Zit rtiatlivic^vl,Toy C rr-;milt-- lr 15s,1,A'l0,°,"r 4'; 1+11a':' 54-111, 1,04.12,11,1 /0 0 O rjl POWER AND LUMENS BY BAR COUNT Nnmbiror ljghttARs .. _ _�__ DISTRIeUNON Ibarrr 1 C4rtent3 _ Mehl. I Illy LAi °in..'rt C$ 272V tA) alz I. SO TLW LICHISAR ell Oriy ass �- me Ctn 17 I eza OAS hats 1AIM 1,7111 E 1,1/s tAll C42 St 0.16 4.2l CEll 3,2ae 3,410) 3,450 3.142 2t Ws 11011T0AR But 21 i 023 _ - a.ii 2177 1,at ?Alb 7.122 l9)2 nut bt I 0.r3 02a tail MOO 4231 , 4244 a550 CIlOERING INFORMATION 1ST IMPACT ELITE LED TRAPEZOID LUMEN MULTIPLIE Amtwnt AMptaturs Wane MA OW - i, . - _ 15ti, _- 161 ----- 1 as P5'C Ina stir ON LUMEN MAINTENANCE AmbientMoCitanan� dmtNRJWM Mal LIM. pgonnH i Tharskal Lie abort) 2s'C ,.9IIO j n2.%ir10 40"C n VIS I a 23e.030 Gamer. fluenh IIST.eo5Itb-6I et.5W 'rtMact Family r 'r'i.r'issct2n. Soh' Trspaz.kl Numbsrer •" LampTyps Useitulft Ls-O.Salia Vt.te 15.54 w1'11121lLut{ra0MR ErnIsing1114clas GOVITI21 LED tig*OMRs C01'11j7 LE2tnyv AR CO2-1711 LEi1L13b4IWTt >•vororngrntleyoo In ',hog of R urudnn"lies ' risorviv csni. 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Tn'TM5ur n,nletoll Motown 7o60'7n £RIT3020K CCP 8030-teaol000K CCP ULG4.1ryluro (Down LCF`tiglonAll C,M r Phu Morton Y6roto1FFt,lr OSB'Orino.Pry moony Sun -bit • With brdr Lbx1Hnt:M,) hurtles nd.h, Beg-Enxr5erwy LEDpsweslo. CTM+O?*IVN' mods i( wort broth. m.9f4ng Wens6g tht h Owa=Em(VOIO y LEDeold too lamrroc* bee I.,k (uM41kmJ, 2011C-4• F atm,a.ra.wh bark bat mMd,haha,.ing find. AamsanInr 1'e' MA11M )0t.sr ..r ore,Yo •ftoon£I1ttlnetis91. Ma,/L3.i1,40,ro r,O;r A ,u.. ,.,s Crentroo oho, .rto "trot," Viso our web Ire ofw,we coopod,ghtirg ram e CIIrnumsrH(il Comm 1121 Hialwoy7a South Plunks* Gty. GA 20284 7703343.4auo FAY T703254301 AC111(0154 20114141315 24re 2012 (Y43 lsut iv Prc1Dcl Name: Catalog h(LIrr:L Round Non Tapered Steel Pole Pate Shall ASTlvt A54i Gr94t B tutar.3 .'ran rent -mint yield Cren1111 of 46,COO PSI Stall rxfurnrshfd win grOviri hr 0,5176 ids. ui;pcats Inn rota opening Center retool nand Ii'Sc i5 to' from toe one Base Plate • Slant Plato lase 5 fSTIAA^G h/ rc.tce Estero, meats Or uncoils m ullmum yrsi(i sb Pn;p h cd VOX PSI. • Otto lsmpiite::prcrdsd with ardec Deno( pre pour. F,asn Cover - Die -I 7'mee tram h-ri cry gauge auu1ltYll.t"s0 ...m Tev,: T/ace 0 1,111, eesy (n Jai anion, • Carus: factory for GC;.1 bat Circle nr, P el o Cap •Civcf-inrprsgratedpiper 'Ina[r lido:•)pole tag krgenier/1Clblack. FlniSh • Art p5104 am siat-:Milli oast CtSar;«d ro a mar•ori-'dgg ruts rr oat` to eau lr. t• A C:tail-G._sro= r9XLUSd Utele1osini potyyi er po-•:der crat I~: ttlen at:pliod to 21 nlnimun l e, 3 m looters and !him ,,von-1 4;o(f a s a t • i 1' F nl -r rcn^� :n r ,o Gra •, of �Oo -mctG'.' opt 71. a>. G .2 d n i�l 7 .e W Ft-u , 4 I , fu ••a ,:w r �•�r n r, c•I t . wa •gin ad fa -a ft....o 2 .a ,. , n _ not a 7r5i9 e K., 5 n t i � 1 t 1y , rr. a (5) pear eel3ndt1 vrarrar$;7 is ell -a avvtabfo (earns aTd rust irflrhring unternel co :env) Anchor Rolls • Pores ?rep rcviicd mill hot p gaieisr, endurldiet bai.s, vdih n 'J"broil -in ono o nrta 'id traJ NA he( tots ut,l s'rJ trio fiat va ,hors . e: bo ;. Aicrhor bugs meet a e.o.eed a in 00150 tt 26.50-1 PSI, Andwr DC.`t5 a5nfocrn to ASTI,1 f 15.1•icrude 36and e'& provided- RNTS t0 RNTS il J,tvl M fhifa,Ut ;r90/5'I 10' 12' 14` 16' 18' 20' 22' 25' 28' 25' 28' 30' 28' 30' 35' 8' Base '52tr8e (9BC) 12" Bose h', 00 (12BC) 12' Base -Inv a:- (12BC) 12" Base -levee (12BC) OastcrnBase .i l..Y,mr (CB) Direct Burial lcF shot taCOO r,5r,. warrese ve tt hOTE ei i,il-'C ryvna rf." ■ 30" (343) 1'%36' (135) I' a 36" (135) Jolt -On Arm Single (SI) 1. D1B0111-.1111 (D2) 0000 (Ca) 11 T9 ) T 120 (T1) Quad (Rol U 1t1 Triton Caption* trror e fin) Bleck (BK) While (WEI) Tennis Green (GM Forest Green (FG) (C?)f SilvYe)r Metallic (Si.) Custom Colo (CC))r Galvanked 14arum (GAL) 17P) Receptacle linfa;d Ioc55oncn^,ern nr e (CFI) Custom Boll Girds 'Ctn.#Oftoy AC EC) Round Base Cover (RBC) Rust i'ihlbling Internal CoalinggCR) & rimer Single Banner Arm (SBA) Double BannerArtns (DBA) pirect Burial Coupling Scull 0rn 01,1.7.n c is ru'vi-•-104. a'ni,gincn b-r rt.,r eve (CUP Rand Hole 'G ptr'N, COO er sel ls:Vila aS au t0,;^ „L•',y v t,+r1•fd, eris'rr its 'y'('-item -c-n not'1tie ,O rot 50-0 llz. h•e pie rents DESCRIPTION Cambria 203 is a sn1,1lL low voltage dimmable LED and halogen Malt luminaire, It is m/MI(1hto with it fullyndirlstable side awivcl stem (20.T, 263 FL), an adluslahto center rear swivel (203 CRS) or a stationary rear Hush mount 1203-FM), Side swivel models 203 and 20.7-FL provide 340• till and 3Lb' relation, Cantor roar svrival modal CRS pmvidas 20O• tilt and 360 rotation. Center rear swivel model CR5 provideS 2001. Mt end 360`rotation. Various lenses, !Summand color ordichrnfcfilters ran be combined - up to three St onto - tc create multiple lighting effects The Lumina, exclusive Siphon Protection System 15.1'S.) prevents'meter from siphoning into the I ielure through its own load wires. SPECIFICATION FEATURES A.,, Material Housing, hood and mounting stem are precision machinedfrnm Corrosion -resistant billet stock 6061 TO aluminum, C360 brass. C932 bronze, C710 copper or SOS/304 atatnkss steel. B... Finish painted Fixturr_s Centlmclad from 9951-TO aluminum nre do uble protected by an ROHS compliant chemical film undercoating and polyester powdcrcoat paint finish, outpatients( the rigurvus demands or the outdoor environment A variety of standard colors am available. C ... Brass, Bronze, Copper or Stainless steel Factures constructed from Mass, blame, cappo• or stainless steal ire loft unpainted to reveal the natural beauty of the material. Brass, bronze and capper will patina naturally over Limo. f3 AELIghWtg itiosaqatatiOnrcto 203 tar -FL D..,Heed flood is removable for easy (clamping and accepts trete three internal accessories at once Iienseo. louvers, fillOrsi to ochrevn multtple lighting affects. Modal 203, 203 CRS h 203 FM: Weep halo prevent water and mineral stoma fromcoliecfing On the lens, even in the straight -up position. Atodol 203-FL: Thr) flush lens design reduces fixture length, m7nlmlzes debris eolla lian and Prevents water and mineral stains (tern cbliectingon the lens. B ... Gasket Kooning anti hood ore sealed with a high temperature silicone a ring gasket to prevent water intn,crprt F ... Loris Tempered glass lens, factory sealed with high temperature adhesive to prevent water intrusion and breakage due to thermal shriek. 203-Css G,.. Mounting Stem Model 203 end 203-FL include fully adjustable side mounter: swivel OM providing 340' Ott and 360' ratatiortfor easy aiming. Center roar Swivel [203.C1S) of station era roar flush mount (203 Ftd1 models are Also available An Models Include 1/2' NPS threaded mato fitting Stainless steel arm -tacking mechanisms am slumlord (not available on 203-FMl. Lumiem's etlduslvn Siphon Protection System (S.P S) prevents water (MIT siphoning into the fixture through its own tend wires H ... Hardware Slamtoc steel hardware is standard is provide maximum ei rroui0 n•reiistAnr'e , I Socket .Ceramic socket with 2eM C Teflonv coated lead wires and GObS bi pin base. J ,., Electrical Rrmate 12V transformer required (not ineiudndl. NOTE: initial power draw On LED equipped fixtures is lb watts, When sizing transformer use 15 walls per LEG iixt tire. Nominal power draw alter start up is 6wa(ti hr 10 Wahl arzord fog ly Also, LEDs are mere voltage sensitive than standard halogen MR16lamps, The LED modulo Is des,gned to eperete bet -soon 10 and 13 volts.Any lessor more via lingo can retina prwmatura failure... K .., tamp HatOgen lamp nor included Available from Loomcare es an acccssnry. LED modules are includaddrld are avallobla in four coley temperatures 12702, 3000, 4000, end5700) and three dlutributiorrs (spot, narrow, nod flood} Both color temperature and dictribution most be Specified when Ordering • ton reverse fide for details end/5110 Ng logic. Specifications and Dimensions subject to chancre without notice, anon N`r. the on or.o of nxrtnnl nil f4ra,IF CAMBRIA 203 1 OW LED aW LED SOW (max.) Mfll6 Halogen Low Voltage mormoommoror AeoentaFtood P6 1CZ92at3 An, E:1aG-7d PAtx7rA2 Pole EPA for Round Non-Ta ered Sloe) Poles i A smuts .71i0WSrat4 EPA' nt t With 1 0 gait tutor Fidget 0 n. Ones rude hub e•.q .,,s- s3O s"-1''.' a'r5 , '4 ;IA li. .v^ .2"c4 <1" 12',e r1' 1 P'oe<1' Iris • 1" 1Yu -1" 12 s Si' 2, 1" 12 ic0i' tare < 1,. it tt <1" A?"-. r1- t7'sa.1' <,- ,..' ,r .1" 12•4i ,1" "VI" bolt GTrciu is 9. 3/16',12"brit circle is 42.3t4'. For direct burial pole EPA, 112'C height Tor above -ground portion of pole, r AJTICd'1 Irealy arfiitiiu'ol ales such 01e340 banners, sileemers, ropes, cc cry othersartl R?IllS 550r5 n,ded to poles, Vi_ior-re Lf lr lrig's normal prody.I guarantee rg ro; ,nro vtie. A.1gliGnal53, ocan(T SUM 11er'15 1E. Orly I:l'' ClEf create ,G05,153,r ha21eatls Cenditlal5. Poles are cotcu:Oteoto'hith>lelid steuty'htid VCl0C1iiee of baboon TO and 10) mph `trictt zonsw.tha I3gust ;actor depslldlny On heioht,V,eltu tOtina:s. and recth'rliemet2.'r Fcl an c..act ri/iirtg en a specifc order, contact 1.iaonalte directly 'Ra,h.asd Polo slate (rIPPLecsreo+ ieqv, gJrumcxsng iikiVightt 411110 'Rpdwtte FtiS Pt, ' OPPlikitsoter requires for hcCr11 4•rrau"d p4a3 i<;��•�� `L�s;`°-`.ems„' 51s'oIIl -57 t'0 • 'A T 31 0 M A S STEELE e THOMAS STEELE DIVISION GRAi3ER MANUFACTURING, INC., FORMERLY TRILARY, INC. 1080 UNIDO. DRIVE WAUNAKEE, WI 53597 P(B00) 448-7931, P(608) 849.1080, F(60E1) 849-1081 WWW,MADRAX,COM, E-MAIL SALESt MAORAX,COM 1 STrOO STEEL TUBE 114x1112'FLAT BAR SPACED AT V INTERVALS CR9:-5 ne-I i0r2': Sic h r- PRODUCT: CRB2.8(2,4,5,6) DESCRIPTION: CARNIVAL BENCH II DATE 7-1842 ENG: SAC - i" CONFIDENTIAL DRAWING AND INFORMATION IS NOT TO BE COPIED OR DISCLOSED 10 OTHERS WITHOUT THE CONSENT OF GRADER MANUFACTURItG, INC., FORMERLY TRILARY, INC. SOECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. T 001110 ID2012 GRADER t1.ANUFACTURNG, INC., FORMERLY TRILARY, NC. ALL PROPRIETARY RIGHTS RESERVED. 916'0 LIOUNTNG'i0LE S4' 1/2 X 2 112'FLAT 8AR 35 VY' SITE FURNISHING IS POWDER COATED WITH TGIC POLYESTER. STEEL SURFACE PREP INCLUDES MECHANICAL AND CHEMICAL ETCHING FOLLOWED MINA COATING TO IMPROVE ADHESION AND CORROSION RESISTANCE. biLlqw DCB-20 Catalog ['dumber: 4" O,D. Smooth (4RS) 4" O.D. Fluted (4RF) 5" O.D. Smooth (5RS) 5" O.D. Fluted (SRO a ar002 0 (BC) Black (OK) lAttite (11) Forest Green (FG) Grey (GY) Silver t41eta15c (SL) Custom Color (CO) Bast) • Rya piece decorative fluted cast de base. P Finish • Ali bases are shot -blasted and cleaned to a near•while finish prior to pointing, A Quali-Guardx textured thermoset polyester powder coatis then applied to a minimum of 3 millimeters and then oven -baked at temperature of 400 "F to promote exceptional adherence and finish hardness. Finish is warranted for a fill two (2) years. An optional foe (5) year extended warranty is also available_ -21 Base • Two piece decorative fl Finish • ATi bases thermo ten CB-21 st aluminum pole base. For round tapered only For. • . se tilanieters gf`ng Trom 8.25'- 0.25", Consult factory for details. - ot-blasted and cleaned to near -white Irish prior to painting. A Ouali-Guardx textured ester powder coat is then applied to a rtanimu(n of 3 millimeters and then oven -baked et n re of4130 "F to promote exceptional adherence and Irish hardness, Base finish is'iyarranled far a (2) years. An optional (Iva (5) year extended warranty is also available, tr 1rru' Bronze (az) ((OK) 'White (WOO ForesttG)reen Grey G SilverlAetallte (St,) Custom Color (CC) 4 Cot` _V rot nog aunt N"'rf4n C, noarbo 4110 ra,'a.em M,nsna t/Wimn✓ cat I M.O.ro0 arson.* coon rimy irssirr-asapnseriaikpran..'mr. Pl TA!. I COla•" d OWN. LOAM 'C, Xy'`cf a SO stu M omo0 sse a ooO'i.( ipo,,n.rltn a, 15iaq uF a. faou't.lnn• Tif. u;rate*.-auw.vmstvf.0Mno.rw t-a021 '.5 5+'ry 0419.is.,r"rwulmw+•11i,ad'c P,1ri ./rest /A 1 T H 0 M A S STEELE a 1"PIPE THOMAS STEELE DIVISION GRAEIER MANUFACTURING, INC, FORMERLY TRILARY, INC. 1080 UNIEK DRIVE WAUNAKEE, WI 53597 P(800) 448-7931, P(6081849-1080, F(608) 849-1081 WWW.MADRAX,COM, E-MAIL SALESOMAORAX.COM 1/4 X 1-1/2' FLAT BAR 114X2"FLAT BAR 1/2-13 X3' STANLESS STEEL LEVELING FEET 9116e DA ANCHOR HOLE 1.112 X 3" CHANNEL 1/4 X 2" FLAT BAR TRASH LIDS ARE ATTACHED WITH, 5/16 DIA. VINYL COATED AIRCRAFT CABLE. PLASTIC LINER INCLUDED, LID OPTIONS cg::\ o ASH DOME LID ❑ DOME LID PRODUCT: CRTRN-38 DESCRIPTION: CARNIVAL TRASH RECEPTACLE 38 GAL DATE: 7.23-12 ENG: St/C CONFIDENTIAL DRAWING AND INFORMATION 1S NOT TO BE COPIED OR DLSCLOSED TO OTHERS WITHOUT THE CONSENT OF GRADER MANUFACTURING, INC., FORMERLY TRILARY, INC. SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE, 62012 GRADER MANUFACTURING, INC., FORMERLY TRItARY, INC. ALL PROPRIETARY RIGHTS RESERVED. FLAT LID O CROWN LID ❑ ELEVATED ASH DOME LID ..11117 11111 4111111141161M0 19 ELEVATED DOME LID Cl CROWN RECYCLE LiD SITE FURNISHING iS POWDER COATED WITH TGIC POLYESTER. STEEL SURFACE PREP INCLUDES MECHANICAL AND CHEMICAL ETCHING FOLLOWED bATH A COATING TO AetROVE ADHESION AND CORROSION RESISTANCE. RE WED FOR cQDE�}y�{ COMPLIANCE APPOVED 4 V I - is ie JUL 2 7 2015 City ofTukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 2 2015 PERMIT CENTER C Q z V e a) a. CO V co CO land entitlement 0 O fit 0) 0) O < CN CN d) o a) ttl - fl) CO CO CO CO Phone: 206.204.0507 ,.i � Melvin R. Easter - RLA, del STATE WASHINGTON REGISTERED LANDSCAPE 0 v ASLA not OF ARCHITECT (7---- i- MELVIN R. EASTER CERTIFICATE N0.398 Issue Dates Rev. Date Desc. A5/22/2015 12/19/2014 2/13/2015 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS TUKWILA VILLAGE - BUILDING E TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, TUKWILA , WA OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 PUYALLUP, WA 98374 T : (253) 231- 5001 F : (253) 231-5010 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStudiOLLc PROJECT #: LA-1113 FILE NAME: LA1113 - L13 DRAWN BY: CP/RS/LP/MB SITE DETAILS L13 BID SET/PERMIT COMMENTS 11111111111111111111111 m.11l(ll,u .....01111101r• 111 a13.: . IIIII� ' 1=111 . III=i! EXISTINGI I I i I ' 11=III= SUBGRADE V iiiiiiiiiiiiiiiiii .rdl !Il.amml"""mn" 3 TIMES ROOT BALL DIAMETER _I I NOTES: 1. TREE STAKES TO BE VERTICAL, PARALLEL, EVEN —TOPPED, UNSCARRED AND DRIVEN INTO UNDISTURBED SUBGRADE. PLACE FOR LOCAL WIND CONDITIONS. . PLANT TREE 2" HIGHER THAN ADJACENT GRADE 'ARBOR TIE' OR APPROVED EQUAL TREE TIES 8 FOOT X 2" DIAMETER WOOD TREE STAKES, 2 PER TREE, JASPER OR EQUAL REMOVE TWINE AND CORD FROM TREE TRUNK 3" DEPTH BARK MULCH 4" WATERING BASIN SURROUNDING TREE FINISH GRADES PULL BURLAP OFF TOP 1/3 OF ROOTBALL PLANTING BACKFILL MIX (PIT PLANTING) OR TOPSOIL SCARIFY PLANTING PIT WALLS — SLOPE WALL 1:3 SET ROOTBALL ON MOUND OF UNDISTURBED BASE DECIDUOUS TREE PLANTING SCALE: 1/2" = 1'-0" BALL DIAMETER NOTES: • USE THREE 'ARBOR TIE' OR APPROVED EQUAL, TREE TIES EVENLY SPACED AROUND BASE OF TREE —PLACE FOR LOCAL WIND CONDITIONS. • PLANT TREE 1" HIGHER THAN DEPTH GROWN AT NURSERY. 'ARBOR TIE' OR APPROVED EQUAL TREE TIES 3" DEPTH BARK MULCH PLANTING BACKFILL MIX — EXISTING TOPSOIL & COMPOST 4" WATERING BASIN SURROUNDING TREE 2X2 HARDWOOD STAKE DRIVE INTO UNDISTURBED SUBGRADE FINISH GRADE REMOVE TWINE AND CORD AROUND TRUNK OF TREE PULL BURLAP OFF TOP 1/3 OF ROOTBALL SCARIFY PLANTING PIT WALLS — SLOPE WALLS 1:3 EXISTING SUBGRADE EVERGREEN TREE PLANTING SCALE: 1/2" =1'-0" =1 I III .., ��%%%%i .• 1 i • ill I ROOTBALL DI NOTE: PLANT SHRUB 1/2" HIGHER THAN DEPTH GROWN AT NURSERY. 3" DEPTH FINE SHREDDED BARK MULCH 4" WATERING BASIN SURROUNDING PLANT FINISH GRADE REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. LIGHTLY SCARIFY ROOTBALL OF CONTAINER —GROWN PLANTS. PRIOR TO BACKFILLING PLANTING BACKFILL MIX (PIT PLANTING) OR TOPSOIL SCARIFY PLANTING PIT WALLS EXISTING SUBGRADE SET ROOTBALL ON MOUND OF UNDISTURBED SOIL SHRUB PLANTING SCALE: 1/2" = 1'-0" — I—IIIIIII f —III-1III—I1II—III—III III1111111�11111illllllli III= O O O GROUNDCOVER PLANT. SEE PLANT LIST 3" DEPTH BARK MULCH TOPSOIL DEPTH AND TYPE AS SPECIFIED EXISTING SUBGRADE GROUNDCOVER PLANT SPACING AS INDICATED ON PLANT LIST (TYPICAL) EDGE OF PLANTER GROUNDCOVER PLANTING SCALE: 1/2" = 1'-0" LANDSCAPE NOTES: 1. ALL WORK SHALL BE PERFORMED BY PERSONS FAMILIAR WITH THIS KIND OF WORK AND UNDER THE SUPERVISION OF A QUALIFIED FOREMAN. 2. ALL PLANT MATERIAL SIZES AND QUALITY TO CONFORM TO AMERICAN ASSOCIATION OF NURSERYMEN, AMERICAN STANDARD FOR NURSERY STOCK, CURRENT EDITION. 3. UNLESS OTHERWISE NOTED, DIMENSIONS SHOWN AT BUILDINGS ARE TO OUTSIDE FACE OF EXTERIOR STUD WALLS. SEE ARCHITECTURAL DETAILS FOR RELATION OF STUD TO FACE OF FOUNDATION. 4. ALL PLANT MATERIAL SHALL BE OF NURSERY STOCK AND SHALL BE OF THE TYPE, SIZE AND CONDITION SPECIFIED. THE PLANT MATERIAL SHALL EXHIBIT NORMAL HABITS OF GROWTH FOR THE SPECIES, SHALL HAVE BUDS INTACT AND SHALL BE FREE OF DISEASE, INSECTS, SCARS, BRUISES, BREAKS, SEED AND WEED ROOTS. 5. LANDSCAPE CONTRACTOR SHALL VERIFY LOCATION OF ALL SITE UTILITIES PRIOR TO LANDSCAPE IMPLEMENTATION. PLANT LOCATIONS MAY BE ADJUSTED TO AVOID CONFLICT. 6. LANDSCAPE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PROTECT EXISTING SITE IMPROVEMENTS, PAVING, WALLS, AND UNDERGROUND U11LJT1ES. DAMAGE SHALL BE REPAIRED TO THE OWNER'S SATISFACTION AND AT NO ADDITIONAL COST TO THE OWNER. 7. PLANT COUNT IS FOR THE CONTRACTOR'S CONVENIENCE; IF THERE IS A DISCREPANCY, THE PLAN SHALL GOVERN. ACTUAL PLANT QUANTITIES TO BE DETERMINED BY REQUIRED PLANT SPACING. 8. SUBSTITUTION OF PLANT VARIETIES DUE TO LACK OF AVAILABILITY SUBJECT TO WRITTEN APPROVAL BY THE LANDSCAPE ARCHITECT. 9. FINISH GRADE OF MULCHED LANDSCAPE AREAS MUST BE GRADED TO 1/2" MAX. BELOW CONCRETE OR OTHER PAVED SURFACES. 10. FERTILIZE ALL PLANT MATERIAL WITH APPROVED STARTER FERTILIZER. 11. ALL LANDSCAPE AREAS ARE TO BE MAINTAINED BY A LICENSED PROFESSIONAL LANDSCAPE MAINTENANCE COMPANY. 12. ALL PLANT MATERIALS SHALL BE GUARANTEED FOR ONE YEAR. 13. 14. ALL SHRUB AND GROUNDCOVER AREAS SHALL BE DRESSED WITH 3" DEPTH MEDIUM BARK MULCH. ALL AREAS LEFT UNPLANTED SHALL BE DRESSED WITH 3" DEPTH MEDIUM BARK MULCH. MEDIUM BARK MULCH SHALL CONSIST OF DOUGLAS FIR, PINE, OR HEMLOCK BARK. IT SHALL BE GROUND SO THAT ON A LOOSE VOLUME BASIS, A MINIMUM OF 95% PASSES A 2—INCH SIEVE AND NO MORE THAN 30 PERCENT PASSES A NO. 4 SIEVE. THE BARK MULCH SHALL NOT CONTAIN SALTS, RESIN, TANNIN, OR ANY OTHER DELETERIOUS MATERIAL IN QUANTITIES THAT WOULD BE DETRIMENTAL TO PLANT LIFE. 15. STREET TREE IN TREE GRATES SHALL RECEIVE 36—INCH COMPACTED DEPTH (85 % COMPACT) IMPORT TOPSOIL CONSISTING OF 1/3 LOAM SOIL, 1/3 YARD WASTE COMPOST, AND 1/3 SAND. PACIFIC TOPSOILS, INC. SUPREME MIX OR EQUAL AS APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT. 18. PLANTING BEDS (EXCLUDING RAISED PLANTERS, POTS, AND PIT PLANTING) SHALL RECEIVE 12—INCH COMPACTED DEPTH (85 % COMPACT) IMPORT TOPSOIL CONSISTING OF 1/3 LOAM SOIL, 1/3 YARD WASTE COMPOST, AND 1/3 SAND. PACIFIC TOPSOILS, INC. SUPREME MIX OR EQUAL AS APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT. 17. LIGHTWEIGHT TOPSOIL MIX FOR RAISED PLANTERS AND POTS SHALL BE CEDAR GROVE ROOFTOP PLANTER MIX OR EQUAL AS APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT. 18. ROOT BARRIERS NEAR TREE PLANTINGS SHALL BE HIGH IMPACT POLYPROPYLENE TREATED WITH UV INHIBITORS, 18" HT. MIN., WITH )¢" RAISED VERT. RIBS 6" O.C., OR APPROVED EQUAL. TOP OF BARRIER SHALL NOT PROJECT MORE THAN X" ABOVE SOIL AND SHALL BE COVERED BY MULCH. SEE LANDSCAPE PLANS FOR LOCATIONS. (1) TREASURE ISLAND LWASON CYPRESS (1) CREEPING JENNY (3) BLACK MONDO GRASS OPTION 1 (2) CREEPING JENNY (1) ORANGE SEDGE OPTION 2 27" SQUARE PLANT POT, TYP. (1) AMETHYST MIST CORAL BELLS SCALE: 1/2" = 1'-0" (2) GOLDEN JAPANESE FOREST GRASS (29) BLACK MONDO GRASS 3" DEPTH, 1"-2" MEXICAN BEACH PEBBLES STACKED RIVER ROCK CAIRNS WATER FEATURE (2) CREEPING JENNY PLANTER W/ WATER FEATURE SCALE: 1/2" = V-0" (2) CREEPING JENNY (1) GOLDEN JAPANESE FOREST GRASS (1) PURPLE SHAMROCK HEBE 4' PLANT POT, TYP. (3) SKY PENCIL JAPANESE HOLLY (9) GOLDEN VARIEGATED SWEETFLAG 6' PLANT POT W/LATTICE IN COURTYARD, TYP. (3) SKY PENCIL JAPANESE HOLLY (9) GOLDEN VARIEGATED SWEETFLAG (1) VEITCHII BOSTON IVY 5' PLANT POT W/LATTICE, TYP. (3) SKY PENCIL JAPANESE HOLLY (16) GOLDEN VARIEGATED SWEETFLAG AD Ili KICOW 000soaee LANDSCAPE LEGEND QTY. BOTANICAL NAME EVERGREEN TREES 18 CHAMAECYPARIS OBTUSA 'GRACILIS' 17 19 38 MED.-LG. DECIDUOUS TREES FRAXINUS AMERICANA 'EMPIRE' SMALL DECIDUOUS TREES CORNUS 'EDDIE'S WHITE WONDER' MALUS 'JFS—KW5' LARGE SHRUBS PIERIS JAPONICA 'FOREST FLAME' PIERIS JAPONICA 'VALLEY VALENTINE' RIBES SANGUINEUM SPIREA THUNBERGII 'OGON' MEDIUM SHRUBS ITEA VIRGINICA 'SPRICH' LONICERA PILEATA PIERIS JAPONICA 'CAVATINE' RHODODENDRON 'MARDI GRAS' ROSA X 'RADRAZZ' SMALL SHRUBS BERBERIS THUNBERGII ATROPURPUREA 'CONCORDE' BERBERIS THUNBERGII 'GORUZAM' LAVANDULA ANGUSTIFOLIA 'HIDCOTE SUPERIOR' AMENTAL GRASSES GRAMINEUS 'OGON' CILIS 'BLONDE AMBITION' HLO MACRA 'ALL GOLD' CY INDRICA 'RUBRA' V GATUM 'ROTSTRAHLBUSCH' CHYTRICHA ANNUALS, PERENNIALS & G COMMON NAME SLENDER HINOKI FALSE CYPRESS EMPIRE ASH EDDIE'S WHITE WONDER DOGWOOD ROYAL RAINDROPS CRABAPPLE FOREST FLAME JAPANESE PIERIS VALLEY VALENTINE JAPANESE PIERIS RED —FLOWERING CURRANT GOLDEN THUNBERG'S SPIREA LITTLE HENRY SWEETSPIRE PRIVET HONEYSUCKLE CAVANTINE DWARF JAPANESE PIERIS MARDI GRAS RHODODENDRON KNOCKOUT ROSE CONCORDE JAPANESE BARBERRY GOLDEN RUBY BARBERRY HIDCOTE SUPERIOR ENGLISH LAVENDER SWEETFLAG BLONDE AMBITION BLUE GRAMA GRASS ALL GOLD JAPANESE FOREST GRASS JAPANESE BLOOD GRASS SWITCH GRASS KOREAN FEATHER REED GRASS ROUND COVERS AJUGA 'BLUEBERRY MUFFIN' P.P.A.F. MAHONIA REPENS VINES PARTHENOCISSUS TRICUSPIDATA 'VEITCHII' DECORATIVE POTS BLUEBERRY MUFFIN CARPET BUGLE CREEPING MAHONIA VEITCHII BOSTON IVY 188 ACORUS GRAMINEUS 'OGON' 13 CAR EX TESTACEA 13 CHAMAEC PARIS LAWSONIAN 'TREASUR ISLAND' O 8 CHAMAECYPARIS OBTUSA 'NANA GRACILIS' 19 HAKONECHLOA MACRA 'ALL GOLD' 0 5 HEBE 'PURPLE SHAMROCK' 13 po 48 e— 6 67 68 8 H U E • Y T I T' ILEX CRENATA 'SKY PENCIL' LAVANDULA ANGUSTIFOLIA 'HIDCOTE SUPERIOR' GOLDEN VARIEGATED SWEETFLAG ORANGE SEDGE TREASURE ISLAND LAWSON CYPRESS DWARF HINOKI CYPRESS ALL GOLD JAPANESE FOREST GRASS PURPLE SHAMROCK HEBE AMETHYST MIST CORAL BELLS SIZE 6' HT. 2" CAL. 1-1 /2" CAL. 1-1 /2" CAL. 24" HT. 24" HT. 24" HT. 24" HT. 18" HT. 18" HT. 24" HT. 24" HT. 18" HT. 18" HT. 12" HT. 1 GAL. 4" POT 1 GAL. 1 GAL. 1 GAL. 1 GAL. 18" HT. 4" POT 1 GAL. 1 GAL. ROOT CONDITION B&B OR CONT. B&B B&B OR CONT. B&B OR CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. 4" POT 1 GAL. 5 GAL. 5 GAL. CONT. CONT. CONT. CONT. SPACING PER PLAN PER PLAN PER PLAN PER PLAN 5' O.C. 4' O.C. 5' 0.C. 5' O.C. 30" 0.C. 5' 0.C. 3' O.C. 3' O.C. 3' 0.C. 24" 0.C. 24" 0.C. 18" 0.C. 8" 0.C. 30" 0.C. 18" O.C. 12" 0.C. 30" 0.C. 30" 0.C. 1 GAL. 1 GAL. 1 GAL. SKY PENCIL JAPANESE HOLLY 5 GAL. HIDCOTE SUPERIOR ENGLISH LAVENDER 1 GAL. CONT. CONT. CONT. CONT. CONT. 12" 0.C. 30" O.C. PER PLAN 8" 0.C. PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS LYSIMACHIA NUMMELARIA 'AUREA' OPHIOPOGON PLANISCAPUS 'NIGRESCENS' PARTHENOCISSUS TRICUSPIDATA 'VEITCHII' ABBREVIATIONS: B&B = BALLED AND BURLAPPED CAL. = CALIPER CONT. = CONTAINER HT. = HEIGHT 0.C. = ON CENTER SPR. = SPREAD (3) SKY PENCIL JAPANESE HOLLY (14) GOLDEN VARIEGATED SWEETFLAG (1) HIDCOTE SUPERIOR ENGLISH LAVENDER 6' PLANT POT W/LATTICE ON TERRACE, TYP. CREEPING JENNY BLACK MONDO GRASS VEITCHII BOSTON IVY 4" POT 4" POT 1 GAL. CONT. CONT. CONT. PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER and entitlement Co CO rn Phone: 206.204.0507 : Melvin R. Easter - RLA, STATE WASHINGTON REGISTERED LANDSCAPE 04Vi kn" ASLA S OF ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. A5/22/2015 12/19/2014 2/13/2015 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS p n� 0 TUKWILA VILLAGE - BUILDING E - i I z * z I j TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, 11 n m 0 Z > 0 TUKWILA , WA Qo OWNER APPLICANT: 411110 0 m --o TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 11 l " 11 l 73 j 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 - I W w PUYALLUP, WA 98374 D N T : (253) 231- 5001 F : (253) 231-5010 r- p0 o COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStudiOLLc BID SET/PERMIT COMMENTS A ORUS BOUTELIA HAKONECHLO PANICUM STIPA GOLDEN VARIEGATED FINISH GRADE T I 1-11 1=111=111— , I � I I I I 11111=11 -� =III-111= =11 I-1 18" BRASS NIPPLE 12" MIN LENGTH BRASS NIPPLE 3" MIN LENGTH itLI 111TT I I Ii Il l QUICK COUPLER VALVE r BRASS NIPPLE 3" MIN LENGTH BRASS 90 ELL PVC MAINLINE QUICK COUPLER VALVE SCALE: N.T.S. CONTROLLER AS SPECIFIED 120 VOLT ELECTRICAL CONDUIT (SIZE AS REQUIRED) TO 120 VOLT POWER SOURCE 11 U 0 BALL VALVE MAINLINE SIZE PVC MAINLINE 1 CUFT PEA GRAVEL WALL 24 VOLT WIRE AND CONDUIT TO VALVES \\\\FINISH FLOOR WALL MOUNT CONTROLLER SCALE: N.T.S. FINISH GRADE PVC BALL VALVE 1-111111111=111 -111-111E11111111 I-1I—111=111E1 I I_ =11=111-111=11—I I 111y-11 111i1111l I 111=III111=III= =111-=111=111=111=1 -I IIIII II11Ill I �111= 10" ROUND VALVE BOX "COBRA" 1/2" X 24' FLEX TUBING 1/2" PVC SCH. 40 � S-T ELBOW 6" MINIMUM 5/8 WASHED GRAVEL FLUSH VALVE MANIFOLD SCALE: N.T.S. I-1 l i-i I i=1 I I-1(I-1 11=111=11111=111- 111111=111111=1 1I=11I =111=111111- _111=111-111=111-1 111E111=111=11E — 1111=III=111=I 111-111—Ill—III= 11111111111�1111 111�11 LINE FLUSHING VALVE--CEFCH-H DL2000 FLUSH LINE cz N I I I--'--- I I I MAINLINE BALL VALVE SCALE: N.T.S. 10" ROUND VALVE BOX W/ EXTENSIONS AS REQ'D FINISH GRADE ROUND HANDLE PVC MALE ADAPTER III IIIII II II PVC SUPPLY HEADER END FEED SCALE: N.T.S. you UC) _ :Th714:7 Au �RY f9oic 1 AIRNACUUM RELIEF VALVE SCALE: N.T.S. SCH. 80 PVC 90 DEG ELL CC w 0 0 N PVC / PE LATERAL DEPTH--12" COVER DL2000 DEPTH--4" COVER TORO DL2000 COMPRESSION ELBOW (CEL710) (TYP.) TORO DL2000 DRIPLINE (TYP.) (RGP-212) TORO DL2000 BLANK TUBING (A710) PVC TEE TO TORO DL2000 COMPRESSION ADAPTER (CA710) PVC SUPPLY MANIFOLD FLOW FROM VALVE FINISH GRADE 6" ROUND VALVE BOX TORO DL2000 AIRNACUUM RELIEF VALVE (YD-500-34) 1/2" PVC TEE (SxSxT) TORO DL2000 COMPRESSION ADAPTER (CA710) (TYP.) TORO DL2000 DRIPLINE (TYP.) (RGP-212) OR BLANK TUBING (TYP.) (A710) PEA GRAVEL SUMP (6") NOTE: 1. AIRNACUUM RELIEF VALVE CANNOT BE CONNECTED LOWER THAN DRIPLINE LATERALS. VALVE BOX W/LOCKING LID II— ` I —III —III —I 11= =1 11= =1 I 11 I I -I III=1 FINISH GRADE BRASS BALL VALVE SCH 80 PVC NIPPLEIPPOSPOW•eia ••• ••• • •!.