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HomeMy WebLinkAboutPermit D14-0326 - TUKWILA VILLAGE - BUILDING D (PLANS ONLY)TUKWILA VILLAGE BUILDING D 14400 TUKWILA INT'L BLVD D 14-0326 j - 4 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: hM://www.TukwilaWA.gov A.cov 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.: D14-0326 Occupant/Tenant: Tukwila Village Building D Building Address: 14400 Tukwila International Blvd, Suite No. Parcel No.: 0040000-0180 Property Owner: Tukwila City of 6200 Southcenter Blvd Tukwila WA 98188 Use: Mixed -Use Occupancy Group/Division: R-2, S-2, B Type of Construction: VA, IA Automatic Sprinkler System: Provided: Y Required: Y Design Occupant Load: Level 2-6 = 290 Level 1, Mezzanine = 169 BUILD . CIAL DATE THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES City of Tukwila • Department of Community Development + 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.aov DEVELOPMENT PERMIT Parcel No: 0040000180 Permit Number: D14-0326 Address: 14400 TUKWILA INTERNATIONAL Issue Date: 8/18/2016 BLVD Permit Expires On: 2/14/2017 Project Name: TUKWILA VILLAGE BUILDING D 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 CONST CO INC Phone: (206) 766-8300 Phone: (425) 806-8560 Expiration Date: 10/12/2017 Address: 20127TH AVE BLD A SUITE 300, PUYALLUP, WA, 98374 DESCRIPTION OF WORK: CONSTRUCTION OF SIX -STORY MIXED -USE APARTMENT BUILDING CONTAINING 68 DWELLING UNITS AND COMMERCIAL SHELL TENANT LEASE SPACE. INCLUDES (1) LEVEL OF PARKING IN STRUCTURED GARAGE FOR (49) VEHICLES. Senior Housing units Project Valuation: $12,336,835.81 Fees Collected: $449,094.42 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VA Occupancy per IBC: R-2 Electrical Service Provided by: TUKWILA 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: Water Meter: 2015 National Electrical Code: 2015 WA Cities Electrical Code: 2015 WAC 296-468: 2015 WA State Energy Code: 2015 Volumes: Cut: 0 Fill: 0 Number: 0 No 2014 2014 2014 2015 Permit Center Authorized Signature:f" Date: / I hearby certify that I have read and examined this permit and know the 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�tionspttached to this permit. Signature: _ Date: Print Name: � c 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: 23: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 25: THIS PROJECT SHALL COMPLY WITH ALL PROVISIONS OF TUKWILA CITY ORDINANCE # 2330 (MID -RISE BUILDINGS.) 100: The Fire Control Room shall meet the requirements of City Ordinance # 2330 and International Fire Code section 508. 99: 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. 4: 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) 5: 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) 1: 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) 2: 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) 3: 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) 6: Maintain fire extinguisher coverage throughout. 7: 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) 8: 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) 9: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 10: 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) 11: 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) 12: 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) 13: 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) 14: 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) 15: 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) 16: 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) 17: 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) 18: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 24: 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). 22: 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) 19: U.L. central station supervision is required. (City Ordinance #2436) 20: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 26: The building standpipe system shall be CLASS 1 WET. 21: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 27: Buildings over four stories shall have in the stair tower, adjacent to the standpipe, beginning on the third floor and alternating every other floor, in hose cabinets, 150 feet of 1-3/4 inch double jacket hose with 1- 1/2 inch NST hose couplings. The hose lengths shall be connected and bundled together. The cabinet shall be labeled, "FIRE DEPARTMENT USE ONLY". (City Ordinance #2436) 29: 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) 30: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 47: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 31: 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. 32: 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. 33: 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. 34: 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) 35: 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) 36: 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. 37: 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) 53: The building shall comply with EMERGENCY RESPONDER RADIO COVERAGE per International Fire Code Section 510. 38: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 39: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 40: 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) 41: 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. 42: 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) 43: 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) 44: 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.) 45: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 48: 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) 49: 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) 55: 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) 54: Fire hydrants shall be oriented in the direction of fire apparatus access. 50: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 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. 46: 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) 28: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 51: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 52: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 56: ***BUILDING PERMIT CONDITIONS*** 57: 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. 58: 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. 59: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 60: 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. 61: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 62: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 63: 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. 64: 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. 65: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 66: 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. 67: 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. 68: 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. 69: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 70: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 71: 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. 72: 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. 73: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 74: 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. 75: All wood to remain in placed concrete shall be treated wood. 76: Masonry construction shall be special inspected. 77: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 78: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 79: 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. 80: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 81: 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). 82: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 83: 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. 84: 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. 85: 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. 86: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 87: 'PUBLIC WORKS PERMIT CONDITIONS' 88: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector) and (Moira Bradshaw, Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 89: 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. 90: 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. 96: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 91: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 92: 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. 93: 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. 94: 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. 95: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $107,181.20. 97: For fire line backflow assembly within Building `D", 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. 98: Public Works approval of this Building permit includes storm drainage, grading, and erosion control adjacent to the Building'D" 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. 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: ***PLANNING PERMIT CONDITIONS*** 106: 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. 107: 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. 108: Signs are not approved as part of this permit. A separate sign permit is required 109: A soils inspection is required after amending the soil, but before any plants are installed 110: 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 111: An inspection to approve the exterior finishes (materials and colors) is required before doing any exterior finish work, to ensure that the finishes approved as part of the design review process are being used. 112: Sheet L20 Add 1 Empire Ash 2" in diameter. 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 0450 F&S RESISTANT PEN 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 0502 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 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 4028 SI-REINF STEEL -WELD 4039 SI-SEISMIC RESTIST 4045 SI-SMOKE CONTROL 4035 SI-SOILS 4041 SI-SPRAY FIRE -RESIST 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4040 SI-TEST-QUAL SEISM 4004 SI-WELDING 4032 SI-WOOD CONST 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htti)://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: t/ Date Application Expires: Ito �s or o tee use only) 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.: TBD/BLA in progress Site Address: 14400 Tukwila International Blvd. Suite Number: Floor: Tenant Name: Affordable Senior Apartments / Commercial shell New Tenant: ❑ .....Yes ❑ ..No PROPERTY OWNER Name: Tukwila Village Development Assoc., LLC Address: 201- 27th Ave. 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: 98092 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: (425) 806-8566 Contr Reg No.: CCINTERCI977PZ Exp Date: 10/09/2015 Tukwila Business License No.: H:\Applications\Forms-Applications On Line\2011 ApplicationsTerttit Application Revised - 8-9-1 Ldocx Revised: August 2011 bh 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: 98092 Phone: (206) 766-8300 Fax: Email: grega@johnsonbraund.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 LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of 4 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 six -story mixed -use apartment building containing (68) dwelling units, & commercial shell tenant lease space. Includes 1 levels of parking in structured garage for (49) vehicles. NOTE: Fee calculated by City of Tukwila based on area & occupancy / not contractor bid price Will there be new rack storage? ❑..... Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below :1 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Floor 2nd Floor Yd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage 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: 45 Compact: 31 Handicap: 2 Will there be a change in use? ❑....... Yes Ft]....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® ....... Sprinklers m ....... Automatic Fire Alarm ❑ .......None ® .......Other (specify) smoke control Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑....... Yes Z .......No If "yes, attach list of materials and storage locations on a separate 8-112"x I 1 " 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\Fom Applications On Line\20I 1 ApplicationsTermit Application Revised - 6-9-I I.do" Revised: August 2011 Page 2 of 4 Ith PROPOSED BUILDING AREAS BY OCCUPANCY LEVEL OCCUPANCY GROUP AREA(SF) S•1 S-2 B M A-2 R-2 LEVEL 6 216 0.811 10.027 LEVEL 5 216 12.074 12.290 LEVEL 4 216 12.074 12,290 LEVEL 3 216 12.074 12,200 LEVEL 2 216 12,009 12.226 MEZZ. 65 5.271 463 5.799 LEVEL 1 63 10.528 10,591 LEVEL P1 1,724 17.311 1.114 20,149 Subtotal 2.032 17.311 16.913 68.505 TOTAL 95,661 PROPOSED FLOOR AREA a w Q 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. BLDG. AREAS EXTERIOR TOTAL GROSS ALLOWABLE TYPE I- COVERED AREAS FLOOR AREA FLOOR AREA LEVEL P1 20.149 SF 0 SF 20.149 SF UNLIMITED LEVEL 1 10.501 SF 808 SF 11.390 SF UNLIMITED MEZZ. 5.799 SF 0 SF 5.799 SF UNLIMITED TOTAL 36,539 SF 808 SF 37,347 SF UNLIMITED "" 3 HOUR HORIZONTAL SEPARATION UPPER BLDG. BLDG. AREAS EXTERIOR TOTAL GROSS ALLOWABLE TYP.EV-R COVERED AREAS FLOOR AREA FLOOR AREA LEVEL 2 12,225 SF 0 SF 12.225 SF 36,000 SF LEVEL 3 12,290 SF 0 SF 12.290 SF LEVEL 4 -- 12,290 SF ---- -- 0 SF 12.290 SF MAX. SINGLE FLOOR LEVEL 5 12,290 SF 0 SF 12.290 SF LEVEL 6 10.027 SF 0 SF 10.027 SF TOTAL 53,122 SF 0 SF 59,122 SF 108,000 SF GRAND 95,661 SF BOB SF 96,469 SF TOTAL PUBLIC WORKS PERMIT INFORMATION - 206-433-0179 Scope of Work (please provide detailed information): Tukwila Village Phase 1 Public Works Permit - submitted under separate cover - REFERENCE Project Number: PW 13-0163 Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑... Water District #125 ❑ .. Highline El.. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑...Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificate ❑... 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 Application (mark boxes which apn ❑ ...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 aoolv): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ... Use - No Disturbance ❑ .. Right -of --way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right -of --way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ..Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...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 ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Zip Water Meter Refund/Billine: Name: Day Telephone: Mailing Address: City State Zip H:Wpplications\Fornts-Applications On Lin62011 ApplicationsTemut Application Revised - 6-9-I I.do Revised: August 2011 Page 3 of 4 bh w.. e PERMIT APPLICATION NOTES —Y 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 Signature: Print Name:�� Cj Y MailingAddress:,�-fl1—..) 7fL-Aye— 1E, Pdc A, )Ni r� H:\Applications\Forms-Alyplications On Line\2011 ApplicationsTertnit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: d 9 A- o z Day Telephone: / � S c� � City State , Zip Page 4 of 4 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $69.87 D14-0326 Address: 14400 TUKWILA INTERNATIONAL BLVD 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 R000.345.830.00.00 1.00 TOTAL6. $67.83 .87 Date Paid: Wednesday, June 21, 2017 Paid By: CHRIS DEUSEN Pay Method: CREDIT CARD 164735 Printed: Wednesday, June 21, 2017 8:10 AM 1 of 1 RWSYS7EM5 Date Paid: Thursday, August 18, 2016 Paid By: ONYX HOUSING CORP Pay Method: CHECK 1416 Printed: Thursday, August 18, 2016 3:57 PM 1 of 1 CR SY57EM5 DESCRIPTIONS• PermitTRAK QUANTITY PAID $364,589.08 D14-0326 Address: 14400 TUKWILA INTERNATIONAL BLVD Apn: 0040000180 $364,589.08 DEVELOPMENT $28,233.47 PERMIT FEE R000.322.100.00.00 0.00 $28,098.97 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $134.50 IMPACT FEE $226,161.42 FIRE R304.345.852.00.00 0.00 $111,637.57 PARK R104.345.851.00.00 0.00 $114,523.85 PUBLIC WORKS $107,181.20 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $107,181.20 TECHNOLOGY FEE $3,012.99 TECHNOLOGY FEE TOTAL .. R000.322.900.04.00 0.00 $3,012.99 Date Paid: Thursday, August 18, 2016 Paid By: ONYX HOUSING CORP Pay Method: CHECK 1415 Printed: Thursday, August 18, 2016 3:56 PM 1 of 1 N?WSYS7EM5 DESCRIPTIONS• QUANTITY PermitTRAK PAID $52,344.56 D14-0326 Address: 14400-14599 TUKWILA INTL BLVD Apn: STRT-00825 $52,344.56 DEVELOPMENT $52,094.56 PLAN CHECK FEE R000.345.830.00.00 0.00 $39,168.84 STRUCTURAL CONSULTANT E000.08.559.600.41.00 0.00 $12,925.72 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 TOTALRECEIPT:$52,344.56 $250.00 Date Paid: Friday, October 10, 2014 Paid By: PACIFIC NORTHERN CONSTRUCTION Pay Method: CHECK 035034 Printed: Friday, October 10, 2014 3:02 PM 1 of 1 C SYSTEMS fD INSPECTION RECORD p1q-.032 I 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: 7VI(OlLft V!LLA&K Type of Inspection: Address: ► T T 10, Date Called: Special Instructions: �ry J3" D Date Wanted: / a. (8 p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: r0,077XG R19i S' Inspector: Date:'yv 2 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. g INSPECTION RECORD Retain a copy with permit 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: Type of Inspection: Ad re s: �^ C -<< ltz Date Called: Special �Instructions: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: ur+�s CG v44M ZW nSof• Ld7/�L � l� �'j 71�t e �>ry /� i v�✓ G�'J/ft L 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 l Retain a copy with p2ermit DR 3 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 t Type of Inspection: s Address: r L4. Special Instructions: Date Wanted: a.m. _/C�_ZO/ P• Requester; t Phone No: 2• •pproved per applicable codes. Corrections required prior to approval. (inspector: `�(v /(-71 IUate: / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 00�� Retain a copy with permit - 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: � V.- �/pe4Tlrtisp ction: ��7G Yp's U M 8044 Address: pygon lykIA& LA14C ate{�di� C Special Instructions: ` Date Wanted: a.m. y-/Z- 7- Requester: Phone No: Approved per applicable codes. I__J 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. 01 /ram INSPECTION RECORD ! "✓ Retain a copy with permit IDV+ D324 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 �kApproved per applicable codes. Corrections required prior to approval. HDVI-0194 lr4u,@�T Date: b- �rwg EJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catl to schedule reinspection. INSPECTION RECORD Retain a copy with permit VPE-RMIT T 32J INSPECTION N0. PENO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: 1 wi L& y t T e of Inspe 'on:,, bpFSol Address: ii *,Ztj+, Lv1 Special Instructions: Date Wanted: ,J a.rri '7 ilk 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. In INSPECTION RECORD _ Retain a copy with permit D�� O20 Y 7 K1000'� I101\1 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 L/f- Type of Inspection: Address: DD Date Called: Special Instructions:GN ^ Date Wanted: ! a.m. "Requester: Phone No: ❑ Approved per applicable codes. 1_1 Corrections required prior to approval. COMMENTS: 0k- L 5'01A-:7%A1 Ass a Z-CVrz. Inspector: Date: —/9 ' 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 rug -a3 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: LAv Type of inspection: S a r T-,'6Vt �l Address: tiAfoa ` Lv . Date Wanted: a.m. lG ' Zo lam' P.M. Special Instructions: Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. n s pecto r: REINSPECTION FEE REQUIRtQ. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permiJDILA-6'5R7� INSPECTTON 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: ( , r`I Q����(r V f Type of Ins f7 Address: V S0 S, 141 , Date Called: 3-1Z- Z��S Special Instructions: Date Wanted: —3—�� P.M. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. 7 K Ilnspector: /-�t 00 / 1^ U - _ Iuate:,3 `/3 T 20K1 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 _�38 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: lAk\AIILA1% n Type of Inspection: V^ u- Address: 77Y 9050 S, Hy- s Date Called: 3-IZ- zor� , Special Instructions: Date Wanted: 3-13-20/p.m. Requester: I Phone No: go L 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. Catt to schedule reinspection. 1a 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: M Type of Inspection: rt Address: V Date Called: 1 q E Special Instructions: -1�-,LVdL7 Date Wanted: a.m. -3-61- l l p.m. Requester: Phone No: Approved per applicable codes. t_J Corrections required prior to approval. Z-Oa f f ill'C em %R c0�orc- / ® r Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I INSPECTION RECORD .7 t7e lot Retain a copy with permit �� -Q`'' 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: Type of Inspection: Address: Date Called: Special Instructions: p Date Wanted: a.m. Requester: Phone No: 11 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: iVA Inspector: Date: A�i,� El REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 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: 7VKWI L-A- Vft-L� Type of Inspection: Address: Date Called: Special Instructions:' / Date Wanted: a.m. 2 ' p.m. Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: VX LL ` <n %G1 X/G:- a 7-n Inspector: ) �— Date: 2_29-/e 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 D14 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: r' A�,� 7VkJt,►144 {" A. L L Y G7- Type of Inspection: Address: _ Date Called: Special Instructions: 13LD& rOUA 01+T)orrl WALL Date Wanted: a.m. a -Zip ,1 IF�) p.m. Requester: Phone No: �i Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: t4 OK 17M4 eA7L.1 ' M1V 6- C.,0WL 44eZ2-! � 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 p q� 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: Tvkt� '11L'o V;La w Type of Inspection: k-41Nz; Address: Date Called: Special Instructions: Date Wanted: _ j a.m. P.M. Requester: Phone No: ElApproved per applicable codes. E 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 Dl�f _Q 32C� 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: 7U 40LA VILLAGE Type of Inspection: Address: Date Called: Special Instructions: &DC- D iv&i- AW LH*tahr` Date Wanted: a.m M. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. Iinspector: � (Date: 2 :71.6 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 .Dlq 3, - 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: D WALL INSvJ-/M0A/ Date Wanted: a Requester Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 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 Retain a copy with permit I P)l 3�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: WKWIL- ViLL�%;C Type of Inspection: < P J 1wo"mol I Address: Date Called: Special Instructions: �j Date Wanted: a.m. p.m. Requester: Phone No: .Approved per applicable codes.El Corrections required prior to approval. COMMENTS: vZi/V� Z yv L'j© t dcC R f iD✓�- 3 -- N,"vLo1-rid IInspector: �-5— IDate: / /e `Fy 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 I<V-11 L)} I✓14L4" Type of Inspection: Address: Date Called: Special Instructions: BLV& D f►11N� Date Wanted: a.m: Requester: Phone No: Wpproved per applicable codes. E Corrections required prior to approval. COMMENTS: k %71'� lly,rt,oe of ZA-yA'X.; (inspector: Iuate: t _S-If) 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 D' 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: tV14# 1LI_,ft5o Type of Inspection: Address: /yVX T/,,Z? Date Called: Special Instructions: �L Date Wanted: a Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: r Inspector: �f � Qate: 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 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: TV)<WtLA 1IL-I—A-&C Type of Inspection: C}d/ "10 Address: i# d0 TVKwl LA Ari 1.716. Date Called: Special Instructions: Date Wanted: ;. 4�6yP aMn a p.m m Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: Date: El REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ,32 Retain a copy with permit p��-� 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: Type of Inspection: Address:,i Date Called: Special Instructions: h Date Wanted: a.m Requester: Phone No: X'Approved per applicable codes. L3 Corrections required prior to approval. COMMENTS: ;P/A o k — /Z,C diaN@ 1FV1 t— i/X Ea OJT BAD 4A ,�i" !�✓ L L_ Inspector: e% 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 D)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: Type of Inspection: OM4�4' Address: Date Called: Special Instructions: 31- Date Wanted: a.m: 1Z�1��17 p.m. Requester: Phone No: ®-Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 2 Mt FIX At��-- /Alf 5";7Z) Inspector: Date: r° x -/ i7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �q Retain a copy with permit 014' � 3 7�0 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: ?UK A11LA VILr. &SW Type of Inspection: FRhl"I Address: /Z/-,/M -f /, BI Date Called: Special Instructions: Date Wanted: i 2157'I7 .m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ` OK- F-IAr'41lY& 7el C0V'4-'R-6-XVXA14--y'DA (Inspector: (Date: Z j ,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�iq����'� 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: -7-0t�w j L-A- 1% LL.-�- Type of Inspection: Address: fH , T). Bi Date Called: Special Instructions: �avNA4r-76N y�JRtiL Date Wanted: a.m. 2 —Y-17 p.m. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: r Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Y' Inspector: r Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Y' INSPECTION RECORD n?71 Retain a copy with permit INS Tm 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� (` : lil.�� V I Vdi-LJ�C's,� Type of Inspection: Address: Date Called: Special Instructions: 73Lp& b Date Wanted: �} ^7 m: P-2 6 `� / p.m. Requester: Phone No: EJApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: C� vw✓► A-v 0 PV '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 -� I%PECtt6N 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: -M)WI L-n-- VD LL Yi4r Type of Inspection: Alb'I + As AW 7%/, ,3- Date Called: Special Instructions: Date Wanted: y a.m. p.m. Requester: Phone No: 11 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: of< ?� &�,Ve A //X5-111C 6- '-f//K .-2z/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 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: DW I LL-A- VI LL. Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a. 11--71-7 p.m. Requester: Phone No: Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: Inspector: +� �,. Date: j 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: rV P,W 0 L!'A- Vt LLl4C-)--a Type of Inspection: Mf L- i A1-V LAhTTOAV Address: -- B 14V.® !I 1, , Date Called: Special Instructions: Date Wanted: Requester: Phone No: kApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: P /I- 3V441, �o NCR Awx ;T7 d%S�J/�dn'1 IInspector: (Date: Lt>31-11 y ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Dly-�,. Retain a copy with permit INSP 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: 1 0L Type of Inspection: p'14k L,- Address: Date Called: Special Instructions: Date Wanted: a.m. IC) —;2& - J 7 p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: /1 L,CVK L �L l4'i ''f2 i L /� S Inspector: Date: F1 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 D 0-3:24 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: T0K1 W\- ►ld LI-.i'�GC Type of Inspection: WftL" lNS UL-A—l7 i Address: Date Called: Special Instructions: ���7 Date Wanted: a.m p.m. Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: � S Iuate: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ,b/�-0.32� 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: TOKUJILA 1 L-LAG Type of inspection: p bU r3l 1- Address: /IHM T1,13 Date Called: Special Instructions: Date Wanted: p.m. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: i1Ystlr��a�� �-R�,pU1y� � Inspector: W-- 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 I Diq-z�3`MCP I N S PltflM 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: -rW l4)1 uA Type of Inspection: Address: 14`ioo "i /. 23, Date Called: Special Instructions: 01 LD) kA6- Date Wanted: a.m. /0 —/4(e'/ % p.m. Requester: Phone No: Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: 9 Ilnspector: � S 1uate: /0 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 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: -vim , � 1 � Type of In ection: 80'Arb Addrfess: W L ✓� Date Ca ed: Special Instructions: 1s�iD Date Wanted, D 13i�2 .m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. 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 �I 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) 431-2451 Project: 7bkW)LA ViU46-9 Type of Inspection: �tJ19�-L sU Address: 4(�o -71-B, Date Called: Special Instructions: 44 �) Date Wanted: / 1 a.m. 6 —/ j ! — Requester: Phone No: Approved per applicable codes. t—J 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 N0. Dc4 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{yJ I t<rq- \g Type of Inspection: !U Address: Date Called: Special Instructions: 3301LDiNG— ,J� Date Wanted: a.m. (b—( a-i7 p.m. /ALL INS LA-77A,4✓ Requester: r Phone No: Approved per applicable codes. MCorrections required prior to approval. 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�� 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 Pro' Type of Inspection: Address: Date Called: Special Instructions: Date Wante (La. p.m. Request Phone No: Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: A IInspector: // N- IDate: /e,/511 /� 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 Dlq 3 61 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: yy A` Type of Inspection: a �k ,. Address: AVZZ2 151k7-'I- 1-1-60 Date Called: Special Instructions: Date Wantedl a. p.m. Requester. Phone No: Approved per applicable codes. LJ Corrections required prior to approval. X (Inspector: A ryAn.,, IDate: /O/SA-7 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD f7ZRetain a copy with permit p ' �3�fP INSPE 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: 7V IKi4ll LA- Vl C_L. A" Type of Inspection: J 6- Address: �— / i /, Bi Date Called: Special Instructions: ` ✓ ^ Date Wanted: a. 17 Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. LJ 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 Inspec ion: Address: Date Called: Special Instructions: (1 Date Wante a.m. 2/ >% Requester Phone No: ❑ Approved per applicable codes. L1 Corrections required prior to approval. lJ paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 6INSPECTION RECORD % 1, Retain a copy with permit IN 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: DLL d UAfit' Typegjlospection: 6FN34I Ak' Address: NAK0 aTi Date Called: Special Instructions: cDate Want d a.m. M. Requester Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 4A inspector: Dater � l� ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ! -cn ��] Retain a copy with permit ) 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 Pro' : 11LI MA 6 Type of Inspf ction: / /aC.+'�- / 5ta 37G Address: /L%1�v' f ' (7 Date Called: Special Instructions: Lam! Date Wante a.m. 17 Requester: Phone No: ElApproved 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 Jbiq U3 INSPECTION NO. PERMIT NO. CITY OE TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: c2,�� Te of inspection: yp& e sum-ncl Address: Date Called: Special Instructions: m Date WantO/Z p.m. Requester: Phone No: ® Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: , M011 H REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD Retain a copy with permit �I � s ©� �' 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: V Type of Inspection: f�LL 1AA'A7-1, Address: y/ Date Called: Special Instructions: �- Date Wannttte . / % Request Phone No: Approved per applicable codes. R] Corrections required prior to approval. u paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD (71) 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: Typ�spection: Ad``ddrress: ,�+ �� Date Called: Special Instructions: Date Want- a.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. LJ paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ()INSPECTION RECORD ` 0.3zr Retain a copy with permit �j� 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: G MA IYI LLA&6' Type of spection: i G✓l/n� Address: tOw Ns. Date Called: Special Instructions: &D& Date Wanted: a.m. / /S.- / % m. Requester Phone No: 1-1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: � % 5 G REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �'_ 6 V.1 Retain a copy with permit63� �' INY4LECTION 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: /- /-4/00 77k Date Called: Special Instructions: D Date Wanted: a.m R -12-17 p.m. Requester`. Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. paid at 6300 Southcenter Blvd., Suite.100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I E N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367P Permit Inspection Request Line (206) 438-935(y) JA/-J / Pro�je t: / 1Jk1 k O� — T e of Ins ection: fJl"' t� '/L%lt✓trI �� V Address: AX160 4 JAlT'L ( �� Date Calred: Special Instructions: U,� � Date Wanted: a.m. a m. Requester* Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 17 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ro 'INSPECTION RECORD Retain a copy with permit INS PreTIUN 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: U lA 04A6tr1 Typespection: Address: Z% i � %✓iD Date Called: Special Instructions: Date Want m Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. lJ paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD I L 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: ,f f LA Bra Typ of Inspe tion: - X %y Address: _ e ,A) Y % irk Date Calle Special Instructions: Date Wanted: 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. 9 INSPECTION RECORD Retain a copy with permit l)m4 - U' f 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��ia�� 1 Project: -- U ie 1 LA V 1136,6E Type of Inspection:. Address: A14 % Ni'C. �►, D Date Called: Special Instructions: L- Date Wanted: a.m. a > / _ Requester: Phone No: 1-1 Approved per applicable codes. 1 Corrections required prior to approval. U ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. INSPECTION RECORD2,6 ��3 Retain a copy with permit INSPE 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: AWI OUA — Type o spection: :JRAtM 1 A &- Address: Y`9Uo f Date Called: Special Instructions: Date Want { a.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: • � �2 l Inspector: Date: 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 IN14 -OS 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 i Project: I tldtA D Type of Inspection: AfA Lt S A/ Address: veo ` &A� Date Called: Special Instructions: M. Date Wan&U' 7 p.m. Requester: Phone No: ® Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 7— Inspector: Date: &Pt-6i! I F] REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit XUJU,KION 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: 'IL�ZWILA V1 LUAL10- Type of Insp ction: 6-JES121--i -t-LAV Address: l F! Date Called: Special Instructions: Date Want d• Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: rA 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 a 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) 438-9350 1 Project: ykloijA UaACC Type of Inspection: LJAIL S iiJU 1-ic 2 Address: J1141,90 )r- L 8JI/h Date Called: Special Instructions: Date Wan Requester Phone No: ❑ Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: ILA LA AL y AT—J�V9P� ~ �•. +' W160— (Inspector: /—R� (Dateg/,,- REINSPECTION FEE REQUIRED. Prior to next insdection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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: Vd� Type o� pection: t Address: y�iUC�X 1AJT L 12 Date Called: Special Instructions: n \ Date Wanted a.m. Requester Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 2— S r' cte5yl CAI= I&wt& 1Inspector: / TT� (Date: ` ?—"A - 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�jec't: 1` Type of Inspection: p Address: /.,jEL irub Date Called: Special Instructions: d: a. Date W�7zih C. .m. lRequestet: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1114 i I - 15 4 " dCff , 4 Inspector: Date: � ?i d -7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 66)� INSPECTION RECORD Retain a copy with permit ��� - ® 3 Zf IN 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: -rid4j;Z-A Type of Inspection: l ' r�-1 /A!& Address: e ,�it,l1 ! ' Date Called: Special Instructions: Date Want p.m. Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: OA Inspector: Date: A l 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 �"'2 INS P 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 1 Projec : 14 VLL Type of Inspection: Address: TL Date Called: Special Instructions: Date Wane a.m Z___ _ p.m. IRFquester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 114 i / • F d ✓ice V 2AB , ftgz .+ 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 ��,� 5 Retain a copy with permit INSPR71ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: 1 AT Date Called: [Special Instructions: P Date Want d: Requesier: �.. Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: C..C.e!/✓�i4- /`��'t%�/� rr-��'/�dd�%� .�/��,e�TYG.� 67 4 near Inspector: pate: U Kt:INSrtcl Iuty rtt IttUUIKtu. vrior to next Inspection. Tee must ee paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ���� Retain a copy with permit INSP'rt7nON 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: Ipgr,� 6 /(A 6 Type of In ction:q<�{ Address: T Z I, i/b Date Called: Special instructions: Date Wa a a.m. lRequesyr: Phone No: ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: DUB 1,OE 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 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' ct: �icb6td i1�t��`1.� T e of Insp ction: Address: .y . Date Call d: Special Instructions: Date Wante a.m. Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: f 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 Retain a copy with permit 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: , =1,nspectiory: Address: y jj -t N� �1 •. Date Called: Special Instructions: Wante /C> j�•7 p.m. rR�q euest r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ev Inspector: A b Dater �- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be. paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD 0 Z767 Retain a copy with permit ��� ✓ INS 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: JZ1Address: Ty a of Inspection: d �d e _ Uk Aif Date Called: Special Instructions: Date Wa r a.m lRequesteX 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 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: 'Type of inspection: Address: Date Called: Special Instructions: : a.m. p.m. rRequeEst Phone No: 11 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ab- 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 [bA - 0326 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 Proje ,t: U,e'WIZA OUA&E Type of Inspection: IJALL Address: Date Called: Special Instructions: 7 Date Wanted: M. 1 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: r� a l 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 t Retain a copy with permit F INS 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: 7VW L-A VILI-.)4t6f Type of Inspection: �L)ALi Address: Date Called: Special Instructions: B06- L) Date Wanted: a. -7-31 / 7 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 _ 0 Retain a copy with permit IP/y ���'' 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: ?UK&,'I LJI Vi LL-A66-: Type of Inspection: fir' sj i�iP Address: �— Date Called: Special Instructions: Date Wanted: a. Requester: Phone No: Approved per applicable codes. 1:1 Corrections required prior to approval. COW!S: 7 8' N-SV�'C740 RT-V 7"EL ✓14AR 8/W/''!e rc*- ''t 6-�laL%N� S 3 C/NG RXA s517 i gwif-L Inspector: Date: 7-27-17 F] REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Ile 7il-I- 0!�26 INSPECTION NO. Retain acopy withp@I C)71f 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: V Address: L� Date Called: Special Instructions: Date Wanted: a. �p i , Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. I' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD INSPECTION N0. Retain a copy with permit PERMITT NO. �� -G 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: -rvk"Lf'} \6L1 1&)F- Type of Inspection: &"Nc Ra7m Ste$ Address: // T 0 77 `- Date Called: Special Instructions: Date Wanted: a.m p.m. Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. 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 Aj _�� Retain a copy with permrt 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: 7 KK)ILA VtLL- Type of Inspection: lit/ALZ �AWNC -%ftAk Address: y A16 Date Called: Special Instructions: Date Wanted: a.m -1-* -I Z p.m. Requester: Phone No: Approved per applicable codes.El Corrections required prior to approval. MMENTS: Ll / / / /J . Iinspector: / IINA-" Iuate: i /C t 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 INS 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: Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a. p.m. Requester: Phone No: ed per applicable codes. L! Corrections required prior to approval. r COMMENTS: 'FAY/ext�tF' /2/�Plst2 f raQ,u� Al, /46;'149Z ebIVIZ< el- Z_XkI �- IB� I Inspector: Date _2'�r/7 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. z! INSPECTION RECORD -,? 7 Retain a copy with permit b I — ? 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 i0i OLLAa-E Type of Inspection: Si+ <Arp Address: /VYOO fi/ Date Called: Special Instructions: ,1 ,80/LD/A/6- D Date Wanted: a.m. 62 `atp a / % p.m. Requester: Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: L! N C AC ) &R ZIdg- �21 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD _ ®�f y Retain a copy with permit Ibiq IN 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: qq II pp''`` /�yr {J h 1 fW �G� ` Ty a of Inspection: P. Address: /y4;60' -/, 7'L.�'� Date Called: Special Instructions: Date Wanted: a.m. /C i'7 p. . Requester Phone No: Approved 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 reinspecti_on. C INSPECTION RECORD [- lr4z) Retain a copy with permit'7C 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: �-) U d Type of Inspection: Address: f , Date Called: Special Instructions: Date Want Requester• Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. u paid at 6300 Southcenter Blvd.. Suite 100. Gall to schedule reinspection. INSPECTION RECORD �j Retain a copy with permit IN E 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: Ty a of Inspection: -(XIOW' '- S L. Address: �C� L LAN Date Called: Special Instructions: Date Wanted: a.m. y /y 7 m Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 1-7 Inspector: Date: 1hv' 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 © 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: i PA qddress::: Ty a of Inspection: OAJ ^Cj ( IW n/"•r� I Date Called: Special Instructions: Date Wanteda IvIrs- Requester: Phone No: ❑ Approved per applicable codes. R3 Corrections required prior to approval. u paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D)4' MIT t N'� 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: kWJL V1 t_ ft&.A- �- f Type of Inspection: evj-JC R(Z-F1r- Address: 46D T 1.3 Date Called: Special Instructions: Date Wanted: a.m 3-30-1 p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. 6?19XVe Xi I — Inspector: � Date: -30 --/ 7 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 M"EnION 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: TUKu)l t_At VI t_l-A- Type of Inspection: 4)D A- O"V 1AAW— Address: 14400 11 I - 21 Date Called: Special Instructions: Date Wanted: a.m Requester: Phone No: 0�fApprovecl'per applicable codes. E Corrections required prior to approval. COMMENTS: 01K Inspector: Date: a�/12 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1-m-E).2 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:Wd+-O 1-LA- --C Type of Inspection: T%!1/li % Z-�- Address: % X T A Date Called: Special Instruction ��- Date Wanted: a. '3 —/7 p.m. Requester: Phone No: 11 Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: Inspector: Y::"� Date: 21`1 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD _ J Retain a copy with permit INSPTTTION 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: &mA V) G T.zff Inspection: ,J �i , ,- Address: % ® L Date Called: Special Instructions: Date Want ,9 �7 .m.- l/ 17 Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD INSPECTION No. Retain a copy with permit ERNO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438- ,,xf UA LL Project: VLA IUA&F T of Inspection: Address: ub Date Called: Special Instructions: Date Wanted: m. Requester: Phone No: EJApproved per applicable codes. LJ Corrections required prior to approval. Inspector: /—"A Iuate: 3;h YI 7 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:))14 - 0176 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) 438-935 Project: --I-ilklWILA O UACry"'- Type of Inspection: Address: j Date Called: Special Instructions: ' 3�7�' Date Wanted .m. p.m. Requeste . Phone No: ❑ Approved per applicable codes. F-1 Corrections required prior to approval. COMMENTS: 6U& Awn -17 JDater `" Z __Jhen.C' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Gall to schedule reinspection. INSPECTION RECORD0 12-67 ° Retain a copy with permit )q� I NSAWT 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: i Type of Inspection: S�Z Q Address: IlAkin -7-L&I Date Called: Special Instructions: ` Date Wante ' I a.m u Requester. Phone No: Approved per applicable codes. l—J Corrections required prior to approval. COMMENTS: CZ-A7 N l ' s 7.J J / - e. 19-- ir 9 IInspector: -bAu. IDate: ,:191 7 I 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 - C� INSP 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 Pro' t: iA 6 T e of Insp tion: Date Called: Address: IW" x % r Special Instructions: Date Wanted: a. p.m. Requester: Phone No: 11 Approved per applicable codes. E Corrections required prior to approval. Inspector: Dater Ln 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 Ll Qe INSPECTION N0. PEE RMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 5J-A2 Pro'e t: IL&L04-4 OLIA6C Type o Inspection: Ad�dress: / Date Called: Special Instructions: G Date Wante 3 L 7 p.m. I-R—eq—u—e—st-e-rT- Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 44 Aft e Inspector: Date: l7 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 OE TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: *a L p VILL . Type of Inspection. Address: 1440C� 'TViCWiLAr /AlT 060 Date Called: Special Instructions: Date Wanted: m. Requester: Phone No: MAppmved per applicable codes. LJ Corrections required prior to approval. COMMENTS: -------------- inspector: .5— Date:. -A`,%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 _ �I ���' INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type spection: Address: I 00 Date Called: Special Instructions: 6-.` Date Wante 2 !t � � p.m. Requeste : Phone No: ❑ Approved per applicable codes. EI Corrections required prior to approval. COMMENTS: i Inspector: Date: ;L && 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C INSPECTION RECORD Retain a copy with permit ®.72 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: 7Vk'W 11.1t VIL Type of inspection: . /, �� �'P fav�1 Addres : Date Called: Special Instructions: bRequester: Date Wanted: a.m. . —Ot—/7 p.m. Phone No: ,'Approved per applicable codes. E Corrections required prior to approval. COMMENTS: PICA g-;24? pector: a -0'_/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 06D I Retain a copy with permit����� 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: J-pJ<0J1LA- VILLW Rue- 1> Type of Inspection: �0778 - Address: Date Called: Special Instructions: Date Wanted: a.m. —Z-1% m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ,fzLk�/ Tfll iT L-XII45L. 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 �l� ��� 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.A Inspection: Address: Date Called: Special Instructions: ate Wante ! p.m. rR equest Or: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: 1"7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD.7(e to Retain a copy with permit I PECTION 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: TVkbUILA V)uli&C Type of Inspection: ,46077NG Address: / yO0 T /, I3, Date Called: Special Instructions: Date Wanted: m. d (0')7 Requester: Phone No: Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: ib ItAAUS OR Ilnspector: /�f- IDat / A/,'J I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD bly-6372 � Retain a copy with permit 11757rCTION 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 Lp Ul&( Project: Type of Inspection: T Address: Date Called: Special Instructions: PT -�� iff6e3 Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ( � 1 w ( Inspector: Date: I - i `7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection 101 I INSPECTION RECORD Retain a copy with permit �I y ©52 TION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: Date Date Called: Special Instructions: Date Wanted: am. Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date:_—� / r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit p I ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVI«( OINI 6300 Southcenter Blvd., #100; Tukwila. WA 98188 ��t`0 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: (I� _ �/ Type of Insp ctpn: Address: DateCalled: Sp u I Instructions: o V a l d �o �r i� G � 5- to Date Wanted: p.m. Requester. Phone No: APA p` 9 il' le codes. Corrections required prior to approval. IInspector: r / IDate: 1 —2--3 _ ( 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 1017TCTION 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: i Typ IFInspection: AJb 1x�J L Address: Tf rJ % 1 Date Called: Special Instructions: �� � Date Want - � � p. 1 1 m. Request : Phone No: Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: ZA 3 !r.�" wig S REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. i INSPECTION RECORD Retain a copy with permit'MVs) ECTION 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: sI adt Address: Z UA1101 ) . Date Called: Special Instructions: ` L� a.m. Date WanZt/, / /7 P . Reques Phone No: Approved per applicable codes. E Corrections required prior to approval. I paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I -blq _ 03 Z(- IN.AKTION 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 nspection: Address: U -rL & ��. Date Called: Special Instructions: Date Wand: f a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 01 (?�2 ' 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) 438-9350i�,,�,Z, 1941,/ Project: Type of Inspection: Address: Date Called: >'z P�0- Special Instructions: Date Wanted i p.m. Requester'. elgr rS Phone No: Z Z, _ L? a Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: IA 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 L e2l Retain a copy with permit �j t o' N 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 ProieLt: T �Inspectio�� ��LL Address: nn'' to 17 Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: I Inspector: Date: 1 /P1 //4�/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must•be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. UINS 1NSPE1 Retain a ON NO. MON RECORD 27Xe' copy with permit bly �' PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec : Typ spection: II � Address: W R)T' . Date Called: Special Instructions: �, C Date Wanted: Aa.