•n AUTOMATIC VALVE If 'MOM - 1!I� PVC LATERAL SCH. 80 -' PVC UNION PVC MAINLINE TEE (BUSH AS REQ'D) VALVE INLET PIPE SIZE TO MATCH OUTLET PIPE SIZE. REMOTE CONTROL VALVE SCALE: N.T.S. 6" MIN. DEPTH 5/8" WASHED GRAVEL PVC MALE ADAPTER 1 1 1 1 1 1 1 • PLAN AIRNACUUM MOUND LAYOUT SCALE: N.T.S FINISH GRADE 1=111=11:111=111- -111=111-111=.111=111 _I-11=111==11-111= -1 I 1=11 I—III=1 I 1=11 1--111=111_-111=111- -1 I I-11 I —I 11—I 11-1 1=111=111=-111=111= -111=111=111=111=1 -III—I�I111.�;IIIII1IIL- DL2000 TUBING RGP-212 BLANK DL2000 TUBING--A710 DL2000 CA710 DL2000 CEL710 COMPRESSION ELBOW COMPRESSION ADAPTER PVC LATERAL II, z PVC TO DL2000 CONNECTION SCALE: N.T.S. cc w 0 U Cn SCH. 80 FITTINGS MAINLINE '� 1" SUPPLY LINE AIRNACUUM RELIEF LATERAL TORO DL2000 BLANK TUBING (A710) CENTERED ON ZONE HIGH POINT (TYP). TORO DL2000 AIRNACUUM RELIEF VALVE (YD-500-34) PLUMBED TO TORO DL2000 BLANK TUBING (A710) AT EACH HIGH POINT (TYP.) PERIMETER LATERAL 3' TO 4" FROM EDGE TORO DL2000 AUTOMATIC FLUSH VALVE (CEFCH-H) PLUMBED TO TUBING (TYP.) FINISH GRADE FILTER SCH.80 PVC UNION , 1IIIIIII�4 �111,1,�1■m�;11!�/!�f eI�I�J!�� - i 40,1"0,4** •1 . V* "Pee' N 5/8" GRAVEL SUMP LATERAL LINE HUNTER DRIP ZONE CONTROL KIT SCALE: N.T.S. 1 — I I 90 DEG BARBED ELL POP-UP SPRINKLER 1 I I — 1 PVC LATERAL LINE 90 DEG BARBED ELL FINISH GRADE LATERAL LINE FITTING 1/2" PE SWING PIPE 12" MIN LENGTH .......) NOTES: • INSTALL POP-UP 4" FROM ALL HARDSCAPE SURFACES. • USE BOTTOM INLET ONLY. HI POP SPRINKLER SCALE: N.T.S. REViEINED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER U :1-c73 J O V CT) C C CO Q C a) a) C a) -a ct 0 0 CD Q a C N to 0 0 to co co rn II Phone: 206.204.0507 eq ,syq�.uusam�x�. 'uj }jyy a °;. xa Melvin R. Easter WASHINGTON REGISTERED LANDSCAPE 4xaa.'fY - RLA, STATE a w,`YLu ASLA S OF ARCHITECT / 1, --- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. TUKWILA VILLAGE - BUILDING TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, N w TUKWILA , WA `lo O_ O N O_ Ui CTt OWNER APPLICANT: 4, TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC o o �' m c co 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 ,�T, "' c> K GIPUYALLUP, WA 98374 z o a c) T : (253) 231- 5001 F : (253) 231-5010 `" 73 o -o m COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED K co o = WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc PROJECT #: LA-1113 FILE NAME: LA1113 -IRDT-D DRAWN BY: DGF IRRIGATION DETAILS BID SET/PERMIT COMMENTS i IIIIIIIIII�- III PVC LATERAL LINE FINISH GRADE —N III HUNTER BUBBLER SYSTEM RZWS-18-50 III III III ROOT ZONE WATERING SYSTEM SCALE: N.T.S TORO MULTI -OUTLET EMITTER PR25-9 SBA-050 1/2" MALE ADAPTER 1/2" PE PIPE PLANTER POT EDGE TORO MICROLINE MCRG-206 10" -6 GOOF PLUG (TYP) PRECAST POT IRRIGATION SCALE: N.T.S. TORO MULTI -OUTLET EMITTER (TYP) TORO MICROLINE-MCRG2-06 2' X 2', 2' X 4', 2' X5' & 2' DIAMETER POT IRRIGATION LEGEND SYMBOL O ED A K PE DESCRIPTION SPRINKLER, HUNTER PRS-40-4-CV W/MP1000 ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-12-CV W/MP3000 ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-12-CV W/MP2000 ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-12-CV W/MP1000 ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-12-CV W/MPCORNER ROTATOR NOZZLE SPRINKLER, HUNTER PRS-30-12-CV W/MP800SR ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-12-CV W/MP ROTATOR SIDE STRIP, MP RT STRIP MP LEFT STRIP HUNTER ICV FILTER SENTRY SERIES REMOTE CONTROL VALVE --PLASTIC SIZE AS INDICATED ON DRAWING. VALVE DETAIL --ZONE NUMBER GPM VALVE SIZE POINT OF CONNECTION -BLDG D 1 1/2" METER AND SERVICE LINE 1 1/2" FEBCO 850 DCVA 3/4" QUICK COUPLER VALVE 1 1/2" MASTER VALVE SOLID STATE WALL MOUNT CONTROLLER- HUNTER INDUSTRIES ACC-1200 BLDG D CONTROLLER. INSTALL MODULAR UNIT INTO ACC TO ACCOMMODATE BLDG E ZONE VALVES. SOLID STATE WALL MOUNT CONTROLLER- HUNTER INDUSTRIES ACC-600 LEVEL 2 BLDG E CONTROLLER. 120 VAC AND CONDUIT FOR VALVE WIRES TO BE PROVIDED BY ELECTRICAL. MIPT COPPER STUB OUT. PROVIDED BY MECHANICAL. BUCKNER 3/4" QUICK COUPLER VALVE WITH LOCKING TOP MAINLINE ISOLATION VALVE --SIZE TO MATCH MAINLINE TORO PR25-9 MULTI OUTLET EMITTER FOR MICROLINE TUBING IN POTS AIRNACUUM RELIEF VALVE--TORO DL2000 YD-500-34 (1/2" MIPT) FLUSH VALVE MANIFOLD: TORO DL2000 CEFCH-H FLUSH CAP, ASSEMBLY INCLUDES BU-1/2' BALL VALVE AND 1/2" X 24" COBRA FLEX TUBING. SEE DETAILS. TORO DL2000 DRIPLINE WITH ROOTGUARD RGP-212 (PRESSURE COMPENSATING, 12" EMITTER SPACING) MAINLINE--1 1/2" SCHEDULE 40 PVC LATERAL LINE --CLASS 200 PVC, SIZE AS NOTED ON DRAWING SLEEVING--SCHEDULE 40 PVC FOR SLEEVES 3" AND SMALLER, CLASS 200 PVC FOR SLEEVES 4" AND LARGER --MIN. 2X DIAMETER OF INTERIOR PIPE, MINIMUM 24" OF COVER OVER ALL SLEEVING UNDER ROADWAYS AND DRIVEWAYS. VERIFY SLEEVE LOCATIONS WITH GENERAL CONTRACTOR. COPPER MAINLINE AND STUB OUTS TO BE INSTALLED BY MECHANICAL. TO LEVELS 2 & 5. SEE PLUMBING DRAWINGS. 1" PE LATERAL LINE UNDER PAVERS ON PEDESTAL LEVELS 2 AND 5. GPM .19, .25, .37, .75 .86, 1.6 .4, .55, .74, .86, 1.10, 1.47 .19, .25, .37, .75 .4 .13, .26 .44, .22, .22 GENERAL NOTES 1. PRIOR TO THE COMMENCEMENT OF WORK, CONTRACTOR MUST VERIFY STATIC WATER PRESSURE (PSI) AT THE POINT OF CONNECTION (EXPECTED--70 PSI LEVEL 1, 55 PSI LEVEL 2). IMMEDIATELY NOTIFY ARCHITECT OF RESULTS. 2. IRRIGATION CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL UTILITIES ENCOUNTERED THROUGHOUT THE SCOPE OF WORK. 3. ALL DRAWINGS ARE DIAGRAMMATIC. FIELD VARIANCES MAY OCCUR. NOTIFY ARCHITECT IMMEDIATELY. 4. MAINLINE LAYOUT IS DIAGRAMMATIC. IT HAS BEEN SHOWN IN HARDSCAPE FOR PURPOSE OF CLARITY. 5. CONTRACTOR IS RESPONSIBLE TO PROVIDE ALL NECESSARY SLEEVING UNDER HARDSCAPES, I.E. ROADS, SIDEWALKS, ETC., WHETHER SPECIFICALLY INDICATED ON THE DRAWINGS OR NOT. SLEEVING SHOULD EXTEND 6" BEYOND HARDSCAPE EDGES. 6. LOCATE PIPE NEAR PERMANENT STRUCTURES WHERE POSSIBLE, I.E. ALONG EDGES OF SIDEWALKS, ETC. LEAVE PIPE SIZING FACE UP IN TRENCH TO FACILITATE REPAIR. 7. ALL UNSIZED TERMINAL LATERAL LINES ARE 3/4" PIPE. 8. SPRINKLER HEADS IN PLANTING AREAS SHOULD BE A MAXIMUM OF 4" FROM BED EDGES. 9. IRRIGATION CONTRACTOR IS RESPONSIBLE TO FINE TUNE ALL NOZZLES ON SITE TO INSURE COVERAGE AND MINIMIZE OVERSPRAY. 10. CONNECT BLDG E VALVES TO BLDG D CONTROLLER. VERIFY CONTROLLER LOCATION IN FIELD. 11. IRRIGATION CONTRACTOR IS RESPONSIBLE FOR WINTERIZATION OF SYSTEM. SYSTEM MUST BE WINTERIZED BY BLOWING OUT WITH COMPRESSED AIR. 12. PIPING MAY BE INSTALLED IN A COMMON TRENCH. ALLOW A MINIMUM OF FOUR (4") INCHES BETWEEN PARALLEL PIPE LINES. LOCATE TRENCHES TO AVOID CONFLICT WITH INSTALLATION OF TREES & SHRUBS. 13. INSTALL HUNTER MP ROTATOR NOZZLES AS NOTED ON DRAWING. ADJUST RADIUS TO MAXIMIZE COVERAGE AND MINIMIZE OVERSPRAY ONTO HARDSCAPE SURFACE. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 s. City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER land entitlement Melvin R. Easter- RLA, ASLA 0 a) 0 0 < N O CVN 0 tea : Li �'_ a —UDC) STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 co co co rn Phone: 206.204.0507 Issue Dates W TUKWILA VILLAGE - BUILDING OWNER APPLICANT: BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS A VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 U M J 00 Lo W cn co Z°'o w<0 Q. = n co N J Cr, Q N N▪ 0E- 0 0 cow I— 0 z 0 0 w I- m 0 a 0 J J 0 0 w F- 0 V- O 0 O IV v+ 0:5 _ _ Q O o r ZwZ cO 0 U) Z =w F— Ocn nw • F- Q a _ PROJECT #: LA-1113 FILE NAME: LA1113 - IRDT-D DRAWN BY: DGF IRRIGATION DETAILS, LEGEND & NOTES BID SET/PERMIT COMMENTS IRRIGATION SPECIFICATIONS PART 1 GENERAL 1.01 SUMMARY A. SECTION INCLUDES: B. Complete irrigation system including all trenching, backfilling and compacting; sleeving, installation of pipe, valves, heads, fittings and all other appurtenances; connections to existing water services, testing; electrical connections and wiring; fine tuning of systems; necessary accessories as shown on the drawing and specified herein. 1.02 REFERENCES: A. ASTM B3 - Standard Specification for Soft or Annealed Copper Wire B. ASTM B43 - Standard Specification for Brass Pipe and fittings C. ASTM D1785 - Standard Specification for Poly(Vinyl Chloride) (PVC) Pipe, Schedules 40, 80, and 120. D. ASTM D2241-Standard Specification for Poly(Vinyl Chloride) (PVC) Pressure -Rated Pipe (SDR Series) E. ASTM D2466-Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40 F. ASTM D2467-Standard Specification for Poly(Vinyl Chloride) (PVC) Pipe Schedule 80 G. ASTM D2564-Standard Specification for PVC Solvent Cements H. ASTM D2855-Standard Recommended Practice for making Solvent Cemented Joints with PVC Pipe and Fittings I. ASTM D3139-Swing joint pipe and fittings J. ASTM F-656-Standard Specifications for PVC Primers K. Foundation for Cross Connection Control and Hydraulic Research -University of Southern California 1.03 SUBMITTALS: A. Product Data: Submit product data before beginning work. Include manufacturer's product literature for all products to be installed in this system in two (2) three ring binders indexed and tabbed. Include material showing manufacturer's name, catalog numbers, catalog cuts, technical data, installation, operation and maintenance instructions for each product. B. Substitutions to the specified equipment will be permitted with the express written approval of the Landscape Architect. Substitutions will be approved only when the substituted item is equivalent or better in quality and performance than the item originally specified. The final determination for "equivalents" rests with the Landscape Architect. Their decision shall be final and binding. 1.04 Point of Connection Water Pressure Test: Test water pressure at point of connection. Verify pressure is in range indicated on construction drawings. Submit written results of test to Landscape Architect. 1.05 As -Built Drawings: Maintain a current record of all pipe and equipment placement and record any variations approved by the Landscape Architect. Upon completion of the system and prior to release of final payment, provide the Owner with a neat and legible record drawing of the completed system (reproducible vellum or mylar only). Any pipe not installed in accordance with the plans as originally contracted shall be sufficiently dimensioned to a permanent structure for location after burial. Update record drawings DAILY. In addition, provide a laminated ID card inside the controller unit showing color coded system zones and valve box locations. 1.06 Maintenance Manuals: Provide two (2) operation and maintenance manuals indexed and tabbed, bound in hardback 3 ring binders. Include the following items/information: A. List of authorized distributors and service representatives (in the area) for each item of irrigation equipment: include names, addresses and phone numbers. 1. Guarantee/warranty certificates for all equipment used and Contractor's written warranty for entire system one (1) year guarantee. 2. Manufacturer's maintenance sheets, replacement parts list and equipment brochures for all equipment used. All composite data sheets shall have the specified products used in the field clearly highlighted. 3. Winterization and spring start up procedures. 4. A pocket for one (1) copy of the approved record drawings to be added at the time of the final inspection. 1.07 QUALITY ASSURANCE: A. Qualifications: Contractor must be a Washington State licensed landscape contractor with a minimum of three years experience. B. Work and materials shall be in strict accordance with the latest codes, regulations and other applicable state or local laws. Nothing in the Contract Documents is to be construed to permit work not conforming to these codes. C. Obtain and pay for all permits and approvals required by the local jurisdictional authorities for the full operation of the system. D. All work called for on the drawings by notes shall be furnished and installed whether or not specifically mentioned in the specifications. Do not install the sprinkler system as indicated on the drawings when it is obvious in the field that obstructions or grade conditions exist which cause discrepancies with the construction plans, details, legend or specific notes. All such discrepancies shall be brought to the attention of the Landscape Architect. In the event this is not done, the Contractor shall assume full responsibility for the necessary revisions. E. Due to the scale of drawings, it is not possible to indicate all offsets, fittings, sleeves, etc. which may be required. Carefully investigate the structural and finished conditions affecting all work and plan accordingly. Drawings are generally diagrammatic and indicative of the work to be installed. The work shall be installed in such a manner as to avoid conflicts between irrigation system, planting and architectural features. F. The work is subject to tests and inspections by the Landscape Architect as specified. Furnish written notice to the Landscape Architect one week prior to the required test or inspection. 1.08 DELIVERY, STORAGE, HANDLING AND PROTECTION: A. Protect work and materials from damage during construction and storage. PVC pipe and fittings shall be protected from damaging temperatures, weather and direct sunlight in accordance with manufacturer's written recommendations. B. Assume all responsibility for damage to existing construction and restore to its original condition should damage occur as a result of this work. C. Deliver Products in sufficient quantities to allow a continuity of the Work. 1.09 WARRANTY: A. Warranty the system against defects of installation and material for a period of 1 year after acceptance of the irrigation system. Guarantee shall also cover repair or damage to any part of the premises resulting from leaks or other defects in material, equipment and workmanship to the satisfaction of the Landscape Architect. Repairs, if required, shall be done promptly upon notification by the Owner, and, at no cost to the Owner. B. As part of the warranty, the Contractor is responsible for deactivating and draining the system prior to the onset of the freezing season and for reactivating the system at the onset of the spring growing season; each event must be accomplished once during the warranty period. In the event the system is completed in a season when it will not be in use, winterize the system upon completion of testing (and approval by the Landscape Architect) and reactivate the system in the spring. SUBMIT a letter to the Landscape Architect certifying that the system was winterized and drained and indicate the date such action was accomplished. The Contractor is responsible for any damage resulting from failure to comply. 1.10 SYSTEM FAMILIARIZATION: A. Before final acceptance of the system, provide the necessary keys and/or other tools required to operate, drain and activate the system. Provide two (2) complete sets of tools and keys to the Owner (i.e.: water keys, quick coupler keys, valve cover keys, controller keys and sprinkler adjustment and disassembling tools, etc.) B. Provide 5% extra stock of each sprinkler type on project to Owner -minimum of five Hunter RZWS. Provide 200ft extra stock of Toro DL 2000 RGP 2-12 and 100 ft extra stock of Toro Microline MCGR 2-06. C. Provide 8 hours general system operation, maintenance and winterization training with Owner's personnel before final acceptance of the system PART 2 - PRODUCTS 2.01 SUMMARY: A. All materials used throughout the system shall be new, unused, and in perfect condition. Refer to the irrigation materials legend, notes, detail drawings and these specifications for specific equipment to be used. Equipment or materials installed or furnished without prior approval of the Landscape Architect may be rejected and the Contractor will be required to remove such materials from the site at his own expense. B. 2.02 BRASS PIPE AND ACCESSORIES: A. Pipe: ASTM B43, Schedule 40; domestic manufacture B. Fittings: Medium brass, screwed, 125-pound class. 2.03 PLASTIC PIPE AND ACCESSORIES: A. Pipe: ASTM D1785, D2241. Pipe walls shall be uniform, smooth, glossy, and free of interior or exterior extrusion marks; pre -belled or straight to receive solvent -weld couplings; 20 foot standard lengths. Pipe shall be marked with manufacturer's name, class of pipe, NSF seal, and date/shift of manufacturing run. B. Fittings: PVC - ASTM D2464, D2466. C. Cement and Solvent: Weld On 705 or 711 Low VOC solvent cement, P-70 primer. D. Irrigation System Pipe 1. Mainline: PVC Sch. 40 pipe with PVC Schedule 40 solvent weld fittings. 2. Laterals: PVC Class 200 pipe with PVC Schedule 40 solvent weld fittings. 3. Sleeving: PVC Schedule 40 pipe for 4" sleeves and smaller. Sleeve size is double the diameter of the interior pipe(s). Minimum sleeve size 2" nominal diameter. E. Subsurface Drip SystemPipe: 1. Drip tubing: Toro DL2000 dripline RGP 2-12. Emitter spacing 12" with nominal flow rate of .5 gph. Provide an additional 200-ft. of DL2000e to Owner for future maintenance. 2. Micoline tubing: Toro DL2000 Microline MCRG 2-06. 1/4" tubing with 6" emitter spacing with nominal flow rate of 0.5 gph. Provide an additional 100 ft of microdine to Owner for tuture maintenance. 3. Fittings: Per manufacturer's recommendations and detail drawings. 2.04 TREE BUBBLERS A. Bubbler: Hunter RZWS-18-50--root zone watering system with .5 gpm bubbler with 18" length. Install three per tree. 2.05 SPRINKLER HEADS: A. Fixed spray sprinkler heads: Hunter Industries PRS-40 series heads. Shrub area sprinklers PRS-40-12-CV series heads series with 16" body and 12" pop up riser as shown on the plans. Install PRS-40-4-CV 4" pop up Level 5 green roof. Sprinkler body shall be heavy-duty ultra -violet resistant plastic construction with stainless steel retraction spring and built in in -stem pressure regulation. Factory installed integral check valve. All sprinklers will have ratcheting riser feature for easy adjustment. ALL SPRINKLERS WILL BE BOTTOM INLET ONLY. Install Hunter MP Rotator nozzles as indicated on plan. 2.06 AUTOMATIC VALVES: A. Zone Valves: Hunter ICV filter sentry series, solenoid operated diaphragm, globe type, normally closed plastic valve with five year manufacturer's warranty. Size and type indicated on drawing. Install per detail drawings. . B. Master Valve: Hunter ICV filter sentry series, solenoid operated diaphragm, globe type, normally closed plastic valve with five year manufacturer's warranty. Install per detail drawings. C. DL2000 Zone manifold: Hunter ICZ-101-25 1" ICV valve with 1" filter and pressure regulator to 25 psi. 2.07 VALVE AND UTILITY BOXES: D. Oldcastle Precast Carson Industries Specification grade Jumbo and Super Jumbo valve box green body with locking lid. Jumbo and Super Jumbo rectangular box for all remote control valves. Size valve box to completely enclose zone manifold ball valve and remote control valve per detail drawing. E. Oldcastle Precast Carson Industries Specification grade 910-12B 10" round box with locking lid for mainline isolation valves. F. Oldcastle Precast Carson Industries Specification grade 6" round box for subsurface flush manifolds and air vacuum relief valves. Install per detail drawings. 2.08 QUICK COUPLER VALVES: A. Buckner, one piece, 3/4" quick coupler valve with locking rubber top. B. Provide two coupler keys with hose swivel to match the quick coupler valves. 2.09 CONTROLLERS AND ACCESSORIES: A. Controllers: Building D Controller - Hunter ACC series, solid state modular controllers. Install modular units to accommodate Building E zones. 2.10 WIRE: A. Insulated, single strand copper designed for 24-50 volts and UL approved as UF (Underground Feeder). UL and UF designations clearly marked on the insulation jacket of the wire. Copper conductor must meet or exceed ASTM B-3 specifications. Minimum gauge #14 UF direct burial (UL approved); red or black jackets for hot side, white for common ground; auxiliary wires, shall have orange color jacket. Install a minimum of four spare wires. Label spare wires in controller. B. Where wire harness leaves mainline or lateral line trench, enclose it in Class 200 PVC conduit. 2.11 MAINLINE ISOLATION VALVES: A. Brass, threaded end, ball valve with round or oval handle -non locking -minimum 300WOG. Provide operating key. Approved manufacturers: Watts, Nibco, Wilkens 2.12 ZONE MANIFOLD BALL VALVES: A. Schedule 80 PVC, threaded end, ball valve with round or oval handle -non locking -minimum 300WOG. Zone manifold ball valves shall be of the same size as the outlet lateral line size. Provide operating key. Approved manufacturers: Spears, Lasco, Rainbird 2.13 SUBSURFACE EQUIPMENT: A. AirNacuum Relief Valve: Toro DL2000 YD-500-34, %2" MIPT air vent and vacuum relief valve. B. Flush valve manifold: Toro DL2000 CEFCH-H flushing cap. Assembly also includes BU-1/2 ball valve and "Cobra" 1/2" x 24" flex tubing. C. Flush valve: DL2000 CEFCH-H flushing cap. D. Multi -Outlet Emitter: Toro PRS25-9 pressure regulating multi -outlet emitter. 2.14 ACCESSORIES: A. Electrical splices/tape: Scotch-Lok #3570 or 3M-DBY, Direct Bury Splice Kit. B. Pressure Gauge: Fluid filled pressure gauge, dial pressure registered from 0 to 200 psi. C. Detectable marking tape: Christy's 3" detectable marking tape, minimum 5 mil overall thickness; five ply composition; ultra -high molecular weight; 100% virgin polyethylene; acid, alkaline and corrosion resistant,. 20 gauge solid aluminum foil core, encapsulated within 2.55 mil polyethylene backing. Tape tensile strength in accordance with ASTM D882-80A and not less than 7,800 psi. Tape legend: "Caution Irrigation Line Below". TA-DT-3-GI. D. Valve Markers: Christy's Identification Tags manufactured from polyurethane Behr Desopan, incorporating an integral attachment neck and reinforced attachment hole capable of withstanding 180 lbs. pull force. Tag shall be approximately 2.25" x 2.75" in size. All lettering will be hot stamped in black and capable of withstanding outdoor usage. The standard alpha -numeric designations shall incorporate lettering 1 1/8" in height. Tag color will be yellow. Marking tag will be double side stamped with zone valve number. Install one tag on valve wires as shown on detail drawing and install identical tag with valve number on valve box lid with rivet or bolt. E. Planter Pot Irrigation Reservoir: Garden Art International (formerly Jardinier Irrigation System) Round fill unit. Install reservoir diameter matching pot diameter. Reservoir CL size 6"-60" diameter. PART 3 EXECUTION 3.01 EXAMINATION: A. Prior to starting work, schedule pre -construction meeting with Landscape Architect. In addition, carefully inspect the preparatory work of other trades, and verify that such work is acceptable for the installation of the work of this Section. Report all unacceptable conditions to the Architect. Do not begin work until unacceptable conditions have been resolved. Beginning of work constitutes Contractor acceptance of conditions. 3.02 TRENCHING AND BACKFILL: A. Trenches shall be free from rock, debris or sharp articles, with a depth of 4 inches of cover over DL2000 dripline, 12 inches of cover over lateral lines and 18 inches of cover over mainline. Depth of cover for sleeving under vehicular paving: 24" over all sleeves. Depth of sleeving within landscape: 18" over mainline sleeves, 12" over lateral sleeves. Trench width must allow a minimum of four (4) inches between parallel pipelines. B. Accomplish backfilling in a manner to insure no future settlement of the trench. Backfill in maximum 6 inch lifts. All pipes are to be sand bedded. No foreign matter larger than 1/2 inch in size will be permitted in the initial sand backfill. C. Backfill in sleeving trenches (i.e., under all hardscapes) shall be mechanically compacted in minimum of two (2) lifts to a dry density equal to 95% of adjacent undisturbed soil. Backfill will conform to adjacent grades without dips, sunken areas, humps, or other surface irregularities. D. If settlement occurs and subsequent adjustments in pipe, valves, sprinkler heads, lawn or planting, or other construction are necessary, make all required adjustments without cost to the Owner. 