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD � r Retain a copy with permit,U ����� INNELPON 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: '' pp i V/ U a^ Type�pection: AJ&- Address: iy I'OTL i11/1� Date Called: Special Instructions: 5LAb y lRequestdr: Date Want d: a.m. %Z / lCf p.m Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 1 wfcL�2rS Inspector: Date: %l l� zs ,v► 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 %jeON 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' Ty�.ef'tftspectio Address: ate Called: Special Instructions: Date aryted: C0 a.m .m. lRequefter/ Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: l 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 . ` I % Retain a copy with permit4 Q a INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 9100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: dot c, i ZA i Cam► � Type o pection: G�'77 /fir Address: 4 W Jl/i�C -ab Date Called: Special Instructions: Date Want d: a.m. 11 117 &6� p.m. Reques .r. Phone No: Approved per applicable codes. LJ Corrections required prior to approval. 'Inspector: ^ Date: I J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. e / INSPECTION RECORD �(Q 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 151.A O e)* Type of spection: ,cif` Address: ILAW i ^!1f 44- 4- D Date Called: Special Instructions: iRequester-f. Date Wanted / a.m. Phone No: Approved per applicable codes. t� Corrections required prior to approval. (Inspector: luate:/)/ 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 INSPTCTION 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' ct: Typ Inspection: WALL Address: yZ/c-O Date Called: Special Instructions: G� Date Wand: p.m. Requester: Phone No: ❑ Approved per applicable codes. 11 Corrections required prior to approval. '-' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. V INSPECTION RECORD Retain a copy with permit C) 3 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 Pro'ect: fO�1,c P ILA V1 F Ty Inspecti n: 7 J Address: 11W v Wd ' Q Date Called: Special Instructions: Date an e� �� p. Request : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: �}1v1 Date: � J� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �.� INSPECTION RECORD � )17�] \�' a Retain a copy with permit IbIINS 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: y $.F Ty Inspection: Address: Date Called: Special Instructions: Date Wante a.m. Requeste : Phone No: Approved per applicable codes. L� Corrections required prior to approval. 3 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD 6 Z Retain a copy with permit �� ' INSPECTION NO. PERMIT NO. CITY OF TU.KWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: -r11kbJi1A Address: IZAWI:�&J14 Type-01 Inspection: tzy)Ub'4T7/-6-A['ALL Date Called: Special Instructions: Date Want d: a.m. .o ��S- 21-16 Request r: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. 9 INSPECTION RECORD fi Retain a copy with permit C7 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 - %I 1f //{ W IV� V 9 Type of 1 ion: Addfess: (� ��ty ILA i' �a Date Called: Special Instructions: 1� l� Date Wante y J a.m. !% <i l Zv p.m iRequest4)r Phone No: Approved per applicable codes. 11 Corrections required prior to approval. 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 I-oo r ©�' INSPIECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: f TypegjJnspection: 6' Address: Z/d© u,c�l JAJT 'L Date Called: Special Instructions: yl: a. Date Oe/ZA.m. Request : Phone No: Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: 1 ee ,vu;u '� EiS Inspector: Date:�z / J� . J` REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _Q 3?6 l(9 Retain a copy with permit $,� IN 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: ruwaLA OUA697 Ty� Inspection: ft&A1bA770AfLL Address: %U u,� m 'L PYA Date Called: Special Instructions: CJ _ r17t1t� J _ "'J (� � r�� � � Date Wante /�j a.m. p.m. ! l(I /. Requester Phone No: V. 41> F—lAppr*vecr per applicable codes. LJ Corrections required prior to approval. IInspector: /�A--4 IDate: /0 Ab/IC REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD L _ 2 No. Retain a copy with permit �, PERMIT No. (P INSPECTION CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: vlCcv"t.�} d lti Type gWmpection: x u, Address: O A)TG �1—ab Date Called: Special Instructions: j� �jLbG PZZ , P 23 j G Date Wanted a. /p p.m. Requester. Phone No: Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: t Inspector: Date: /© �L16 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 4PTINSPECTION RECORD Reta►n a copy with permitIN0N N0. 1 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 ► L to 6Z- Typ�spection: sr7AI& Address: /41 Date Called: Special Instructions: (' Date Want: �a.m. 6 Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: �FFW c I CBw,� -61,14 Z2.7 1 Cq Ilnspector.• /--',kA-.A Iuate:16'/S //C-'P I REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Dl ') _ 0 Retain a copy with permit _ INSP 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: llilj 1A Ou'd-e e" Ty,e nspection: Address: .�' U tL�4 Jtiv� 'G &Vv Date Called: Special Instructions: W C� Date WantedA a. p.m. �pA Requester: LJX'VC ! A U. _ S . 7 Phone No: 11 Approved per applicable codes. 11 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 INSPE 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: iL6+ 1O)C L� Type o spection: Cr A%'- Address: ly�,0 Date Called: Special Instructions: G ' L h ' Z /' Date Wanted, a.m. U 3 &f� .m. Requester. Phone No: Approved per applicable codes. Ll Corrections required prior to approval. IInspector: A A,44 IDate: /0 /?//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 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: 4,01LA II Lt,+(le Type of ection: -f7IJ6- Address: 47,� Date Called: Special Instructions: Date Wan e / Requester. Phone No: Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: a Inspector '®M 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-b/Q ��3LG INSPTCTION 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: 401 it tA6e nspection: TM�bAnrkd AU - Address: Date Called: Special Instructions: / �W66 � , 4',"Je tT ��6✓L� . Date Wane y p.m. lRequestef: Phone No: Approved per applicable codes. -Corrections required prior to approval. I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 Pro' 7eLlwiLA r A6-tG '' Type Inspection: 007 -I A f 3- Address: 14M00 ewaA .Uf 'L Rlb Date Called: Special Instructions: y7. • l� Date WanAd j, a.m. .m. Requester Phone No: Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: Lt nJ C - iN� LAt ii/'ULlr REINSPECTION FEE REQUIRED. Prior to next inspection. `fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �lY-d3 Retain a copy with permit I 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: k vd( � Type o Inspe tion: oa a Address: .D Date Called: Special Instructions: -©may r � `" Date Wanted. a.m. D Requester: .Peak,,, G � � Phone No: t Approved per applic ble cod s. Correct ons required prior to approval. nspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. K INSPECTION RECORD �f Retain a copy with permit NSPECTION 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: T e of Inspection: Address: Al ` A � k- Date Called: Special Instructions: G- I Date Want / ap m 2 m. Requester: M�/l Me - Phone No: 06 C? 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 NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:_ Type of Inspectior>,: Address: ,- _ Contact Person: Suite#: Special Instructions: Phone No.: - .0"`Approved per applicable codes. Corrections required prior to approval. COMMENTS: r�Citi� L:� /rR-L, — /V6 1) f)L S+C�� `.����,� cat '/ Cv t�� 76 v _ f— Lfd►2 S, -- C E Z u Needs Shift Inspection: Sprinklers: `fit -� Fire Alarm: Y- '5 Hood & Duct: Monitor: jl &-�rn t-7— Pre -Fire: /U 6-F-PS Permits: Occupancy Type: S Inspector:o� �— Date: zit Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. ksming Aaaress , Attn: Company Name: Address: City: State: Zip: in Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 7 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 7 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Pro•e vdb Type of Inspection: -5M,41Z�& C., Address: � � Suite #: -'r Contact Person: Special Instructions: Phone No.: ❑ Approved per applicable codes. -� Corrections required prior to approval. COMMENTS: 77 Pd l rat Id- k''"/�:� _ / Co kit K4 S Needs Shift Inspection: Sprinklers: Fire Alarm: ZCC7 Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 5 t4-- I Date: Arr"I pK I Hrs.: j $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. itsming 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 /%/�"' 057� �`p Retain a copy with per "162W5F INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: J A � � Type of -Inspect on =� Address: (Ok Suite #:I/6 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: 4--(N 4-0467- % r—Lo62- K E Z . NDT /IV S t . -- 1J1J 0 t�Z- ; T . pt- 77ZI R 7:::�7` 7,2:7s-r a J .S N �C72S � r.l 4c(^ 0ET Q) rz q S>0 P �` S � ,� E- U-P� r-t-,q&1� 7-Z) .-%L r CHIP Cons er7-&r& Q vvzt� 7-7b>Yyr Aa0v1--J,0 S,or��,�. G,, ri ice., F� l"4 bv7,j4PJ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: jam} t g Hrs.: 2 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. willing AQQreSS Attn: Company Name: Address: City: State: Zip: rT- 6�. Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 1 �! l INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER \. 1 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Proje�i j� I � � Type of Inspection: Address: �,.- Suite #: (44� 0 0 Contact Person: Special Instructions: Phone No.: Corrections required prior to approval. t�Kproved per applicable codes. COMMENTS: / ^j (:�C t�z -6►z-5 4-,J 0 t ��J aAJ F' 6-6) 2 S 27 Needs Shift Ins ection: Sprinklers: V tr Fire Alarm: Y C > Hood & Duct: O Monitor: SI r Pre -Fire: Permits: Occupancy Type: S Inspector: Date: �,T It Ll 117b I Hrs.: $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 Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:_-,,/ W I Ult�� l �C Type of Inspection: �--� >i7m'q Address: ' /111ft Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. ❑ Corrections required -prior to approval. COMMENTS: l-21wDQs7- `FVo ax r7 4eS xd % mul-11 t Needs Shift Inspection: Sprinklers: Ma - Fire Alarm: 4S Hood & Duct: Monitor: ' Pre -Fire: Permits: Occupancy Type: Inspector: 7 `C ? Date:% Z�� Hrs.: f, 5 $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 Retain a copy with permit INSPECTION NUMBER —,">- 9Sf r i1� 5_ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project.-. 1/ Type of Inspection - Address: .4 eo Suite #: t Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: j D (_OY4 /t' h1Z- T" //vS7)fi-af-b ,2 w\. 511 W Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:,-- I Date: I 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: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 L� INSPECT 0 NUMBER INSPECTION RECORD Q3 Retain a copy with permit r PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT f 206-575-4407 Project: Type of Inspection:, Address: � +406 �,� � Contact Person: Suite #: Special Instructions: Phone No.: Approved ed per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:, t::�* Date: Hrs.: r ❑ $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 C)t q �5 � Retain a copy with permit 3 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: J� IV//4 Type of nspection: G, J (_0ve r Address: Suite #: l `O /3 Contact Person: Special Instructions: Phone No.: KApproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: �7 2 ov s r Zj ulp 3 A f -t� His — fr-A, lzt)all &S VM Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector- � Date: Hrs.: 21. o $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: SS Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit An INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Proje �.r- / Type of Inspection: Address: f-- Suite #: �y r /.N Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: ! f �� 7 Hrs.: _ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from >the City of Tukwila Finance Department. Call to schedule a reinspection. Billiling Address Attn: Company Name: Address: City: State: Zip: A- Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 r INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project,..._. � � f� Type of Inspection: Address: Contact Person: Suite #: Special Instructions: 4 Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 7 S? Date: 71 —�I Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. timing Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 April 9, 2018 City of Tukwila Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA98188 Re: Structural Observation - Final Report Permit #D14-0326 Tukwila Village - Bldg D To Whom It May Concern, Davido Consulting Group, Inc (DCG) performed construction support for the Tukwila Village Bldg D 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 January and December of 2017. 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, C SC' Davido Consulting Group, Inc. � of wasy� I?, 5� y si ed ew C. itte °y D e: 20 09 1 :5 8 - 07' 0'ry Matthew Schmitter, PE, SE °� TipG' 37334 Vice President/Principal ���n croRALENG SS/ONAL ENG RECEIVED CITY Of TUKWILA JUN 2 8 2018 PERMIT CENTER Lake Forest Park Mount Vernon Federal Way Whidbey Island 15029 Bothell Way NE 2210 Riverside Dr, Suite 110 31620 23rd Ave S, Suite 307 1796 E Main St, Suite 105 Lake Forest Park, WA 98155 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 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) OTTO-4-US • Fax: (206) 723-2221 WBE W2175913684 • WABO Registered Agency • Website: vmmottorosenau.com March 30, 2018 FINAL REPORT City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188-2544 Project: Tukwila Village - Building D Address: 14400 Tukwila International Blvd Permit Number: D14-0326 Job Number: 16-0502 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: • Brick Veneer • Structural Steel Erection • Structural Steel Fabrication • Lateral Framing • Post Installed Anchors in Concrete — Reinforcing Steel and Anchor Bolts • Reinforced Concrete — CIP • Post Tensioned Concrete • Shotcrete Sincerely, OTTO ROSENAU & ASSOCIATES, INC. �= MIMP Isaac Ruoff Project Manager RECEIVED CITY OF TUKWILA APR 0 2 2018 PERMIT CENTEF k OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 16-0502 Report Number: RC327575 Permit Number: D14-0326 Project: Tukwila Village - Building D Address: 14400 Tukwila International Blvd, Tukwila Inspector(s): Chad Kuebler Client: Tukwila Village Development Associates, LLC Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Date: 3/21 /2017 Description/Location: Inspected reinforcing steel and concrete placement for walls located at the mezzanine level at gridlines 2/C.6-D.5 and 4B-0. The inspected work was found to be done as per approved project documents. Resteel Verified: Yes 3/16/2017 Michael Preciado (Grade 60) Mfg: Cascade 3/21/2017 Chad Kuebler (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Corliss J 1501 APT 5"t1" 0.375 5t1.5% 10 Crane/Bucket Yes 5000 psi at 28 days. Design ❑� Actual ❑ Batch Weights/Cubic Yard Cement (Ibs/type): 540# Type: I/H Fine Agg. (Ibs): 1359# Coarse Agg. (Ibs/size): 1288# 3/4" Slag (Ibs): Coarse Agg. (Ibs/size): 426# 3/8" Coarse Agg. (Ibs/size): Fly Ash (Ibs): 100# Water (Ibs or gal): 240# Admixtures (specify): 45 oz. GLENIUM 3030,4 oz. MBAE 90 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 1:10 pm 10.00 2 gal. 5" 4.7% 57°F 480F 114 115599 Weather: Light Rain Slump Range: 5" Air % Range: 4.7% Date Samples Picked Up: 3/22/2017 Initial Curing Method: ASTM c31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Conforms: © Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 3/28/17 7 4 x 8 12.62 7.8 40,160 3180 5 . = Discarded Tested in general accordance to: ASTMC39 n ASTMC617 ❑ ASTMC1231 ❑ Copies to: ❑ Client ❑ Engineer ❑d Building Dept F-/1 Owner fv� Contractor ❑d Batch Plant Technical Responsibility: ❑ Architect ❑ Others alter Hansen, Project Manager RECEIVED CITY OF TUKWILA JUN 14 2017 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 0 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing REINFORCING STEEL INSPECTION REPORT Report Number: 313974 Project: Tukwila Village - Building D Permit Number: D14-0326 Address: 14400 Tukwila International Blvd., Tukwila Job Number: 16-0502 Client: Tukwila Village Development Associates, LLC Client Address: 201 27 h Avenue SE, Building A, Suite 300, Puyallup nc►crrintinn Grade: 60 1 Manufacturer: Cascade Type of Bar: ® A-615 ❑ A-706 ❑ N/A I SDQ Steel: ❑ Yes ® No Inspector and Date Structural Elements I Location / Grid Lines Mike Preciado Inspected reinforcing steel placement for mezzanine walls located at gridlines 1, C.6-D, P8.1 and P8, 3/27/2017 131 at A, 1.5-2.5. The inspected work was found to be done as per approved project documents. Conforms Copies to: X Owner X Contractor Architect X Building Dept. Technical Responsibility: d.. Engineer V1 Wglt&r Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-76-02 (Rev 03110) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing REINFORCING STEEL INSPECTION REPORT Report Number: 338937 Project: Tukwila Village — Building D Permit Number: D14-0326 Address: 14400 Tukwila International Blvd., Tukwila Job Number: 16-0502 Client: Tukwila Village Development Associates, LLC Client Address: 201 27`h Avenue SE, Building A, Suite 300, Puyallup Description Grade: 60 Manufacturer: Cascade Type of Bar: ❑ A-615 ® A-706 ❑ N/A SDQ Steel: ❑ Yes ® No Inspector. and Date Structural Elements / Location d Grid Lines Joe Tester Inspected reinforcing steel placement for (3) columns located at gridlines A/4.2, E.9/1 and F.4/1.6. All 2/15/2017 reinforcing steel was found to be placed in accordance with the approved project documents, per detail 2/S14.1. The reinforcing steel was inspected for type, grade, size, spacing, ties clearances and lap splice length. Conforms RECEIVE® CITY OF TUKWILA JUN 14 2017 PERMIT CENTER Copies to: 4�7 / X Owner X Contractor Architect X Building Dept. Technical Responsibility: Engineer be'/Wilter'F%nien, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-76-02 (Rev 03110) OTTO ROSENAU & ASSOCIATES, INC. .i Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 16-0502 Report Number: RC327422 Permit Number: D14-0326 Project: Tukwila Village - Building D Client: Tukwila Village Development Associates, LLC Address: 14400 Tukwila International Blvd, Tukwila Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Inspector(s): David Kay Date: 2/27/2017 Description/Location: Inspected concrete placement for level 1 and mezzanine level columns and walls. Walls were located at gridlines G/4.8, 6, 6.5 and columns at gridlines 1/D.5, 1/6.8 and A/4.2. The inspected work was found to be done as per approved plans. Resteel Verified: Yes 2/23/2017 Jerry Graham (Grade 60) Mfg: Cascade 2/15/2017 Joseph Tester Placement Data Design 91 Actual ❑ Batch Weights/Cubic Yard Supplier: Corliss Cement (Ibs/type): 517# Type: UII Mix Number: J1501PT Fine Agg. (Ibs): 1388# Slump Spec: 5" t1" Coarse Agg. (Ibs/size): 1144# 3/4" Slag (Ibs): W/C Ratio Spec: .50 Coarse Agg. (Ibs/size): 681# 3/8" Air Spec: N/A Coarse Agg. (Ibs/size): Total Yards: 8.5 Fly Ash (Ibs): 104# Placed Via: Chute Water (lbs or gal): 261# Consolidated: Yes Admixtures (specify): 50 oz. GLEN3030 Required Strength: 6000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket. ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 12:45 pm 8.50 15 gal. 5 3/4" N/A 64°F 39OF 130 114354 Weather: Overcast Slump Range: 5 3/4" Air % Range: N/A Date Samples Picked Up: 2/28/2017 Initial Curing Method: As-rm C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Conforms: 0 Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 3/6/17 7 4 x 8 12.56 8.5 56,390 4490 5 2 3127/17 28 4 x 8 12.62 8.5 83,270 6600 3 3 3/27/17 28 _ 4 x 8 12.62 8.6 82,810 6560 3 4 3/27/17 28 4 x 8 _ 12.62 8.6 83,310 _ 6600 3 ' = Discarded Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ ASTMC1231 ❑ Copies to: ❑ Client ❑ Engineer W Building Dept 0 Owner n Contractor ❑d Batch Plant Technical Responsibility: ❑ Architect ❑Others H n9n,Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTT0 4-US - Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing REINFORCING STEEL INSPECTION REPORT Report Number: 313958 Project: Tukwila Village - Building D Permit Number: D14-0326 Address: 14400 Tukwila International Blvd., Tukwila Job Number: 16-0502 Client: Tukwila Village Development Associates, LLC Client Address: 201 270' Avenue SE, Building A, Suite 300, Puyallup Description Grade: 60 Manufacturer: Cascade Type of Bar: ® A-615 ❑ A-706 ❑ N/A SDQ Steel: ❑ Yes ® No Inspector and Date Structural Elements/ Location / Grid Lines Mike Preciado Inspected reinforcing steel placement for mezzanine level walls located at 2 line/ grids C.6-D.5 and 4 3/16/2017 line/ grids B-D. The reinforcing steel was inspected for correct size, spacing, count, laps, shape and clearances. The inspected work was found to be done as per details 11 and 19 on sheet S16 of the approved plans. Conforms Copies to: X Owner X Contractor / Architect X Building Dept. Technical Responsibility: Engineer Wa ` rFXrWrroject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-76-02 (Rev 03110) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 16-0502 Report Number: RC328023 Permit Number: D14-0326 Project: Tukwila Village - Building D Address: 14400 Tukwila International Blvd, Tukwila Inspector(s): Steven Moser Client: Tukwila Village Development Associates, LLC Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Date: 3/9/2017 Description/Location: Inspected placement of concrete for 5 columns throughout the site at gridlines F.8/1.1 at level 1-2 and columns located at gridlines E.9/5, E7.5/6.1, E7.5/6.3 and E7.5/7 all located on the mezzanine level. The inspected work was found to be done as per approved project documents. Resteel Verified: Yes 3/8/2017 Chad Kuebler (Grade 60) Mfg: Cascade Placement Data Design © Actual ❑ Batch Weights/Cubic Yard Supplier: Corliss Cement (Ibs/type): 517# Type: I/H Mix Number: J1501PT Fine Agg. (Ibs): 1388# Slump Spec: 511t1" Coarse Agg. (Ibs/size): 1144# 314" Slag (Ibs): 104# W/O Ratio Spec: 0.50 maximum Coarse Agg. (Ibs/size): 681# 3/8" Air Spec: n/a Coarse Agg. (Ibs/size): Total Yards: 6 Fly Ash (Ibs): Placed Via: Crane/Bucket Water (Ibs or gal): 261# Consolidated: Yes Admixtures (specify): 50 oz. GLEN3030 Required Strength: 6000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump . Air%a Conc.Temp Ambient Truck .. Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064. Temp No. No. Cast Samples: 1-4 1:15 pm 6.00 0 gal. 5" n/a 58°F 44°F 130 114940 Weather: Rainy Slump Range: 5" Air % Range: n/a Date Samples Picked Up: 3/10/2017 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Conforms: W Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 — 3/16/17 7 4 x 8 12.56 8.6 70,410 5610 5 2 4/6/17 28 4 x 8 _ 12.62 8.6 101,740 _ 8060 _ _ 3. 3 4/6/17 28 4 x 8 12.62 8.7 102,930 8160 3 4 4/6/17 28 4 x 8 12.62 8.7 100,690 7980 3 = Discarded Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ ASTMC1231 ❑ Copies to: ❑ Client ❑ Engineer W Building Dept IVED W Owner n Contractor ❑l Batch Plant Technical Responsibility: _ _� OF TUKWILA ❑ Architect ❑Others r Ha n, Project Man er JUN 14 2017 (PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 16-0502 Report Number: RC328245 Permit Number: D14-0326 Project: Tukwila Village - Building D Client: Tukwila Village Development Associates, LLC Address: 14400 Tukwila International Blvd, Tukwila Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Inspector(s): Chad Kuebler Date: 3/30/2017 Description/Location: Inspected placement of concrete for mezzanine level walls located at (P5) 1/C.6-D, (P1) A/1.5-2.5, (1314) 1.1- 2.1/6.2, (15) 1.1-2.1/B.8, (P5) B.2-B.8/1.1, (P16) B.4/2.3-2.5, (P18) 2.3/8.2-6.10, (P17) B.10/2.3-2.5, (P8, P8.1, P9) A-B.10/2.3-2.5. The inspected work was found to be done as per approved project documents. Resteel Verified: Yes 3/23/2017 Jerry Graham (Grade 60) Mfg: Cascade 3/27/2017 Michael Preciado Placement Data Design F Actual ❑ Batch Weights/Cubic Yard Supplier: Corliss Cement (Ibs/type): 540# Type: UII Mix Number: J1501APT Fine Agg. (Ibs): 1359# Slump Spec: 511t1" Coarse Agg. (Ibs/size): 1288# 3/4" Slag (lbs): W/C Ratio Spec: 0.375 Coarse Agg. (lbs/size): 426# 3/8" Air Spec: 5% t 1.5% Coarse Agg. (Ibs/size): Total Yards: 31 Fly Ash (Ibs): 100# Placed Via: Pump Water (Ibs or gal): 240# Consolidated: Yes Admixtures (specify): 45 oz. GLENIUM 3030,4 oz. MBAE 90 Required Strength: 5000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 8:15 am 10.50 0 gal. 6" 4.8% 580F 44*F 137 116211 Weather: Clear Slump Range: 6" Air % Range: 4.8% Date Samples Picked Up: 3/31/2017 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Conforms: ❑ Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 4/6/17 7 4 x 8 12.62 7.9 45,690 3620 5 * = Discarded Tested in general accordance to: ASTMC39 rv/-] ASTMC617 ❑ ASTMC1231 ❑ Copies to: (,] Client ❑ Engineer W Building Dept ❑V- Owner FV1 Contractor ❑�/ Batch Plant technical Responsibility: ❑ Architect ❑ Others alter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 _ Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 16-0502 Report Number: RC327573 Permit Number: D14-0326 Project: Tukwila Village - Building D Address: 14400 Tukwila International Blvd, Tukwila Inspector(s): Chad Kuebler Client: Tukwila Village Development Associates, LLC Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Date: 3/14/2017 Description/Location: Inspected placement of concrete for walls and pilasters located at mezzanine deck , gridlines E7.5-G/8.3 and G/7.25-8.3. The inspected work was found to be done as per approved project documents. Resteel Verified: Yes 3/13/2017 Chad Kuebler (Grade 60) Mfg: Cascade Placement Data Design 0 Actual ❑ Batch Weights/Cubic Yard Supplier: Corliss Cement (Ibs/type): 517# Type: I/H Mix Number: J1501 PT Fine Agg. (Ibs): 1388# Slump Spec: 5"±1" Coarse Agg. (Ibs/size): 1144# 3/4" Slag (Ibs): W/C Ratio Spec: 0.420 Coarse Agg. (Ibs/size): 681# 3/8" Air Spec: n/a Coarse Agg. (Ibs/size): Total Yards: 6.5 Fly Ash (Ibs): 104# Placed Via: Crane/Bucket Water (Ibs or gal): 261# Consolidated: Yes Admixtures (specify): 50 oz. GLEN3030 Required Strength: 5000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 1:25 pm 6.50 10 gal. 5" n/a 65°F 54°F 107 115148 Weather: Overcast Slump Range: 5" Air % Range: n/a Date Samples Picked Up: 3/15/2017 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM 031, Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Specimen Test Field Number Date Cure Conforms: ❑d Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Age Size Area Weight (Days) (in.) (Sq.ln.) (Lbs.) Max Load (Lbs.) Strength (psi) Fracture Type (other than cone) 1 3/21/17 7 4 x 8 12.62 8.6 68,400 5420 3 2 4/11/17 28 4 x 8 12.62 8.5 92,440 7330 _ 5 3 _ 4/11/17 28 4 x 8 12.62 8.6 _ 98,540 7810� 5 4 4/11/17 28 4 x 8 12.62 8.6 96,550 7650 3 "= Discarded Tested in general accordance to: ASTMC39 W ASTMC617 ❑ ASTMC1231 ❑ Copies to: ❑ Client ❑Engineer R Building Dept `` Owner ❑d Contractor ❑V Batch Plant Technical Responsibility: offiyHa'n �� rm�s ❑ Architect ❑ Others Wn a er JUN 14 2017 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 350170 Project: Tukwila Village - Building D Permit Number: D14-0326 Address: 14400 Tukwila International Blvd, Tukwila Job Number: 16-0502 Client: Tukwila Village Development Associates, LLC Client Address: 201 27th Ave SE. Puvalluo Inspections Performed Steel Decking Other (specify): Post Tension Resteel X Other (specify): Structural Steel Fabrication Structural Steel Erection Inspector and Date Remarks Jerry Graham On site for inspection of reinforcing steel for L2 post tension deck, 1st pour located at gridlines(E-G/ 4/11/2017 4-8.3) After initial inspection, participated in walk-through inspection with Matt Schmitter, Structural Engineer of record of Davido Consulting Group; and Mike Harmon of Intercity Contractors. All post tension tendons, holdowns, stud rails and reinforcing were properly installed, in accordance with approved plans, with the following exceptions: Anchor bolts need to be installed for shear walls, (need to be at 16" on center). Steel sleeves need to be installed over plumbing penetrations at gridlines F/8.3 and E.5/ 4. 1- #5 horizontal bar needs to be added to back of anchor bolts, around perimeter of deck. On G line, engineer has approved swapping HD bolts and drains so that there wouldn't need to be a break in the bottom plate. Where penetrations are 12" apart or closer, (1) #5 bar, needs to be installed around penetrations. Tendons need to be moved a minimum of 1" away from penetrations, (preferably 2"). Also, tendons need to be moved away from anchor bolts 1" minimum. Tendon profiles still need to be adjusted in some areas and will have to be re -inspected. While on site, 1- #5 bar was added to anchor bolts. Also, anchor bolts were installed, to proper 16" on center spacing. Work In Progress Copies to Client Engineer Others / X Owner X Contractor Technical Responsibility: Architect X Building Dept. V al�f ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 350177 Project: Tukwila Village - Building D Permit Number: D14-0326 Address: 14400 Tukwila International Blvd, Tukwila Job Number. 16-0502 Client: Tukwila Village Development Associates, LLC Client Address: 201 27t' Ave SE, Puyallup Inspections Performed Steel Decking Other (specify): Post Tension Reinforcing Steel X Other (specify): Structural Steel Fabrication Structural Steel Erection Inspector and Date Remarks Jerry Graham On site for final inspection of L2 post tension deck, 1 st pour located at gridlines E-G/ 4-8.3. 4/14/2017 All post tension tendons, holdowns, stud rails and reinforcing were properly installed, in accordance with approved plans. Anchor bolts for shearwalls were installed, Steel sleeves were installed over plumbing penetrations at gridlines F/8.3 and E.5/ 4. On G line, swapping of holdown bolts and drains was properly completed, so that there wouldn't need to be a break in the bottom plate. Extra reinforcing was added around penetrations as directed in previous report. Post tension tendon profiles and clearances were properly adjusted. Deck was properly cleaned and was ready for concrete placement. Conforms Copies to: Client Engineer Others �— X Owner X Contractor Technical Responsibility: Architect X Building Dept. r C Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-0TTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-63-05 (Rev 10110) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 16-0502 Report Number: RC327337-REVISED Permit Number: D14-0326 Project: Tukwila Village - Building D Address: 14400 Tukwila International Blvd, Tukwila Inspector(s): Chad Kuebler, Tony Rickel Client: Tukwila Village Development Associates, LLC Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Date: 1 /10/2017 Description/Location: Inspected reinforcing steel and concrete placement for elevated deck located at level #1, gridlines A-G/1-4.2 and E-G/1-8.3. The inspected work was found to be done as per approved project documents. Resteel Verified: Yes 1/6/2017 Chad Kuebler (Grade 60) Mfg: Cascade Placement Data Design 0 Actual ❑ Batch Weightsicubic Yard Supplier: Corliss Cement (Ibs/type): 517# Type: H Mix Number: J1601 PT Fine Agg. (Ibs): 1388# Slump Spec: 511t1" Coarse Agg. (Ibs/size): 1144# 3/4" Slag (Ibs): 104# W/C Ratio Spec: 0.420 Coarse Agg. (Ibs/size): 681# 3/8" Air Spec: n/a Coarse Agg. (Ibs/size): Total Yards: 451.5 Fly Ash (Ibs): Placed Via: Pump Water (Ibs or gal): 261# Consolidated: Yes Admixtures (specify): 50 oz. GLEN3030, 128 oz. MASTER LIFE, 10 oz per cwt. NC 534 Required Strength: 5000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-6 7:05 am 21.00 0 gal. 6" n/a 50oF 360F 144 112338 Cast Samples: 7-12 9:00 am 157.50 15 gal. 6" n/a 55°F 370F 108 112353 Cast Samples: 13-18 10:40 am 304.50 0 gal. 6" n/a 49°F 39°F 144 112373 Cast Samples: 19-24 1:20 pm 451.50 0 gal. 6" n/a 50°F 41°F 150 112391 Weather: Light Rain Slump Range: 6" Air % Range: n/a Date Samples Picked Up: 1/11/2017 Initial Curing Method: Asrm C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Conforms: © Does Not Conform: ❑ See attached for additional test results Copies to: ❑ Client ❑ Engineer © Building Dept Owner Q Contractor ❑d Batch Plant Technical Responsibility:14 ❑ Architect ❑ Others VWA Has , Project Manager RECEIVED CITY OF TUKWILA MAR 13 2017 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-62c-04 (Rev 09/06) Page 1 of 2 • . OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT . Job Number: 16-0502 Report Number: RC327337-REVISED Permit Number: D14-0326 Project: Tukwila Village - Building D Client: Tukwila Village Development Associates, LLC Address: 14400 Tukwila International Blvd, Tukwila Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Inspector(s): Chad Kuebler, Tony Rickel Date: 1/10/2017 COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type (Number. Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 1/17/17 _ 7 4 x 8 12.62 8.6 67,900 5380 5 2 2/7/17 _ 28 4 x 8 12.62 8.7 91,600 7260 2 FC6 1/13/17 X 3 4 x 8 12.62 8.5 19,730 1560 3 7 1/17/17 7 4 x 8 12.62 8.5 _ 65,240 _ 5170 _ 2 8 217/17 28 4 x 8 12.62 8.6 92,560 7330 3 FC12 1/13/17 X 3 4 x 8 12.62 8.5 19,020 1510 5 _ 13 1/17/17 7 4 x 8 12.62 8.2 73,820 5850 5 14 2/7/17 28 4 x 8 12.62 8.7 98,490 7800 _ 5 FC18 1/13/17 X 3 4 x 8 12.62 8.1 23,330 1850 5 19 1/17/17 7 4 x 8 12.62 8.2 64,230 5090 5 20 2/7/17 28 4 x 8 _ 12.62 8.6 91,560 7260 5 FC24 1/13/17 X 3 4 x 8 12.62 8.2 18,510 _ 1470 _ 5 ' = Discarded Tested in general accordance to: ASTMC39 W ASTMC617 ❑ ASTMC1231 ❑ RECEIVED CITY OF TUKWILA MAR 13 2017 PERMITCENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO.4-US - Fax (206) 723-2221 Form No.: ADMIN-62a04 (Rev 09/06) Page 2 of 2 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 16-0502 Report Number: RC327301 Permit Number: D14-0326 Project: Tukwila Village - Building D Address: 14400 Tukwila International Blvd, Tukwila Inspector(s): Dwayne Helgeson Client: Tukwila Village Development Associates, LLC Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Date: 2/3/2017 Description/Location: Inspected reinforcing steel and concrete placement for walls at level 1, gridlines G/1.7-8.3 and columns at level 1, gridlines 1.5/F.3 and 1.1/17.9. The inspected work was found to be done as per approved project documents. Resteel Verified: Yes 2/3/2017 Dwayne Helgeson (Grade 60) Mfg: Cascade 1/30/2017 Jerry Graham (Grade 60) Placement Data Design W Actual ❑ Hatch Weights/Cubic Yard Supplier: Corliss Mix Number. J1501PT Slump Spec: 4"-6" W/C Ratio Spec: 0.44 Air Spec: n/a Total Yards: 16.5 Placed Via: Crane/Bucket Consolidated: Yes Required Strength: 5000 psi at 28 days. Cement (Ibs/type): Fine Agg. (Ibs): Coarse Agg. (Ibs/size): Coarse Agg. (Ibs/size): Coarse Agg. (Ibs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): 517# Type: UII 1388# 1144# 3/4" Slag (Ibs): 681# 3/8" 104# 261# 50 oz. GLEN3030 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 10:30 am 9.50 15 gal. 5" 63°F 35°F 131 113232 Weather: Overcast Slump Range: 5" Air % Range: Date Samples Picked Up: 2/6/2017 Initial Curing Method: Asrnn C31, Exclude C31-12.1.5 Initial Curing Temp: As-rm C31, Exclude C31-10.1.2 Comments Cold weather precautions were taken. REINFORCING/PLACEMENT: Conforms: W Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Number Test Date Field Age Cure (Days) Size (in.) Area (Sq.ln. Weight Lbs. ( ) Max Load (Lbs.) Strength (psi) Fracture Type (other than cone) 1 2/10/17 7 4 x 8 12.62 8.7 55,820 4420 5 ' = Discarded Tested in general accordance to: ASTMC39 © ASTMC617 ❑ ASTMC1231 ❑ Copies to: ❑ Client ❑ Engineer © Building Dept n Owner ❑Q Contractor ❑Q Batch Plant Technical Responsibility: Aer*4rkWn, Architect ❑ Others Project Manager RECEIVED CITY OF TUKWILA MAR 13 2017 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTT04-US - Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 16-0502 Report Number: RC342704 Permit Number: D14-0326 Project: Tukwila Village - Building D Address: 14400 Tukwila International Blvd, Tukwila Inspector(s): Jerry Graham Client: Tukwila Village Development Associates, LLC Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Date: 2/9/2017 Description/Location: Level 1 walls: elevator#1, stair#1, A/1.5-2.5 and 2.5/A-B.5. Resteel Verified: Yes 2/1/2017 Dwayne Helgeson (Grade 60) Mfg: Cascade Placement Data Design ❑ Actual Fv� Batch Weights/Cubic Yard Supplier: Corliss Cement (lbs/type): 515.7# Type: UII Mix Number: J1501 PT Fine Agg. (Ibs): 1386.7# Slump Spec: 4"-6" Coarse Agg. (Ibs/size): 1137.4# 3/4" Slag (Ibs): W/C Ratio Spec: 0.44 Coarse Agg. (Ibs/size): 680.5# 3/8" Air Spec: n/a Coarse Agg. (Ibs/size): Total Yards: 31 Fly Ash (Ibs): 103.3# Placed Via: Boom Pump Water (Ibs or gal): 236.7# Consolidated: Yes Admixtures (specify): 49.8 oz. GLEN3030 Required Strength: 4000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 10:41 am 40.50 10 gal. 5.25" 57°F 46OF 143 113393 Weather: Rainy Slump Range: 5"-5.5" Air % Range: n/a Date Samples Picked Up: 2/10/2017 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Comments REINFORCINGIPLACEMENT: Conforms: d❑ Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 2/16/17 7 4 x 8 12.62 8.8 68,110 5400 5 " = Discarded Tested in general accordance to: ASTMC39 © ASTMC617 ❑ ASTMC1231 ❑ Copies to: ❑ Client ❑ Engineer W Building Dept W Owner R Contractor 0 Batch Plant Technical Responsibility: ❑ Architect ❑ Others Iter en, Project Manager RECEIVED CITY OF TUKWILA MAR 13 2017 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 16-0502 Report Number: RC307137 Permit Number: D14-0326 Project: Tukwila Village - Building D Client: Tukwila Village Development Associates, LLC Address: 14400 Tukwila International Blvd, Tukwila Address: 201 27th Avenue SE, Building A, Suite 300, Puyallup Inspector(s): Micah Ruoff Date: 1/25/2017 Description/Location: Inspected reinforcing steel and concrete placement for columns at gridlines E.5/3, E.5/6.1, E.5/6.3, E.5/7 as well as walls at gridlines D/2, E/4.5-4.8 and E/5.6-5.8. The inspected work was found to be done as per approved project documents. Resteel Verified: Yes 1/18/2017 Dwayne Helgeson (Grade 60) Mfg: Cascade 1/25/2017 Micah Ruoff (Grade 60) Placement Data Design 0 Actual ❑ Batch Weights/Cubic Yard Supplier: Corliss Cement (Ibs/type): 517# Mix Number: J1501 PT Fine Agg. (Ibs): 1388# Slump Spec: 5" Coarse Agg. (Ibs/size): 1144# 3/4" Slag (Ibs): 104# W/C Ratio Spec: 0.42 Coarse Agg. (Ibs/size): 681# 3/8" Air Spec: n/a Coarse Agg. (Ibs/size): Total Yards: 10.5 Fly Ash (Ibs): Placed Via: Crane/Bucket Water (Ibs or gal): 261# Consolidated: Yes Admixtures (specify): 50 oz. GLEN3030 Required Strength: 5000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 1:15 pm 10.50 7 gal. 4" n/a 52°F 40'F 135 112815 Weather: Overcast Slump Range: Air % Range: Date Samples Picked Up: 1/26/2017 Initial Curing Method: AS-rM C31, Exclude C31-12.1.5 Initial Curing Temp: ASrM C31, Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Specimen Test Field Number Date Cure Conforms: ❑d Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Age Size Area Weight (Days) (in.) (Sq.ln.) (Lbs.) Max Load (Lbs.) Strength (psi) Fracture Type (other than cone) Y 1 2/1/17 _ - 7 4 x 8 12.56 8.6 57,440 4570 3 2 2/22/17 28 4 x 8 12.62 8.7---87,330 - 6920 — 3 - _ _ 3 2/22/17 28 4 x 8 12.62 8.7 86,430 6850 3 4 2/22/17 28 4 x 8 12.62 8.7 87,000 6890 _ 3 = Discarded Tested in general accordance to: ASTMC39 Fv� ASTMC617 ❑ ASTMC1231 ❑ Copies to: ❑ Client ❑ Engineer Building Dept Owner n Contractor Batch Plant Technical Responsibility: ❑ Architect ❑ Others W Hans Owl V -'Keff ff I UKWILA HM 1.3 2017 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 7254600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 Department of Labor and Industries ��g TVA O� Elevator Section �4 PO Box 44480 Olympia WA 98504-4480 Phone: (360) 902-6130 Elevators. Lni.wa.gov Conveyance Location ED Building Owner or Manager A temporary 30 day operating certificate has been issued Owner must purchase and post an annual operating certificate before the 30 day temporary certificate expires. You will receive an application to be completed and returned to L&I with payment. Operating certificates must be conspicuously posted in the conveyance. (RCW 70.87.090). Installing Company Date 1 F621-034-000 Final Acceptance 02-2015 White Owner Canary — Contractor Pink — L&I Final Acceptance Submit one form per conveyance Conveyance # Location (car #, etc.) ❑ A-13 Re -inspection Number of Re -inspection Hours Inspector's Initials ❑ Private Residence Owner You are not required to purchase an annual operating certificate. If you would like an annual safety inspection, you may purchase an annual operating certificate and receive an inspection. Print Name (Installers Name) License # Installer's Signature Index: EIRPT TRI-STATE PLUMBING'S BACKFLOW ASSEMBLY TEST REPORT ASSEMBLY ID # NEW NAME OF PREMISE TUKWILA VILLAGE Commercial f"Residential ❑ SERVICE ADDRESS 14400 Tukwila International Blvd Bldg CITY TUKWILA ZIP 98188 CONTACT PERSON Tri-State Plumbing. Gene PHONE (425)864-1514 LOCATION OF ASSEMBLY b 77/ �CC O()2 7r4z --.-I DOWNSTREAM PROCESS DCVA D RPBA Ed' PVBA ❑ OTHER NEW INSTALLATION 0 EXISTING ❑ REPLACEMENT ❑ OLD ASSEMBLY SERIAL NUMBER MAKE OF ASSEMBLY%, 773 ODEL Ll'ODf WT a T SERIAL NO. 7 O J i?/ SIzE USC-APPROVED ASSEMBLY YES NO ❑ PROPER INSTALL YES ❑ NnPi" PRnPPR nRIF.MTATfnM vFc 14nrl 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 0 DID NOT OPEN ❑ CLOSED TIGHT ❑ CLOSED TIGHT ❑ #I CHECK PSID CHECK VALVE PASSED ❑ ` HELD AT PSID FAILED I PSID PSID AIR GAP OK? }�£. —^,� LEAKED ❑ FULLY OPENED YES ❑ NO ❑ CLEAN REPLACE PART CLEAN REPLACE PART GLEAM REPLACE PART CLEANED ❑ NEW �' ❑ ❑ , ❑ 1� ❑ REPAIRED ❑ PARTS AND REPAIRS TEST. AFTER REPAIRS CLOSED TIGHT �/ L7 CLOSED TIGHT OPENED AT: Z PSID AIR INLET PSID PASSED PSID #1 �. 0 CHK VALVE PSID PSID CHECK PSID FULLY OPENED YES ❑ FAILED LQ NO ❑ AIR GAP INSPECTION: PASS ❑ FAIL❑ SUPPLY PIPE DIAMETER AIR GAP SEPAERATION DETECTOR METER REMARKS: S 4(AeZ K Ologt_ jDD C G asp 9a rgjr Cd c4f , elzxI WL7 X,.E MO ilS1i 946Q C'C ZAA., 10 LINE PRESSURE y9­PSI 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: '— CERT. NO. B2642 DATE TESTERS NAME PRINTED: Rick Hanson REPAIRED BY: l )1 ". FINAL TEST BY: TESTERS PHONE # _ (425)779-5363 DATE 1 2 7 /,' CERT. NO. 426 y2 DATE .3- 2 / -%cK CALIBRATION DATE ,Z-- /6-/d"GAUGE # 01051580 MODEL Mid West 845-5 SERVICE RESTORED YES NO ❑ TRI-STATE PLUMBING'S BACKFLOW ASSEMBLY TEST REPORT ASSEMBLY II) # NEW NAME OF PREMISE TUKWILA VILLAGE Commercial V'Residential ❑ . SERVICE ADDRESS 14400 Tukwila International Blvd Bldg D CITY TUKWILA Zll' 98188 CONTACT PERSON Tri-State Plumbing, Gene PHONE 1864-1514 LOCATION OR ASSEMBLY 11V /%7 £ C �i�ec//G✓� G. /G d6i'�'7 DOWNSTREAM PROCESS D 004 S T/ DCVA • 0 RPBA CI PVBA O OnMR NEW INSTALLATION © EXISTING ❑ REPLACEMENT ❑ OLD ASSEMBLY SERIAL NUMBER MAKE OF ASSEMBLY ZA YTS MODEL / s 7 SERIAL NO. Lt� L- " .� c� %O SIZE 7" " USC APPROVED ASSEMBLY YES ErNO ❑ PROPER INSTALL YES CH"'NO❑ PROPER ORIENTATION YES D-QVA/RFBA DCVA/RPBA RPBA PVBA/SVBA INITIAL TEST CHECK VALVE NO.l CHECK VALVE N0.2 e5 OPENED AT,.y PSID AIR INLET OPENED AT PSID LEAKED CLOSED TIGHT ❑ 4" LEAKED CLOSED TIGHT ❑ #1 CHECKPSID DID NOT OPEN CHECKVALVE, ❑ PASSEBRIJ) D FAILED ❑ PSID PSID AIR GAP OK? ��✓' AT LEAKED PSID t) FULLY OPENED YES ❑ NO ❑ CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CLEANED ❑ NEW PARTS ❑ ❑ ❑ ❑ R 0 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 WSPECrom PASS ❑ FAn.❑ SUPPLY Pim DiAIvfE m " AIR W SEPAERATEON ° DETECTOR METER LINE PRESSURE PSI By my signature I certify #hat I personalty inspected and field tested the backtlow 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: !� CERT. NO. 2B 642 DATE Il /, l 7 TESTERS NAME PRINTED: Rick Hanson TESTERS PHONE.# (425)T/8-5363 REPAIRED BY: DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE - /3 - // GAUGE # 01051580 MODEL Mid -West 845-5 SERVICE RESTOREDYES ❑ NO mell, BATMASTER (425)397-0276 BACKFLOW PREVENTION ASSEMBLY TEST REPORT WATER PURVEYOR Tukwila ACCOUNT # ASSEMBLY ID/FILE #/UTILITY DEVICE # Meter # NAME OF PREMISE Commercial - 14400 Tukwila Intl Blvd Commercial W Residential ❑ SERVICE ADDRESS 14400 Tukwila International Blvd Tukwila zip 98168 CONTACT PERSON James (Surefire Sprinkler) PHONE (206) 793-7691 LOCATION OF ASSEMBLY IN WATER ROOM IN GARAGE OF APT BLDG. TO LEFT OF GARAGE ENTRY DOWNSTREAM PROCESS Fire Sprinkler System DCVA Q� RPBA ❑ PVBA ❑ OTHER NEW INSTALL 0-/ EXISTING ❑ REPLACEMENT ❑ REMOVED ❑ OLD SER.# APPROVED ASSEMBLY? YES C NO ❑ PROPER INSTALLATION? YES � NO ❑ MAKE OF ASSEMBLY W i i 1� MODEL * � S'�` ` SERIAL NO. 73 Z 7 b SIZE L // INITIAL DCVA/RPBA DCVA/RPBA RPBA PVBA/SVBA CHECK VALVE NOA CHECK VALVE NO.2 AIR INLET TEST OPENED AT PSID &� CLOSED TIGHT a� CLOSED TIGHT OPENED AT PSID PASSED 11 LEAKED ❑ LEAKED ❑ 11 CHECK_ PSID FAILED ❑ 3,Z PSID � • '-1 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 ❑ ❑ ❑ El ❑ El CLEANED ❑ REPAIRS REPAIRED TEST AFTER CLOSED TIGHT ❑ CLOSED TIGHT ❑ RV EXERCISED ❑ AIR INLET PSID REPAIRS LEAKED ❑ LEAKED El 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 V Closed ❑ SOV#1: Open Closed ❑ SOV#2: Open ❑ Closed REMARKS: LINE PRESSURE J PSI CONFINED SPACE? No TESTERS SIGNATURE: �y CVLW1/ CERT. NO. B6482 DATE 3/16/2018 TESTERS NAME PRINTED Cody Gobbato TESTERS PHONE # (425)397-0275 REPAIRED BY: LIC NO. DATE FINAL TEST BY: CERT. NO. CALIBRATION DATE 02-15-2018 GAUGE # 02062045 MODEL 845-5 DATE SERVICE RESTORED YES ❑ NO I certify that this report is accurate, and I have used WAC 246-290-490 approved test methods and test equipment. AACRA sackflow Testing and Repair, Inc. BACKFLOW PREVENTION ASSEMBLY TEST REPORT (360) 668-1117 Z YY 19 cr f/`opj WATER PURVEYOR King County Water District 125 ACCOUNT # ASSEMBLY ID/FILE #/UTILITY DEVICE-# Meter# NAME OF PREMISE Tukwila Village Commercial ;.s, Residential SERVICE ADDRESS 14400 Tukwila International Blvd. Tukwila ZIP 98188 CONTACT PERSON Teresa Hanes PHONE (253) 395-7370 LOCATION OF ASSEMBLY Bldg D F ZO ` Soo, 64- /Uin1 t ery+w, b,k WLP4,4- DOWNSTREAM PROCESS �I-rx C i1oV� DCVA X RPBA . - PVBA _ OTHER NEW INSTALL V EXISTING - REPLACEMENT ` , REMOVED _ OLD SER.# APPROVED ASSEMBLY? YE.SNO PROPER INSTALLATION? YES d= NO MAKE OF ASSEMBLY �6(,O MODEL SERIAL NO. l b&U-1 SIZE 1" DCVA / RPBA DCVA / RPBA RPBA PVBA / SVBA INITIAL CHECK VALVE NO.I CHECK VALVE NO.2 AIR INLET TEST OPENED AT --PSID _ CLOSED TIGHT x CLOSED TIGHT OPENED AT PSID PASSED #I CHECK PSID LEAKED _ LEAKED y FAMED IL PSID 0.10 PSID AIR GAP OK? DID NOT OPEN CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE NEW i��SG - l G - - HELD AT PSID PARTS - - - - LEAKED _ AND - -' CLEANED 'REPAIRS -- REPAIRED TEST AFTER CLOSED TIGHT jC CLOSED TIGHT )( RV EXERCISED AIR INLET PSID REPAIRS — LEAKED LEAKED - OPENED AT PSID PASSED FAILED — • N PSID 2.3 PSID NI CHECK PSID CHK VALVE PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER SEPARATION PASS7. FAIL DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open 7, Closed X, SOV91: Open — Closed )( SOV#2: Open Closed jG REMARKS: LINE PRESSURE 0 PSI CONFINED SPACE? No TESTERS SIGNATURE: CERT. NO. B6423 DATE 4/1,112018 TESTERS NAME t-RINTED Joshua Cobb TESTERS PHONE # (360)631-0039 / REPAIRED BY: � OVA %l3 LIC NO. C61OB" 30410' k DATE q J N % 1 18 FINAL TEST BY: Jos *V k CoM CERT. NO. 4 Cq 7,3 DATE q /i f t b CALIBRATION DATE I2-07-2017 GAUGE # 06101237 MODEL Midwest 845a SERVICE RESTORED YES NO I. certify that this report is accurate, and I have used WAC 246-290-490 approved test methods and test equipment. aAaRA sackflow Testing and i2epair, Inc. BACKFLOW PREVENTION ASSEMBLY TEST REPORT (360) 668-1117 WATER PURVEYOR King County Water District 125 ACCOUNT # ASSEMBLY ID/FILE #/UTILITY DEVICE # Meter- # NAME OF PREMISE Tukwila Village Commercial V Residential SERVICE ADDRESS 4450 S 144th St Tukwila ZIP 98188 CONTACT PERSON Teresa Hanes PHONE (253) 395-7370 LOCATION OF ASSEMBLY Bldg E ErvS Sj t -, o-- b10(A ��� T DOWNSTREAM PROCESS CYMc, A DCVA RPBA PVBA OTHER NEW INSTALL ; EXISTING r REPLACEMENT __ REMOVED OLD SER.# APPROVED ASSEMBLY?- YES NO PROPER INSTALLATION? YES W NO MAKE OF ASSEMBLY C&G,o MODEL 1310 SERIAL NO. R 3 70-16 SIZE i• 5," DCVA / RPBA DCVA / RPBA RPBA PVBA / SVBA INITIAL CHECK VALVE NO.1 CHECK VALVE NO2 AIR INLET TEST OPENED AT SID P CLOSED TIGHT CLOSED TIGHT jt; OPENED AT PSID PASSED #1 CHECK PSID LEAKED LEAKED — DID NOT OPEN FAILED _ PSID 'L.2 PSID AIR GAP OK? CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE NEW -! HELD AT PSID PARTS LEAKED AND CV LEANED REPAIRS REPAIRED TEST AFTER CLOSED TIGHT CLOSED TIGHT _ RV EXERCISED AIRINLET PSID REPAIRS LEAKED _ LEAKED — OPENED AT PSID PASSER -- FAILED — PSID PSID O 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 X SOV#2: Open ' Closed 3: REMARKS: TESTERS SIGNATURE: l- - LINE PRESSURE 8 PSI CERT. NO. B6423 CONFR4ED SPACE? No DATE 411:1/2018 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 y NO I certify that this report is accurate, and I have used WAC 246-290490 approved test methods and test equipment. After the Initial Test/Certification, all Annual Test Results should be sent to: Reduced Pressure Principle Assembly p y Double Check Valve Assembly RP ❑ DCDA DC ❑ RPDA ❑ Fire Line Assembly Check Valve #1 Check Valve #2 Relief Valve Make S/N Size Initial Test Leaked ❑ Closed Tight Rr Held at -, .5 PSID Leaked El Closed Tight [ Held at 2 / 0 PSID Did Did not Open ❑ Opened at PSID Repairs Details Cleaned ❑ Replaced ❑ Cleaned ❑ Replaced ❑ Cleaned ❑ Replaced ❑ Fire Line By -Pass Make Model S/N Size Final Test Closed Tight ❑ Held at PSID Closed Tight ElModel Held at PSID Opened at PSID Irrigation Service Make S/N Size Comments: Meter Reading Meter Number Test Kit Model yql— j Kit S/N�_ 2 6� Z O I Calibrated Date -� State License Vehicle # Line Pressure: 9 Hazard: �yt> ,�"i�(f b, ` .r �/ Service Found: SG f �� Li Left: S V L (� The above report is certified to be true. Date/Time Tester (Print) Signature Tester # Pass d Failed IT stnitial �/ t C �rQ 04 60 4 G. ❑ Repairs ❑ ❑ Final ❑ ❑ Ba&flow Prevention Assembly Test Report Mailing Address Tester Information: Company BATMASTER /ABC Water Specialty Address www.backfiowservice.net 2918 Cavalero Road CitY Lake Stevens, WA 98258 Phone (425) 397-0275 / (425) 355-9826 Service Address Serial # Company Manufacturer Address `t t,l, G G�, h �JY; ctii;- - �.f 1v��,lodel L 0 City -T i i=4 Type �l' , A Phone Size Permit Number Location i tow%�t� % a ' n ri1' "� L%`2; t=r, PRINTED IN THE U.SA - prtntingpostOtampabay.n cmn rxxrvr Ewa uk+rr.xra.xrmw � 9 20 YEAR ROOFING SYSTEM LIMITED WARRANTY AteNON-PRORATED, NO DOLLAR LIMIT Owner's Name: Tukwila Village Development Associates., LLC Owner's Complete Address: 201 27th Ave SE Bldg. A, Suite 300, Puyallup, WA 98374 Building Name: Tukwila Village Phase II Building D Building Complete Address: 14400 Tukwila International Blvd., Tukwila, WA 98188 Roofing Contractor Name: 3-D Roof Systems LLC Roofing Contractor Complete Address: PO Box 330, Lynnwood, WA 98046 Roofing Contractor Phone: (425) 775-0232 Polyglass Registered Contractor #: 1956 Polyglass Product(s) Used: Polyfiex S /Polyflex G Roofing Specification Used: 200-WI-APP-TOR Project Size: 15,300 Sga..Feel Completion Date: October 11, 2017 Term Warranty: Twenty Years Warranty Number: 17-1956-155 TERMS AND CONDITIONS: 1. Definitions: 'POLYGLASS' shall mean POLYGLASS U.S.A., Inc., I III W. Newport Center Drive, Deerfield Beach, Florida 33442. "Owner shag mean the original party listed above as Owner's Name whose building the Polyglass roof membrane product is installed. 2. General Provisions: a) Except as otherwise stated herein, POLYGLASS warrants the roofing membrane against deficiencies as defined by POLYGLASS in the installed roofing system resulting in leakage for a period of TWENTY (20) Years from the original installation completion date as indicated above. b) No representative of POLYGLASS shall have the authority to make any modifications, representations or oral agreements except as stated herein. c) The original installation of the roofing membrane must be In accordance with POLYGLASS current published specifications to the applicable system. 3. Term of Warranty: Except as indicated in paragraphs 2, 6, 8 and 12 hereof, this warranty is valid from the date of completion and acceptance by POLYGLASS as indicated above. 4. Claims Procedure: Polyglass shall have no obligation under this warranty unless Owner has promptly notified Polyglass in writing by Registered or Certified Mail. Direct all claims to Potyglass, U.S.A., Inc. 1111 W. Newport Center Drive, Deerfield Beach, Florida 33442, ATTN: Warranty Department Any daim shall provide a copy of warranty and detailed information of the leakage and alleged defect. Polygiass must receive such notice within ten (10) days after discovery of the claimed defect, failure to notify will result in voiding of this warranty. If the claim is found to be a non-warantied condition, Owner will be billed at a rate of $75.00 per Technical Representative, per hour for a two (2) hour minimum, plus round trip mileage per the IRS Tax Code. 5 Replacement Costs: POLYGLASS warrants to the original Owner that during the warranty period stated above, commencing on the date of completion stated herein, if notified of leakage, POLYGLASS through its authorized representative, shall observe the roof. If, after observation, POLYGLASS, at its sole discretion, detemdnes that the leakage is the result of faulty material supplied by POLYGLASS, ordinary wear and tear, deficiencies in any or all of the POLYGLASS supplied component materials of the membrane system, or workmanship deficiencies in the proper application of the POLYGLASS supplied component materials, POLYGLASS shag remediate covered leakage conditions by means determined by POLYGLASS providing replacement products and reasonable labor required to property repair or replace the damaged areas as dete rained by POLYGLASS. 6. Exclusions: This warranty is not an insurance policy or maintenance agreement Routine inspections and maintenance are the Owner's responsibility. Failure to follow the Building Owner Roof Maintenance Warranty Guidelines provided with this warranty will void the warranty. This warranty will become void and not apply if damage is the direct or indirect result of: a) acts of God or natural causes such as, but not limited to, Lightning, Hail, strong winds not to exceed 55 mph, Floods, Huricanes, Tornadoes, wind launched debris or Earthquakes; b) Flee; c) accidents; d) Vandafism; e) negligence, misuse, or failure of Owner to provide reasonable maintenance to the roof; 0 structural defects or other building movement; g) lack of positive drainage; h) exposure of the roofing to solvents andfor petroleum distillates such as, but not limited to Xylene, Toluene, or Gasoline; 1) the disregard of manufacturer's handling procedures with respect to storing, handling and installing of roofing membrane; l) distortion, expansion or contraction of any non -published flashing design, or metal work; k) moisture infiltration not related to the roofing system or condensation due to design or a lack of any needed vapor retarder, 0 traffic or storage of materials upon the root; m) damage to the roofing membrane caused by installation of roof top or through roof systems such as but not limited to, a sprinkler system, water or air conditioning equipment, antenna, frame work for signs, water lower or other such items on the roof after the installation of the roofing membrane without prior written approval of POLYGLASS; n) inadequate performance of products not supplied or fumished by POLYGLASS, Including but not limited to metal work, mechanical attachments and adhesives; o) tie-ins to existing roof systems; p) environmental and airbome contaminates; q) loss in part of whole of granule or other roof surfacing materials due to non -manufacturing related circumstances r) any exposed mastics or sealants; s) Damage or injury arising in any way from an actual or alleged discharge or release of any pollutant or waste; t) Damage or injury arising in any way from testingfsampling of the membrane, design and consulting errors or omissions. POLYGLASS is not responsible for leaks resulting from water entry from any other portion of the building or structure other than that having the Polyglass materials installed. 7. Cancellation of Warranty: This warranty shall become null and void if any of the following work is performed without prior written approval of Polyglass: a) any alterations or repairs to the roof of any magnitude, except of an emergency nature to remedy leakage; b) subsequent work on or through the roof, or c) changes in building usage; d) change in ownership of the building; e) any unauthorized damaging activity on or to the root 0 failure to pay a Polyglass invoice for claim procedures not covered under the warranty. 8. Access to the Roof: Owner shall provide free, safe and reasonable access to the roof and related premises to an authorized representative of POLYGLASS during the term of this warranty. Owner shall be responsible for any and all expenses required to access roof, removing and replacing any walking pads or traffic surfaces, or other appurtenances built over the roof or other overburden if removal is necessary to investigate or repair any suspected problem in the roofing membrane. POLYGLASS retains the right to make core extractions and property repair such extractions. The expenses for extractions are to be paid by POLYGLASS. Failure or refusal to provide such access or retain sampling will immediately and without other notification void all warranty coverage without further notification. 9. Commencement of warranty. This warranty shag not become effective, nor will POLYGLASS have any obligation under this warranty until all monetary obligations for materials and services related to this installation or subsequent repairs, or site observations are paid in full by OWNER. 10. Waiver: POLYGLASS' failure at any time to enforce any conditions stated herein shag not be construed as a waiver of any provision of this warranty. 11. Assignment of Warranty: This warranty is eligible to be assigned by original owner only to one successive party provided a) owner shall notify POLYGLASS in writing of the new party's name and address 30 days prior to building sold or up to a maximum of six (6) months after the sale and b) owner pays a transfer fee of $500.00 plus any out-of-pocket cost for travel, lodging and meals determined necessary by POLYGLASS to re -observe roof prior to transfer. Upon receipt of the foregoing, POLYGLASS will advise owner within thirty (30) days of its approval of such proposed assignment. 12. Additional Repairs: In the event repairs are required which are not covered by this warranty, POLYGLASS will advise OWNER of such repairs to be made at OWNER's expense. It the required repairs are promptly made by OWNER, this warranty shag remain in effect for the unexpired portion of its original term. If OWNER does not make the required repairs promptly, not to exceed 30 days of being notified, this warranty shall automatically terMnate without further notice from POLYGLASS. In the event POLYGLASS pays for repairs which are required due to the acts or omissions of others, or other reasons not covered by this warranty, POLYGLASS shall be subrogated to all rights of recovery of owner to the extent of the amount of the repairs. 13. Design Disclaimer. Because POLYGLASS does not practice Engineering or Architecture, neither the issuance of this Warranty nor any review of the Project Documents, building or other construction conditions by POLYGLASS representatives shall constitute any acceptance or implied warranty by POLYGLASS of such plans, specifications and construction, or in any way constitute an extension of the terms and conditions of this Warranty. Roof Observations performed by POLYGLASS are for the benefit of POLYGLASS. Upon request POLYGLASS may make a site observation report available as required by Project Documents. POLYGLASS does not supervise nor is it responsible for a roofing contractor's work except to the extent stated herein. This constitutes your entire express warranty for the products or system of products purchased. To the extent permitted by law, all other warranties, whether expressed or implied, including, but not limited to the implied warranties of MERCHANTABILITY and FITNESS FOR A PARTICULAR PURPOSE are EXCLUDED. ANY IMPLIED WARRANTIES ARISING BY OPERATION OF LAW ARE LIMITED IN DURATION TO THE TERM OF THIS WARRANTY. POLYGLASS WILL NOT PAY OR BE LIABLE UNDER ANY CIRCUMSTANCES FOR INCIDENTAL, CONSEQUENTIAL, SPECIAL OR EXEMPLARY DAMAGES, OR FOR LOST PROFITS OR BUSINESS INTERRUPTION LOSS. YET, SOME STATES DO NOT ALLOW LIMITATIONS ON HOW LONG AN IMPLIED WARRANTY LASTS, OR THE EXCLUSION OR LIMITATION OF INCIDENTAL OR CONSEQUENTIAL DAMAGES, SO THE ABOVE LIMITATION OR EXCLUSION MAY NOT APPLY TO YOU. No implied warranty can be modified by any course of dealing, course of performance or usage of trade. This warranty gives you specific legal rights and you may also have other rights which vary from state to state. NO REPRESENTATION, PROMISE, AFFIRMATION OR STATEMENT BY ANY EMPLOYEE OR AGENT OF POLYGLASS WILL BE ENFORCEABLE AGAINST POLYGLASS UNLESS IT IS SPECIFICALLY INCLUDED IN THIS WARRANTY. POLYGLASS' AGENTS HAVE NO AUTHORITY TO GIVE WARRANTIES BEYOND THOSE PROVIDED IN THS WARRANTY.ALL RIGHTS AND DUTIES ARISING UNDER THIS WARRANTY SHALL BE GOVERNED BY FLORIDA LAW. Warranty as provided by Polyglass is solely based upon information provided within the Product ReglstratlonMarranty Request Form. Information presented and determined as incomplete or inaccurate, shall result in this warranty being null and void. e��� October 26, 2017 SI EHALF OF POLYGLASS U.S.A., INC. DATE 02MITi NT Raw LC OWNER MAINTENANCE WARRANTY GUIDELINES MAINTENANCE AND CARE FOR YOUR POLYGLASS PRODUCT There are various items associated with your roof/coating system that are NOT covered under the manufacturer's warranty. Some can have a direct impact on the performance, life cycle and watertight integrity of the roofing/coating system. The Owner has a responsibility to regularly maintain the roofing system. It is recommended that a file of records be maintained related to all roof and roof -top associated activities. Such file should contain the original warranty, invoices related to the original roof installation, repair invoices, a log of roof inspections and any roof -top activities such as service to roof top mechanical equipment. Polyglass recommends the Owner institute a roof log for all parties accessing the roof, regardless of who or the purpose, that they are required to sign. This protects you, the owner from: 1) unwanted roof traffic and 2) any damage caused can, many times, be traced back to the responsible party. Industry organizations such as, National Roofing Contractors Association (NRCA) and the Asphalt Roofing Manufacturers Association (ARMA) recommend that roofs have a visual inspection at a minimum rate of two (2) times per year by a qualified party. Many Polyglass Registered Contractors offer this service for a nominal fee. Such visual inspections are generally recommended in the spring and fall. It is a good practice to have the roofs inspected after severe weather conditions such as: Hail, strong winds, Hurricanes, Blizzards, ice storms, etc. Proper precautions should be followed during inspections to prevent against tripffall accidents. Guidelines For Roof Inspection & Generalized Remedial Repairs 1. Remove roof -top debris, such as; leaves, branches, dirt, rocks, bottles, trash, etc., that has accumulated. 2. Clean gutters, downspouts, drains and scuppers. Make sure water freely flows from the roof. No standing water should remain on the roof surface within 48 hours after the last precipitation. 3. Examine all metal flashing areas for rusting or damage that may have been caused by traffic, wind, Hail, Snow, Ice, etc. All damaged, loose, or poorly sealed materials must be repaired by a Polyglass Registered Contractor or otherwise approved by Polyglass. 4. All exposed mastics and sealants regardless of purpose or function, are maintenance items to be maintained and remediated by the Owner, including pitch pan and metal flashing sealants. 5. Examine all adjacent areas to the roof, parapet walls and adjoining structures. Damage to items such as masonry, failing mortar joints, loose or missing sealants, loose stone/tile caps, loose and improperly sealed counterflashing, etc. often causes leaks that are inadvertently blamed on the roofing system and not provided for by the manufacturer's warranty. Not only does this cost the roofing manufacturer time in the investigation of problems not associated with the product, it may cost the Owner time and money. Many manufacturers, including Polyglass, may charge an Owner for the time spent to investigate non - warranty related problems. These items need to be repaired by the properly trained personnel to avoid any unnecessary charges or voiding of warranty coverage. Unauthorized repairs will void the manufacturer's warranty. 6. Granule loss of mineral surface membranes is typical, and not a manufacturing defect; and therefore would not be covered under the terms of the warranty. In cases of granule loss that is determined by Polyglass as atypical, Polyglass reserves the right to apply additional surfacing as the remedy. 7. When repairing items to the roof/coating product(s), associated items, or building structure, be sure to use precaution and properly protect the roof/coating product(s) from damage. 8. Examine roof -top equipment, such as; air condition units, condensers, exhaust fans, antennas and other roof -top items for damage. Check for leaking oil, damaged flashings or loose parts/equipment that could cause puncture damage to the roof/coating product(s). All units shall be checked to assure they are sound, watertight and not be displaced by wind events. 9. Check the building for excessive movement or settlement. Improper placement or omission, or the need for expansion joints, could cause splits or stress in the roof/coating system, drastically reducing the life cycle of the system. 10. All work directly or indirectly related to the roof/coating system, where the materials need to be repaired; i.e. new curbs, units, exhaust fans, antenna installation, repairs, etc., must be accomplished by a current Polyglass Registered Contractor. Failure of the Owner to utilize a Polyglass Registered Contractor will result in immediate termination of the warranty without further notification. Conditions beyond those noted herein above should be provided to Polyglass, in writing within 15 days of discovery for recommendations. To avoid interruption and/or cancellation of your warranty coverage, compliance with the above Owner Maintenance Warranty Guideline is recommended. =5"F 300. T 1-S ATE PLUMBING INC. Established nineteen hundred fifty-five -tristateplumbing-mm TO: City of Tukwila Attention: Jerry Hight RE: Tukwila Village 14400 Tukwila International Blvd Tukwila, WA 98188 Dear Jerry, April 16, 2018 Attached are submittal specification sheets for the domestic water heaters building D for the Tukwila Village project. Per 2012 Washington State Energy code section C408.4/exception 1 the domestic water heaters qualify for the commissioning exception being rated at less than 200,000 BTU. If you have any other questions please contact me at 425-643-3830 Thank you Dave Van Duine _— Tri-State Plumbing 6505 233rd PI S.E. Woodinvill, WA. 98072 6505 233rd PI SE, Woodinville, WA 98072 • (425) 643-3830 • FAX (425) 747-3041 C~ BRADFORD WHITE® W A T E R H E A T E R S Commercial eF Series® Ultra High Efficiency Energy Saver Gas Water Heater Photo is of EF-60T-199E-3N FEATURING: Iicmn�.®- The eF Series° Models feature: ■ Thermal Efficiency up to 99.1%—Ultra High Efficiency results in less fuel consumption and greater hot water recovery. ■ ICON HD'" —Intelligent proven design combines temperature control, diagnostic codes, and system ignition functions into a single control board with a digital LCD display. ■ Factory Installed Hydrojer Sediment Reduction System —Cold water inlet sediment reducing device helps prevent sediment build up in the tank. ■ Direct Spark Ignition —For improved operational dependability and durability. ■ Operation Mode —Two different digitally displayed operation modes have the capability of adjusting the temperature setting up to 180OF (82°C), and adjusting the degree setting (OF to °C, or °C to "F). ■ Service Mode —Eight different digitally displayed service screens can be easily cycled through by pressing the select button. There is the capability of adjusting the temperature setting up to 180OF (820C), adjusting the degree setting (OF to °C, or °C to °F), locking the maximum temperature setting that can be adjusted in operation mode, displaying the temperature sensor reading, displaying the flame current, and displaying diagnostic codes. ■ Premix Power Burner —A self compensating negative regulation system automatically increases or decreases fuel flow when a change in combustion air is detected. This provides the range for optimum combustion and efficiency (automatic high altitude compatibility). ■ Flexible Venting The eF Series" can vent vertically or horizontally with either 2", 3" or 4" PVC, CPVC or ABS (not approved for Canada) vent pipe, and is approved for direct vent closed combustion applications, or those applications that require inside air for combustion. Foam Core pipe is permitted on the entire venting system. The eF Series® is also approved for unbalanced venting, which means the air intake pipe doesn't have to be vented the same distance as the exhaust. ■ 1" NPT Side Connections for Space Heating. ■ Sanitizing Capability Temperature setting up to 180OF (82°C). ■ Complies with the latest ultra -low NOx requirement (14 ng/J NOx limit). ■ ASME Code Available on All Models. ■ NSF Construction Available. ■ T&P Relief Valve —Installed. ■ Low Restrictive Brass Drain Valve —Durable tamper proof design. � AS JY ME NSF ' HLW S P� 3 or 5-Year Limited Tank Warranties / 1-Year Limited Warranty on Component Parts. O ® For more information on warranty, please visit www.bradfordwhite.com For products installed in USA Canada and Puerto Rico. Some states do not allow limitations on warranties. See complete -^� copy of the warranty included with the heater. MANUFACTURED UNDER ONE OR MORE OF THE FOLLOWING U.S. PATENTS: 5,682,666; 7,634,976; 5,660,165; 5.954,492; 6,056.542; 6,935,280; 5,372.185; 5,485,879; 5,574,822; 7,971,560; 7.992,526; 6 684 821: 6,442.178; 7.334,419: 7,866,168; 7,270,087; 7,007,748; 5,596.952; 6,142,216; 7,699,026; 5,341,770; 7,337,517; 7,665,211; 7,665,210; 7,063,132; 7.063,133; 7,559,293; 7,900.589; 5,943,964; 8:082:888:5,988,117; 7,621,238; 7.650,859; 5,761,379; 7,409.925; 5.277,171; 8,146,772; 7,458.341; 2,262,174. OTHER U.S. AND FOREIGN PATENT APPLICATIONS PENDING. CURRENT CANADIAN PATENTS: 2,314,845; 2,5D4,824; 2.108,186:2,143,031; 2,409,271; 2,548,958; 2,112,515; 2,476,685; 2,239,007:2.092,105; 2,107,012. eF Series", Vitraglas-and Hydrolet-are registered trademarks of Bradford White - Corporation. 800-B-0314-A Commercial Gas High Efficiency Water Heater eF Series®Additional Equipment Features: Three Pass Flue System —The three pass flue system keeps the hot combustion gases moving at a high velocity. The combination of high turbulence and velocity causes an enormous rate of heat transfer into the water. The third pass is Vitraglas lined to provide added protection against condensate corrosion. Submerged Combustion Chamber —Submerging the combustion chamber in the center of the water storage tank minimizes radiant heat loss and improves efficiency. Zero Inch Clearance —The eFSeries® jacket is cool to the touch and is approved for zero inch clearance to combustibles for unsurpassed installation flexibility. Vitraglas® Lining —Bradford White tanks are lined with an exclusively engineered enamel formula that provides superior tank protection from the highly corrosive effects of hot water. This formula (Vitraglas®) is fused to the steel surface by firing at a temperature of over 1600OF (8710C). Magnesium Anode Rods" --Each eF Series® model has four anodes to provide added protection against corrosion for long trouble -free service. Factory Installed Hydrojer Sediment Reduction System —Cold water inlet sediment reducing device helps prevent sediment build up in tank. Increases first hour delivery of hot water while minimizing temperature build up in tank. Water Connections —Factory installed true dielectric waterway fittings extend water heater life and eases installation. Hand Hole Cleanout Allows inspection of tank interior and facilitates the removal of sediment deposits. E.C.O.—A manual re -set Energy Cut Off (E.C.0) shuts off all gas in event of an overheat condition. The ECO is manually resettable. Non-CFC Foam Insulation —Covers the sides and top of tank, reducing the amount of heat loss. This results in less energy consumption, improved operation efficiencies and jacket rigidity. EF-60T-150 EF-60T-199 EF-60T-125 EF-100T-150 EF-100T-199 Power Power Power Power Power Power 2" Vent Pie Direct Vent Vent Direct Vent Vent Direct Vent Vent N/A Max. Intake Length 15 ft. WA 15 ft. N/A 15 ft. Max. Exhaust Length 15 ft. 30 ft. 15 ft. 30 ft. 15 ft. 30 ft. EF-60T-125 EF-60T-150 EF-60T-199 EF-10OT-150 EF-100T-199 EF-t00T-250 EF-100-300 Power Power Power Power Power Power Power Power 3" Vent Pie Direct Vent Vent Direct Vent Vent Direct Vent Vent Direct Vent Vent Max. Intake Length 60 ft. WA 50 ft. N/A 40 ft. N/A 30 ft. WA Max. Exhaust Length 60 ft. 120 ft. 50 ft. 100 ft. 40 ft. 80 ft. 30 ft. 60 ft. EF-60T-125 EF-60T-150 EF-60T-199 EF-10OT-150 EF-10OT-199 EF-100T-250 EF-100-300 Power Power Power Power Power Power Power Power 4" Vent Pie Direct Vent Vent Direct Vent Vent Direct Vent Vent Direct Vent Vent Max. Intake Length 85 ft. N/A 75 ft. N/A 65 ft. N/A 55 ft. N/A Max. Exhaust Length 85 ft. 170 ft. 75 ft. 150 ft. 65 ft. 130 ft. 55 ft. 110 ft. Air intake cannot exceed exhaust by more than 30 ft. in any venting situation. Subtract 5 ft. for each additional 900 elbow. eF Series® Optional Equipment Features: Maxitrol Gas Pressure Regulating valve —Ensures proper supply pressure to eF unit of 7" to 11 " W.C. (provided incoming pressure is between 1/2 and 2 psi). This can be ordered as a separate part, or as part of the heater. For the separate part, please use p/n 243-45517-00. NSF Compliance Kit—p/n 265-44542-04. Low Gas Inlet Pressure Option —Pre -assembled to allow operation at lower inlet natural gas pressure (down to 3.5" w.c.). Concentric Vent Kit Termination--3" termination fitting provides for only one exit opening through wall or roof (p/n 239-44069-01). Intake/ Combustion Air Vent Rain Cap Exhaust \ 36 1/a" - p/n 239-44069-01 p/n 239-44069-02 (for 2" vent pipe only) Commercial Gas High Efficiency Water Heater el' Series® Energy Saver Models Meet or exceed ASHRAE 90.1b (current standard) C.E.C. Listed NATURAL GAS AND LIOU/D PROPANE GAS Model Number Capacity U.S. Imp. Gal. Gal. Input Nat. LP STU/Hr. BTU/Hr. Input Input isT Hour Deliverryy at 1007 Rise Gal. GPH Recovery at Degree Rise' 40"F 100'F 1401 Therm. Elf. % A Floor to Top of Heater in. 8 Jacket Dia, in. C Floor to Hot Water Conn. In. D Floor to Cold Water Cann. in. E Floor to Gas Conn. in. F Floor to Vent Conn. in. G Floor to Air Intake Conn. in. H Floor to T&P Conn. in. Water Conn. Die. in. Gas Conn. Die. in. Relief Valve Open in. Approx. Shipping Weight lbs. EF-6OT-125E-3N A 60 50 125,000 125,000 187 364 145 104 96.0 57 281/4 421h 13 531h 5 521h 40 1112 3/1 3/4 570 EF-60T-150E-3N A 60 50 1150.000 150,000 211 423 169 121 93.0 57 281/4 421h 13 531h 5 521h 1 40 11h 3/4 3/4 570 EF-60T-199E-3N(A) 60 50 199,999 199,999 265 558 223 159 92.0 57 281/4 421h 13 531h 5 52Vz 40 Ph 3/4 3/4 570 EF-100T-150E-3N A 100 83 150,000 150,000 250 450 180 129 99.1 775/e 281A 621/2 13 743/4 5 731/e 60 11/2 3/, 3/, 900 EF-100T-199E-3N(A) 100 83 1 309 597 239 171 98.51 775/e 281/4 621h 13 743/4 5 7311e 60 1112 3/4 3/4 900 EF-100T-250E-3N(A) 100 83 250,000 250,000 364 735 294 210 97.0 775/e 281A 621/z 13 743/4 5 73Ve 60 11/2 3/4 1 900 EF-100T-300E-3N(A) 100 83 300,000300,000 405 836 335 239 92.0 775/e 28V4 62Vz 13 743/, 1 5 731/e 60 1 11h 3/4 1 900 Model Number Capacity Liters Input Nat. LP kW/Hr. kW/Hr. Input Input 1sT Hour Delivery at 56"C Rise Liters LPH Recovery at Degree Rise' 22"C 56"C 78"C Therm. Elf. % A Floor to Top of Heater mm. B Jacket Dia. mm. C Floor to Hot Water Conn. mm. D Floor to Cold Water Conn. mm. E Floor to Gas Conn. mm. F Floor to Vent Conn. mm. G Floor to Air Intake Conn. mm. H Floor to T3P Conn mm. Water Conn. Dia. mm. Gas Conn. Dia. mm. Relief Valve Open mm. Approx. Shipping Weight kgs. EF-60T-125E-3N A 227 36.6 36.6 708 1378 549 394 96.0 1448 718 1087 330 1359 127 1334 1016 38 19 19 259 EF-60T-150E-3N A 227 43.9 43.9 799 1601 640 458 93.0 1448 718 j 1087 1 330 1359 1 127 1 1334 1016 38 19 19 1 259 EF-60T-199E-3N A 227 58.6 58.6 1003 2112 844 602 92.0 1448 718 1087 330 1359 127 1334 1016 38 19 19 259 EF-10OT-150E-3N(A) 379 43.9 43.9 946 1703 681 488 99.1 1972 718 1588 330 1899 127 1857 1527 38 19 19 408 EF-100T-199E-3N(A) 379 58.6 58.6 1170 2260 905 647 98.5 1972 718 1588 330 1899 127 1857 1527 38 19 19 408 EF-10OT-250E-3N(A) 379 73.2 73.2 1378 2782 1113 795 97.0 1972 718 1588 330 1899 127 1857 1527 38 19 25 408 EF-100T 300E-3N(A) 379 87.9 87.9 1533 3165 1268 905 92.0 1972 718 1588 330 1899 127 1857 1527 38 19 25 408 For propane gas models change suffix "N" to'X" and remove 'E" from the model number. Example: EF-1007150-3X (A) ASME - All models are available with ASME construction. To order ASME construction add the (A) to the end of the model number. Example: EF-60T 125E-3NA �Ei� EXHAUST AIR INTAKE %LVE 3' PVC INLET 11/2' NPT OUTLET -I A 1' NPT SPACE HEATING OUTLET H 1' NPT SPACE C HEATING RETURN p 11/i NPT INLET 3/4, O.D. 2Vi MIN. 3' PVC EXHAUST Note: The weight is the same for both ASME and Non-ASME models. All models comply with the latest ultra -low NOx requirements of 14 ng/J or less. Amp Draw range =1.0 to 1.8 amps. 14.0" w.c. maximum static, 4.5' w.c. minimum running (recommend 7.0' w.c. minimum running) Note: Diagrams are for both 60 and 100 gallon models. 3/4'NPT GAS INLET E G F Commercial Gas High Efficiency Water Heater Sample Specification The water heater shall be a Bradford White model EF- with a rated storage capacity of not less than gallons/ liters, a minimum gas input of BTU/hr., a minimum recovery of GPH/LPH at 100OF (56°C) temperature rise, and a Thermal Efficiency Rating of _%. It shall be design certified by CSA International (formerly AGA and CGA) for 180OF (82°C) application, either with or without a separate storage tank. The tank shall be lined with Vitraglas® vitreous enamel and shall have a bolted hand hole cleanout. The tank shall have four extruded magnesium anode rods installed in separate head couplings. This water heater shall be equipped with stainless steel cold water inlet, Hydrojet® Sediment Reduction System. The heater shall be insulated with Non-CFC foam. This water heater shall be equipped with an electronic ignition system, an ASME rated T&P relief valve and a premix closed combustion system for direct venting using either 3" (76mm) or 4" (102mm) PVC, CPVC or ABS vent pipe. (115V AC required). The water heater shall be factory assembled and tested. The water heater shall be approved for zero inch clearance to combustibles. A digital LCD display shall be integrated into the front and be an adjustable electronic thermostat to any temperature up to 180oF A recycling Energy Cut Off (E.C.O.) shuts off all gas in the event of an overheat condition. The entire installation shall be made in compliance with state and local codes and ordinances. General All gas water heaters are certified at 300 PSI test pressure (2068 kPa) and 150 PSI working pressure (1034 kPa). All models are design certified by CSA International (formerly AGA/CGA), ANSI standard Z-21.10.3, for up to 180OF (82°C) application as an Automatic Storage Heater. As an Automatic Storage Heater, all models are complete, self-contained water heating systems. It needs no separate storage tank, pump, wiring or elaborate piping network. When equipped with a mixing valve, it will supply 180OF (82°C) sanitizing and lower temperature general purpose hot water simultaneously. These models can be used either as a single unit or in multiples connected in series or parallel (recommended). Dimensions and specifications subject to change without notice in accordance with our policy of continuous product improvement. eRanFo D WHM W A T E R R E A T E R 6 Ambler, PA For U.S. and Canada field service, contact your professional installer or local Bradford White sales representative. Sales 800-523-2931 • Fax 215-641-1670 / Technical Support 800-334-M • Fax 269-795-1089 • Warranty 800-531-2111 • Fax 269-M1089 Intemational: Telephone 215-641-9400 • Telefax 215-641-9750 / www.bradfordwhke.com M4DM% WNrrE-CANADX 1NC. Sales / Technical Support 866-690-0961 / 905-238-0100 • Fax 905-23MI05 / www.bradforMite.com Built to be the BestTM 02014, Bradford White Corporation. All rights reserved. 800-B-0314-A Printed in U.S.A. April 9, 2018 City of Tukwila Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA98188 Re: Structural Observation - Final Report Permit #D14-0326 Tukwila Village - Bldg D To Whom It May Concern, Davido Consulting Group, Inc (DCG) performed construction support for the Tukwila Village Bldg D 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 BFI's, reviewing special inspection reports and performing on -site Structural Observations. Structural Observations were performed during the course of construction between January and December of 2017. 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. 9 Matthew Schmitter, PE, SE Vice President/Principal Lake Forest Park 15029 Bothell Way NE Lake Forest Park, WA 98155 tel 206.523.0024 C. RECEIVED CITY OF TUKWILA APR 10 2018 PERMIT CENTER Mount Vernon Federal Way Whidbey Island 2210 Riverside or, Suite 110 31620 23rd Ave S, Suite 307 1796 E Main St, Suite 105 Mount Vernon, WA 98273 Federal Way, WA 98003 Freeland, WA 9824 tel 360.899.1110 tel 206.523.0024 tel 360.331.4131 9 r M ORGAN DESIGN ESIGN 11207 Fremont Ave N Seattle, WA 98133 Tel: 206 375-3397 GROUP LLC Fax: 866 847-6420 www.morgan-design.net CONSTRUCTION OBSERVATION REPORT PROJECT: TUKWILA VILLAGE WEATHER CONDITIONS: SUNNY REPORT PREPARED BY: JOHN PARSAIE PRESENT ON SITE: INTER -CITY CONTRACTORS OBSERVATION PERIOD: 08/15/2017 (10:00 AM) WORK IN PROGRESS: Installation of weather resistive barrier (WRB) and windows. Observations: REPORT DATE: TEMPERATURE REVIEWED BY PROJECT NO. REPORT NO. 08/15/2017 69 DEG JEAN MORGAN, AIA 2017008 001 ITEM # PHOTOGRAPHS DESCRIPTION 001-01 On Tuesday, August 1.5, 2017.MDG visited the site to observe the installation of weather resistive barrier over framed walls as well as concrete. 001-02 Tyvek Commercial Wrap has been utilized as ` primary WRB system, per plans. WRB installation is in general conformance with the plans and manufacturer's installation requirements for continuous air barrier. 0 Architectural Design • Building Envelope Consulting 001-03 001-04 3 �F x.. bHz i t.. Windows have been installed and wrapped per plans and manufacturer's installation instructions. Liquid WRB has been applied over concrete substrate at locations where brick will be installed. Canopy knife plates have been treated with liquid WRB. Wall flashings have been secured to concrete substrate and protected with B1ueSkin. Tukwila-Village_MDG_WP Report_001 2017.08.15 2 i y 'X✓t!!3 � re#, r I — rr 7 � _ kl�x%I•Jd 4 f . ITEMS TO CHECK ON: None ACTION REQUIRED OR INFORMATION NEEDED: None DISTRIBUTION LIST: Tukwila Village Development Associates Inter -City Contractors Johnson Braund File END OF REPORT Tukwila-Village_MDG_WP_Report_001 2017.08.15 3 LANDSCAPING DECLARATION I, C—h !^% �? J%!!� 1-5 6jA- , declare as follows: I am the a) owner or authorized agent of the owner of the property, or (circle one) b) andscape architect who prepared the approved landscape plan, or c) landscape contractor hired to install the approved plantings, responsible for executing the approved landscape plan for the property located at _1�fdl1 7'w4tt�rYw /ni�ftlio�r+�ry Bl�a! , Tukwila, Washington. 2. The permits obtained for this project include: Nofc . Building Permit D _ 14 - ©3zC _Arm -4/fxj "3� j Land Altering Permit MI - a4^m no wwwfl-�e*�P Design Review Permit L - 13 - Ooif �''mol Area aro � Other Permit 4Ye- 'h O&Y A&' I certify that the landscaping and irrigation devices shown on the approved landscaping plans for this property have been installed in conformance with those plans as documented in the Landscape Checklist. 4. I understand that changes to any of the following aspects of the approved landscape plan require a revision to the plans and approval by the City of Tukwila. a) Minimum number of trees, shrubs and ground cover; b) Location of required plantings or planting areas; c) Substitution of species required by permit conditions to mitigate environmental impacts; d) Compliance with the Tree Ordinance for sensitive areas. NOTE: If any of these items have been changed do not sign this Declaration until a revised landscape plan has been approved by the Tukwila Department of Community Development. I declare under penalty of perjury under the laws of the State of Washington that the preceding is true and correct. Dated Zold atu Washington. Signature Page 1 of 2 LANDSCAPING CHECKLIST Checklist to accompany Landscaping Declaration: apt a.ra rne( *M of)%cowl /dk. Yes No ❑ Size of installed plants is per approved plan. ❑ Spacing of installed plants is per approved plan. X ❑ Approximate location of trees, shrubs and ground cover is per the approved plan. Note: if the size of the nursery pots of ground cover are increased and therefore fewer pots have been installed attach a description showing how the proposed changes meet Landscape Code standards. Substitutions The following species have been substituted after approval by the Department of Community Development. Number of Plants Approved Species Installed Species Size Page 2 of 2 JOHNSON BRAUND INC. Submittal Review PROJECT: Tukwila Village Bldg. D Tukwila, WA JOB NO: 1026 I— APPROVED r SUBMIT SPECIFIED ITEM r REVISE AND RESUBMIT PILE DATE: 09-22-2017 RECEIVED BY: Diana Keys Y OF TUKWILA I- REIECTED r,-, APPROVED AS NOTED I- RETURNED W/O REVIEW SEP 2 6 2017 PERMIT CENTER This submittal review is for the limited purpose of checking for conformance with information given and the design concept expressed in the Contract Documents. Review of the submittals is not conducted for the purpose of determining the accuracy and completeness of details such as dimensions, quantities, weights or gauges or for substantiating instructions for installations or performance or equipment or systems all of which remain the responsibility of the Contractor. The Architect's review of submittals shall not relieve the Contractor of the obligation to supervise and coordinate the construction procedures, to provide proper warranty for the Work to comply with the Construction Documents, or to comply with applicable codes and standards. The Architect's review shall not constitute approval of safety precautions or any construction means, methods, techniques, sequences, procedures or fabrication processes. The Architect's approval of a specific item shall not indicate approval of an assembly of which the item is a component. REMARKS: Inter -City Contractors Inc. submittal 093 (previous 054) Building D — Speedy Sign — Sign Proofs submittal dated 07-25-2017. Items ough have been satisfied. New items noted in italics. 1.) Colors and materials not provided as part of submittal, please provide. Colors not provided, however ICC noted standard colors as used on previous projects. Command be-plastie. Center-, Eleetr-ieal All intef:iel Room, ete. Assumption bed Please that all ;-i�g�r�ge should 3.) Boiler- Room signs Sign should should read "BOilff,'FiH weed. SpFiRkler- e6nfifffl. R-A-A-mill. " » , as opposed to the REVIEWED FOR.. CODE COMPLI . size has been updated, but dimensions not provided. Sign to be 12 " x 18 " APPROVE ' . Provide additional vertical clearance OCT 16 2D1 7 signpt interior garage at height transition for 7'-0 "min. clear. a 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 City Of TukA la Phone 206.766.8300 #EFER�REDSUBMITTAL 1)140T END 6.) Level P1 exit plan needs revision - see -mild eR-PFeefi (EeV l n! lobby, does not e*k baek through gar -age ane exit dir-eet to eixteFier-). (bevel P 1 , does fiet exit t4oug# Wbby—seemed deer .Contractor to confirm locations of fire extinguishers shown on signage to match install. Mezzanine level should show only extent of floor and not double height _space. Mezzanine level fire extinguishers are shown in double height space (no access). 7.) ARer,....Hine exit ...1.,n needsr-evisionSee a f!E Up OR PFE)of (N4ezz «;,.e game room does not eaitthre a .�g r�ezzafiine --elevator and-sta{f: 1 efil). 8.) Revised quantitye f f:estr-eaf,, ibis per-i esstr—eem revision (eefiveA i-men * 1 women to 4 unise*). 11.) A,i.,..;m ttfn l eettpaney Sehed„le for- Assembly bly areas .,tt..ehed - t 2.) Ale ind-ieat,jest e€ ieeatieti er mounting heights s-PTevidedl;,sere-ill � e'er' tier heights and laeatieiis e6mplies with SI-A 117.1-2009, ehapterrseetion 7-03. 13.)-- No indiration of eharaeter-t Pe height, Width OF Spae-»gis previdedinsufe eempli-anee with ICC ANSI ! 17.1 N09, ehapter�seetien 743, 14.) Brai-lle-ehar-aeteFS- fie speeifieatiefi is preyide`tca- astir-e eemplianeewith WC A NS! A! 1 7 1 2009 ehapte . seet; e,.:703 n WC ANSI A 117.1 2009,.hapte,. 7 seetion 7-02 6 To.) Ref -°Reed eade seetio� ; ,,,+aehea f .- .ef 17.) New Item: Note the Internet Cafe is now called the Business Center. Please revise accordingly. RECEIVED CITY OF TUKW ILA SEP 2 6 2017 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED OCT 16 2017 City of Tukwila BUILDING DIVISION 15200 52nd Avenue South. Suite 300, Seattle, Washington 98188 Phone 206.766.8300 W 0 Proof Date: 7/25/2017 fl Center .4-in., Aw --r 1' —sT-1R,— —sTT S _LAU=DRY I s x5 TRASH _ROOM_ x7 OFFKE x1 ELERRK�%L —RO=M x5 SUN _R=OM— X7 DARKWG _GA=AGE_ x1 _STORAGE_ X15 LOSBY— x2 FRNES$ —R=M— CRAFT ROOM NTER=UF x1 X7 COM=UNITY ROOM— xl —ME=1A ROOM— X1 SUN _TERRACE_ X1 ELPATOR L _DAR=WG_ X1 EXIT_ X17 ADA Siprc - CDDIry xvDNAcryk File: 47894.fs Tukwila . _-7-in_. R— C � LOBBY_ _SIORA'E_ TRASH DARKNG _ROOM— _C✓Y=AGE_ BOLER/FRE SDRWKLER ELECTRICAL _ROOM_ ME _ROOhI_ _Mf'[ZANNE_ FRE COMMAND _E%li_ ADA Spas - I/6' Acrylic --BJn—i CMAX JCCLDANCY MAX OCCLIDANCY MAX OCCJPANCY 8 MAX OCCUPANCY 32 ADA Sipe - IM' Avyk �I I& �(S. RESTROOM MEN WOMEN . T X1D X1 Xl ADASigns-Cl "Wood/Ac,* 19720 44th Ave. Suite H, Lynnwood, WA 98036 Phone: 425-672-3706 Fax: 425-672-3708 Signs(&S:oat_t1eSlgns 2009 ANSI 703.6 Symbols of Accessibility. 703.6.2 Finish and Contrast. Symbols of accessibility and their backgrounds shall Village -Building have anon -glare finish. Symbols of accessibility shall contrast with their backgrounds, with either a light symbol on a dark background or a dark symbol on a light background. All interior and exterior signs depicting the International Symbol of Accessibility shall be - . . - bgrkg round. .-_- _12_in_ 203-217 ♦ 217 C FITNESS ROOM LAUNDRY ROOM 201-215 lrJ TRASH ROOM PTNES5 ROOM LAUNDRROOGo M 7 201-202 ♦ TRASH ROOM .S 303-317 10317 CRAB DOOM 301-315 NTERNET CAFE CRAFT ROOM LAUNDRY ROOM INTERNET CAFE TRASH ROOM EAUNDRY ROOM 301,302 ♦ TRASH ROOM 403-417 « 417 COMMUNITY ROOM LAUNDRY ROOM COMMUNITY ROOM TRASH RCOht LAUNDRY ROOM 401-402 ♦ TRASH ROOM 503-507 ♦ 517 40 MEDIA ROOM LAUNDRY ROOM MEDIA ROOM TRASH ROOM LAUNDR' ROOM 501-502 ♦ TRASH ROOM 603.617♦ 617 LAUNDROY OOM TRASH ROOh1 SUN ROOM LAUNDRY ROOM 601.602 ♦ TRASHROOM 1AY ACg4C Sq B-in_ lu D"vII we FIRE COMMAND ROOM ^TUK LAVLEnGE-6l➢LDINGD I —A VLIAGE-RIILDNGD [WLAVLV•GE- TUKWLA VLLwG 6MDING EMERGENCY EXR PLAN EMERGENCY EXIT DUN ERGENCY EX EMERGENCY EXR DUN PI LEVEL yyPI LEVEL MEZZANKJE Sl ¢� C ID' I � y e .. �_ _.. IUKWUVLLAGL-.!Ad D I—LAVLLAGI.$MDINGD IV— VLLAGL-BML D IUKWLAVLLAG[-KULDNGD EMERGENCY EXIT PLAN EMERGENCY EXIT PLAN EMERGENCY EXIT PLAN EMERGENCY EXR PLAN 1ST LEVEL 2pN�D LEVEL 3RD LEVEL 47HH LEVEL `TT'a III V r gat utr"-aNz ul r TIIKWLA VLLAGL-6LLU D TILCWIw VLIAGE-6ULDINGD EMERGENCY EXIT PLAN EMERGENCY EXIT PUN 5TH LEVEL 6TH LEVEL ELEVATOR POWER ELEVATOR CONTROL ROOM DISCONNECT NO STORAGE AND SPRINKLER AUTHORIZED PERSONS ONLY ACTIVATION R LEVATOR HUN c .%� UMPPTEST�. 1/8" Acrylic Signs SCHEDULE: SCHEDULE: P1,1, M. 2, 3, 4, 5, 6 P1,1, M, 2, 3, 4, 5, 8'2" VAN STALL - 710" THROUGHOUT REMAINING GARAGE SPACE X2 RECE VED CITY OF I UKWILA SEP 2 2017 PERMIT d NTER �Wti�3`TIIiVV[-LM FOR CWN' 46MPLIANC OCT I � 2W Note 1: Note 2: l A Height, Width & Spacing on Signs Sign Mounting Heights and Locations for InstallationCif a�Yu.�4� ADA Character Type,p g g g 9 9 �71 SUILDING DIVISI to Comply with ICC ANSI A117.1-2009, Chapter 7, Section 703 to Comply with ICC ANSI A117.1-2009, Chapter 7, Section 703 This layout is property of Speedy Sign Center. Reproduction of this material is forbidden. If produced by anyone other than Speedy Sign Center without consent, client will be required to pay for anv design time accrued. Important: Please double check the lavout above for accuracv includina sDellina as your sian(s) will be Droduced to match. — _STAIR 1 d' c _ LAUNDRY_ UP A x5 r TRASH _ROOM_ x7 PARKING _GARAGE_ x1 ._STORAGE_ E:lx2 x15 FITNESS ROOM x1 COMMUNITY ROOM x1 E SUN —TERRACE E_ x1 CRAFT ROOM 4 INTERNET CAFE_ x1 UELEVATOR & x1 ADA Signs - Cherry wood/Acrylic � 7 ins, .0 —STAIR 1 _ —STAIR Q s 5.i, , ('—) Swi,'_ ('—) C _LOBBY,! STORAGE_ x1 xt TRASH PARKING -ROOM _GARAGE_ x1 xt I3.01ER F.RE. EL_`ECTRICA1 —ROOM R —ROOM. x, x2 GAME _ROOM _MtZZAMNP. X1 X1 FVE COMMMI) y x1 X13 ADA Signs - 1/8" Acrylic � MAXOCCUPANCY MAX OCCUPANCY 28.29- x7 x4 MAX OCCUPANCY MAX.00'CUPANCY 18 32 .. x1 x1 o : M _ _ ADA Signs - 1/8" Acrylic REVIEWED FOR CODE COMPLIANCE QPPR@VED OCT 16 2017 City of Tukwila BUILDING DIVISION 203-217 G 10 FINESS ROOM LAUNDRY ROOM Ln TRASH ROOM 00 201-202- )� 303-31,7 ' CRAFT ROOM III TfRNET CAFE • I-AUN�R.Y ,RQDl�, - ' TRA.51�1 RC�flI� 301-302 -. f9IJ403-417 iTtiITYflC?M �f 1lWNDRY ` ITRASMI iROo,Ic. A'} ,i�R ROoI° TRH ��o7,;t • .602 1/8" Acrylic Signs 217 • 201 �,� FITNESS ROOfu{ LAUNDRY ROOM "V TRASH ROOM 0 ;A"P LAILLNOW 010 VA2 RO . TUKW 7EM C ui E< IN CAS rEMTUKW Ee _CAS E1VIE4 TUKWILA 26 2017 P CENTER EM Et IN CAS 217 201' 215 FITNESS ROOM LAUNDRY ROOM TRASH ROOM. 317 301-315 CRAFT ROOM INTERNET CAFE LAUNDRY ROOM TRASH'ROOM 417 COMMUNITY ROOM LAUNDRY ROOM 10 TRASH ROOM MEDIA ROOM LAUNDRY ROOM TRASH' ROOM )617 SUN ROOM LAUNDRY ROOM TRASH ROOM I TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN P1 LEVEL --_j® EMERGENCY PHONE NUMBER: 911 FIRE ALARM IS HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT, DO NOT USE ELEVATOR. TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN 1ST LEVEL I m EMERGENCY PHONE NUMBER: 911 FRE ALARM I5 HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT DO NOT USE ELEVATOR. TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN 5TH LEVEL ----/m EMERGENCY PHONE NUMBER: 911 FIRE ALARM 6 HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT, DO NOT USE ELEVATOR. TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN P1 LEVEL ---j<oN EMERGENCY PHONE NUMBER: 911 FIRE ALARM IS HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT, DO NOT USE ELEVATOR. TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN 2ND LEVEL EMERGENCY PHONE NUMBER: 911 FRE ALARM 6 HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT, DO NOT USE ELEVATOR. TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN 6TH LEVEL I m EMERGENCY PHONE NUMBER: 911 FRE ALARM 6 HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT, DO NOT USE ELEVATOR. TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN MEZZANINE I� m EMERGENCY PHONE NUMBER: 911 FIRE ALARM IS HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT, DO NOT USE ELEVATOR. TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN 3RD LEVEL i EMERGENCY PHONE NUMBER: 911 FIRE ALARM 6 HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT, DO NOT USE ELEVATOR. TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN MEZZANINE Ip EMERGENCY PHONE NUMBER: 911 FIRE ALARM 6 HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT, DO NOT USE ELEVATOR. TUKWILA VILLAGE - BUILDING D EMERGENCY EXIT PLAN 4TH LEVEL i m EMERGENCY PHONE NUMBER: 911 FIRE ALARM 6 HORN AND STROBE IN CASE OF FIRE USE STAIRWAY FOR EXIT, DO NOT USE ELEVATOR. 1/8" Acrylic Signs RECEIVED CITY OF TUKWILA SEP 2 6 2011 PERMIT CENTER REVIEWED FOR BODE COMPLIANCE APPROVED OCT 16 2017 CRY Of Tukwila BUILDING DIVISION ADA Signs - Cherry wood/Acrylic 8 in _I RESTROOM r� X10 �. 8 in X1 ADA Signs - Cherry wood/Acrylic ADA Signs - 1/8" Acrylic 3mm PVC 3mm PVC x1 x1 1/8" Acrylic Signs 24 i n ~i WI I] 3mm PVC 3mm PVC 3mm PVC 8'2" VAN STALL -1'0" THROUGHOUT CIREL-KA NiF Note 1: ADA Character Type, Height, Width & Spacing on Signs to Comply with ICC ANSI Al 17.1-2009, Chapter 7, Section 7 R. IIEWED FOR CODS. COMPLIANCE t.PPROV9O OCT 1 B 2017 .ity dyuwla L. -)IM"VISION SEP 2 6 2017 PERMIT CENTER Note 2: Sign Mountii to Comply w E xi F x1 IN 1/8" Acrylic Signs ELEVATOR CONTROL ROOM NO STORAGE AUTHORIZED PERSONS ONLY Mill! PUMP TEST 3mm PVC 3mm PVC A ELEVATOR SHUNT 3mm PVC x1 xi 3mm PVC -4.n -! ..Case Of Fire In Case Of Fire Elevators Are Out Of Service Elevator will Use Exit X8 - be recalled to the lobby. X2 3mm PVC SCHEDULE: P1,1, M, 2, 3, 4, 5, 6 SCHEDULE: P1,1, M, 2, 3, 4, 5, 6 � F2EbIEWED FOR II � GO�p �OVV�9fvCE 10 THROUGHOUT REMAINING GARAGE SPACE OCT 16 Zo„ XZ RECEIVED City of Tukwila L'iUIL�IW� Y OF T U K YV i LA SEP 2 6 2017 Note 2. PERMIT CENTER n Signs Sign Mounting Heights and Locations for Installation 7, Section 703 to Comply with ICC ANSI Al 17.1-2009, Chapter 7, Section 703 : — 1 — —1_ : _I _I — — Il — ._ — _I . . — — _I I-- - — — . - — ._ — — 11_ _ ._ L II_ — -- n ._ — _I . . n . — — n — — & — - - .:i 1_ — . . i — — ._ _ 1 — 1 ! — — 1 . - .:1 JOHNSON BRAUND IrNC. Submittal Review PROJECT: Tukwila Village Bldg. D Tukwila, WA JOB NO: 1026.04 I! APPROVED I- SUBMIT SPECIFIED ITEM I- REVISE AND RESUBMIT DATE: 07-10-2017 BY: Diana Kevs • y� I✓ APPROVED AS NOTED REVIEWED FOR )DE COMPLIANCE APPROVED JUL 2 7 2017 City of Tukwila BUILDING DIVISION This submittal review is for the limited purpose of checking for conform6i�_ ►�i=iAnferntd+ten— given and the design concept expressed in the Contract Documents. Review of the submittals is not conducted for the purpose of determining the accuracy and completeness of details such as dimensions, quantities, weights or gauges or for substantiating instructions for installations or performance or equipment or systems all of which remain the responsibility of the Contractor. The Architect's review of submittals shall not relieve the Contractor of the obligation to supervise and coordinate the construction procedures, to provide proper warranty for the Work to comply with the Construction Documents, or to comply with applicable codes and standards. The Architect's review shall not constitute approval of safety precautions or any construction means, methods, techniques, sequences, procedures or fabrication processes. The Architect's approval of a specific item shall not indicate approval of an assembly of which the item is a component. REMARKS: Ii RETURNED w/o REVIEW ICC Submittal 033R Fire Caulking. Items stnaek thm have been satisfied. New comments are noted in italics. 2) The submittal did not :eluded of o e t „hieh w fiFe eaulking system is to be used Fithreaeh fire rated asserabl3.grevide-re€erenee fer-eae-h fire assembly sheets AOQEjseries. This will iieedtabe elear f6r bet-h-mreview and fer- r-eN4ew E)T 3) Wood Wall Assemblies: Through penetration firestop systems per IBC 714.3.1.2: a. Shall be protected by an approved penetration firestop system installed as RECEIVED tested per ASTMS 814 or UL1479, with a minimum positive pressure CITY OF TUKWILA differential of . 01 in of water and shall have an F rating of not less than the wall penetrated = 1-hour levels 3-6 and 2-hours level 2 and 2-hours at stair JUL 13 20V & shaft enclosures. PERMIT CENTER 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 4 ,OHNSON BRAUND INC. -Metacaulk MC150 (pages 13-14) complies with these requirements. b. Proposed assemblies provide the required F rating of either 1 or 2 hours as required, EXCEPT: c. Page 32, system W-L-2346 for non-metallic pipe to 90 degree elbow has an F rating of only one hour. This is acceptable for levels 3-6. Will need to provide an additional assembly for the level 2, at 2-hour fire rated walls. See attached system W-L-2210 for 2-hour assembly. 4) Wood Floor Assemblies: Through penetration firestop systems per IBC 714.4.1.1.2: a. Shall be protected by an approved penetration firestop system installed as tested perASTME 814 or UL1479, with a minimum positive pressure differential of . 01 in of water and shall have an F rating / T rating of not less than 1 hour, but not less than the floor penetrated = 1 hour. Exceptions: 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. -Metacaulk MC150 (pages 13-14) complies with these requirements. b. Page 21, system F-C-2329 and Page 25, system F-C-2192 do not provide the required T rating of one hour. May be used only where exceptions noted above apply. 5) Concrete Assemblies: a. Concrete Walls Through penetration firestop systems per IBC 714.3.1.2: Shall be protected by an approved penetration firestop system installed as tested per ASTME 814 or UL1479, with a minimum positive pressure differential of . 01 in of water and shall have an F rating of not less than the wall penetrated = 2 hours, typical and 3 hours at stair enclosures. b. Concrete Floors Through penetration firestop systems per IBC 714.4.1.1.2: Shall be protected by an approved penetration firestop system installed as tested per ASTME 814 or UL1479, with a minimum positive pressure differential of . 