3.03 PIPE AND FITTINGS: A. Cut pipe ends 90 degrees to the pipe length and remove cutting burrs. Wipe PVC pipe ends clean. Apply primer to both fitting and pipe end. Apply a light coat of cement on the inside of the fitting and a heavier coat on the outside of the pipe. B. Insert PVC pipe into the fitting and give a quarter turn to seat the cement. Wipe excess cement from the outside of the PVC pipe. Allow welded joints to cure for a minimum of 15 minutes prior to moving. Do not fill with water for 24 hours. No backfilling will be permitted other than at the center of the pipe lengths until the pressure test is complete. C. Routing of PVC lines is diagrammatic. Where possible install lines and valves adjacent to hardscapes and in planting areas. Install PVC piping with markings facing toward the top of the trench. D. Verify 1" MIPT stub outs on Levels 2 and 5 in the field. Copper routing and stub outs provided by Division 15. Install PE pipe between planters under paver on pedestal for lateral lines on Levels 2 and 5 3.04 BACKFLOW PREVENTER A. Install as per details. Minor adjustments of location may be required for technical purposes at no added cost to the contract. Install per local code. After installation, State of Washington certified backflow tester must test the double check valve assemblies 3.05 TREE BUBBLERS: A. Install as per details. Locate each of three bubblers equidistance around circumference of root ball. 3.06 AUTOMATIC VALVES: A. Install as per details. Use valve box extensions to insure that the box extends completely below the bottom of the valve. Valve pit shall be left with a clean layer of gravel in the bottom with 4" clearance minimum between gravel and bottom of valve. B. Valve inlet pipe size to match outlet lateral line size. Zone manifold ball valve to match inlet and outlet line size. C. Install Valve Markers on each valve and valve box lid. Tag number to match zone valve number on drawing. D. Provide Level 5 zone valves to Mechanical for installation in Mechanical room. 3.07 CONTROL WIRES: A. Do not tape wire harness to water pipe. Provide an 18" harness loop at all sleeve ends and direction changes. B. All splices must be contained in plastic valve box where a valve is installed. Allow expansion coils long enough so valve bonnet may be removed and placed outside the box for maintenance purposes. Provide separate hot lead for each automatic valve. One common wire for each controller. C. Provide one spare multi strand cable in each conduit to Level 2 to exterior planting. Identify each spare at the controller. Loop a 24" coil of spare wire inside each valve box. D. Install in sleeves under pavement areas. 3.08 QUICK COUPLER VALVE: A. Install per detail drawings and manufacturer's installation instructions. 3.09 CONTROLLER ACCESSORIES : A. Final locations to be approved by Architect. 120 VAC power to controllers to be furnished by Division 16. Conduits with pull wire to exterior planter and to Level 2 to be provided by Division 16. B. Install all controller accessories, wireless weather sensor, flow sensor, remote radio per manufacturer's instructions and detail drawings. Verify radio receiver reception prior to installation. 3.10 PIPE SLEEVES: A. Provide pipe sleeves double the diameter of the interior irrigation pipe(s). Cover sleeves as specified previously. 3.1 1 SPRINKLER HEADS: A. Install as per details. Locate sprinklers in planting areas a maximum of 6" from planter bed edge. Install 4" po up along perimeter of Level 5 green roof. Anchor head in insulation layer as needed to install flush to grade. B. Install head flush with finish grade and "fine tune" system to minimize overspray. 3.12 SUBSURFACE TECHLINE SYSTEM A. Install DL2000 dripline and components per manufacturer's instructions with the exception to depth. System must be thoroughly flushed prior to installation of DL2000. Soils must be installed prior to DL2000 installation. B. Verify existing field dimensions of area with irrigation plans for accuracy. Begin DL2000 layout 5 to 6 inches away from hardscape edge. Mark tubing intervals (15-16") on ground with flags or paint. Contact Architect for layout approval. Provide 72 hours notice. C. Coordinate DL2000 installation with planting. Plant all specimen trees and shrubs, 5 gallon size and larger, then place indicated on the plans. D. Install piping horizontally and as level as possible to a maximum depth allowing 4 inches of cover from the top of finish to form a triangular pattern throughout the tubing layout. E. Flush PVC header line prior to DL2000 installation. F. Install the air/vacuum relief valve below grade and at the highest elevation within each zone. Install valve as per detail. G. Prior to backfilling and before connection of line flushing valves, flush the entire system to remove any dirt or sediment during the installation. Then install flush valves and operate circuit to check for leakage around both compression and necessary corrections to stop leaks. H. Water plant material thoroughly by hand prior to installation in DL2000 zones. Bring soil in planter beds up to its water tubing at the row spacing interval grade. Offset the emitter outlets that may have entered the system threaded fittings. Make all holding capacity prior to planting. 3.13 SYSTEM FLUSHING: A. Flush the entire system prior to the installation of the DL2000 and root zone watering system. 3.14 FIELD TESTING: A. Request Landscape Architect attendance at each test. Give a minimum of one -week prior notice. B. Mainline Pressure testing: 1. Leave all system joints, connections, etc. exposed until after completion and acceptance of the pressure test. 2. Mainline shall be subjected to a static pressure test of 150 psi. To be valid all tests must be performed under the direction and supervision of Landscape Architect. 3. Attach test compressor with pressure gauge to head of mainline. 4. Attach gate valve to opposite end of mainline. 5. Open gate valve at end of mainline until all air is removed from mainline. 6. Close gate valve and install pressure gauge, then reopen valve. 7. Apply 150 psi to mainline, test is for one hour. Maximum allowable drop is 5 psi in one hour. C. Lateral line Pressure Testing: All PVC lateral lines with PE (swing) pipe and swing joints installed and capped shall be tested under 80 psi static line pressure to the satisfaction of the Landscape Architect. 3.15 PERFORMANCE TEST: A. Request Landscape Architect attendance at the system coverage test. Give a minimum of one -week prior notice. B. System Performance Demonstration: 1. Upon completion of the system installation and after the flushing and pressure tests are completed, perform a system coverage test for each zone in the presence of the Landscape Architect and Owner's maintenance personnel. 2. System shall be tested for both manual and fully automatic operation. C. Maintenance Training: Upon acceptance of the system by the Owner's Representative, furnish to the Owner's personnel keys and other tools necessary to operate, and maintain the system. Furnish training standards specified previously in this Section 1 to the Owner's personnel. The Contractor is liable for all damages or losses resulting from failure to comply with the provisions of this paragraph. 3.16 CLEANING AND REPAIRS: A. Repair or replace any damaged materials, surfaces, and finishes caused by Work of this Section to the satisfaction of the Owner and at no additional cost to Owner. B. Clean up shall be done as each portion of work progresses. Refuse and excess materials shall be removed from the site and legally disposed of off -site. All walks and paving shall be swept down. 3.17 SYSTEM PROTECTION: A. Deactivate and drain the system prior to the onset of the freezing season and reactivate at the onset of the spring season. Accomplish each at least once during the warranty period. If construction is completed when the system is not in use, winterize after testing. Certify by letter the dates of winterization / activation. Repair damage from failure to comply. B. When using compressed air to winterize the system, do so in short cycles at no more than 40-psi air pressure. Do not allow pipe close to the compressor to get hot to the touch. 3.18 FINAL APPROVAL: A. Contingent upon receiving signed and approved permits as may be applicable, provide reproducible record drawings and two (2) three-ring binders of all catalog cuts,manufacturer's instructions, and maintenance and operation information. Provide two (2) complete sets of all tools and keys, and extra stock sprinkler heads as required and specified previously. REVIEWED FOR CODE COMPLIANCE PPOVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 222015 PERMIT CENTER 0 J J O • land entitlement Melvin R. Easter - RLA, ASLA STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT CO CO CO rn MELVIN R. EASTER CERTIFICATE NO.398 Phone: 206.204.0507 Issue Dates W TUKWILA VILLAGE - BUILDING OWNER APPLICANT: Desc. BUILDING PERMIT SUBMITTAL MEP COORD/BID SET BID SET/PERMIT COMMENTS A VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 M w I- co 0 0to z M J N 5 m Lo ui .. co z°'� W<0 Et N N (+') Q"' N } E_, NILI- PROJECT #: LA-1113 FILE NAME: LA-1113-D S DRAWN BY: DGF 0 w I- m 0 a U) U J -J O 0 I- m w F- 1-0 00_ O"Ci 05 = Q � M_ O 0 = N O O I- zz �w m ¢Z QO 0 �w x� oCO IX Lu �w • _ O I- R >- 0 IRRIGATION SPECIFICATIONS BID SET/PERMIT COMMENTS Igjj CO -J 0- E a 0 RAP ELEMENT FOUNDATION CONSTRUCTION NOTES 1. RAMMED AGGREGATE PIER (RAP) FOUNDATION SUPPORT IS AS DESIGNED BY GEOPIER FOUNDATION COMPANY, INC., DAVIDSON, NORTH CAROLINA (DESIGNER). 2. RAP ELEMENT LAYOUT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR (GC). GEOPIER ELEMENT SHALL BE INSTALLED IN THE FIELD WITHIN 6-INCHES OF LOCATION SHOWN ON THESE PLANS. 3. A QUALIFIED, FULL-TIME QUALITY CONTROL (QC) REPRESENTATIVE PROVIDED BY THE RAP INSTALLER (THE INSTALLER) SHALL BE RESPONSIBLE FOR INSTALLATION OF THE RAP ELEMENTS IN ACCORDANCE WITH THE DESIGN, AND SHALL REPORT ALL GEOPIER FOUNDATION CONSTRUCTION ACTIVITIES TO THE DESIGNER. IF AUTHORIZED BY THE OWNER, THE QC REPRESENTATIVE SHALL COORDINATE QC ACTIVITIES WITH THE TESTING AGENCY HIRED BY THE OWNER. UNDER NO CIRCUMSTANCES SHALL THE TESTING AGENCY DIRECT RAP INSTALLATION PROCEDURES. 4. RAP ELEMENTS SHALL BE BASED ON THE FO LLOWING CRITERIA UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER: A. RAP ELEMENTS SHALL BE WITHIN 3 INCHES OR DEEPER THAN THE DEPTHS SHOWN ON THE PLANS. B. AVERAGE COMPACTED LIFT THICKNESS DURING EACH DAYS PRODUCTION SHALL BE APPROXIMATELY 24 INCHES. C. A BST SHALL BE PERFORMED ON THE FIRST FIVE RAP INSTALLED. RESULTS OF THE INITIAL BST SHOULD BE PROVIDED TO THE DESIGNER FOR REVIEW AND ESTABLISHMENT OF ACCEPTANCE CRITERIA AND FREQUENCY OF BST. THE FREQUENCY OF BST MAY VARY DEPENDING ON THE SOIL CONDITIONS; HOWEVER, BST SHALL BE PERFORMED ON NO LESS THAN 10% OF PRODUCTION RAP. D. RAP ELEMENT AGGREGATE SHALL CONSIST OF TYPE I GRADE B IN GENERAL ACCORDANCE WITH ASTM D-1241-68, OR APPROVED BY GEOPIER DESIGNER AND SUCCESSFULLY USED IN THE MODULUS TEST. 5. WHEN OBSTRUCTIONS ARE ENCOUNTERED THAT CANNOT BE REMOVED WITH CONVENTIONAL RAP INSTALLATION EQUIPMENT, THE GC SHALL BE RESPONSIBLE FOR REMOVING THE OBSTRUCTIONS. IF THE GC DOES NOT DO SO IN A TIMELY MANNER THAT DOES NOT INTERRUPT RAP PRODUCTION, THE INSTALLER MAY REMOVE OBSTRUCTION(S) AND SHALL BE REIMBURSED FOR COSTS INCURRED, INCLUDING LABOR, EQUIPMENT, AND MATERIALS. IN THE EVENT OBSTRUCTIONS ARE ENCOUNTERED BELOW THE DESIGN BOTTOM OF FOOTING ELEVATION THE OBSTRUCTION SHALL BE REMOVED AS OUTLINED ABOVE. THE RESULTING EXCAVATION SHALL THEN BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. THE AREA SHALL BE TESTED BY THE OWNER'S TESTING AGENCY AND THE COMPACTION TEST RESULTS SHALL BE SUBMITTED TO THE INSTALLER AND THE DESIGNER. 6. RAP ELEMENTS NOT MEETING THE REQUIREMENTS DEFINED IN THE DESIGN AND MODULUS TEST SHALL BE RE -INSTALLED TO MEET PROJECT REQUIREMENTS UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER. 7. FOOTING ELEVATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE REPORTED IN WRITING TO THE INSTALLER'S QC REPRESENTATIVE PRIOR TO INSTALLING RAP ELEMENTS. 8. UTILITY LOCATIONS ARE THE RESPONSIBILITY OF THE GC. THE DESIGNER SHALL BE NOTIFIED OF ANY CONFLICTS WITH RAP LOCATIONS SHOWN ON THE PLANS. NEW UTILITIES EXCAVATIONS SHALL BE LIMITED TO THE ZONE DEPICTING ON DETAIL 1 ON THIS SHEET. IF EXCAVATIONS ARE PLANNED WITHIN THE RAP "NO DIG" ZONE, THE DESIGNER SHOULD BE NOTIFIED IMMEDIATELY TO DISCUSS EXCAVATION OPTIONS. 9. RAP ELEMENTS ARE LOCATED AT THE INTERSECTION OF REFERENCE GRID LINES OR AT THE CENTERLINE OF STRIP FOOTINGS UNLESS DIMENSIONED OTHERWISE. 10. AFTER COMPLETION OF RAP INSTALLATIONS, THE GC IS RESPONSIBLE FOR PROTECTION OF THE WORK. THIS INCLUDES, BUT IS NOT LIMITED TO, PROPER SITE DRAINAGE TO PREVENT PONDING OF WATER ABOVE THE RAP ELEMENTS AND APPROPRIATE CONTROL AND COORDINATION OF EARTHWORK AND ANY SUBSEQUENT DRILL ACTIVITIES SUCH AS ELEVATOR SHAFT CONSTRUCTION, TO PREVENT DAMAGE TO INSTALLED RAP ELEMENTS. 11. ALL RAP ELEMENTS HAVE A MINIMUM NOMINAL TOP DIAMETER OF 24 INCHES WITH COMPACTED 24 INCH LIFTS. GEOPIERS TO BE INSTALLED TO A DEPTH TO PENETRATE FILL SOILS AND BE FOUNDED IN GLACIAL SOILS (APPROXIMATE DRILL DEPTHS OF 6 TO 10 FEET). 12. THESE DRAWINGS ARE BASED ON THE STRUCTURAL DRAWINGS PROVIDED BY DAVIDO CONSULTING GROUP, INC.. THE RAP ELEMENT LAYOUT LOCATION PLAN AND FOOTING DETAILS PLAN ARE FOR RAP ELEMENT NUMBER, LOCATION, AND LAYOUT ONLY. FOOTING LOCATIONS, SIZES, AND ORIENTATION SHOWN ON THESE PLANS ARE FOR INFORMATION ONLY. PLEASE REFER TO STRUCTURAL PLANS FOR SPECIFIC FOUNDATION DIMENSIONS AND LOCATION. THE DESIGNER ACCEPTS NO RESPONSIBILITY FOR LOCATION OF FOOTINGS SHOWN ON THESE PLANS. THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY IF INFORMATION ON THESE PLANS CONFLICTS WITH STRUCTURAL OR ARCHITECTURAL DRAWINGS. 13. THE RAP FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INFORMATION PROVIDED IN THE SUBSURFACE EXPLORATION BY ASSOCIATED EARTH SCIENCES, INC., REPORT DATE MARCH 18, 2013. GEOPIER FOUNDATION COMPANY, INC., HAS RELIED ON THIS INFORMATION AND WE HAVE NO REASON TO SUSPECT ANY OF THE INFORMATION IN THE REPORT IS IN ERROR. GEOPIER FOUNDATION COMPANY, INC. IS NOT RESPONSIBLE FOR ERRORS OR OMISSIONS IN THE REPORT THAT MAY AFFECT THE PARAMETER VALUES IN OUR DESIGN. IF THE SUBSURFACE OR SITE CONDITIONS DIFFER FROM THOSE UTILIZED IN THE DESIGN THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY. 14. RAP FOUNDATION DESIGN LOADS ARE BASED ON THE DESIGN INFORMATION PROVIDED TO US BY DAVIDO CONSULTING GROUP, INC.. IN THE EVENT THE STRUCTURAL LOADS VARY THE DESIGNER SHALL BE NOTIFIED. CONCRETE FOOTING CONSTRUCTION SUPPORTED BY RAP NOTES 1. ALL EXCAVATIONS FOR FOOTINGS SUPPORTED BY RAMMED AGGREGATE PIERS SHALL BE PREPARED IN THE FOLLOWING MANNER BY THE GC: OVEREXCAVATION BELOW THE BOTTOM OF FOOTING SHALL BE LIMITED TO THREE INCHES. THIS INCLUDES LIMITING THE TEETH OF EXCAVATORS FROM OVEREXCAVATION BEYOND THREE INCHES BELOW THE FOOTING ELEVATION. 2. FOOTINGS SHALL BE POURED AS SOON AS POSSIBLE FOLLOWING FOOTING EXCAVATIONS. IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT FOOTING BEARING SURFACES FROM WET WEATHER AND DISTURBANCE. A "MUD MAT" (3 INCH THINCKNESS OF LEAN CONCRETE) OR COMPACTED CRUSHED ROCK SURFACE IS RECOMMENDED TO PROTECT BEARING SURFACES. 3. PRIOR TO CONCRETE OR MUD MAT PLACEMENT, THE TOP OF THE EXCAVATED SOIL AND RAMMED AGGREGATE PIERS SHALL BE COMPACTED WITH A STANDARD, HAND -OPERATED IMPACT COMPACTOR (I.E. JUMPING JACK COMPACTOR). COMPACTION SHALL BE PERFORMED OVER THE ENTIRE FOOTING SUBGRADE TO COMPACT ANY LOOSE SURFACE SOIL AND LOOSE SURFACE PIER AGGREGATE. 4. WATER SHALL NOT BE ALLOWED TO ACCUMULATE IN THE FOOTING EXCAVATIONS PRIOR TO CONCRETE PLACEMENT OR ALLOWED TO ACCUMULATE OVER THE POURED FOOTING. 5. EXCAVATION AND SURFACE COMPACTION OF ALL FOOTING SUBGRADES SHALL BE THE RESPONSIBILITY OF THE GC. 6. THE TESTING AGENCY SHALL INSPECT EACH FOOTING AND APPROVE IT IN WRITING ON THE SAME DAY THAT THE CONCRETE OR MUD MAT IS PLACED IN THE FOOTING EXCAVATION. THE APPROVAL SHALL STATE THAT ALL FOOTING BOTTOMS INCLUDING MATRIX SOILS AND RAP TOPS HAVE NOT BEEN OVEREXCVATATED MORE THAN THREE -INCHES BELOW THE BOTTOM OF THE FOOTING, HAVE BEEN KEPT FREE OF WATER ACCUMULATION, AND HAVE BEEN REASONABLY DENSIFIED WITH A HAND-HELD MECHANICAL IMPACT COMPACTOR ON THE SAME DAY THAT THE CONCRETE WAS PLACED. 7. THE GC IS RESPONSIBLE FOR MEASURING TOP OF FOOTING ELEVATIONS TO ACCURACY OF 0.01 FEET. MEASUREMENTS SHALL BE TAKEN BY A LICENSED PROFESSIONAL SURVEYOR BEFORE LOADS ARE APPLIED TO THE FOOTINGS. 8. IN THE EVENT THAT FOOTING BOTTOM PREPARATIONS, AS DESCRIBED ABOVE, ARE NOT PERFORMED OR DOCUMENTED IN ACCORDANCE WITH THIS SECTION, ANY WRITTEN OR IMPLIED WARRANTY WITH RESPECT TO GEOPIER FOUNDATION PERFORMANCE CAN BE CONSIDERED VOID. 24" TYP. COMPACTED MINIMUM SHAFT LENGTH SHALL EXTEND TO GLACIAL TILL CONTACT. TYPICAL GEOPIER ELEMENT NOT TO SCALE GEOPIER LEGEND SPREAD FOOTINGS TO BE SUPPORTED BY GEOPIER ELEMENTS. SEE SHOP DRAWINGS FOR GEOPIER REQUIREMENTS 24" DIA. GEOPIER ELEMENT U.N.O. * GEOPIERS TO BE INSTALLED TO A DEPTH TO PENETRATE FILL SOILS AND BE FOUNDED IN GLACIAL SOILS (APPROXIMATE DRILL DEPTHS OF 6 TO 10 FEET). (~) GEOPIER GP3 - 24" DIAMETER FOOTINGS TO BE SUPPORTED BY GEOPIER ELEMENTS. ..:'. ::I I: ....:4. ...- .: . 7 ..:" + + + + + + • ��-.. c.O. r: + + .t.0 t.; .:tom. . • •+ + + + +++++++++++{ + `c0 :�' :'6'r +1. ++++ • ,_�''~'' ea "..+++++++++ • + + + + + + + • _.., + + + + + + + + + + + + + + + + • `, + +• '• + + + + + + 4. + + + + + + + +�-'e:ram ++iiii-ii:::: ,::"��:+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +• �"�''��`+ + .::.+ + + + + + + + + + + + + +•::'or•+ + + "'4::::: � + + + + + + + + + + + + + + + `o•t•" l' f. `• ' + + '• ' ▪ • + + + + ++ + + + + + + + + + + •: r ;ar• - + + %•o; P..'•• + + + + + + + + + + + + + + + :t-.::�:'" + + + '_•'.'•' + + + + + + + + + + + + + + + + t M•• + + + + ' "•�''•t- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + \ + + + + + + + + + + ADJACENT EXCAVATION DETAIL NOT TO SCALE STEEL LIMITS OF DISTURBANCE: ADJACENT EXCAVATIONS MUST BE OUTSIDE THIS ZONE. IF THIS IS NOT THE CASE THE DESIGNER MUST BE NOTIFIED. 13'-0" PLATE UPLIFT ANCHOR ROD \ANCHOR PIER NOTE: HELICAL ANCHORS MAY BE USED IN LIEU OF UPLIFT LOAD TEST PIER GEOPIER ELEMENTS. (COMPRESSION) OMODULUS TEST SETUP NOT TO SCALE ANCHOR PIER NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. REVIEWED FOR CODE COMPLIANCE Y' APPROVED JUL 2 7 2015 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY Z22015 PERMIT CENTER UI z 0 In z E 13 0 W z 0 GEOPIER CONSTRUCTION NOTES & DETAILS 5/22/2015 z 0 I-- z .4 J E— PROJECT NUMBER 13-GNW-00532 DATE 12/17/2014 SHEET NUMBER GP0.1 11- 1 1 II F- 6 II L 'L F12x6 „ „ 1(29 tvoir sx F12x6 178680)1 1 F6 F8 TOF=285.00' PL-7 F14x12.5 I 7 13) TYPICAL INTERIOR SLAB 4" SLAB ON -GRADE W/ #4 AT 24" 0.C. F12x6 1231 12-'4--;1 2) I 7:7A- 2.P--t?,9•1-10.1-1J1 4'-0" 289.17' 18.2 285.50' 79)1 1123_ 4. 71 1 1 122 116 ,6) 68) 4. P18.1 KZ) jpj F8 3' 0" t6 11 159 P18 r 1-155=17.1=10.11-- 17„,L--71'..., 1 1 (82) 1 111 (83)ill 1 I 184LL43 1 152-I L.t.9.91_1 8A• =1,03)==liy.;1=42:"4. : 4. 4. 2..41=10===12..231--421 (7.1i8cr . C9 sx P F - 4223 F4 1931 1- 1921 1971 II21 1911 L 3 _J (55) II (54) II (53) (5'2) i490 Ed (48) II (17) iI (46) (4-5) (44) II (4-3) II (42) it (413) 1 L _1 L 1 j 1 17 -61 - 1 111031R 1 11 ))1i9,0 /ttOY/ / -*/ rl 108) 1324- - F75-1 (39) (37) P15 64.) (12 F6 081 L1291 4. TYP 3'-0" 178) 11-W 1" "1 it8Di 110 1192j F10 Int ) " 1 0j „ " IL4 I 11..52 F8 LJ F4 1 L r_ ---- 2E J F4 F4 riZ3.1(OrT4Fp §_H F6 289.17' Li li3;1 LitJ F4 I F4 I 1 2:121==12:131==12:131=12:131=12:131-12:121=1:121==12"..1211=12:021,2"..021=122.1=12....02 P4 I c204121I 11E_9H1.__ 2:91 )_1 F10 r fin -1 1-4-r-ii (11-76 171 1 1" n 1 1 #4. ..1 1 .. u .. 1 tgo km 1,13) 41.7Ii F8 F8 r 0163 I „ " I F6 Fp 111.9_ _J F6 1 (23-17------1:21,=,2,0=1.291=1.3o=t13)=1.32,1==rjj -2.tf F24x15 112) "Geopier" is the registered trademark of the Geopier Foundation Company. Inc. This drawing contains information proprietary to The Geopier Foundation Company. Inc. and its licensees. The information contained herein is not to be trasmitted to any other organization unless specifically authorized in writing by the Geopier Foundation Company, Inc. Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S. Patent No. 5249892 and other patents pending. F8 TOF=289.17' 1 TYP I " I 1.17110 (17) I I LQ I I F10 Vi69-1 -tr61 1 1 IC.26:61 ID P25 I F8 TYPICAL PORCH SLAB 4" SLAB ON -GRADE W/ #4 AT 24" 0.C. ..JI LL2.34)__i d 2..36 3'-0" F6 F6 F6 3'-0" 17..521 (2..4181 42)' - -12:42 IT5-8, Hz:5)453,4;534- 1,.. F10 F123-62-1 %# ** i264) - 4..#4.RJ) 42.6A CONTINUE WALL FTC. F8 TO COLUMN LAP REIN':. GARAGE SLAB 4" SLAB ON -GRADE W/ #4 AT 24" O.C. EA WAY OVER 6" CLEAN GRAVEL FF=290.00' tritr 0 u 4147) 41,4-1j I F8 4431__11.421__11431 1 1218181 1 11 I 12891 Eisi 1 290) Ij- 1 12.9.11=32:931=12:92E:=12:931=11„93r7---11921=17„972:921:=12:9)==11.02177:71- 5.0"3 102 r (8) -424.871 42.2 4. F8 ETZ1 1743)' 1 "" '" I 1175.61-4746-4.441L 1 „ 1 1_12511 42424, F12 Z'71 d;1 1 " 1 1 47,6)1 1 1 „ „ 1 4268) (v2i F10 -7N 4273 Lt F6 F6 F8 P13 ?-5 57 F131V- 1367- - - 1 13641 (368)1 It 4361) (a°,1 1360) 1[ 43591 .-7771317777 -74153 rut) 1353)1 -HE11-011521 I... i4350)_ 13.2 F10 ITC3'91 6111 I " I I (4) I „ 4338) (4)1 F10 I -63)7 1 F6 Fit) ITN I I ID I I .. Igo _ 44] F10 1 13691 a-1 1 137011 :7.1 I4334) - I %El" 1 „ L3)1I13..3A F8 (T'2'91 In 1 4328) 13,301 F8 "c) oo (NI 1 „ -1 3"..721 jjr9.17j ,0 01::=130=13:021=14 5/221a1 El NORTH nT11 KJ, n:62 FOUNDATION PLAN 4-w 6 Yscr NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. F8 rifoIT "" "" I s[oll I 4405) 11411j Fl 0 93r---1 3941 139 1 13961 13971 14121 41- 0" ;) 14:231 14341 4.F24x15 REVfEVVED FOR CODE COMPLIANCE APPROVED JUL 2 7 2015 City of Tukwila BUILDING DIVISION 1. THIS DRAWING IS BASED ON STRUCTURAL DRAWINGS PROVIDED BY DAVID° CONSULTING GROUP, INC. 2. FOOTING OUTLINES ARE FOR INFORMATION ONLY. SEE STRUCTURAL AND/OR ARCHITECTURAL PLANS FOR FOOTING DIMENSIONS AND DETAILS. 3. FOOTING LOCATIONS SHALL BE IN ACCORDANCE WITH STRUCTURAL AND/OR ARCHITECTURAL DRAWINGS, DIMENSIONS, AND DETAILS. 4. GEOPIER ELEMENTS UNDER FOOTINGS SHALL BE LOCATED IN THE FIELD AS SHOWN ON 3/GPO. 1 . 5. GEOPIER ELEMENTS UNDER WALLS AND COLUMNS SHALL BE CENTERED UNDER FOOTINGS AS SHOWN, DIMENSIONED FROM CONTROL POINTS ESTABLISHED FROM STRUCTURAL AND/OR ARCHITECTURAL PLANS. (9 RECEIVED CITY OF TUKWILA MAY 2 2 2015 GEOPIER PLAN NOTES: PERMIT CENTER BID sEr„.,T COMMENTS PROJECT NUMBER 13-GNW-00532 GEOPIER FOUNDATION PLAN DATE 1 2/17/201 4 SHEET NUMBER GP1.1 DESIGN CRITERIA CODE: INTERNATIONAL BUILDING CODE - 2012 EDITION ROOF: DESIGN SNOW LOAD GROUND SNOW LOAD, Pg FLAT ROOF SNOW LOAD, Pf SNOW EXPOSURE FACTOR, Ce THERMAL FACTOR, Ct SNOW IMPORTANCE FACTOR, Is FLOORS: RESIDENTIAL CORRIDORS/EXITS PUBLIC AREAS WIND: BASIC WIND SPEED EXPOSURE TOPOGRAPHICAL FACTOR, Kzt WIND IMPORTANCE FACTOR, Iw INTERNAL PRESSURE COEFFICIENT, GCpi SEISMIC: SPECTRAL RESPONSE ACCELERATION, Ss SPECTRAL RESPONSE ACCELERATION, S1 SPECTRAL RESPONSE ACCELERATION, Sds SPECTRAL RESPONSE ACCELERATION, Sd1 SOIL SITE CLASS. Fa SOIL SITE CLASS, Fy SEISMIC DESIGN CATEGORY SEISMIC DESIGN (WOOD LEVELS): RESPONSE MODIFICATION FACTOR, R REDUNDANCY FACTOR SEISMIC DESIGN (CONCRETE LEVELS): RESPONSE MODIFICATION FACTOR, R REDUNDANCY FACTOR GENERAL CONDITIONS 25 PSF 20 PSF 12.6 PSF 0.9 1.0 1.0 40 PSF 100 PSF, 300LBS CONCENTRATED 100 PSF VULT: 110 MPH, VASD: 85 MPH B 1.0 1.0 ±0.18 1.489 0.558 0.993 0.558 1.000 1.499 D 6.5 (BRG WALL/SHEATHED WALLS) 1.0 5.0 (BRG WALL/SPEC REINF CONC) 1.0 1. THE CONTRACTOR SHALL VERIFY AND REVIEW ALL ITEMS WITHIN THE DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. NOTIFY THE ENGINEER/ARCHITECT IMMEDIATELY WITH ANY DISCREPANCIES. 2. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 3. DIMENSIONS ARE NOT TO BE SCALED FROM THE PLANS, SECTIONS OR DETAILS WITHIN THE DRAWINGS. 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCE AND PROCEDURES. 5. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE REFERENCED BUILDING AND ALL OTHER REGULATING AGENCIES, EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK. 6. SPECIFIC NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND SPECIFICATIONS. 7. NOTIFY THE ENGINEER OF ALL CHANGES MADE IN THE FIELD PRIOR TO INSTALLATION. FOUNDATION 1. FOUNDATION DESIGN PARAMETERS PER GEOTECHNICAL REPORTS BY ASSOCIATED EARTH SCIENCES, INC. DATED MARCH 18, 2013, NOVEMBER 14, 2013, AND DECEMBER 14, 2014. RAMMED AGGREGATE PIERS (GEOPIERS) ARE TO BE USED FOR SOIL MODIFICATIONS UNDER THE BUILDING FOUNDATIONS PER THE GEOTECHNICAL REPORT AND GEOPIER PLAN. A. IBC SOIL SITE CLASSIFICATION E B. FOOTING BEARING PRESSURE 5,500 PSF C. LATERAL EARTH PRESSURE: • ACTIVE 35 PCF + 5H PSF (SEISMIC) • RESTRAINED 50 PCF + 10H PSF (SEISMIC) • PASSIVE 250 PCF • COEFFICIENT OF FRICTION 0.30 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. 3. ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NATIVE SOILS OR COMPACTED STRUCTURAL FILL. STRUCTURAL FILL IS TO BE COMPACTED TO 95% DENSITY PER ASTM D-1557. ELEVATED CONCRETE SLABS 1. SEAL THE TOP OF THE SLAB WITH A CURING COMPOUND. 2. PLACE CONCRETE IN SUCH A MANNER THAT TENDON AND NOMINAL REINFORCING HEIGHTS ARE MAINTAINED. 3. ALL ITEMS TO BE EMBED WITHIN THE SLABS, SPECIFICALLY ELECTRICAL CONDUIT, PLUMBING LINES AND HVAC DUCTS, ARE TO BE INDICATED ON LAYOUT DRAWINGS FOR EACH SLAB LEVEL. DRAWINGS ARE TO SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO FORMING SLAB. CONCRETE 1. REFERENCE STANDARDS: ACI-301 AND ACI-318. 2. MINIMUM CONCRETE STRENGTH AT 28 DAYS: FOOTINGS 3,000 PSI INTERIOR SLAB -ON -GRADE 3,000 PSI GARAGE SLAB -ON -GRADE 4,500 PSI LANDSCAPE/SITE WORK 2,500 PSI COLUMNS 4,000 PSI WALLS 4,500 PSI ELEVATED SLABS 5,000 PSI (56 DAYS) 3. THE WATER/CEMENT RATIO FOOTINGS SLAB -ON -GRADE LANDSCAPE/SITE WORK COLUMNS WALLS ELEVATED SLABS SHALL NOT EXCEED: 0.50 (BY WEIGHT) 0.45 (BY WEIGHT) 0.50 (BY WEIGHT) 0.50 (BY WEIGHT) 0.45 (BY WEIGHT) 0.45 (BY WEIGHT) W/ 1.0 GAL/YD GRACE ECLIPSE 4500 ADMIXTURE (OR EQUIV) 4. THE EXPOSURE CLASSES FOR EXPOSED CONCRETE SLABS AND WALLS: F1 - MODERATE FREEZING AND THAWING SO - NOT APPLICABLE PO - NOT APPLICABLE C1 - MODERATE CORROSION PROTECTION TO REINFORCEMENT. REFER TO ACI 318-11 SECTION 4.2 5. PROVIDE 5% ± 1.5% AIR CONTENT FOR ALL SLABS -ON -GRADE AND EXPOSED CONCRETE WALLS, PER ACI 318-11 SECTION 4.4.1 6. AGGREGATE GRADING SHALL COMPLY WITH AASHTO #57 GRADATION OR BETTER. PORTLAND CEMENT SHALL CONFORM TO TO ASTM C-150, TYPE II. 7. COMPLY WITH ACI-301 FOR MIXING. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESSIVE FREE SURFACE WATER. 8. COMPLY WITH ACI-301 FOR PLACEMENT. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE IN THE DRAWINGS. 9. MAXIMUM SLUMP TO BE 4" ± 1", TYPICAL; 5" ± 1" FOR ELEVATED SLABS. DO NOT ADD WATER TO THE MIX TO INCREASE SLUMP. GREATER SLUMP, ACCELERATED SET OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES. 10. COMPLY WITH ACI-305R FOR PLACEMENT IN HOT WEATHER AND ACI-306R FOR PLACEMENT IN COLD WEATHER. 11. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISH. ALL EXPOSED CONCRETE IS TO HAVE A CLASS A FINISH. TENDON PLACING SEQUENCE 1. PLACE BANDED TENDONS FIRST, THEN DISTRIBUTED TENDONS; IN CASE OF HEIGHT CONFLICT, BANDED TENDONS HAVE PRIORITY. CHAIR SUPPORTS FOR THE HIGH AND LOW POINT OF ALL TENDONS ARE TO MATCH THE HEIGHTS SPECIFIED ON THE DRAWINGS, NO VARIANCE IS ALLOWED; INTERMEDIATE SUPPORTS MAY VARY UP TO i/" FROM THE ENGINEER APPROVED LAYOUT DRAWINGS SUPPLIED BY THE POST -TENSION TENDON SUPPLIER. 2. A MINIMUM OF 2 DISTRIBUTED TENDONS ARE TO BE LOCATED DIRECTLY ABOVE A COLUMN SUPPORT. 3. UNROLL TENDON COIL STARTING AT DEAD END FIRST. PASS THE TENDON THROUGH THE ANCHOR AND POCKET FORMER AT THE STRESSING END, REMOVING THE PLASTIC SHEATHING WITHIN 1 INCH OF THE OF THE BACK OF THE STRESSING END ANCHOR. REGREASE THE EXPOSED CABLE TO ENSURE CONCRETE WILL NOT BOND TO THE CABLE DURING CURING. A MAXIMUM OF 12" OF CABLE MAY BE EXPOSED AT THE FIXED END ANCHOR. 4. SECURE ALL TENDONS AT EACH INTERSECTION WITH THE SUPPORT BAR SEATED ON THE CHAIR SUPPORTS AND TIE EACH CHAIR TO THE SUPPORT BAR. PLACEMENT OF MILD STEEL REINFORCEMENT SHALL BE COORDINATED WITH POST -TENSION TENDON PLACEMENT. PROPER TENDON PLACEMENT HAS PRIORITY. 6. EXERCISE CARE NOT TO DISTURB THE LOCATIONS OF THE TENDONS OR MILD STEEL REINFORCING DURING CONCRETE PLACEMENT. IF DISTURBED, TENDONS AND REINFORCING SHALL BE RESTORED TO PRESCRIBED LOCATION PRIOR TO CONCRETE SET. TENDON STRESSING 1. TENDON STRESSING MAY PROCEED WHEN THE CONCRETE STRENGTH OBTAINS 3,500 PSI. SEE INSPECTION SECTION FOR CONCRETE TESTING REQUIREMENTS. 2. ALL TENDON STRESSING OPERATIONS MUST BE PERFORMED UNDER THE IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN POST -TENSIONING STRESSING OPERATIONS. THE PERSON IN CONTROL SHALL MAINTAIN STRICT SAFETY PRECAUTIONS AND A RIGID CONTROL OF GAUGE PRESSURE READING AND ELONGATION MEASUREMENTS. 3. ALL TENDONS SHALL BE STRESSED BY MEANS OF A HYDRAULIC JACK, EQUIPPED WITH A CALIBRATED PRESSURE GAUGE. EACH JACK SHALL BE ACCOMPANIED BY A CURRENT CALIBRATION CHART. IF THE MEASURED ELONGATION DOES NOT CORRESPOND TO THE CALCULATED ELONGATION BY ±7% THEN REPORT DISCREPANCIES TO THE ENGINEER BEFORE CUTTING CABLES. GAUGE PRESSURE GOVERNS OVER ELONGATION FOR THE STRESSING OF TENDONS OVER 25 FEET IN LENGTH. 4. STRESS TENDONS TO 80% OF ULTIMATE CAPACITY (33 KIPS), REFER TO RAM CALIBRATION CURVE FOR CORRESPONDING GAUGE PRESSURE. SEAT WEDGES IN THE ANCHORAGE USING HYDRAULIC DEVICE BUILT INTO THE RAM. MEASURE AND RECORD FINAL ELONGATION. 5. TAKE SAFETY PRECAUTIONS AS NECESSARY DURING STRESSING. DO NOT STAND BEHIND THE JACK WHILE STRESSING TENDONS. 6. AFTER STRESSING IS COMPLETED AND ELONGATIONS VERIFIED, TENDONS SHALL BE CUT OFF WITHIN %" FROM THE SLAB EDGE. PROPERLY SEAL EXPOSED ANCHORAGE BLOCKOUTS USING A NON-METALLIC EPDXY OR NON -SHRINK GROUT MIX. REINFORCING STEEL 1. REFERENCE STANDARDS: ACI "DETAIL MANUAL" AND CRSI MANUAL OF STANDARD PRACTICE. 2. MATERIALS: A. REINFORCING STEEL: ASTM A615, GRADE 60 B. BOUNDARY ZONE REINFORCING: ASTM A706, GRADE 60, PER PLAN C. WELDED WIRE REINFORCING: ASTM A82 AND A185, Fy=75 KSI 3. LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. PROVIDE CORNER BARS OR HOOK BARS (90 OR 180 DEGREE) AT THE END OF ALL HORIZONTAL REINFORCEMENT IN WALLS. A615 STEEL IS NOT TO BE WELDED TO OTHER STEEL MEMBERS. 4. REINFORCEMENT COVER: FOOTINGS 3 INCHES TO EARTH 2 INCHES TO FORMED SURFACE SLABS 2 INCHES TO EARTH FORMED SURFACE: EXTERIOR FACE INTERIOR FACE 12 INCHES, #5 BAR AND SMALLER 2 INCHES, #6 BAR AND LARGER 3/4 INCHES FOR SLABS AND WALLS 1 2 INCHES FOR BEAMS AND COLUMNS 5. REINFORCING STEEL A615 MAY NOT BE WELDED TO OTHER STEEL ELEMENTS. (ACI3.5.2) 6. STUDRAIL SHEAR STUD REINFORCEMENT IS TO COMPLY WITH ASTM A1044. PRESTRESSING STEEL 1. CABLES SHALL BE SEVEN WIRE, LOW RELAXATION STRAND IN ACCORDANCE WITH ASTM A416, GRADE 270 KSI, WITH A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3 KIPS. ALL MATERIAL SHALL BE CLEAN AND FREE FROM CORROSION. NOMINAL DIAMETER NOMINAL AREA MAXIMUM TEMP. JACKING FORCE ANCHORAGE FORCE FINAL EFFECTIVE FORCE 2 INCH 0.153 SQ INCH 33 KIPS 28.9 KIPS 26.8 KIPS 2. CABLES ARE TO BE PART OF AN UNBONDED SYSTEM; COATED WITH A RUST PREVENTIVE GREASE AND ENCLOSED IN A SEAMLESS PLASTIC SHEATHING (TENDON). TORN OR DAMAGED SHEATHING SHALL BE PATCHED BEFORE CONCRETE IS PLACED. FABRICATION OF THE TENDONS IS TO BE IN ACCORDANCE WITH THE GUIDE SPECIFICATIONS AS OUTLINED BY THE POST -TENSIONING INSTITUTE. 3. ANCHORAGE SHALL BE MONOSTRAND TYPE ANCHOR SYSTEM WITH CURRENT ICBO APPROVAL USING DUCTILE IRON CASTING OF AT LEAST 22" BY 5" OF BEARING. REUSABLE POCKET FORMERS ARE TO BE USED ON ALL STRESSING ENDS. THE POCKET FORMER SHALL PROVIDE ADEQUATE CONCRETE COVERAGE FOR THE ANCHOR AS REQUIRED. COATING FORMER IS OIL OR OTHER MATERIAL FOR EASE OF REMOVAL IS ACCEPTABLE. ALL DEAD END ANCHORAGES SHALL BE SHOP FABRICATED, PRESEATED WEDGES. 4. ALL TENDON ANCHORS, LIVE AND DEAD, LOCATED BELOW FINISH GRADE ARE TO HAVE ENCAPSULATED ANCHORS. STRUCTURAL STEEL 1. REFERENCE STANDARDS: LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 2. MATERIALS: BOLTS - ASTM A307, UNLESS NOTED OTHERWISE W SHAPES - ASTM A992 (Fy = 50,000 PSI) TUBE STEEL - ASTM A500, GRADE B (Fy = 46,000 PSI) ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) STRUCTURAL STEEL WELDING 1. CONFORM TO THE AWS CODES D1.1 AND D1.3. USE ONLY STATE CERTIFIED WELDERS. 2. USE DRY E70 ELECTRODES. 3. WELDS ARE TO BE % INCH CONTINUOUS FILLET WELDS UNLESS NOTED OTHERWISE IN THE DRAWINGS. COLD FORKED VETAL (STEEL STUD) 1. REFERENCE STANDARDS: AISI "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS". 2. MEMBER AND ACCESSORY SIZES AND SECTION PROPERTIES PER PLAN. 3. ALL MEMBERS AND ACCESSORIES ARE TO HAVE A YIELD STRESS OF 33 KSI (MIN). 4. EXTERIOR STUDS ARE TO HAVE COMPLETE, LEVEL AND UNIFORM BEARING IN THE BOTTOM TRACK. STEEL DECK 1. REFERENCE STANDARDS: ACI "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS" AND AWS D1.3-89 "SPECIFICATIONS FOR WELDING SHEET STEEL IN STRUCTURES". 2. STEEL DECKING TYPE AND SECTION PROPERTIES PER PLAN. 3. PROVIDE A MINIMUM 2" BEARING OVER SUPPORTING MEMBERS. PLACE UNITS END TO END PRIOR TO PERMANENTLY FASTENING. ALIGN RIBS OVER ENTIRE LENGTH. 4. FLOOR DECK FASTENING: i. SUPPORTS PARALLEL TO RIBS: SECURE TO SUPPORTING MEMBERS WITH #10x13/4" SCREWS AT 12" O.C., UNLESS NOTED OTHERWISE. ii. SUPPORTS PERPENDICULAR TO RIBS: SECURE TO SUPPORTING MEMBERS WITH #10x11/ SCREWS AT EVERY OTHER VALLEY, MINIMUM FOUR PER SHEET, UNLESS NOTED OTHERWISE. iii. PROVIDE CRIMPED SIDELAP CONNECTIONS AT 24" O.C., UNLESS NOTED OTHERWISE. BRICK VENEER ANCHORAGE 1. PROVIDE GALVANIZED SEISMIC VENEER ANCHORS AT 16" O.C. VERTICALLY AND 16" O.C. HORIZONTALLY. PROVIDE #9 GAGE HORIZONTAL JOINT REINFORCING WIRE. 2. ATTACH TO WOOD STUDS WITH GALVANIZED #8 SCREWS WITH A MINIMUM 12" EMBEDMENT. ATTACH TO CONCRETE WITH 3/4"0 EXPANSION ANCHORS WITH A MINIMUM 2" EMBEDMENT. CONCRETE OR VASONRY ANCHORS 1. MECHANICAL ANCHORS ARE TO BE EITHER HILTI KWIK BOLT-TZ ANCHORS, SIMPSON STRONG -BOLT OR SIMPSON TITEN HD ANCHORS. ANCHOR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. 2. EPDXY FOR THREADED RODS OR REBAR INTO CONCRETE OR SOLID MASONRY IS TO BE EITHER HILTI HIT -RE 500-SD OR SIMPSON SET-XP. ROD OR REBAR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2016 City of Tukwila BUILDING DIVISION REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: Ilfr Structural Provisions of the International Building Code ❑ Non -Structural Provisions of the International Building Code ❑ Others: The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in. accordance with the laws of the governing, jurisdiction and the State of Washington. Jurisdiction Cz- ✓ 7Z{RZJLGA BYE j Date©00 REID MIDDILETON, INC. Code Review Consultant REVISION. ABBREVIATIONS: A. BOLT A.F.F. ALT APPROX BM B.0.0. B TM BRG BTW CLR CMU CONC COND CONN CONST CONT DIA DIM DL EA EF ELEV EN EQ EQUIP ES EXIST FD FDN FG FLFR FLR FT FTG FR T FS GA GALV GLB HORIZ HT I.F. IN LL MAX MECH MIN MISC NS N TS 0. C. 0. F. PSF PSI PT RAP REINF REQ'D SCHD SEC SF SIM SPEC STD STL STRUCT TOC TOF T.0.0. TOS TOW TS TYP U.N.O. VER T W/ WHS WTS WT WWR ANCHOR BOLT ABOVE FINISH FLOOR ALTERNATE APPROXIMATE BEAM BOTTOM OF OPENING BOTTOM BEARING BETWEEN CLEAR CONCRETE MASONRY UNIT CONCRETE CONDITION CONNECTION CONSTRUCTION CONTINUOUS DIAMETER DIMENSION DEAD LOAD EACH EACH FACE ELEVATION EDGE NAILING EQUAL EQUIPMENT EACH SIDE EXISTING FLOOR DRAIN FOUNDATION FINISH GRADE FLUSH FRAMED FLOOR FEET FOOTING FIRE RETARDANT TREATED FAR SIDE GAUGE GALVANIZED GLUE LAMINATED BEAM HORIZONTAL HEIGHT INSIDE FACE INCH LIVE LOAD MAXIMUM MECHANICAL MINIMUM MISCELLANEOUS NEAR SIDE NOT TO SCALE ON CENTER OUTSIDE FACE POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PRESSURE TREATED RAMMED AGGREGATE PIER REINFORCING REQUIRED SCHEDULE SECTION SQUARE FEET SIMILAR SPECIFICATIONS STANDARD STEEL STRUCTURAL TOP OF CONCRETE TOP OF FOOTING TOP OF OPENING TOP OF STEEL TOP OF WALL TUBE STEEL TYPICAL UNLESS NOTED OTHERWISE VERTICAL WITH WELDED HEADED STUD WELDED THREADED STUD WEIGHT WELDED WIRE REINFORCING SHEET INDEX: S1 - GENERAL NOTES S1.1 - GENERAL NOTES (CONT.) S2 - LEVEL 1 PLAN S3 - MEZZANINE REBAR PLAN S3.1 - MEZZANINE PT PLAN S4 - LEVEL 2 REBAR PLAN S6 - LEVEL 4 FRAMING PLAN S7 - LEVEL 5 FRAMING PLAN S8 - ROOF FRAMING PLAN S9 - LEVEL 2 SHEARWALL PLAN S9.1 - LEVEL 3-5 SHEARWALL PLAN S10 - CONCRETE WALL ELEVATIONS S10.1 - CONCRETE WALL ELEVATIONS (CONT.) S10.2 - CONCRETE WALL ELEVATIONS (CONT.) S10.3 - CONCRETE WALL ELEVATIONS (CONT.) S10.4 - CONCRETE WALL ELEVATIONS (CONT.) S11 - CONCRETE BEAM ELEVATIONS S12 - FOUNDATION DETAILS 1 1 • ■ S12.2 - DETENTION VAULT DETAILS / S14 - CONCRETE DETAILS S14.1 - CONCRETE DETAILS (CONT.) S15 - FLOOR FRAMING DETAILS S15.1 - FLOOR FRAMING DETAILS (CONT.) S16 - ROOF FRAMING DETAILS S16.1 - ROOF FRAMING DETAILS (CONT.) S17 - MISC DETAILS S18 - CANOPY AND ROTUNDA DETAILS REID MIDDLETON, INC RECEIVED CITY OF TUKWILA MAY 06 2016 PERMIT CENTER 0 0. � aa)) BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW .- R to to to CO CO O CV 0) N O N M O N N N N N c�- N N Q) (0 O N N N T O . .O OU) c%) O O ISSUE DATE: TUKWILA VILLAGE - BUILDING E PROJECT #: DRAWN BY: CHECKED BY: OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 12-19-2014 1026 BV,TF JN,MJ,MS GENERAL NOTES DIVENSIONAL LUIvBER MEET THE REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER. ALL MEMBERS ARE TO BEAR THE STAMP OF THE WWPA. MOISTURE CONTENT AT THE TIME OF FRAMING IS TO BE 19% OR LESS. 2. MINIMUM DIMENSIONAL LUMBER GRADES ARE TO BE: WALL STUDS 2x DF STUD GRADE WALL PLATES 2x DF STANDARD GRADE 2x PT DF STANDARD GRADE PER PLAN AT CONCRETE. JOISTS 2x DF #2 HEADERS/BEAMS 4x, 6x DF #2 POSTS 4x, 6x DF #2 ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED LUMBER. NAILS AND PLATE WASHERS IN CONTACT WITH TREATED LUMBER SHALL BE HOT -DIPPED GALVANIZED. ANCHOR BOLTS ARE NOT REQUIRED TO BE HOT -DIPPED GALVANIZED. FOUNDATION SILL PLATES ARE TO BE BOLTED TO THE CONCRETE FOUNDATION WITH 3/4" O ANCHOR BOLTS EMBED A MINIMUM 7" OR 3/4" O MECHANICAL ANCHORS EMBED AS SPECIFIED ON DRAWINGS. PROVIDE A MINIMUM OF TWO BOLTS PER PLATE SECTION A MAXIMUM OF 9" FROM THE PLATE END. MAXIMUM SPACING OF ANCHORS IS TO BE 4'-0". PROVIDE 0.229"x3" SQ. WASHERS AT ALL ANCHOR BOLTS. WASHER EDGES MUST BE WITHIN Y" OF WALL SHEATHING. SHOT PIN ATTACHMENTS FOR SILL PLATES ARE TO BE SIMPSON FASTENERS OR APPROVED ALTERNATE. SHOT PIN SIZES ARE AS FOLLOWS: PLATE THICKNESS EMBED MATERIAL SHOT PIN 2x CONC PDPWL-2SOMG 2x STEEL X-U 52 P8 S36 6. BOLTS IN WOOD BEAMS SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE MEMBER EDGE. PROVIDE STANDARD WASHERS FOR ALL NUTS BEARING AGAINST WOOD. 7. FASTEN ALL MEMBERS IN ACCORDANCE WITH IBC TABLE 2304.9.1, UNLESS NOTED OTHERWISE. PROVIDE MINIMUM 1%" EMBED FOR ALL NAILS. NAIL SIZES ARE AS FOLLOWS: NAIL MIN. SHANK DIA. 8d 0.131" l0d 0.148" 16d 0.161" 8. HOLES AND NOTCHES IN WOOD MEMBERS ARE TO BE LIMITED AS SUCH: JOIST MAX. HOLE DIA. 40% STUD DEPTH 1/8" FOR 2x4 2%8" FOR 2x6 MAX.. NOTCH 25% STUD DEPTH %" FOR 2x4 13/" FOR 2x6 HOLES ARE NOT PERMITTED IN SAME SECTION AS NOTCH f" %" MIN TO EJCE N L/3 S THI STUDS GLU—LAVINATED VElvBERS BEAM 1 NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS ARE ALLOWED DBL STUD FOR HOLE DIA. OF UP TO 60% STUD DEPTH FOR 2x4 3/8" FOR 2x6 GLU-LAMINATED WOOD MEMBERS ARE TO BE DOUGLAS FIR, KILN. DRIED AND AITC SPECIFICATION 24F-V4, UNLESS NOTED OTHERWISE. BEAMS ARE HAVE A 2,000 FT RADIUS CAMBER, UNLESS NOTED OTHERWISE. 2. MATERIALS MUST BE OBTAINED FROM AN AITC APPROVED FABRICATOR AND BEAR THE AITC STAMP. 3. THE GLUE IS TO BE A "WET -USE" ADHESIVE. WOOD STRUCTURAL CONNECTIONS 1. ALL FRAMING ANCHORS, POST CAPS, BASES, HANGERS STRAPS, ETC. SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUAL. WOOD TRUSSES SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED, SIGNED AND DATED BY A LICENSED ENGINEER IN THE STATE OF THE PROJECT TO THE ENGINEER OF RECORD FOR REVIEW. TRUSS PLATES ARE TO BE ICHO APPROVED. TOP CHORDS ARE TO BE DOUGLAS FIR #2 OR BETTER. 3. INSTALL BRIDGING, WEB AND CHORD BRACING AS REQUIRED BY THE TRUSS FABRICA TOR. 4. TEMPORARY SHORING AND BRACING OF THE TRUSSES DURING ERECTION IS THE RESPONSIBILITY OF THE CONTRACTOR. MANUFACTURED LU V1BER 1. PARALLEL STRAND LUMBER (PSL) IS TO BE 2.0E PARALLAM MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. 2. LAMINATED VENEER LUMBER (LVL) IS TO BE 1.9E MICROLLAM MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. 3. LAMINATED STRAND LUMBER (LSL) IS TO BE 1.3E TIMBERSTRAND MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. . MANUFACTURED I -JOISTS ARE TO BE TJI SERIES MEMBERS ARE SPECIFIED IN THE DRAWINGS MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. WOOD SHEATHING ROOF SHEATHING. MINIMUM THICKNESS PER PLAN. APA RATED PRP-108 PERFORMANCE STANDARD, EXP-1 RATING, EDGE SEALED PANELS DESIGNED TO SPAN 24 INCHES EITHER PARALLEL OR PERPENDICULAR TO LONG AXIS OF PANEL FOR DRAWING SPECIFIED ROOF LIVE LOAD. PROVIDE MINIMUM Y8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER ALONG EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. USE 10d COMMON NAILS: 2. FLOOR SHEATHING. MINIMUM THICKNESS PER PLAN. APA RATED PRP-108 PERFORMANCE STANDARD, EXP-1 RATING, TONGUE AND GROOVE EDGES CONFORMING TO INDENTIFICATION INDEX 4 zo FOR SUPPORTS UP TO 20 INCHES ON CENTER. PROVIDE MINIMUM Y8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL AND GLUE TO SUPPORTS. GLUE ADHESIVE IS TO CONFORM TO APA SPECIFICATION AFG-01. NAIL 6 INCHES ON CENTER ALONG EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. USE 10d COMMON NAILS. EXTERIOR CONDITIONS ARE TO BE PLYWOOD SHEATHING. 3. WOOD SHEARWALL SHEATHING. MINIMUM THICKNESS PER PLAN. PLYWOOD OR OSB APA RATED PRP-108 PERFORMANCE STANDARD, TYPE C-C OR C-D, EXP-1 RATING. NAILING PER DRAWINGS. SHRINKAGE SETTLEMENT . DUE TO CROSS GRAIN WOOD SHRINKAGE, THIS BUILDING IS EXPECTED TO SETTLE APPROXIMATELY /8" PER WOOD FRAMED STORY. THIS SHRINKAGE WILL OCCUR WITHIN THE WALL PLATES AND NOT. ALONG THE LENGTH OF THE STUDS. - 2. ALL PLUMBING AND MECHANICAL DUCTS SHALL BE DESIGNED. WITH FLEXIBLE JOINTS OR OTHER MEANS TO ACCOMMODATE THIS NORMAL SETTLEMENT. ELEVA TOR ELEVATOR SUPPORT RAILS AND OTHER ACCESSORIES ARE TO BE PROVIDED BY THE ELEVATOR MANUFACTURER. PROVIDE SHOP DRAWINGS TO THE ENGINEER FOR REVIEW INDICATING RAIL CONNECTION DETAILS AND REACTIONS TO ELEVATOR WALL STRUCTURE. SHOP DRAWINGS AND SUBMITTALS. SUBMIT 3 COPIES OF LAYOUT DRAWINGS FOR REVIEW OF: A. REINFORCING STEEL B. STRUCTURAL STEEL C. POST -TENSIONED TENDONS D. PRE -MANUFACTURED ENGINEERED WOOD TRUSSES E. SPRINKLER SYSTEM F. ELEVATOR G. HOLDOWN SYSTEMS SUBMIT 3 COPIES OF SPECIFICATIONS FOR REVIEW OF: A. CONCRETE DESIGN MIX B. CONCRETE INSERTS DEFERRED SUBMITTALS PLANS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED IN A TIMELY MANNER THAT ALLOWS A MINIMUM OF 10 WORKING DAYS FOR THE ENGINEER PLUS AN ADDITIONAL 30 WORKING DAYS FOR INITIAL PLAN REVIEW FROM THE CITY. ALL COMMENTS RELATED TO THE DEFERRED SUBMITTAL MUST BE ADDRESSED TO THE SATISFACTION OF THE PLAN CHECK DIVISION PRIOR TO APPROVAL OF THE SUBMITTED ITEMS. . THE DEFERRED SUBMITTAL ITEMS INCLUDE THE FOLLOWING: A. PRE -MANUFACTURED ENGINEERED WOOD TRUSSES B. FIRE SPRINKLER DRAWINGS C. STAIR TREADS AND STAIR RAILINGS SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE TO BE PERFORMED BY INDEPENDENT, JURISDICTIONALLY APPROVED AGENCY IN ACCORDANCE WITH IBC SECTION 1704 AND PROVIDE THE DUTIES AND RESPONSIBILITIES AS INDICATED IN SECTION 1701.3. 2. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION MUST BE COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL UPON COMPLETION OF PROJECT. 3. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A JURISDICTIONAL INSPECTOR. . THE SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECT ARE LISTED IN THE SUMMARY OF SPECIAL INSPECTION. STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION BY THE ENGINEER OF RECORD IS REQUIRED FOR THIS PROJECT. THE OBSERVATION IS TO OCCUR PRIOR TO CONCRETE PLACEMENT OF CONCRETE SLABS AND DURING WOOD CONSTRUCTION. THE OWNER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONS. DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER AND THE BUILDING OFFICIAL. AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. JOB SITE SAFETY THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THE WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF THE WORK BY THE CONTRACTOR, SUB -CONTRACTOR OR ANY PERSON ON THE SITE. SU V V AR Y OF SPECIAL INSPECTION ITEM INSPECTION REQUIRED REMARK GRADING AND EXCAVATION VERIFY MATERIAL BELOW FOOTING FOR DESIGN BEARING CAPACITY; PERIODIC INSPECTION REFER TO GEOTECHNICAL REPORT VERIFY EXCAVATION TO PROPER DEPTH; PERIODIC INSPECTION VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF FILL; CONTINUOUS INSPECTION CONCRETE VERIFY MIX DESIGN SUPPLIED MEETS APPROVED MIX DESIGN; PERIODIC INSPECTION REFER TO STAMPED MIX DESIGN BY DCG PLACEMENT OF CONCRETE, INCLUDES VERIFYING SLUMP AND AIR CONTENT TESTS; CONTINUOUS INSPECTION REFER TO DRAWINGS; NOT REQUIRED FOR SITE -WORK CONCRETE VERIFY ANCHOR BOLTS ARE PLACED AND TIED PROPERLY; CONTINUOUS INSPECTION REFER TO DRAWINGS PERFORM CYLINDER STRENGTH TESTS FOOTINGS/SLAB-ON-GRADE - 3,000 PSI COLUMNS AND WALLS - 4,000 PSI ELEVATED SLABS- 5,000 PSI REINFORCING STEEL VERIFY PLACEMENT, COVER AND BAR SIZE; PERIODIC INSPECTION REFER TO DRAWINGS VERIFY GRADE; PERIODIC INSPECTION ASTM A615, GRADE 60 ASTM A706, GRADE 60 AT BOUNDARY ZONE CONDITIONS STRUCTURAL STEEL VERIFY MEMBER SIZES AND PLACEMENT, AND BOLTED CONNECTIONS ARE SNUG -TIGHT; PERIODIC INSPECTION REFER TO DRAWINGS ON -SITE WELDING PERIODIC INSPECTION OF FILLET WELDS 516" AND LESS POST -TENSIONED TENDONS VERIFY HEIGHTS AND PLACEMENT PRIOR TO POURING; CONTINUOUS INSPECTION ONCE TENDONS ARE PLACED REFER TO DRAWINGS TENDON STRESSING; CONTINUOUS INSPECTION SUBMIT STRESSING REPORT TO ENGINEER OF RECORD FOR REVIEW EPDXY OR MECHANICAL ANCHORS VERIFY INSTALLATION SIZE AND DEPTH; CONTINUOUS INSPECTION REFER TO DRAWINGS OR FIELD DIRECTIVES WOOD FLOOR/WALL DIAPHRAGMS VERIFY NAIL SIZE, SPACING, SHEATHING TYPE, BLOCKING, ETC.; PERIODIC INSPECTION REFER TO DRAWINGS PRE -FABRICATED ELEMENTS MANUFACTURERS ARE TO PROVIDE CERTICICATES OF COMPLIANCE FOR FABRICATION OR PROOF OF SPECIAL INSPECTION ON PREMESIS TO THE BUILDING OFFICIAL REFER TO SHOP DRAWINGS, SUBMITTALS AND DEFFERRED SUBMITTAL SECTIONS ON THIS SHEET REV WED FOR CODE COMPLIANCE APPROVED MAY 052015 City of Tukwila d BUILDING DIVISION EVDIEWEE MAY 4 2015. Ig REID MIDDLETON, INC. 10[1\Vi� 1. APR 27.2015. 1 j REID MIDDLETON, G 37334 °TURADJ SS/ON att*.ror r, PE, SE e: 2015.04.22 09:13:37 -07'00' a d by MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS y co -zr N Cn 02-13-2015 04-01-2015 04-22-2015 c ISSUE DATE: 12-19-2014 OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC U z 0 z 0 z a z 15 a m 5 >uJ 30 o. a Wo 00 ww an a Wo W Zf aQ W� W I=- H PROJECT#: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS GENERAL NOTES CONTINUED CONTINUE FTG : PER .3/312 AND TIE •REINF. INTO COLUMN FTG FG=290.76' F12x6 TYP AT TOF=288.67' TYP F12x6 FG=293..10' FF=289.50' F14x12.5 TOF=285.00' FF=291.30' TYPICAL INTERIOR SLAB 4" SLAB ON -GRADE W/#3AT12'O.C. FF=291.95' FF=292.25' S12 AT FTG AT S12 TEMWALL 289.17' 285.50' ...............C1 L F6 FF=289.50' -FF=291.55' FG=292. 50' 1 FG=29450 TYPICAL PORCH SLAB 4" SLAB ON -GRADE W/ #4 AT 24" O.C. -C1 F �TOF=288.67' GARAGE SLAB 4" SLAB ON -GRADE W/ #3 AT 12" O.C. EA WAY OVER 6" CLEAN GRAVEL FF=289.50' r L=J 4'-0" 1 CG.A i ---FB F8 7 F8 TOF=288.67'-J� TYP LEVEL 1 FOUNDATION PLAN S2 A T lK FOUNDATION NOTES: 1. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS. 2. MECHANICAL UNITS OVER 400 LBS ARE TO BE BOLTED TO SLAB WITH A MINIMUM (4)%2 0 EXPANSION ANCHORS, EMBED 3%" MIN. 3. REFER TO SHEET S18 FOR STAIR REQUIREMENTS. 4. SAW CUT JOINTS ARE TO BE %" DEEP AND EXTEND FROM COLUMN TO COLUMN OR COLUMN TO PIER (30' O.C. MAX). REFER TO DETAIL 7/S12.1 FOR JOINTS AROUND COLUMNS. 5. 298.33' INDICATES STEP FOOTING AND ADJACENT TOP OF 297.33' `' FOOTING ELEVATIONS. REFER TO DETAIL 20/S12. SCALE 3/32" = 1'-0" 6. C# INDICATES COLUMN TYPE ON THIS LEVEL. REFER TO DETAIL 2 AND 6/S12.1 FOR COLUMN TYPE REQUIREMENTS. COLUMNS ARE CENTERED ON GRIDLINES UNLESS OTHERWISE DIMENSIONED. 7, P# INDICATES CONCRETE WALL TYPE. REFER TO ELEVATIONS ON SHEETS S10-S10.4 FOR WALL ELEVATIONS. 8. ALL SLAB -ON -GRADE, GRADING, EXCAVATION AND SUB -GRADE PREPARATION TO BE DONE IN ACCORDANCE TO GEOTECH REPORT. 9. 10. / / INDICATES CONCRETE WALL OR COLUMN. ALL WALLS NOT INDICATED AS CONCRETE ARE METAL STUD ON THIS LEVEL. REFER TO DETAILS ON SHEET S15.1 FOR REQUIREMENTS. INDICATES BRICK VENEER LOCATION. REFER TO DETAILS FOR BASE AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. 5.8 4'- 0', FF=288; 80' FF-289.00 F14x12.5 • I L FG=289.00' TOE=285.00' l 4'-0" • P11 F24x15 FOOTING SCHEDULE S12 3'-0" (b) REVIEWED FOR CODE COMPLIANCE APPROVED MAY 162016 City of Ti kwtla BUILDING DMSION 4'-0" FG=290.00' 1-0) G�%OGM/l%C� MAY 13 2016 1 REID MIDDLETON, INC. MARK SIZE THICKNESS REINFORCING F4 4'-0" SQ 1'-2" (4)#5B EA WAY F6 6'-O" SQ 1'-4" (7)#6B EA WAY F8 8'-0" SQ 1'-10" (8)#7B EA WAY F10 10'-0" SQ. 2'-6" (9)#8B EA WAY F12 12'-0" SQ. 2'-10" (12)#8B EA WAY F12x6 12'-0"x6'-0" 1'-10" PER 10/S12 F14x12.5 14'-0"x12'-6" 1'-6" PER 6/S12 F24x15 24'-0"x15'-0" 1'-6" PER 7/S12 RECEIVED CITY OF TUKWILA MAY 062016 PERMIT CENTER 0 0. U 0 d BUILDING PERMIT SUBMITTAL Civil - Structural - Land Use MEP COORD/BID SET PLAN REVIEW COMMENTS w z a) L 0 m a) N O Lo PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW 02-13-2015 04-01-2015 04-22-2015 05-22-2015 01-29-2016 03-16-2016 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E 0 -J -J U) W C) 0 U) a I z W 2 a 0 J W W I— W J a. Q , o� BUILDING A, SUITE 300 (253) 231-5010 0 z 0 z z 0 z 0 © z U w 0 a w U' 5U �a Wo wU) ace CC wLT ao ww cn wQ w� W PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 1 FOUNDATION PLAN S2 i CD-) IIIIIIIIIIlIII111IlII1IlIIIIIIII ='t OPEN TO BELOW OPEN TO BELOW OPEN TO BELOW P16 L • 0 P18.1 1 'S14 P20 N I!. U_ P18 P24 P26 10 ED S14 C1 S14 P15T POUR 2 1 © © 1 1 P4 1 S1 L SR1.1 SR1.1 L L 1 1 1 C1 J Cl 1. N 0 CO W CONSTRUCTION JOINT PER 18/S13 TYP OPEN TO BELOW P15 POUR 3 C1 SR1.2 © C1 1 ED CO N w Cl C1 TYP. CORNER REINF. PER 15/S13 10" CONC SLAB FF=299.50' POUR 1 TYP. AT COLUMN C1 CU Iit Iri it ii I Cl i • N 0 a - I C1 P5 C1 C1 1 VEZZANINE NOTES: 1. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS. 2. TYPICAL METAL STUD CONNECTIONS ON SHEET S14.1 3. REFER TO SHEET S17 FOR STAIR REQUIREMENTS. 4. ELECTRICAL "HOME RUN" CONDUIT RUNS ARE NOT TO BE LOCATED WITHIN THE SLAB. PROVIDE CONNECTIONS TO HANG SUPPORT OF THIS CONDUIT BELOW THE SLAB. 5. SR# INDICATES STUDRAIL REINFORCING, REFER TO SHEET S12.1 FOR DETAILS AND SCHEDULE. 1 S12 • P13 OPEN TO BELOW 1 0 N P11 P11.1 P11 VEZZANINE REBAR PLAN S3 SCALE 3/32" = 1'-0" --'1� 6. C# INDICATES COLUMN TYPE ON THIS LEVEL. REFER TO DETAILS 2 & 10/S12.1 FOR COLUMN REQUIREMENTS. COLUMNS ARE CENTERED ON GRIDLINES UNLESS OTHERWISE DIMENSIONED. 7. P# INDICATES CONCRETE WALL TYPE. REFER TO ELEVATIONS ON SHEETS S10—S10.4 FOR WALL ELEVATIONS. 8. MEZZ—B# INDICATES BEAM. REFER TO SHEET S11 FOR REQUIREMENTS. 9. 10. INDICATES CONCRETE WALL OR COLUMN. ALL WALLS NOT INDICATED AS CONCRETE ARE METAL STUD ON THIS LEVEL. REFER TO DETAILS ON SHEET S14.1 FOR REQUIREMENTS. INDICATES BRICK VENEER LOCATION. REFER TO DETAILS FOR BASE AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. VEZZANINE SLAB REINFORCING SCHEDULE MARK REINFORCING REMARK OA #5B AT 18" O.C. EA WAY TYP PRESTRESSED SLAB REINF. © #6T AT 18" O.C. EA WAY #5B AT 12" O.C. EA WAY TYP NON —PRESTRESSED SLAB REINF. (AREAS W/ NO TENDONS) © (3)#6Tx12'-0" EA WAY W/ 90' HOOK AT SLAB EDGE DO (7)#6Tx16'-0" EA WAY W/ 90° HOOK AT SLAB EDGE © (9)#6Tx16'-0" EA WAY W/ 90' HOOK AT SLAB EDGE FO (3' 6T/Bx6'-0" W/ 180° HOOK SEE DETAIL 18/S14 © #6Tx12'-0" AT 18" O.C. CENTER OVER SUPPORT P13 N a 1• I I I WED FOR CODE COMPLIANCE _APPROVED MAY 052015 City of Tukkwila1 BUILDING DIVISION • E 1J 11 4. 