01 in of water and shall have an F rating / T rating of not less than 1 hour, but not less than the floor penetrated = 2-hours level I and 3-hours level 2. Exceptions: 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. 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 End 4 JOHNSON BRAUND INC. 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. -Metacaulk MC150 (pages 13-14) complies with these requirements. -Metacaulk Wrap Strip complies with these requirements. -Metacaulk Pipe Collar complies with these requirements. c. Systems C-AJ-1403, 1243 and 2679 do not have the required T rating for floors. These systems may only be used in concrete walls or where floor exceptions noted above apply. d. Joint Systems per IBC715 shall be rated not less than the required fire rating of wall, floor or roof = 2 hours walls & floors level 1, typical. 3-hour at stair enclosures and level 3 floor. And per IBC715.3 shall be tested per ASTME1966 or UL2079. -Metacaulk Joint Strip complies with these requirements. 6) 3 Hour Concrete Assemblies: a. Concrete Floors Through penetration firestop systems per IBC 714.4.1.1.2: Shall be protected by an approved penetration firestop system installed as tested per ASTM E 814 or UL1479, with a minimum positive pressure differential of . 01 in of water and shall have an F rating / T rating of not less than I hour, but not less than the floor penetrated = 3-hours, level 2. Exceptions: 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. -Metacaulk MCISO (pages 13-14) complies with these requirements. -Metacaulk Wrap Strip complies with these requirements. -Metacaulk Pipe Collar complies with these requirements. b. System C-AJ-2017, Install per item 3, to provide required 3-hour T rating. 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 System No. W-L-2201 April 16, 2004 F Ratings — 1 and 2 Hr (See Item 1) T Ratings —1i, 1-314 and 2 Hr (See Item 1) Section A -A 1. 'Wall Assembly — The i or 2 hr fire -rated gypsum wallboard/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing shall consist of wood studs. Wood studs to consist of nom 2 by 4 in. lumber spaced 16 in. OC. B. Gypsum Board" — Min 518 in. thick, 4 It wide with square or tapered edges. The gypsum wallboard type, thickness, number of layers and orientation shall be as specified in the individual U300 Wall and Parfition Design_ Max diam of opening is 3-5/8 in. The hourly F Rating of the firestop system is equal to the hourly fire rating of the wall assembly in which it is installed. The hourly T Rating of the firestop system is 1 when installed in 1 hr rated walls. The hourly T Rating of the firestop system when installed in 2 hr ratedwalls is dependent upon which side of the wall is exposed to the fire. If the side opposite the pipe is exposed, the T Rating is 1-314 hr. If the side containing the pipe is exposed, the T Rating is 2 hr. 2. Through Penetrants — One nonmetallic pipe installed within stud cavity and connected to a 45° or 90` elbow. Additional nonmetallic pipe connected to elbow and penetrates one side of wall concentrically within the opening. The annular space between nonmetallic pipe and periphery of opening shall be nom 5/8 in. The penetrant may be installed at an angle not greater than 45 degrees from perpendicular. Pipe to be rigidly supported within wall and on penetrated side of wall assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. diam (or smaller) Schedule 40 cellular or solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Acrytonitrile Butadiene Styrene (ABS) Pipe — Nom 2 in. diam (or smaller) Schedule 40 cellular or solid core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems- C. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. diam (or smaller) SDR17 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. 3. Firestop System— The firestop system shall consist of the following: A- Packing Material — For penetrants positioned perpendicular to the wall surface, in 2 hr rated wall assemblies, foam backer rod firmly packed into opening as a permanent form. Packing: material to be recessed from surface of wall as required to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material" —Caulk — For penetrants positioned perpendicular to the wall surface, min 112 in.. thickness of fill material applied within the annulus, flush with surface of wall. For penetrants positioned at an angle to the wall surface, the fill material shall be applied within the annulus, flush with the surface of the wall to the full thickness of the gypsum board. RECTORSEAL — Metacaulk 1000 " Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or oUL Certification (such as Canada), respectively. Last Updated on 2004-04-16 ICC SUBMITTAL NUMBER 033R - BUILDING D - INSULSTION 4 LESS - FIRE CAULK REVISED FIRE CAULKING WOOD WALL ASSEMBLIES PRODUCT DATA SHEET 1�1 PSSIFj�o April 2016 u Metacaulk° MC150+ Firestopping Sealant c L us � 1F=nD For list of systems see metacaulk.com v � (I,1rrtrWrribcr 111iPTIVIjon I Fiire&W iO mcd 1. Product Description Metacaulk" MC 150+ is a one component, general purpose fire rated sealant and smoke seal for construction joints and through - penetrations. Metacaulk' MC 150+ is a water based, non -sag caulking grade sealant that is easy to apply as well as to retrofit. It cures to an elastomeric seal that is suitable where dynamic movement is expected. In the event of a fire, Metacaulk" MC 150+ will prevent the spread of flames, smoke, hot gases and water through joint openings and through -penetrations. No dilution or mixing is required for use. No special skills are necessary for installation. Metacaulk" MC 150+ is applied with a conventional caulking gun, bulk loading gun or can be troweled from the pail. For large applications, it can be pumped directly from the pail. Metacaulk" MC 150+ systems are rated for up to 4 hours in accordance with ASTM E814 (UL 1479) and ASTM E1966 (UL 2079) test standards. MC 150+ is protected in a wet stage as well as in a dry stage against mold growth with a combination of biocides. Use MetacaulkO MC 150+ for various applications: Top of the Wall Construction Joints Deflection Track Wall Systems Up to 2' (51 mm)PVC/CPVC & ABS (Closed) Crosslinked Polyethylene (PEX)tubing Steel, Copper, Cast Iron and EMT Pipe Telephone, Communication and Power Cables Metacaulk® MC 150+ Features • Water Based • Excellent Freeze -Thaw • Flexible Set • Paintable • VOC Compliant • Safe and Easy to Use • Minimum 3 Year Shelf Life • Intumescent 2. Material Properties Asbestos Fillers None Solvents None Hazardous Ingredients None Application Caulking Gun or Trowel Application temperature between 40'F - 120'F 4'C - 49'C Color Cure Time Density Elastomeric Freeze -Thaw Skin Over Time 25-C) pH Value Red 3to4weeks (at 77°F/ 25'C) 12.5+/-0.5 lbs./gal. Yes for 5 gallon (18.9 liter) 1155 cu. in. (18,927 cm3) VOC Negligible ASTM E 84, UL 723 Tunnel Test Flame Spread 10 Smoke Index 0 Sound Transimission Class STC Rating 51' 'Tested in a UL 411 wall assembly/sww to AS TM E90. 3. Applications Metacaulk" MC 150+ can be used in interior applications as a general purpose fire rated sealant and smoke seal for construction joints on both vertical and horizontal surfaces. Metacaulk"' MC 150+ is also an excellent fire rated acoustical sealant and can be used in areas under constant vibration or movement. Metacaulk"'MC 150+ can also be used on various penetrations such as EMT, telephone & power cables in concrete floors and walls , gypsum walls as well as wood floors. Use Metacaulk® MC 150+ to prevent the spread of fire and smoke through joints in fire rated gypsum wallboard partitions, concrete block or concrete walls and/ or concrete or corrugated steel deck floor/ceiling assemblies. Excellent 4. Installation Data Install Me!acaulk® MC 150+ using 30 min. standard caulking techniques or (at 77' F/ trowel from pails. Metacaulk° MC 150+ may also be pumped from the pails. When damming materials are 7 to 8 needed, use only materials approved for the specific application. For a complete list of product Volume Coverage: applications or for additional technical information, call RECTORSEALforthe for 10.3 oz. tube (304ml) 18 cu. in, latest information. (295 cm') [CC SUBMITTAL NUMBER 033-BUILDING D - INSULATION 4 LESS - FIRE Page 13 CAUKLING TYPICAL GYPSUM WALLBOARD INSTALLATION Step 1) Cut opening in wall. Step 2) Clean penetration opening and surfaces from loose debris, dirt, oil and wax. Step 3) If required, install sleeve orwire mesh and backing material. STEP 4) Gun the sealant as required to the specified depth. Trowel surface flush with wall. (Application designs vary, please contact RectorSeal for exact details.) Consult UL Directory for complete instructions and system listings. S. Testing Data For specific test criteria, refer to UL's Fire Resistance Directory or call RECTORSEAL. Metacaulk"' MC 150+ was tested at positive pressure with a minimum 0.01 (2.5 Pa) inches water and in accordance with ASTM E814 (UL 1479) and ASTM E1966 (UL 2079). FBG FBC System Compatible' indicates that this product has been tested, and is monitored on an ongoing basis, to assure its chemical compatibility with FlowGuard Gold®, BlazeMaster® and Corzan® pipe and fittings. rBc. nowcuard Cold® 8lazcMAsfcr0 and Corzan® arc licensed trademarks of the Lubrizol Co-optation. 10. LIMITED WARRANTY 6. Storage & Handling Metacaulkm MC 150+ should be stored between 35'F (2°C) and 120° F (49' C) to obtain a minimum 3 year shelf life. NOTE: Do not dilute, no mixing is required. Best if protected from freezing. If freezing occurs, thaw completely before using. Keep products stored under protective cover in original containers. Z Availability Metacaulkm MC 150+ is available in 10.3 oz. (304 ml) and 30 oz.(887 ml) caulking tubes , 20.2 oz. (597 ml) sausage packs and in 5 gallon (18.9 L) pails. 8. Limitations MetacaulkO MC 150+ is not designed to be used in areas under continuous immersion or in areas which would be continuously wet. MetacaulkmO MC 150+ should not be used against hot uninsulated surfaces above 300' F (149° C). 9. Cautions FOR CHEMICAL EMERGENCY, SPILL, LEAK, FIRE, EXPOSURE OR ACCIDENT, CALL CHEMTREC-DAY OR NIGHT 1-800- 424-9300. PRECAUTIONS: Do not take internally. May be harmful if swallowed. May cause eye and skin Irritation if prolonged or repeated contact occurs. Wash after handling. FIRST AID: For any overexposure, get immediate medical attention after first aid is given. Eyes- Rush 15 minutes with clean water. Skin -Wash with soap and water. Inhalation -Remove to fresh air. Ingestion -Only if conscious, give large amounts of water and INDUCE VOMITING. FIRE AND SPILLS: Use water fog. CO„ foam, or dry chemicals. Wipe up spills to prevent tooting hazard. Clean up with scrapers and water. STORAGE AND HANDLING: Store away from heat sources. Keep container closed. Do not reuse empty container. KEEPOUTOFREACH OF CHILDREN. METACAULKO MC 150+ For additional nformahnn reler to Material Safety Data Shee•. For additional technical service, call: 1-800-231-3345 fax: 1-800-452-2824 RECTORSEAL 2601 Spenwick Drive. HOUSTON. TEXAS 77055 V WW.RECTORSEAL.COM WWW. METACAUL K.COM RectOlSeal makes the Limited Express Warranty that when the Instructions for storage and handling of an products are followed we warrant our products to be free from defects. THIS LIMITED EXPRESS WARRANTY IS LXPRFSSLY IN LIEU OF ANY OTHER EXPRESS OR IMPLIED WARRANTIES, INCLUDING ANY IMPLIED WARRANTY OF MERCHANTABILITY OH FITNESS FOR A PAR- TICI It AR PI IRPr)SF• AND OF ANY OTHER ORI IGATION ON THE PART OF RFCTORSFA, . The sole remedy for broach of the I rmrted Fxpress Warranty shall be flip. refund of the Purchase pace. All other liability Is negated and disclaimed, and ReclorSeal shall not be liable for Incidental or consequential damages SortpP.stionf; Arid recommendations cOvPfnlq the 113P of our products are based 01) olrf pa$f experience antl labofafory hnd,rlg3. However, a6 we have, no cnntrol As to flip. methods and fefidlhpl is of applcation we wdv assume respons,btlily for the undo-, ly of our producla vnthxh ulanufacturr,g loterances. bt6 Page 14 002 metacaulk. (800) 231-3345 www.rectorseal.com www.metacaulk.com Copyright - 2008 Underwriters Laboratories Inc. Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. W-L-2259 July 16, 2014 C @us 01 r?�� ANSI/1.111-1479 (ASTM E814) CAN/ULC S115 F Ratings - 1 and 2 Hr (See Item 1) F Ratings - 1 and 2 Hr (See Item 1) T Rating - 0 Hr FT Rating - 0 Hr L Rating At Ambient - Less Than 1 CFM/sq ft FH Ratings - 1 and 2 Hr (See Item 1) L Rating At 400 F - Less Than 1 CFM/sq ft FTH Ratings - 0 Hr L Rating At Ambient - Less Than 1 CFM/sq ft L Rating At 400 F - Less Than 1 CFM/sq ft SECTIONAW 1. Wall Assembly — The 1 or 2 hr fire rated gypsum board/stud wall assembly shall be constructed of the material and in the manner specified in the individual U300, U400 or V400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features. A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced 16 in. (406 mm) OC. Steel studs to be min 3-5/8 in. (92 mm) wide and spaced max 24 in. (610 mm) OC. B. Gypsum Board* — Nom 5/8 in. (16 mm) thick, 4 ft (1.2 m) wide with square or tapered edges. The gypsum board thickness, type, number of layers, fasteners type and sheet orientation shall be as specified in the individual Wall and Partition Design. Max diam of opening is 4 in. (102 mm). The hourly F Rating of the firestop system is equal to the hourly fire rating of the wall assembly Page 17 in which it is installed. 2. Nonmetallic Pipe — One nonmetallic pipe or conduit to be installed either concentrically or eccentricity within the firestop system. The annular space between the through penetrant and the periphery of the opening shall be a min 5/8 in.(16 mm) to a max 1 in. (25 mm). Pipe or conduit to be rigidly supported on both sides of wall assembly. The following types of nonmetallic pipes or conduits may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 solid or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste, or vent) piping systems. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) SDR 13.5 CPVC pipe for use in closed (process or supply) piping systems. C. Rigid Nonmetallic Conduit+ — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 PVC conduit installed in accordance with the National Electrical Code, (NFPA No. 70). 0. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 2 in. (51 mm) diam Schedule 40 cellular or solid core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. 3. Fill, Void, or Cavity Materials* - Sealant — Min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with both surfaces of wall. Additional fill material to be installed such that a min 114 in. (6 mm) thick crown is formed around the through penetrant at both surfaces of wall. RECTORSEAL — FlameSafe® FS900+, Metacaulk MC 150+, Biostop BF 150+ * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. +Bearing the UL Listing Mark Page 18 metacaulk _ (800) 231-3345 www.rectorseal,com www.metacaulk.com F74 Copyright - 2008 Underwriters Laboratories Inc.®ds Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. W-L-2346 November 14, 2013 _F Rating_-1 Hr T Rating — 314 Hr t r Section A -A 1. Wall Assembly — The 1 hr fire -rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing shall consist of wood studs. Wood studs to consist of nom 2 by 6 in. lumber spaced 16 in. OC. B. Gypsum Board" — Min 5/8 in. thick, 4 ft wide with square or tapered edges. The gypsum board type, thickness, number of layers and orientation shall be as specified in the individual U300 Wall and Partition Design. Max diam of opening is 5-1/2 in. 2. Through Penetrants — One nonmetallic pipe installed within stud cavity and connected to a 90' elbow. Additional nonmetallic pipe connected to elbow and penetrates one side of wall concentrically or eccentrically within the opening. The annular space between nonmetallic pipe and periphery of opening shall be min 112 in to max 1 in. Pipe to be rigidly supported within wall and on penetrated side of wall assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 3 in. diam (or smaller) Schedule 40 cellular or solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 3 in. diam (or smaller) SDR 13.5 CPVC pipe for use in closed (process or supply) piping systems. 3. Firestop System — The firestop system shall consist of the following: A. Fill, Void or Cavity Material' - Wrap Strip — Nom 1/4 in. thick by 1 in. wide intumescent wrap strip. Two layers of wrap strip are individually wrapped around the through -penetrant with ends butted and held in place with tie wire. Butted ends in successive layer shall be offset. Page 32 Wrap strips extend 1/4 in, beyond surface of wall. RECTORSEAL — Metacaulk Wrap Strip B. Fill, Void or Cavity Material' - Caulk — Min 1/4 in. thickness of fill material applied between wrap strip and periphery of opening, flush with surface of wall. RECTORSEAL — Metacaulk 1000, Metacaulk 350i and MC150+. `Bearing the UL Classification Mark Page 33 (800) 231-3345 www.rectorseal.com www.metacaulk.com `E Copyright - 2008 Underwriters Laboratories Inc. c®us . . z Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. FIESNlyr System No. W-L-2415 August 31, 2004 F Ratings —1 and 2 Hr (See Item 1) T Rating —112 Hr SECTION AA 1. Wall Assembly — The 1 or 2 hour fire -rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300 or U400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — SWall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 inch lumber spaced 16 inch OC. Steel studs to be min 3-1/2 inch wide and spaced max 24 inch OC. B. Gypsum Board" — 5/8 in. thick, 4 feet wide with square or tapered edges. The gypsum board type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual Wall and Partition Design. Max diameter of opening is 3-1/2 in. The hourly F Ratings of the firestop system are equal to the hourly fire rating of the wall assembly. 2. Steel Sleeve — (Optional - Not Shown) - Cylindrical sleeve fabricated from 0.018 in. thick (No. 26 gauge) galv sheet steel and having a min 1 in. lap along the longitudinal seam. Length of steel sleeve to project 1 in. more both surfaces of the wall. Sleeve installed by coiling the sheet steel to a diam smaller than the through opening, inserting the coil through the openings and releasing the coil to let it uncoil against the circular openings in the wall. 3. Nonmetallic Pipe — One nom 2 in. diam (or smaller) SDR 13.5 Chlorinated Polyvinyl Chloride (CPVC) pipe to be installed either concentrically or eccentrically within the firestop system. The annular space shall be min 114 in. to max Page 36 1-1/8 in. Pipe to be rigidly supported on both sides of wall assembly. 4. Fill Void or Cavity Materials" - Caulk — Min 5/8 in. thickness of fill material applied within the annulus flush with both surfaces of the wall assembly. RECTORSEAL — Metacaulk 150+ 'Bearing the UL Classification Mark Page 37 metacaulk (800)231-3345 www.rectorseal.com www.metacaulk,com Copyright - 2008 Underwriters Laboratories Inc. Cuts �. Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. W-L-2373 December 03, 2003 F Ratings —1 and 2 Hr (See Item 1) T Rating — 0 Hr SECTION A -A 1. Wall Assembly — The 1 or 2 hr fire rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300 or U400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing may consist of either wood studs or steel channel studs. Steel studs to be min 3-1/2 in. wide and spaced max 24 in. OC. Wood studs to consist of nom 2 by 4 in. lumber spaced 16 in. OC. B. Gypsum Board" — Thickness, type, number of layers and fasteners as required in the individual Wall and Partition Design. Max diam of opening is 4 in. The hourly F Rating of the firestop system is equal to the hourly rating of the wall assembly in which it is installed. 2. Through -Penetrants — Multiple nonmetallic pipes, tubing or conduit installed within opening. Aggregate cross -sectional area of penetrants in opening to be max 33 percent of the aggregate cross -sectional area of the opening. Annular space between pipes, tubing or conduit and edge of opening shall be min 0 in. (point contact) to max 1 in. Separation between pipes, tubing or conduit shall be min 0 in. (point contact). Pipes, tubing or conduit to be rigidly supported on both sides of wall assembly. The following types of pipes, tubing or conduit may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 1-1/2 in. diam (or smaller) Schedule 40 solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 1-1/2 in. diam (or smaller) SDR13.5 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping Page 38 systems. C. Rigid Nonmetallic Conduit+ — Nom 1-1/2 in. diam (or smaller) Schedule 40 PVC conduit installed in accordance with Article 347 of the National Electrical Code (NFPA No. 70). D. Crosslinked Polyethylene (PEX) Tubing — Nom 1 in. diam (or smaller) SDR 9 PEX tubing for use in closed (process or supply) piping systems. 3. Fill, Void or Cavity Material`- Sealant — Min 518 in. thickness of sealant applied within annulus, flush with both surfaces of wall assembly. A min 1/4 in. diam bead of caulk shall be applied to the penetrant/gypsum board interface at the point contact location on both sides of wall. RECTORSEAL — MC 150+ *Bearing the UL Classification Mark Page 39 -- meta(ZaUlk. (800) 231-3345 www.rectorseal.com www.metacaulk.com Copyright - 2008 Underwriters Laboratories Inc, 6 �• COS` U Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. 1 System No. W-L-2262 November 28, 2007 F Ratings —1 and 2 Hr (See Item 1) T Ratings —1 and 2 Hr (See Item 1) SECTION A 1. Walt Assembly — The 1 or 2 hour fire -rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300 or U400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 inch lumber spaced 16 inch OC. Steel studs to be min 2-1/2 inch wide and spaced max 24 inch OC. B. Gypsum Board` — 518 in. thick, 4 feet wide with square or tapered edges. The gypsum board type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual Wall and Partition Design. Maximum diameter of opening is 3-5/8 in. The hourly F and T Ratings of the firestop system are equal to the hourly fire rating of the wall assembly. 2. Nonmetallic Pipe — One non-metallic pipe to be installed either concentrically or eccentrically within the firestop system. The annular space shall be min 0 (point contact) to max 1-1/4 in. Pipe to be rigidly supported on both sides of wall assembly. The following types and sizes of non-metallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. diam (or smaller) Schedule 40 solid core or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. Page 40 B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. diam (or smaller) SDR 13.5 CPVC pipe for use in closed (process or supply) piping systems. C. Electrical Non -Metallic Tubing (ENT) — Nom 2 in. (or smaller) PVC tubing installed in accordance with Article 331 of the National Electrical Code (NFPA 70). D. Cross Linked Polyethylene (PEX) Tubing — Nom 1 in. diam (or smaller) SDR 9 PEX tubing for use in closed (process or supply) piping systems. 3. Firestop System — The firestop system shall consist of the following: A. Packing Material — (Optional) For 2 hr wall assemblies, foam backer rod firmly packed into opening as a permanent form. Packing material to be recessed from each surface of the wall to accommodate the required thickness of fill material. B. Fill Void or Cavity Materials* - Caulk — Min 5/8 in. thickness of fill material applied within the annulus on both surfaces of the wall assembly. A min 1/2 in. diam bead of caulk shall be applied to the pipe/gypsum board interface at the point contact location on both sides of wall. RECTORSEAL — MC 150+ Caulk *Bearing the UL Classification Mark Page 41 i1etC'7C:7. uIK (800) 231-3345 www.rectorseal.com www.metacaulk.com 9e Copyright - 2008 Underwriters Laboratories Inc, t Via, `ram C&S .� Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. W-L-2437 June 24, 2005 F Ratings —1 and 2 Hr (See Item 1) T Ratings — 0 and 1/4 Hr (See Item 1) Section A -A 1. Wall Assembly — The 1 or 2 hr fire -rated gypsum board/steel stud wall assembly shall be constructed of the materials and in the manner specified in the individual U400 and V400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall incorporate the following construction features: A. Studs — Wall framing shall consist of min 3-5/8 in. wide steel channel studs spaced max 24 in. OC. B. Gypsum Board* — One or two layers of nom 1/2 or 5/8 in. (13 or 16 mm) thick gypsum board as specified in the individual Wall and Partition Design. The gypsum board type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual U400 Series Design in the UL Fire Resistance Directory. Max diam of opening is 4 in. (102 mm). The hourly F Rating of the firestop system is equal to the hourly fire rating of the wall assembly in which it is installed. The T Ratings are 0 and 1/4 hr when installed in 1 and 2 hr rated walls, respectively. 2. Steel Sleeve — Cylindrical sleeve fabricated from min 0.021 in. (0.5 mm) thick (26 gauge) galy sheet steel and having a min 1 in. (25 mm) lap along the longitudinal seam. Steel sleeve to be 2 in. (51 mm) longer than the thickness of wall such that, when installed, the ends of the sleeve will project up to 1 in. (25 mm) beyond each surface of the wall. Sleeve installed by coiling the sheet steel to a diam smaller than the opening, inserting the coil through the opening and releasing the coil. 3. Through Penetrant— Nom 51 mm (2 in.) diam (or smaller) Schedule 40 cellular core polyvinyl chloride (PVC) pipe installed eccentrically or concentrically within the firestop system. An annular space between penetrant and edge of sleeve shall be min 1/2 in. (13 mm) to max 1-1/8 in. (29 mm). Pipe to be rigidly supported on both sides of wall assembly. Page 34 4. Fill, Void or Cavity Materials' — (Caulk) Min 5/8 in. (16 mm) thickness of caulk applied within the annulus, flush with both surfaces of wall. RECTORSEAL — MC 150+ Bearing the UL Classification Mark Page 35 WOOD FLOOR ASSEMBILIES t metaCaUlk' (800)231-3345 www,rectorseal.com www.metacaulk.com Copyright - 2008 Underwriters Laboratories Inc. � CNGS -' Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. A System No. F-C-2298 November 14, 2013 F Rating —1 Hr T Rating —1 Hr Section A A System tested with a pressure differential of 50 Pa between the exposed and the unexposed surfaces with the higher pressure on the exposed side. 1. Floor -Ceiling Assembly — The 1 hr fire -rated solid or trussed lumber joist floor -ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor -Ceiling Designs in the UL Fire Resistance Directory. The general construction features of the floor -ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor -Ceiling Design. Max diam of opening shall be 76 mm. B. Wood Joists* — Nom 254 mm deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board' — Nom 1.2 m wide by 16 mm thick as specified in the individual Floor -Ceiling Design. Gypsum board nailed to wood joists. One-piece or two-piece 16 mm thick gypsum board or 19 mm thick plywood patch, min 102 mm longer and wider than the cutout in the flooring, screw -attached to bottom of flooring concentric with cutout by means of 32 mm long Type S steel screws spaced max 102 mm OC. Max diam of opening in gypsum board ceiling to be 127 mm. Page 19 1.1 Chase Wall — (Optional, Not Shown) — The through penetrant (Item 2) may be routed through non -fire rated or fire rated single, double or staggered wood stud/gypsum board chase wall constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 51 by 102 mm (or larger) lumber studs. B. Sole Plate — Nom 51 by 102 mm (or larger) lumber plates. Max diam of opening is 76 mm. C. Top Plate — The double top plate shall consist of two 51 by 102 mm (or larger) lumber plates. Max diam of opening is 76 mm. D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design. 2. Through Penetrant — One nonmetallic pipe or conduit to be installed either concentrically or eccentrically within the firestop system. Diam of opening in flooring, top plates and sole plates of optional chase wall shall be 25 mm larger than the outside diam of the pipe or conduit such that the annular space is min 0 mm (point contact) to max 16 mm. Pipe or conduit to be rigidly supported on both sides of floor -ceiling assembly. The following types and sizes of nonmetallic pipes or conduits may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 51 mm diam (or smaller) Schedule 40 solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Polyvinyl Chloride (PVC) Pipe — Nom 51 mm diam (or smaller) thin -walled PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. Pipe wall thickness shall be a min 2.4 mm. C. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 51 mm diam (or smaller) ADR 13.5 CPVC pipe for use in closed (process or supply) piping system. D. Rigid Electrical Non -Metallic Conduit (RNMC) — Nom 51 mm (or smaller) PVC conduit installed in accordance with Article 331 of the National Electrical Code (NFPA 70). E. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 51 mm diam (or smaller) Schedule 40 cellular or solid core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. F. Cross Linked Polyethylene (PEX) Pipe — Nom 25 mm diam (or smaller) PEX pipe for use in closed (process or supply) piping systems. 3. Fill, Void or Cavity Materials* — Caulk — Min 16 mm thickness of Metacaulk 1000 or 19 mm of MC150+ fill material applied within annular space around perimeter of through penetrant flush with surface of floor or optional top and sole plates. Min 16 mm of both fill materials, applied withing the annulus, flush with surface of gypsum board ceiling. Min 13 mm bead at point contact. ABS pipe (item 2E) is limited for use with Metacaulk 1000 only. RECTORSEAL — Metacaulk 1000 or MC150+ *Bearing the UL Classification Mark Page 20 n metacaUlk' (800) 231-3345 www.rectorseai.com www.metacaulk.com y #"'7 �. Copyright - 2008 Underwriters Laboratories Inc. cos s *{ � c -Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. F-C-2329 November 14, 2013 F Rating —1 Hr T Rating — 3/4 Hr�i 1. Floor -Ceiling Assembly — The 1 hr fire -rated wood joist floor -ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Designs in the UL Fire Resistance Directory, as summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor -Ceiling Design. Max diam of floor opening is 3-1/4 in. (83 mm). B. Wood Joists — Nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board * — Nom 518 in. (16 mm) thick as specified in the individual Floor -Ceiling Design. Gypsum board secured to joists as specified in the individual Floor -Ceiling Design. Max diam of opening is 3-1/4 in. (83 mm). 2. Through Penetrants — One nonmetallic pipe to be installed either concentrically or eccentrically within the firestop system. Diam of the circular opening in flooring, and top and sole plates of chase wall is 5/8 to 7/8 in. (16 to 22 mm) larger than the actual diam of the pipe such that the annular space is min 0 in. (point contact) to max 7/8 in. (22 mm). Pipe to be rigidly supported on both sides of floor -ceiling assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 cellular or solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. Page 21 B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) SDR13.5 CPVC pipe for use in closed (process or supply) piping systems. C. Rigid Nonmetallic Conduit+ — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 PVC conduit installed in accordance with the National Electrical Code, (NFPA No. 70). D. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 1-112 in. (38 mm) diam Schedule 40 cellular or solid core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. E. Crosslinked Polyethylene (PEX) Tubing — Nom 1 in. (25 mm) diam (or smaller) SDR 9 PEX tubing for use in closed (process or supply) or vented (drain, waste or vent) piping systems. E. Crosslinked Polyethylene/Aluminum/Crosslinked Polyethylene Composite Pressure Pipe (PEX-AL-PEX) — Nom 1 in. (25 mm) diam (or smaller) PEX-AL-PEX pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. 3. Firestop System — The firestop system shall consist of the following: A. Packing Material — Foam backer rod firmly packed into opening as a permanent form. Packing material to be recessed from top surface of subfloor to accommodate the required thickness of fill material. When MC150+ fill material is used, no packing material is required. B. Fill, Void or Cavity Material' - Caulk — Min 1/4 in. (6 mm) thickness of Metacaulk 350i or % in. (19 mm) of MC150+ fill material applied within annulus, flush with top surface of subfloor. At point contact location, a min 1/4 in. (6 mm) diam bead of fill material shall be applied to the penetrant/plywood interface on top surface of floor assembly. Min 1/2 in. (13 mm) thickness of Metacaulk 350i or 5/8 in. (16 mm) of MC150+ fill material applied within annulus, flush with bottom surface of ceiling. At point contact location, a min 1/4 in. (6 mm) diam bead of fill material shall be applied to the penetrant/gypsum board interface on bottom surface of ceiling. ABS pipe (item 2D) is limited for use with Metacaulk 350i only. RECTORSEAL — Metacaulk 350i or MC150+ 'Bearing the UL Classification Mark Page 22 Met7Caul800) K. ( 231-3345 www:rectvrseal.com wv+w.metacaulk.com rc Copyright - 2008 Underwriters Laboratories Inc. eCS •.:. Reprinted from the 2008 Fire Resistance Directo ry ary with permission from Underwriters Laboratories Inc. REM1111" System No. F-C-2398 November 14, 2013 F Rating — 1 Hr T Rating --1 Hr L Rating at Ambient — Less Than 1 CFMIsq ft L Rating at 400 F — Less Than 1 CFM/sq ft 1. Floor - Ceiling Assembly — The 1 hr fire -rated wood joist floor -ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Designs in the UL Fire Resistance Directory, as summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture` as specified in the individual Floor -Ceiling Design. Max diam of floor opening is 4 in. (102 mm). B. Wood Joists — Nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board' — Nom 5/8 in. (16 mm) thick as specified in the individual Floor -Ceiling Design. Wallboard secured to joists as specified in the individual Floor -Ceiling Design. 2. Chase Wall — The through penetrant (Item No. 3) shall be routed through wood stud/gypsum board chase wall and shall include the following construction features: A. Studs — Nom 2 by 6 in. (51 by 152 mm) lumber studs. B. Sole Plate — Nom 2 by 6 in. (51 by 152 mm) lumber plates. Diam of opening or length of notch -out in sole plate to be 1/2 in. (13 mm) larger than outside diam of pipe. Page 23 C. Top Plate — The double top plate shall consist of two nom 2 by 6 in. (51 by 152 mm) lumber plates. Diam of opening or length of notch -out in top plate to be 1/2 in. (13 mm) larger than outside diam of pipe. D. Gypsum Board — Min 1/2 in. (13 mm) thick rated or nonrated gypsum board. 3. Through Penetrants — One nonmetallic pipe to be centered within the firestop system. The annular space between pipe and periphery of opening shall be 0 in. (point contact) to 1/2 in. (13 mm) Pipe to be rigidly supported on both sides of floor assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 3 in. (76 mm) Schedule 40 solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 3 in. (76 mm) diam (or samller) ADR 13.5 CPVC pipe for use in closed (process or supply) piping systems. C. Rigid Non -Metallic Conduit + — Nom 3 in. (76 mm) Diam (or smaller) PVC conduit installed in accordance with Article 347 of the National Electrical Code (NFPA 70). D. Electrical Nonmetallic Tubing+ — Nom 3 in. (76 mm) (or smaller) PVC tubing installed in accordance with Article 331 of the National Electrical Code (NFPA 70). 4. Firestop System — The firestop system shall consist of the following: A. Fill, Void or Cavity Material* — Caulk — Min 3/4 in. (19 mm) thickness of fill material applied within annulus, flush with top surface of floor. Min 3/4 in. (19 mm) thickness of fill material applied within annulus, flush with bottom surface of top plate. Min 1/2 in. (13 mm) crown bead at point contact. RECTORSEAL — Metacaulk 1000, Metacaulk 350i or MC150+ *Bearing the UL Classification Mark Page 24 metaaaUlk (800) 231-3345 www,rectorseal.com www.metacaulk.com Copyright - 2008 Underwriters Laboratories Inc.®ns 'A Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. F-C-2192 November 14, 2013 F Rating —1 Hr fT Rating — 3/4 Hr' SE(.',"11QN -A .................................................. 1. Floor -Ceiling Assembly — The 1 hr fire -rated wood joist floor -ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Designs in the UL Fire Resistance Directory, as summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor -Ceiling Design. Max diam of floor opening is 3-1/4 in. B. Wood Joists — Nom 10 in. deep (or deeper) lumber, steel or combination i'umber and steel joists, trusses or Structural Wood Members* with bridging as required and wiith ends firestopped. C. Gypsum Board * — Nom 5/8 in. thick as specified in the individual Floor -Ceiling Design. Gypsum board secured to joists as specified in the individual Floor -Ceiling Design. Max diam of opening is 3-1/4 in. 2. Through Penetrants — One nonmetallic pipe to be installed either concentrically or eccentrically within the firestop system. Diam of the circular opening in flooring, and top and sole plates of chase wall is 5/8 or 7/8 in. larger than the actual diam of the pipe such that the annular space is min 0 in. (point contact) to max 7/8 in. Pipe to be rigidly supported on both sides of floor -ceiling assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. diam (or smaller) Schedule 40 cellular or solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. diam (or smaller) SDR17 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. Page 25 C. Rigid Nonmetallic Conduit+ — Nom 2 in. diam (or smaller) Schedule 40 PVC conduit installed in accordance with Article 347 of the National Electrical Code, (NFPA No. 70). D. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 1-112 in. diam Schedule 40 cellular or solid core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. E. Crosslinked Polyethylene (PEX) Tubing — Nom 1 in. (25 mm) diam (or smaller) SDR 9 PEX tubing for use in closed (process or supply) or vented (drain, waste or vent) piping systems. F. Crosslinked Polyethylene/Aluminum/Crosslinked Polyethylene Composite Pressure Pipe (PEX-AL-PEX) — Nom 1 in, diam (or smaller) PEX-AL-PEX pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. 3. Firestop System — The firestop system shall consist of the following: A. Packing Material — Foam backer rod firmly packed into opening as a permanent form. Packing material to be recessed from top surface of subfloor as required to accommodate the required thickness of fill material. When MC150+ fill material is used, no packing material is required. B. Fill, Void or Cavity Material" — Caulk — Min 1/4 in. thickness of Metacualk 1000 or % in. thickness of MC150+ fill material applied within annulus, flush with top surface of subfloor. At point contact location, a min 1/4 in. diam bead of fill material shall be applied to the penetrant/plywood interface on top surface of floor assembly. Min 1/2 in. thickness of Metacaulk 1000 or 5/8 in_ thickness of MC150+ applied within annulus, flush with bottom surface of ceiling. At point contact location, a min 1/4 in. diam bead of fill material shall be applied to the penetrant/gypsum board interface on bottom surface of ceiling. ABS pipe (item 2D) is limited for use with Metacaulk 1000 only. RECTORSEAL — Metacaulk 1000 or MC150+ "Bearing the UL Classification Mark Page 26 metacau1K.800 .j,.. ( ) 231-3345 www.rectorseal.com www.metacaulk.com ,a Copyright - 2008 Underwriters Laboratories Inc, C�ItS 1x ,1• _ Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. F-C-2042 July 15, 2014 ANSI/UL1479 (ASTM E814) CAN/ULC S115 F Ratings - 1 and 2 Hr (See Item 4) F Ratings - 1 and 2 Hr (See Item 4) T Ratings - 0 and 1 Hr (See Item 4) FT Ratings - 0 and 1 Hr (See Item 4) FH Ratings -1 and 2 Hr (See Item 4) FTH Ratings -0 and 1 Hr (See Item 4) L Rating At Ambient - Less Than 1 CFM/sq ft L Rating At Ambient - Less Than 1 CFM/sq ft L Rating At 400 F - Less Than 1 CFM/sq ft L Rating At 400 F - Less Than 1 CFM1sq ft C rl�1 Li -- — — —L`x w 1C kill, R 1. Floor Ceiling Assembly — The 1 hr fire -rated solid or trussed lumber joist floor -ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor -Ceiling Designs in the UL Fire Resistance Directory. The 2 hr fire -rated wood joist floor -ceiling assembly shall be constructed of the materials and in the manner specified in Design No. L505, L511 or L536 in the UL Fire Resistance Directory. The general construction features of the floor -ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture`' as specified in the individual Floor -Ceiling Design. Diam of floor opening to be 1 in. to 1-518 in. (25 to 41 mm) larger than outside diam of through penetrant. Max diam of floor opening is 4 in. (102 mm). B. Wood Joists — For 1 hr fire -rated floor -ceiling assemblies, nom 10 in. deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members" Page 27 with bridging as required and with ends firestopped. For 2 hr fire -rated floor -ceiling assemblies, nom 2 by 10 in. (51 by 254 mm) lumber joists spaced 16 in. (406 mm) OC with nom 1 by 3 in. (25 by 76 mm) lumber bridging and with ends firestopped. C. Furring Channels — In 2 hr fire -rated assemblies, resilient galv steel furring installed perpendicular to wood joists between first and second layers of gypsum board (Item 1 D). Furring channels spaced max 24 in. (610 mm) OC. In 1 hr fire -rated assemblies, resilient gals steel furring installed perpendicular to wood joists between gypsum board and wood joists as specified in the individual Floor -Ceiling Design. Furring channels spaced max 24 in. (610 mm) OC. D. Gypsum Board" — Nom 4 ft (1.2 m) wide by 5/8 in. (16 mm) thick as specified in the individual Floor -Ceiling Design. First layer of gypsum board nailed to wood joists. Second layer of gypsum board screw -attached to furring channels. Diam of ceiling opening to be 1 in. to 1-5/8 in. (25 to 41 mm) larger than outside diam of through penetrant. Max diam of ceiling opening is 4 in. (102 mm). 2. Chase Wall — (Not Shown, Optional) — The through penetrants (Item 3) may be routed through a 1 or 2 hr fire -rated single, double or staggered wood stud/gypsum board chase wall having a fire rating consistent with that of the floor -ceiling assembly. The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 6 in. (51 by 152 mm) lumber or double nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 6 in. (51 by 152 mm) lumber or parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Diam of opening in sole plate to be 1 in. to 1-5/8 in. (25 to 41 mm) larger than outside diam of through penetrant. Max diam of opening is 4 in. (102 mm). C. Top Plate — The double top plate shall consist of two nom 2 by 6 in. (51 by 152 mm) lumber plates or two sets of nom 2 by 4 in. (51 by 102 mm) lumber plates tightly butted. Diam of opening in top plate to be 1 in. to 1-5/8 in. (25 to 41 mm) larger than outside diam of through penetrant. Max diam of opening is 4 in. (102 mm). D. Gypsum Board" — Thickness, type, number or layers and fasteners shall be as speed in individual Wall and Partition Designs. 3. Through Penetrants — One nonmetallic pipe or conduit to be installed concentrically or eccentrically within the firestop system. Annular space between pipe or conduit and periphery of opening is dependent upon the hourly fire rating of the floor -ceiling assembly, and type of fill material in which it is installed as shown in Item 4. Pipe or conduit to be rigidly supported on both sides of the floor -ceiling assembly. The following types and sizes of nonmetallic pipes or conduits may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 solid or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Rigid Nonmetallic Conduit+ — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 PVC conduit installed in accordance with the National Electrical Code (NFPA No. 70). C. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) SDR 13.5 CPVC pipe for use in closed (process or supply) piping systems. D. Electrical Nonmetallic Tubing (ENT+) — Nom 1 in. (25 mm) diam (or smaller) corrugated -wall electrical nonmetallic tubing (ENT) constructed of polyvinyl chloride (PVC) and installed in accordance with the National Electrical Code (NFPA No. 70). See Electrical Nonmetallic Tubing (FKHU) category in the Electrical Construction Materials Directory for names of manufacturers. 4. Fill, Void or Cavity Material" — Sealant — In 2 hr fire -rated assemblies, min 3/4 in. (19 mm) thickness of sealant applied within annular space, flush with top surface of floor or chase wall sole plate. Min 1-1/4 or 5/8 in. (32 or 16 mm) thickness of sealant as indicated in the table below, applied within the annular space, flush with bottom surface of gypsum board ceiling or chase wall top plate. Additional fill material to be installed such that a min 1 /4 in. (6 mm) crown is formed around the penetrating item on both sides of floor -ceiling assembly. In 1 hr fire -rated assemblies, min 3/4 in. (19 mm) thickness of sealant applied within annular space, flush with top surface of floor. Min 5/8 in. (16 mm) thickness of sealant applied within the annular space, flush with bottom surface of gypsum board ceiling . Additional fill material to be installed such that a min 1/4 in. (6 mm) crown is formed around the penetrating item on both sides of floor -ceiling assembly. The F and T Ratings of the firestop system are dependent upon the hourly fire rating of the floor -ceiling assembly, min and max annular space within the firestop system and type and thickness of fill material used within the firestop system as shown in the table below: Page 28 Min Thickness Min, Max of Sealant Rating of Annular Within Assembly, Type of Space, in. Ceiling, in. F Rating, T Rating, Hr Sealant (mm) (mm) Hr Hr 2 FS 1900, Metacaulk 1000, 1/2, 1-1/8 1-1/4 (32) 2 0 Metacaulk 350i, Biostop (13,38) 350i or Biostop 500+ 1 FS 1900, Metacaulk 1000, 1/2, 1-1/8 5/8 (16) 1 0 Metacaulk 350i, Biostop (13,38) 350i or Biostop 500+ 2 FS 900+ 1/2, 5/8 5/8 (16) 2 0 (13, 16) 1 FS 900+ 1/2, 5/8 5/8 (16) 1 1 (13,16) RECTORSEAL — FlameSafe FS 1900, FS 900+, Metacaulk MC 150+, Metacaulk 1000, Metacaulk 350i, Biostop BF 150+, Biostop 350i or Biostop 500+ +Bearing the UL Listing Mark *Bearing the UL Classification Marking Page 29 metacaulk (800) 231-3345 www.rectorseal.com www.metacaulk.com,, " �ystir,� Copyright - 2008 Underwriters Laboratories Inc. cOu= .��, Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. Noma& A t1% System No. F-C-2212 November 14, 2013 F Rating — 1 Hr T Rating — 1 Hr S c:LTION A -A 1. Floor -Ceiling Assembly — The 1 hr fire -rated wood joist floor -ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Designs in the UL Fire Resistance Directory, as summarized below: .A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor -Ceiling Design. Max diam of opening is 3 in. B. Wood Joists — Nom 10 in. deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Nom 5/8 in, thick as specified in the individual Floor -Ceiling Design 2. Chase Wall — The through penetrants (Item 3) shall be routed through a 1 hr fire -rated single, double or staggered wood stud/gypsum board chase wall constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 6 in. lumber or double nom 2 by 4 in, lumber studs. B. Top Plate — The double top plate shall consist of two nom 2 by 6 in. lumber plates or two sets of parallel 2 by 4 in. lumber plates, tightly butted. Max diam of opening is 3 in. C. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in the individual Wall and Partition Design. Page 30 3. Through Penetrant — One nonmetallic pipe installed concentrically or eccentrically within the firestop system. Diam of circular opening in flooring, and top and sole plates shall be 5/8 to 7/8 in. larger than the actual diam of pipe such that the annular space is min 0 in. (point contact) to a max. 5/8 in. is required between the penetrant and the periphery of the opening. Pipe to be rigidly supported on each side of the floor assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. diam (or smaller) Sch 40 solid or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Composite Cross Linked Polyethylene (PEX-AL-PEX) Pipe — Nom 1 in diam (or smaller) PEX-AL-PEX pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. C. Composite Polyethylene (PE -AL -PE) Pipe — Nom 1 in diam (or smaller) PE -AL -PE pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. D. Cross Linked Polyethylene (PEX) Pipe — Nom 1 in diam (or smaller) PEX pipe for use in closed (process or supply) piping systems. E. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. diam (or samller) ADR 13.5 CPVC pipe for use in closed (process or supply) piping systems. F. Rigid Non -Metallic Conduit + — Nom 2 in. Diam (or smaller) PVC conduit installed in accordance with Article 347 of the National Electrical Code (NFPA 70). G. Electrical Nonmetallic Tubing+ — Nom 2 in. (or smaller) PVC tubing installed in accordance with Article 331 of the National Electrical Code (NFPA 70). 