2015 REID MIDDLETON, INC. O (8)#6Tx10'-0" EXTEND 5'-0" PAST WALL 0 #6Tx8'—O" AT 18" O.C. W/ 90° HOOK OJ #6Tx12'-0" AT 18" O.C. W/ 90' HOOK O #6Tx20'-0 AT 12 O.C. —0" AT 18" O.C. #5Bx12 CLOSURE POUR REINF. PER 18/S13 © #6T AT 18" O.C. #5B AT 9" O.C. EA WAY TYP RAMP REINFORCING OM #6Tx5'-0" AT 18" 0.C. W/90° HOOK AT SLAB EDGE ON (3)#6T/B EXTEND 5'-0" PAST WALL OR 90° HOOK AT WALL END PER 16/S14 OO (4)#5T AT 12" O.C. CONT. WALL REINF. NOTES: 1. PROVIDE 90° HOOKS AT ALL BARS THAT END AT A CANTILEVER. 2. REFER TO SHEETS S11 AND S14 FOR BEAM REINFORCING REQUIREMENTS. C. r, PE, SE e: 2015.04.03 14:42:28-07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS m ro 0 aN ) 02-13-2015 04-01-2015 a) ISSUE DATE: 12-19-2014 ILI TUKWILA VILLAGE - BUILDING OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 O M w I_ Q 0 Z 0 J_ 5 cn W w I� M D co Z O) 0 Q<U? '- N J m d d H 0 F 0 M LL PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS MEZZANINE REBAR PLAN S3 ED OPEN TO BELOW OPEN TO BELOW OPEN TO BELOW IIIIIIIII11111111111111111111II 12 TENDONS 8/2 (20) TENDONS f Y 12 12 8/ (12) TENDONS 88 5 OPEN TO BELOW n Lc)5 CONSTRUCTION JOINT PER 18/S13 V CONSTRUCTION JOINT PER 15 AND 16/S14 1 TE DONS EZZANINE PT PLAN LC) Ln 3 T OPEN TO BELOW 5 LI 8 (10) TENDONS_ 12 I. 12) TENDON 12 12 i 8% 3y NOTES: T SCALE 3/32" = 1'- 1. REFER TO SHEET S13 FOR POST -TENSIONED SLAB DETAIL REQUIREMENTS. 11 2. TENDON CGS (INDICATED HEIGHT) IS MEASURED FROM TYPICAL BOTTOM OF SLAB, NOT BOTTOM OF DROP CAP, OR BOTTOM OF DROP PANEL, U.N.O. 3. (B) INDICATES TENDON. CGS MEASURES FROM BOTTOM OF DROP CAP OR BEAM. 4 — (#) TENDONS INDICATES THE NUMBER OF BANDED TENDONS REQUIRED. 5, (2) AT 24" O.C. INDICATES THE NUMBER AND SPACING OF DISTRIBUTED TENDONS REQUIRED. WED FOR CODE COMPLIANCE APPROVED MAY 0 5 2015 City of Tukwila BUILDING DIVISION q%) C). L _ REID MIDDLETON, INC. , PE, SE ate: 2015.04.03 14:42:38 -07'00' 0 0. U fA 0) BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 0) c N 4) 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E IH w w Ix I-- N 3 oe cc J 0 cc wa z3 OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS MEZZANINE PT PLAN S3.1 TYP r L SR20.1,„ ="7 (2)0 Tf H === I111111111111L111.1111111I11111111111111111111111111 11111111W SR20.3 Ii _J F- ii 1 Th Q r L _J 0 6 S14.1 , .• Th N-- 1, •,r 0 4 IF H (i) F S14. TY 1_ L_ rre =7,1 ri r 12 CONC- :SLA SR21 -J POUR 2 LjSCIR2 3 IL IF 1== AID SR2.3. I- a 1,6" CONC SLAB 310.00' r L -r J. r SR2.3 © POUR 1 1. . . I SR20.2 SR2 3 • r LJ --- =. L J iSR2.3 0 • • S14 1 r r J r 0 --1- 111111111111111gir WI L2 NOTES: 14: • • • \ •. • N N • • • \ R2.221 • REFER TO SHEET S14 FOR SLAB REINFORCEMENT REQUIREMENTS, SHEET S13 FOR PT REQUIREMENTS. 2. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS. 3. REFER TO SHEET S14.1 FOR SILL PLATE CONNECTION REQUIREMENTS. 4. REFER TO SHEETS S9-S9.1 FOR SHEAR WALL AND HOLDOWN REQUIREMENTS. 5. REFER TO FLOOR FRAMING PLANS FOR BEARING WALL REQUIREMENTS. 6. TYPICAL METAL STUD CONNECTIONS ON SHEET S14.1 7. REFER TO SHEET S18 FOR STAIR REQUIREMENTS. • • • • \ • \ J • ' • • S14. „.„ • • , • . \ • • , • - \ „ 12" \‘'CONC1.\SLAB • • ‘21 •;;;, .;,. ..„ , \ CONSTRUCTION JOINT PER 18/313 1 • • • IJ -; \•; 5R2: • ; . • ; '„ • •NN • „ • , „ „ .•• , ;--• ri 7- T Ni • • \ • • •:\ • • • . . .. „ , ' • „ •-• ‘'‘ ••" • ‘‘; • - \ \ •, „ „ •• :21-., ,-„-:‹ 5R2:1;‘:....,„ • ,\• .-.':-:..\.,- ‘, : - '.‘,...:•-\_---,_‘• ,-. , \...> ,-,..'‘,\.:\s-,,, \::,.,",'.-:-.-]:‘,x2.:-..'\•,,,-:-,.,‘X.\.. - ' „\ ,•.„. '. •• i, ... .. \ • • . . ,,' \;,',••;, I :L J • ' - • • • R2;.2 • SR2.4 IL r : SR2.3 • L SR2.3 r \ ‘• • TYP -•••••••--==.--1 Jy • • • SR2.3 S14 tr - SR2.3 S14, I; a 12" CONC SLAB LEVEL 2 REBAR PLAN S4} SCALE 3/32" = 11-0" B. ELECTRICAL "HOME RUN" CONDUIT RUNS ARE NOT TO BE LOCATED WITHIN THE SLAB. PROVIDE CONNECTION TO HANG SUPPORT OF THIS CONDUIT BELOW THE SLAB. 9. SR # INDICATES STUDRAIL REINFORCING. REFER TO SHEET S12.1 FOR DETAILS AND SCHEDULE. 10. 0 INDICATES PSL POST ABOVE. REFER TO DETAIL 14/514.1 INDICATES STEEL POST ABOVE. REFER TO SHEET S5 FOR SIZE AND DETAIL 15/S14.1 FOR BASE PLATE REQUIREMENTS. 11. I / / I INDICATES BRICK VENEER LOCATION. REFER TO DETAILS FOR BASE AND SHEET Si FOR ATTACHMENT REQUIREMENTS. 11 S14. LEVEL L2 SLAB REINFORCING SCHEDULE MARK REINFORCING REMARK 0 #56 AT 18" O.C. EA WAY TYP SLAB REINF. ® (9)#6Tx16'-0" EA WAY CENTER OVER COLUMN W/ 90' HOOK AT SLAB EDGE (12)#6Tx16'-0" EA WAY CENTER OVER COLUMN W/ 90HOOK AT SLAB EDGE (14)#6Tx16'-0" EA WAY ® #6Tx10'-0" AT 12" O.C. CENTER OVER SUPPORT 0 #6Tx12'-6" AT 18" O.C. CENTER OVER SUPPORT W/ 90' HOOK AT SLAB EDGE 0 #6Tx20'-0" AT 12" O.C. • CENTER OVER SUPPORT (10)#6T EXTEND 81-0" PAST WALL 10 (7)#6x10'-0" ADD TOP REINF. iiiiiiircritrirm71 I 11111 MITIITT(T1111trll II I nii-nrr., (BD REV WED FORI CODE COMPLIANcE APPOVED\ MAY 0 5 2015 City of Tukwila BUILDING DIVISION D MEWE MAY 4 205 D REID MIDDLETON, INC. ® (10)#6Tx20'-0" ADD TOP REINF. (i) #6Tx8'-0" AT 18" O.C. W/ 90' HOOK #6Tx20'-0" AT 18" O.C. #5Bx12'-0" AT 12" O.C. CLOSURE POUR REINF. PER 10/S13 ® #58 AT 9" O.C. ADD BTM REINF 0 #56 AT 24" O.C. ADD BTM REINF ® (4)#5T AT 12" O.C. CONT. WALL REINF. REINF. PER 13/S13 TYP. OPENING REINF. @ (8)#6T AT 4" O.C. OVER TOP OF WALL EXTEND 4'-0" PAST END OF WALL C3 (4)#6T AT 4" O.C. OVER TOP OF WALL EXTEND 4'-0" PAST END OF WALL ® (3)#6T/6 OVER TOP OF WALL EXTEND 6'-0" PAST END PER 16/S14.1 NOTES: 1. PROVIDE 90° HOOKS AT ALL BARS THAT END AT A CANTILEVER. r, PE, SE e: 2015.04.03 14:42:45 -07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS (I) 0 cr 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 TuK _ ILA VILLAGE BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 2 REBAR PLAN 34 LOCATE FIRST ANCHOR OVER WALL 00 14% oo (4) TENDON Soo LI 'mum III lllIIIIIII luaulIllllllllllllll III 12 TEIq) ONS 24 IIIII 111111I - 8 POUR 2 POUR 1 (8) . TENDONS 6 8 8=' 8� 4 4) TENDON II II II II II II II II u F- H I LL z CO —"—"—' 11111111111111111'% 74% ■ 1-_:6L-_ a I' CONSTRUCTION JOINT PER 18/S13 CLEVEL 2 PT PLAN —�lv NOTES: N SCALE 3/32" = 1'-0" 1. REFER TO SHEET S13 FOR POST —TENSIONED SLAB DETAIL REQUIREMENTS. 2. TENDON CGS (INDICATED HEIGHT) IS MEASURED FROM TYPICAL BOTTOM OF SLAB, NOT BOTTOM OF DROP CAP, OR BOTTOM OF DROP PANEL, U.N.O. 3. (B) INDICATES TENDON CGS MEASURES FROM BOTTOM OF DROP CAP OR BEAM. 4 -.. (#) TENDONS I INDICATES THE NUMBER OF BANDED TENDONS REQUIRED. 5. (2) AT 24" D.C. INDICATES THE NUMBER AND SPACING OF DISTRIBUTED TENDONS REQUIRED. r .41111 IIIII I III I III III III I II 11 I 1 _ 6 6 REID MIDDLETON, INC. REAL NED FOR' CODE COMPLIANCE APPROVED MAY 0 5 2015 City of Tukwila BUILDING DIVISION ned by itter, PE, SE Date: 2015.04.03 14:42:53-07'00' 0 0. 1n BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS .94 O 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 TUK ILA VILLAGE BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 2 PT PLAN S4.1 g nN1111®1111111!: 9JUf4i91/N'11(9117111ITIT �;1L U l''R'11E1 .J DR=-1%" DR=-1Y2" CDR=-1%" °n°nn nn�nb°n wbOn rtnrtn n nn nn nnnn n DR=-1Y2" DR=-1Y2" 16" PT SLAB PER S4 & S4:1 1 nwn nn nan°nnbn6n6On°nn nannnan rtn ana i LEVEL 2 DRAINAGE PLAN 4. NOTES: SCALE 3/32" = 1'-0" 1. 47—DR=-2" INDICATES DRAIN LOCATION AND RELATIVE ELEVATION BASED ON DROPPED SLAB (12" THICK AT BLDG PERIMETER) DR=-1" DR=-1" 6 [tom€ 1 1.leatt(.ISII.i[tillIf11a(.i ial. REVIEWED FOR CODE COMPLIANCE APPROVED • MAY 162016 City of Tulcvuila BUILDING DIVISION Wit-- 0 im31 DR=-1" DR=-1" DR=-1" DR=-1" DR=-1" DR=-1" DR=-1" IVEVIIEWE MAY 13 2016 I REID MIDDLETON, INC. RECEIVED CITY OF TUKWILA MAY 062016 PERMIT CENTER 0 U, 0 c BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW . to U) U) In CO Co N N N N N N N CO O) C') 17 N N O) CO 0 O N N N N CV '4' d u) - cY) r- O O O O O O ce ISSUE DATE: 12-19-2014 W TUKWILA VILLAGE - BUILDING OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 2 DRAINAGE PLAN S4.2 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM TYPICAL CORRIDOR FRAMING 2x8AT16"O.C. W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE BOLT -ON JULIET BALCONIES BY OTHERS TYPICAL FLOOR FRAMING 11/" TJI-110 AT 16" O.C. MAX W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE ❑I K Ii ❑I 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM ❑I CCQ66 POST CAP ❑I Ardiganhow— ;k —�a NV ri_....= MP ®Wd-z L-_. —'—=mum IIIIIIIIMMIll MI 1111111iIIIMIIIIIII NMI n 1W Fil=nirMin MIA --J i -- LJ !n K C8) G1 n►li� �.� lii MIIMENU Gtl G Mfg TYP AT A A 0 HEADER/BEAM SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 34x9 GLB HEADER 4 4 3 2 1 D (2)13/x7/ LVL FLUSH FRAMED 3 2 1 1 --- (3)13/4x7/ LVL FLUSH FRAMED 4 3 2 1 --- E 1%x11 % LSL RIM STD RIM 3 3 2 2 --- I DBL 1%x117/8 LSL FLUSH FRAMED 3 3 2 2 1 J 31/2x11% LSL FLUSH FRAMED WIDE RIM K 1%x11?/8 LVL FLUSH FRAMED PER PLAN L 3%x11 /8 PSL FLUSH FRAMED PER PLAN M 5Y4x117/8 PSL FLUSH FRAMED PER PLAN N 7x117/8 PSL FLUSH FRAMED PER PLAN 0 W12x22 FLUSH FRAMED PER PLAN P 31/2x117/8 LSL FLUSH FRAMED 2-HR RIM AT 2x4 WALL (4)12x11 / LSL FLUSH FRAMED 2-HR RIM AT 2x6 WALL W/ 2-ROWS Y4"0x5" SDS AT 24" O.C. EA SIDE Q 7x11 / PSL FLUSH FRAMED 2-HR RIM AT ROOF NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. am Imam M FURRED DOOR TYPICAL MID -LANDING FRAMING 11/8" TJI-110 AT 16" O.C. W/ 3/4" FLOOR SHEATHING HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE. COND. SINGLE & DBL LVL/LSL MIU SERIES TYPICAL 3'2 PSL HHUS SERIES . TYPICAL 5% PSL HHUS SERIES TYPICAL 7 PSL HGUS SERIES TYPICAL 3/ GLB HGU SERIES TYPICAL 5% GLB HGU SERIES TYPICAL NOTES: 1. HANGERS WITH MIN AND MAX SPECIFIED NAILING ARE TO HAVE MAX NAILING PER MFR. ❑I VC7/ f4 1!I UMW WNW 1111111,111111 BOLT -ON DECKS, TYP REFER TO SHEET S15.1 _pr at MI all PROVIDE 1%" LSL BLKG BELOW OFFSET BEARING WALL TYP LEVEL 3 FRAYING PLAN S5.2 FLOOR FRAMING NOTES: 1. REFER TO SHEETS S9-S9.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. Imm 1 INDICATES INTERIOR BEARING WALL. ALL EXTERIOR, PARTY AND CORRIDOR WALLS ARE CONSIDERED BEARING WALLS. REFER TO BEARING WALL SCHEDULE ON THIS SHEET. 3. ALL PSL, LVL AND LSL BEAMS ARE FLUSH FRAMED AND MATCH THE FLOOR JOIST DEPTH. 4. PROVIDE AN A35 FROM BEAM TO PLATE FOR ALL FLUSH FRAMED BEAMS. 5. REFER TO DETAIL 20/S17 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S17 FOR FLUSH FRAMED HEADER FRAMING. AIM CCQ66 POST CAP SCALE 3/32" = 1'-0" ❑I ❑I I CII i I� i A UI 4k Mir I❑ ❑► M T P 9. 30 INDICATES THE NUMBER OF BEARING STUDS BELOW BEAMS. PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME BEAMS. SIZE OF STUDS TO MATCH WALL STUDS PER SCHEDULE ON THIS SHEET. 10. DO NOT SPLICE RIM JOISTS WITHIN 1'-0" OF WINDOW OPENINGS. 11. 12. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW ALL 4x, 6x AND MULTI -STUD POSTS THAT DO NOT BEAR ON FLUSH BEAMS. INDICATES A 2-HOUR RATED WALL. PROVIDE SOLID BLOCKING AT FLOOR SPACE PER "Q" IN BEAM SCHEDULE ON THIS SHEET. 13. GRID LINES ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2-LAYERS OF %" GWB. 14. 7. O INDICATES POST BELOW PER SCHEDULE ON THIS SHEET. 8. DO NOT CUT, NOTCH, OR DRILL MANUFACTURED STRUCTURAL ELEMENTS (GLB, PSL, LVL OR I -JOISTS) UNLESS SPECIFIED IN THE DETAILS OR APPROVED IN WRITING SIGNED AND STAMPED FROM THE ENGINEER AND APPROVED BY THE CITY OF TUKWILA BUILDING OFFICIAL. INDICATES BRICK FINISH. REFER TO DETAIL 15/S17 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. 05 00 i III CII CII i imil S15 M' I ■ b�Ll1!I glIENIMINI kiVISSMIMIMI imimi i i POST SCHEDULE MARK SIZE AO 4x6 PSL © 6x6 PSL © HSS 3%"SQ.4" PER 11/S17 JOIST SCHEDULE MARK JOIST SPACING 0 (2)117/ TJI-110 AT 16" O.C. © 11/8 TJI-110 AT 16" O.C. 0 (2)2x8 AT 12" O.C. 0 (2)7/x13 LVL AT 16" O.C. WED FOR CODE COMPLIANCE APPROVED MAY 0 5 2015 City of Tukwila BUILDING DIVISION -5)EW[IEME 42015 REID MIDDLETON, INC. BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2-L5 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L2-L5 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" 0. C. L4-L5 2x4 DF STUD AT 12" O.C. L3 2x4 DF STUD AT 8" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" O.C. L2-L5 r, PE, SE te: 2015.04.03 14:43:02-07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS d 0 0 (V 0) 02-13-2015 04-01-2015 C, ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E w w CC H U) co uo 0 w J 0 m J Z 0 Z wQ z3 F- F- OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 3 FRAMING PLAN 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM TYPICAL CORRIDOR FRAMING 2x8 AT 16" O.C. W/ %" FLOOR SHEATHING AND 1" MAX GYP-CRETE TYPICAL FLOOR FRAMING 117/" TJI-110 AT 16" O.C. MAX W/ %" FLOOR SHEATHING AND 1" MAX GYP-CRETE 6x6 DF#2 POST BELOW W/ A35 ' EA SIDE TOP/BTM J HEADER/BEAN SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 4 4 3 2 1 D (2)13/4x7/ LVL FLUSH FRAMED 3 2 1 1 --- (3)13/4x7/ LVL FLUSH FRAMED 4 3 2 1 --- E 1Y2x117/8 LSL RIM STD RIM 3 3 2 2 --- I DBL 1%x117/8 LSL FLUSH FRAMED 3 3 2 2 1 J 31/2x11 % LSL FLUSH FRAMED WIDE RIM K 13/4x117/8 LVL FLUSH FRAMED PER PLAN L 3%x11 % PSL FLUSH FRAMED PER PLAN M 5%x117/ PSL FLUSH FRAMED PER PLAN N 7x117/8 PSL FLUSH FRAMED PER PLAN 0 W12x22 FLUSH FRAMED PER PLAN P 3%x117/ LSL FLUSH FRAMED 2-HR RIM AT 2x4 WALL (4)1Y2x117/8 LSL FLUSH FRAMED 2-HR RIM AT 2x6 WALL W/ 2-ROWS Y4"0x5" SDS AT 24" O.C. EA SIDE Q 7x117/ PSL FLUSH FRAMED 2-HR RIM AT ROOF NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. ■El gal ern sari _I Ira NJ INIIMII1111111111111111111111e1 ra �In 7A%� �; �13I■� Il•r ■�I I_I� I !I� I ,iiiiii „iui �� `ILl � ` _ ------- �- --------- ! /� U 1.1---- --- i __..�.._"'___ i1�1��� �r�ri immumIIII �I■I �TIM i■1111111111/_......_ IIIIIIIIIIIMM...................._,......... Miff ■I� ■iFi _n �n IWh hn. •n� ... m "al TYP AT FURRED DOOR TYPICAL MID -LANDING FRAMING 117/" TJI-110 AT 16" O.C. W/ 3/4" FLOOR SHEATHING HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES • AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LVL/LSL MIU SERIES TYPICAL 3% PSL HHUS SERIES TYPICAL 5% PSL HHUS SERIES TYPICAL 7 PSL HGUS SERIES TYPICAL 3/ GLB HGU SERIES TYPICAL 5% GLB HGU SERIES TYPICAL NOTES: 1. HANGERS WITH MIN AND MAX SPECIFIED NAILING ARE TO HAVE MAX NAILING PER MFR. BOLT -ON DECKS, TYP REFER TO SHEET S15.1 LEVEL 4 FRAV ING PLAN S6 ---9' 1 V .111 FLOOR FRAV ING NOTES: 1. REFER TO SHEETS S9-S9.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. L INDICATES INTERIOR BEARING WALL. ALL EXTERIOR, PARTY AND CORRIDOR WALLS ARE CONSIDERED BEARING WALLS. REFER TO BEARING WALL SCHEDULE ON THIS SHEET. 3. ALL PSL, LVL AND LSL BEAMS ARE FLUSH FRAMED AND MATCH THE FLOOR JOIST DEPTH. 4. PROVIDE AN A35 FROM BEAM TO PLATE FOR ALL FLUSH FRAMED BEAMS. 5. REFER TO DETAIL 20/S17 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S17 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2-LAYERS OF Y2" GWB. 7. ( INDICATES POST BELOW PER SCHEDULE ON THIS SHEET. 8. DO NOT CUT, NOTCH, OR DRILL MANUFACTURED STRUCTURAL ELEMENTS (GLB, PSL, LVL OR I -JOISTS) UNLESS SPECIFIED IN THE DETAILS OR APPROVED IN WRITING SIGNED AND STAMPED FROM THE ENGINEER AND APPROVED BY THE CITY OF TUKWILA BUILDING OFFICIAL. SCALE 3/32" = 1'-0" 9. O INDICATES THE NUMBER OF BEARING STUDS BELOW BEAMS. PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME BEAMS. SIZE OF STUDS TO MATCH WALL STUDS PER SCHEDULE ON THIS SHEET. 10. DO NOT SPLICE RIM JOISTS WITHIN 1'-0" OF WINDOW OPENINGS. 11. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW ALL 4x, 6x AND MULTI -STUD POSTS THAT DO NOT BEAR ON FLUSH BEAMS. 12. INDICATES A 2-HOUR RATED WALL. PROVIDE SOLID BLOCKING AT FLOOR SPACE PER "Q" IN BEAM SCHEDULE ON THIS SHEET. 13. GRID LINES ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. 14. INDICATES BRICK FINISH. REFER TO DETAIL 15/S17 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. ■1 sINIEEIMEME RVIIIM� MUM =NEIIm POST SCHEDULE MARK SIZE AO 4x6 PSL © 6x6 PSL © HSS 3%„SQ ,4„ PER 11/S17 JOIST SCHEDULE MARK JOIST SPACING 0 (2)117/ TJI-110 AT 16" O.C. © 117/ TJI-110 AT 16" O.C. 0 (2)2x8 AT 12" O.C. DE (2)7%x13/4 LVL AT 16" O.C. RE _WED FOR CODE COMPLIANCE �PROVED AY052015 G City of Tukwila BUILDING DIVISION 11 f�.,? `f 7, REID MIDDLETON, INC. BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2-L5 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L2-L5 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" O.C. L4-L5 2x4 DF STUD AT 12" O.C. L3 2x4 DF STUD AT 8" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" O.C. L2-L5 E, SE 115 04.03 14:43:11 -0T00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 0 0) 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC U 2 2 3 2 0 Lu 0 0 a w 52 I- 0 �cc z 0< Z 0 Cc re 0 reo a❑ WW C❑ Wz Z F., 2 z o� W II--II-- PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 4 FRAMING PLAN 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM TYPICAL CORRIDOR FRAMING 2x8AT16"O.C. W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP—CRETE TYPICAL FLOOR FRAMING 11/8" TJI-110 AT 16" O.C. MAX W/ %" FLOOR SHEATHING AND 1" MAX GYP—CRETE • P 6x6 DF#2 POST BELOW W/ A35 EA SIDE TOP/BTM HEADER/BEA V A O 111 • SCHEDULE A CI i — MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 4 4 3 2 1 D (2)13/4x7% LVL FLUSH FRAMED 3 2 1 1 --- (3)1 %x7Y LVL FLUSH FRAMED 4 3 2 1 --- E 1%x11 % LSL RIM STD RIM 3 3 2 2 --- I DBL 1�2x117/8 LSL FLUSH FRAMED 3 3 2 2 1 J 3Y2x117/8 LSL FLUSH FRAMED WIDE RIM K 13/4x11/ LVL FLUSH FRAMED PER PLAN L 3%x117/8 PSL FLUSH FRAMED PER PLAN M N 5%x117/ PSL FLUSH FRAMED PER PLAN 7x117/ PSL FLUSH FRAMED PER PLAN 0 W12x22 FLUSH FRAMED PER PLAN P 32x117/ LSL FLUSH FRAMED 2—HR RIM AT 2x4 WALL (4)1Y2x117/8 LSL FLUSH FRAMED 2—HR RIM AT 2x6 WALL W/ 2—ROWS %" 0x5" SDS AT 24" O.C. EA SIDE Q 7x11 % PSL FLUSH FRAMED 2—HR RIM AT ROOF NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. Wawa A. r4 1 1111111111111111 49 • 111111111pmE D _ GI GI 1711111111 ® "�—►"ate i T MIME l• �hatM 11111111M. NEMEMEt MEE GI TP J 1111111111111111111111 TYP AT FURRED DOOR i MEM mom. >_PIE; 111 11I ;111 MMEI 117.11MEIMini =NNW C C La 11111011101111 moomM== :/11111 - TYPICAL MID —LANDING FRAMING 117/8" TJI-110 AT 16" O.C. W/ 3/4" FLOOR SHEATHING HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF•BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LVL/LSL MIU SERIES TYPICAL 3% PSL HHUS SERIES TYPICAL 5% PSL HHUS SERIES TYPICAL 7 PSL HGUS SERIES TYPICAL 3Y GLB HGU SERIES TYPICAL 5% GLB HGU SERIES TYPICAL NOTES: 1. HANGERS WITH MIN AND MAX SPECIFIED NAILING ARE TO HAVE MAX NAILING PER MFR. S15 LEVEL 5 FRAVING PLAN S7 --if J v FLOOR FRAYING NOTES: 1. REFER TO SHEETS S9—S9.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. r INDICATES INTERIOR BEARING WALL. ALL EXTERIOR, PARTY AND CORRIDOR WALLS ARE CONSIDERED BEARING WALLS. REFER TO BEARING WALL SCHEDULE ON THIS SHEET. 3. ALL PSL, LVL AND LSL BEAMS ARE FLUSH FRAMED AND MATCH THE FLOOR JOIST DEPTH. 4. PROVIDE AN A35 FROM BEAM TO PLATE FOR ALL FLUSH FRAMED BEAMS. 5. REFER TO DETAIL 20/S17 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S17 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2—LAYERS OF Y2" GWB. 7. AO INDICATES POST BELOW PER SCHEDULE ON THIS SHEET. 8. DO NOT CUT, NOTCH, OR DRILL MANUFACTURED STRUCTURAL ELEMENTS (GLB, PSL, LVL OR I —JOISTS) UNLESS SPECIFIED IN THE DETAILS OR APPROVED IN WRITING SIGNED AND STAMPED FROM THE ENGINEER AND APPROVED BY THE CITY OF TUKWILA BUILDING OFFICIAL. SCALE 3/32" = 1'-0" la an` ik T P 9. 30 INDICATES THE NUMBER OF BEARING STUDS BELOW BEAMS. PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME BEAMS. SIZE OF STUDS TO MATCH WALL STUDS PER SCHEDULE ON THIS SHEET. 10. DO NOT SPLICE RIM JOISTS WITHIN 1'-0" OF WINDOW OPENINGS. 11. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW ALL 4x, 6x AND MULTI —STUD POSTS THAT DO NOT BEAR ON FLUSH BEAMS. 12. INDICATES A 2—HOUR RATED WALL. PROVIDE SOLID BLOCKING AT FLOOR SPACE PER "Q" IN BEAM SCHEDULE ON THIS SHEET. 13. GRID LINES ALIGN WITH 14. ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY WOOD ELEMENTS. 1111111111111 INDICATES BRICK FINISH. REFER TO DETAIL 15/S17 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. 11 s1 El 1 1 POST SCHEDULE MARK SIZE ® 4x6 PSL © 6x6 PSL © HSS 3%11SQ.x1/4" PER 11/S17 JOIST SCHEDULE MARK JOIST SPACING 0 (2)117/8 TJI-110 AT 16" 0.C. © 117/8 TJI-110 AT 16" 0.C. 0 (2)2x8 AT 12" 0.C. C (2) 7%x13/ LVL AT 16" 0', C. REVIEWED FOR CODE COMPLIANCE PROVED 05 2015 City of Tukwila BUILDING DIVISION DEVNEWE AY ^ 2015 REID MIDDLETON, INC. BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" 0.C. L2—L5 CORRIDOR WALLS 2x6 DF STUD AT 16" 0.C. L2—L5 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" 0.C. L4—L5 2x4 DF STUD AT 12" 0.C. L3 2x4 DF STUD AT 8" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" 0.C. L2—L5 PE, SE ate: 2015.04.03 14:43:20-07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 0 0 N Q) 0 N N O 04-01-2015 re ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 N m w Z a0 0 Z 0 1- Z 0 a a h w0 0Q oZ a wtal _ w0 w a❑ w uJ ❑ wZ cn oZ Q w w PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 5 FRAMING PLAN S_/ 8} PROVIDE A35 EA SIDE TOP/BTM EA POST TYP AT SUNROOM SUNROOM ROOF FRAMING VAULTED, SLOPED TRUSSES AT 24" O.C. MAX W/ 1/32" ROOF SHEATHING ELEV.1 RCCF PLAN SCALE 3/32" = 1'-0" HEADER/BEAN A A J L S16 W8x13 HOIST BEAM i1ra� 11 _. ...._._.__-__ 4 1.1 A 11111 rair—r-L-1 1 0 C� GT Cr) TYP AT LOW ROOF A IFT-FFTI A L -L1 ❑A A 11 A 0 a Afty GT 116 111 Cn 1 GT A A A A Tr GT A A 30" A 1�H A GT C) A 1) C!) TYPICAL ROOF FRAMING ROOF TRUSSES AT 24" O.C. MAX W/ 19/32" ROOF SHEATHING A A A A A U) Cl) GT A r — 9- 1 C!) i tW_ S1 GT ST A U) Cn GT t-� A i, ST u IY 4U n_, S16 A A 4 A S1R S16.1 SCHEDULE A MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 4 4 3 2 1 D (2)13/4x7Y4 LVL FLUSH FRAMED 3 2 1 1 --- (3)13/4x7% LVL FLUSH FRAMED 4 3 2 1 --- E 1%x117/a LSL RIM STD RIM 3 3 2 2 --- I DBL 1Y2x117/8 LSL FLUSH FRAMED 3 3 2 2 1 J 3%x117/ LSL FLUSH FRAMED WIDE RIM K 13/x11 /8 LVL FLUSH FRAMED PER PLAN L 3%x117/ PSL FLUSH FRAMED PER PLAN M 5%x11 / PSL FLUSH FRAMED PER PLAN N 7x117/8 PSL FLUSH FRAMED PER PLAN 0 W12x22 FLUSH FRAMED PER PLAN P 312x117/ LSL FLUSH FRAMED 2—HR RIM AT 2x4 WALL (4)1%x11/ LSL FLUSH FRAMED 2—HR RIM AT 2x6 WALL W/ 2—ROWS Y4"0x5" SDS AT 24" 0.C. EA SIDE Q 7x117/ PSL FLUSH FRAMED 2—HR RIM AT ROOF NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. A S16 A B A N) B HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LVL/LSL MIU SERIES TYPICAL 3% PSL HHUS SERIES TYPICAL 5% PSL HHUS SERIES TYPICAL 7 PSL HGUS SERIES TYPICAL 3% GLB HGU SERIES TYPICAL 51/ GLB HGU SERIES TYPICAL NOTES: 1. HANGERS WITH MIN AND MAX SPECIFIED NAILING ARE TO HAVE MAX NAILING PER MFR. 1. A A B A 30" C�1 ROOF FRAYING PLAN S8/ ROOF FRANING NOTES: REFER TO SHEETS S9—S9.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. REFER TO DETAIL 20/S17 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S17 FOR FLUSH FRAMED HEADER FRAMING. 3. 4. INDICATES THE NUMBER OF BEARING STUDS BELOW BEAMS. PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME BEAMS. SIZE OF STUDS TO MATCH WALL STUDS PER SCHEDULE ON THIS SHEET. INDICATES MARK FOR POST SIZE PER SCHEDULE ON THIS SHEET. A SCALE 3/32" = 1'-0" 5. / //, INDICATES A 2—HOUR RATED WALL. PROVIDE SOLID BLOCKING AT FLOOR SPACE PER "Q" IN BEAM SCHEDULE ON THIS SHEET. 6. NON —BEARING WALL FRAMING PER 20/S16. 7. GT INDICTATES GIRDER TRUSS. ST INDICATES SHEAR TRUSS. REFER TO DETAIL 3/S16 FOR REQUIREMENTS. A 8. ALL TRUSS HANGERS TO BE SPECIFIED BY MANUFACTURER. 9. REFER TO ARCHITECTURAL PLANS FOR PARAPET HEIGHTS. 10. ROOF TRUSS DESIGN PARAMETERES: DEAD LOAD — 15 PSF LIVE LOAD — 25 PSF (SNOW) LL DEFLECTION — L/360 MIN; %" MAX TL DEFLECTION — L/240 MIN; 3/4" MAX 11. 12. 16" A INDICATES TRUSS HEEL HEIGHT AT EXTERIOR LEVEL. A B B A �S1 i ST 3 ELEV.2 ROOF PLAN ST 11 jV A T 11 t_ ST ST A _] C -4 INDICATES MARK FOR HEADER/BEAM SIZE PER SCHEDULE ON THIS SHEET. POST SCHEDULE MARK SIZE AO 4x6 PSL A 6x6 PSL © HSS 3Y"SQ.x%" PER 11/S17 JOIST SCHEDULE MARK JOIST SPACING AD (2)117/ TJI-110 AT 16" 0.C. © 117/ TJI-110 AT 16" 0.C. QD (2)2x8 A T 12" 0. C. Q (2)7/x13/ LVL AT 16" 0.C. S8 TYP AT LOW ROOF SCALE 3/32" = 1'-0" WED FOR City of Tukwila EtUlLDING DIVISION D EVOEMED REID MIDDLETON, INC. BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DE STUD AT 16" 0.C. L2—L5 CORRIDOR WALLS 2x6 DF STUD AT 16" 0.C. L2—L5 TYP UNIT PARTITION WALL TYP PARTY WALL 2x6 DF STUD AT 16" 0.C. L2—L5 0 0 0 Civil - Structural - Land Use co Date: 2015.04.03 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E re en 0 -J OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 0.1 LO • 0 Ow CC Cza- itu wk- 00 ww Wrr CC W LIJ CL PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS ROOF FRAMING PLAN _P)0 CMSTCI6 CMSTC16 1 49 ::illm".mmmmmg11 I' ital I I'i ll vv, 3 ?'C 2.1 E._ 213_.-.� Vag 49 BEL1 A 211 1_. V7 !cs, 220 '1 HOLDOYYN SCHEDULE 1 kx9M. r �.t.[etRuw+x mvs; '29 A (�S 22A hi ; ALIGN I/ f WALL -ABOVE c HD MARK A325 ANCHOR BOLT ANCHOR PLATE WASHER HOEDOWN LOAD REQUIREMENTS (KIPS) ANCHOR PLATE WASHER L2 L3 L4 L5 1 1"0 3/4"x3" SQ 14 9 4 1 (2)#6x6'-0" EA WAY 2 7/8" 0 . 3/4"x3" SQ 12 7 3 -- (2)#6x6'- 0" EA WAY 3 5/8"0 7/16"x3" SQ 7 3 -- -- (2)#6x6'-0" EA WAY 4 HDU5 PER 2/S17 -- -- -- -- (2)#6x6'-0" EA WAY 5 MST36 PER 6/S17 -- -- -- -- --- NOTE: REFER TO SHEET S17 FOR HOEDOWN SYSTEM REQUIREMENTS. HOLDOWN LOADS ABOVE ARE ASD LOADS, II of vv, SHEARWALL SCHEDULE PLATE CONNECTION MARK LEVEL WOOD STRUCTURAL PANELS PANEL EDGE NAILING PANEL EDGE STUDS CONCRETE/SILL PLATE CONNECTION 34"O A. BOLT TOP PLATE WOOD FLOOR BTM SILL PLATE A L5 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" O.C. L4 15/32" SHEATHING ONE SIDE 10d AT 4" O.C. 2-2x --- LTP4 AT 16" O.C. 16d AT 6" O.C. L3 15/32" SHEATHING ONE SIDE 10d AT 3" O.C. 2-2x --- LTP4 AT 16" O.C. 16d AT 4" O.C. L2 15/32" SHEATHING ONE SIDE 10d AT 3" O.C. 2-2x 32" O.C. IN 2x PLATE LTP4 AT 12" O.C. --- B L5 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" O.C. L4 15/32" SHEATHING ONE SIDE 10d AT 4" O.C. 2-2x --- LTP4 AT 16" O.C. 16d AT 4" O.C. L3 15/32" SHEATHING ONE SIDE 10d AT 3" O.C. 2-2x --- LTP4 AT 8" O.C. 2-ROWS 16d AT 6" O.C. INTO WIDE RIM/BEAM L2 15/32" SHEATHING ONE SIDE 10d AT 2" O.C. 2-2x 16" O.C. IN 2x PLATE LTP4 AT 8" O.C. --- 49 • j.w,,,,,,,,,,,...4 CM1�TtjMt1f]16�i Rs'iy I i'1 i 69 bMS1'Ci6 v CMSTCI6 2:16.__i vv, !®[ ROQ _ I ac 49 r3g.�r LEVEL 2 SHEARWALL PLAN (Th\ s9 _ SCALE 3i32" = 1-o SHEARWALL NOTES: 1. 2. 3. CS16 INDICATES SHEARWALL ON SPECIFIED FLOOR. REFER TO SCHEDULE ON THIS SHEET FOR REQUIREMENTS. INDICATES STRAP AND TYPE OF STRAP AT TOP AND BOTTOM OF WINDOW. REFER TO DETAIL 1/S17 FOR INSTALLATION REQUIREMENTS. INDICATES HOLDOWN SYSTEM. REFER TO SHEET S17 FOR INSTALLATION. 4. SEE ROOF FRAMING PLANS FOR SHEARWALL TO ROOF CONNECTION DETAILS. 5. INDICATES ANTICIPATED MECHANICAL VENTING PATH. REFER TO ARCHITECTURAL AND MECHANICAL PLANS FOR REQUIREMENTS. CMSTCI6 /A € F.3_Er..2 . ff,,.�i -c� - CMSTc16— STRAP HOLDOWN ABOVE WHERE REQ'D STACK HOLDOWN STUDS TOP PLATE CONNECTION INTERMEDIATE STUDS PER PLAN PANEL EDGE NAILING AT EA HOEDOWN STUD MULTIPLE STUDS AT HOLDOWN PER SPECIFIC HOLDOWN DETAIL \ CONTINUOUS TO TOP PLATE ANCHOR HOEDOWN WHERE REQ'D PER PLAN ti SHEARWALL SHEATHING HORIZONTAL OR VERTICAL PANEL ORIENTATION TYP 1 J I 1 L3..C1 d s A _..0 ..,...... lr— — V FLOOR FRAMING ABOVE WHERE OCCURS BTM SILL NAILING PQ LAP CORNER PLATES W/ (5)10d c0 V▪ ) U V) U REVIEWED FOR CODE COMPLIANCE APP OVED MAY 05 2015 Ci of Tukwila BUi G DIVISION REID MIDDLETON, INC. NAIL DOUBLE STUDS TOGETHER W/ 2-ROWS 16d AT 6" O.C. ABUTTING PANEL EDGES ALL PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS, OR HORIZONTAL BLKG BOTTOM SILL PLATE CONNECTION NAILING OR ANCHOR BOLTS 4" SQ MAXIMUM PENETRATIONS 8'-0" SPACING MIN LARGER PENETRATIONS ARE NOT ALLOWED WITHOUT ENGINEERS REVIEW. INTERMEDIATE SUPPORT NAILING AT 12" O.C. MINIMUM 1%" MIN PENETRATION INTO STUD PANEL EDGE NAILING 12" MIN PENETRATION INTO STUD TYPICAL WOOD SHEAR WALL FRAMING APR 2 7 2015 RR) DE i_ -i ON, c• .. - d by r, PE, SE a e: 2015.04.22 09:14:18 07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS d G 12-19-2014 02-13-2015 04-01-2015 04-22-2015 ISSUE DATE: 12-19-2014 OWNER APPLICANT: PROJECT #: DRAWN BY: CHECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC O M w 1- Q O O • L E J m N LU ow�w wM Zrn0 w<o =a-cM"s I— N J M aN — N 0_ I•— ci 0 a PI 101 u. ww w� rD. LL ww ix Z 0 mu, w w w 1026 BV,TF JN,MJ,MS LEVEL 2 SHEARWALL PLAN S9 LEVEL 5 SUNROOM (3) SHEARWALL PLAN S9 SCALE 3/32" = 1'-0" V) U U 1 3 21 A Il • • w,MON ,wiraaw, U rJ .r' Ii SIC T \CMSTCI6 J 3222 Q A\ €:6 C J u Iv II -1© HOLDOWN SCHEDULE L I HD MARK A325 ANCHOR BOLT ANCHOR PLATE WASHER HOEDOWN LOAD REQUIREMENTS (KIPS) ANCHOR PLATE WASHER. L2 L3 L4 L5 1 1"0 3/4"x3" SQ 14 9 4 1 (2)#6x6'-0" EA WAY 2 7/8"0 3/4"x3" SQ 12 7 3 -- (2)#6x6'-0" EA WAY 3 5/8"0 7/16"x3" SQ 7 3 -- -- (2)#6x6'-0" EA WAY 4 HDU5 PER 2/S17 -- -- -- -- (2)#6x6'-0" EA WAY 5 MST36 PER 6/S17 -- -- -- -- --- NOTE: REFER TO SHEET S17 FOR HOLDOWN SYSTEM REQUIREMENTS. HOLDOWN LOADS ABOVE ARE ASD LOADS. 12 c A\ CMSTC16 A CMSTC16 SHEARWALL SCHEDULE PLATE CONNECTION MARK LEVEL WOOD STRUCTURAL PANELS PANEL EDGE NAILING PANEL EDGE STUDS CONCRETE/SILL PLATE CONNECTION %a"O A. BOLT TOP PLATE WOOD FLOOR BTM SILL PLATE A L5 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" O.C. L4 15/32" SHEATHING ONE SIDE 10d AT 4" O.C. 2-2x --- LTP4 AT 16" O.C. 16d AT 6" O.C. L3 15/32" SHEATHING ONE SIDE 10d AT 3" O.C. 2-2x --- LTP4 AT 16" O.C. 16d AT 4" O.C. L2 15/32" SHEATHING ONE SIDE 10d AT 3" O.C. 2-2x 32" O.C. IN 2x PLATE LTP4 AT 12" O.C. --- B L5 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" O.C. L4 15/32" SHEATHING ONE SIDE 10d AT 4" O.C. 2-2x --- LTP4 AT 16" O.C. 16d AT 4" O.C. L3 15/32" SHEATHING ONE SIDE 10d AT 3" O.C. 2-2x --- LTP4 AT 8" O.C. 2-ROWS 16d AT 6" O.C. INTO WIDE RIM/BEAM L2 15/32" SHEATHING ONE SIDE 10d AT 2" O.C. 2-2x 16" O.C. IN 2x PLATE LTP4 AT 8" O.C. --- 320 CMSTC16 CMSTC16 L r 1 A s �rp ra.ssisruav A /A\ t 310 .00 tt ff A A\ I BED-C (I ` LEVEL 3-5 SHEARWALL PLAN SHEARWALL NOTES: 1. 2. 3. CS16 SCALE 3/32" = INDICATES SHEARWALL ON SPECIFIED FLOOR. REFER TO SCHEDULE ON THIS SHEET FOR REQUIREMENTS. INDICATES STRAP AND TYPE OF STRAP AT TOP AND BOTTOM OF WINDOW. REFER TO DETAIL 1/S17 FOR INSTALLATION REQUIREMENTS. INDICATES HOLDOWN SYSTEM. REFER TO SHEET S17 FOR INSTALLATION. 4. SEE ROOF FRAMING PLANS FOR SHEARWALL TO ROOF CONNECTION DETAILS. INDICATES ANTICIPATED MECHANICAL VENTING PATH. REFER TO ARCHITECTURAL AND MECHANICAL PLANS FOR REQUIREMENTS. A 0 A\ CMSTC16 .z r J1 I CMSTCI4 AT L3 CMSTC16 T L4-L5 1 BED -C a` 1`1ITt:R f aE 6 ?_.._:30c; I C ii II STRAP HOEDOWN ABOVE WHERE REQ'D. STACK HOLDOWN STUDS TOP PLATE CONNECTION INTERMEDIATE STUDS PER PLAN PANEL EDGE NAILING AT EA HOLDOWN STUD MULTIPLE STUDS AT HOEDOWN PER SPECIFIC HOEDOWN DETAIL CONTINUOUS TO TOP PLATE C- N ANCHOR HOEDOWN WHERE REQ'D PER PLAN r L 0 CMSTC14 AT L3-L4 CMSTC16 AT L5 � tl • • I c 2 BEDxD,.. w3 I EL g,H.s1.�:K ii�c 9 i€:..I r— 2 i3BD-E I 05 J .'/A 1.0 ▪ co —IJ V V) U Q U ¢ Q 2 El- L FLOOR FRAMING ABOVE WHERE OCCURS BTM SILL NAILING LAP CORNER PLATES W/ (5)10d 4, 11 h P'‘ roe 1o6 Pe ao�s SHEARWALL SHEATHING HORIZONTAL OR VERTICAL PANEL ORIENTATION \t‘I REV WED FOR CODE COMPLIANCE APPROVED. MAY 052015 • City of Tukwila BUILDING DIVISION MAY A,j 4 2015 REID MIDDLETON, INC. NAIL DOUBLE STUDS TOGETHER W/ 2-ROWS 16d AT 6" O.C. ABUTTING PANEL EDGES ALL PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS, OR HORIZONTAL BLKG BOTTOM SILL PLATE CONNECTION • NAILING OR ANCHOR BOLTS 4" SQ MAXIMUM PENETRATIONS 8'-0" SPACING MIN LARGER PENETRATIONS ARE NOT ALLOWED WITHOUT ENGINEERS REVIEW. INTERMEDIATE SUPPORT NAILING AT 12" O.C. MINIMUM 1%" MIN PENETRATION INTO STUD PANEL EDGE NAILING 1Y" MIN PENETRATION INTO STUD TYPICAL WOOD SHEAR WALL FRAMING r, PE, SE te: 2015.04.22 09:14:35-07'00' MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS 2 R O CV Q) 02-13-2015 04-01-2015 04-22-2015 d Q�. ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC J z zZ z U) z z O O a a. a w g J > c � -a Pw wo 2z ww afx w0 LL ao w � 3Z g. PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 3-5 SHEARWALL PLAN S9.1 P PER (6)#6H TOP OF SPANDREL (2)LAYERS 3" APART #4L9 AT 9" O.C. TYP AT SPANDRELS #5V AT 6" O.C. EA FACE TYP ADD'N (6)#6 IN (2)LAYERS FROM GRID C.4 TO B.6 1r -, ir ' '- 1r -, ,- / 11' r L \-. • L (4)#5H ( ABOVE IERP16 REINF, 1/S10.3 #5H AT 6" O.C, EA FACE, TYP L _ _, >2EHN (_ - �/ W OPENING d (4)#5V E (2) EA F 1 i i b 1 1 1 (2)#5V EA SIDE OF TYP OPENINGS (4)#5V (2) EA FACE AT' 3" O.C. L C- LEVEL 2 46, 310.00 (2)#5V EA END MEZZANINE AL 300.17 #5V AT 6" O.C. (4)#5V (2)EA CORNER WALL ELEVATION PIER P9 REINF PER 4/S10.1 \ C- LEVEL 2 310.00 P9.2 REINF. z-PIER PER 6/S10.1 r' 1 �51 WALL ELEVATION S�� PIER 4.1 S10 PIER P4.1 MEZZANINE 300.17 LEVEL 1 k 290.00 SCALE 3/16" = 1'-0" SCALE 3/16" = 1'-0" l 1 LEVEL ob 290.00 (2)#5V EA END-\ WALL ELEVATION s o PIER S10 P1 PIER P3 REINF PER 3/S10 C- C 10" WALL SCALE 3/16" = 1'-0" L C- (2)#5V EA SIDE OF OPENINGS, TYP C- L #5V AT 12" 0. C. EA FACE W/ 180° HOOKS BELOW OPENINGS (2)#5H ABOVE OPENINGS C- 4 LEVEL 2 As IL 310.00 2)LAYERS 2" APART OPENINGS MEZZANINE Au IL 300.17 A END, TYP ACE AT 3" O.C. LEVEL 1 obi 290.00 C- LEVEL 2 olio 310.00 7(2)#5V EA END C- sWALL ELEVAT/ON S10 PIER P2 C L C #4V AT 6" O.C. W/ 180° HOOKS ABOVE OPENINGS, TYP d MEZZANINE obh 300.17 LEVEL 1 290.00 SCALE 3/16" = 1'-0" LEVEL 2 ob 310.00 (2)#5V EA END PIER P21 REINF. PER 10/S10.3 C L 1 L 1 Jr L L 1 WALL ELEVATION ) PIER P4 SCALE 3/16" = 1'-0" NOTES: 1. REFER TO ARCHITECTURAL PLANS FOR WINDOW/OPENING SIZES AND LOCATIONS. 2. ALL CONCRETE WALLS ARE TO BE 8" CONCRETE, U.N.O. 3. REFER TO DETAIL 18 AND 19/S12.1 FOR TYPICAL REINFORCEMENT REQUIREMENTS. 4. ALL HORIZONTAL REINFORCING ARE TO END IN 90° OR 180° HOOKS. CORNER REINFORCING MAY BE USED IN LIEU OF 90° HOOKS. 5. ALL VERTICAL SPANDREL REINFORCING TO HAVE 90° OR 180° HOOKS EA END. 6. COORDINATE MECHANICAL BLOCKOUT SIZES AND LOCATIONS WITH MECHANICAL DRAWINGS. 7. LAP BARS AT FOUNDATIONS AND SLABS AS NECESSARY FOR CONSTRUCTIBILITY. 8. ALL VERTICAL REINFORCING IS TO HAVE A MATCHING HOOK BAR AT THE TOP INTO SLAB AND AND AT THE BOTTOM INTO THE FOOTING. 9. REFER TO DETAILS FOR WALL TO FTC DOWELS. 8" WALL WALL ELEVATION S� � PIER PS S1 QJ PIER P5 PIER REINFORCEMENT LAP SCHEDULE #4 2'-6" #5 3'-0" #6 4'-O" #7 4'-6" SCALE 3/16" = 1'-0" (2)#5V EA SIDE OPENING AND AT CORNER TYPICAL WALL REINF SCHEDULE WALL WIDTH BAR SIZE VERTICAL REINF. ON CENTER SPACING BAR SIZE HORIZONTAL REINF. ON CENTER SPACING REQUIRED EACH FACE 8" #5 12" #5 12" NO 10" #5 12" #4 12" YES NOTES: 1. ALL WALL REINFORCING TO MATCH SCHEDULE UNLESS NOTED OTHERWISE IN THE ELEVATION. PIER P9.2 REINF. PER 6/S10.1 H C- P:ER P9.1 REINF. PER 5/S10.1 C 1 MEZZANINE 300.17 10" WALL LEVEL 1 AL 290.00 LEVEL 2 ab 310.00 PIER P10 REINF. PER 7/S10.1 MEZZANINE k 300.17 LEVEL 1 290.00 WED FOR CODE COMPLIANCE PPROVED MAY 052015 City of Tukwila BUILDING DIVISION EVIIEWHE ti MAY 4 2015 REID MIDDLETON, INC. , SE 5.04.03 14:43:53-07'00' c 0 0. d BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS d W 0 0 CV 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 ILA VILLAGE - BUILDING E I- OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 Z z 0 cc 0 t- z W a h wp x� 0Q 00 ww ace cO W0W � IT W zF. xx PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS WALL ELEVATIONS e- #5V AT 6" O.C. LEVEL 2 AL 310.00 MEZZANINE db 300.17 (2)#5V EA END ICI 1 WALL ELEVATION 10 (2)#5H ABOVE/BELOW OPENINGS (4)#5V EA END (2)EA FACE AT 3" 0.C. PIER P6 (2)#5V EA SIDE OF OPENINGS TYP r SCALE 3/16" = 1'-0" #5V AT 6" 0.C. W/ 180° HOOKS ABOVE OPENINGS TYP r P /I 1 L WALL ELEVATION (4)#5V (2)EA FACE AT 3' 0.C. SCALE 3/16" = 1'-0" LEVEL 1 ib 290.00 LEVEL 2 310.00 (4)#5V EA END (2)EA FACE AT 3" 0.C. MEZZANINE AL 300.17 (2)#5V EA END LEVEL 1 AL 290.00 e- 1 /- (2)#5V EA END L C✓ b L (_. J ____----______:- -MW _�_ 2 WALL ELEVATION 10 PIER P7 #5V AT 6" O.C. SCALE 3/16" = 1'-0" PIER 4.1-N REINF. PER 5/S10 LEVEL 2 310.00 MEZZANINE AL 300.17 (2)#5V EA END LEVEL 1 AL 290.00 LEVEL 2 AL 310.00 (2)#5V EA END l 1 1 _J 5 WALL ELEVATION 1 PIER P9.1 MEZZANINE AL 300.17 (4)#5V AT CORNER PER 6/S10 LEVEL 1 AL 290.00 SCALE 3/16" = 1'-0" #5H AT 9" (2) EA PIER REI PER 2/S1 (2)#5H ABOVE/BELOW #5V AT 6" O.C. W/ 180° HOOKS ABOVE OPENING O.C. #5 END --. , . L. t.. • #5I- -YP V P7 NF.� 0.1 L L -1i -, ,- J J J L WALL ELEVATION (2)#5V EA SIDE OF OPENINGS TYP #5V AT 6" 0.C. W/ 180° HOOKS ABOVE OPENING #5H AT 6" 0.C. (2)#5V AT END (2)#5V AT DOOR l 1 SCALE 3/16" = 1'-0" 02/p 1 r-a- WALL ELEVATION \10.y1/ PIER P9.2 LEVEL 2 AL 310.00 #5H AT 9" 0.C. (2)#5V EA SIDE OF OPENINGS TYP MEZZANINE 300.17 PIER P9 REINF, PER 4/S10.1 AT 9" 0.C. TYP LEVEL 1 AL 290.00 LEVEL 2 AL 310.00 #5H AT 12" O.C. (2)#5V EA END MEZZANINE ` 300.17 (2)#5H ABOVE/BELOW OPENINGS #5HAT9"0.C. LEVEL 1 290.00 SCALE 3/16" = 1'-O" LEVEL 2 AL 1 r " -• 3(U.UU T �l PIER P11 - ) REINF. PER 1/S10.2 r MEZZANINE AL 300.17 P11.1 J -2 PIER REINF. ``' PER 2/S10.2 (2)#5H ABOVE/B L EXTEND 4'-0" M PAST OPENING 1 HOOK AT CORNE LEVEL 1 290.00 NOTES: 1. REFER TO ARCHITECTURAL PLANS FOR WINDOW/OPENING SIZES AND LOCATIONS. 2. ALL CONCRETE WALLS ARE TO BE 8" CONCRETE, U.N.O. 3. REFER TO DETAIL 18 AND 19/S13.1 FOR TYPICAL REINFORCEMENT REQUIREMENTS. 4. ALL HORIZONTAL REINFORCING ARE TO END IN 90° OR 180° HOOKS. CORNER REINFORCING MAY BE USED IN LIEU OF 90° HOOKS. 5. ALL VERTICAL SPANDREL REINFORCING TO HAVE 90° OR 180° HOOKS EA END. 6. COORDINATE MECHANICAL BLOCKOUT SIZES AND LOCATIONS WITH MECHANICAL DRAWINGS. 7. LAP BARS AT FOUNDATIONS AND SLABS AS NECESSARY FOR CONSTRUCTIBILITY. 8. ALL VERTICAL REINFORCING IS TO HAVE A MATCHING HOOK BAR AT THE TOP INTO SLAB AND AND AT THE BOTTOM INTO THE FOOTING. 9. REFER TO DETAILS FOR WALL TO FTG DOWELS. 10" WALL 7 WALL ELEVATION 10 PIER P10 SCALE 3/16" = 1'-0" PIER REINFORCEMENT LAP SCHEDULE #4 2'-6" #5 3'-O" #6 4'-0" #7 4'-6" TYPICAL WALL REINF SCHEDULE WALL WIDTH BAR SIZE VERTICAL REINF. ON CENTER SPACING BAR SIZE HORIZONTAL REINF. ON CENTER SPACING REQUIRED EACH FACE 8" #5 12" #5 12" NO 10" #5 12" #4 12" YES NOTES: 1. ALL WALL REINFORCING TO MATCH SCHEDULE UNLESS NOTED OTHERWISE IN THE ELEVATION. ELOW OPENING IN 4 2015 ( REVIEWED FOR CODE COMPLIANCE APPROVED MAY 05 2015 City of Tulavila BUILDING DIVISION REID MIDDLETON, INC. U 0 � tad V z J z 0 U 0 0 Q Civil - Structural - Land Use w z m o 0 LL CO N 0 0 C) L[) CO N r, PE, SE ate: 2015.04.03 14:44:04-07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS .1a 0 N 0) N Ln 0 N M N 0 04-01-2015 ISSUE DATE: 12-19-2014 ILA VILLAGE - BUILDING E 1- OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 M w H 5 0 Q CM J N m N ' r LL W Z rn Q<� H 11 N N J L() N CL PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS WALL ELEVATIONS 10" WALL 8" WALL (4)#5V AT EA END (2) EA FACE 8 PIER P12.1 REINF. PER 4/510.2 (2)#5H ABOVE OPENING c_ L i, C- J 1 LEVEL 2 310.00 PIER P12.2 REINF. PER 5/S10.2 MEZZANINE 46. 300.17 #5V AT 6" O.C. (2)#5H ABOVE OPENING EXTEND 4'-0" MIN PAST OPENING HOOK AT CORNER 10" WALL � WALL ELEVATION 8" WALL 10 PIER P11 z #5V AT 6" O.C. P LEVEL 2 Au 310.00 (2)#5V EA END MEZZANINE 46, 300.17 PIER P13 REINF. PER 6/310.2 (5) WALL ELEVATION �O. PIER P12.2 PIER P13 REINF. PER 6/S10.2 LEVEL 1 290.00 SCALE 3/16" = 1'-0" C- SCALE 3/16" = 1'-0" 06, LEVEL 2 310.00 (2)#5H ABOVE OPENING LEVEL 2 310.00 PIER P15 REINF. PER 8/S10.2 w._ 10" WALL WALL ELEVATION PIER P14 MEZZANINE LEVEL 1 290.00 EXTEND 4'-0" MIN PAST OPENING HOOK AT CORNER <- 4 300.17 LEVEL 1 SCALE 3/16" = 1'-0" 290.00 4 4 MEZZANINE 300.17 #5V AT 6" 0 C (2)#5H- EA END LEVEL 1 290.00 #5H AT 6" O.C. W/ 180° HOOK ABOVE OPENING E 8" WALL 8" WALL PIER P12.2 REINF. PER 5/S10.2 (3)#6H TOP/BTM SPANDREL, TYP TEND 4'-0" PAST OPENING HOOK AT END Ci (2)#5V AT OPENING ---I, (4)#5V AT CORNER (2) EA FACE C- J C- I 10" WALL WALL ELEVATION PIER P11.1 10" WALL (4)#5V AT CORNER (2) EA FACE #4 M AT 9" O.C. ABOVE OPENINGS J r NOTES: TYP. VERT REINFORCING W/180° HOOK BELOW OPENING 1. REFER TO ARCHITECTURAL PLANS FOR WINDOW/OPENING SIZES AND LOCATIONS. 2. ALL CONCRETE WALLS ARE TO BE 8" CONCRETE, U.N.O. 3. REFER TO DETAILS 18 AND19/513.1 FOR TYPICAL REINFORCEMENT REQUIREMENTS. 4. ALL HORIZONTAL REINFORCING ARE TO END IN 90° OR 180° HOOKS. CORNER REINFORCING MAY BE USED IN LIEU OF 90° HOOKS. 5. ALL VERTICAL SPANDREL REINFORCING TO HAVE 90° OR 180° HOOKS EA END. 6. COORDINATE MECHANICAL BLOCKOUT SIZES AND LOCATIONS WITH MECHANICAL DRAWINGS. 7. LAP BARS AT FOUNDATIONS AND SLABS AS NECESSARY FOR CONSTRUCTIBILITY. 8. ALL VERTICAL REINFORCING IS TO HAVE A MATCHING HOOK BAR AT THE TOP INTO SLAB AND AND AT THE BOTTOM INTO THE FOOTING. 9. REFER TO DETAILS FOR WALL TO FTC DOWELS. LEVEL 2 310.00 (4)#5V AT EA END (2) EA FACE LEVEL 1 290.00 SCALE 3/16" = 1'-0" (2)#5V EA SIDE OF OPENINGS TYP i 1 (2)#5V EA END L PIER P11 REINF. PER 1/310.2 3 WALL ELEVATION LEVEL 2 310.00 #5V AT 6" O.C. PIER P13 REINF. PER 6/S10.2 LEVEL 1 Au 290.00 10, (2)#5V EA SIDE OF OPENINGS TYP PIER P12 �r SCALE 3/16" = 1'-0" (4)#4H (2) EA FACE ABOVE/BELOW OPENINGS EXTEND 4'-0" MIN PAST OPENING r L WALL ELEVATION 10" WALL (4)#4H (2) EA FACE ABOVE/BELOW OPENINGS EXTEND 3'-0" PAST OPENING HOOK AT WALL ENDS 8 10" WALL SCALE 3/16" = 1'-0" (4)#4H TOP OF SPANDREL EXTEND 3'-0" PAST OPENIN CONT. HORIZ. REINF. AT SPANDRELS r `l #4 L7 AT 9" O.C. ABOVE OPENINGS 1 PIER P11.1 REINF. PER 2/S10.2 0 `l LEVEL 2 310.00 (4)#5V AT EA END (2) EA FACE 10" WALL WALL ELEVATION PIER P12.1 #4 . AT 9" O.C. ABOVE OPENINGS, TYP �r LEVEL 1 290.00 SCALE 3/16" = 1'-0" r 10" WALL �r WALL ELEVATION 1 10 PIER REINFORCEMENT LAP SCHEDULE #4 2'- 6" #5 3'-0" #6 4'-0" #7 4'-6" PIER P15 SCALE 3/16" = 1'-0" TYPICAL WALL REINF SCHEDULE WALL WIDTH BAR SIZE VERTICAL REINF. ON CENTER SPACING BAR SIZE HORIZONTAL REINF. ON CENTER SPACING REQUIRED EACH FACE 8" #5 12" #5 12" NO 10" #5 12" #4 12" YES NOTES: 1. ALL WALL REINFORCING TO MATCH SCHEDULE UNLESS NOTED OTHERWISE IN THE ELEVATION. L 8" WALL .•r 1 C- C- J TYP VERT REINFORCING W/180° HOOK BELOW OPENING PIER P27 REINF. PER 6/S10.4 #5V AT 6" O.C. W/ 180° HOOK EA END 8" WALL `1 J -) L (4)#5V AT CORNER (2) EA FACE LEVEL 2 k 310.00 (2)#5V EA SIDE OF OPENINGS TYP (2)#5H ABOVE/BELOW OPENING MEZZANINE 300.17 PIER P17 REINF. PER 2/S10.3 LEVEL 1 290.00 R WED FOR CODE COMPLIANCE APPROVED MAY 052015 City of Tukwila BUILDING DIVISION lEW[HEME MAY 4 2015 REID MIDDLETON, INC. 3Ot�r�'N' PE, te: 2015.04.03SE 14:44:14-07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS d 0 O 4) 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC U z 0 z m a 0 z 0 I z 0 cLaj: wp KQ 0z CCCO Q� act 111O 00 wW ao wz zz w 0Q w� w FF PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS WALL ELEVATIONS di LEVEL 2 310.00 #5V AT 6" EA F TYP AT jik MEZZANINE 300.17 (4)#5V (2)EA F AT 3" 0.C.AT EA AND EA SIDE OPEN 06 LEVEL 1 290.00 #4C7 AT 9" O.C. OVER OPENING (3)#6H TOP/BTM SPANDREL HOOK AT WALL ENDS T- ,___ ,_ r --, \-, / O.C. \CE N P16 c_ .__, \ND CE N ING \ N I, (- 01 in" WAI i TYP VFRTICAI_ PIER P18.2 REINF. PER 6/S10.3 WALL REINIFORCING WALL ELEVATION K BELOW OPENING 10)' PIER P16 LEVEL 2 310.00 MEZZANINE IL 300.17 #5V AT 6" 0.C. d PIER P18.1 REINF PER 2/S10.3 WALL ELEVATION LEVEL 1 290.00 PIER P17.1 1 SCALE 3/16" = 1'-0" C- r PIER P18.1 REINF. PER 5/S10.3 C- PIER P19 REINF. PER 7/S10.3 SCALE 3/16" = 1'- ,, r- C- )#4H BELOW ENING i 1 10" WALL WALL ELEVATION ��. PIER P18 10. PIER P18 LEVEL 2 AL 310.00 J MEZZANINE 300.17 PIER P18.2 REINF PER 6/S10.3 l 1 WALLPIERP79.1 ELEVATION LEVEL 1 290.00 SCALE 3/16" = 1'-0" NOTES: (4)#4H ABOVE OPENING (2)EA FACE EXTEND 3'-0" MIN PAST OPENING HOOK AT WALL 10" WALL PIER P26 REINF. PER 5/S10.4 8" WALL LEVEL 2 } r- --,` ' 310.00 1 I I�EA (2)#5V END `1 _' L L L MEZZANINE END FACE b I- -. -- - ___ --__ _ _ -_- - - ^-_ 300.17 J PIER P16 REINF J ,� _ PER 1/S10.3 r d I� ir LEVEL 1 AL I / I- 290.00 I -✓ I ..._ l-- - I /n1 uc�i nn» uJ 'ini ' J (4)#5V EA (2)EA LEVEL 2 k 310.00 PIER P17 (6)#6H AT REINF PER 2/S10.3 (3)T/ 1 LEVEL 1 290.00 SCALE 3/16" = 1'-0" 1. REFER TO ARCHITECTURAL PLANS FOR WINDOW/OPENING SIZES AND LOCATIONS. #5H AT 6" 0. (2)#5V EA SIDE OF OPENINGS, TYP T 1 1 1 I I I I FLOOR 3 PER 6 S14 ` I I 1 U I / (: 1 J y q 1 1 I I ( A / I-) C I ------------, I I -..._ WALL ELEVATION WALL ELEVATICN 1 LEVEL 2 310.00 )#5V EA END MEZZANINE 300.17 )#5H BOVE/BELOW PENINGS LEVEL 1 290.00 1 PIER P18.1 PIER P21 REINF. PER 10/S10.3 l 7 (2)#5V \ SCALE 3/16" = 1'-0" PIER P17 SCALE 3/16" = 1'-0" d LEVEL 2 310.00 L) (6)#6H AT FLOOR WALL ELEVATION (3)T/B PER 16/S14.1 MEZZANINE 300.17 (2)#5V EA END LEVEL 1 290.00 1 l 0)WALL ELEVATION 10. PIER P20 2. ALL CONCRETE WALLS ARE TO BE 8" CONCRETE, U.N.O. 3. REFER TO DETAIL 18 AND 19/S13.1 FOR TYPICAL REINFORCEMENT REQUIREMENTS. 4. ALL HORIZONTAL REINFORCING ARE TO END IN 90° OR 180° HOOKS. CORNER REINFORCING MAY BE USED IN LIEU OF 90° HOOKS. 5. ALL VERTICAL SPANDREL REINFORCING TO HAVE 90° OR 180° HOOKS EA END. 6. COORDINATE MECHANICAL BLOCKOUT SIZES AND LOCATIONS WITH MECHANICAL DRAWINGS. 7. LAP BARS AT FOUNDATIONS AND SLABS AS NECESSARY FOR CONSTRUCTIBILITY. 8. ALL VERTICAL REINFORCING IS TO HAVE A MATCHING HOOK BAR AT THE TOP INTO SL AND AND AT THE BOTTOM INTO THE FOOTING. 9. REFER TO DETAILS FOR WALL TO FTG DOWELS. PIER P18.2 LEVEL 2 310.00 MEZZANINE 300.17 (2)#5V I-) SCALE 3/16" = 1'-0" PIER REINFORCEMENT LAP SCHEDULE #4 2'-6" #5 3'-0" #6 4'- 0" #7 4'-6" LEVEL 1 290.00 SCALE 3/16" = 1'-0" (2)#5V EA SIDE 3ENINGS, TYP EA SIDE OPENINGS, TYP PIER P2 REIN PER 3/S10, #5V AT 6" O.C. W/180° HOOK ABOVE OPENING r- 8" WALL (4)#5V AT INTERSECTION (2)EA FACE AT 3" O.C. J ' ] 'p F. 3 #' 0 (` (.4 Al E) P, HI J -) 1 C I I II I_.) r I II L 1 II I I __/ 1 .__. -, ,..._. ___.• ,..__ ] 10" WALL WALL ELEVATION � O. PIER P19 10. PIER P19 o WALL ELEVATION LEVEL 2 310.00 (2)#5H ABOVE OPENING EXTEND 4'-0" MIN PAST OPENING MEZZANINE k 300.17 (2)#5V EA END LEVEL 1 r� 290.00 `r 10. PIER P21 TYPICAL WALL REINF SCHEDULE WALL WIDTH BAR SIZE VERTICAL REINF. ON CENTER SPACING BAR SIZE HORIZONTAL REINF. ON CENTER SPACING REQUIRED EACH FACE 8" #5 12" #5 12" NO 10" #5 12" #4 12" YES NOTES: 1. ALL WALL REINFORCING TO MATCH SCHEDULE UNLESS NOTED OTHERWISE IN THE ELEVATION. SCALE 3/16" = 1'-0" LEVEL 2 AL 310.00 V W/ 180° HOOK VER OPENING #5 V ) EA FACE AT 3" O.C. #4H (2)EA FACE OVE OPENING TEND 4'-0" MIN \ST OPENING )OK AT CORNER #5 V A SIDE OF OPENINGS, TYP SCALE 3/16" = 1'-0" LEVEL 1 290.00 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 052015 City of Tukwila BUILDING DIVISION D MEMIEB klAY 2015 REID MIDDLETON, INC. , PE, SE : 2015.04.03 14:44:22 -07'00' 0 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS a) 0 0 CV C)) CV 02-13-2015 04-01-2015 I ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC BUILDING A, SUITE 300 (253) 231-5010 PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF`-- JN,MJ,MS WALL ELEVATIONS PIER P23 REINF. PER 2/S10.4 WALL ELEVATION 10. PIER P22 10. PIER P22 LEVEL 2 AL 310.00 MEZZANINE AL 300.17 PIER P20 REINF. PER 9/S10.3 LEVEL 1 At 290.00 SCALE 3/16" = 1'-0" END d I� W/ (2)h 'O.C. I' 1 L I J 1/4._� J (2)#5V EA #5V AT 6 WALL ELEVATION LEVEL 2 AL 310.00 5V AT INTERSECTION 10" WALL 5V AT WALL END S10 PIER P26 SCALE 3/16" = 1'-0" LEVEL 1 ' 290.00 #5AT12"C EA W AT ME #5H AT 6" W/ 180° HC ABOVE OPEN (2)#5V EA END #5H AT 6" O.C. i I I I 1. C. AY ZZ I I I I I 4' ).C. 'OK ING I 1 I I I I I ip I I Cl- I I 1 i) I I IL I 21 WALL ELEVATION LEVEL 2 310.00 (2)#5V EA SIDE OF OPENINGS TYP MEZZANINE AL 300.17 (2)#5H ABOVE OPENINGS LEVEL 1 AL 290.00 10 PIER P23 I 1 1 1 I` I I, II #5 (2) C I L) I 1 I 11 J 6 WALL ELEVATION SCALE 3/16" = 1'-0" LEVEL 2 ' 310.00 V AT 6" O.C. #5V EA END LEVEL 1 AL 290.00 1 PIER P27 NOTES: SCALE 3/16" = 1'-0" 1. REFER TO ARCHITECTURAL PLANS FOR WINDOW/OPENING SIZES AND LOCATIONS. 2. ALL CONCRETE WALLS ARE TO BE 8" CONCRETE, U.N.O. 3. REFER TO DETAILS 18 AND 19/S13.1 FOR TYPICAL REINFORCEMENT REQUIREMENTS. 4. ALL HORIZONTAL REINFORCING ARE TO END IN 90° OR 180° HOOKS. CORNER REINFORCING MAY BE USED IN LIEU OF 90° HOOKS. 5. ALL VERTICAL SPANDREL REINFORCING TO HAVE 90° OR 180° HOOKS EA END. 6. COORDINATE MECHANICAL BLOCKOUT SIZES AND LOCATIONS WITH MECHANICAL DRAWINGS. 7. LAP BARS AT FOUNDATIONS AND SLABS AS NECESSARY FOR CONSTRUCTIBILITY. 8. ALL VERTICAL REINFORCING IS TO HAVE A MATCHING HOOK BAR AT THE TOP INTO SLAB AND AND AT THE BOTTOM INTO THE FOOTING. 9. REFER TO DETAILS FOR WALL TO FTG DOWELS. PIER P19 REINF. PER 2/S10.4 C- b C. LEVEL 2 310.00 (6)#6H AT FLOOR (3) T/B PER 16/S14 L MEZZANINE Au 300.17 3 WALL ELEVATION PIER P23 REINF PER 2/S10.4 LEVEL 1 At 290.00 1 PIER P24 PIER REINFORCEMENT LAP SCHEDULE #4 2'-6" #5 3'-0" #6 4'-0" #7 4'-6" SCALE 3/16" = 1'-0" TYPICAL WALL REINF SCHEDULE (4)#5V (2) EA FACE AT 3" O.C. WALL WIDTH BAR SIZE VERTICAL REINF. ON CENTER SPACING BAR SIZE HORIZONTAL REINF. ON CENTER SPACING REQUIRED EACH FACE 8" #5 12" #5 12" NO 10" #5 12" #4 12" YES NOTES: 1. ALL WALL REINFORCING TO MATCH SCHEDULE UNLESS NOTED OTHERWISE IN THE ELEVATION. S4 C1 1 i i i 1 C6 C- J WALL ELEVATION 10. PIER P25 10. PIER P25 SCALE 3/16" = 1'-0" LEVEL 2 Au 310.00 MEZZANINE AL 300.17 LEVEL 1 AL 290.00 REV#EWED FOR CODE COMPLIANCE APPROVED MAY 052015 City of Tukwila DING DIVISION ME E L) MAY 4 2015 REID MIDDLETON, INC. •E, SE 015.04.03 14:44:31-07'00' C 0 V U, CI BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC BUILDING A, SUITE 300 PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS WALL ELEVATIONS POUR CONCRETE TO UNDERSIDE OF BEAMS (5)#6 T/B W/ HOOK EA END AT TOP BARS END OF MEZZANINE SLAB f ^ MEZZANINE pik 0 299.50 24" W #40AT 12" O.C. #4 Li A T 12" O.C. BEAV VEZZ-B1 ELEVATION SCALE 3/16" = 1'-0" 10" W /3 BEAV VEZZ-B3 ELEVATION �S11 SCALE 3/16" = 10" CCBEAV I�EZZ-B2 ELEVATION MEZZANINE di 299.50 SCALE 3/16" = 1'-0" NOTES: 1. REFER TO 1/S15.1 FOR TYPICAL BEAM REINFORCEMENT DETAIL. R WED FOR CODE COMPLIANCE APPROVED MAY 05 2015 City of Tukwila IBUILDING DIVISION D M EWE MAY 42015 REID MIDDLETON, INC. Civil - Structural - Land Use LL) co w Q z • 5 cco N .N- • aoo 0 O N N m o o Ln Ln oi N ) ) 0 0 O •7 N N ▪ 11:L() CO r, PE, SE Date: 2015.04.03 14:44:40-07'00' 0 w a w d BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS LC Ci O N O) Lf) 0 N M 7 N O 04-01-2015 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS BEAM ELEVATIONS REINF PER ELEVATION CENTER REINF AT 8" WALL PROVIDE REINF EA FACE AT 10" WALL BALANCE PER 10/S12 AT BRICK EXTERIOR SLAB WHERE OCCURS BY OTHERS 4 / 4 4 FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE EQ PER PLAN FOUNDATION SECTION '512 REINF PER ua ELEVATION 0 in i PER SCHEDULE FLOOR 30" #4 —1 AT 24" O.C. W/ 12" LEG INTO WALL AT FLOOR ONLY OR #4x3'— O" AT 24" 0. C, DRILL AND EPDXY EMBED 6" MIN #5AT12"O.C. TOP/BTM EA WAY 2'-6" #4JAT 18" O.C. EA SIDE FLOOR • ALTERNATE CONDITION #4x2'-6" DOWEL AT 18" O.C. DRILL AND EPDXY INTO WALL EMBED 5" #5 TRANS AT 18" O.C. AT 4'-0" FTC (\_ AND WIDER #56 AT 10" O.C. SCALE 3/4" = 1'-0" WALL BEYOND HOOK VERT BAR INTO SLAB AT DOOR AT DOOR b I� . a a .r • ° 0'. d' •• ' q •� q .. V a. //\//A //\//� //\//\ /\\ CENTER FTG //\\ • \ ON ELEVATOR CORE FOUNDATION SECTION �S12 EXTERIOR SLAB ON —GRADE RAMP BY OTHERS \//// / WALL REINF TO HOOK INTO RAMP SLAB INTERIOR FOUNDATION SECTION S12 2" CLR c Isn SCALE 1/2" = 1'-0" EXTEND TOP REINF 2'-6" INTO EXTERIOR RAMP SLAB SCALE 3/4" = 1'-0" EQ / / PER PLAN FLOOR 4 4 REINF PER ELEVATION CENTER REINF AT 8" WALL PROVIDE REINF EA FACE AT 10" WALL TYPICAL CONDITION FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE 2'-6" #4fAT 18" O.C. EA SIDE FLORR O //%<'- #5 TRANS AT 18O.C. 1. d• �. 4 •1••• '/ AT 4 —0 FTG '\\ AND WIDER #5B AT 10 O.C. 2FOUNDATION SECTION S12 BALANCE PER 10/S12 AT BRICK SCALE 3/4" = 1'-0" REINF PER ELEVATION CENTER IN WALL BALANCE WALL/SLAB PER 1/S12 SLAB PER PLAN 4 #4V AT 18" O.C.