4. Firestop System — The firestop system shall consist of the following: A. Packing Material — Foam backer rod firmly packed into opening as a permanent form. Packing material to be recessed from top surface of subfloor and bottom surface of the lower top plate as required to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material* - Caulk — Min '% in. thickness of fill material applied within annulus, flush with top surface of subfloor and min % in. thickness of fill material applied within the annulus, flush with bottom surface of lower top plate. At point contact location, Y< in. diam bead of caulk applied at interface of pipe and periphery of opening on top surface of floor and bottom surface of lower top plate. RECTORSEAL — MC 150+ *Bearing the UL Classification Mark Page 31 CONCRETE ASSEMBLIES 2 AND 3 HOUR SAFETY DATA SHEET SDS 0588 Section 1 -- PRODUCT AND COMPANY IDENTIFICATION ----------------------------------------------------------------------------- HMIS CODES PRODUCT NAME Health 1 Metacaulk Joint Strip Flammability 0 Reactivity 0 PRODUCT CODES PPI B 66700, 66701, 66702, 66703, 66704 CHEMICAL FAMILY Organic/Inorganic USE Firestopping Material MANUFACTURER'S NAME EMERGENCY TELEPHONE NO. The RectorSeal Corporation Chemtrec 24 Hours 2601 Spenwick Drive (800)424-9300 USA Houston, Texas 77055 USA (703)527-3887 International DATE OF VALIDATION TECHNICAL SERVICE TELEPHONE NO. January 23, 2015 (800)231-3345 or (713)263-8001 DATE OF PREPARATION March 20, 2012 Section 2 -- HAZARDS IDENTIFICATION GHS CLASSIFICATION PHYSICAL HAZARDS: None HEALTH HAZARDS Acute Toxicity: Oral: Not Classified Dermal: Not Classified Inhalation: Not Classified Skin Corrosion/Irritation: Not Classified Serious Eye Damage/Eye Irritation: Not Classified Respiratory or Skin Sensitization: Not Classified Germ Cell Mutagenicity: Not Classified Carcinogenicity: Not Classified Reproductive Toxicology: Not Classified Target Organ Systemic Toxicity - Single Exposure: Not Classified Target Organ Systemic Toxicity - Repeated Exposure: Not Classified Aspiration Toxicity: Not Classified ----------------------------------------------------------------------------- ENVIRONMENTAL HAZARDS Hazardous to the Aquatic Environment: Not Classified Acute aquatic toxicity: Not Classified Chronic aquatic toxicity: Not Classified Bioaccumulation potential: Not Classified Rapid degradability: Not Classified ----------------------------------------------------------------------------- GHS Label elements, including precautionary statements Pictogram: None Signal Word: None Hazard Statements: None Precautionary Statements: P102 - Keep out of reach of children. P264 - Wash hands thoroughly after handling. ----------------------------------------------------------------------------- SUMMARY OF ACUTE HAZARDS May cause skin irritation. ROUTE OF EXPOSURE, SIGNS AND SYMPTOMS INHALATION Not a respiratory irritant. EYE CONTACT Contact may cause eye irritation. SKIN CONTACT Contact may cause skin irritation. INGESTION Possible irritation to mucous membranes of the mouth, throat, and stomach. SUMMARY OF CHRONIC HAZARDS None known. MEDICAL CONDITIONS AGGRAVATED BY EXPOSURE Persons with pre-existing skin conditions or chemical allergies may be more susceptible to contact effects of the cured elastomer. Section 3 -- COMPOSITION/INFORMATION ON INGREDIENTS ----------------------------------------------------------------------------- °s by WT CAS No. INGREDIENT UNITS None as defined by OSHA Hazard Communication Standard 29 CFR 1910.1200. Section 4 -- FIRST AID MEASURES ----------------------------------------------------------------------------- If INHALED: Not a respiratory irritant. If on SKIN: Wash with soap and water. If irritation occurs, seek medical attention. If in EYES: Immediately flush with large amounts of water. If irritation occurs, seek medical attention. If SWALLOWED: If swallowed, call a physician immediately. Only induce vomiting at the instruction of a physician. Never give anything by mouth to an unconscious person. Section 5 -- FIRE FIGHTING MEASURES ----------------------------------------------------------------------------- EXTINGUSING MEDIA Foam, dry chemical, carbon dioxide or water fog. SPECIAL FIRE FIGHTING PROCEDURES: Wear self-contained breathing apparatus (SCBA) and other protective clothing. UNUSUAL FIRE AND EXPLOSION HAZARDS: Fire conditions will activate product causing intumescence to occur. Section 6 -- ACCIDENTAL RELEASE MEASURES ----------------------------------------------------------------------------- STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: Pick up debris to prevent footing hazard. Section 7 -- HANDLING AND STORAGE ----------------------------------------------------------------------------- PRECAUTIONS TO BE TAKEN IN HANDLING AND STORING: Do not store near heat, sparks, or open flames. OTHER PRECAUTIONS: KEEP OUT OF REACH OF CHILDREN. Section 8 -- EXPOSURE CONTROLS/PERSONAL PROTECTION ----------------------------------------------------------------------------- RESPIRATORY PROTECTION (SPECIFY TYPE): None required. VENTILATION - LOCAL EXHAUST: N/A SPECIAL: N/A MECHANICAL (GENERAL): N/A OTHER: N/A PROTECTIVE GLOVES: None required. EYE PROTECTION: None required. OTHER PROTECTIVE CLOTHING OR EQUIPMENT: None required. WORK/HYGIENIC PRACTICES: Where use can result in skin contact, wash exposed areas thoroughly before eating, drinking, smoking, or leaving work area. Launder contaminated clothing before reuse. Section 9 -- PHYSICAL AND CHEMICAL PROPERTIES ----------------------------------------------------------------------------- BOILING POINT: N/A SPECIFIC GRAVITY (H20 = 1): N/A VAPOR PRESSURE (mm Hg): N/A MELTING POINT: N/A VAPOR DENSITY (AIR = 1): N/A EVAPORATION RATE (ETHYL ACETATE = 1): N/A APPEARANCE/ODOR: Black / Mild Odor SOLUBILITY IN WATER: Insoluble VOLATILE ORGANIC COMPOUNDS(VOC)Content (Theoretical Percentage By Weight): SAFETY DATA SHEET SDS 0218 Section 1 -- PRODUCT AND COMPANY IDENTIFICATION ----------------------------------------------------------------------------- HMIS CODES PRODUCT NAME Health 1 Metacaulk Wrap Strip Flammability 0 Reactivity 0 PPI B PRODUCT CODES 66133, 66135, 66136 CHEMICAL FAMILY Organic/Inorganic USE Firestopping Material MANUFACTURER'S NAME The RectorSeal Corporation 2601 Spenwick Drive Houston, Texas 77055 USA EMERGENCY TELEPHONE NO. Chemtrec 24 Hours (800)424-9300 USA (703)527-3887 International DATE OF VALIDATION TECHNICAL SERVICE TELEPHONE NO. January 23, 2015 (800)231-3345 or (713)263-8001 DATE OF PREPARATION February 27, 2012 Section 2 -- HAZARDS IDENTIFICATION GHS CLASSIFICATION PHYSICAL HAZARDS: None HEALTH HAZARDS Acute Toxicity: Oral: Not Classified Dermal: Not Classified Inhalation: Not Classified Skin Corrosion/Irritation: Not Classified Serious Eye Damage/Eye Irritation: Not Classified Respiratory or Skin Sensitization: Not Classified Germ Cell Mutagenicity: Not Classified Carcinogenicity: Not Classified Reproductive Toxicology: Not Classified Target Organ Systemic Toxicity - Single Exposure: Not Classified Target Organ Systemic Toxicity - Repeated Exposure: Not Classified Aspiration Toxicity: Not Classified ----------------------------------------------------------------------------- ENVIRONMENTAL HAZARDS Hazardous to the Aquatic Environment: Not Classified Acute aquatic toxicity: Not Classified Chronic aquatic toxicity: Not Classified Bioaccumulation potential: Not Classified Rapid degradability: Not Classified ----------------------------------------------------------------------------- GHS Label elements, including precautionary statements Pictogram: None Signal Word: None Hazard Statements: None Precautionary Statements: P102 - Keep out of reach of children. P264 - Wash hands thoroughly after handling. ----------------------------------------------------------------------------- SUMMARY OF ACUTE HAZARDS May cause skin irritation. ROUTE OF EXPOSURE, SIGNS AND SYMPTOMS INHALATION Not a respiratory irritant. EYE CONTACT Contact may cause eye irritation. SKIN CONTACT Contact may cause skin irritation. INGESTION Possible irritation to mucous membranes of the mouth, throat, and stomach. SUMMARY OF CHRONIC HAZARDS None known. MEDICAL CONDITIONS AGGRAVATED BY EXPOSURE Persons with pre-existing skin conditions or chemical allergies may be more susceptible to contact effects of the cured elastomer. ------------ Section 3 -- COMPOSITION/INFORMATION ON INGREDIENTS ----------------------------------------------------------------------------- by WT CAS No. INGREDIENT UNITS None as defined by OSHA Hazard Communication Standard 29 CFR 1910.1200. Section 4 -- FIRST AID MEASURES ----------------------------------------------------------------------------- If INHALED: Not a respiratory irritant. If on SKIN: Wash with soap and water. If irritation occurs, seek medical attention. If in EYES: Immediately flush with large amounts of water. If irritation occurs, seek medical attention. If SWALLOWED: If swallowed, call a physician immediately. Only induce vomiting at the instruction of a physician. Never give anything by mouth to an unconscious person. Section 5 -- FIRE FIGHTING MEASURES ----------------------------------------------------------------------------- EXTINGUSING MEDIA Foam, dry chemical, carbon dioxide or water fog. SPECIAL FIRE FIGHTING PROCEDURES: Wear self-contained breathing apparatus (SCBA) and other protective clothing. UNUSUAL FIRE AND EXPLOSION HAZARDS: Fire conditions will activate product causing intumescence to occur. ---------- Section 6 -- ACCIDENTAL RELEASE MEASURES ----------------------------------------------------------------------------- STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: Pick up debris to prevent footing hazard. ----------- Section 7 -- HANDLING AND STORAGE ----------------------------------------------------------------------------- PRECAUTIONS TO BE TAKEN IN HANDLING AND STORING: Do not store near heat, sparks, or open flames. OTHER PRECAUTIONS: KEEP OUT OF REACH OF CHILDREN. -------------- Section 8 -- EXPOSURE CONTROLS/PERSONAL PROTECTION ----------------------------------------------------------------------------- RESPIRATORY PROTECTION (SPECIFY TYPE): None required. VENTILATION - LOCAL EXHAUST: N/A SPECIAL: N/A MECHANICAL (GENERAL): N/A OTHER: N/A PROTECTIVE GLOVES: None required. EYE PROTECTION: None required. OTHER PROTECTIVE CLOTHING OR EQUIPMENT: None required. WORK/HYGIENIC PRACTICES: Where use can result in skin contact, wash exposed areas thoroughly before eating, drinking, smoking, or leaving work area. Launder contaminated clothing before reuse. ------------ Section 9 -- PHYSICAL AND CHEMICAL PROPERTIES ----------------------------------------------------------------------------- BOILING POINT: N/A SPECIFIC GRAVITY (H20 = 1): N/A VAPOR PRESSURE (mm Hg): N/A MELTING POINT: N/A VAPOR DENSITY (AIR = 1): N/A EVAPORATION RATE (ETHYL ACETATE = 1): N/A APPEARANCE/ODOR: Black / Mild Odor SOLUBILITY IN WATER: Insoluble VOLATILE ORGANIC COMPOUNDS(VOC)Content (Theoretical Percentage By Weight): SAFETY DATA SHEET SDS 0320 Section 1 -- PRODUCT AND COMPANY IDENTIFICATION ----------------------------------------------------------------------------- HMIS CODES PRODUCT NAME Health 1 Metacaulk Pipe Collar Flammability 0 Reactivity 0 PPI B PRODUCT CODES 66350, 66351, 66352, 66353, 66354 CHEMICAL FAMILY Organic/Inorganic USE Firestopping Material MANUFACTURER'S NAME The RectorSeal Corporation 2601 Spenwick Drive Houston, Texas 77055 USA EMERGENCY TELEPHONE NO. Chemtrec 24 Hours (800)424-9300 USA (703)527-3887 International DATE OF VALIDATION TECHNICAL SERVICE TELEPHONE NO. January 23, 2015 (800)231-3345 or (713)263-8001 DATE OF PREPARATION February 28, 2012 Section 2 -- HAZARDS IDENTIFICATION GHS CLASSIFICATION PHYSICAL HAZARDS: None HEALTH HAZARDS Acute Toxicity: Oral: Not Classified Dermal: Not Classified Inhalation: Not Classified Skin Corrosion/Irritation: Not Classified Serious Eye Damage/Eye Irritation: Not Classified Respiratory or Skin Sensitization: Not Classified Germ Cell Mutagenicity: Not Classified Carcinogenicity: Not Classified Reproductive Toxicology: Not Classified Target Organ Systemic Toxicity - Single Exposure: Not Classified Target Organ Systemic Toxicity - Repeated Exposure: Not Classified Aspiration Toxicity: Not Classified ----------------------------------------------------------------------------- ENVIRONMENTAL HAZARDS Hazardous to the Aquatic Environment: Not Classified Acute aquatic toxicity: Not Classified Chronic aquatic toxicity: Not Classified Bioaccumulation potential: Not Classified Rapid degradability: Not Classified ----------------------------------------------------------------------------- GHS Label elements, including precautionary statements Pictogram: None Signal Word: None Hazard Statements: None Precautionary Statements: P102 - Keep out of reach of children. P264 - Wash hands thoroughly after handling. ----------------------------------------------------------------------------- SUMMARY OF ACUTE HAZARDS May cause skin irritation. ROUTE OF EXPOSURE, SIGNS AND SYMPTOMS INHALATION Not a respiratory irritant. EYE CONTACT Contact may cause eye irritation. SKIN CONTACT Contact may cause skin irritation. INGESTION Possible irritation to mucous membranes of the mouth, throat, and stomach. SUMMARY OF CHRONIC HAZARDS None known. MEDICAL CONDITIONS AGGRAVATED BY EXPOSURE Persons with pre-existing skin conditions or chemical allergies may be more susceptible to contact effects of the cured elastomer. Section 3 -- COMPOSITION/INFORMATION ON INGREDIENTS ----------------------------------------------------------------------------- by WT CAS No. INGREDIENT UNITS None as defined by OSHA Hazard Communication Standard 29 CFR 1910.1200. Section 4 -- FIRST AID MEASURES ----------------------------------------------------------------------------- If INHALED: Not a respiratory irritant. If on SKIN: Wash with soap and water. If irritation occurs, seek medical attention. If in EYES: Immediately flush with large amounts of water. If irritation occurs, seek medical attention. If SWALLOWED: If swallowed, call a physician immediately. Only induce vomiting at the instruction of a physician. Never give anything by mouth to an unconscious person. Section 5 -- FIRE FIGHTING MEASURES ----------------------------------------------------------------------------- EXTINGUSING MEDIA Foam, dry chemical, carbon dioxide or water fog. SPECIAL FIRE FIGHTING PROCEDURES: Wear self-contained breathing apparatus (SCBA) and other protective clothing. UNUSUAL FIRE AND EXPLOSION HAZARDS: Fire conditions will activate product causing intumescence to occur. Section 6 -- ACCIDENTAL RELEASE MEASURES ----------------------------------------------------------------------------- STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: Pick up debris to prevent footing hazard. Section 7 -- HANDLING AND STORAGE ----------------------------------------------------------------------------- PRECAUTIONS TO BE TAKEN IN HANDLING AND STORING: Do not store near heat, sparks, or open flames. OTHER PRECAUTIONS: KEEP OUT OF REACH OF CHILDREN. --------------- Section 8 -- EXPOSURE CONTROLS/PERSONAL PROTECTION ---------- ------------------------------------------------------------------ RESPIRATORY PROTECTION (SPECIFY TYPE): None required. VENTILATION - LOCAL EXHAUST: N/A SPECIAL: N/A MECHANICAL (GENERAL): N/A OTHER: N/A PROTECTIVE GLOVES: None required. EYE PROTECTION: None required. OTHER PROTECTIVE CLOTHING OR EQUIPMENT: None required. WORK/HYGIENIC PRACTICES: Where use can result in skin contact, wash exposed areas thoroughly before eating, drinking, smoking, or leaving work area. Launder contaminated clothing before reuse. Section 9 -- PHYSICAL AND CHEMICAL PROPERTIES ----------------------------------------------------------------------------- BOILING POINT: N/A SPECIFIC GRAVITY (H20 = 1): N/A VAPOR PRESSURE (mm Hg): N/A MELTING POINT: N/A VAPOR DENSITY (AIR = 1): N/A EVAPORATION RATE (ETHYL ACETATE = 1): N/A APPEARANCE/ODOR: Black / Mild Odor SOLUBILITY IN WATER: Insoluble VOLATILE ORGANIC COMPOUNDS(VOC)Content (Theoretical Percentage By Weight): PRODUCT DATA SHEET June2111 FM ��QSS/FjFO�o� CJ�:�,n5r: Metacaulk° Joint Strip Firestop for Control Joints CUSr� For a list of systems see metacaulk.com 1. Product Description • Highly intumescent (multiple 3.Testing Data A flexible, highly intumescent staged) Metacaulk° Joint Strip is UL firestop material used in concrete Classified and tested to UL 2079. and masonry control floor and wall ' Forms a strong char to prevent joints up to 2" (51 mm)wide. It forms passage of flame, smoke and Degree of intumescence per DIN a strong char that prevents the hot gases standard passage of flame, smoke, and hot • May be covered with any color >_18x with weight imposed gases between control joints. Can be standard architectural caulk >- 37x free intumescing used with plastic pipe penetrations. Metacaulk® Joint Strips are ideal ASTM E 84, UL723 for stadium construction, tilt up ASTM E 1966, UL 2079 panels, curtain wall panels and all concrete and masonry construction Flame Spread 5 joint applications where a fire rated Smoke Index 5 control joint is required. Can be used with any UL listed sealant. Compliesto Required Environmental Metacaulk° Joint Strip Features 2. Material Properties • Easy to install Contains no carcinogenic fillers • Cost effective Contains no solvents • Versatile, Flexible Standard Color: Dark Gray Exposure Testing of Accelerated Aging and High Humidity as per UL 1479 Fire Test of Through - Penetration Firestops. Class II and III Movement 25% compression & extension Foam Backer Rod •� ' '." Metacaulk'Joint Strip N +� • (one side application) 1/4" depth 1/4" depth approved sealant ;� ' '. approved sealant Concrete Block (CMU) «� �• •� •� :' Concrete Wall ' ISO VIEW p1 AN 1. Clean all surfaces in joint area to remove loose debris, dirt, oil, wax, grease, old caulking, etc. 2. For floor applications, install a separate base section of backer rod recessed approximately 2" down from the top of the floor. Bend and friction fit Metacaulk® Joint Strip longitudi- nally into joint using the backer rod as the transport mechanism. Push into joint far enough to accommodate the required depth of caulk. 4. Application and Installation Install Metacaulk® Joint Strip along with any normal backer rod, cover it with approved architectural caulkorsealant, and you have a fire rated control joint. No longer do you need to use firestop caulks that are difficult to install and impossible to paint over. No need for mineral wool or expensive, difficult to install backing materials. Metacaulk° Joint Strip has the capability for 1, 2, 3 and 4 hour assembly ratings, refertothe UL systems for specific installation instructions. 9. LIMITED WARRANTY 3. Gun, trowel, or pump approved sealants to minimum 1/4" depth on both sides of wall or top of floor over the backer rod. 5. Storage & Handling Metacaulk° Joint Strip should be stored between 35°F (2°C) and 120°F (49' C). Keep products stored under protective cover, in their original containers. A stock rotation program is recommended. Shelf life of the product is indefinite. 6. Availability Metacaulk°Joint Strip is available in 1" (25 mm), 1.5" (38 mm), 2" (50.8 mm), 2.5" (64 mm), 3" (76 mm) and 4" (102 mm) widths. The 4" widths has an adhesive backing. They come on a roll 82' ( 25 m) long. Z Limitations To be used only in the tested configurations or as recommended by RectorSeal. METACAULKO JOINT STRIP 4. Trowel sealant to the desired finish. See tested UL systems for complete installation instructions. 8. Cautions FOR CHEMICAL EMERGENCY, SPILL, LEAK, FIRE, EXPOSURE OR ACCIDENT, CALL CHEMTREC-DAY OR NIGHT 1-800-424-9300. PRECAUTIONS: Do not take internally. May be harmful if swallowed. May cause eye and skin irritation if prolonged or repeated contact occurs. Wash after handling. FIRSTAID: For any overexposure, get immediate medical attention after first aid is given. Eyes- Flush 15 minutes with clean water. Skin -Wash with soap and water. Ingestion -Only if conscious, give large amounts of water and INDUCE VOMITING. FIRE AND SPILLS: Use water fog, COT foam, or dry chemicals. Wipe up spills to prevent footing hazard. Clean up with scrapers and water. STORAGE AND HANDLING: Store away from heat sources. KEEP OUT OF REACH OF CHILDREN. For additional information, refer to Material Safely Data Sheet. For additional technical service, call: 713-263-8001 or 1-800-231-3345 fax: 713-263-7577 or 1-800-441-0051 RECTORSEAL 2601 SPENWICK DRIVE HOUSTON, TEXAS 77055 W W W.RECTORSEAL.COM RectorSeal makes the Limited Express Warranty that when the instructions for storage and handling of our products are followed we warrant our products to be free from defects. THIS LIMITED EXPRESS WARRANTY IS EXPRESSLY IN LIEU OF ANY OTHER EXPRESS OR IMPLIED WARRANTIES, INCLUDING ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PAR- TICULAR PURPOSE, AND OF ANY OTHER OBLIGATION ON THE PART OF RECTORSEAL. The sole remedy for breach of the Limited Express Warranty shall be the refund of the purchase price. All other liability is negated and disclaimed, and RectorSeal shall not be liable for incidental or consequential damages. Suggestions and recommendations covering the use of otu products are based on our past experience and laboratory findings. However, as we have no control as to the methods and conditions of application, we only assume responsibility for the uniformity of our products within manufacturing tolerances. rah PRODUCT DATA SHEET Metacaulk° Wrap Strip May 2015 4&� �M co WS.A'nBLe Classified Through -Penetration Fire Stop System Numbers For list of systems see metacaulk.com `�,t�SS�FiFo CQL US F M APPROVED 1. Product Description A strip of highly intumescent firestop material used primarily for plastic and insulated pipe applications. When exposed to heat, this product expands and forms a hard char to seal off the penetration preventing the passage of flames and hot gases. Metacaulk® Wrap Strip Features • Easy to install • Cost effective • Versatile, Flexible • Highly intumescent • Excellent freeze/thaw characteristics • Long length means less waste • Forms a very hard char when burned 2. Material Properties Asbestos Fillers None Solvents None Hazardous Ingredients None Size (Approx.) 1" x 1/4" x 12' 25mmx6mmx 3.66 m 2" x 1 /4" x 12' 50 mm x 6 mm x 3.66 m Activation of Intumescence: Expansion Begins 375 `F (190°C) Expansion Greatest 575 ° (302' C) to 1100' F (593° C) Color Black Freeze -Thaw Excellent ASTM E 84, UL723TunnelTest Flame Spread 5 Smoke Index 5 3. Applications Metacaulk° Wrap Strip can firestop difficult penetrations such as plastic pipe, and insulated pipe. 4. Installation Data Metacaulk® Wrap Strip is simple to install. Tightly wrap the required number of strips continuously around the penetrant to completely fill the annular space or as required by system design. Push the strips into the opening to the required depth. If a cold smoke seal is required, apply the recommended sealant in the opening over the strips. Consult UL Directory for complete instructions and system listings. 5. Testing Data Metacaulk® Wrap Strip is classified by Underwriters Laboratories as a Fill, Void or Cavity Material. For specific test criteria, see UL Fire Resistance Directory or call RectorSeal. Metacaulk® Wrap Strip was tested at positive pressure for a minimum .01 inches (2.5 Pa) of water in accordance with UL 1479 and ASTM E 814 test standards. Complies to Required Environmental Exposure Testing of Accelerated Aging and High Humidity as per UL 1479 Fire Test of Through -Penetration Firestops. SYSTEM COlSPAT�BLE FBC System Compatible' indicates that this product has been tested, and is monitored on an ongoing basis, to assure its chemical compatibility with FlowGuard Gold®, BlazeMaster® and Corzan® pipe and fittings. FBC, FlowGuard Gold®, BlazeMaster® and Corzarv@ are licensed trademarks of the Lubrizol Corporation. 6. Storage & Handling Metacaulk® Wrap Strip should be stored in a cool, dry place. Keep products stored under protective cover, in their original containers. A stock rotation program is recommended. METACAULK® WRAP STRIP Z Availability Metacaulk° Wrap Strip is available in: 12 foot (3.66 m) roll boxes. 8. Limitations To be used only in the tested configurations or as recommended by RectorSeal. 9. Cautions FOR CHEMICAL EMERGENCY, SPILL, LEAK, FIRE, EXPOSURE OR ACCIDENT, CALL CHEMTREC-DAY OR NIGHT 1-800- 424-9300. PRECAUTIONS: Do not take internally. May be harmful if swallowed. May cause eye and skin irritation if prolonged or repeated contact occurs. Wash after handling. FIRST AID: For any overexposure, get immediate medical attention after first aid is given. Eyes- Flush 15 minutes with clean water. Skin -Wash with soap and water. Ingestion -Only if conscious, give large amounts of water and INDUCE VOMITING. FIREANDSPILLS:Usewaterfog, CO2, foam, or dry chemicals. Wipe up spills to preventfooting hazard. Clean up with scrapers and water. STORAGEAND HANDLING: Store away from heat sources. KEEP OUT OF REACH OF CHILDREN. For additional information, refer to Material Safety Data Sheet. For additional technical service, call: 713-263-8001 or 1-800-231-3345 fax: 713-263-7577 or 1-800-441-0051 RECTORSEAL 2601 Spenwick Drive, HOUSTON, TEXAS 77055 WWW.RECTORSEAL.COM WWW.METACAULK.COM 10. LIMITED WARRANTY RectorSeal makes the Limited Express Warranty that when the instructions for storage and handling of our products are followed we warrant our products to be free from defects. THIS LIMITED EXPRESS WARRANTY IS EXPRESSLY IN LIEU OF ANY OTHER EXPRESS OR IMPLIED WARRANTIES, INCLUDING ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PAR- TICULAR PURPOSE, AND OF ANY OTHER OBLIGATION ON THE PART OF RECTORSEAL. The sole remedy for breach of the Limited Express Warranty shall be the refund of the purchase price. All other liability is negated and disclaimed, and RectorSeal shall not be liable for incidental or consequential damages. Suggestions and recommendations covering the use of our products are based on our past experience and lahoratnry findings. However, as we have no control as to the methods and conditions of application, we only assume responsibility for the uniformity of our products within manufacturing tolerances. E-15 PRODUCT DATA SHEET November 2016 Metacaulk° Pipe Collar CQLus Classified Through -Penetration Fire Stop System Numbers For list of systems see metacaulk.com Intertek APPROVED 1. Product Description Metacaulk° Pipe Collars are prefabricated for open and closed through-penetrationfirestop systems using 1 1/2"(38 mm) to 6" (152 mm) plastic pipe. An easy locking tab assures easy installation. The collar design greatly reduces the time and expense that is required to install competitive collars. Metacaulk° Pipe Collar Features • Saves on Labor Cost • Easy Installation • Economical • No Measurement of Material Required • Highly Intumescent • Tested for PVC, CPVC, ABS and PVC/ABS Foam Core, FRPP 2. Material Properties Asbestos Fillers None Solvents None Hazardous Ingredients None Activation of Intumescence: Expansion Begins 375°F (19W C) Expansion Greatest 575' (302' C) to 1100°F (593° C) 3. Applications Metacaulk° Pipe Collars are used to seal off plastic pipe both in closed and vented (DWV) conditions. Also for use on up to 6" (152 mm) diameter ABS (cellular core or solid core), FRPP, PVC and CPVC pipe. The collar may be used on up to 3 hour rated concrete floors and walls, up to 2 hour rated gypsum walls and up to 2 hour rated wood floors. 4. Installation Data Metacaulk° Pipe Collar are prefilled and very easy to install. 1) Selectthe proper collartofitthe diameter of pipe used. 2) Making sure annular space is within the limits set by the tested conditions, attach collar around the pipe on the underside of the floor or to each side of a wall by firmly placing against the wall or floor and securing interlocking tabs[ 1 1/2" (38 mm), 2" (51 mm), 3" (76 mm) and 4" (102 mm)] or fastening the buckle [6" (152 mm)]. 3) If needed, mark and predrill wall or floor for required anchors. Properly secure the appropriate anchor into each of the anchoring tabs. In concrete, use 1/4" (6 mm) x 1 1/4" (32 mm) hex washer head type concrete anchors or appropriate steel expansion/ wedge anchors. In gypsum, use 1/8" (3 mm) x 2" (51 mm)MOLLY type hollow wall anchors or 1 1/2" drywall or drywall laminating screws. Fender washers have been provided to be used with the fasteners. 4) If an additional smoke seal is required, Metacaulk° 1000 may be applied within the annular space before the attachment of the collar. Consult UL Directory for complete instructions and system listings. 5. Testing Data Metacaulk° Pipe Collars are classified by Underwriters Laboratories as a Firestop Device. For specific test criteria, see the UL Fire Resistance Directory or call RectorSeal. Metacaulk® Pipe 8. Limitations Collars were tested at a minimum Not for use in outdoor .01 inches (2.5 Pa) of water positive environments where long-term pressure in accordance with UL exposure to rainfall or saltwater 1479 (ASTM E814) test standards. spray may occur. No other Complies to Required Environmental limitations known if used as Exposure Testing of Accelerated Aging and High Humidity as per UL directed. 1479 Fire Test of Through -Penetration Firestops. 9 Cautions VMS 6Y8'TEAT CONH• ki"BLE FBC System Compatible' indicates that this product has been tested, and is monitored on an ongoing basis, to assure its chemical compatibility with FlowGuard Gold®, BlazeMaster® and Corzan® pipe and fittings. FBC, FlowGuard Gold®, BlazeMaster® and Corzan© are licensed trademarks of the Lubrizol Corporation. 6. Storage & Handling Metacaulk® Pipe Collars should be stored in a dry place. Keep product stored under protective cover in original container. 7. Availability Metacaulk® Pipe Collars are available for 1 1/2" (38 mm), 2" (51 mm), 3" (76 mm), 4" (102 mm) and 6" (152 mm)(trade diameter) plastic pipe. 10. LIMITED WARRANTY KEEP OUT OF REACH OF CHILDREN. For additional technical service, call: 713-263-8001 or 1-800-231-3345 fax: 713-263-7577 or 1-800-441- 0051 RECTORSEAL 2601 Spenwick Drive, HOUSTON, TEXAS 77055 W W W.RECTORSEAL.COM W W W.METACAULK.COM METACAULK0 PIPE COLLAR RectorSeal makes the Limited Express Warranty that when the instructions for storage and handling of our products are followed we warrant our products to be free from defects. THIS LIMITED EXPRESS WARRANTY IS EXPRESSLY IN LIEU OF ANY OTHER EXPRESS OR IMPLIED WARRANTIES, INCLUDING ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PAR- TICULAR PURPOSE, AND OF ANY OTHER OBLIGATION ON THE PART OF RECTORSEAL. The sole remedy for breach of the Limited Express Warranty shall be the refund of the purchase price. All other liability is negated and disclaimed, and RectorSeal shall not be liable for incidental or consequential damages. Suggestions and recommendations covering the use of our products are based on our past experience and laboratory findings. However, as we have no control as to the methods and conditions of application, we only assume responsibility for the uniformity of our products within manufacturing tolerances. metalsink. (800)231-3345 www.rectorseal,com www.metacaulk.corn AN- Copyright - 2008 Underwriters Laboratories Inc, C&1s� d Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. C-AJ-1403 July 15, 2014 ANSI/UL1479 (ASTM E814) CAN/ULC S115 F Rating — 2 and 3 Hr (See Item 4) F Rating — 2 and 3 Hr (See Item 4) T Rating — 0 Hr FT Rating — 0 Hr L Rating At Ambient — Less Than 1 CFM/sq ft FH Rating — 2 and 3 Hr (See Item 4) L Rating At 400 F — Less Than 1 CFM/sq ft FTH Rating — 0 Hr L Rating At Ambient — Less Than 1 CFM/sq ft L Rating At 400 F — Less Than 1 CFM/sq ft SECTION 'A -A'. 1A. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced light weight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Floor may also be constructed of any 6 in. (152 mm) thick UL Classified hollow core Precast Concrete Units. Max diam of opening is 9-5/8 in. (254 mm). When precast concrete units are used the max diam of opening is 7 in. (178 mm). See Concrete Blocks (CAZT) and Precast Concrete Units* (CFTV) categories in the Fire Resistance Directory for names of manufacturers. 1 B. Metallic Sleeve — (Optional) - Nom 5 in. (127 mm) (or smaller), Schedule 10 (or heavier) steel pipe sleeve, cast or grouted into floor or wall assembly. Sleeve to be flush with floor or wall surfaces. 2. Through Penetrants — One metallic pipe or tubing to be installed concentrically or eccentrically into opening such that the annular space between the pipe and the periphery of the opening is min 0 in. (point of contact) to max value shown in table below. Pipe to be firmly supported on both sides of opening. The following types and sizes of pipes may be used: A. Steel Pipe — Nom 8 in. (203 mm) diam (or smaller) Schedule 40 (or heavier) steel pipe. B. Iron Pipe — Nom 8 in. (203 mm) diam (or smaller) cast or ductile iron pipe. C. Conduit — Nom 4 in. (102 mm) diam (or smaller) electrical metallic tubing or nom 6 in. (152 mm) diam (or smaller) steel conduit. D. Copper Tubing — Nom 4 in. (102 mm) diam (or smaller) Type L (or heavier) copper tubing. E. Copper Pipe — Nom 4 in. (102 mm) diam (or smaller) Regular (or heavier) copper pipe. 3. Packing Material — (not shown) Min 1 in. (25 mm) diam backer rod firmly pressed into opening as a permanent form. Forming material to be recessed by min depth of 1/2 in. (13 mm) from floor surface or both surfaces of wall. 4. Fill, Void, or Cavity Materials* - Caulk — Fill material applied within the annulus, flush with either the bottom or top surface of floor or one surface of the wall. When wall is constructed of concrete blocks, fill material shall be installed within the annular space on both sides of wall. A min 3/8 in. (10 mm) bead of the caulking material shall be applied, on the same side of the sealant in the annular space, at the point of contact of pipe and periphery of opening at bottom or top floor surface or at wall surface. In floors of precast concrete units, fill material shall be installed on the bottom side of the floor. For 3 Hr F and FH-ratings (see table below), an additional 1/4 in. (6 mm) of the caulk specified shall be applied around the entire circumference of the penetrant at the bottom or top floor surface or at wall surface. The fill material thickness is dependent on the hourly F and FH-ratings, the type and size of penetrant and type of fill material as tabulated below: Thickness Max Diam Max Type of of Fill Type of of Annular Fill Material F and Penetrant Penetrant Space(In.) Material In. (mm) FH-Ratings In. (mm) Hr Steel or Iron 8 (203) 1 (25) FS900+ 1/2 (13) 2 Pipe Copper Pipe, 4 (102) 1 (25) FS900+ 1/2 (13) 2 Copper Tube, Conduit Steel or Iron 4 (102) 1/2 (13) FS1900 Metacaulk 3/4 (19) 2 Pipe 1000, Metacaulk 350i, Biostop 350i or Biostop 500+ Steel or Iron 8 (203) 1 (25) FS900+ 1 (25) 3 Pipe Copper Pipe, 4 (102) 1 (25) FS900+ 1 (25) 3 Copper Tube, Conduit RECTORSEAL — FlameSafe® FS900+, FlameSafe FS1900, Metacaulk MC 150+, Metacaulk 1000, Metacaulk 350i, Bionstop BF 150+, Biostop 350i or Biostop 500+ * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. -- mta8 (8fl) 231-3345 www.rectorseal,com www.metacaulk,com Copyright Underwriters Laboratories Inc. Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc, System No. C-AJ-1235 July 15, 2014 C 0US ANSI/UL1479 (ASTM E814) CAN/ULC S115 F Rating — 2 and 3 Hr (See Item 313) F Rating — 2 and 3 Hr (See Item 313) T Ratin 6 - 0 Hr' t__�__.9 - _ i FT Rating — 0 Hr L Rating At Ambient — Less Than 1 CFM/sq ft FH Rating — 2 and 3 Hr (See Item 3B) L Rating At 400 F — Less Than 1 CFM/sq ft FTH Rating — 0 Hr L Rating At Ambient — Less Than 1 CFM/sq ft L Rating At 400 F — Less Than 1 CFM/sq ft SECTION '.► ..7A' 1. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced normal weight (140-150 pcf or 2200-2400 kg/m3) concrete. Floor may also be constructed of any min 6 in. (152 mm) thick UL Classified hollow -core Precast Concrete Units`. Wall may also be constructed of any UL Classified Concrete Blocks". Max diam of opening is 26 in. (660 mm). If the firestop system is installed within a hollow -core hollow -core precast concrete unit, max diam of opening shall be 7 in. (178 mm). See Concrete Block (CAZT) and Precast Concrete Units (CFTV) categories in the Fire Resistance Directory for names of manufacturers. 1A. Metallic Sleeve — (Not shown, Optional) — Nom 8 in. (203 mm) diam (or smaller) Schedule 10 (or heavier) steel sleeve cast or grouted into floor or wall assembly, flush with floor or wall surfaces. The use and the max diam of the steel sleeve is dependent upon the type and max diam of the through penetrant (Item 3) and type and min fill material thickness as tabulated in Item 36. 2. Through Penetrants — One metallic pipe, conduit or tubing to be installed either concentrically or eccentrically within the firestop system. The annular space between the pipe, conduit or tubing and the periphery of the opening shall be min 0 in. (point contact) to a max 1-7/8 in. (48 mm). Pipe, conduit or tubing to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of metallic pipes, conduits or tubing may be used: A. Steel Pipe — Nom 24 in. (610 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. B. Iron Pipe — Nom 24 in. (610 mm) diam (or smaller) cast or ductile iron pipe. C. Conduit — Nom 4 in. (102 mm) diam (or smaller) steel electrical metallic tubing (EMT) or nom 6 in. (152 mm) diam (or smaller) steel conduit. D. Copper Tubing — Nom 6 in. (152 mm) diam (or smaller) Type L (or heavier) copper tubing. E. Copper Pipe — Nom 6 in. (152 mm) diam (or smaller) Regular (or heavier) copper pipe. 3. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 4 pcf (64 m3) mineral wool batt insulation firmly packed into opening or min 1 in. (25 mm) diam backer rod friction fitted into the opening as a form. Packing material to be recessed from top surface of floor or from both surfaces of wall as required to accommodate the required thickness of fill material. When the floor is constructed of hollow -core precast concrete units, packing material shall be recessed from both surfaces of floor to accommodate the required thickness of fill materials. In floors, the packing material may be removed after the fill material cures. B. Fill, Void or Cavity Material* — Sealant — Fill material applied within the annulus, flush with top surface of floor or with both surfaces of wall. At the point contact location between through penetrant and concrete, a min 3/8 in. (10 mm) diam bead of fill material shall be applied at the concrete/through penetrant interface on the top surface of floor and on both surfaces of wall. When the floor is constructed of hollow -core precast concrete units, fill material shall be installed symmetrically on both sides of floor, flush with both floor surfaces. The F Rating of the firestop system is dependent upon the use and the max diam of the steel sleeve, type and max diam of the through penetrant and type and min fill material thickness as tabulated below: Max Diam Max Diam Min of of Fill Use of Steel Type of Through Type of Mtl F Steel Sleeve Through Penetrant Fill Thkns Rating Sleeve In. Penetrant In. Mtl In. Hr Not - Steel or 24 (610) FS1900, 1 (25) 3 permitted Iron Pipe Metacaulk 1000, Metacaulk 350i, Biostop 350i or Biostop 500+ Permitted 8 (203) Steel or 6 (152) FS1900, 1 (25) 3 Iron Pipe Metacaulk 1000, Metacaulk 350i, Biostop 350i or Biostop 500+ Permitted 8 (203) Copper 6 (152) FS1900, 1 (25) 3 Pipe, Metacaulk 1000, Metacaulk 350i, Biostop 350i or Biostop 500+ Copper Tube or Steel Conduit Permitted 16 (152) I Steel EMT I 4 (102) I FS1900, I 1 (25) Metacaulk 1000, Metacaulk 350i, Biostop 350i or Biostop 500+ Permitted 6 (152) Steel or 4 (102) FS1900, 1/2 2 Iron Pipe Metacaulk (13) 1000, Metacaulk 350i, Biostop 350i or Biostop 500+ Permitted 6 (152) Copper 4 (102) FS1900, 1/2 2 Pipe, Metacaulk (13) 1000, Metacaulk 350i, Biostop 350i or Biostop 500+ Copper Tube or Steel Conduit Permitted 6 (152) Steel EMT 4 (102) FS1900, 1/2 2 Metacaulk (13) 1000, Metacaulk 350i, Biostop 350i or Biostop 500+ Not - Steel or 24 (610) FS900/FS900+, 1/2 3 permitted Iron Pipe Biostop BF (13) 150+, Metacaulk MC 150+ Permitted 8 (203) Steel or 6 (152) FS900/FS900+, 1/2 3 Iron Pipe Biostop BF (13) 150+, Metacaulk MC 150+ Permitted 8 (203) Copper 6 (152) FS900/FS900+, 1/2 3 Pipe, Biostop BF (13) 150+, Metacaulk MC 150+ Copper Tube or Steel Conduit Permitted 6 (152) Steel EMT 4 (102) FS900/FS900+, 1/2 3 Biostop MC (13) 150+, Metacaulk MC 150+ RECTORSEAL — FlameSafe® FS1900, Flamesafe® FS900, FlameSafe® FS900+, Metacaulk MC 150+, Metacaulk 1000, Metacaulk 350i, Biostop BF 150+, Biostop 350i or Biostop 500+.. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. `- meta sink. (800) 231-3345 www,rectorseal.corn www.metacautk.com Copyright 2008 Underwriters Laboratories Inc. Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. C-AJ-2348 January 11, 2011 F Rating — 2 Hr T Rating — 2 Hr SECTION A -A CttB ' 1. Floor or Wall Assembly — Min 4-1/2 in. thick reinforced lightweight or normal weight (100-150 pcf) concrete floor or min 5 in. thick reinforced lightweight or normal weight concrete wall. Floor may also be constructed of any min 6 in. thick hollow -core Precast Concrete Units*. Wall may also be constructed of any UL Classified Concrete Blocks*. Max diam of opening is 4 in. See Concrete Blocks (CAZT) or Precast Concrete Units (CFTV) categories in the Fire Resistance Directory for names of manufacturers. 2. Through Penetrating Product* — One non-metallic pipe, installed either concentrically or eccentrically within firestop system. The annular space between the pipe and periphery of opening shall be min 0 (point contact) to max 1-5/8 in. Pipe to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of non-metallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. diam (or smaller) Schedule 40 solid core or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. diam (or smaller) SDR 13.5 CPVC pipe for use in closed (process or supply) piping systems. C. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 2 in. diam (or smaller) Schedule 40 solid core or cellular core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. 3. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 4 in. thickness of min 4 pcf mineral wool batt insulation firmly packed into opening as a permanent form. Packing material to be recessed from top surface of floor or from both surfaces of wall as required to accommodate the required thickness of fill material. In hollow -core floors, packing material to be flush with bottom of floor. B. Fill, Void or Cavity Material* - Caulk — Min 1 /2 in. thickness of fill material applied within the annulus, flush with top surface of floor or with both surfaces of wall assembly. At point contact location,'/2 in. diam bead of caulk applied at interface of pipe and periphery of opening on top surface of floor or both surface of wall. For PVC pipe installed with an annular space of 0 (point contact) to 5/8 in., sealant depth may be reduced to'/< in. RECTORSEAL — MC 150+ Caulk, Metacaulk 1000, Metacaulk 350i and Flamesafe FS1900. *Bearing the UL Classification Mark i . metacaul k, (800) 231-3345 www.rectorseal,com www.metacaulk.com Copyright - 2008 Underwriters Laboratories Inc, Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc.. System No. C-AJ-2679 September 30, 2013 k �sux,�o f r C &S ANSI/UL1479 (ASTM E814) CAN/ULC S115 F Rating — 2 Hr F Rating — 2 Hr T Ratin — 0 Hr` ___ _ .g_ FT Rating — 0 Hr FH Rating — 2 Hr FTH Rating — 0 Hr r-- A SECTION A -A. System tested with a pressure differential of 2.5 Pa between the exposed and the unexposed surfaces with the higher pressure on the exposed side. 1. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100 - 150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks'. Floor may also be constructed of any 6 in. (152 mm) thick UL Classified hollow core Precast Concrete Units". Max diam of opening is 6 in. (152 mm). See Concrete Blocks (CAZT) and Precast Concrete Units (CFTV) category in the Fire Resistance Directory for names of manufacturers. 2. Through Penetrant — One nonmetallic pipe to be installed concentrically or eccentrically within the firestop system. Annular space between penetrant and opening shall be min 3/8 in. (9.5 mm) to max 3/4 in. (19 mm). Pipe to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 4 in. (102 mm) diam (or smaller) Schedule 40 cellular or solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 4 in. (102 mm) diam (or smaller) SDR 17 CPVC pipe for use in closed (process or supply) piping systems. C. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 4 in. (102 mm) diam (or smaller) Schedule 40 cellular or solid core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. D. Rigid Nonmetallic Conduit+ — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 PVC conduit installed in accordance with the National Electrical Code (NFPA 70). E. Crosslinked Polyethylene (PEX) Tubing — Nom 1 in. (25 mm) diam (or smaller) SDR 9 PEX tubing for use in closed (process or supply) piping systems. F. Flame Retardant Polypropylene (FRPP) Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 FRPP pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. 3. Firestop System — The firestop system shall consist of the following: A. Fill, Void or Cavity Materials* - Wrap Strip — Nom 2 mm thick by 3 in. (76 mm) wide intumescent wrap strip tightly wrapped around the outer circumference of the pipe with ends butted and held in place with tape. Wrap strip slid into the annular space with the bottom edge of the wrap strip recessed 1 /2 in. (13 mm) from bottom surface of floor or both surfaces of wall. Four layers are to be used for nom 4 in. (102 mm) diam pipe, three layers for nom 3 in. (76 mm) diam pipe, and two layers for nom 2 in. (51 mm) diam pipe. RECTORSEAL — Metacaulk and Flame Safe Joint Strip B. Fill, Void or Cavity Material* — Caulk — Min 1/2 in. (13 mm) thickness of fill material applied within the annulus, flush with top surface of floor or with both surfaces of wall assembly. When FRPP penetrant (Item 2E) and/or hollow core floor is used, sealant to be applied flush with top and bottom of floor. RECTORSEAL — Metacaulk 1000 *Bearing the UL Classification Mark 3 HOUR ASSEMBLIES CONCRETE meta :aulk, (800) 231-3345 www,rectorseal.com www.metacaulk.com Copyright- 2008 Underwriters Laboratories Inc. Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc.. System No. C-AJ-2017 May 19, 2014 C�I9s ANSI/UL1479 (ASTM E814) CAN/ULC S115 F Rating — 3 Hr F Rating — 3 Hr T Rating — 2-3/4 and 3 Hr (See Item 3) FT Rating — 2-3/4 and 3 Hr (See Item 3) L Rating At Ambient — Less Than 1 CFM/sq ft FH Rating — 3 Hr FTH Rating — 2-3/4 and 3 Hr (See Item 3) SECTION A -A System tested with a pressure differential of 50 Pa between the exposed and the unexposed surfaces with the higher pressure on the exposed side. 1. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Max diam of opening 5 in. (127 mm). See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufacturers. 2. Through Penetrants — One nonmetallic pipe to be installed concentrically within the firestop system. Pipe to be rigidly supported on both sides of wall assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 3 in. (76 mm) diam (or smaller) Schedule 40 cellular or solid core PVC pipe for use in vented (drain, waste or vent) piping systems. 3. Firestop System — The firestop system shall consist of the following: A. Fill, Void or Cavity Material* — Wrap Strip — One stack of nom 1/4 in. (6 mm) thick by 2 in. (51 mm) wide or two stacks of nom 1/4 in. (6 mm) thick by 1 in. (25 mm) wide intumescent wrap strip individually wrapped around the outer circumference of the pipe with ends butted and held in place with tape or tie wire. Butted ends in successive laters shall be offset. Wrap strip slid into annualr space and recessed from the top surface of floor or from both surfaces of wall to accommodate the required thickness of fill material. The pipe size, annular space, number of wrap strip layers and resulting T Rating is shown in the table below: Nom Pipe No. of Wrap T Diam, Annular Space, Strip Rating, In. (mm) In. (mm) Layers Hr 2 (51) or 1/4 (6) to 5/16 (8) 1 2-3/4 smaller 3 (76) or 1/2 in. (13) to 3/4 2 3 smaller (19) RECTORSEAL — Metacaulk Wrap Strip B. Fill, Void or Cavity Material* — Caulk — Min 6 mm (1/4 in.) thickness of fill material applied within the annulus, flush with the top surface of floor or both surfaces of wall. RECTORSEAL — Metacaulk 1000 or Metacaulk 350i * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. metacaulk. (800) 231-3345 www.rectorseal.cvm %wwametacaulk,com Copyright - 2008 Underwriters Laboratories Inc, Reprinted from the 2008 Fire Resistance Directory with permission from Underwriters Laboratories Inc. System No. C-AJ-2134 December 20, 2000 F Rating — 3 Hr T Rating — 3 Hr SECTION A -A .................................................... .......... .. c?r'�Frf� 6' C � a S i 1. Floor or Wall Assembly — Min 4-1/2 in. thick reinforced lightweight or normal weight (100-150 pcf) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Floor may also be constructed of any min 6 in. thick UL Classified hollow -core Precast Concrete Units*. Max diam of opening is 5 in. See Concrete Blocks (CAZT) and Precast Concrete Units (CFTV) categories in the Fire Resistance Directory for names of manufacturers. 2. Through Penetrants — One nonmetallic pipe to be installed within the firestop system. The annular space shall be min 0 in. to max 1 /2 in. Pipe to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 4 in. diam (or smaller) Schedule 40 solid or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 4 in. diam (or smaller) SDR 17 CPVC pipe for use in closed (process or supply) piping systems. When pipe collars are provided on both sides of a wall, SDR 17 CPVC pipe may also be used in vented (drain, waste or vent) piping systems. C. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 4 in. diam (or smaller) Schedule 40 solid or cellular core pipe for use in closed (process or supply) or vented (drain, waste or vent) I A piping systems. 3. Firestop Device* — Galy steel collar lined with an intumescent material sized to fit specific diam of the through penetrant. Device to be installled around through penetrant in accordance with accompanying installation instructions. Device incorporates anchor tabs for securement to bottom surface of floor or both surfaces of wall by means of 1 /4 in. by 1-1/4 in. Tapcon concrete anchors. RECTORSEAL — Metacaulk Pipe Collar *Bearing the UL Classification Mark �l cL,hanical L,J_ r"L';Ta�lilg REVISIONS No changes shall b,� made to the scope of viork ivithout prior approval of Tukkvila Building ID vision. ROTE: Revilsions will rr q uiro a n w plan submittal an.' may in; iWe2;:�nal t:;an revicew f 4s- -- FILE COPY Permit No. -JA Plan revi&x approvpj i3 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 and ditions is acknow!8dged: B �. Date: _a % — Z `7 -- / Cify Of Tukwila BUILDING DIVISION TO: Mr. Bryan Park Tukwila Village Development SUBJECT: Design Submittal - Geopier Soil Re SHAG Tukwila Village — Building D Tukwila, WA Dear Mr. Park: REVIEWED F(5k 42 ODE COMPLIANCE APPROVED (zo JUL 0 a 2016 61CY 64f!i)1a !W JG DIVISION Geopier Northwest 40 Lake Bellevue, Suite 100 Bellevue, Washington 98005 46.2995 - Fax 425.646.3118 www.geopier.com ber 26, 2014 RECEIVED CITY OF TUKWILA JUN 2 3 2016 PERMIT CENTER This letter and the attached documents represent our design submittal for GeopierO soil reinforcement at the site of the planned SHAG Tukwila Village - Building D 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 5 to 10 feet deep for the Geopier elements in order for them to be installed through the fill and weathered glacial till and founded upon intact glacial till. The actual foundation loads for each foundation were provided by Davido Consulting Group, Inc. The maximum foundation loads for column footings is approximately 796 kips. The design cell capacity (combination of the Geopier element and surrounding matrix soil) for each Geopier element is 80 kips and the Geopier design is based upon the actual loads provided by the structural engineer. CORRECTION LTR# and Rammed Aggregate Pier' are of Geopier Foundation Company, t SHAG Tukwila Village September 26, 2014 Tukwila, WA 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 Sh; ort 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 Inc. _11t 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 GEOP/ER° Foundation Company Project: SHAG Tukwlla Village 4 No.: P13GNW-00532 Engnr. DVT Date: 9126114 INPI IT PARAMFTFR Val I IFS - TnP nF P1FR STRESS - RMARF FMTIN(IA uEOPIER" SQUARE FOOTINGS Version 3.0.6 August 2013 Parameter I Symb I Val. Parameter S b E nation F4 F6 F8 F10 F10 F12 F14 RAP diameter (in) d 24 Column load (kips) P 55 175 330 461 353 629 798 Depth to groundwater (ft) d9W 5 Required footing width (ft) Br sgri(P/qall) 3.16 5.64 7.75 9.35 8.01 10.69 12.03 Total unit weight of soil (pcf) g 120 Selected footing width (ft) B 4 6 8 10 10 12 14 Soft frict. angle (degr) f 30 Footing bearing pressure q P/(B-B) 3.44 4.86 5.16 4.81 3.53 4.37 4.06 Max. hor. pressure s max 2500 Required No. RAP elems Selected No. RAP elems Area replaoement ratio Nr N Re P/Qcen N-Agl(B-B) 0.7 1 0.196 2.2 3 0.262 4.1 4 0.196 6.0 6 0.188 4.4 5 0.157 7.9 8 0.175 10.0 10 0.160 From Table 4.2: RAP cell cap. (kips) OWN 80 Footing bearing press. (ksf) qal 5.5 Stiffness ratio Rs kg/km 8.0 8.0 8.0 8.0 8.0 8.0 8.0 RAP stiffs. modulus (xi) kg 225 Stress at to of GP k 'Rs/ Rs'Ra-Ra+t 11.60 13.74 17.40 16.62 13.47 15.75 15.34 Soil stiffness modulus km 28 Load at to of GP ki s Q. 