— W/ HOOKS INTO FTG #4H TOP/BTM CENTER REINF IN WALL EXTERIOR SLAB WHERE OCCURS BY OTHERS a 4,f 9„ 4" 1 ' — 5 " STANDARD CONDITION BRICK VENEER ATTACH PER S1 CHAMFER PER ARCH EXTERIOR SLAB WHERE OCCURS BY OTHERS 6" METAL STUD BALANCE PER X/515.1 (3)#5B FOUNDATION SECTION FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE CLR R, a / SCHEDULE .qa .. as a • \ //, \/>\ ) ,,� /\///\\�j\\A\//\ <\\/ '/:///j��//\///\//</Xi/� /,\%\\/i\�%j \\/ U PER SCHEDULE CENTER FTG UNDER STAIR CORE / K' 7 �512 EXTERIOR INSIDE /'/\/\/ '' FOUNDATION SECTION SCALE 3/4" = 1'—O" TYP GARAGE SLAB REINF EXTEND 2'-0" INTO EXT. SLAB WALL REINF TO HOOK INTO RAMP SLAB FTC PER 1/S13 �2 FOUNDATION SECTION SCALE 3/4" = 1'—On %" CHAMFER 6" CONCRETE CURB W/ #5 AT 18" O.C. EA WAY DRILL AND EPDXY VERT BARS EMBED 6" MIN INTO STEMWALL EXTERIOR SLAB PER CIVIL FLOOR CD #6B AT 9" O.C. EA WAY #5T AT 18" O.C. EA WAY #5H AT TOP AND AT 18" O.C. i #5V AT 12" O.C. W/ HOOK INTO FTC 8„ 8„ 8• „ U Cii3D FOUNDATION SECTION (3) #5 COSTRUCTION CONTINUOUS JOINT CHAMFERED 2x6 KEY / `//\//\// "//\\/\\/\V "/ �\///\\, \K/\/\ \/\/\/\//\/\/\/\\/\/\/\/\/\ CONSTRUCTION JOINT /\ k� 12» CONTROL JOINT #5x6'-0" AT 12" O.C. AT CENTER —#4V AT 18" O.C. W/ HOOKS INTO FTC #4H TOP/BTM EA FACE (4)#5B #4 T/B AND AT 12" O.C. FOUNDATION SECTION 6" METAL STUD BALANCE PER X/515.1 4" 1'-1 ' 4" 1'-9" AT BRICK SCALE 3/4" = 1'-0" METAL STUD WALL WHERE OCCURS BALANCE PER 20/S14.1 STEP PER PLAN 2'-0" MAX RAMP SCALE 3/4" = 1'—On WALL REINF PER ELEVATION STOP AT CONSTRUCTION JOINT \%\\%\\%\\% WALL REINF PER ELEVATION STOP AT CONTROL JOINT 18l CONCRETE WALL JOINT DETAIL S12 RAMP DRAINAGE BY OTHERS WALL FTG PER 1/S12 CHAMFER PER ARCH #4VAT18"0.C. W/ HOOKS INTO FTG #4H TOP/BTM AND AT18"O.C. EXTERIOR SLAB WHERE OCCURS BY OTHERS 6" METAL STUD BALANCE PER X/515.1 (3)#5B 1'— 6 " AT EXTERIOR WALL CHAMFER PER ARCH EXTERIOR SLAB WHERE OCCURS BY OTHERS j.H‹ \'‹A, // CD s\ FOUNDATION SECTION S12 BRICK VENEER ATTACH PER S1 CHAMFER PER ARCH #4 AT 18" O.C. EA WAY HOOK VERT BARS INTO FTG PROVIDE (2)#4H AT TOP #4 STIRRUP AT 12" O.C. SCALE 3/4" = 1'=0" REINF PER ELEVATION FTC DOWEL BAR TO MATCH WALL REINF, PER ELEV LAP PER SCHEDULE n FOUNDATION SECTION S12 STOREFRONT PER ARCH 11-6 AT STOREFRONT REINF PER ELEVATION W/ HOOKS INTO FTG #4H TOP/BTM CENTER REINF IN WALL FOOTING DOWEL BAR TO MATCH VERT WALL REINFORCING, PER ELEV LAP PER SCHEDULE 2'-6" 211 CLR CC FOUNDATION SECTION MATCH FTG REINF W/ 48 BAR DIA. LAP TYP FTG REINF TYP FTG REINF 0 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET 02-13-2015 PLAN REVIEW COMMENTS 04-01-2015 ISSUE DATE: umi imu CO 1.2 UJ PROJECT #: DRAWN BY: CHECKED BY: OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC by 12-19-2014 0 CD in 5 To al CO elm Li. co 0 PLJ ft. re ea 'mu imj 1026 BV,TF JN,MJ,MS FOUNDATION DETAILS SCALE 3/4" = 1'-0" STRUCTURAL FILL OR CDF EA WAY #4H NOSING BAR TYP CD \>;0`;'"\ \E`p\\/ HOOK INTO THICKENED EDGE SIDEWALK EXPANSION JOINT SLAB -ON -GRADE STAIR DETAIL (3)#5B SLAB REINF PER PLAN CD #4T TRANS (8)#66 LONG R WED FOR CODE COMPLIANCE APPROVED MAY 05 2015 City of Tukwila BUILDING DIVISION ell ,liv)i , /DI ) REID MIDDLETON, INC. 2 MAX STEPPED FOCTING DETAIL 90° HOOK AT TOP 4" MAX TOP FLOOR a LAP PER SCHEDULE • 2" MAX TO LAST TIE 2" MAX TO FIRST TIE 2'-6" #4 L AT 12" O.C. AROUND COLUMN w J 0 w 0 J REINF PER SCHEDULE 2 MAX TO LAST TIE MID —FLOOR DOWELS TO MATCH VERT REINF W/ MIN EMBED INTO FTG PER SCHEDULE THICKEN SLAB 1'-0" AROUND COLUMN v/viv/y/ r• • • i . r �. ... f.. aj`%` ,� C//' 0 `CL PER SCHEDULE TYPICAL COLUMN DETAIL BTM FLOOR 12. STUDRAILS PER SCHEDULE EQ lip I, EQ SCALE 3/8" = 1'-0" 12 COLUMN BELOW 1'— 0" #4 CROSSTIES MATCH TIE SPACING 1%" CLR (6)#7V #4 TIE AT 4Y2" O.C. #4 CROSSTIES MATCH TIE SPACING 1%" CLR (6)#7V 1'-0" #4 TIE AT 4%" O.C. #4 TIE MATCH TIE SPACING 1Y" CLR (10)#7V #4 TIE AT 4%" O.C. #4 CROSSTIES 3/4" CHAMFER MATCH TIE TYP SPACING 1'-6" #4 TIE AT 4Y2" O.C. #4 TIE e— AT 4Y" O.C. 1%" CLR (8)#7V 3/4" CHAMFER 3/4" CHAMFER %" CHAMFER %" CHAMFER TYP TYP TYP TYP 1" DEEP SAW JOINT ALONG COLUMN LINES AND AROUND COLUMNS 7 COLUV Cl N SECTION CONCRETE COLUMN C2 12 SCALE 3/4" = 1'-0" COLUMN STUDRAIL SCHEDULE MARK STUD DIA. STUD LENGTH NO STUDS/RAIL STUD SPACING NO. RAILS SIDE SR2.1 %" 8Y" 4 414" 3 SR2.2 /8" 8Y" 8 4%4" 3 SR2.3 %" 14%" 4 6 %" 3 SR2.4 5/8SEE/14/512.1 10 4" 3 SR1.1 %" 8Y" 4 3%" 3 SR 1. 2 %" 8Y" 11 314" 3 STUD RAIL DETAIL 12 SCALE 1/2" = 1'-0" C3 LOWER COLUMN REINF TO BEND INTO UPPER COLUMN SLAB EDGE Th Cl TO C2 1%" CLR (8)#7V V #4 CROSSTIES MATCH TIE SPACING C4 1'-6" C5 2 COLUVN SECTIONS EXTEND WALL HORIZ REINF W/ 90° OR 180° HOOKS WALL PER ELEV 1%" CLR (8)#7V 3/4" CHAMFER TYP 12 REINF TO START AT SLAB W/ 90° HOOK CONTINUE UP LOWER COLUMN REINF INTO UPPER COLUMN Cl TO C4 COLON TRANSITION DETAILS 3.16x DIAM. MIN ROUND HEAD NELSON PSR STUDS, DECON STUDRAILS OR APPROVED ALTERNATE W/ DIAMETER PER SCHEDULE LOWER COL REINF TO BEND INTO UPPER COLUMN LAP PER PLAN SCALE 3/4" = 1'-0" SPACING PER SCHEDULE (D) STUD HEIGHT / MACTH STUD SPACING (D) EA END STUD RAIL DETAIL sizy COLUMN BELOW DIAM. %6"x2" BASE RAIL BALANCE PER DETAILS 12, 13, AND 14 STUDRAILS PER SCHEDULE EQ STUDRAILS PARALLEL TO EDGE STUDRAILS PERP. TO EDGE EDGE COLUMN STUDRAIL SCHEDULE MARK STUD DIA. STUD LENGTH NO. STUDS /RAIL STUD SPACING (D) NO. RAILS PARALLEL TO EDGE NO. RAILS PERP. TO EDGE SR20.2 5/8" 8Y" 4 4%" 3 3 SR20.3 5/8"SEE 214/S12.1 15 4Y4" 3 3 (181 TYPICAL WALL INTERSECTION DETAIL \12 SCALE 1/2" = 1'-0" SCALE 3/4" = 1'-0" CORNER CONDITION WHERE OCCURS MATCHING CROSSTIES NOT SHOWN FOR CLARITY EXTEND HORIZ BARS INTO COLUMN W/ 180° HOOKS CORNER BARS ACCEPTABLE ALTERNATIVES TO 180°• HOOKS AT CORNER CONDITION 1'-0" C6 n COLUMN DETAIL ALIGN (6)BARS FOR Cl COL ABOVE #4 TIE AT 4Y" O.C. #4 CROSSTIES MATCH TIE SPACING COLUMN PER PLAN BALANCE PER 2/S12.1 1'-0" #4 CROSSTIES MATCH TIE SPACING 1%" CLR (6)#7V #4 TIE AT 4%" O.C. REINF PER C4 %" STEEL COLUMN 3/4" CHAMFER AS CONC FORM TYP AND FINISH 10" WALL OR SPANDREL CO • r / . A. 4%" STUDRAILS PER 13/S12.1 m Q ° LU J 2"If 14 STUD RAIL DETAIL SCALE 3/4" = 1'-0" C7 BEND UPPER COL REINF INTO WALL BELOW AS NEC 18" SQ COLUMN PER PLAN 1'-6„ 1 � .� 4 . .). r d t ., ® 4• , <0 C8 -7— —'n-r- CONTINUE DOWN UPPER COLUMN VERT REINF INTO WALL BELOW, (6) BARS COLUVN DETAILS CO • REINF TO START AT SLAB W/ 90° HOOK (1) BAR H 10" WALL BELOW 12 r SLAB EDGE MAY 4 2015 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 5 2015 City of Tukwila BUILDING DIVISION 12 CONT WALL REINF 90° OR 180° HOOK ALTERNATE DIR SCALE 1/2" = 1'-0" (4)#5V AT INTERSECTION (4)#5V AT INTERSECTION (4)#5 V AT CORNER 90° OR 180° HOOK AT INTERSECTION (4)#5 V AT CORNER SCALE 1/2" = 1'-0" CORNER BAR PER 20/S12 CORNER BAR PER 20/S12 AT CORNER COND 18 TYPICAL WALL INTERSECTION DETAIL 12 SCALE 3/4" = 1'-0" ar) 1 TYP WALL REINF TYP WALL REINF STUDRAILS PER SCHEDULE SCALE 3/4" = 1'-0" i COLUMN BELOW STUDRAILS PARALLEL TO EDGE BALANCE PER DETAILS 12, 13, AND 14 CORNER COLUMN STUDRAIL SCHEDULE MARK STUD DIA. STUD LENGTH NO.SPACING STUDS/RAIL STUD (D) NO. RAILS EA FACE SR20.1 %" 14Y" 10 63/4" 3 15 STUD RAIL DETAIL 12 PER PLAN 4, A• 4 4 4 i CORNER CONDITION • ALTERNATE HOOK DIR 3" ' 00 VERT END BARS PER ELEVATION LOCATE HALF ON EA FACE AT 3" O.C. VERT REINF TO MATCH ABOVE OR PER ELEV W/ HALF REINF EA FACE AT 3" O.C. TEE CONDITION „1 „ SCALE 1/2" = 1'-0" TYP WAL REINF. VERT. BAR AT CENTER AT 8" END WALL 1%" CLR TO VERT BAR AT 10" END WALL 19 WALL END REINF DETAIL 12 SCALE 3/4" = 1'-0" r, PE, SE e: 2015.04.03 14:45:00-07'00' 0 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS O N 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 ILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC U 2 Z m 2 Co a 0 ✓ z O W I_ g� ( & • o � oW (.1 z 0 =o • M N J r m • o0 W � Lu au. m co z0)i ww >¢o wZ � �w c� Z N 3z Z2 NJM cc }• v W< NdI-- r� PROJECT #: 1026 DRAWN BY: BV,TF CHECKED BY: JN,MJ,MS COLUMN & PIER DETAILS EXPANSION JOINT (4) SHOT PINS PER PANEL 4 GARAGE SLAB PER PLAN COLUMN BE TOP VAULT TO M COLUMN r P. C \// 4 a tl 4' .4 °• 2" BRG 4 FOR DECKING (TYP) #5H AT 12" O.C. 4 .• . 4 • 4 a4 4 PROVIDE 10" HOOK INTO SLAB #5H AT 12" 0.C. (OND \aft/\.4° f \\ ''// .. • ° #5V AT 12" O.C. 4 BAYS �. o .4 ° ' #5V AT 12" FTG v / TCH r/<: FTG\/\�; • ' . 4 �. j EQ SPACING ... 4 cd 4 . .� d J .a 4 s ae • • /\ �', 4 . • q < . °'. 4 ;>,,\\ \:\'`:\i \\\�\\\��\K\!/\\//\ !A: /i\//\//\//,/ ,\� ��COLUMN FOOTING BEYOND / i d ..t • .. • da 4 °.: ' ° ' 4 • <t . 4 4\ f ., ?``��i\\%��%�'\\�%�\%�\�a. ,<// /we(3)#58 8" 8" 8" LI i/\\ CONT. THRU COLUMN ;\r\\,,\\,.\\ ,, 8oil 8 `" ��i\,. 8 ,,,,,. , , / / 2'-0" ,, FTG BEYOND / 2'-0" / L STEM WALL AND FTG PER 1/S12.2 • • 44 4 a • 4 / J 0. C. 4" VAULT BTM SLAB ON GRADE W/ #4 AT 24" O.C. EA WAY —#4I AT 24" O.C. (3)#5B VAULT SECTION 12 4 • d �4 4 4 .4 4 6'-0" SCALE 3/4" = 1'-0" 4. LOCATE OPENING IN STEM WALLS PER CIVIL DRAWINGS v 4. / .4 4 e.• ' :4 4 4. 4. a (--6 VAULT SECTION 4, tl 4 Y 4 •. .4 d 4 ° SCALE 3/4" = 1'-0" 4 .4 EXTEND BEAM REINF T/B 3'-0" PAST OPENING (2)#5 DOWELS EA SIDE OPENING 4" VAULT BTM SLAB ON GRADE PLACE TYP REINF AROUND OUTLET PIPE BLOCKOUT (2)#5T/B 4 4 4 ti WALL AND FTG REINF/SIZE PER 1/S12.2 TOP VAULT FTG PER PLAN y VAULT SECTION • 4 4 /\ , '4 4. if` • \/\ • \\ // \! • \\ is A • 7'—O" 4 d 4IS, a d 4 fI\/../ \\ \\\//\\\ /4 4 •' /./\\\ \ i\/\%\\\ //\\/\\,,\\ i%\��/ 4 \//\�Yj\ 4 tl, /0\ ° • 4 4 4 , 4 4° • 4 4 3 VAULT SECTION 6" 12 #4V AT 120.C. W/ 180° AND 90° HOOK 12 SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" 24" 4 I AT 12" 0.C. 00 J U N #4 TRANS AT 18" 0•C. #5 T/B AT 12" 0.C. 16GA 3" MTL DECKING FORM USE ONLY PANEL EDGE CONN. NOT REQUIRED VAULT SECTION 24" 0 RISER CENTER ON DECK RIDGE (2)#5 T/B IN TROUGH EA S DE OF RISER #5x6' EA SIDE OF RISER 1 o VAULT SECTION 12 SCALE 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE i < APPROVED MAY 16 2016 City of Tukwila BUILDING DIVISION [1-1EVEI EWE, MAY 1 3 2016 REID MIDDLETON, INC. RECEIVED CITY OF TUKWILA MAY 062016 PERMIT CENTER C • SC. �� sxv"�F WAS,,,, . vt ■ c w 0. 0 d BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW as 0 O N O 02-13-2015 04-01-2015 04-22-2015 05-22-2015 01-29-2016 03-16-2016 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E f= w w 1- U) N U) 0 a w J 0 -J Z 0 W a I— Z u OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS DETENTION VAULT DETAILS PASS PARALLEL BARS WITHIN PLANE OF BANDED TENDONS AND PERP. BARS BELOW BANDED TENDONS x Q COL • COLUMN ABOVE WHERE OCCURS PROVIDE HIGH POINT CHAIRS (--- EA SIDE OF COLUMN AND AT END OF TOP REINF. BARS BANDED TENDONS DISTRIBUTED TENDONS #5x8'- 0" EA WAY UNDER 6" MAX DROP CAP REINF a ' 4' a x a.• . ,.a. a_ w a. EQUAL 4, EQUAL PER PLAN -J J CI_ -J a_ BANDED TENDONS PROFILE HEIGHT CONTROLS VERSUS DISTRIBUTED TENDONS AT CONFLICT ET) COLUMN REINFORCING DETAIL 13 CONTROL POINTS AS SHOWN ON PLAN STRESSING END NA - HIGH POINT SEE PLAN TERMINATED TENDONS STAGGER AT 12" AT BANDS (ANCHOR AT NA) SCALE 3/4" = 1'-0" TYP U.N.O. a 4 ,JCL A -r7 C4 n _ U L1/2 SPAN/4 L2/2 a TYP L3/2 L3/2 L1/2 L2/2 L1 L2 L3 EXTERIOR SPAN INTERIOR SPAN EXTERIOR SPAN WITH STRESSING NOTES: 1) TENDON CGS SHOWN ON PLAN IS DISTANCE FROM BOTTOM OF SLAB 2) a = 0.1 L. 3) FOR UNIFORM SLAB NA IS AT MID -DEPTH WITH STRESSING 6 PARABOLIC TENDON PROFILE 13 SCALE 3/4" = MAX CURVATURE FOR NO ADDITIONAL REINF 6 11 3'-0" MIN STRAIGHT 12" MII\( OPENING IN SLAB " MIN CLR TENDON HAIRPIN PER DTL 12 REQ'D WHERE CURVATURE EXCEEDS 1:6 RATIO CURVATURE NOT TO EXCEED 1:3 RATIO TENDON LAYOUT AT OPENING CGS 1'-O" SCALE 3/4" = 1'-0" SLAB EDGE NO VOIDS, CONDUIT, DUCTS OR PENETRATIONS ALLOWED WITHIN THIS AREA STRESSED OR DEAD END ANCHOR 2'-O" C�TENDON ANCHORAGE DETAIL S13 SCALE 3/4" = 1'-0" 2" (MIN) 6" (MAX) VSL-S5N ANCHOR OR EQUAL DEAD END PASS PARALLEL BARS WITHIN PLANE OF BANDED TENDONS AND PERP. BARS BELOW BANDED TENDONS COL COLUMN ABOVE WHERE OCCURS TYP MI STAGGER, PROVIDE HIGH POINT CHAIRS EA SIDE OF COLUMN AND AT END OF TOP REINF. BARS BANDED TENDONS DISTRIBUTED TENDONS 4 .o • . • 2'-0" MAX • BANDED TENDONS PROFILE HEIGHT CONTROLS VERSUS DISTRIBUTED TENDONS AT CONFLICT /J � COLUUN REINFORCING DETAIL 13 STRESSING END PER DTL 9 AT DISTRIBUTED TENDONS AND DTL 10 AT BANDED TENDONS POST -TENSIONED TENDON 12" MAX SHEATHING REMOVAL VSL-S5N ANCHOR OR EQUAL (2)#4 CONT BACK UP BARS AT DISTRIBUTED TENDONS REFER TO 10/S23 AT BANDED TENDONS a. SCALE 3/4" = 1'-0" a_ TOP MILD 12" MAX SP GROMMETS AT STRESSING END ONLY J a a, " SUPPORT BARS #4 AT 48" O.C. MAX STRESSING END TYP TENDON. ANCHORAGE DETAIL \S 13 OPENING OR CENTER OF TENDON TURN PT TENDON SEE PLAN TENDON SECTION A -A EDGE OF OPENING WHERE IT OCCURS SCALE 3/4" = 1'-0" PT SLAB #4 HAIRPIN PLACED RADIALLY TO HOLD TENDONS IN PLANE OF SLAB 3" AT 12" O.C. 24" HAIRPIN REQ'D WHERE CURVATURE EXCEEDS 1:6 HAIRPIN RE/NFORC/NG DETAIL DIAGONAL REINFORCEMENT NOT REQUIRED WALL INTERSECTIONS. REFER TO DETAIL 13 (1)#5x10'-0" T/B EA WAY, TYP. (4)#5 T AT 6" O.C. OVER WALL SCALE 3/4" = 1'-0" 1 S13/S13/ WALL BELOW 4'-0" TYP TYPICAL WALL DETAIL SCALE 3/4" = 1'-0" F— Cr) a. 0 , '.JIB s , YV , '""' / .D REINF EA WAY � M MILD REINF TO BE EQUALLY C V//IN THE DIM LIN EA WAY OVER CO N o 12; \ , , • REINF ACING T\/n TC 1 T‘ NOTE: 2 TENDONS MIN TO PASS DIRECTLY OVER COLUMN IN EA DIRECTION iISTRIBUTED ES LUMNS DISTRIBUTED TENDONS SPACED PER PLAN BANDED TENDONS 4 PER BUNDLE MAX TYP P MILD REINF " MAX SPACING LEGEND T = SLAB THICKNESS W = COL WIDTH H = COL CAP DEPTH + T TENDON LAYOUT DETAIL S13 4 OR MORE TENDONS PER BUNDLE ARE TO BE DETAILED AS BANDED TENDONS #4 T/B BACKUP BARS TIED TO ANCHOR 1" MAX SHEATHING \ REMOVAL ANCHOR CASTING NAIL TO FORM GROMMET 16" MIN GREASED AND 1%" CLR CHAIR PLASTIC WRAPPED STRAND OPENING U.N.O SCALE 3/4" = 1'-0" — NA STRESSING TAIL FORM DISTRIBUTED TENDONS SPACED PER PLAN N 1.5H R BANDED TENDONS (4)PER BUNDLE MAX TYP MAX CURVATURE DISTRIBUTED STRESSING END DETAIL REINF PER PLAN WHERE WALLS OCCUR BELOW OPENINGS SCALE 3/4" = 1'-0" 2'-6" TYP WALL BELOW 1 2" CLR TYP SUPPORTED OPENING STANDARD OPENING #5x3'-0" T/B DIAGONALS TYP #5 T/B, TYP ALL AROUND (EXCEPT OVER WALLS) 1l LARGE OPENING REINF DETAIL #5T/B CONT POST TENSIONED TENDON 2x6 KEYED JOINT DRAPE PER PLAN 1 AT COLD JOINT REINF PER PLAN 2ND 1ST POUR POUR 2" MIN STRESSTING END SIM TO 9/S13 STRESSING END ANCHOR PER 10/S13 INTERMEDIATE COUPLING SYSTEM 6 NOTE: 2 TENDONS MIN TO PASS DIRECTLY OVER COLUMN IN EA DIRECTION, TYP W MILD REINF TO BE EQUALLY DISTRIBUTED W/IN THE DIM LINES EA WAY OVER COLUMNS TOP MILD REINF PLACE ANCHORS UPRIGHT AND SPACE AT 4" O.C. TYP SLAB EDGE LEGEND T = SLAB THICKNESS W = COL WIDTH H = T+ W TENDON LAYOUT DETAIL (-21-) 1 %" 0 STUDRAIL TOTAL EQUAL TO NUMBER OF ANCHORS PLUS 1 AT 4" GA. REFER TO TYP DETAIL FOR REQUIREMENTS GREASED AND PLASTIC WRAPPED • STRAND PT TENDON 1" MAX HEATHING, REMOVAL 0 SCALE 3/4" = 1'-0" ANCHOR CASTING NAIL TO FORM —GROMMET 4, 16" MIN 7 i 7-7 m U � (2) #4 EXTEND 9" BEYOND LAST ANCHOR 1'-6" TYP TENDON 3/8 T, PREFERRED SIMILAR AT DEAD END — NA STRESSING TAIL FORM 6 MAX 6 MAX 36" STRAIGHT -7-2' BANDED DISTRIBUTED GROMMET AT STRESSED END C5__ TENDON ANCHORGAE DETAIL TOTAL EQUAL TO NUMBER OF ANCHORS PLUS 1 GREASED AND PLASTIC WRAPPED STRAND PT TENDON BEYOND LAST ANCHOR EA END 1" MAX REMOVAL ANCHOR CASTING NAIL TO FORM —GROMMET 16" MIN 7 ALTERNATE BANDED TENDON ANCHORAGE DETAIL io TYP TENDON 1" CLR TYP 3" CLR TYP 3" CLR TYP 1" CLR TYP TYP REINF FOR OPENINGS IN SLAB 12"-24" TYP NOTES: 1. SINGLE OPENINGS OF SMALLER DIMENSION DO NOT REQUIRE TRIM BARS. 2. SINGLE OPENINGS SPACED LESS THAN 12" APART TO BE REINFORCED AS INDICATED ABOVE/AROUND EA OPENING. 3. FOR OPENINGS OF LARGER DIMENSION AND MULTIPLE OPENINGS, REFER TO DTL 11, 12 AND 13. V ALL OPENING REINF DETAIL 6"0 MAX. OPENING W/IN 2D OF EDGE OF COLUMN, DROP CAP, OR STUDRAILS. #4 STIRRUP WED FOR CODE COMPLIANCE APPROVED City of Tukwila IrpING DIVISION (1,8 INTERVEDIATE STRESSING END DETAIL. SVALL OPENING REINF DETAIL EWillEME RIMETER BAR MATCH TYP 3,, Typ REINF BAR PERIMETER BAR T/B, MATCH TYP BTM REINF BAR SIMILAR AT DEAD END STRESSING TAIL FORM 6'-0" DIAGONAL BAR T/B MATCH PERIMETER BAR REENTRANT CORNER CORNER BAR r" T/B MATCH PERIMETER BAR EXTERIOR CORNER C TYPICAL SLAB EDGE REINF DETAIL S13 PT SLAB DROP CAP (WHERE OCCURS) T/B D0000p 12" j, MIN 12" MIN CC NO 00.00.00 NO CONDUIT ON THIS IN THIS REGION REGION AT COLUMNS SYM 12" MIN A -A TENDON REQ'D AT (3) OR MORE CONDUIT ONLY 6" MAX FROM/ (244 TOP WITHIN HAIRPINS END OF CONDUIT NOTES TYP BTM REINF 1. CONDUIT 0=2" MAX A -A SECTION AT CONDUIT 2. ALL CONDUIT IS TO BE TIED TOGETHER IN FLAT BUNDLES WHERE POSSIBLE 3. LOCATE CONDUIT MID -DEPTH OF SLAB IN —SLAB CONDUIT REINF DETAIL d by r, PE, SE e: 2015.04.03 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E cc CO LLI OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC cv w N- N. 0 ce .13 ww CC 0 ce CLUj o 0 CC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF PT LAP PER SCHEDULE 3/4" CHAMFER — SLAB EDGE AT EXPOSED COND. SLAB DOWEL PER PLAN FLOOR 4. REINF PER SCHEDULE TOP BARS OUTSIDE r �r T OF A. BOLT WHERE OCCURS LU J w U (I-) LU a_ 0 J TOP BAR PER PLAN CENTER OVER WALL FLOOR REINF PER SCHEDULE w w 0- 0_ J %" CHAMFER SLAB EDGES AT EXPOSED COND. AT 8" WALL CONCRETE SECTION SLAB DOWEL PER PLAN FLOOR REINF PER ELEVATION EA FACE LAP PER ELEVATION TOP BAR PER PLAN CENTER OVER WALL 4, AT 1 3" WALL S 14,) TOP BARS TO LAP IN MID ,3 OF SPAN SCALE 1/2" = 1'-0" --r----7-- FLOOR ` REINF PER ELEVATION EA FACE aa4 44 LAP ER: S 4 4 (4 .4 4 L�1P�PER"S1 da 4 TOP REINF PER ELEV 6" MIN EXTENSION OVER SUPPORT a 44 ' #5H AT 12" O.C. EA FACE STIRRUPS PER ELEV BTM REINF PER ELEV EXTERIOR SUPPORT SPAN BTM BARS LAP TO BE CENTERED OVER SUPPORT COLUMN BEYOND BALANCE PER 13/S14 44 4 44 44 °n4 INTERIOR SUPPORT SPAN TO FACE OF SUPPORT Cel TYPICAL REINFORCING DETAIL c sJSCALE 1/2" = HOOK TOP BARS INTO BEAM RAMP PER PLAN RAMP • 4 . . as '4 a. —1---A`---L- CONCRETE SECTION CD (3)#6 T/B TO BE LOCATED IN TIES AT WALLS FLOOR BEYOND #4 TIES AT 6" O.C. WALL REINF. PER ELEVATION EXTEND BTM BARS INTO BEAM SCALE 1/2" = 1'—O" EXTEND BARS 8'—O" PAST EA END OF OPENING C6 CONCRETE SECTION #5Tx6'-0" AT 12" O.C. W/ 90° HOOK EA WAY FLOOR AT BEYOND SCALE 3/4" = 1'-0" #5T/B CONT EA SIDE JOIN CLOSURE POUR REINF PER PLAN RAMP 2x6 KEYED JOINT AT COLD JOINT 3RD 11ST POUR I POUR 2" MIN v 8" MAX da 4 4' • a 4. 12 CONCRETE SECTION S1VS14/ L 4 • a a 9 4 4 Lie • 4 6" CONCRETE RAILING WHERE OCCURS PER 5/S14 MEZZ A . SCALE 1/2" _ REINF PER ELEVATION TOP BAR PER PLAN CENTER UNDER WALL L1 24" LONG 90° HOOK VERT REINF INTO SLAB ALTERNATE DIRECTION C374CONCRETE SECTION SCALE 3/4" = 1'-0" 3/4" CHAMFER SLAB EDGE AT EXPOSED COND. CONTINUE COLUMN REINF AND LAP ABOVE BEAM PER 6/S13.1 COLUMN STIRRUPS START/STOP W/IN 3" OF TOP/BTM OF BEAM COLUMN VERTICAL BAR CONTINUE THROUGH BEA LAP ABOVE BEA COLUMN PER PLA POUR TO UNDERSID OF BEA BEAM PER ELEV SLAB DOWEL PER PLAN FLOOR TOP DOWEL W/ HOOK . w INTO SLAB PER ELEV o RE REINF PER SCHEDULE TOP BAR PER PLAN CENTER OVER WALL FLOOR TOP DOWEL W/ HOOK INTO SLAB PER ELEV REINF PER SCHEDULE AT 8" WALL �3 CONCRETE SECTION \S 14 ---- .— d. -- d r- ---- 4 S .,, . `. BEAM TOP RE PER PLAN HOOK AT COL /P. a d a. ' .. 4:,•a d .d a d .. 04 • , , °. EXTEND BTM REINF U v1 d—`.•=° 4 a ..d4 .' a. ' 4 FIRST BEAM STIRRUP W/IN 3" OF FACE OF CO V CONCRETE SECTION FORM SAVERS MUST BE USED NO POST -INSTALLED OPTION INCORRECT INSTALLATION WILL REQUIRE DEMOLITION AND RECONSTRUCTION ET)CC /18 NCRETE SECTION (3)#6 T/B— W/ 180° HOOKS AROUND COLUMN REINF: NF MN EDGE UMN SCALE 1/2" = 1'-0" COLUMN PER PLAN CONTINUOUS TO L2 5'-0" (4)#6T1— W/ FORM SAVERS IN (2) LAYERS 4" APART EA SIDE COLUMN BEAM REINF PER ELEV BALANCE PER 11/S14 5'-0" (2)#6B f W/ FORM SAVERS EA SIDE COLUMN SCALE 1/2" = 1'-0" SLAB REINFORCING NOT SHOWN FOR CLARITY PLAN VIEW A SECTION CONCRETE SECTION 18" SQ COLUMN CONTINUE COLUMN REINF AND LAP ABOVE SLAB PER 6/S13.1 POUR SLAB OVER COLUMN S 14 SCALE 1/2" = 1'-0" %" CHAMFER SLAB EDGE AT EXPOSED COND. SLAB DOWEL PER PLAN FLOOR 90° HOOK VERT REINE INTO SLAB REINF PER ELEVATION EA FACE AT 10" WALL SCALE 1/2" = 1'-0" TOP BAR PER PLAN CENTER OVER WALL FLOOR #5H TOP/BTM AT EDGE 90° HOOK VERT REINF INTO SLAB REINF PER ELEVATION EA FACE #4 [ / AT EA STIRRUP BETWEEN COLUMN AND MEZZANINE SLAB STIRRUPS PER ELEV CONCRETE SECTION S144� sla/ WALL BEYOND TURN AND CONTINUE 10" RAILING AROUND CORNER TO WALL BEYOND PROVIDE CORNER HOOKS FOR FACE REINF 10" WALL PER ELEV REINF PER ELEV BALANCE PER 15/S14 SCALE 1/2" = 1'-0" HOOK TOP BARS AT END EXTEND BTM REINF OVER WALL BALANCE PER 3/S14 14 CONCRETE SECTION �S14 2'-0" 3"( #4 HAIRPIN PLACED RADIALLY TO HOLD TENDONS IN PLANE OF SLAB AT12"O.C. BALANCE PER 12/S13 SCALE 1/2" = „ SECOND TO OUTER TENDON CENTERED ON COLUMN 0" O.0 1111111111111111111111114 METAL STUD WALLS WHERE OCCUR BALANCE PER 19 AND 20/S14.1 3/4" CHAMFER #5H AT TOP AND AT 18" O.C. SLAB DOWEL PER PLAN pp� FLOC MEZZANINE SLAB PER PLAN AT INTERIOR CONDITION S14 S14 #5H TOP/BTM AT EDGE TOP OF RAILING PER ARCH #5VAT12"O.C. W/ HOOK INTO SLAB 6" CONC RAILING LOCATION PER ARCH SLAB DOWEL PER PLAN MEZZANINE SLAB PER PLAN AT GARAGE CONDITION CONCRETE SECTION CONCRETE RAILING PER 5/S14 1" CLR STIRRUPS PER ELEV 2'-0" (CONCRETEs4SECTION J #5T/B CONT EA SIDE JOIN CLOSURE POUR REINF PER PLAN RAMP 2x6 KEYED JOINT AT COLD JOINT 3RD 11ST/2ND POUR POUR 2" MIN 8" MAX CONCRETE SECTION 011,11111111111111 141 SECOND TO OUTER TENDON CENTERED ON COLUMN 19 CONCRETE SECTION S14/ S1 4 SCALE 1/2" = 1'-0" SCALE 1/2" = 1'-0" SLAB TOP DOWELS PER PLAN EXTEDN BTM PERP REINF 1'-6" MIN INTO BEAM MEZZ 0 N REINF PER ELEV BALANCE PER 15/S14 SCALE 1/2" = 1'-0" MEZZ SCALE 1/2" = 1'-0" 2015 REID MIDDLETON, INC. E, SE 15.04.03 14:45:28 -07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 0 0 r o Q) M N 0 04-01-2015 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E LLI OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 -J to 0 co CL cc a. REVIEVVED FOR CODE COMPLIANCE APPROVED MAY 0 5 2015 City of Tukwila DING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS CONCRETE DETAILS FACE OF DRYWALL EDGE OF CONC SHEATHING PER PLAN 3/4"0 A. BOLT PER SCHEDULE (48" 0. C. MAX) W/ WASHER PER S1.1 EMBED 7" 2x6 PT PLATE #5H TOP OUTSIDE A. BOLT 1 4" SPANDREL SIM TO 2/314,1 WHERE OCCURS FACE OF STUD 2 HR WALL 2x6 STUD WALL PER PLAN 4 4 4 • 4 a. FACE OF DRYWALL EDGE OF CONC SLAB DOWEL PER PLAN HOOK TOP #5 FLOOR 4 ' 4 4 CONCRETE SECTION 14. 2" RIGID TO ALIGN W/ FACE OF 2—HR WALL #5 4" STEP WALL/SLAB REINF PER 1/S14 WHERE OCCURS SCALE 3/4" = 1'-0" FRAMING PER 1/S14.1 FORM MOUNT WASHER 1 . 