'A 36.4 43.2 54.7 52.2 42.3 49.5 48.2 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) Modukrs Laver 5 (ksn SHAFT LFNGTH RFOIIIRFMFNTS Depth of Embedment Of 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 !hill depth (ft) Hdrill Df+Hs 10 10 10 10 10 10 10 Frictional resistance force (kips) Qs 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 Gab 0 0 0 0 0 0 0 Is shaft tons eno h? Os+Qeb>Podem7 ok ok Oee ok ok ok ok UPPER ZONE SETTLEMENT - SQUARE FOOTINGS UZ Settlement IStiffness. 2-Modufus 1 1 1 1 1 1 1 ickness of UZ sublayer 1(n) H,Q, Thickness of UZ sublayer 2 (ft) H„Q Thickness of UZ sublayer 3 (ft) H,m kiutess of UZ sublayer 4 (ft) H_, Thickness of UZ sublayer 5 (n) H„s Composite Modulus Layer I(ksf) E,,,,n, Eg/Ra+Eml(1-Ra) Composite Modulus Layer 2 (ksf) E-,2 Eg2Ra + Em2(1-Re) Composite Modulus Layer 3 (ksf) E,3 Eg3Ra + Em3(1-Ra) Composite Modulus Layer 4 (ksf) E�n, Eg4Ra + En14(1-Ra) Composite Modulus Layer 5 (ksf) Es Eg5Ra + Em5(1-Ra) Sett of LZ sublayer 1 (m) s,,, q04 w qna++s-HE=p 0.36 0.42 0.54 0.51 0.42 0.49 0.47 Sell of LZ sublayer 2 (m) s� q'la-2'H,2/E,, , N/A WA N/A N/A N/A NIA WA Sett. of LZ sublayer 3 (in) 5,�3 q•lo-3'H, yT-. o WA WA WA WA WA WA WA Sett. of LZ sublayer4 (in) s,a, q'lo-4'HWE-,.,, N/A N/A N/A WA WA N/A N/AI Sell. of LZ sublayer 5 (in) s,es q•la-5'H,6/E,,,,rs NIA WA N/A WA WA WA N/A Parameter Symb Val. Parameter I Symb JEquation F4 F6 F8 F10 F10 I F12 F14 Allowable end -bearing (kips) Qeb Dpth to bottm of LZ from ftg (ft) rB X•B 8 12 16 20 20 24 28 E or c. for LZ sublyr 1 E, / cv, 1000 Upper zone thidmess (ft) H_ Hs+d 10 10 10 10 10 10 10 E or C, for LZ sublyr 2 EZ / c z Lower zone thicimess (ft) H, H2b-Hlz -2 2 6 10 10 14 18 E or C. for LZ sublyr 3 Es / C,e Thickness of LZ sublayer 1(ft) tfft, 2 6 10 10 14 18 E or C, for LZ subyr 4 E, / q. Thickness of LZ sublayer 2 (ft) H,a E or c. for LZ sublyr 5 E3I c,s Thickness of LZ sublayer 3 (ft) Thickness of LZ sublayer 4 (R) Thickness of LZ sublayer 5 (ft) Hm Ha,, H,6 Calc. settlement to X'S X 2 Total LZ thidaress ok? No LZ ok ok ok ok ok ok E or c„ for LZ subtyr 1 E, / 4, E (ksf) or c, 1000 1000 1000 1000 1000 1000 1o00 E or c, for LZ sublyr 2 E,1c,, E (ksf) or c, 0 0 0 0 0 0 0 Eorgfor LZsublyr 3 Es/c. E(ksf)or4 0 0 0 0 0 0 0 E or S for LZ sublyr 4 E, / c. E (kef) or c, 0 0 0 0 0 0 0 E or c, for LZ sublyr 5 Ej / cqd E (ksf) or c, 0 0 0 0 0 0 0 Initial stress for sublyr 1 (kso P,1 1.003 1.051 1.176 1.291 1291 1.406 1.522 Initial stress for sublyr 2 (ksf) P',Z 1.003 1.118 1.349 1.579 1.579 1.810 2.040 Initial stress for sublyr 3 (ksf) P'„ 1.003 1.1111 1.349 1.579 1.579 1.810 2.040 pvID l fll: A`' Initial stress for sublyr 4 (ksf) Initial stress for sublyr 5 (ksf) P'„ P� 1 1.003 1.003 1.118 1.118 1.349 1 1.349 1.579 1 1.579 1.579 1.579 1.810 1.810 2.040 2.040 l Fig stress on subyr 1 (ksf) AP/ q9 0.25 0.62 0.80 0.86 0.63 0.86 0.86 {�1 Ftg stress on subyr 2 (ksf) AP2 q'I 0.25 0.53 0.56 0.52 0.38 0.47 0.44 Ftg stress on sublyr 3 (ksf) AP3 4.1 0.25 0.63 0.56 0.52 0.38 0.47 0.44 x Ftg stress on suby/ 4 (ksf) Ft stress on subl 5 AP4 APS q'1 -I 0.25 0.25 0.53 0.53 0.56 0.56 0.52 0.52 0.38 0.38 0.47 0.47 0.44 0.44 Sett of LZ sublayer 1 (n) Self. of LZ sublayer 2 (n) sp, s42 01`11 fz!1 a rHta.I*(N2-DP1yue11 0.00 0.00 0.01 0.00 0.06 0.00 0.10 0.00 0.08 0.00 0.14 0.00 0.19 0.00 �Al. Sett of LZ sublayer 3 (in) Sett. of LZ sublayer 4 (in) sm sp, -TKk3 ea(Pa3-My{V3) w•Hn.-ea1P,4.0wwal 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �� Sett. of LZ sublayer 5 (in) s a -*Mee evfrrw.oPsries) 0.00 0.00 0.001 0.00 0.00 0.00 0.00 otel k>wer zone sett (n) S. sr,+sra+sm*si ,esm 0.0 0.0 0.1 0.1 0.1 0.1 0.2 11 Total UZ + LZ settlement pril I s 1 0.4 1 0.4 1 0.6 0.6 0.5 Pg 1 Of 1 r STRUCTURAL CALCULATIONS Ll CONC. SLAB DESIGN REVISIONS (ADAPT) TUKWILA VILLAGE - BLDG. D TUKWILA, WASHINGTON .g C • s'CI�, WA Sys 'I�? �P C0�p tally ed y Matthew \ chmitt r, P SE 2016 02. 12:05:23 0. � '4 37334 t�� Iz- �0.<` GCT URA L ENG\� ASS/ONAL ENG Mount Vernon Office Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 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 L1-2 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group, Inc. Revisions made to structure at this level. n n Structural slab calculations have been Y Y updated this level has been reanalyzed 0" CONC SLAB in full. F-30350' 20 9I6 I S16 TOC=298.67' TOC=296.00' H 614 SLaB ®® Gi iOC=298.67 Sim 8 Ir�L r 15. __ ___ P16® ' 17 STRUCT. TOC=298.67' SI6 a _ Z� 5. © SLAB SLOPE r 1 1 C=311.17__ =B3 _____ _____ _� -T ' -"-- FOR TOPPING SLAB REOIREMENTS REINF. I 0 /! 15. BRIT Geometry changes to _BRICK 616 PER 13/S15`I 1 / , _ __� —___ rt-the structure in the S16 ai o A7 ramp area. BRIC 18 I r- 11 CONC SLAB mr `Li cr I Additional planter FF=302.00' 2 loading in this area 616 E1 O 6 / l i rr�0 / 10 Building largely un- / changed j � Ir. _ I C1 LEVEL 1 REBAR PLAN / S3 SCALE 3132' = 1'-0' g,3 w _r 4, 02/19/16 10:29:10 dg_D_11.adm uctural Plan Tukwila Village Building D Level 1 17 6 f L1-6 LL-1 _ . LL' S� P-F A 90 PSF O O p n o . zi LL=50+163=213 PSF � Q Q ... o Y o � o o - ° o t lam+ �k o Ao 02/19/16 10:38:35 Idg_D_11.adm Loadina Plan Dead Load Tukwila Village Building D Level 1 Full model analyzed to incorporate additional forces being taken down from levels above. V Full model analyzed to incorporate additional forces being taken down from levels above. Loading here is cumulative. Total LL = 163+50=213 psf Loading Plan Live Load 02/19/16 10:39:48 Tukwila Village Building D 0:48 Bldg_D_11.adm Level 1 r_ 00 • L1-9 , Project Name: Tukwila Vill Building D Specific Data: Level Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 110.10 SLAB REGIONS (Summary Report) Type # Reference Plane Material Area Volume ft2 ft3 1 L1 Grade 5000 psi 19413.05 18955.21 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 L1-10 Project Name: Tukwila Villa, 3uilding D Date of execution: February 19, 2016 2015 146 LOAD CASES AND COMBINATIONS 146.20 LOAD CASES Dead load Live load Selfweight Prestressing Hyperstatic Specific Data: Level File Name: Bldg_D_11.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: NO C1 Evaluation: NO CODE CHECK Combination detail: 1.00 x Selfweight Name: NO C2 Evaluation: NO CODE CHECK Combination detail: 1.00 x Dead load Name: NO C3 Evaluation: NO CODE CHECK Combination detail: 1.00 x Live load Name: NO C4 Evaluation: NO CODE CHECK Combination detail: 1.00 x Prestressing Name: 1.2D+1.6L Evaluation: NO CODE CHECK Combination detail: 1.20 x Selfweight + 1.20 x Dead load + 1.60 x Live load Name: Long_Term Evaluation: LONG TERM DEFLECTION Combination detail: 3.00 x Sustained Load 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 7 JL1-11 Project Name: Tukwila Vil . Building D Specific Data: Leve. Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2016 . 117 MATERIALS 117.20 CONCRETE MATERIAL PROPERTIES ID Label F'c Unit Weight Type Ec Creep coefficient psi pcf ksi 1 4000 psi 4000 150.00 Normal 3835 2.00 2 5000 psi 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 201111BC 2012 strength reduction factors used: For bending = 0.90 For shear two-way = 0.75 One-way Slabs ACI 201 VIBC 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 L1-12 Project Name: Tukwila VIIILI 3uilding D Specific Data: Level Date of execution: February 19, 2016 File Name: Bldg_D_11.adm 2015 Beams ACI 2011/IBC 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 = 0.75 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 = 2.13 in At bottom = 2.13 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 Cutoff 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 ,L1-13 , Project Name: Tukwila Vil . Building D Specific Data: Leve. Date of execution: February 19, 2016 File Name: Bldg_D_11.adm 2015 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)^1/2 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 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 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 FLOOR -PRO L1-14 Project Name: Tukwila Villa 3uilding D Date of execution: February 99, 2016 2015 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 fc Extreme fiber Specific Data: Level File Name: Bldg_D_11.adm = 0.45 = 3.00 = 3.00 = 7.50 = 7.50 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 FLOOR -PRO L1-15 C O ' � N Q 4111 A .�_ ,.; � Q r (D E/ IL m\ cu n n W N v A 0CD N 5 v Ci CD N �I 0 o m L1-16 C Support S�PPr - •O U N Support Suppo(/� \ Q Suppo, Suppo, C Suppo, ^ ` S,Ppo co Suppo, ncu V SupporS, L- 3 IIJJ Sup Support •L Support N ' Support Luce W X o o, >- 3 CD L a N O 10 T-1 CO L1-17 Project Name: Tukwila Vil ; Building D Specific Data: Leve. Date of execution: February 19, 2016 File Name: Bldg_D_11.adm 2015 DESIGN LEGEND This legend is provided as an aid for the interpretation of the results that follow. Kllowabte Stre.s '.Ysrfs niap's35 'xiiss Csyu>s�es RMrnl�t,•,.V614r'lrPLt 6ry lrlywM�R«wr lrptn.oelglrAw •P.pt �Ww=r 6r.�+5ti••6+.r l IPa 9lMbt' 1®, dlil[SIIi11NtMIK lltt• rWl TI��IC ,Ipaltlw�Y+ Imld MlF Sal�b[MnIW. IN,t11W�et C3 M i ID ,p Pva ffi P Iy s P ! .•m P a .w i rm 9 ® R +m a� nn S�1 Mr.i icTP 7�t la T Calculatsd5tress 0170ta Pibel staess Bottom, Faber "tue,^s DESIGN STRIP SERVICE COMBINATION STRESSES (Pe res�aj strxsx posidw) J.�7uErt. O$�ata ny„[,rt».py, n... r'saal•.. r. trsL,a-..�,. 1 •>, mnsrpt • I .t, lbrt rem r r b, �.. role r r N�, r.rxl�sl sm.,.to.��,rlrwr^Pe 0b t m SP r,o FLOOR -PRO t Lt! p sal sus sills s,.+• s[�s DESIGN STRIP "DESIGN MOW (MU)" (d'ionaenti6s d�wa •� t� te;rnstinsid,;) sa:an�t iJ'EF ffpFra T[p 01✓Jn tsoMrA foYbr. Reba. Psovided 3 --- x Rebaa Requaaed Fi I 1 11 qh I C � H •3 L%—I C4Mz 09-3 co— ut—S DESIGN STRIP REINFORCENIENT REQUIRED AND PROVEDED Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L1-18 Project Name: Tukwila Villa; wilding D Specific Data: Level 1 Date of execution: February 19, 2016 File Name: B1dg_D_11.adm FLOOR -PRO 2015 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT Load Combination: Strength(Dead and Live) Number of rails per side: 2 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail in 24 4 1 Distance 4.75 9.50 14.50 19.25 Load Combination: Strength(Dead Load Only) Number of rails per side: 2 Column Number Stud Studs 1 2 3 4 5 6 ID of I diameter studs/rail in 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 13 L1-19 Project Name: Tukwila Vi. ,, Building D Specific Data: Levi. Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT Bulder Version 2015 Date: FetKuary 18, 2016 Tone: 17:e2:10 Fie: Support Line 1 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip. Support Line 1 1.2 Load Case: Service(Sustained Load) 1.00 x Sdfweight- 1.00 xDead Wad- 0.30 xLive bad+ 1.00 xPrestressbg 2 -MEMBER ELEVATION Q �sO `—�ei� [ftj 9u r-ea I I I I I I I I I I H 3- TOP REBAR 3.1 .ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars r00K 000 am am 000 000 000 {fm7 as regeeed provMed oc 05 6.2 Bottom Bars '�j 000 0m am 000 0an 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 14 L1-20 Project Name: Tukwila Villas 'uilding D Specific Data: Level 1 Date of execution: February iv, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTAuiderVarsion 2015 Date: February 18, 2016 TAne: 17:42:11 Fie: Support Line 2 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line 2 1.2 Load Case: Semce(Sustaned Load) 1.00xSe1t%eight+ 1.00xDeadbad+ 0.30xliveload* 1.00 x Prestressing 2 -MEMBER ELEVATION O O O O F0 SE 11 re 2119 S3a ds2 II II II 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT wfected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected Not 4'tfa¢ce-[i2r, o-.ov 'q' oPtr An S<e[wrs^cJl! £asa^:v�. ae�ta� �-cam. vaaar_bsn'.�Cr>k.+ca oi:x� 6 - REQUIRED & PROMDED BARS 6.1 Top8ars n1W om ow um 000 000 000 Iidl 4s rled Re01u*. 4c 0' 62 Battann Bars r a rpdR om ow 0m c00 ax 040 10 - DESIGNER'S 140TES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L1-21 Project Name: Tukwila W ? Building D Specific Data: Leve Date of execution: February 19, 2016 File Name: Bldg_D_vi.adm FLOOR -PRO 2015 SUPPORT LINE 3 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT41uider Versim 2015 Date: February 18, 2016 Tine- 17:42:11 Fie: Supportline 3 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Stnp. Support Line 3 1.2 Load Case: Samce(Sustained Load) 1.00xSeltmgbt+ 1.00 xDead load+ 0.30 xLive bad+ 1.00 xPrestressing 2 -MEMBER ELEVATION IftJ 0 ia.: OasO uaa O 1721 O zQ O.0 O 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected Nvt a-eace,e:zro-sos,fecaa-sr,rem�.�a..v a�.m�..,. a���. reu-. ao e=nrvsm�c�aeee ahem 6 - REOUIRED & PROVIDED BARS 6.1 Top Bars rw coa coo coo am om coo 1n r7 oa P provMed OC 0'. 6.28dtom Barsaw om oco coo am 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 16 L1-22 Project Name: Tukwila Vill-, 3uilding D Specific Data: Level Date of execution: February ;o, 2016 File Name: Bldg_D_11I.Am FLOOR -PRO 2015 SUPPORT LINE 7 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuaderVersim 2015 Date: February 18. 2416 Tme: 17:42:11 File:: Support Line 7 1 - PROJECT TITLE Tukwila Village Building D 1.1 Design Strip Support Line 7 1.2 Load Case: Ser ice(Sustaned Load) 1.00xSelfireight- 1.00xDeadload- 0.30xLMeload- 1.01)xPrestressing 2 -MEMBER ELEVATION O O O O [fl1 irc iv 0o man 1:1, oo rsa 11 I I I I I I I I II I I I I I I I I II I I II 11 I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected cs' a+rxz c.r ^4'.Y?Ran�¢CV s^mY_s C..�.ac• 'ltmt"W va _tr 'C�McraffR a! S - REQUIRED & PROVIDED BARS 6.1 Top Bars Pin 000 coo coo am 100 aaa 040 000 IIR7 os p�i avided 00 ae 8.2 Bottom Bars 'Cl 0" 000 coo am 000 ago a^?c a00 o0a 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size#5 Legs; 2 = Speang.A 7 2 lcted Sarsiz# arSizeLegs: +z -------------- 7.3Requirederea 09 as [n7ij o3 10 - DESIGNER'S NOTES 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 17 L1-23 Project Name: Tukwila Vil � Building D Specific Data: Leve' Date of execution: February ,9, 2016 File Name: Bldg_D_i .adm FLOOR -PRO 2015 SUPPORT LINE 8 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM AD.APTZuiderVersian 201 E Date: February 18, 2016 Tore: 17:42:11 Fie: Support Line 8 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Stnp Support Line 8 1.2 Load Case: Servioa(Sustaned Load) 1.00x5e1Wight- 1.00x Deod1oad+ 0.30xLiveload� 1.00 x Prestressing 2 -MEMBER ELEVATION ar. 1_Ga O ssa 0_1 1117 110 [hi I II I II II I I I I I I I I II I I I 11 1 II 11 I I II 3- TOP REBAR 3.1 ADAPT seiedet 32 ADAPT selected 5 -BOTTOM REBAR EA ADAPT selected E.2 ADAPT selected vt 4T.a�cntr.v -6 ot7"tn2xox. _as neee{e�4FeC. eO e�w<b su.AL'.uac^ec¢c±Ve�. 6 - REQUIRED & PROVIDED BARS 6.1 TopSars "T am oca oao Goo om am oao Goo 8irci a- re pr=d Go as 6-2 Bdtorn Bars raw am Go oao 000 am am 0000oa 7 -SHEAR STIRRUPS 7.1 ADAPT x Legs; 2 5 Legs: �mgln) 72eleded' ---------------------------------------------------------------- ----- SarSi ar5izek Legs: r "----------'--------`------------`-----'-------`- 7.3R.Q,kedan:a a9 O6 [n7fj aJ 0u a a. G. a o 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 18 L1-24 Project Name: Tukwila Villa 3uilding D Specific Data: Level Date of execution: February 19, 2016 File Name: Bldg_D_1,,.ddm FLOOR -PRO 2015 SUPPORT LINE 9 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTAuOderViesion. 2015 Date: February 18, 2016 'Fine: 17:42:11 F#e' Support Line 9 1 - PROJECT TITLE: Tutcwila Village Building D 1.1 Design Sfip: Support Line 9 1.2 Load Case: Serece(Sustained Load) 1.00 xSelfveight+ 1.00xDead load = 0.30 xLiveload- 1.00 xPrstressing 2 -MEMBER ELEVATION Q 17111 O 11_1 01117 _ ," 0 z,m O 1"2 (ftj 19a I II I I I L-ILI 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected S!ADAPT selected ox 4'rtm-e�czbrm.K.^ri rYtrtmtesws:m�_Fnscr�erve+q�•...e'¢'. avnar_. z rsucevdxe� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars NM Goo coo aoc coo cm 000 oro coo Goo ln?QIYed as pfdVlded oa as 6.2 Bottan Bars n,IN Goo ow coo 000 Goo Goo Goo no coo 7 - SHEAR STIRRUPS - 7.1 ADAPT selected, Barcing #5 Leos 2 L.9 �- SpadnO(1nl 72B • `-------- rsizzeeded --- Bar Sirs# Legs: -___________________________ ________------- ------------------ t_ 7.3 Required area o° Wit) of as 10 - DESIGNER'S NOTES 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 19 L1-25 , Project Name: Tukwila Vill Building D Specific Data: Level Date of execution: February 19l, 2016 File Name: Bldg_D_1i.adm FLOOR -PRO 2015 SUPPORT LINE 10 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT43uilderVersion2015 Date: February 18. 2016 Time:17:42:11 File:Suppatune10 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design S1dp Support Line 10 1.2 Load Case: Service(Sustaned Load) 1.00xSelfmight< 1.00xDesdbad- 0.30xl_iveload• 1.00xPrestressng 2-MEMBER ELEVATION O O Q o 0 lDl soa x<=o ae as 'ate I II 11 II 11 II I II III II II II II II II II 3- TOP REBAR 3.1 .ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR SA .ADAPT selected 5,2 ADAPT selected! - 6 - REQUIRED & PROMDED BARS 6.1 Top8ais m vc 000 Goo 000 000 ow Goo aco provded oa 0<. 6.2 Rattan Bars Max 000 ow 000 COG oG0 000 coo 7 - SHEAR STIRRUPS 7.1 ADAPT sekcae3. Legs 2 �r� fn} 7.21.1ser-seected ___________________________________________________________________________________.. ' BarSize# Legs: ----------- '---------------- _---------------- `-------------------------------------- 7.3 Required area o0 1nIA 0a as ° a c a 0 0 o a 10 - DESIGNER'S NOTES 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 20 L1-26 Project Name: Tukwila Villa( uilding D Specific Data: Level 1 Date of execution: February lu, 2016 File Name: Bldg_D_11.aam FLOOR -PRO 2015 SUPPORT LINE 11 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT�Buider Version 2015 Data: February 18. 2016 Time: IT42:11 File: Support Lim 11 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Slip Support Line 11 1.2 Load Cow Serme(Sustaned Load) 1.00 x Sellveight• 1.00 xDead bad- 0.30 xLive load • 1.00 xPrestmssng 2 rt-�ttMEMBER ELEVATION%�) lea) M33 O Sal O ,5,9 me i 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT wlected 5 2 ADAPT wle@ 6 - REQUIRED & PROVIDED BARS 6.1 Tap BaR Rim 0a ono 0.00 0co 000 jin-j as �o+'ided o Di 62 Bad= Bars rgl 2 at 0m 000 000 Or. CCs 10 - DESIGNERS RFOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L1-27 Project Name: Tukwila Vi a Building D Specific Data: Lev( Date of execution: February 19, 2016 File Name: Bldg_D_ii.adm FLOOR -PRO 2015 SUPPORT LINE 12 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM .ADAPTAuilderVersion2015 Date: February 13, 2016 Time:17:e2:11 File: Support Line 12 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Stdp. Support Line 12 1.2 Wed Case: Service(Sustained Laed) 1.00 xSdNeight+ 1.00 XDead load + 0.30 xLi ebad+ 1.00 xPrestiessing 2 -MEMBER ELEVATION fh) +a ix II II II II II II II 3 - TOP REBAR 3A ADAPT selected 3.2 ADAPT selected . 5-BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Top Hars am aao oao rind as p�ohd d ao OS 6.2 Battam Bars rc T'R acts 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 22 L1-28 Project Name: Tukwila Villac uilding D Specific Data: Level 1 Date of execution: February 7v, 2016 File Name: B1dg_D_11.aum FLOOR -PRO 2015 SUPPORT LINE 17 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8uiderVersion2015 Date February 18,2016 Time:17:42:11 File: Support Linel7 1 - PROJECT TITLE Tukwila Village Building D I I'Design Stnp Support Line 17 12LaadCffie:Service(Sustained Load) 1.00xSelfieight+ 1.00x Deadload+ 0.30xi-iveload+ 1.00xPrestressng 2 -MEMBER ELEVATION O 01.3O O Iiti 127a r. A73 a2TO917O :U aO 1.. II I I II I I II I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 AD APT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected euo- ocrcuzat�.o�va^a'.x*rrtwiresw<zzede sez a:m szw� ;--ce+ � a-wrvzmrmar•cay.�e� 6 - REQUIRED & PROVIDED BARS 61 Tapeam nm 000 000 am am am OW am am 000 000 1'nI as eQrred pravxled 00 05 6.2 Battun Ears 'a rF�t 00C 000 OOJ Om am 000 00° O0G 000 000 7 - SHEAR STIRRUPS --- 7.1 ADAPT selected. Barsize35 Legs 2 Spaoag[n) 72 user elected -----------------•------------------------------------------------------------- -'-' • EarSized Legs _ -"----'---'--'-'-------`--'---------'—`'---'"---'---'--'------------''---- 7.3Regt ed arras 09 lnYhj 0a 03 00 c a a a a o 0 0 °. 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 23 L1-29 Project Name: Tukwila Vi a Building D Specific Data: Levi Date of execution: Februa.y 19, 2016 File Name: Bldg_D_77.adm FLOOR -PRO 2015 SUPPORT LINE 18 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTAuiderVersian2015, Date Fehrusry18.2016 Time: 17:42:12 File: Support Line Is 1 - PROJECT TITLE: Tukwila Village Building O i.t Design Strip. Support Line 18 1.2 Load Case: Sermce(Sustained Load) 11.00xSelhseght- 1.00xDesdload- 0.30xLivelaad- 1.1)OxPrestiessmg 2 -MEMBER ELEVATION 111] is rrs 15.9 II I I I II 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected S.2 ADAPT seledM os anoe—c-uer,avr-.aertreanee®-a.�uu_smsmcev.a�v.-rc ec�ea..:+T.mmeva��sa v:e>� 6-REQUIREO &PROVIDED BARS 6.1 Tap Bars. fol o0o aamm om ow o00 oao aoxo Owl as P p�wided oa ac 6.2 Bottom 6srs rp t coo oomm oac om oaa am amoo 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 24 L1-30 Project Name: Tukwila Vilh 3uilding D Specific Data: Level Date of execution: February 19, 2016 File Name: l3ldg_D_11.ddm FLOOR -PRO 2015 SUPPORT LINE 19 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTAuiderVarson2015 Date:FeGnary18,2016 Tinre:17:-2:12 File: Support Line 19 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip. Support Line 19 1.2 Load Case: ServlcetSustained Load) 1.00xSefteight- 1.00xDeadbad- 0.30xbvebad- 1.00xPrestressing 2 -MEMBER ELEVATION O O O [ftj s cea iv.a a7 'S" I I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected 6 - REQUIRED R PROMDEO BARS 6.1 Top Bass ma)(000 000 GM 000 000 000 [ini os n q "red provided 00 o: 6.2 Boltom Bars r o m®c 000 Doi oao 0m 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 25 L1-31 . Project Name: Tukwila Vil Building D Specific Data: Leve Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 22 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-SuilerVerson2015 Date Fetruary18,2016 Time:17*42:12 File: Support Line 22 1 - PROJECT TITLE: Tukwila Wage Building D 1.1 Design Strip: Support tine 22 1.2 Load Case: Ser Ate(Sustaned Lood) 1.00 x Sdfueight+ 1.00 x Dead load + 0-30 xLive loader 1.00 x Prestressing 2 -MEMBER ELEVATION i-o0 0 �,: Oz� Asa [ft[ Esc 3- TOP REBAR 3A ADAPT selected 3.2 ADAPT selected - 5 - BOTTOM REBAR SA ADAPT selected 5.2 ADAPT selected or.. Q -m cvmr�resw.9zm���.a�mgsco-ace'—rrasmsc b.ceaaaec« 6 - REOUPRED & PROVIDED BARS 6.1 TO-pSat5 N, 000 005 000 000 000 000 000 I n I 05 a�r049dEd 00 9° 6.26oltom bars np 0W 000 G00 000 000 000 000 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 26 L1-32 Project Name: Tukwila Villa 3uilding D Specific Data: Level Date of execution: February 19, 2016 File Name: 13ldg_D_1 'i.adm FLOOR -PRO 2015 SUPPORT LINE 23 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8udderVersbn2015 Date: Fetruary 18, 2016 Titre:17:42:12 File: Support Line 23 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Stdp Support Line 23 1.2 Load Case: Sff Am(Sustaned Land) 1.01)xSelfmaht= 1.00x.DeadWd- 0.30xLwelnad- 1.00xPrestressing 2 -MEMBER ELEVATION [1tl 5512 O 1^ rc O 59za 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 .ADAPT selected 52 ADAPT selected aaeam�cr,r�wQ:voc.naamm�rem:.� _ �.�.mc-s. me�r.+isar+c.v._�aac��_ 6 - REQUIRED & PROVIDED BARS 6.1 Top Hers r am Om 000 aca I�m� a5 provided a0 0' 6.2 Hatton Bars TNT 0X om aaa 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 27 L1-33 Project Name: Tukwila Vil . Building D Specific Data: Leve Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 24 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAFT-6uWerVersior12G15 Date February 18,2016 Time:17,42:12 Fi`L-:Support Line24 1 - PROJECT TfTLE: Tukvnla Village Building D 1.1 Design Ship(Sup"rt Line 24 1.2 Laed Case:Servlce(SUstaned Load) 1.00xSelfieight+ 1.00 xDeadload. 0.30 xLiveload+ 1.00 xPrestressing 2 -MEMBER ELEVATIOU O O 0 I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected rvcx'�tueat.--.mas�oC[triw:Ctazv_s .edY 6ezmprvemis�'e. e'G� vue¢`rr.+xsmvcmie-ea U:eea 6 - REQUIRED & PROMDED BARS 6.1 Top5ars MEX GW oao coo ono 3+n7 0� 05 6.2 Bottom Bars min ax om o0o cco oao 10 - DESK3NE25 MOTES 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 28 L1-34 Project Name: Tukwila Villai uilding D Specific Data: Level 1 Date of execution: February lu, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 25 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2015 Date: February 18,.2016 Time:17:42:12 File: Support Line 25 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Lne 25 1.2 Load Case: Sarvice(Sustai,ed Load) 1.00 xSelfmignt 1.00 x0ead load -0.30 x Live bad- 1.00 xPreshessng 2 -MEMBER ELEVATION If l ES3 ]:Ef 53 17 . 0 28:6 3- TOP REBAR 3.1 ADAPT sefected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected � ScTu^iexbnvme,^u' RtrTaFlYe�ezx � Eas��..eex�m§v.eT- � narb'AbsC�.Ve^ve UTemOe 6 - REOUIRED & PROVIDED BARS 9.1 Topaers raw coo 0.00 a0o 000 0.03 aco irri fn:Q fed a= provNed o 6.2 Badnn Bars M 3 goo aoo 000 000 0W 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 29 L1-35 Project Name: Tukwila Vi ? Building D Specific Data: Leve Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 27 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM AD.APTAuilderVerson2015. Date: February 18, 2016 Tim:17:42:12 File: Supwrt Line 27 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Oesgn Stripy. Support Line 27 1.2 Load Case: Se Ace(Sustaned Laid) 1.00xSelt"ht- 1.00xDeadbad- 0.30xL'nre"a 1.09xPrrsbessng 2 -MEMBER ELEVATION � G )_o L] H_ 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected rv«_art�a-�xsta.aac.'e mcrmr<m«._sxmae ses«,oma�y. m.e.-�. �ssr+asm�cs.ccaa."esx 6 - REQUIRED & PROVIDED BARS 6.1 Tape am maim ono 0000m o00 0x coo ,a as rer=d provided as os 6.2 Baltan Bars mrSpc o0o a000ao 000 0s 000 10 - DESIGNER'S (VOTES 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 30 L1-36 Project Name: Tukwila Villa 3uilding D Specific Data: Level Date of execution: February 19, 2016 File Name: Bldg_D_1•i.adm FLOOR -PRO 2015 SUPPORT LINE 28 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT$uiderVersion201`� Date Fehruary18,2016 Time:17:42:12 File: Suppontdne28 1 - PROJECT TITLE. Tukwla Village Building D 1.1 Deso Strip Supped Line 28 1.2 Load Case: Service(Sustained Load) 1.60xSeltmight- 1.00xDeadload- 0.3DxLiveload- 1.WxPrestmssing 2 -MEMBER ELEVATION (� ((""�� t--%AQ Q Q O Q (� Ift) �; a; s} ; ra.zE 1. .: m is z� II II II II II II II II II II II II D--d 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT wlectd 5.2 ADA1 . selected o2 4 Tacce-C.bvsaPa.^eV �Jtr]or. Teax.csxWC cnccefq��.eZ: me e.=v.: 2oXe^caUhmS 6 - REQUIRED & PROVIDED BARS 61 TePl3ars Maw am am am am am 000 usro 000 oco I+ml as rprWuaMded. 0E 6.2 Bdtan Bars m1AA {} GW am Gca am am ace aaa ¢a. oaa 7 -SHEAR STIRRUPS 7.1 ADAPT srled ' SiBr Sgs 2 spamo r-) 7.2 eGed U -----___________-____-_-'_-._-_-_-_—_-_—______-__ —4 rSizze Bar Si�7 tam: - r^ ____________________'__..____.______.____.________--_.---_________________________ 7.3 Regt*al 4E )leYlq as 0 a a a a a 0 a q. a.. 0 10 - DESIGNER'S NOTES 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 31 L1-37 Project Name: Tukwila Vilf Building D Specific Data: Level Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 29 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2015 Date February 18.2016 Tim:17,e2:12 File: Support Line 29 1 - PROJECT TITLE. Tukwila Village Building D 1.1 Design Stnp SuppOd Lne 29 1.2 Load Case: Service(Sustarned Load) 1.01)xSelhwight= 1.00x0ead Wad+ 0.30xLive1aad- 1.00xPrestressng 2 -MEMBER ELEVATION `((/ ��J) OL`—'B33 O O O O Ibt) 17l, 1 aa78 to. tat_ 1, .m I II II II II II I II II II II II I II II II II II 1a33 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected rvoa �ctr�eeeoc,rcoc � m+vxnce�.a.,-sct�Rae.>«mwees aa.�-ar.:uscelmsa«,naae� 6 - REQUIRED & PROVIDED BARS 6.1 Tap®am mlaaa0m00 am eao am am 000 ow 000 am am am Ilnl 0s requvad prawded ac as 6.2 lidtom Gars m m000 000 coo am am am am 00 am am am 7 - SHEAR STIRRUPS -- — 7.1 ADAPT selected. BerAchLegs: 2 SPadn9 rnl _— --- 72 aer�aekded S L' --------------- 7 3 Required area as 0, {n7t) 03 00 0 0 0 a 0 0 a a. a D 0 a r76ESIGNER'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 32 L1-38 Project Name: Tukwila ViIIaE uilding D Specific Data: Level 1 Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 31 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2015 Date February 18. 2016 Time:i7:42:13 File:Supportti"31 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip Support Line 31 1.2 Load Case: Se Ace(Susleined Lead) 1.01)xSelitneght+ 1.00xDeadbad- 0.30xLivebad+ 1.00 x Prestressing 2-MEMBER ELEVATION (R] lJ z�,a� az�. n�zn gas 7m 18.;3 II II Ll I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 -BOTTOM REBAR S.1 ADAPT selected 5.2 ADAPT selected rooa��,ecsz:,xar:�n+ze,��mw 6 - REQUIRED & PROVIDED BARS £.1 Top Bars m Qc am am oaa am coo am aaa am Qinl as gro�vi�d d o os 62 Bottum Bars rol am Goo oco om can am Gar am 10 - DESIGNER'S NOTES 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 33 L1-39 Project Name: Tukwila V: a Building D Specific Data: Levt Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 32 ADAPT - STRUCTURAL_ CONCRETE SOFTWARE SYSTEM AD.APG8 uiderVersion 2015 Date February 18, 2016 Time:17:42:13 File: Support Line 32 1 - PROJECT TITLE: Tukwila Village Budding D 1.1 Design Stnp: Support Line 32 111-oad Case: Sar Ace(Sustaited Load) 1.00xSdfmtht- 1.O0xDeadload- 0.30xLiveload- 1.DO x Prestressing 2- MEMBER ELEVATION o a o 0 0 [ffy I5=0 1-0p .Fit I I I I I I I I I 1 I 1 I I I av 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 saleded oe axers�.:�.ac-2x«,+or:ee�rs�r.=_asmar.exn r.�c eae�r..v:�e>a 2oac*caaroaue 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars mwc 000 Goo 00) 0an fim7 n= reQlred provided OC a: 8.2 Ddtom bars ,mIc ax cn0 can Dan aan 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 34 L1-40 Project Name: Tukwila Villa 3uilding D Specific Data: Level Date of execution: February -iy, 2016 File Name: Bldg_D_1 i.ddm FLOOR -PRO 2015 SUPPORT LINE 33 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTEuilderVersion2015 Date February 18, 2016 Time:17:E2:13 File: Support Line 33 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip. Support Line 33 1.2 Load Case: Semce(Sustaned Load) 1.06xSelfaeight+ 1.00xDeadluad+ 0.30xLlveload+ 1.00xPrestressng 1-MEMBER ELEVATION O O O O O O (ftJ x,aa 17. a� I I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR SA .ADAPT selected S.2 ADAPT selected ar 6 -REQUIRED & PROVIDED BARS 6.1 TOPS am maK coo oro Coo 000 o:m coo 000 ow °omen rimy os rea d Provided o0 os 6.2 Bottom Bars t ° meX 000 00o a 000 a 000 0qP aao 00m0o 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size 0 S Legs 2 svaa+g ri°l 7.2user-wie--------------------------- t.2 Uarslze# -- Bar Size# Legs: t_ ------------------------------------------------------------------------------- ----� 7.3 Required area os lnY%) a6 03 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 35 L1-41 Project Name: Tukwila Vil' Building D Specific Data: Level' Date of execution: February i9, 2016 File Name: Bldg_Dj.,.adm FLOOR -PRO 2015 SUPPORT LINE 34 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiderVersion 261E Date: February 18, 2016 Time: 17:42:13 File: Support line 34 1 - PROJECT TrrLE Tukwila Village Building D 1.1 Design Strip: Support Line 34 1.2 Load Case: SerAce(Sustaned Load) 1.00 x Seltmight+ 1.00 xDead load + 0.30 xlive loader 1.00 x Prestressing 2 -wMtEMBER ELEVAT1011 17- O a3 O a.E3 O 15 g) O rao OSa O 1s Ta `�40 eat T'/ II II II II II II I I I I 1 I I I I 1 I I I t 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 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected rve=anavre�-Pac.-ear«-na-aeawerrmeeesaov:.r-maseemes �e-orvsoeaczuecermaaecx 6 - REQUIRED & PROV(DEO BARS 6.1 Top Bars rpm am Gm aGo am Goo Gm Goo 000301 1+m1 a� �ovticedd Go as 62 Baltan Bars rt�fP am om om coo coo om Goo Gomm 10 - DESIGNERS F40TES 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 36 L1-42 Project Name: Tukwila Villa 3uilding D Specific Data: Level Date of execution: February it), 2016 File Name: Bldg_D_11.ddm FLOOR -PRO 2015 SUPPORT LINE 35 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTauiderVersion2615 Date:Feiruary18,2016 Time:17:42:13 File: Support Line 35 1 - PROJECT TITLE: Tukwila tillage Building D 1.1 Design Strip Support Line 3_5 1.2 Load Case: Ser ce(Sustained Load) 1.00xSelfaeight- 1.00x0eadbad- 0.30xLiveload- 1.00xPrestressing 2 -MEMBER ELEVATION (ft) ;, s, O II II II 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected S.2 ADAPT selected aan. greaee,ecscv.00r:.v-ti��+mrescRzxe�esescree>ecegma���e-. �r.�re.zomwea_-.laa:c�a 6 - REQUIRED & PROVIDED BARS 6.1 TopBars ,e aco om ono t in-1 o= wed ed o 0 6.28ottom Bars ow 000 aao 0Do 10 - DESIGNER'S 140TES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L1-43 , Project Name: Tukwila Vil Building D Specific Data: Leve Date of execution: February 19, 2016 File Name: Bldg_D_1i.adm FLOOR -PRO 2015 SUPPORT LINE 36 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8uilderVersbn2015 Date: February 18,2016 Time:17:E213 File: Support Line36 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line. 36 1.2LGad Csse:Seimce(Sustained Load) 1.00xSelkeight- 1.00xDeadload- 0.30xi-ketoad- 1.00xPrestmssing 2 -MEMBER ELEVATION � � ih� :ems ioEsO +e-a .gym I I I rses I I I 3- TOP 'REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM RESAR 5.1 ADAPT selected 5.2 ADAPT selected rvon.anae-cnmeo.-a�.ecxcx�e<�<zrmr sysmw,a�art�n�c �,-ter... 6 - REOUIRED & PROVIDED BARS 6.11Gp6ars in 000 o00m om 000 o,n GO oco arG�ded 09 as 628aftwn Bars AV Goo Guam ow 000 0m 90G 000 10 - DESIGNff25 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 38 L1-44 Project Name: Tukwila Villa 3uilding D Specific Data: Level Date of execution: February -its, 2016 File Name: Bldg_D_11I.adm FLOOR -PRO 2015 [+Haas] :7aIrkta- 7 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuaderVersion2015 .Date February 18, 2016 Time:17:42:13 File: Support Line 37 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Deso Strip Support Line 37 1.2 Load Case: SeniQ(SUstaned Load) 1.00 xSelbeight- 1.00 x0ead load + 0.30 xLive load + 1.00 x Prestressing 2 -MEMBER ELEVATION as 001111 O 220 O ai & IftjW I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT setecled 5 - BOTTOM REBAR 5.1 ADAPT selected 51 A.D� selecte3 G - REQUIRED & PROUD ED BARS 6.1 Tap Bars Mow coo 00000 coo 000 ow oco dint. ns �0vi�d 0 c=. 6.2 Bdtom Bars m'gmoo coo 0a004 000 000 0m 0a0 10 - DESIGNERS MOTES Support@ adapts oft. corn 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 39 L1-45 Project Name: Tukwila Vil Building D Specific Data: Leve. Date of execution: February 19, 2016 File Name: Bldg_D_Madm FLOOR -PRO 2015 SUPPORT LINE 38 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiderVersion2U15 Date: February 1& 2016 Time:17:42:13 File: Support Line 38 1 - PROJECT TITLE: Tukwila Village Building D 1.1 'Design Strip Support Line 38 I, Load Case: SenlQ(SUatained Load) 1.00xSdfreght+ 1.00x0eadbad+ 0.30xi-ivebad- 1.00xPrestressing 2-MEMBER ELEVATION O O O O O lu,� Iftl i N 6US 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR S.1 ADAPT selected 52 ADAPT wtec 6 -REQUIRED & PROMDED BARS 6.1 Topt3ars 'max aa0 am aoo 000 ace am ;Yin''] o• requ,'ref - provded ac a.<. 8.28dtvn Bars max 000 am GGG goo Goo 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 40 L1-46 Project Name: Tukwila Villa 3uilding D Specific Data: Level Date of execution: February zo, 2016 File Name: Bldg_D_1'i.adm FLOOR -PRO 2015 SUPPORT LINE 39 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiderVersion2015 Date February 18.2016 Time:17:a2:13 HE: Suppart Line 39 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line 39 1.2 Load Case: Sen ce(Sustaned Load) 1.00 xSelfmght+ 1.00 x0ead load+ 0.30 x Live load + 1.00 x Prestmssng 2 -�ssMEMBER ELEVATIONO- 13. i i 3-TOPREBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR ,A ,ADAPT selected 5.2 ADS selected a+o-¢:rax,resssvcnr.a Rtrru--emes=. .ae e��.:se,a���a:�c ace_arc+xsmcm.e-ems v:eac 6 - REQUIRED & PROVIDED BARS 6.1 TopDars max ow aw 000 ago 0m 000 aw H'nT. a= pr�od o a: 52 Rattan Bars mIM 0. 000 ono am _¢ ano sw 10 - DESIGNERS 140TES 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 41 L1-47 , Project Name: Tukwila Vill Building D Specific Data: Leve; Date of execution: February A, 2016 File Name: Bldg_D_1i.adm FLOOR -PRO 2015 SUPPORT LINE 40 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM AD.APTBuiderVers0n.2015 Date:Feiruary18,2016 Time:17:42:14 File: Support Line 40 1 - PROJECT TITLE- Tukwila Village Building. D 1.1 Design Strip: Support Line 40 1.2 Load Case: SerNrn(Sustained Loed) 1.00xSetfveight= 1.00x[lesdioad- 0.30rtLiveload+ 1.00irPrestressing 2 -MEMBER ELEVATION (ft] ,or--. ,a sz ve use zsw non T. 1 1 I I I I I I I I 1 I I I I I 1 I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5- BOTTOM 'REBAR 5.1 ADAPT selected 52 ADAPT selected r:oz rr-nace,rac-:cfvQ.*m atna�ecg.-sxmt �aor..a«n.au-.er, vaa�-n:+..sveac�aee-raave� 6 - REQUIRED & PROVIDED BARS 6.1 Top®ars max am em em um a00 ow 0mom lint as gidedd 0 oe 6.2 Bottorn Bars ny� am om am om aco a omaM 10 - DESIGNEWSS 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 42 L1-48 Project Name: Tukwila Villa 3uilding D Specific Data: Level Date of execution: February ca, 2016 File Name: Bldg_D_1i.adm FLOOR -PRO 2015 SUPPORT LINE 41 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT$uiderVersion2015 Date February 18, 2016 Time:17:42:14 File: Support Line 41 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Stop: Support Line 41 1.2 Load Cave: Serwm(Sustaned Load) 1.00 xSeUveight+ 1.00 xDead load + 0.30xLivelead= 1.00 xPrestressng 2 -MEMBER ELEVATION QarO O JIM aau 6?00 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 N�OettaewwcsEw, w.Mc.^C'Cltr Tr�Yevvez- .eeMl.�r.t-µ'. ec'.a_iurbs�..�n�fe+evaleeae 6 - REQUIRED & PROVIDED BARS 6.1 Top Ram rw oo 000 am am am Domes Owl a• M _Ved prov4ed 00 05 6.260d0In 68rS nQ'aom 000 Om am 0.m 00300D 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 43 L1-49 , Project Name: Tukwila Vil, Building D Specific Data: Leve' Date of execution: February 19, 2016 File Name: Bldg_D_vi.adm FLOOR -PRO 2015 SUPPORT LINE 42 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTAuderversion2015 Date February18,2016 Time:17d2:14 File: Support Line 42 1 - PROJECT TITLE: Tukanla Village Building D 1.1 Design Strip Support Line 42 1.2 Load Case: Service(Sustaned Load) 1.6Ox StWeight+ 1.00xDeadload+ 0.30 xLiveloed- 1.00 xPrestn:ssing 2 -MEMBER ELEVATION O O O Iftl L<-t '�t5: iI I i 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected sz ADAPT seleaea 6 - REQUIRED & PROVIDED BARS 6.1 Top9ars MRK 0W a W fin? 0s or. o 09 61 Bottom Bars mHX OM 0 W 10 - DESIGNERS (VOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L1-50 Project Name: Tukwila Villa 3uilding D Date of execution: February ,3, 2016 • 2015 Specific Data: Level File Name: Bidg_D_Vi.adm FLOOR -PRO SUPPORT LINE 129 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-9uJderVersion2015 Date: February 18, 2016 Time:17:42:14 File: Support Line 129 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line 129 1.2 Load Case: SemoeCSustrned Load) 1.00xSdfmignt- 1.00 xDead load + 0.30 xLiveload+ 1.00 xPrestressng 2 -MEMBER ELEVATION O O Ift) I'm a M, I II III I II III I II III 353 ,H 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected _ 5 - BOTTOM REBAR 5.1 ADAPT seledd 52 ADAPT seledd Kar.�.tt.+eercst-.r.�cec.'C'Rtr1a�?<3w<tGeLlt Svscr-ce"ecaN�r C6'--ar.or_. �ae�cs .tom 6 - REQUIRED & PROVIDED BARS 6.1 TopEars ma)0c 000 000 goo Brae as pr.. 0 as 6.2 Bottom Bars ' max am 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 45 1 L1-51 Project Name: Tukwila Vil Building D Specific Data: Leve Date of execution: February 19, 2016 File Name: Bidg_D_,, I.adm FLOOR -PRO 2015 SUPPORT LINE 130 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTAuilder Version 2015 Date: February 18, 2016 Time: 17:42:144 Flle: Support Line 130 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip Support Line 130 1.2 Load Case: Servi¢(Susianed Load) 1.09xSAfvcight+ 1.60xDeadWd. 0.30xLiveload= 1.0,9xPrestressing 2 -MEMBER ELEVATION (} jRt a O rasa Q11.Q- aoG QaL ('�n ano a?-/nn :_ao QED 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5? ADAPT selected rroe �Kamcrsrom. ecoe�rrr+a,��a .ae��,evn ea aev.cvsm�c��aat�me 6 - REQUIRED & PROVIDED BARS 6.1 TOP Bar. me; OW 000 am 000000 am am am am Coo am GWCoo (re uied os pra+tled Go- a! 6.26attorn Bars 1C rpft 0Go 0Go 000 amoaa GOD cm Gaa oao aaa aro aaacao 10 - DESIGNER*s (VOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L1-52 Project Name: Tukwila Ville 3uilding D Specific Data: Level Date of execution: February lid, 2016 File Name: l3ldg_D_1•r.adm FLOOR -PRO 2015 SUPPORT LINE 132 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTEuiderVersion2015 Date: Felxuary 18, 2016 Time:17:42:1e File: Support Line 132 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip Support Line 132 12 Lead Case: Semce(Sustained Load) 1.0GxSe1&eight+ 1.00xDeadload. 0.30xl_itiebad+ 1.00xPresttessing 2 EMBER ELEVATION o {-{{{�M�sy 1 •g V 168, I I I I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-130TTOM REBAR 5.1 ADAPT selected 52 ADAPT sees d 6 - REQUIRED & PROMDEO BARS 6.1 ToPears mlal9( o°° coo 1rR1. OS tftlurd povided oc 05 6.2 Badvn Bars 19 mOX 9'al 7 - SHEAR STIRRUPS 7.1 .ADAPT selected. earsize � 5 Legs; 2 Spamg I.) 72 Userseleded BarSizeALegs: 1. �_________________------_____'_""""""...__----'---"'--"""""—'-'---' 7.3 R"ed area 1inYij 9a 93 09 0 9. 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 47 Project Name: Tukwila Vill Building D Specific Data: Level Date of execution: February -0, 2016 File Name: Bldg_D_1-l.adm FLOOR -PRO 2015 SUPPORT LINE 133 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTBuilderVersion2015 Date: February 16, 2016 Tirne:17:42:14 Fite: Support Line 133 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Stdp: Support Line 133 1.2 Load Case: SerAmtSustaned Laedy 1.00 xSelMeght+ 1.01)x Deadload+ 0.30xLlvetead+ 1.1)OxPrestress,g 2 -MEMBER ELEVATION � III 3 - TOP R®AR 3.1 ADAPT selected 32 ADAPT selected 5-130TTOM REBAR 5.1 ADAPT selected 52 ADAPT selected we-4rta�vo-�.�nr.-n- armx,r.�a�.rv�. �aa�,a�sr�v_cc- w s�.vcvzma:x.-_•csvccaa 6 - REQUIRED & PROMOED BARS 6.1 Top Bars. m®c ow am Ibri as = o a5 6.2 Bottan bars 1 max a w a oa 7 - SHEAR STIRRUPS - 7.1 ADAPT selected. &rSLY$5 Legs: 2 Spacing [in) _ 7.2 User�seleded --------------------------------------------------------------------'---------------' SarSize# Legs: ,z `--------------------------------------------------------------------------- -- _ -. -- - 7.3 Re0aiel area as OE [nYt} 0a 00 0 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 48 L1-54 Project Name: Tukwila Villa, iuilding D Date of execution: February',v, 2016 • 2015 Specific Data: Level 1 File Name: 13ldg_D_11.adm FLOOR -PRO SUPPORT LINE 134 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVers0n2015 Date: February 13, 2016 Time:17:42:14 File: Support Lire 134 1 - PROJECT TITLE Tukwila Village Building D 1.1 Design Strip. Supped Lane 134 1.2 Load Case: Sengw(Sustaaled Load) 1.00 xSe(hwight+ 1.00 xDead load = 0.30 xLive load + 1.D0 x Prestressing 2 •IAEMBER ELEVATION O [ft[ tgm I II I II I II 1 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected a�eKoe,--a�.r.r.�-.aayemxm.s�eem.ma.aesv re�.et�rvaax.�s�rt� 6 - REQUIRED & PROVIDED BARS 6.1 TopOars °n am 000 re 0s pr d oa as 6.2 Soltam Bars n o max 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 49 . L1-515 r Project Name: Tukwila Vil th Building D Specific Data: Leve Date of execution: February 19, 2016 File Name: Bldg_D_11.adm FLOOR -PRO 2015 SUPPORT LINE 135 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTAuilier Vesion 2015 Date: February %, 2016 Time, 17:4r14 File: Support Lme 135 1 - PROJECT TFTLE: Tukwila Village Building D 1.1 Design Strip: Support Line 135 1.2Laad Case:Servkr(Sustabed Laed) 1.00xSeltwight+ 1.0°xDeadbad+ D.30xLive bad+ 1.00xPrestressing 2 -MEMBER ELEVATION O O O [ttl a m z I i i 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM R®AR 5.1 ADAPT selected 5.2 ADAPT selected a_. ea nea+saannsr�:xwr_snz c.�c..e-s�mr.ca oca�vxv �o:�-=amueac 6 - REQUIRED & PROVIDED BARS 6.1 Top 8ars mac 040 400 ve os regured prwMed o0 0- 6.2 BW= Bars r max ca o00 10 - DESIGNERS I40TES S up port@ adaptsoft. Corn 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 50 L1-56 Project Name: Tukwila Vill, 3uilding D Date of execution: February A, 2016 2015 Specific Data: Level File Name: Bldg_D_11.adm FLOOR -PRO SUPPORT LINE 136 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPTZu3derVas0n2015 Date: February 18, 2016 Time: 17:42:14 File:SupportLne136 1 - PROJECT TITLE: Tukwila Village Building D 1.1 'Design Stdp. Support Line 136 1.2 Load Case: Sawce(Sustained Load) '1.00 x Sef tmtht + 1.00 x Dead bad + 0.30 xLive load - 1.00 x Prestressing 2-MEMBERELEVATIONO {ft) :.� e® as aoax I I I I f I I I I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selec4ed 52 ADAPT selected 6 - REQUIRED R PROMDED BARS 6.1 Tap8ars. max 000 coo 0m 000 (requied as prarded 0c 0 6.2 Bad=Bars rn o00 °°a 0m om 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar 5 Legs 2 Csii SPa�g gi[n( 7.2 UarSuzeeded ------------------------- -------------------- Bar Sia=# Legs 7.3 Required area °- [nYf( 06 °; 0° 0 0. 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 51 . L1-57 . Project Name: Tukwila Vill Building D Specific Data: Level Date of execution: February 19, 2016 File Name: Bldg_D_1ti.adm FLOOR -PRO 2015 SUPPORT LINE 137 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2015 Date: Felituary ta. 2016 Tim:17:42:14 File: Support Line 13T 1 - PROJECT TITLE Tukwila Village Building D 1.1 Design Strip. Support Line 137 1.2 Load Case: SerAce(Sustained Load) 1.00xSeffiw ht• 1.00xDesd1oad. 0.30xi-iveload- 1.00 x Prestressing 2 -MEMBER ELEVATION (/'��j O O I1tj q� 3s^ t^ea 1173 C - f7 t• 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ox. .r,a:wo-.*ma.�awnaxmes:.,•�c seso-mr nemr�arcc ,,. vaa�..r.: > ��a-�ah� 6 - REQUIRED R PROVIDED BARS 6.1 TopElarsmi'M om can a01 am Goo 000 Iim) as p�avid�d o 0s EE 6.2 Bottom Hers m,pa 0 m 0m c m a 00 000 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size # 5 Legs 2 Spacing rnl 7.2 '---------------------------- `------- '-------------------------- '--------------- '-' 8arSize# Legs* u 7.3 Required area as lin7tI 06 03 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 52 r Design Sections, Investigation, Momenet Capacity Max: 3890.66 Min:-3718.07 Max demand/capacity ratio: 3.27 Section within 5% of ranarity _ (lkav k� Due to geometry this design section is not picking up column re- inforcing and showing overcapacity. Taking a manual design sec- tion here picking up entire section shows a 0.967 demand/ca- pacity ratio. (Section within 5% of caaacity - Okay. W� Moment Demand/Capacity Check - X Direction 02/19/16 11:00:08 Tukwila Village Building D 1:00: Bldg_D_11.adm Level 1 cc Design Sections, Investigation, Momenet Capacity Max 3890.66 Min:-3718.07 Max demand/capacity ratio: 3.27 Y Moment Demand/Capacity Check - Y Direction 02/19/16 11:05:50 Tukwila Village Building D 1:05: Bldg_D_11.adm Level 1 17 Design Sections, Investigation, Momenet Capacity Max. 3890.66 Min:-3718.07 Max demand/capacity ratio: 3.27 02/19/16 11:07:40 Idg_D_11.adm Top Mat Reinforcing Tukwila Village Building D Level 1 Top mat reinforcing is #6 at 18" o.c. typical all slabs this level. 6) 0 IY rW x 2/19/16 1:09:30 D_11.adm Added Top Reinforcin Tukwila Village Building D Level 1 Added top bars per plan. 02/19/16 11:11:03 g_D_11.adm Bottom Mat Reinforcin Tukwila Village Building D Level 1 Bottom mat reinforcing is #5 at 12" o.c. typical all slabs this level. b� N Added bottom bars per plan. Added Bottom Reinforcing 1 16 11:12:16 Tukwila Village Building D 11: Bldg_D_11.adm Level 1 02/19/16 11:15:40 Bldg_D_11.adm Column Plan Tukwila Village Building D Level 1 L1-N , Project Name: Tukwila Villa( Wilding D Specific Data: Leve Date of execution: February 19, 2016 File Name: Bldg_D_11.adm 2015 180.40 PUNCHING SHEAR STRESS CHECK RESULTS MT51 COLUMN SECTION Load Combination:Strength(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 22 Interior rr -151.742 -14.714 0.140 0.007 0.147 0.212 0.70 Column 22 Interior ss -151.742 5.152 0.140 0.002 0.143 0.212 0.67 Column 23 Interior rr -182.015 25.531 0.168 0.012 0.181 0.212 0.85 Column 23 Interior ss -182.015 6.983 0.168 0.003 0.171 0.212 0.81 Column 24 Interior rr -259.004 -15.128 0.239 0.007 0.247 0.212 1.16 Column 24 Interior ss -259.004 -0.399 0.239 0.000 0.239 0.212 1.13 Column 25 Interior rr -201.120 -19.921 0.186 0.010 0.196 0.212 0.92 Column 25 Interior ss -201.120 -4.688 0.186 0.002 0.188 0.212 0.89 Column 26 Interior rr -194.227 22.573 0.179 0.011 0.190 0.212 0.90 Column 26 Interior ss -194.227 -6.361 0.179 0.003 0.182 0.212 0.86 Column 27 Interior rr -119.630 0.935 0.111 0.000 0.111 0.212 0.52 Column 27 Interior ss -119.630 -6.115 0.111 0.003 0.113 0.212 0.53 Column 29 Interior rr -71.044 -1.813 0.066 0.001 0.067 0.212 0.31 Column 29 Interior ss -71.044 -2.534 0.066 0.001 0.067 0.212 0.32 Column 30 Interior rr -116.198 0.567 0.107 0.000 0.108 0.212 0.51 Column 30 Interior ss -116.198 4.523 0.107 0.002 0.109 0.212 0.52 Column 31 Interior rr -173.018 18.039 0.160 0.009 0.169 0.212 0.80 Column 31 Interior ss -173.018 4.193 0.160 0.002 0.162 0.212 0.76 Column 32 Interior rr -172.845 -14.618 0.160 0.007 0.167 0.212 0.79 Column 32 Interior ss -172.845 1.550 0.160 0.001 0.160 0.212 0.76 Column 82 Interior rr -124.868 -23.454 0.156 0.016 0.172 0.212 0.81 Column 82 Interior ss -124.868 4.615 0.156 0.003 0.160 0.212 0.75 Column 89 Interior rr 38.330 0.000 0.130 0.000 0.130 0.207 0.63 Column 89 Interior ss 38.330 0.000 0.130 0.000 1 0.130 0.207 0.63 Load Comb ination:Strength(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 22 Interior rr -139.153 -12.685 0.129 0.006 0.135 0.212 0.64 Column 22 Interior ss -139.153 4.915 0.129 0.002 0.131 0.212 0.62 Column 23 Interior rr -169.664 23.076 0.157 0.011 0.168 0.212 0.79 Column 23 Interior ss -169.664 6.336 0.157 0.003 0.160 0.212 0.75 Column 24 Interior rr -218.039 -18.399 0.201 0.009 0.210 0.212 0.99 Column 24 Interior ss -218.039 0.971 0.201 0.000 0.202 0.212 0.95 Column 25 Interior rr -184.762 1 -18.684 0.171 0.009 0.180 0.212 0.85 Column 25 Interior ss -184.762 -4.388 0.171 0.002 0.173 0.212 0.81 Column 26 Interior rr -178.011 20.978 0.164 0.010 0.175 0.212 0.82 Column 26 Interior ss -178.011 -5.876 0.164 0.003 0.167 0.212 0.79 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L1-66 Mroject Name: Tukwila Villag( ilding D Date of execution: February 19, 2016 2015 Specific Data: Level File Name: Bldg_D_11.adm FLOOR -PRO Column 27 Interior rr -111.580 0.153 0.103 0.000 0.103 0.212 0.49 Column 27 Interior ss -111.580 -5.630 0.103 0.003 0.106 0.212 0.50 Column 29 Interior rr -64.748 -0.776 0.060 0.000 0.060 0.212 0.28 Column 29 Interior ss -64.748 -2.21.9 0.060 0.001 0.061 0.212 0.29 Column 30 Interior rr -106.834 0.194 0.099 0.000 0.099 0.212 0.47 Column 30 Interior ss -106.834 4.115 0.099 0.002 0.101 0.212 0.47 Column 31 Interior rr -158.849 16.791 0.147 0.008 0.155 0.212 0.73 Column 31 Interior ss -158.849 3.893 0.147 0.002 0.149 0.212 0.70 Column 32 Interior rr -159.368 -13.533 0.147 0.007 0.154 0.212 0.73 Column 32 Interior ss -159.368 1.486 0.147 0.001 0.148 0.212 0.70 Column 82 Interior rr -80.318 -12.497 0.101 0.009 0.109 0.212 0.51 Column 82 Interior ss -80.318 0.174 0.101 0.000 0.101 0.212 0.48 Column 89 Interior rr 26.078 0.000 0.088 0.000 0.088 0.207 0.43 Column 89 Interior ss 26.078 0.000 0.088 0.000 0.088 0.207 0.43 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 2 Y W X 2/19/16 1:16:47 Bldg_D_11.adm Column Plan w/ Punchina Shear D/C Tukwila Village Building D Level 1 It J 4. L1-68 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT Load Combination: Strength(Dead and Live) Number of rails per side: 2 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail in 24 4 1 Distance 4.75 9.50 14.50 19.25 Called out as SR1.1 on drawings Load Combination: Strength(Dead Load Only) Number of rails per side: 2 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail in 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 1 Unit in — 0.37 ,J 0.34 �. 0.31 0.28 �1 t 0.25 0.23 0.20 0.17 0.14 {' 0.12 4 �l� 0.09 — — 10.06 0.03 10.00 ,i Service Deflections 16 Units: in Tuckwila Village Bldg D 11:25: 11:25:56 Bldg_D_11.adv Level 1 Deformation Unit Maximum deflection _- - - - in occurs in exterior ^ - 0.91 parking area outside J �, 0.0.84 of building. \ 0.70 0.63 0.57 [� 0.50 0.43 l 'l r� 0.36 0.29 0.22 �. f j0.15 " 1 l 10.08 0.01 U-0.06 Interior deflections <0.75" Long Term Cracked Deflections Tuckwila Village Bldg D 11:27:Units: in 11:27:09 IBIdg_p_l 1.adv Level 1 Deformation D vido 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 110 TUKWILA VILLAGE BLDG D TEMPORARY SHORING TUKWILA, WA September 26, 2014 ���'��F WASy� Ia ,�P� eta � ed by E U14,9.26 �30010 Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 TV Bldg D Shoring Cale Cover REVIEWED R CODE COMPLIANCE APPROVED JUL 0 8 2016 City f Tukwila BUNG DIVISION RECEIVED CITY OF TUKWILA OCT 10 2014 PERMIT CENTER r� 0�2� Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Soils: I Design Criteria Code: Davido Consulting Group Date: 9/26/2014 civil I strUcilural ( land use Made By: MS Project: Tukwila Village - Bldg D Shoring Description: Shoring Design Criteria 2012 International Building Code Per geotechnical memo by AES, Inc. dated Sept. 15, 2014. Active Soil Pressure = 40 pcf Surcharge Soil Pressure = 75 psf (west side due to roads) Lagging Pressure = 50% piles Passive Soil Pressure = 300 pcf (applied over 2 pile diameters) * Ignore uppermost 2ft Maximum Temporary Slope Cut = 1 H:1 V (West and North sides) Maximum Temporary Slope Cut = 2H:1 V (South side) C vido C011SUIting Group Date: 9/22/2014 civil ( structural ; land use Made By: MS INCORPORATED Project: Tukwila Village Bldg D Description: Cantilevered Soldier Pile Design Pile 1-2 'Design based on simplified method of loading H D INPUT Y (zero shear; max moment) Height of Retained Soil, H = 5.41 ft Active Soil Pressure = 40 pcf Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf Pile Diameter = 2.00 ft Depth of Top Passive Pressure = 2 ft Influence Factor on Pile Diameter = 2 (Passive Only) Btm Passive Soil Pressure = 300 pcf Surcharge Pressure = 75 psf Depth Factor of Safety = 1.1 OUTPUT F1 = 7.94 kips F5 = 0.00 kips F2 = 6.64 kips F6 = 52.78 kips F3 = 5.18 kips Y = 6.57 ft F4 = 0.00 kips Dsimpiified = 11.38 ft (simplified Method) D = 13.66 ft (20% increase to compensate for simplified method) MINUMUM DEPTH OF PILE = 16 ft TOTAL LENGTH OF PILE = 21 ft MAXIMUM MOMENT ON PILE = 63.48 K-ft @ 11.98 ft from T.O.P. Pile Fy = 50.00 Ksi Minimum Size: W10x26 Mr = 77 K-ft Use: W12X26 Mr = 92 K-ft I = 204 in Flange Width = 6.49 in Est. Deflection Due to Pile Flexure = 0.02 in Davida Consulting gaup Date: 9/22/2014 civil ( structural ; land use Made By: MS Project: Tukwila Village Bldg D *Design based on simplified method of loading :l D Ca INPUT Y (zero shear; max moment) Height of Retained Soil, H = 10.83 ft Active Soil Pressure = 40 pcf Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf Pile Diameter = 2.50 ft Depth of Top Passive Pressure = 2 ft Influence Factor on Pile Diameter = 2 (Passive Only) Btm Passive Soil Pressure = 300 pcf Surcharge Pressure = 75 psf Depth Factor of Safety = 1.1 OUTPUT F1 = 25.26 kips F5 = 0.00 kips F2 = 21.03 kips F6 = 158.90 kips F3 = 13.70 kips Y = 9.27 ft F4 = 0.00 kips Dsimpiified = 16.56 ft D = 19.87 ft MINUMUM DEPTH OF PILE = 22 ft TOTAL LENGTH OF PILE = 33 ft MAXIMUM MOMENT ON PILE = 300.88 K-ft @ Pile Fy = 50.00 Ksi Minimum Size: W21X55 Mr = Use: W14X74 Mr = 308 K-ft I = 795 in Flange Width = 10.10 in Est. Deflection Due to Pile Flexure = 0.12 in (simplified Method) (20% increase to compensate for simplified method) 120.10 ft from T.O.P. 303 K-ft Dravido Consulting Gr€ UP Date: 9/22/2014 civil I structural ;land use Made By: MS Project: Tukwila Village Bldg D Description: Cantilevered Soldier Pile Design Pile 30-34 resign based on simplified method of loading 111111111:� INPUT Y (zero shear; max moment) Height of Retained Soil, H = 8.83 ft Active Soil Pressure = 40 pcf Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf Pile Diameter = 2.50 ft Depth of Top Passive Pressure = 2 ft Influence Factor on Pile Diameter = 2 (Passive Only) Btm Passive Soil Pressure = 300 pcf Surcharge Pressure = 0 psf Depth Factor of Safety = 1.1 OUTPUT F1 = 12.48 kips F5 = 0.00 kips F2 = 11.12 kips F6 = 84.14 kips F3 = 7.93 kips Y = 7.38 ft F4 = 0.00 kips Dsimpiified = 12.59 ft (simplified Method) D = 15.11 ft (20% increase to compensate for simplified method) MINUMUM DEPTH OF PILE = 17 ft TOTAL LENGTH OF PILE = 26 ft MAXIMUM MOMENT ON PILE = 120.60 K-ft @ 16.21 ft from T.O.P. Pile Fy = 50.00 Ksi Minimum Size: W12X35 Mr = 125 K-ft Use: W12X35 Mr = 125 K-ft I = 285 in Flange Width = 6.56 in Est. Deflection Due to Pile Flexure = 0.09 in Davido Consulting Group Date: 9/22/2014 civil I structural I !and use Made By: MS Project: Tukwila Village Bldg D Description: Cantilevered Soldier Pile Design Pile 35-39 esign based on simplified method of loading INPUT Y (zero shear; max moment) Height of Retained Soil, H = 4.83 ft Active Soil Pressure = 40 pcf Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf Pile Diameter = 2.00 ft Depth of Top Passive Pressure = 2 ft Influence Factor on Pile Diameter = 2 (Passive Only) Btm Passive Soil Pressure = 300 pcf Surcharge Pressure = 0 psf Depth Factor of Safety = 1.1 OUTPUT F1 = 3.73 kips F5 = 0.00 kips F2 = 3.40 kips F6 = 27.75 kips F3 = 3.10 kips Y = 5.41 ft F4 = 0.00 kips Dsimplified = 8.80 ft (simplified Method) D = 10.56 ft (20% increase to compensate for simplified method) MINUMUM DEPTH OF PILE = 12 ft TOTAL LENGTH OF PILE = 17 ft MAXIMUM MOMENT ON PILE = 26.04 K-ft @ 10.24 ft from T.O.P. Pile Fy = 50.00 Ksi Minimum Size: W8x18 Mr = 42 K-ft Use: W12X26 M r = 92 K-ft I = 204 in Flange Width = 6.49 in Est. Deflection Due to Pile Flexure = 0.01 in Davido Consulting Group Date: 9/22/2014 . chtil ? structural i land use Made By: MS Project: Tukwila Village Bldg D Description: Cantilevered Soldier Pile Design Pile 40-41 Design based on simplified method of loading H FBI INPUT Y (zero shear; max moment) Height of Retained Soil, H = 4.89 ft Active Soil Pressure = 40 pcf Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf Pile Diameter = 2.00 ft Depth of Top Passive Pressure = 2 ft Influence Factor on Pile Diameter = 2 (Passive Only) Btm Passive Soil Pressure = 300 pcf Surcharge Pressure = 0 psf Depth Factor of Safety = 1.1 OUTPUT F1 = 3.83 kips F5 = 0.00 kips F2 = 3.47 kips F6 = 28.33 kips F3 = 3.15 kips Y = 5.45 ft F4 = 0.00 kips Dsimplified = 8.87 ft (simplified Method) D = 10.65 ft (20% increase to compensate for simplified method) MINUMUM DEPTH OF PILE = 12 ft TOTAL LENGTH OF PILE = 17 ft MAXIMUM MOMENT ON PILE = 26.84 K-ft @ 10.34 ft from T.O.P. Pile Fy = 50.00 Ksi Minimum Size: W8x18 Mr = 42 K-ft Use: W12X26 Mr = 92 K-ft I = 204 in Flange Width = 6.49 in Est. Deflection Due to Pile Flexure = 0.01 in Davido Consulting Group Date: 9/22/2014 cWil I structural land use Made By: MS Project: Tukwila Village Bldg D Description: Cantilevered Soldier Pile Design Pile 42-43 Design based on simplified method of loading 17 u INPUT Y (zero shear; max moment) Height of Retained Soil, H = 3.89 ft Active Soil Pressure = 40 pcf Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf Pile Diameter = 2.00 ft Depth of Top Passive Pressure = 2 ft Influence Factor on Pile Diameter = 2 (Passive Only) Btm Passive Soil Pressure = 300 pcf Surcharge Pressure = 0 psf Depth Factor of Safety = 1.1 OUTPUT F1 = 2.42 kips F5 = 0.00 kips F2 = 2.40 kips F6 = 19.53 kips F3 = 2.37 kips Y = 4.85 ft F4 = 0.00 kips Dsimplified = 7.70 ft (simplified Method) D = 9.25 ft (20% increase to compensate for simplified method) MINUMUM DEPTH OF PILE = 11 ft TOTAL LENGTH OF PILE = 15 ft MAXIMUM MOMENT ON PILE = 16.43 K-ft @ 8.74 ft from T.O.P. Pile Fy = 50.00 Ksi Minimum Size: W8x18 Mr = 42 K-ft Use: W12X26 Mr = 92 K-ft I = 204 in Flange Width = 6.49 in Est. Deflection Due to Pile Flexure = 0.00 in oilavido Consulting Group Date: 9/22/2014 civil I structural ( land use Made By: MS Project: Tukwila Village Bldg D Description: Timber Lagging Design Pile 3-29 Active Soil Pressure = 40.0 pcf Surcharge Pressure = 175.0 psf Design Percentage of Timber Lagging = 50.0 % Wood Lagging Member Species: HF #2 Fb (2x, 4x) = 850 psi Fb (6x, 8x) = 675 psi Lagging Spacing = 8.0 ft O.C. Lagging Schedule Section Maximum Depth 2x 0.0 ft 4x 11.0 ft 6x 23.0 ft 8x 44.0 ft M = F'b Sy Where Therefore: F' •S D = b Y MAX P . L z •12 8 P •D •L2 M = aux 8 F =1.15 • F b b S _12•b2 v 6 1ATr - �.. - vm- Irlmr-M M-336T=- 'The notation ased In thew pages Is fated in Appendix A. Cantlk"r Retaln" VVaU 4 F . . . . . ..... . . . . q Assuan kV the netpressure is calwisted using one of the pressure mcdets avagab, the trass scling on Ihe was can be represenied as shown abo*,e,E&ch lome is &%vated b actttwouo the centre ofgmw* of the goten emes-- F, aresAOB, s3talnetacbveWessure F2 amaocc, kAanetpass*�Opraswre F, ateaCD:Dt Lire C� maybe con0deted to be horizonti. &W tome Fs lo act 9 pat C4 b sknpgy caftulsllonrt A co on War is appNed to the oaWaledtos to congiensatefot Oft appmximation, The deph OC is such Oat the momowts of broos Ft and F2 about Fs (Le. Pobt C) are m equwxkvn. the ca$cutwted te is incmesW by 04 x OC, to compensa0a for 0* sinpKed melbod, (see Note below for gross pressure and Burland4watts, methods). Note: The factor of safety against Folatiwal falure br carAhaver wells is ghen by the falio of the mslo*V rrxnwKft about pow C to the dkabout Pow C The disptsyw facbr of safety is cakaMed before the o r"CC lainmeased byM% 23 teforbes'npkrwd method. Siml-ady. It MeltFOS* is seleded or a mawd be is entwed in to WO page of the dellne box, the lbs is cakAA*W iM*pwx%erft of ft M% Co ore. The sokstion oulirved above uses be not pressure mwhodJn the Vvss pressure and Sudend-Potts mehods. A Is be de;ft SC nOtw Um OC wtkh is k=aased by 20%. SUPP*4T 47 r September 15, 2014 Project No. KE110238A Pacific Northern Construction 20127th Avenue, Building A, Suite 300 Puyallup, Washington 98374 Attention: Subject: Mr. Bryan Park a s s o c i a t e d earth sciences i n c o r p o r a t e d REVIPLIA FOR (r`(,F COMPLIANCE O APPROVED Soldier Pile Wall Design Cr' Proposed Tukwila Village Tukwila International Boul Tukwila, Washington JUL 0 a 2o1s eriaClty 0 114"a BUILDING DIVISION var and South 144th Street T D)fECEUVIE OCT 17 2014 REID MIDDLETON, INC. RECEIVE;, CITY OF TUKWILt OCT 10 2CIj Dear Mr. Park: PERMIT CENTFr., As requested, this letter presents our geotechnical design recommendations for soldier pile walls to the north, west, and south of the proposed Building D. Our work has been completed for the exclusive use of Pacific Northern Construction, and its agents, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. No other warranty, express or implied, is made. Our recommendations were based off our report titled "Updated Subsurface Exploration, Geological Hazards, and Geotechnical Engineering Report," dated March 18, 2013. Also referenced was the "Grading Plan" prepared by Barghausen Consulting Engineers, Inc., dated November 8, 2013. Geotechnical Design Parameters for Soldier Pile Walls The following recommendations are provided for design of the proposed soldier pile walls for Building D of the Tukwila Village project located in Tukwila, Washington. We anticipate the shoring walls will have a 12-foot-high maximum exposed face. We do not anticipate tiebacks would be needed for this project. Recommendations presented in this letter will change if tiebacks are required. We recommend that the soldier pile walls be designed to resist lateral soil pressures based on either "active" or "at -rest" earth pressure conditions. The active earth pressure conditions will allow a small amount of movement of the retained soils and wall in order to develop the shear strength within the retained soils, and lessen the shoring design loads. Under these conditions, the amount of lateral movement of the wall will be equal to approximately 0.1 percent of the wall 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 1 425.259-0522 F 1425.252.3408 Tacoma Office 11552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com DIN-n�;!Z(o r height. If settlement behind the wall does occur, we estimate that it will occur within a distance behind the wall equal to the height of the wall. At -rest lateral earth pressure conditions should be used in areas where the excavation is located near settlement -sensitive structures or surfaces. At -rest earth pressure conditions will allow construction of the excavation shoring with less potential for movement of the retained soil. For a shoring design based on either at -rest or active earth pressure conditions, the shoring must be designed to withstand the lateral loads exerted by the retained soils, and any additional horizontal surcharge pressures exerted by the proposed sidewalk, construction equipment, soil stockpiles, or other features. For the proposed shoring system, the applied lateral pressures can be presented by a triangular distribution termed as an equivalent fluid density. We have provided equivalent fluid densities for shoring design based on a horizontal backslope, and a typical traffic surcharge behind the soldier pile wall. The equivalent fluid density presented subsequently does not account for other surcharge loads within the influence zone behind the top of the wall. Based on these considerations, we recommend design of the soldier pile walls with an active earth pressure condition using an equivalent fluid density of 40(H+D) pounds per square foot (psf), where H is the height of the exposed face of the wall, and D is the depth of embedment from the bottom of excavation in feet. For fully restrained at -rest earth pressure conditions, we recommend using an equivalent fluid density of 60(H+D) psf. A lateral earth pressure diagram is presented on Figure 1 of this report. Surcharge pressures due to adjacent roads should be modeled as an additional 7S psf equivalent fluid density modeled as a rectangular distribution for the top 10 feet. Various other surcharge pressure diagrams are presented on Figure 2. Lagging between soldier piles should be designed to resist one-half of the total computed lateral earth pressure as a result of arching effects. Below the excavation level, the combined pressures may be considered to act over only the diameter of the grouted soldier pile section. The soldier piles also need to be located a sufficient depth below the surface to provide adequate lateral or "kick -out" resistance to horizontal loads below the lowest brace or tieback level. In this regard, the lateral resistance may be computed on the basis of passive pressure in the form of an "apparent" earth pressure equivalent to 300(D-2) psf. Resistance from the uppermost 2 feet of soil below excavation level should be ignored due to potential ground disturbance. This pressure may be considered to be acting against twice the diameter of the grouted soldier pile section. For design purposes, the vertical load capacity should be determined based on an allowable end bearing of 20 kips per square foot (ksf). These allowable end -bearing conditions assume a minimum embedment of at least 10 feet below the base of the excavation. The contractor should be experienced with the installation of soldier piles. We anticipate that the pile borings can be drilled open hole. If caving conditions or significant seepage is encountered, the contractor should be prepared to case the holes. Although our borings did not encounter boulders or obstructions, they are possible. If the obstruction cannot be removed or drilled through, the pile may need to be moved. Relocated piles may require additional piles to compensate for the relocation. 2 Soldier pile wall construction should begin with installation of all the beams. When all beams have been installed and the concrete is cured, excavation may commence in 4-foot increments. Treated timber lagging should be installed as the excavation progresses. Voids between lagging and the cut face should be minimized by cutting only as much as necessary to install lagging. Void spaces between the lagging and cut face should be backfilled with controlled density fill (CDF) with a .minimum compressive strength of 200 pounds per square inch (psi), with washed pea gravel, or with an alternate material approved by the wall designer and geotechnical engineer. No excavation should remain unlagged at the end of the day. For soldier piles designed to carry permanent loads, the piles should be provided with corrosion protection, as recommended by the structural engineer. Permanent walls should also incorporate a seismic surcharge equal to 5H psf for active and 10H psf for at rest conditions, where H is the wall height in feet. We recommend that AESI be allowed to observe the installation of the soldier pile wall to: Verify that subsurface conditions encountered during construction are consistent with those observed in our borings. • Verify that materials and procedures used are consistent with approved plans. Closure We appreciate the opportunity to submit this letter and hope that it meets your needs. If you have any questions, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington M E,qR� J� pc WASH/Q tiro 2 5���'/STcP�� C? C-) A.1 Kurt D. Merriman, P.E. Senior Principal Engineer Attachments: Figure 1: Soldier Pile Retaining Wall Design Criteria Figure 2: Surcharge Pressures on Adjacent Walls KDM/Id — KE110238A10 — Projects\20110238\KE\W P 3 8 t2 GROUND SURFACE 0 SE AF PE 5H 10 40 (H+D) PSF (FOR UNRESTRAINED CONDITIONS WITH NO ADJACENT STRUCTURES) 60 (H+D) PSF (FOR FULLY RESTRAINED CONDITIONS TO BE USED ADJACENT TO EXISTING STRUCTURES) ACTIVE AND AT -REST PRESSURES ACT OVER SOLDIER PILE SPACING ABOVE EXCAVATION LEVEL AND ONE PILE DIAMETER BELOW THE EXCAVATION LEVEL NOTES: 1. SOLDIER PILE EMBEDMENT DEPTH "D" SHOULD CONSIDER NECESSARY VERTICAL CAPACITY, KICK -OUT, AND OVERTURNING RESISTANCE. 2. PASSIVE PRESSURES INCLUDE A FACTOR SAFETY OF 2. 3. ALLOWABLE END BEARING = 20KSF. 4. DIAGRAM DOES NOT INCLUDE HYDROSTATIC PRESSURES AND ASSUMES WALLS ARE SUITABLY DRAINED TO PREVENT BUILDUP OF HYDROSTATIC PRESSURE. 5. DIAGRAM IS ILLUSTRATIVE AND NOT REFERENCED TO A PARTICULAR LOCATION. 6. LAGGING MAY BE DESIGNED USING 50 PERCENT OF THE ACTIVE/AT-REST EARTH PRESSURE. BASE OF EXCAVATION 2' 300 (D-2) PSF PASSIVE PRESSURE ACTS OVER TWICE PILE DISMETER a s s o c i a t e d SOLDIER PILE WALL DESIGN CRITERIA FIGURE 1 s earth sciences TUKWILAVILLAGE DATE 9114 incorporated TUKWILA, WASHINGTON PROJ. NO. KE110238A GROUND SURFACE GROUND SURFACE - 7 \\ �=% q X=mD LINE LOAD PRESSURE tol BASE OF EXCAVATION ISOLATED FOOTING ah = 0.64q (f3- SINgCOS2a) CONTINUOUS FOOTING PARALLEL TO EXCAVATION c :,l I (FOR m>0.4) iN 07 = 1.28q m2 n o h D (m2 + n2)2 .".��N ..�".��Nl . BASE OF EXCAVATION DEFINITIONS AND UNITS D EXCAVATION DEPTH BELOW FOOTING IN FEET gh LATERAL SOIL PRESSURE IN PSF q UNIT LOADING PRESSURE IN PSF 0 RADIANS (FOR m<0.4) (T = q 0.2 n D (0.16 + n2y a s s o c i a t e d SURCHARGE PRESSURES ON ADJACENT WALLS FIGURE 2 P earth sciences TUKWILA VILLAGE DATE 09/14 h�� i r. c o; " c r a t e d TUKWILA, WASHINGTON PROJ. NO. KE110238A r3L November 30, 2011 Project No. KE110238B Pacific Northern Construction 201 27`h Avenue SE, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park Subject: Phase I Environmental Site Assessment Tukwila Village Tukwila International Boulevard and South 1441h Street Tukwila, Washington Dear Mr. Park: CORp C wED FOR APpROVE'�NDE JUL 0 8 2016 Q of BUILD NG D1VjS ►ON This letter accompanies a report by Associated Earth Sciences, Inc. (AESI) documenting the results of a Phase I Environmental Site Assessment (ESA) performed on the above -referenced property. The findings and conclusions in this report are based on our interpretation of information currently available, and are subject to the limitations in the attached report. We appreciate the opportunity to work with you on this project. If you have any questions regarding the scope of our study or our conclusions, please do not hesitate to contact us at (425) 827-7701. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Jon N. Sondergaard, L.G., L.E.G. Principal Geologist JNSAd KEll 0238B3 Projects''201'10238\KE0AT RECEIVED CITY OF TUKWILA OCT 10 2014 PERMIT CENTER IDly - G)�2� 4� Phase I Enviromnental Site Assessment TUKWILA VILLAGE Tukwila, Washington Prepared for Pacific Northern Construction Project No. KE110238B November 30, 2011 PHASE I ENVIRONMENTAL SITE ASSESSMENT TUKWILA VILLAGE Tukwila, Washington Prepared far: Pacific Northern Construction 201 27'h Avenue SE, Building A, Suite 300 Puyallup, Washington 98374 Prepared by: Associated Earth Sciences, Inc. 911 5th Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 November 30, 2011 Project No. KE110238B Tukwila Village Phase I Environmental Site Assessment Tukwila, Washington Table of Contents TABLE OF CONTENTS Page EXECUTIVESUMMARY........................................................................................................... iii 1.0 INTRODUCTION.................................................................................................................... I 1.1 Purpose and Scope of Services.........................................................................................1 1.2 Scope of Services..............................................................................................................1 1.3 Significant Assumptions...................................................................................................1 1.4 Limitations and Exceptions...............................................................................................2 1.5 Special Terns and Conditions..........................................................................................2 1.6 User Reliance....................................................................................................................2 2.0 SITE DESCRIPTION...............................................................................................................3 2.1 Location and Legal Description........................................................................................3 2.2 Site and Vicinity General Characteristics................................................... . 2.2.1 Regional Topography and Geologic Setting.........................................:................3 2.2.2 Site Dimensions and Topography...........................................................................3 2.3 Current Use of the Property..............................................................................................3 2.4 Description of Structures, Roads, and Other Improvements............................................4 2.5 Current Uses of the Adjoining Properties.........................................................................4 3.0 USER -PROVIDED INFORMATION......................................................................................4 3.1 Title Records.....................................................................................................................4 3.2 Environmental Liens or Activity and Use Limitations.....................................................5 3.3 Specialized Knowledge.....................................................................................................5 3.4 Commonly Known or Reasonably Ascertainable Information.........................................5 3.5 Valuation Reduction for Environmental Issues................................................................5 3.6 Owner, Property Manager, and Occupant Information.....................................................5 3.7 Reason for Performing Phase I ESA.................................................................................5 3.8 Prior Reports.....................................................................................................................5 4.0 RECORDS REVIEW................................................................................................................9 4.1 Standard and Additional Environmental Record Sources.................................................9 4.1.1 Orphan Sites Summary .........................................................................................10 4.1.2 Listed and Orphan Sites Within the Search Radii................................................10 4.2 Physical Setting Sources.................................................................................................13 43 Historical Use Information on the Property and Adjoining Properties ...........................14 4.3.1 Aerial Photographs...............................................................................................14 4.3.2 King County Assessor Records............................................................................15 4.3.3 Sanborn Map and City Directory Review............................................................17 4.3.4 Historical Topographic Map Review...................................................................17 5.0 SITE RECONNAISSANCE...................................................................................................18 5.1 Methodology and Limiting Conditions...........................................................................18 5.2 General Site Setting........................................................................................................18 5.2.1 Ground Water Conditions....................................................................................19 5.2.2 Surface Water Conditions....................................................................................19 5.2.3 Vapor Intrusion Assessment................................................................................19 TABLE OF CONTENTS (CONTINUED) Page November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. ISAV—f.E11023SB3—Projeru's2011023StKEITiP Page 1 Tukwila Village Phase I Environmental Site' Assessment Tukwila, Washington Table c f Contents 5.3 Exterior Observations .................................... 5.4 Interior Observations ..................................... 6.0 INTERVIEWS............................•.......................... 6.1 Interview With Owner(s) ............................... 6.2 Interviews With Occupants(s)........................ 6.3 Interviews With Local Government Officials 7.0 FINDINGS............................................................. 8.0 OPINION............................................................... 8.1 Data Gaps ....................................................... 9.0 CONCLUSIONS.................................................... 10.0 DEVIATIONS..................................................... 11.0 ADDITIONAL SERVICES ................................. 12.0 QUALIFICATIONS ............................................ 13.0 CLOSURE........................................................... 14.0 REFERENCES.................................................... LIST OF TABLES Table 1. Listed and Orphan Sites Within the Search Radii with Documented or Likely Chemical Releases ......................... Figure 1. Vicinity Map Figure 2. Site Plan LIST OF FIGURES LIST OF APPENDICES ...............20 ...............20 ...............21 ...............21 ...............21 ...............21 ...............21 ...............24 ...............25 ...............25 •..............25 ...............25 ...............25 ...............26 ...............27 ..............10 Appendix A. King County Assessor Records Historical King County Assessor Records Appendix B. User -Provided Questionnaire Environmental Project Questionnaire Appendix C. Title Report Appendix D. Environmental Data Resources, Inc. Radius Map With GeoCheco Appendix E. Ecology Files Appendix F. Environmental Data Resources, Inc. Historical Aerial Photograph Report Environmental Data Resources, Inc. Historical Topographic Map Report Environmental Data Resources, Inc. Sanborn Fire Insurance Map Report Environmental Data Resources, Inc. City Directory Abstract Appendix G. Site Photographs Appendix H. Resumes of Environmental Professionals November^ 30, 2011 ASSOCIATED EARTH SCIENCES, INC. ,11Sa4d—KE1102303—Projects;20110238XE`.TVP Page 11 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, T askington Executive Summary EXECUTIVE SUMMARY Associated Earth Sciences, Inc. (AESI) conducted a Phase I Environmental Site Assessment (ESA) of the proposed Tukwila Village property located in Tukwila, King County, Washington, east of Tukwila International Boulevard and south of South 141s' Street. The property is located in Section 15, Township 23 North, Range 4 East. For a complete legal description of the subject property, refer to the King County Assessor Records located in Appendix A. The subject property was developed with several residential homes as early as the early 1900s (4011 South 144`h Street), with the majority of the historic residential development occurring throughout the 1940s and 1950s. The site was also developed, primarily in the 1950s and 1960s, with several commercial buildings including a real estate office, two restaurants, a car wash, and a motel (built in the late 1930s). The site was later developed with additional structures including the storage garages/outbuildings located on the central portion of the property. The majority of the historic commercial and residential structures that existed at the site have been removed by this time; information related to associated environmental issues (underground storage tank [UST] removals, asbestos/lead-based paint, and various soil and ground water studies) related to prior structures at the subject property are discussed in Section 3.8, "Prior Reports." AESI identified several recognized environmental conditions relative to the subject property during our review of regulatory files and historical infonnation regarding the site; these conditions are described below. • The BP Service Station / Pacific 76 / Former Exxon facility is located to the west of the southwestern portion of the subject property, across Tukwila International Boulevard approximately 60 feet west from the site boundary. AESI reviewed available Washington State Department of Ecology (Ecology) files for the facility and a discussion of our review is presented below. AESI reviewed a report entitled "Off -Site Well Installation, Soil Assessment, and Groundwater Monitoring Report Former Exxon Station 77001 14415 Tukwila International Boulevard Tukwila, Washington," prepared by Cardno ERI and dated June 16, 2011. According to the report, soil exploration and ground water monitoring at the fornier Exxon Station 77001 has been ongoing since 1991; three gasoline USTs were installed at the property in 1969 and were removed from the site in 1993 when a new system was installed on the northern portion of the property. Ill general, residual gasoline -range total petroleum hydrocarbons (TPH) and benzene appear to be present in the subsurface capillary fringe and vadose zones near the former tank basin located on the northeastern portion of the facility. The shallow ground water gradient at the facility is understood to vary from east to northeast, with depths to ground water ranging from 1 to 13 feet below ground surface (bgs). November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. AYSa:dd—KEI1023,03—ProjectsV20110238;KEMT Page 111 Tukwila Village Phase I Environmental Site Assessment Tukwila, TEashington Executive Summmv Laboratory results indicate that ground water samples collected from MW 12B (located in the right-of-way turn lane adjacent to the west of the vacant restaurant building on the subject property) were above the Model Toxics Control Act (MTCA) Method A cleanup level for gasoline -range TPH. Reported results for MW 12B indicate a concentration of 909 parts per billion (ppb) TPH-Gx, 262 ppb TPH-Dx, and 160 ppb total lead. Laboratory results for MW 19 (located on the subject property near the northeast corner of South 144t1 Street and Tukwila International Boulevard) exhibited concentrations of analytes below their respective MTCA Method A cleanup levels. • AESI reviewed a report entitled "Phase Two Environmental Site Assessment 14120 Tukwila International Boulevard Tukwila Washington," prepared by PBS Engineering and Environmental (PBS), dated August 2003. The facility is located adjacent to the north of the subject property. According to the report, the property housed a Shell gasoline station from the 1950s to the 1970s, at which point various automotive service, rental, and sales businesses subsequently occupied the property. Three USTs were removed from the property in 1989 and gasoline contaminated soil was identified on the central portion of the site with heavy oil contaminated soils identified on the northern portion of the site after a 1997 assessment. Ground water samples collected from the central portion of the facility were reported to contain elevated concentrations of gasoline (up to 71,000 micrograms per liter [µ.g/L]) and benzene (up to 85 µg/L). The report concludes by indicating that Ecology will likely require quarterly ground water monitoring, and that impacted soils above MTCA cleanup levels be removed in the corresponding areas. AESI also reviewed a letter entitled "Workplan for Additional Assessment of Soils and Groundwater and Compliance Monitoring," prepared by PBS and dated September 16, 2003. The objectives of the workplan include further characterization of the site with additional soil and ground water sampling to define the source of gasoline, sampling to determine the lateral extent of the existing plume, and installing ground water monitoring wells for quarterly monitoring anticipated to be required by Ecology. No other significant information was reviewed relative to cleanup activities at the site. • AESI reviewed historical assessor records for the subject property in which "oil burner" heat is described for three areas of the subject property: 1) the former residence located on parcel no. 1554200035 (adjacent to South 141" Street), 2) at the 14239 42" d Avenue South residence, and 3) for the existing restaurant building located on the west -central portion of the site. Presumably these heating oil USTs were removed during demolition of the former homes, remodeling activities, or when the buildings were converted to their existing heating systems. However, the possibility remains that relic USTs may be present in these areas at the subject property. • Several environmental cleanups have occurred on the subject property in the past related to underground heating oil storage tank and oil/water separator removals at the former South City Motel, a former residential home located at 4029 South 1441h Street, and at the November 30, 2011 ASSOCIATEDEARTH SCIENCES, LNC. MS,1,,1d—KE11023SB3—Projects1201102381KEiTIT Page iv Tukwila Village Phase I Environmental Site Assessment Tukwila, TT ashington Executive Summary former Northfield Car Wash facility (see Section 3.8, "Prior Reports" for discussion). The cleanup efforts at each of these locations appear to have been successful, with analytical results from confirmation soil sampling exhibiting concentrations of contaminants below their respective MTCA Method A cleanup levels. The potential exists for remnant soil and/or ground water contamination to be encountered during construction and excavation activities at the site. • According to a client -provided illustrative site plan for development of the subject property, proposed buildings (residential/retail) at the subject property will be located within 100 feet from the identified soils and ground water contamination (TPH-gasoline and benzene at concentrations of 71,000 µg/L and 85 µg/L, respectively) at the adjacent automotive facility (former Shell gasoline station) to the north of the site. According to a review of available Ecology files, the extent of the subsurface contamination at the existing auto dealer is unknown at this time. Characterization of soil and ground water at the north end of the subject property adjacent to the former automotive facility did not encounter contamination. However, migration of organic vapors from contaminated soil or ground water located off -site could potentially result in vapor intrusion at the subject property. Considering that the contaminants of concern are volatile, toxic, and are within the "100-foot rule" Ecology guidance for a proposed structure (Ecology, 2009) on the subject property, AESI recommends that a Tier I Vapor Intrusion Assessment be performed. AESI did not observe obvious indications of surficial staining, dumping, or environmentally significant releases of chemicals on the subject property. No obvious visual evidence of hazardous materials contamination was discovered in surficial areas of the site examined during our site reconnaissance. Several off -site properties of potential environmental significance within the American Society for Testing and Materials (ASTM)-specified search radii were identified in the Environmental Data Resources, Inc. (EDR) database report. AESI also reviewed files at the Washington State Department of Ecology for these sites (see Section 4.1.2, "Listed and Orphan Sites Within the Search Radii"). Based on the information gathered during this Phase I ESA, AESI has identified several potential and confirmed environmental conditions which present a material threat of a release of hazardous substances or petroleum products to the subject property. • In our opinion, the confirmed presence of gasoline -range TPH above the MTCA Method A cleanup levels in the monitoring well (MW 12B) associated with the cleanup at the. Former Exxon facility west of the southwest portion of the subject property (approximately 18 feet west of the subject property) represents a recognized environmental condition and warrants further study. • The adjoining property north of the subject site (auto dealer - 14120 Tukwila International Boulevard) is confirmed to have TPH-impacted ground water of an November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. 11SA4d—KE11023SB3—Projec1si20110238'KE ffT Page v Tukwila Village Phase I Environmental Site Assessment Tukwila, Washington Executive Summary unknown extent; we recommend further study in this area along the northern boundary of the subject property. • Several soil cleanup operations have been conducted across the site related to former heating oil tanks and water/oil separator removals; should "remnant" TPH-impacted soils be encountered during grading/construction, we recommend that they be assessed and disposed of in accordance with local and State regulations. • Due to the age of the remaining structures at the subject property, AESI also recommends that asbestos -containing materials and lead -based paint (ACM/LBP) surveys be completed prior to demolition of the remaining on -site structures. November 30, 2011 ASSOCIATED EARTH SCIENCES, PVC. AISA,1d— iE110238B3—Projects1201102381KE14T Page vi Tukwila Village Phase I Environmental Site Assessment Tukwila, YYashington Results of Assessment 1.0 INTRODUCTION 1.1 Purpose and Scope of Services The purpose of this Phase I Environmental Site Assessment (ESA) is to identify, to the extent practicable using standard methods, the presence, or likely presence, of hazardous substances or petroleum products under conditions that indicate an existing release, a past release, or a material threat of a release into structures on the property or into the ground, ground water, or surface water of the property. 1.2 Scope of Services This Phase I ESA was performed by Associated Earth Sciences, Inc. (AESI) in accordance with the American Society for Testing and Materials (ASTM):E-1527-05, Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment Process. The scope of this Phase I ESA included the following specific tasks: • Reviewing regulatory agency databases for both the site and for surrounding properties. Databases searched included, but were not limited to, the ASTM standard specified lists. • If deemed necessary, based on information obtained from regulatory agency databases, reviewing relevant records at the Washington State Department of Ecology (Ecology). • Researching past site use through a review of historical records, including aerial photographs, local assessor records, and historical topographic maps. • Reviewing published maps for topographic and geologic information. • Conducting a reconnaissance to observe existing site conditions and activities at neighboring parcels. • Interviewing property owners, property managers, and occupants associated with the subject property. • Preparing this report summarizing the results of data research, site observations, interviews, and providing our interpretation regarding the potential for adverse environmental conditions or environmental risks. No surface or subsurface samples of enviromnental media were collected or analyzed at the subject property as part of this site assessment. 1.3 Significant Assumptions November 30, 2011 ASSOCIATEDEARTH SCIENCES, INC i1SAild—f.E11013SB3—Projerts110110138 E6RT Page 1 Tukwila Village Phase I Environmental Site Assessment Tukwila, TT"ashington Results of Assessment Phase I ESAs cannot eliminate all uncertainty regarding the potential for recognized environmental conditions. This assessment was performed in general accordance with ASTM:E- 1527-05, Standard Practice for Environmental Site Assessments: Phase 1 Environmental Site Assessment Process. Consistent with ASTM:E-1527-05, this Phase I ESA is intended to reduce, but not eliminate, uncertainty regarding the potential for recognized environmental conditions. The level of effort was not exhaustive, but was designed to balance reduction of uncertainty regarding environmental conditions with time and costs. Note that conducting this Phase I ESA does not eliminate the potential for future identification of recognized environmental conditions. Judgments leading to the enclosed general conclusions are based on available information, including information provided by the client, interviews with knowledgeable personnel, and site conditions as they existed at the time of our assessment. While striving to present the most accurate scenario of the condition of the property, this assessment may reflect inaccurate or incomplete information provided by others. Other information on the subject property or adjacent surrounding properties may exist, and more extensive studies may reduce the uncertainties associated with this assessment. The assessment is subjective, qualitative, and based mainly on the professional judgment and experience of the AESI project team after review and consideration of available information. 1.4 Limitations and Exceptions In accordance with ASTM:E-1527-05, this Phase I ESA does not address a number of issues considered outside of the scope of the Phase I ESA process, including (but not limited to): asbestos -containing building materials (ACM), radon gas, lead -based paint (LBP), lead in drinking water, wetlands, regulatory compliance, cultural and historic resources, industrial hygiene, health and safety, ecological resources, endangered species, indoor air quality, biological agents, and mold. 1.5 Special Terms and Conditions There were no special terms or conditions attached to this Phase I ESA. 1.6 User Reliance This report is certified to, can be relied upon by, and has been prepared for the exclusive use of the following entities: • Pacific Northern Construction Any of the named entities above can convey this report to an affiliate, related entity, subsidiary, lender, title insurer, regulatory/city agency or current property owner(s) and their agents, but further dissemination requires prior written approval from AESI. November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. its fid-KE11o2isE3-Proiecu1201102381 EWP Page 2 Tukwila i%illage Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment 2.0 SITE DESCRIPTION 2.1 Location and Legal Description As shown in Figure 1, "Vicinity Map," the subject property is located in Tukwila, King County, Washington, east of Tukwila International Boulevard and south of South 141St Street. The property is located in Section 15, Township 23 North, Range 4 East. For a complete legal description of the subject property, refer to the King County Assessor Records located in Appendix A. Parcels included in this assessment are listed below by King County parcel identification number: 1523049242 — 0.60 acres 1554200005 — 0.18 acres 1554200010 — 0.15 acres 1554200015 — 0.14 acres 1554200020 — 0.60 acres 1554200025 - 0.14 acres 1554200030 — 0.19 acres 1554200036 — 0.17 acres 1554200037 — 0.18 acres 1554200033 — 0.24 acres 1554200035 — 0.22 acres 1554200034 — 0.23 acres 1523049096 — 0.36 acres 1523049092 — 0.81 acres 0040000180 — 0.20 acres 0040000194 — 0.11 acres 0040000146 — 0.18 acres 0040000145 — 0.20 acres 0040000191 — 0.49 acres 0040000196 — 0.21 acres 0040000199 — 0.03 acres 0040000198 — 0.66 acres 1523049208 — 0.15 acres The total acreage is 6.44 acres. With the exception of tax parcel 0040000199 — 0.03 acres, which is listed as owned by King County Housing Authority, the tax parcels comprising the subject property are owned by the City of Tukwila. 2.2 Site and Vicinity General Characteristics 2.2.1 Regional Topography and Geologic Setting The Tukwila Village property is located within the glacial terrain of the Puget Sound Lowlands. Surficial geology near the subject property is mapped as Qvt — glacial till, a Vashon-aged compact diamict containing sub -rounded to well-rounded clasts in a massive silt- or sand -rich matrix (Booth, 2004). 2.2.2 Site Dimensions and Topography As shown on Figure 2, "Site Plan," the subject property is irregularly shaped and approximately 940 feet by 320 feet. The topography of the site is generally flat and slopes gently down to the southeast. The elevation of the property is approximately 300 feet above mean sea level (amsl). 2.3 Current Use of the Property Xovember.30, 2011 ASSOCIATED EARTH SCIENCES, INC. MSA,`1d — I,E1102303 — Projeetsi201102381XE4iP Page 3 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment The majority of the subject property has been cleared by this time or is vacant paved and unpaved land. The remaining occupied structures at the subject property include a barber shop (Hi Def Cuts 4021 South 144d' Street), two City of Tukwila public works storage buildings, and a residential home (14239 42°d Avenue South) occupied by tenants. A vacant two-story restaurant building (14404 Tukwila International Boulevard) is located on the southwest portion of the subject property. 2.4 Description of Structures, Roads, and Other Improvements Structure Size / Stories Year Built TN e Restaurant 4,960 square feet / 2 1946 Masonry Residential Home 990 square feet / 1 1955 Wood -Framed Storage Garage 864 square feet / 1 1979 Prefab Steel Barber Shop 480 square feet / 1 1948 Masonry Wood Storage Building --450 s uare feet i 1 Unknown Wood -Framed The western half of the subject property is developed with asphalt paved parking areas and remnants of retaining walls, various former landscaping features, and sidewalks are present across the site. The non-contiguous parcel on the eastern portion of the subject property is developed with a single -story residential home. The northern half of the subject property is transected by 41" Avenue South, a former residential north -south street. 2.5 Current Uses of the Adjoining Properties North of the subject property -is a used auto dealer, a parking lot, and a multi -family residential building beyond which lie two large multi -family residential properties and South 141" Street. East of the subject property is the Foster Library, a multi -family residential development, an office building, and several single-family residential homes followed by 42nd Avenue South and Foster High School. West of the subject property is Tukwila International Boulevard beyond which lies a Union 76 service station, a Bartell Drug store and various retail shopping, a Jack in the Box restaurant, the Jet Inn Motel, and a 7-Eleven convenience store. South of the subject property are three motels, single-family and multi -family residential properties, and miscellaneous retail stores beyond which lies South 146d' Street. 3.0 USER -PROVIDED INFORMATION As of the issuance of this report, AESI has yet to receive the user -provided information regarding the subject property. 3.1 Title Records As of the issuance of this report, AESI has yet to receive the title information/report for the subject property. November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. d1SARd—KEI1023SRS—Projeets120110238'10EMT Page 4 Tukwila Tillage Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment 3.2 Environmental Liens or Activity and Use Limitations A title report or chain -of -title was not provided to AESI for this assessment. 3.3 Specialized Knowledge AESI has conducted a geotechnical assessment of the subject property and other subsurface explorations, but otherwise has no specialized knowledge of the site. 3.4 Commonly Known or Reasonably Ascertainable Information • Awaiting information from the user. 3.5 Valuation Reduction for Environmental Issues During the assessment, AESI did not become aware of any valuation reductions associated with environmental issues. 