4 4 2 —0 AT 24" O.C. TYP 2'-0" 6 CONCRETE SECTION FLOOR #5H TOP OUTSIDE A. BOLT 14 SOLID RAILING WALLThk� WHERE OCCURS CAP PIECE PER ARCH 6" RAILING WALL/CURB W/ (2)#5H AT TOP AND AT 18" O.C. AND #5V W/ HOOK INTO SLAB BRICK VENEER PER ARCH 4 / RAILING /` PER ARCH SCALE 3/4" = 1'-0" TOP OF WALL TO MATCH BRICK MODULE #5H TOP OUTSIDE A. BOLT 1 4" FACE OF STUD FRAMING PER 1/S14.1 SLAB DOWEL PER PLAN TOP REINF PER ELEV IN (2) LAYERS 2" APART V 4 e, 4• A e ' 4 a CONTINUE SLAB REINF THRU PER PLAN SPANDREL BTM REINF PER PLAN BRICK ATTACHMENT PER 20/S14 AND S1 2� CONCRETE SECTION SHEA THING PER PLAN 3/" O A. BOLT PER SCHEDULE (48" 0. C. MAX) W/ WASHER PER S1.1 FLOOR STIRRUPS PER ELEV EXTEND INTO SLAB STOREFRONT PER ARCH 14 #5H TOP/BTM AT EDGE BRICK VENEER WHERE OCCURS ATTACH PER S1 SLAB DOWEL PER PLAN HOOK TOP #5 4 WALL/SLAB REINF PER 1/S14 WHERE OCCURS n CONCRETE SECTION 14 SHEATHING PER PLAN 3/41'0 A. BOLT PER SCHEDULE (48" O.C. MIN) W/ WASHER PER S1 REINF PER 16/S14 EXTEND INTO SLAB BEYOND WHERE INDICATED ON PLAN Qf14ir/ CONCRETE SECTION SCALE 3/4" = 1'— FLOOR 4 MATCH CONC BEYOND 2x6 PT PLATE )1 SCALE 3/4" = 1'-0" #5.AT 24" O.C. FINISH PER ARCH SLOPE %2"/FT SCALE 3/4" = 1'-0" FRAMING PER 1/S14.1 4 WALL/SLAB #5H TOP REINF PER 1/S14 OUTSIDE A. BOLT WHERE OCCURS Li i 7 CONCRETE SECTION FORM MOUNT WASHER, TYP FLO 14 BALANCE PER 11/S14.1 #5T/B AT EDGE BRICK VENEER PER ARCH I RAILING X PER ARCH SCALE 3/4" = 1'-0" SLOPE PER PLAN n•4 • 4 METAL STUD WALL BALANCE PER 19 AND 20/S14.1 BALANCE PER 6/S14.1 AT COLUMN � CONCRETE SECTION (12 14)/ TOP DOWEL BAR PER PLAN SHEATHING PER PLAN 3/4"0 A. BOLT PER SCHEDULE (48" 0. C. MIN) W/ WASHER PER S1 #4H IN CURB 4 CONC. CURB TO BE CAST W/ SLAB 4 ' SCALE 3/4" = 1'-0" FUR OUT STUDS TO ALIGN GWB W/ WALL BELOW '17 CONCRETE SECTIGN FLOOR 4 MATCH CONC BEYOND —2x6 PT PLATE #4 DOWEL AT 24" O.C. #5 T/B AT EDGE 14 SCALE 3/4" = 1'-0" 2—HR WALL 2—HR WALL SW SHEATHING WHERE OCCURS PER PLAN 2x6 PT PLATE, U.N.O. FLOOR •a 4 • 4 .4 FORM MOUNT WASHER CORRIDOR/SHEAR WALL a .V 4, 3/4"0 A. BOLT PER SCHEDULE (48" 0. C. MAX) W/ WASHER PER S1.1 AT SHEARWALL SHOT PIN AT 8" O.C. AT NON—SHEARWALLS 2x4 PT PLATE FLOOR 4 .4 &4 •• 3 CONCRETE SECTION �514. \--FORM MOUNT WASHER PARTY WALL SCALE 3/4" = 1'-0" VIETAL STUD WALL REQUIREMENTS WALL TYPE WALL HEIGHT STUD SIZE AND SPACING INTERIOR 4" H < 10'-0" 400S137-33 AT 24" O.C. 10'-0" > H < 20'-0" 400S142-68 AT 12" O.C. INTERIOR 6" H < 10'-0" 600S137-43 AT 24" O.C. 10'-0" > H < 20'-0" 600S137-43 AT 12" O.C. EXTERIOR 6" H < 10'-0" 600S137-43 AT 16" O.C. 10'-0" > H < 20'-0" 600S200-43 AT 12" O.C. TYPICAL SHOT PIN AT 8" O.C. PT PLATE PER PLAN FLOOR BEARING WALL SHOT PIN AT 8" O.C. PT PLATE PER PLAN NON -BEARING WALL �a1 CONCRETE SECTION 14� 1 5" 1 SIDE PLATE PSL POST PER PLAN "x5"x10" PLATE EA SIDE W/ (6)%"0x2Y2" SDS LAGS STAGGER LAGS EA SIDE PLATE CONCRETE SECTION PDP W-150 SHOT PINS AT 16" O.C. VETAL STUD FRAYING SCALE 3/4" = 1'-0" FLOOR SCALE 3/4" = 1'-0" 2x PT PLATE W/ SHOT PIN AT 8" O.C. TYP SLAB REINFORCING CONTINUE THRU STEP PROVIDE 3/4" CLR TO TOP OF SLAB BASE OF POST TO BE CUT SQUARE AND FLUSH TO EMBED PLATE "x8"SQ EMBED PLATE PER 15/14.1 FLO SCALE 3/4" = 1'-0" METAL STUD SIZE AND SPACING PER SCHEDULE TRACK TO MATCH STUD GAUGE AND FLANGE WIDTH W/ #8 EA SIDE EA STUD AT H < 10'-0" AND (2)#8 EA SIDE EA STUD AT H < 20'-0" FLOOR 20 GA SLIP TRACK W/ 5/8" DEFLECTION GAP Y 4 Z015 • 4 4.6 • 2" MAX STEP AT BATHROOMS 4 4 FLOORS a e a 4 4 STEP BTM OF SLAB AROUND RECESSED AREA 5 CONCRETE SECTION 14 13"GAP I [ BRICK VENEER ATTACH PER S1 2" EPDXY ANCHOR AT 24" O.C. EMBED 4" MIN GALV L8x6x% BRICK SUPPORT CONCRETE SECTION WALL/POST TS IN WALL PER 11/S18 %6 TS IN WALL PER 11/S18 4 n '4 •44 a 4 • 4 BALANCE SLAB PER DTL ON PLAN AT EXTERIOR WALL 4, SCALE 3/4" = 1'-0" SCALE 1" = 1'-0" WALL/POST AT INTERIOR WALL CONCRETE SECTION " TYP 3/4"x8"" SQ BASE PLATE W/ (4)1"x8" b w Z 0 Ca I w d by PE, SE e: 2015.04.03 14:45:38 -07'00' c 0 U BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS d R 0 N C) 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 14 WALL TRACK TO MATCH STUD SIZE AND GAUGE #8 SCREW EA SIDE WIDTH TO MATCH WALL REID MIDDLETON, INC. Of� 20 SCALE 3/4" = 1'-0" WALL STUD PER SCHEDULE AT 5' SPAN OR LESS WALL STUD W/ NESTED TRACK MATCHING SIZE AND #8 AT 6" O.C. AT GREATER THAN 5' WIDTH TO MATCH WALL 16GA L2x2 MATCH WALL WIDTH W/ (3)#A EA LEG OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC ci z 0 z 0 Z 0 I- z 0 O a_ w g J ~ -o a Ea ~w Z 0< 0 a� W0 a-o ao ww wz w W Lai W FF PROJECT #: WED FOR DAWN BY: CODE COMPLIANCE APPROVED CI ECKED BY: 16 GA L2x2x5' (3)#8 TO JAMBS AND (2) PDPW-150 SHOT PINS METAL STUD HEADER MAY 0 5 2015 City of Tukwila ILDING DIVISION 14. SCALE 3/4" = 1'-0" 1026 BV,TF JN,MJ,MS CONCRETE DETAILS (CONT.) 16d PER SCHEDULE (6" O.C. MAX) 12" LSL RIM U.N.O. LTP4 PER SCHEDULE (16" O.C. MAX) NAILED INTO TOP PLATE AND RIM 10d AT 6" O.C. FLOOR NAILING roassismime 16d EA SIDE JOIST TOP PLATE NAILING 16d AT 3" O.C. STAGGERED C1 FLOOR SECTION S15 16d PER SCHEDULE (6" O.C. MAX) DOUBLE 1%" LSL RIM U.N.O. j jLTP4 PER SCHEDULE (16" O.C. MAX) NAILED INTO TOP PLATE AND RIM 10dAT6"0.C. FLOOR NAILING PROVIDE 1%" LSL BLKG AT 48" O.C. AT PARA. COND SUBFLOOR LTP4 NOT REQUIRED IF BTM SHEATHING LAPS RIM, 2" MIN OR TOP SHEATHING NAILED TO TOP —TOP PLATE SCALE 3/4" = 1'-0" SUBFLOOR4 2x8 BLKG AT 24"' 0. C. W/ A53 EA END JOIST W/ HGR AT PERP COND HGA10 AT 48" O.C. FLOOR SECTION CORRIDOR CONTINUE CORRIDOR FRAMING PER PLAN DTC CLIP EA TRUSS 1x TOP / PLATE CORRIDOR WALL AT VOID SPACE NON—BRG VOID / 16d AT 6" O.C. 10d AT 6" O.C. LEDGER PER 3/S5 HUS HGR SHEA THING TO LAP RIM W/ NAILING TO RIM AND PLATE FLOOR SECTION 2—HR WALL ELEVATOR CORE 2—HR RIM PER PLAN FLOOR SECTION LTP4 NOT REQUIRED IF BTM SHEATHING LAPS RIM, 2" MIN OR TOP SHEATHING NAILED TO TOP —TOP PLATE SCALE 3/4" = 1'-0" UNIT 16d PER SCHEDULE (6" O.C. MAX) 10dAT6"0.C. FLOOR NAILING 1%" LSL RIM, U.N.O. SUBFLOOR TOP PLATE NAILING 16d AT 3" O.C. STAGGERED SCALE 3/4" = 1'-0" 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING HGR PER SCHEDULE LTP4 PER (16" O.C. SW PER PLAN WHERE OCCURS SUBFLOOR FLOOR FRAMING PER PLAN SCHEDULE MAX) SCALE 3/4" = 1'-0" WALL WHERE OCCURS 1%" LSL BLKG 16d AT 6" O.C. HGRS PER PLAN 16d TN AT 6" O.C. FLUSH BEAM PER PLAN 10d AT 6" O.C. AT BRG WALL AT FLUSH BEAM 2\ FLOOR SECTION SUBFLOOR$ S15 3%" LSL RIM UNO SCALE 3/4" = 1'-0" 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS SUBFLOOR CS15 FLOOR SECTION 2—HR WALL RATED SHAFT 2—HR RIM PER PLAN i A35 AT LTP4 SPACING PER SCHEDULE (16" 0. C. MAX) BEAR JOISTS ON PARTY WALL SCALE 3/4" = 1'-0" 16d PER SCHEDULE (6" 0. C. MAX) 10d AT 6" O.C. FLOOR NAILING HGR PER SCHEDULE i7 FLOOR SECTION SUBFLOOR — j�FLOOR FRAMING II PER PLAN [ LTP4 PER SCHEDULE (16" O.C. MAX) SW PER PLAN WHERE OCCURS SCALE 3/4" = 1'-0" CORRIDOR 10d AT 6" O.C. 2x8 LEDGER W/ (4)16d AT 6" O.C. STAGGERED UNIT 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING 1%" LSL RIM, U.N.O. LUS26 HGR SHEATHING TO LAP RIM W/ NAILING TO RIM AND PLATE CORRIDOR LEDGER AND HGR PER TYP CONDITION TOP PLATE NAILING CONTINUOUS 16d AT 3" O.C. 1%" LSL RIM STAGGERED ADD'N 1%" LSL W/ 6" BRG NAIL TOGETHER W/ (2)10d AT 6" O.C. OR SINGLE 3%" LSL RIM PER PLAN TYPICAL CORRIDOR FRAMING CORRIDOR FRAV FLOOR SECTION RIPPED 3.5" LSL PLATE MATCH BEAM WIDTH +1" W/ 2—ROWS 5/" O THRU—BOLTS STAGGERED AT 24" O.C. COUNTERBORE 1" MAX 8 BEAM PER PLAN FLOOR SECTION BRG WALL PER PLAN 16d AT 6" O.C. 10dAT6"0.C. FLOOR NAILING SUBFLOOR HGR PER PLAN (2) LAYERS %" GWB STOP INSIDE LAYER AT UNDERSIDE OF LSL PLATE UNIT HGR PER PLAN WALL BEYOND ING AT DOORWAY SCALE 3/4" = 1'-0" S15 UNIT 2—HR WALL SW PER PLAN SCALE 3/4" = 1'-0" STAIRWELL 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) HGR PER SCHEDULE 18 FLOOR SECTION S15 S15 2—HR RIM PER PLAN `CONTINUE SHEATHING OVER BOTH WALLS SUBFLOOR SCALE 3/4" = l'-0" SUBFLOOR (3)3/4" O BOLTS N /8" SHEAR TAB L 12" LSL RIM 16d PER SCHEDULE (6" 0. C. MAX) /10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG 3h" LSL RIM BELOW POSTS FLOOR SECTION �S1 CORRIDOR 2—HR WALL 10d AT 6" O.C. 2x8 LEDGER W/ (4)16d AT 6" O.C. STAGGERED MA TCH CORRIDOR FRAMING 2—HR RIM PER PLAN AT SHEARWALL A35 PER SCHEDULE (16" O.C. MAX) BEAR JOISTS HGR IN EA UNIT PER PLAN ON PARTY WALL 16d PER SCHEDULE (6" 0. C. MAX) 10dAT6"O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS 1� AT WIDE RIM FLOOR SECTION S15 RIPPED 3.5" LSL PLATE MATCH BEAM WIDTH +1" W/ 2—ROWS ,2" 0 THRU—BOLTS STAGGERED AT 24" O.C. COUNTERBORE 1" MAX SUBFLOOR 2x8 LEDGER W/ 2—ROWS 4"0x4Y" SDS LAGS AT 12" O.C. STAGGERED INTO LSL PLATE %" STIFFENER PLATE AT OPPOSITE SIDE OF CONN (2) LAYERS %" GWB STOP INSIDE LAYER AT UNDERSIDE OF LSL PLATE SCALE 3/4" = 1'-0" REID MIDDLETON, INC. STAIRWELL FLOOR SECTION 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING SUBFLOOR HGR PER SCHEDULE LTP4 PER SCHEDULE (16" 0. C. MAX) SW PER PLAN SCALE 3/4" = 1'-0" 1%" LSL BLKG OVER BRG WALL 1%" LSL RIM 16d AT 6" O.C. 10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS SUBFLOOR A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) BEAR JOISTS ON PARTY WALL A35 AT 16" O.C. BEAR JOISTS IN EA UNIT ON PARTY WALL AT NON-SHEARWALL SCALE 3/4" = 1'-0" 10dAT6"0.C. FLOOR NAILING 10d AT 6" O.C. /INTERIOR BEARING WALL PER PLAN 16d AT 6" O.C. CONTINUE JOISTS OVER BRG WALL PER PLAN OFFSET BRG WALL PER PLAN 1%" LSL BLKG BELOW BEARING WALL A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) c0S15FLOOR SECTION T150 TRACK W/ #8 SCREW EA SIDE EA METAL STUD AND SD8 SCREW AT 16" O.C. INTO LEDGER 4x6 LEDGER W/ (2)%"0x6" SDS LAGS EA STUD OR AT 16" O.C. INTO HEADER WINDOW/DOOR PER ARCH 4x6 LEDGER W/ (2)%"0x6" SDS LAGS AT 24" O.C. STAGGERED INTO RIM T150 TRACK W/ #8 SCREW EA SIDE EA STUD AND SD8 SCREW AT 16" O.C. INTO LEDGER FURRED WALL PER 10/S17 0 SUBFLOOR LSL JOISTS PER PLAN SCALE 3/4" = 1'-0" HEADER PER PLAN BALANCE PER 19 & 20/S17 " Ill - III CDS15 FLOOR SECTION UNIT SUBFLOOR FLOOR FRAMING PER 18/S15 S15 SW PER PLAN FLOOR SECTION 2 HR WALL SUBFLOOR$ SCALE 3/4" = 1'- 11 RE1WED FOR STAIR ERODE COMPLIANCE APPROVED MAY 052015 City of Tukwila BUILDING DIVISION FLOOR FRAMING PER 20/S20 MID —LANDING SCALE 3/4" = 1'-0" U z 0 0 V 0 f-- z 0 U a Q Civil - Structural - Land Use U) LJ_ , PE, SE : 2015.04.03 14:45:52 07'00' O 0. Jn 0 0 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 0 0 0 N a) N U) 0 N T 04-01-2015 a) ISSUE DATE: 12-19-2014 BUILDING E I I= w w IY co N 0 II OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC BUILDING A, SUITE 300 : (253) 231-5010 PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS FLOOR FRAMING DETAILS 1%" TYP ,3k 3" TYP 1S,Yy X X 38"x5"x4" ROUNDED PLATE W/ CLEVIS FOR 1"0 ROD 3/8"x3Y2"x10" PLATE W/ (2)/8" 0 BOLTS NOTCH SHEATHING FOR PLATE BALCONY CHANNEL PER ARCH L6x6x%x9" W/ (6)%"0x4%" SDS SCREWS AT 48" O.C. (2)Y" 0 BOLTS EA ANGLE L8x8x%x1'-3" W/ (8)Y4" 0x4%" SDS SCREWS AT 48" O.C. A35 EA SIDE COUNTERBORE BOLTS 1" 6x6 DF#2 AT < 10' DECK 5Y4x5Y4 PSL AT < 14' DECK HSS 5"SQx1/4 AT > 14' DECK DBL 12" LSL OR 3%" LSL RIM L6x6x3/8x9" TYP L8x8x%x1'-3" AT BRICK 0_ BALANCE PER 6/S15.1 1) " TYP BOTTOM DECK BY OTHERS PL3/"x6Y"x9" W/ (6)%" 0x4Y2" SDS SCREWS PL 3/8"x4Y2"x8" 2 BALCONY SECTION DBL 1%" LSL OR 3%Z" LSL RIM 15 BALANCE PER 6/S15.1 PL KNIFE 3/8"x4Y2"x5Y2" BOLT ON DECK BY OTHERS PL Y"x6Y"x8%" W/ (4) 3/4"0x8" W.H.S. TYP BALCONY CONNECTION DETAIL (Th BALCONY SECTION SCALE 3/4" = 1'-r" 15)/ SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" REAVVED FOR CODE COMPLIANCE APPROVED MAY 0 5 2015 City of Tukwila BUILDING DIVISION REID MIDDLETON, INC. PE, SE e: 2015.04.03 14:46:02-07'00' c 0 U a c BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 0 N vs vs 0, N 02-13-2015 04-01-2015 re ISSUE DATE: 12-19-2014 ILA VILLAGE - BUILDING E I- OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC D >w CO 52 a o a Z wa N ~Z re 5 M 0z m Lo p0 CO W rs. LL w O -,C., a cLL Zrnp uiW W d QN� wz Q cZ z I—O Z N J ouJ QN wa NQ.I— w=� PROJECT #: 1026 DRAWN BY: BV,TF CHECKED BY: JN,MJ,MS FLOOR FRAMING DETAILS SHEATHING TO MATCH BELOW W/ 10d AT 6" O.C. 2x8 BLKG 10d AT 6" 0.C.-19 2x6 BLKG W/ 16d AT 16" O.C. SHEAR WALL PER PLAN 2x6 SINGLE TOP PLATE 2x6 PARAPET IS PART OF TRUSS 10dAT6"O.C. ROOF SECTION SW SHEATHING W/10dAT6"O.C. EDGE NAILING 10d AT 6" O.C. 2x4 BLKG W/ 16d INTO GT MONO —TRUSS PER PLAN W/ ROOF SHEATHING 10dAT6"O.C.� RIPPED 2x BLKG W/ VENT HOLES AS NEC CONTINUE UP SHEATHING W/ EDGE NAILING INTO PLATE AND BLKG 16d AT 6" O.C. GT BLKG H2.5 TIE EA TRUSS (6 ROOF SECTION S1� S1 6 RCOF SECTION 2x6 AT 16" O.C. W/ SW SHEATHING 10d AT 6" O.C. 2x4 BLKG W/ %4" 0x6" SDS LAGS EA BLOCK H2.5 TIE EA TRUSS N HGR PER TRUSS MFR CS1i9ROOF SECTION SLOPE TRUSS PER PLAN SCALE 3/4" = 1'-0" 2x6 TOP PLATE /—FURR OUT TO MATCH PARAPET BEYOND 10d AT 6" O.C. 2x BLKG HGR PER TRUSS MFR, TYP GIRDER TRUSS PER PLAN EXTEND AS PARAPET DESIGN FOR 250PLF AXIAL LOAD SCALE 3/4" = 1'-0" 10d AT 6" O.C. 2x BLKG HGR PER TRUSS MFR, TYP GIRDER TRUSS PER PLAN DESIGN FOR 250PLF AXIAL LOAD SCALE 3/4" = 1'-0" UPPER ROOF PER 1 & 2/S16 CONTINUE UP 2—HR GWB ON INTERIOR OF ELEVATOR SHAFT TO UNDERSIDE OF ROOF 6x6 BLKG W/ A35 EA END, ALT TOP/BTM 7x117/3 PSL RIM INTERUPTS GWB ON OUTSIDE FACE ELEVATOR CORE (2)Y4"0x6" SDS LAGS AT 16" O.C. INTO PSL SCALE 3/4" = 1'-0" 2x6 STUDS AT 24" O.C. MATCH SW SHEATHING W/10dAT6"O.C. 10d AT 6" O.C. 16d AT 6" O.C. 2x6 TOP PLATE 10d AT 6" O.C. H2.5 TIE EA STUD 2x6 W/ (3)10d EA STUD AND 6" O.C. INTO BLKG 2x6 BLKG x 2x4 BRACE AT 8' O.C. H1 TIE EA BRACE W/ #8 SCREWS TO PLATE ROOF SECTION (3)16d 2x4 EA BRACE W/ A34 EA END x SU SLOPE PER PLAN 2x8 BLKG 2x4 BLKG W/16dAT6"O.C. H2.5 TIE EA TRUSS UNI T 2x6 AT 16" O.C. WALL W/ SW SHEATHING ABOVE RIM CONTINUE UP 2—HR GWB ON INTERIOR OF SHAFT TO UNDERSIDE OF ROOF 6x6 BLKG W/ A35 EA END, ALT TOP/BTM 7x117/8 PSL RIM INTERUPTS GWB ON OUTSIDE FACE (2)%" 0x6" SDS LAGS AT 16" O.C. INTO PSL ELEVATOR CORE 10d AT 6" O.C. 2x6 LEDGER W/ 1/4"0x6" SDS LAGS AT12"O.C. 2—HR RATING TO UNDERSIDE OF SHEATHING 2x6 AT 16" O.C. 2—HR WALL SCALE 3/4" = 1'-0" CIRCKET AS NECESSARY 2x6 TOP CHORD EXTEND TO WALL 10d AT 6" O.C. X x DRAFT STOP PER ARCH T SHEAR TRUSS OVER WALL DESIGN FOR 250 PLF AXIAL LOAD SHEAR WALL Y PER PLAN ROOF SECTION 10dAT6"0.C. 2x6 LEDGER W/ (3)16d AT 16" O.C. AND AT 6" O.C. INTO BLKG 19/32" SHEATHING W/ 10d AT 6" O.C. PROVIDE 22" SQ VENT HOLES IN BAYS ABOVE ENTRY ONLY 2x4 CEILING JOIST AT 24" O.C. W/ A34 EA END CORRIDOR COOOF SECTION S16 CIRCKET AS NECESSARY 2x6 LEDGER W/ (2)/"0x6" SDS LAGS AT 24" O.C. LUS26 HGR 2x6 TOP CHORD EXTEND TO WALL SCALE 3/4" = 1'-0" 2 HR RATING TO UNDERSIDE OF SHEATHING A35 EA TRUSS 2x6 AT 16" O.C. 2—HR WALL 2x6 LEDGER W/ (2)16d AT 6" O.C. 2x4 CEILING JOIST AT 24" O.C. W/ A34 EA END CORRIDOR !1 ROOF SECTION —A 35 AT 24" 0. C. BALLOON FRAME WALL TO UPPER ROOF BALANCE PER 2/S7.1 SUNROOM 10d AT 6" O.C. BALLOON FRAME WALL TO UPPER ROOF BALANCE PER 2/S16.1 2x6 LEDGER W/ (3)16d AT 16" O.C. AND AT 6" O.C. INTO BLKG S16 UPPER ROOF PER 1 & 2/S16 CONTINUE UP 2—HR GWB ON INTERIOR OF SHAFT TO UNDERSIDE OF ROOF 6x6 BLKG W/ A35 EA END, ALT TOP/BTM / 7x117/8 PSL RIM INTERUPTS GWB ON OUTSIDE FACE (2)%"0x6" SDS LAGS AT 16" O.C. INTO PSL ROOF SE�C,TION S16 S16 ELEVATOR CORE SCALE 3/4" = 1'-0" EA BAY SCALE 3/4" = SUNROOM DESIGN TRUSS TO BEAR ON EXT. WALL EXT. WALL W/ SHEATHING PER PLAN H2.5 TIE EA TRUSS C18� ROOF SECTION S16 SCALE 3/4" = 1'-0" 7/16" SHEATHING W/ 8d AT 6" O.C. EA BAY 8dAT6"O.C. 2x4 FLAT BLKG AROUND PERIMETER T. --- ti (4)16d EA BAY SECTION SCALE 3/4" = 1'-0" SLOPE PER PLAN 2x6 TOP CHORD EXTEND TO VALLEY 2x8 BLKG 2x6 VALLEY MEMBER w w CO I AT CORRIDOR A34 EA MEMBER 10d AT 6" O.C. TYP 2x4 BLKG W/16dAT6"O.C. H2.5 TIE EA TRUSS SLOPE PER PLAN CONTINUE 2—HR RATING TO UNDERSIDE OF ROOF SHEATHING 171-21 AT WALL 2x8 BLKG 2x4 BLKG W/16dAT6"O.C. H2.5 TIE EA TRUSS UNIT 10d AT—N 6" O.C. HGR PER TRUSS MFR 7" PSL RIM SHEAR WALL PER PLAN ROOF SECTION 19/32" SHEATHING W/ 10d AT 6" O.C. PROVIDE 22" SQ VENT HOLES IN BAYS ABOVE ENTRY ONLY 2x4 CEILING JOIST DROP BEAM PER PLAN AT 24" O.C. CONTINUE TOP TOP PLATE W/ A34 EA END OVER BEAM ROOF SECTION S16 CIRCKET AS• NECESSARY 2x6 TOP CHORD EXTEND TO WALL SCALE 3/4" = 1'-0" 10d AT 6" O.C. TYP 2x6 LEDGER W/ (3)16d AT 24" O.C. 19/32" SHEATHING W/ 10d AT 6" O.C. PROVIDE 22" SQ VENT HOLES IN BAYS ABOVE ENTRY ONLY 2x4 CEILING JOIST AT 24" O.C. W/ A34 EA END CORRIDOR ROOF SECTION S16 2x6 AT 24" O.C. W/ SW SHEATHING SLOPE PER PLAN 1%" LSL LEDGER W/ (3)Y4"0x4" SDS LAGS AT 24" O.C. (2)/"0x6" SDS LAGS AT 16" O.C. INTO RIM 2 HR WALL 2x6 AT 24" O.C. W/ A35 EA END 19 2x6 LEDGER EA END W/ (2)1/4"0x6" LAGS EA STUD SCALE 3/4" = 1'-0" 10d AT 6" O.C. TYP 2x6 AT 24" O.C. TYP %� x - TRUSSES PER PLAN 2x6 PLATE W/ 16d AT 6" 2 WALL x C CONTINUE 2— HR RATING TO UNDERSIDE OF ROOF SHEATHING RATED SHAFT — HR ROOF SECTION S16 SCALE 3/4" = 1'-0" . C. SCALE 3/4" = 1'-0" 10d AT 6" O.C. NON—BRG ENTRY WALL SOFFIT AT ENTRY GIRDER/SHEAR TRUSS DESIGN FOR 250PLF AXIAL LOAD AND DESIGN TO SPAN OVER OPENINGS AND SUPPORT LEDGER A35 AT 24" O.C. UNI T 2x6 AT 24" O.C. CONTINUE UP SW SHEATHING X CONTINUE 2—HR RATING TO UNDERSIDE OF ROOF SHEATHING EN--" SHEAR WALL PER PLAN CS ROOF SECTION i S16/ City of Tuk it BUILDING DIVISI NON—BRG WALL �3 (-2-0 ROOF SECTION S16 x 2x6 W/ 16d AT 6" O.C. 2 HR WALL SCALE 3/4" = 1'-0" TYPICAL ROOF TRUSS 1x TOP PLATE .RE;D MIDDL_EiON, INC. SCALE 3/4" = 1'-0" , PE, SE te: 2015.04.03 14:46:14-07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS C, 0 0 N 0) 02-13-2015 04-01-2015 C, ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC BUILDING A, SUITE 300 PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS ROOF FRAMING DETAILS 10dAT6"0.C. SLOP_ 1.1111 I_ alla RIPPED 2x BLKG 2x4 PONY WALL AT 24" O.C. W/ TYPE A SW SHEATHING 2x4 PLATE W/10dAT6"O.C. UPSET HDR PER PLAN A34 EA SIDE TOP/B TM MULLION PER PLAN ROOF SECTION RIPPED TOP PLATE HGR PER TRUSS MFR 16 SHEATHING TO MATCH BELOW W/10dAT6"O.C. 2x8 BLKG 10dAT6"O.C._ 10dAT6"O.C.- 2x BLKG W/ VENT HOLES AS NECESSARY SHEAR WALL PER PLAN H2.5 TIE EA TRUSS ROOF SECTION SCALE 3/4" = 1'-0" 2x4 SINGLE TOP PLATE 7-2x4 PARAPET AT 24" O.C. 10dAT6"0. A34 EA SIDE PARAPET HGR PER TRUSS MFR 10d AT 6" O.C. SLOPE RIPPED 2x BLKG RIPPED 3RD TOP PLATE SW PER PLAN ROOF SECTION 2x6 STUDS AT 24" O.C. MATCH SW SLOPE TRUSS SHEATHING PER PLAN W/10dAT6"O.C. SCALE 3/4" = 1'-0" 10d AT 6" O.C. 1 RIPPED TOP PLATE 2x4 BLKG W/ 16d AT 6" O.C. H2.5 TIE EA TRUSS SCALE 3/4" = 1'-0" 2x4 TOP PLATE 2x4 PARAPET AT 24" O.C. -10d AT 6" O.C. 2x BLKG W/ VENT HOLES AS NECESSARY A34 EA SIDE PARAPET H1 TIE EA BRACE W/ #8 SCREWS TO PLATE ROOF SECTION 16. 2x4 BLOCK AT EA PARAPET STUD W/ (8) 16d AT STUD AND A34 AT TRUSS TOP CHORD SCALE 3/4" = 1'-0" 10dAT6"0.C. i J LTP4 AT 24" O.C.-7 GABLE TRUSS LOW TOP CHORD FOR EA VE A34 EA SIDE NAIL TO BRACE SCREW TO PLATE W/ #8x2" LTP4 AT 24" 0. C. ROOF SECTION 2x12 OUTRIGGER AT 24" O.C. W/ A35 TO TRUSS TOP CHORD —(4) 16d x 2x4 BRACE AT 4'-0" O.C. SCALE 3/4" = 1'-0" 10d AT 6" O.C. SLOPE H2.5 TIE EA TRUSS 4 ROOF SECTION HGR PER TRUSS MFR 2x12 LEDGER W/ (3) %"0x4" SDS INTO EA TRUSS (24" O.C. MAX) SW PER PLAN 16 SCALE 3/4" = 1'-0" cow 10d AT 6" O.C. SLOPE RIPPED 2x BLKG 1%2" SHEATHINGS W/10dAT6"O.C. SW PER PLAN 5 ROOF SECTION 2x4 BLKG W/ 16dAT6"0.C. H2.5 TIE EA TRUSS 16 SCALE 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 5 2015 City of Tukwila BUILDING DIVISION I P ff ~A�\ REID MIDDLETON, INC. 5.04.03 14:46:25-07'00' BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS C, 0 •cr 0 N 0) N 02-13-2015 04-01-2015 C) ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E w W re H N d~' ea re W J 0 -J Z 0 < z F- F OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS ROOF FRAMING DETAILS HEADER TIGHT TO ROUGH OPENING OR PLATES SIMILAR TO COIL STRAP PER PLAN TOP AND BTM WINDOW LOCATE 1%" FROM ROUGH DIM JILL fL/1 ILJ VrLl IIYU 27 36 2x6 BLKG BEHIND STRAP (1) FOR CS16; (2) FOR CMSTCI6 z OR FLAT 2x4 '—PANEL EDGE NAILING INTO FULL LENGTH KING STUD EA SIDE OPENING , , z E C T CC OPENING IN A SHEARWALL S17 USE PANEL EDGE NAILING AT HD STUDS BOTH FLOORS (2) 2x4 FLAT BLKG IN FLOOR SPACE END OF SHEAR WALL ' FOR CS16 " FOR CMSTCI6 " FOR CMSTC14 PANEL NAILING INTO EA HD STUD CRIPPLE STUDS AS REQ'D A307 ALL THREAD DIA PER SCHEDULE W/ Y"x3" SQ WASHER AND DBL NUT EMBED 12" MIN TM SILL PLATE; BL AT CS16 OR IPLE AT CMSTCI6 SCALE 3/4" = 1'-0" DOUBLE HOLDOWN STUDS BOTH FLOORS MST STRAP ,; WHERE OCCURS PER PLAN PLACE OVER SHEATHING v— ST HOLDOWN DETAIL MATCHING CONDITION POST PER PLAN W/ 1—HR WRAP FLOC SCALE 3/4" = 1'-0" "0 WTS AT 24" O.C. START 6" ABOVE/BELOW TOP/BTM PLATES PANEL EDGE NAILING AT CORNER COND STAIR STRINGER SCHEDULE STRINGER & SPACING MAXIMUM RUN 2x12 DF#2 AT 12" 0.C. 7' 2x12 DF#2 AT 16" O.C. W/ 2x6 DBLR 8.5' 1/4x11% LVL AT 12" O.C. 9' 13/4x117/3 LVL AT 16" O.C. W/ 2x6 DBLR 10.5' 13/4x14 LVL AT 16" 0.C. 11' 134'x14" LVL AT 16" O.C. W/ 2x8 DBLR 14' STAIR STRINGER PER SCHEDULE 2x4 THRUST BLOCK ✓/ (2)/"0 EXP. ANCHOR OR (2)16d AT 6" O.C. AT WOOD FLOOR %" FLOOR SHEA THING LUS28 HGR END OF KING STUDS AT HOLDOWN PER SCHEDULE CONTINUOUS TO TOP PLATE HOLDOWN PER PLAN W/ LAG SCREWS PER MFR CONCRETE SLAB HDU HOLDOWN DETAIL S17 POST PER PLAN W/ 1—HR WRAP AS NEC AT MID -WALL COND POST PER PLAN W/ 1—HR WRAP AT END WALL COND SECOND STUD AT EDGE W/ 2—ROWS 16d AT 6" O.C. COUNTERBORE FOR BOLT HSS POST IN WALL 2x DBLR W/ (2)16d AT 6" O.C. WHERE NEC. RUN LANDING OR FLOOR BEAM PER PLAN MIN DEPTH 12"(NOM.) LANDING OR FLOOR N BEAM PER PLAN MIN DEPTH 12"(NOM.) LUS28 HGR NOTCH STRINGER FOR HGR 16 WOOD LEVEL STAIR DETAIL S17 SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" "0 BOLT AT 24" O.C. START 6" ABOVE/BELOW TOP/BTM PLATES )i( �h 1 PANEL EDGE NAILING 5/"0 BOLT AT 24" O.C. START 6" ABOVE/BELOW TOP/BTM PLATES PANEL EDGE NAILING SCALE 3/4" = 1'-0" FLOOR (3)#6 T/B W/ 901HOOKS AT WALLS BEYOND TYP EA LEVEL L4x6x1/4 x STAIR WIDTH W/ 3/4"0x8" WHS AT 24" O.C. L4x6x% x STAIR WIDTH W/ 34" 0x8" WHS AT 24" O.C. FLOOR 14 ALTOP PLA TES PROVIDE PANEL EDGE NAILING EA STUD OR 2—ROWS AT 4x AND 3—ROWS AT 6x w m w $TYP FLOOR CONC SLAB WASHER PER SCHEDULE W/ NUT T/B SPREADER PLATE PER HOLDOWN SYSTEM SUPPLIER (2)VERT GRAIN 2x6 BLOCKS EA SIDE ROD EA FLOOR COMPRESSION STUDS PER HOLDOWN SYSTEM SUPPLIER TENSION ROD COUPLER PER HOLDOWN SYSTEM SUPPLIER TAKE—UP DEVICE REQ'D AT EACH LEVEL TENSION ROD PER HOLDOWN SYSTEM SUPPLIER COUPLER PER HOLDOWN SYSTEM SUPPLIER ANCHOR BOLT PER SCHEDULE ADDITIONAL SLAB REINF PER SCHEDULE NOT REQ'D WITHIN 4'-0" OF CONC COLUMN OR WALL BELOW C81 HOEDOWN SYSTEV DETAIL 51L/ 16d AT PANEL EDGE NAIL SPACING PROVIDE AT EA STUD WHERE (2)2x EDGE STUDS ARE REQUIRED SCALE 1/2" = 1'-0" PANEL EDGE STUDS PER SCHEDULE SHEARWALL FRAV PANEL EDGE NAILING INC DETAIL �S17/ MC12x10.6 STRINGERS TYP MID LANDING PRE —CAST OR METAL PAN TREADS 20 GA B FORMLOCK DECK BY VERCO W/ 4" SLAB DEPTH AND 6x6xW1.4xW1.4 WWR L2x2x316 C12x20.7 1 4„ - EXP. ANCHORS AT END END PLATE W/ (2) 5/8 o �\ CONCRETE LEVEL STAIR DETAIL 1� SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" L3x4x1/4 (3) SIDES W/ %" 0 EXP. ANCHOR AT 18" 0.C. PANEL EDGE /-- NAILING EA STUD, TYP II CORNER COMPRESSION STUD CAN BE SHARED, LARGER ONE CONTROLS 3" TYP 2—ROWS PANEL EDGE NAILING CORNER S17 S17 PANEL EDGE NAILING, TYP N) PANEL EDGE NAILING, TYP INTERSECTION HOEDOWN SYSTEV DETAILS TYPIC PANEL EDGE NAILING )t( 16d AT 4" O.C. CONTINUE SHEA THING INTERIOR UNIT WALL N) 16d AT PANEL EDGE NAIL SPACING EA SIDE SCALE 1" = 1'-0" #8 SCREWS AT 8" O.C. 350S125-33 AT 16" O.C. ALIGN W/ EXTERIOR WALL STUD MTL STUD TO SPAN FLOOR —TO —FLOOR PROVIDE MATCHING TRACK AT FLOOR W/ #8 AT 6" 0.C. SCREWED TO RIM SHEATHING MAY BE INTERRUPTED AT PERP SHEAR WALL ONLY �o FURRED WALL SECTION S17 S17 3%" MIN 4" MAX BRICK VENEER PER ARCH (ANCHORS NOT SHOWN, VENEER ANCHORAGE REQUIREMENTS PER S1) CONTINUOUS L6x6x1/4" LINTEL ANGLE W/ (2) 4" 0x3" SDS LAGS EA STUD DO NOT LAP W/IN 6" OF OPENING I REID MIDDLETON, INC. �41 SHEARWALL FRAMING DETAIL S1 S17 —�——FLOOR/ROOF FRAMING PER PLAN HGR PER PLAN FRAME MEMBER FLUSH TO SHEATHING DO NOT SPLICE �Ct W/ 1'-0" OF OPENING 2x6 BLKG AT 16" O.C. BELOW PLATE TO WINDOW SILL SECTION 1" = 1'-0" FLUSH HEADER PER PLAN DO NOT SPLICE WITHIN 1'-0" OF OPENING FLOOR KING STUD AND BLKG STUD TO PLATE SCALE 3/4" SCALE = 1'-0" HGRS PER PLAN AT PERP. JOISTS RIM SPLICE 6" MIN DBL TOP SILL SINGLE BTM SILL U.N.O. 19 TYP FLUSH HEADER DETAIL S17S17 SCALE SCALE 1/ 1/2" = 1'-0 BRICK VENEER BEYOND EXTERIOR WALL SCALE 1" = 1'-0" 3" TO FACE OF STUD CS17 TYPICAL BRICK VENEER FLOOR/ROOF FRAMING PER PLAN FUR OUT TO WALL WIDTH FRAME HEADER FLUSH TO PLATE AT STANDARD COND. REFER TO 17/S22 AT STRAPPED WINDOW COND SECTION 1" = 1'-0" WALL PER PLAN WALL WED FOR CODE COMPLIANCE APPROVED MAY 052015 City of Tukwila ISION SCALE 3/4" = 1'-0" CANT. FLOOR $ OR ROOF HDR PER PLAN TIGHT TO PLATE SINGLE TRIMMER TYP DBL AT 4x10 AND LARGER SINGLE TOP SILL U.N.O. SINGLE BTM SILL U.N.O. 20 TYP STANDARD HEADER DETAIL SCALE 1/2" = 1'-0" er, PE, SE ate: 2015.04.03 14:46:36-07'00' C O BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS 0 N rn N 0 N M N 0 04-01-2015 C) ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILD OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC O O M uJ I — co Q z_ ") N J co N uJ (/) WC,) Z 0 0 Q F=-�N r-J-� N d N • N d I— PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS MISC DETAILS "x6"x8" ARCHITECTURAL FINISH PLATE "x4"x1'-0" ROUNDED PLATE FOR EA ROD 3/4"0 ROD W/ CLEVIS EA END Y2"x6"x4" ROUNDED PLATE EA END %6 > C12x20.7 AWNING FINISH PER ARCH 2" MAX L -F 7 14" HSS4x2x%6 N%6 CHANNEL TO CONC CONNECTION PER 9/S20 •6 V3"-12" TYP 01 1 S18 �� CANOPY SECTION S18 CONCRETE PIER OR COLUMN PER PLAN L4x4x%x12" W/ (2)3/" 0x6" WHS P // BRICK PER ARCH d • .4., EMBED PLA TE PER 6/S20 CONC COLUMN PER PLAN HEADER TO CONC CONNECTION PER 7/S20 TYP SCALE 1/2" = 1'-0" //////////�% ; CANOPY BELOW CANOPY SECTION "x10"SQ EMBED PLATE W/ (4)3/4" 0x6" WHS 4" CAP PLATE %"x8"x6" ARCHITECTURAL FINISH PLATE ROUNDED PLATE PER 1 & 2/S20 SCALE 1" = 1'-0" BALANCE SLAB EDGE PER SPECIFIC DETAIL AS CALLED OUT ON PLAN N . d 4 (2)3/" 0 THRU-BOLTS 3/8"x3"x9" PLATE EA SIDE HSS W/ (2)1" VERT SLOTTED HOLES S18 S18 0 0 0_ cD 16 > HSS COL PER PLAN CANCPY SECTION HSS PER PLAN "x1'-0" BRG PLATE W/ (2)3/4" 0 A. BOLTS FLOORS SCALE 3/4" = 1'-0" CENTER POST IN WALL REFER TO PLAN FOR SPECIFIC CONC/FOUNDATION DETAIL 16 CANOPY SECTION S18 SCALE 3/4" = 1'-0" Y4"x6"x8" ARCHITECTURAL FINISH PLATE Y2"x4"x1 ROUNDED PLATE FOR EA ROD 3/4"0 ROD W/ CLEVIS EA END "x6 "x4" ROUNDED PLATE EA END 3A> BRICK SUPPORT PER 14/320 AWNING FINISH PER ARCH HSS4x2x%6 N /6EA END BALANCE PER 10/S20 CANOPY SECTION HSS/SLAB CONNECTION PER 11/S20 CHANNEL PER PLAN AT TOP OF STORE FRONT AND AT CANOPY CHANNEL/HSS CONNECTION PER 5/S20, TYP HSS/CONC CONNECTION PER 17/S20 S18 EMBED PLATE PER 6/520 SCALE 1/2" = 1'-0" (3)3/4" O BOLTS (3) %" O WTS TO CHANNEL 1. " TYP Y2"x9" KINFE PLATE %" SHEAR TAB � CANOPY SECTION "x10"SQ SHEAR TAB AWNING CHANNEL 3" MIN 34 1" TYP 3" 34 Y2"x5"x12" PLATE W/ (8)/»0x1%» TITEN SCREWS CS18 CANOPY SECTION 346/ SCALE 1" = 1'-0" "x10"x6" SHEAR TAB W/ (2) ' 0 BOLTS IN VERT-SLOTTED HOLES HSS60x0.25" TYP C8 COLUMN PER 10/S14.1 BASE PER 6/S12.1 SCALE 1" = 1'-0" HSS COLUMN SIZE AND LOCATION PER PLAN ,2"x1'-0"SQ EMBED BASE PLATE FLUSH W/ TOP OF SLAB W/ (4)3/4" 0 WHS 4. 4 • 'a 4 .4 a 4 4 • . 4 CCANCPY SECiIGN 4 4 LEVEL L2 s SCALE 1" = 1'-0" 1 4" TYP a d • °'a. %6 > "x12"SQ PLATE W/ (4)3/4" O EPDXY BOLTS EMBED 6" MIN 4 CANOPY SECTICN GRIND SMOOTH TYP \ • • • Y4"x3" SHEAR TAB CONCRETE WALL OR COLUMN PER PLAN SCALE 1" = 1'-0" WELD CHANNELS TOGETHER TYP • • 0 C10x15.3," C10x15.3 C10x15.3 ti L4x6x% /3"- BRICK BEYOND CROTUNDA SECTION 2" MAX (3)3/4"0 BOLTS Y211x9" KINFE PLATE 14" TYP %6 > ANGLE LEDGER FOR BRICK WHERE OCCURS PER 4/S20 S150-33 METAL STUD WIDTH PER ARCH T125-33 TRACK W/ #8 SCREW EA SIDE EA STUD AND #10 SCREW AT 12" O.C. INTO CHANNEL CHANNEL PER PLAN STOREFRONT WHERE OCCURS BY OTHERS SCALE 1" = 1'-0" Y4"x3" SHEAR TAB %" STIFFENER PLATE CHANNEL HEADER PER PLAN / STOREFRONT / WHERE OCCURS !!! BY OTHERS CANOPY SECT/ON S188/ C10x15.3 TYP AT POST ENTRY CANOPY PLAN SCALE 1/4" = 1'-0" S18 SCALE 1" = 1'-0" GRIND SMOOTH TYP • S18 SIMILAR CONNECTION WHERE OCCURS O O O TUBE STEEL PER PLAN (3)3/" O WTS TO CHANNEL 't\\ 36 %6" SHEAR TAB ROTUNDA SECTION NOTCH CHANNEL AND TUBE STEEL FOR KNIFE PLATE HSS6x3x%" 2" MIN TOP/BTM> 316 4" MAX % " KNIFE PLATE 2 158 CANOPY SECTION \S1 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 052015 City of Tukwila BUILDING DIVISION .-ppEVIIEWE li MAY 4 20ib REID MIDDLETON, INC. GRIND SMOOTH 4" MAX SCALE 1" = 1'-0" r ny SCALE 1" = 1'-0" NOTCH BACK OF CHANNEL FOR KNIFE PLATE (2 2" MIN TOP/BTM> 316 %" KNIFE PLATE 1) �FOUNDATION SECTION (2O ieJ SCALE 1" = 1'-0" U z a 0 ram V z to z 0 0 0 0 Q Civil - Structural - Land Use w Q z 5 c�IINe- a� o� O o 2 N N m 0 0 I) u) N G1) Q) 0 O .5NN (�JO.• LL C. Sc 37334 � �G„c �� �tU/RAL d by S�ONA tg r, PE, SE a e: 2015.04.03 14:46:53-07'00' 0 a to 0 BUILDING PERMIT SUBMITTAL MEP COORD/BID SET PLAN REVIEW COMMENTS m a+ l0 0 0 02-13-2015 04-01-2015 ISSUE DATE: 12-19-2014 w ILA VILLAGE - BUILDING w cc F- m e}' co ets w J 0 m -J z 0 z m wa 13 z Sg OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC BUILDING A, SUITE 300 PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS CANOPY AND ROTUNDA DETAILS