3.6 Owner, Property Manager, and Occupant Information The subject property is owned by the City of Tukwila and occupied by a barber shop, a residential home, and City of Tukwila public works storage facilities, with the remainder of the site being undeveloped or vacant land and/or paved parking areas. 3.7 Reason for Performing Phase I ESA Pacific Northern Construction has contracted AESI to conduct a Phase I ESA as part of the due diligence process for purchase and subsequent development of the subject property. The purpose of the Phase I ESA is to qualify for Landowner Liability Protections under CERCLA and identify environmental conditions that could materially impact development of the property. 3.8 Prior Reports AESI was provided several prior reports prepared for portions of the subject property and adjoining properties. Information obtained from our review of these reports is presented below. 4029 South 144h Street AESI reviewed a report entitled. "Underground Storage Tank (UST) Removal and Site Remediation," prepared by PBS Engineering and Environmental (PBS) and dated October 2006. According to the report, a 1,000-gallon residential heating oil UST was discovered on the central portion of the subject property (4029 South 144th Street) during demolition of the former home. The UST was decommissioned in August of 2006 at which time 2.5 tons of sludge and 800 gallons of diesel -impacted water were removed from the tank. Approximately i l tons of diesel - November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. ISAV—f EI1023SR3—Projeets!20110235'TCE1TIT Page 5 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment impacted soils were removed from the site and disposed of at Waste Management in Seattle, Washington. Confirmatory soil samples obtained from the bottom and sidewalls of the remedial excavation at the property indicated that the diesel -impacted soils had been removed; laboratory results for kerosene, diesel, and heavy oils were reported as non -detect for the five soil samples submitted. The report concluded by stating that "no petroleum -contaminated soils above the regulatory cleanup levels remain in the tank excavation". Additionally, ground water was not encountered during the tank removal and remedial excavation activities. AESI reviewed a report entitled "Phase One Environmental Site Assessment 4029 South 144th Street Tukwila, Washington," prepared by PBS and dated June 2006. According to the report, the subject property (tax parcel no. 0040000198) was developed with a residential home in approximately 1938; the residence was expanded in the mid-1950s and a garage was constructed in the early 1970s. The property to the west (a portion of the current subject property) was developed with the local water district office and shop in approximately 1948. The properties in the surrounding area were described as either undeveloped or single-family residences with acreage until the 1970s when several multi -family structures were developed in the site vicinity. The report identifies a potential heating oil tank on the east side of the residence (discussed in the previous paragraph). No other environmental issues (other than asbestos and lead -based paint) were reported in connection with the property. 4235 AESI reviewed a report entitled "Phase I Environmental Site Assessment 14242 Pacific Highway South 14247, 14241, 14235, 14223, 14228 41St Avenue South Tukwila, Washington," prepared by PBS and dated March 2000. According to the report, the site (the central portion of the subject property of this report) consisted of seven parcels developed with five residential homes and a 32-room motel. The property was originally developed with two single-family homes and a cabin in the early 1930s. The motel wings were constructed in the early 1940s and the two former residences were joined to form the motel office and rental units in the late 1950s. Aerial photograph research suggests that the parcels containing the five residential homes were undeveloped until the mid 1960s, at which point the homes are visible. Three recognized environmental conditions were identified in relation to the property at the time of the preparation of the Phase I: • Approximately 36 five -gallon containers of miscellaneous suspect petroleum products were observed behind the residence and near the carport at 14241 41st Avenue South along with surficial staining on the ground surface. • A prior report (ADaPT 2000 — discussed below) was noted which identified the removal of a 1,500-gallon UST at the motel and subsequent soil analyses indicated petroleum hydrocarbons in soil below the Model Toxics Control Act (MTCA) cleanup levels at that time (see discussion below regarding UST removal and subsequent assessment). November 30, 2011 ASSOCIATED EARTH SCIENCES, LNC. i1Sa:1d — KEI1023 03 — Projects120110238 KEW Page 6 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, Washington Results ofAsse.ssment • The report identifies the adjacent BP service station located to the southwest of the site and indicates that the most downgradient well at that facility exhibited benzene, toluene, ethylbenzene, and total xylenes (BTEX) and gasoline at concentrations above MTCA cleanup levels. The report recommends testing along the western boundary of the property (the portion of the western boundary of the subject property located north of South 144th Street). AESI reviewed a report entitled "Underground Storage Tank (UST) Site Assessment Former South City Motel 14240 41" Avenue South, Tukwila, Washington," prepared by AGRA and dated June 30, 2000. According to the report, an approximate 300-gallon UST was removed from the site in May of 2000; the tank contained 120 gallons of water and 60 gallons of heating oil at the time of removal. Following removal of the tank and the excavation of approximately 5 cubic yards of soil, samples were collected from the base, east sidewall, and south sidewall of the excavation. Analytical laboratory results indicated concentrations of diesel -range hydrocarbons above the MTCA Method A cleanup level at that time (200 parts per million [ppm] - 2,000 ppm is the current cleanup level). On June 7ch and 9`h, remedial excavation was conducted in the location of the former UST; approximately 200 cubic yards of soil were removed from the excavation up to a maximum depth of 10 feet below ground surface (bgs). Ground water seepage was noted at 9 feet bgs and ponded water was observed in the last day of excavation activities; at which time 120 gallons of water was pumped from the excavation by Basin Oil Company. Five confirmatory soil samples were collected from the remedial excavation and submitted for laboratory analysis; the sample collected from the east sidewall of the excavation exhibited diesel -range hydrocarbons at a concentration of 41 ppm, well below the MTCA cleanup level, while the remaining four soil samples were reported with no detectable concentrations of diesel or fuel oil hydrocarbons. AESI also reviewed a report entitled "Underground Storage Tank Assessment and Closure Report — South City Motel 14242 Pacific Highway Tukwila, Washington," prepared by ADaPT Engineering and dated January 13, 2000. According to the report, three borings were advanced to a maximum depth of 10 feet bgs in the vicinity of the former UST described above in an attempt to determine whether or not soil and ground water had been impacted by a release from the UST. Nine soil samples were collected from the borings and were all reported with non - detectable concentrations of diesel- and oil -range hydrocarbons. Ground water was not encountered in any of the borings. 14224 Tukivila International Boulevard — Former Northfield Carwash AESI reviewed a report entitled "Phase Two Environmental Site Assessment 14224 Tukwila International Boulevard Tukwila Washington," prepared by PBS and dated October 2004. According to the report, a Phase II ESA was conducted on the former Northfield Carwash property in order to assess soils and ground water in the vicinity of the car wash and former UST locations. According to a 1995 UST removal report prepared for the SeaTac Car Wash, two tanks with approximately 6,000- and 4,000-gallon capacities were removed from the southwest portion of the site (central portion of the subject property of this report). November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. ,11SA;7d—fE11013SB3—Projects 120110138WE' JP Page 7 Tukwila Village Phase I Environmental Site Assessment Tukwila, Uashington Results of Assessment Confirmatory soil samples were collected from the excavation and analyzed for gasoline and BTEX; however, the samples were not analyzed for diesel- and oil -range hydrocarbons at that time. During the Phase II study described in this report, seven borings were advanced to a typical depth of 10 to 15 feet bgs. Five ground water grab samples were collected from the explorations. One soil sample exhibited a detectable concentration of heavy oil hydrocarbons (320 ppm); however, that concentration was below the MTCA cleanup level and is attributed to a potential leak in the wastewater pipe related to the carwash system. The five ground water samples were analyzed for diesel -range hydrocarbons, kerosene and heavy oils; all of the samples were reported with non -detectable concentrations of these constituents. The report concluded by stating that no further environmental assessment is recommended for the property at that time. AESI also reviewed a report entitled "Underground Storage Tank Decommissioning and Soil Sampling Report Former Northfield Car Wash 144224 Tukwila International Boulevard Tukwila, Washington 98168," prepared by PBS and dated April 2009. According to the report in March of 2009 a 4,600 gallon UST which served as an oil -water separator for the former car wash was removed from the site during renovation activities. Approximately 1,450 gallons of waste water and 1,350 gallons of sludge were removed from the tank along with 20 gallons of waste water and 2 yards of sludge were removed from the catch basins across the property. After removal of the tank and over excavation the size of the excavation was approximately 15 feet by 39 feet and 7 feet deep. A total of seven soil samples were collected from the sidewalls and bottom of the excavation and from two stockpiles generated during the tank removal. The samples were submitted for laboratory analysis of diesel- and oil -range hydrocarbons. Detectable concentrations of heavy oil (950 ppm) and diesel (210 ppm) were reported in the bottom excavation sample. The soil at the bottom of the excavation was re -sampled in March 2009, with soil samples collected from the same area. The samples were submitted and analyzed for the following constituents: volatile organic compounds (VOCs), polycyclic aromatic hydrocarbons (PAHs), lead (Pb), and polychlorinated biphenyls (PCBs). Non -detectable concentrations of PCBs were reported in the submitted soil sample; additionally only trace amounts of VOCs, cPAHs, and lead (37 ppm) were identified. No ground water was observed during the removal of the UST and subsequent sampling events. 14212 Tukwila International Boulevard — Former CounLl; Vittles Restaurant AESI reviewed a report entitled "Phase One Environmental Site Assessment Country Vittles Restaurant 14212 Tukwila International Boulevard Tukwila, Washington," prepared by PBS and dated May 2002. According to the report, the site was developed with the former restaurant building in the early 1960s; a 1936 and 1961 aerial photograph indicates that the subject property was undeveloped and covered with brush at that time. The Northfield car wash facility (discussed above) is visible adjoining to the south of the restaurant property in a 1965 aerial November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. AIsA;?a-KE11023ss3—»-oyects,2011023sxE:ffP Page 8 Tukwila Village Phase I Environmental Site Assessment Tukwila, Washington Results cif Assessment photograph. The report indicates that no recognized environmental conditions (RECs) were identified in connection with the property. Adjoining property to the north of the subject property: 14120 Tukwila International Boulevard AESI reviewed a report entitled "Phase Two Environmental Site Assessment 14120 Tukwila International Boulevard Tukwila Washington," prepared by PBS, dated August 2003. According to the report, the property housed a Shell gasoline station from the 1950s to the 1970s, at which point various automotive service, rental, and sales businesses subsequently occupied the property. Three USTs were removed from the property in 1989 and gasoline contaminated soil was identified on the central portion of the site with heavy oil contaminated soils identified on the northern portion of the site after a 1997 assessment. Ground water samples collected from the central portion of the facility were reported to contain elevated concentrations of gasoline (up to 71,000 micrograms per liter [µ/L]) and benzene (up to 85 µg/L). The report concludes by indicating that Ecology will likely require quarterly ground water monitoring, and that impacted soils above MTCA cleanup levels be removed in the corresponding areas. AESI also reviewed a letter entitled "Workplan for Additional Assessment of Soils and Groundwater and Compliance Monitoring," prepared by PBS and dated September 16, 2003. The objectives of the workplan include further characterization of the site with additional soil and ground water sampling to define the source of gasoline, sampling to determine the lateral extent of the existing plume, and to install ground water monitoring wells for quarterly monitoring anticipated to be required by Ecology. The locations of former structures, UST excavations, and other areas/properties discussed above are identified on Figure 2, "Site Plan." AESI also reviewed several reports regarding asbestos and lead -based paint surveys conducted on former structures located on the subject property; these structures have been demolished and/or removed from the site at this time. 4.0 RECORDS REVIEW This section provides the results of our review of available records for the subject property. 4.1 Standard and Additional Environmental Record Sources The purpose of the environmental record review was to obtain and review records that would help evaluate recognized environmental conditions in connection with the subject property and potential off -site contamination sources. A detailed review of pertinent regulatory agency database records was conducted by Environmental Data Resources, Inc. (EDR, 2011) according to ASTM:E-1527-05 for facilities that currently or previously have occupied the subject site and properties within the specified November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. I1SA,V - KE11023SB3 - Projuts1201102381XE1 tiP Page 9 Tukwila Village Please I Environmental Site Assessment Tuknvila, K'ashington Results of Assessment ASTM search radii from the subject site. In addition to the standard ASTM:E-1527-05 environmental records, a number of additional records sources were searched. A list of the reviewed databases, the search radii, number of sites, and complete results of the records search are provided in Appendix D. A total of 63 database listings (representing 48 sites) were identified for surrounding properties within the specified search radii. The subject property was listed as Tukwila Village — 14242 Tukwila International Boulevard. The site is identified on the RCRA-NonGen, FINDS, and ALLSITES databases. These database listings are presumably related to on -site cleanup activities (see Section 3.8, "Prior Reports," and Table 1 below). The listed sites are evaluated in Section 4.1.2. 4.1.1 Orphan Sites Summary The EDR report included 20 listings with incomplete address information that may or may not be within the prescribed ASTM distance from the subject property. AESI conducted further research for each site to assess the likelihood of impact to the subject property. All of the sites were outside the search radii for the database(s) where they were listed. 4.1.2 Listed and Orphan Sites Within the Search Radii Each listed and orphan site within the search radii was evaluated for its potential to impact the subject property. The primary criteria for assessing the potential impact of surrounding sites include: Whether or not a release has been reported, whether or not ground water has been impacted by the release, and the status of remediation. Direction of ground water flow: Based on topography, the shallow regional ground water is interpreted to flow southeast. Distance from the subject property. Sites that are located far from the subject property are considered to pose insignificant environmental risk unless a large release of contaminants to ground water has been documented. All of the listed and orphan sites within the search radii that may pose a hazard to the subject property based on the above criteria are summarized in the following table: Table 1 Listed and Orphan Sites Within the Search Radii with Documented or Likely Chemical Releases Distance / Direction Potential Impact on Site Lists from Site Map ID Subject Property Tukwila Village — 14242 RCRA-NonGen; Subject 136 None. The listings are related to November 30, 2011 ASSOCIA TED EARTH SCIENCES, INC. 4S.fRd—fE110238B3—Projerts120110295`:I:E!;J1P Page 10 Tukwila Village Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment Distance 1 Direction Potential Impact on Site Lists from Site Map ID Subject Property International Boulevard FINDS, Property informational databases only; no ALLSITES violations were reported in relation to the subject property. These listings are likely related to soil disposal during cleanup activities at the former SeaTac car wash discussed below. Seatac Car Wash - 14224 UST, FINDS, Subject B8 Low. The SeaTac Car Wash Pacific Highway ALLSITES Property Facility is discussed in Section 3.8, "Prior Reports." Seatac Motors/Shell Oil/Five & CSCSL, LUST, Adjacent N D12, Moderate. Ground water and soil Ten Rentals, Inc. — UST, ICR D13 at the SeaTac Motors facility is 14120 Pacific Highway South reportedly impacted with gasoline -range TPH and BTEX constituents. Additionally, the shallow ground water flow direction at the site is described as "highly variable". 7 Eleven Food Store — CSCSL, LUST, 80 / E C 1 o Low. A review of regulatory files 14207 Pacific Highway South y ICR indicates that the impacted soil and ground water at the 7-Eleven facility is limited to the property boundaries. McKinney Property — UST, VCP, 80 / E B5 Low. Four quarters of ground 14251 Tukwila International CSCSL NFA water monitoring at the facility Boulevard indicate that the cleanup and subsequent remediation at the site was successful. BP Service Station / Pacific 76 UST, CSCSL, 80 / E A3 High. A ground water monitoring 14415 Pacific Highway South ICR, well installed 18 feet west of the MANIFEST, subject property in an upgradient LUST topographic position was reported with gasoline -range TPH above MTCA Method A cleanup levels (see discussion below). SeaTac Motors/Shell—Oil/Five & Ten Rentals. Inc. — 14120 Pacific Hi4way South The Seatac Motors/Shell Oil/Five & Ten Rentals, Inc. facility is located adjacent to the north of the subject property. AESI reviewed available files for the Seatac Motors/Shell Oil/Five & Ten Rentals, Inc. facility at Ecology that included a report entitled "Former Seatac Motors / Shell Oil Ecology Facility ID No. 46867318 14120 Tukwila International Boulevard Tukwila, Washington," prepared by Associated Enviromnental Group, LLC and dated March 19, 2010. According to the report, the facility was historically used as a gasoline service station along with automotive repair. AESI also reviewed a Phase II report prepared in 2003 for the site (see Section 3.8, "Prior Reports"). November 30, 2011 ASSOCIATED EARTH SCIENCES, I.NC. i1SAV — KEI1023SB3 - Projects!20110235!KD WP Page 11 Tukwila Village Phase I Environmental Site Assessment Tukwila, Washington Results ofAssessnient A review of the report indicates that six soil borings were advanced across the site in February 2010, with soil and ground water samples collected from each boring. Ground water analytical results indicated elevated concentrations of gasoline -range total petroleum hydrocarbons (TPH) and the gasoline constituents BTEX. The reported concentrations of gasoline -range TPH ranged from 750 µg/L to 37,100 µg/L, with benzene present in the samples at concentrations of 22.6 to 820 µg/L, exceeded the MTCA Method A cleanup level for ground water (with benzene present) of 800 µg/L. The Site Characterization report concludes that the areas associated with the central pump island (borings B-3 and B-6) are impacted by gasoline -range TPH and benzene to a projected depth of 7 to 16 feet vertically. Soil samples (borings B-3 and B-6) at the facility were reported with gasoline -range TPH (1,930 ppm to 2,260 ppm) above MTCA Method A cleanup levels and associated elevated BTEX concentrations. The SeaTac Motors facility is located adjacent to the north of the subject property. Specifically, the soil and ground water samples which exhibited concentrations of gasoline -range TPH and benzene above MTCA Method A Cleanup levels are located approximately 80 feet from the subject property northern boundary. In our opinion, this facility represents a recognized environmental condition (REC) relative to the subject property and warrants further study. McKinney Property - 14251 Tukwila International Boulevard The McKinney Property (now developed with a Jack In The Box restaurant) is located approximately 100 feet west of the subject property across Tukwila International Boulevard. AESI reviewed available files at Ecology for the facility. Accordingto a report entitled "Groundwater Monitoring Report — .4rh Quarter McKinney Property 14251 Pacific Highway South Tukwila, Washington," prepared by Environmental Associates, Inc. and dated January 18, 2006, the property was historically developed with a fuel service station and impacted soil and ground water at the site were discovered during a 2003 study. In 2004, approximately 500 cubic yards of impacted soil was removed from the southeast portion of the property. Confinnatory soil samples exhibited concentrations of petroleum hydrocarbons below MTCA Method A cleanup levels. Additionally, a single ground water "grab" sample was obtained from the excavation and was also reported with concentrations of gasoline -range hydrocarbons and BTEX below cleanup levels. Approximately 300 pounds of oxygen release compound was applied directly to the base of the excavation and a perforated PVC exfiltration/infnitration gallery was installed should subsequent ground water removal or treatment be deemed necessary. Three ground water monitoring wells were installed at the site in January 2005 and a quarterly ground water monitoring program was initiated. Ground water sampling results reviewed reported detectable concentrations of diesel- and gasoline -range hydrocarbons and BTEX. However, none of the results reported for the four events exceeded the applicable MTCA cleanup levels for those constituents (January 2005 through December 2005). In our opinion, the remedial cleanup efforts at the McKinney Property (existing Jack in the Box) appear to have been successful and it is unlikely to present a material threat of a release of hazardous substances or petroleum products to the subject property. November 30, 2011 ASSOCIATED EARTH SCIEtvC.ES,17VC. A1sAV-KFlloz3,03-PYojects�20110238XEMP Page 12 Tukwila Village Phase I Environmental Site Assessment Tukwila, Kashington Results of Assessment BP Service Station / Pacific 76 / Exxon Station 77001 — 14415 Pacific Highway South The BP Service Station / Pacific 76 facility is located adjacent to the west of the southwestern portion of the subject property, across Tukwila International Boulevard approximately 100 feet from the site boundary. AESI reviewed available Ecology files for the facility and a discussion of our review is presented below. AESI reviewed a report entitled "Off -Site Well Installation, Soil Assessment, and Groundwater Monitoring Report Former Exxon Station 77001 14415 Tukwila International Boulevard Tukwila, Washington," prepared by Cardno ERI and dated June 16, 2011. According to the report, soil exploration and ground water monitoring at the former Exxon Station 77001 has been ongoing since 1991; three gasoline USTs were installed at the property in 1969 and were removed from the site in 1993 when a new system was installed on the northern portion of the property. In general, residual gasoline -range TPH and benzene appear to be present in the capillary fringe and vadose zones near the former tank basin located on the northeastern portion of the facility. The shallow ground water gradient at the facility is believed to vary from east to northeast, with depths to ground water ranging from 1 to 13 feet bgs. Four soil borings were advanced across the site (with two borings B25/MW-19 and B26/MW 12B drilled/completed as monitoring wells on or adjacent to the subject property of this report) to total depths ranging from 13 to 20 feet bgs. Laboratory results indicate that ground water samples collected from MW 12B (located in the right-of-way turn lane adjacent to the west of the vacant restaurant building) were above the MTCA Method A cleanup level for gasoline - range TPH. Ground water results were reported with concentrations of diesel -range TPH, BTEX constituents, and total lead below the respective MTCA Method A cleanup levels. Reported results for MW 12B indicate a concentration of 909 ppb TPH-Gx, 262 ppb TPH-Dx, and 160 ppb total lead. Laboratory results for MW19 (located on the subject property near the northeast corner of South 144t1i Street and Tukwila International Boulevard) exhibited concentrations of analytes below their respective MTCA Method A cleanup levels. The report concludes by recommending that monitoring wells MW 19 and MW 12B be surveyed and included in future quarterly monitoring events. In our opinion, the confirmed presence of gasoline -range TPH in MW 12B (approximately 18 feet west of the subject property) above the MTCA Method A cleanup levels represents a recognized environmental condition and warrants further study at this time. Copies of selected portions of the reviewed files obtained from the Washington State Department of Ecology are included in Appendix E, "Ecology Files." 4.2 Physical Setting Sources November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. 11S.44d—EE11023SB3—ProjutsQ01102351KE!TIT Page 13 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, ffashington Results of Assessment A copy of the most recent United States Geological Survey (USGS) 7.5-Minute Topographic Map showing the area on which the subject property is located is provided as Figure 1, "Vicinity Map." Geology and topography for the subject property are discussed in Section 2.2. 4.3 Historical Use Information on the Property and Adjoining Properties The history of the subject property and adjoining properties was compiled from a combination of aerial photographs, historical records, and previous studies for the site. 4.3.1 Aerial Photoarabhs Aerial photographs for various years from 1936 through 2006 were reviewed for this assessment and are provided in Appendix F. Aerial photographs were obtained from Aerometric in Tukwila, Washington. Following are notes from our review of the photographs. 1936: (King County iMap - online, Bc&W, I "=1,000) The central portion of the subject property appears to be developed with several single-family residential home and associated outbuildings. A small orchard is visible along the west side of 41" Avenue South. The remainder of the subject property is either lightly forested or grass - covered undeveloped land at this time. North of the subject property is undeveloped land beyond which lies South 141St Street. South of the subject property is forested undeveloped land beyond which lies South 1460' Street. West of the subject property is Tukwila International Boulevard beyond which lies several apparent residential or retail properties beyond which lies scattered residential homes and outbuildings. East of the subject property are two residential homes or farmhouses and an undeveloped lot beyond which lies a small orchard followed by 42nd Avenue South. 1956: (Photo 47122-D3, Bc&W, 1 "=750 ) The subject property is developed with the former hotel, residential homes, and commercial/retail buildings by this time. Several of the former residential homes located adjacent to 41St Avenue South have been constructed and an apparent retail building and outbuilding are visible adjacent to the south of the existing restaurant building. The 14239 42nd Avenue South residence has been constructed by this time. An apparent service station has been constructed on the northwest corner of South 144th Street and Tukwila International Boulevard by this time. Various multi -family, motel, and commercial/retail have been constructed in the subject property vicinity by this time. The property north of the subject site has been cleared and appears to be under construction by this time. 1965: (Photo 47122-D3, Bc&W, 1 "=500 ) The subject property has been developed with the former car wash facility by this time; several additional residential homes have been constructed along both sides of 41" Avenue South by this November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. i1SAfid—fE11023SB3—Projeets12011023S1KENT Page 14 Tukwila Village Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment time. The residential home located south of South 144tt1 Street and the former Country Vittles restaurant have been constructed by this time. The auto sales lot on the adjacent property north of the subject property has been constructed or is operating at this time. An apparent service station is visible adjacent to the west of the northern portion of the subject property (existing 7- Eleven facility). No other significant changes to the subject property vicinity were noted during our review of this aerial photograph. 1977: (Photo 47122-D3, B&W, 1 "=500) A former residential building and associated outbuilding was removed from the central portion (adjacent to the east of the existing restaurant building) of the subject property by this time. Several larger retail or commercial buildings have been constructed to the west of the central portion of the subject property. Several apparent multi -family residential developments have been constructed south of the subject property, the area north of South 146th Street. 1980: (Photo 47122-D3, B&W, 1 "=1, 000 ) The quality of this aerial photograph is poor and significant detail was not discernable; however, no significant changes to the subject property were noted during our review of this aerial photograph. 1985: (Photo 47122-D3, B&W, 1 "=500 ) The existing steel storage garage and yard have been constructed on the southern portion of the subject property. The car wash facility located on the central portion of the subject property has been expanded or improved by this time. 1990: (Photo 47122-D3, B&W, 1 "=750) No significant changes to the subject property or the subject property vicinity were noted during our review of this aerial photograph. 2006: (Photo 47122-D3, Color, 1 "=604 ) The former hotel buildings and residential homes have been removed from the central portion of the subject property by this time. Additionally, the former restaurant building on the north end of the site has been removed and the majority of the central portion of the subject property appears vacant and cleared. The adjacent property to the north has multiple apparent used vehicles parked around the buildings. The Foster library building has been constructed adjacent to the northeast portion of the subject property. The Jack in the Box restaurant located west of the subject property has been constructed by this time. 4.3.2 King County Assessor Records November 30, 2011 ASSOCIA TED EARTH SCIENCES, LNC. 11SAV—KEII023SB3—Projects �20110238XE!ffT Page 15 Tukwila Village Phase I Environmental Site Assessment Tukwila, ifashingion Results of Assessment Copies of the King County Assessor Records that were reviewed for this report are located in Appendix A. These records indicate that the subject property is comprised of 23 King County tax parcels. Parcels included in this assessment are listed below by King County parcel identification number: 1523049242 — 0.60 acres 1554200005 — 0.18 acres 1554200010 — 0.15 acres 1554200015 — 0.14 acres 1554200020 — 0.60 acres 1554200025 — 0.14 acres 1554200030 — 0.19 acres 1554200036 — 0.17 acres 1554200037 — 0.18 acres 1554200033 — 0.24 acres 1554200035 — 0.22 acres 1554200034 — 0.23 acres 1523049096 — 0.36 acres 1523049092 — 0.81 acres 0040000180 — 0.20 acres 0040000194 — 0.11 acres 0040000146 — 0.18 acres 0040000145 — 0.20 acres 0040000191 — 0.49 acres 0040000196 — 0.21 acres 0040000199 — 0.03 acres 0040000198 — 0.66 acres 1523049208 — 0.15 acres The total acreage is approximately 6.44 acres. With the exception of tax parcel 0040000199 — 0.03 acres, which is listed as owned by King County Housing Authority, the tax parcels comprising the subject property are owned by the City of Tukwila. AESI also reviewed pre-1974 King County Assessor Records available at the Washington State Division of Archives and Records Management. These records, also provided in Appendix A, indicate that the subject property was developed with several residential homes as early as the early 1900s (4011 South 144'17 Street), with the majority of the historic residential development occurring throughout the 1940s and 1950s. The site was also developed, primarily in the 1950s and 1960s, with several commercial buildings including a real estate office, two restaurants, a car wash, and a motel (built in the late 1930s). AESI reviewed historic assessor records which identify a former residential home located at 4046 41" Avenue South. The associated garage/chicken coop was torn down in approximately 1964; no records pertaining to the removal of the residential home or an associated heating oil tank were identified in the assessor records. The former restaurant building located on the southwestern portion of the subject property was also described as being constructed with "oil burner" heat. The assessor records indicate that the building was renovated in 1975; however, no information regarding removal or decommissioning of a heating oil tank was noted. The majority of the historic commercial and residential structures that existed at the site have been removed by this time; information related to associated environmental issues (former UST removals, asbestos/lead-based paint, and various soil and ground water studies) related to prior structures at the subject property is discussed in Section 3.8, "Prior Reports." November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. AISAV—fE71023,03—Projects 12011023SiKDi3P Page 16 Tukwila Village Please I Environmental Site Assessment Tukwila, TT'ashington Results of Assessment 4.3.3 Sanborn Map and City Directory Review EDR conducted a review of available Sanborn fire insurance maps. No Sanborn fire insurance maps were available for the subject property. Business directories including city, cross-reference, and telephone directories were reviewed, as available, for the year 2005. The City Directory Abstract listings identify only single- and multi- family residential listings and several retail listings in the surrounding area. A summary of the information obtained is provided in the City Directory Abstract located in Appendix F. 4.3.4 Historical Topographic Map Review Historical topographic maps that cover the subject property were reviewed and are provided in Appendix F. Results of this review are provided below. 1900: Tacoma 1:125, 000 The subject property is mapped as undeveloped forested land at this time. North of the subject property is undeveloped land beyond which lies an improved road and several apparent scattered residential structures followed by the Duamish River. 1949: Des Moines 1:24,000 The central portion of the subject property is developed with the former motel buildings; the southern portion of the subject property is developed with several apparent residential structures. North of the subject property is undeveloped land beyond which lies a motel building followed by. South 141" Street. South of the subject property is an apparent commercial building and. several residential buildings beyond which lies South 146d' Street followed by residential homes. East of the subject property are several residential structures beyond which lies 42nd Avenue South. West of the subject property is Pacific Highway beyond which lies a commercial building and several apparent residential or smaller commercial structures. 1968: Des Moines 1:24,000 41s` Avenue South has been constructed along the east central portion of the subject property. Foster High School has been constructed to the east of the subject property. No other significant changes to the subject property or the subject property vicinity were noted during our review of this topographic map. 1973: Des Moines 1:24,000 No significant changes to the subject property or the subject property vicinity were noted during our review of this topographic map. November 30, 2011 ASSOCIATED EARTH SCIENCES, I_NC. i1SARd — KE11023,03 —Projects i20110238WE! J P Page 17 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment 1978: Des Moines 1: 24, 000 No other significant changes to the subject property or the subject property vicinity were noted during our review of this topographic map. 1983: Burien 1: 25, 000 Two additional structures are mapped north of the motel building located on the central portion of the subject property. The residential homes or smaller commercial buildings located on the southern portion of the subject property have either been removed or are unmapped at this time. The former residential homes along 415t Avenue South are visible at this time. Several larger commercial buildings have been constructed to the west, north, and east of the subject property by this time. An apparent multi -family apartment complex has been constructed adjacent to the east of the subject property. No other significant changes to the subject property or the subject property vicinity were noted during our review of this topographic map. 1995: Des Moines 1: 24, 000 The subject property and immediate vicinity are mapped as a solid "urban area" and no building or structure details are visible in this topographic map. No other significant changes to the subject property or the subject property vicinity were noted during our review of this topographic map. 5.0 SITE RECONNAISSANCE 5.1 Methodology and Limiting Conditions The subject property and general vicinity were visited by a site assessor from AESI on August 22 and 30, 2011. Photographs were taken during the site visit to document current site conditions and are provided in Appendix G. Items of potential or recognized environmental significance to the property, if any, were noted. The site visit was limited to non -intrusive observations, and no sampling of soil, ground water, or other types of media was conducted. 5.2 General Site Setting November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. :i1SA,,?d—f:E11023SB3—Projectsi20110238IXERT Page 18 Tukwila Village Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment The subject property and surrounding area are located in a mixed use area approximately 1 mile east of Tukwila, Washington. The subject property and subject property vicinity consist of various retail, commercial, and multi -family residential properties. 5.2.1 Ground Water Conditions No springs or seeps were noted during the site reconnaissance. AESI is conducting a concurrent geotechnical subsurface study at the subject property and has reviewed several reports which address local shallow: ground water in the subject property vicinity. Depths to ground water at the subject property and the surrounding area range from approximately 4 to 110 feet based on measurements from AESI on -site monitoring wells. 5.2.2 Surface Water Conditions No other surface water features were observed during the site reconnaissance. A dry drainage ditch, or small creek, was noted on the central portion of the site trending north/south along South 141'` Street. 5.2.3 Vapor Intrusion Assessment In accordance with Ecology's Guidance for Evahtating Soil Vapor Intrusion in Washington State: Investigation and Remedial Action - Draft (Ecology, 2009), AESI has conducted a Preliminary Vapor Intrusion Assessment of the subject property. The results of our assessment are provided below. The Phase I Environmental Site Assessment prepared for the subject property identified soils contaminated with elevated concentrations of gasoline -range (above MTCA Method A cleanup levels) total petroleum hydrocarbons located directly adjacent to the northern portion of the site. The automotive facility located north of the subject property reportedly also has impacted ground water located on the central portion of the site. Elevated concentrations of gasoline (up to 71,000 µg/L) and benzene (up to 85 µg/L) were identified at the facility and the extent of the ground water contamination has yet to be determined (see Section 4.1.2). Additionally, several soil cleanup events (see Section 3.8, "Prior Reports") have been completed at locations spread across the subject property; and although these cleanup efforts were reportedly successful, the possibility remains that remnant pockets of TPH-impacted soil and/or ground water exists at the subject property. Characterization of soil and ground water at the north end of the subject property adjacent to the former automotive facility did not encounter contamination. However, migration of organic vapors from contaminated soil or ground water located off -site could potentially result in vapor intrusion at the subject property. Considering that the contaminants of concern are volatile, toxic, and are within the "100-foot rule" Ecology guidance for a proposed structure (Ecology, 2009) on the subject property, AESI recommends that a Tier I Vapor Intrusion Assessment be performed. November 30, 2011 ASSOCIATED EARTH SCIENCES, LNC. ISAild—KE11023SB3—Projeets120110238XEJfT Page 19 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, Washington Results 2L sessmenl 5.3 Exterior Observations During the site visit, the following conditions were noted on the subject property: • Two apparent ground water monitoring wells were noted on the subject property. One well is located in the turn lane of Tukwila International Boulevard adjacent to the southwest portion of the subject property; the other monitoring well is located immediately to the north, on the subject property, near the northwest corner of South 144th Street and Tukwila International Boulevard. These monitoring wells are discussed further in Section 4.1.2. During the site visit, the following conditions were noted on adjacent properties: • An apparent used auto sales yard (former Shell service station) was noted adjacent to the northern portion of the subject property. Numerous vehicles were parked across the site and de minimus amounts of oil staining were observed across the paved areas. See Section 4.1.2 for more information regarding this site. • Several monitoring wells were observed. in the 7-Eleven parking area. See Section 4.1.2 for more information regarding this facility. • Minor oil staining was noted in the apartment complex parking lot adjacent to the north of the subject property. The staining was noted in the grassy area just to the south of the parking lot and on the asphalt of the parking lot itself. • Minor amounts of paper and plastic trash and debris were noted across the subject property during our site reconnaissance. No significant amounts of trash/debris (illicit dumping) were observed at the site. • AESI observed City of Tukwila Public Works miscellaneous supplies, including light poles and boxes, lumber, sheet metal products, traffic cones, manhole covers, concrete forns, signage, etc. spread across the southern portion of the site. According to Public Works personnel, no chemicals or petroleum products are kept in the storage yard or buildings at the subject property (see Section 5.4 below). 5.4 Interior Observations AESI noted a significant amount of mold in several areas within the vacant restaurant building located on the southwest portion of the subject property. According to Mr. Pat Brodin with the City of Tukwila Public Works, two street repair vehicles are stored in the steel blue garage building located on the southern portion of the subject property. According to Mr. Brodin, only the vehicles, signage, traffic cones, etc. November 30, 2011 ASSOCIATEDEARTH SCIENCES, INC. i1S,Ltd—KE11023SB3—Projects;20110238XEJiT Page 20 Tukwila Village Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment are stored in the garage; no petroleum products are kept in the garage and no repairs are performed there. • No other significant environmental issues were noted during our observation of the remaining on -site structures including the barber shop, residential home, and wood -framed garage. Due to the age of the remaining on -site structures, AESI recommends that ACM and LBP surveys be conducted prior to demolition. 6.0 INTERVIEWS During the performance of this Phase I ESA, AESI conducted the following interviews: 6.1 Interview With Owner(s) AESI did not interview a representative from the City of Tukwila, the current owner of the subject property. 6.2 Interviews With Occupants(s) AESI interviewed Pat Brodin with the City of Tukwila Public Works Department prior to our site visit. Information provided by Mr. Brodie is described in Sections 5.3 and 5.4 above. 6.3 Interviews With Local Government Officials AESI contacted the King County Health Department regarding available files for the subject property. As of the issuance of this report, a response has yet to be received from the King County Health Department. AESI contacted the Tukwila Fire Department regarding available records for the subject property. As of the issuance of this report, a response has yet to be received from the Fire Department. 7.0 FINDINGS AESI conducted a Phase I ESA of the proposed Tukwila Village property, located in Tukwila, King County, Washington, east of Tukwila International Boulevard and south of South 141 s' Street. The property is located in Section 15, Township 23 North, Range 4 East. For a complete legal description of the subject property, refer to the King County Assessor Records located in Appendix A. November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. MSAV—KE110238B3—Projects120110238XEINT Page 21 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, T ashington Results of Assessment The subject property was developed with several residential homes as early as the early 1900s (4011 South 144th Street), with the majority of the historic residential development occurring throughout the 1940s and 1950s. The site was also developed, primarily in the 1950s and 1960s, with several commercial buildings including a real estate office, two restaurants, a car wash, and a motel (built in the late 1930s). The site was later developed with additional structures including the storage garages/outbuildings located on the central portion of the property. The majority of the historic commercial and residential structures that existed at the site have been removed by this time; information related to associated environmental issues (UST removals, asbestos/lead-based paint, and various soil and ground water studies) related to prior structures at the subject property are discussed in Section 3.8, "Prior Reports." AESI identified multiple recognized environmental conditions relative to the subject property during our review of regulatory files and historical information regardingg the site; these conditions are described below. • The BP Service Station / Pacific 76 / Former Exxon facility is located to the west of the southwestern portion of the subject property, across Tukwila International Boulevard approximately 60 feet west from the site boundary. AESI reviewed available Ecology files for the facility and a discussion of our review is presented below. AESI reviewed a report entitled "Off -Site Well Installation, Soil Assessment, and Groundwater Monitoring Report Former Exxon Station 77001 14415 Tukwila International Boulevard Tukwila, Washington," prepared by Cardno ERI and dated June 16, 2011. According to the report, soil exploration and ground water monitoring at the former Exxon Station 77001 has been ongoing since 1991; three gasoline USTs were installed at the property in 1969 and were removed from the site in 1993 when a new system was installed on the northern portion of the property. In general, residual gasoline -range TPH and benzene appear to be present in the subsurface capillary fringe and vadose zones near the former tank basin located on the northeastern portion of the facility. The shallow ground water gradient at the facility is believed to vary from east to northeast, with depths to ground water ranging from 1 to 13 feet bgs. Laboratory results indicate that ground water samples collected from MW 12B (located in the right-of-way turn lane adjacent to the west of the vacant restaurant building on the subject property) were above the MTCA Method A cleanup level for gasoline -range TPH. Reported results for MW 12B indicate a concentration of 909 ppb TPH-Gx, 262 ppb TPH-Dx, and 160 ppb total lead. Laboratory results for MW 19 (located on the subject property near the northeast corner of South 144th Street and Tukwila International Boulevard) exhibited concentrations of analytes below their respective MTCA Method A cleanup levels. AESI reviewed a report entitled "Phase Two Environmental Site Assessment 14120 Tukwila International Boulevard Tukwila Washington," prepared by PBS, dated August 2003. The facility is located adjacent to the north of the subject property. According to November 30, 2011 ASSOCIATED EARTH SCIENCES, PVC. JAYSAV—f;E1102303—Projectsi2011023810E'[IT Page 22 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, Washington Results afAssessment the report, the property housed a Shell gasoline station from the 1950s to the 1970s, at which point various automotive service, rental, and sales businesses subsequently occupied the property. Three USTs were removed from the property in 1989 and gasoline contaminated soil was identified on the central portion of the site with heavy oil contaminated soils identified on the northern portion of the site after a 1997 assessment. Ground water samples collected from the central portion of the facility were reported to contain elevated concentrations of gasoline (up to 71,000 µg/L) and benzene (up to 85 µg/L). The report concludes by indicating that Ecology will likely require quarterly ground water monitoring, and that impacted soils above MTCA cleanup levels be removed in the corresponding areas. AESI also reviewed a letter entitled "Workplan for Additional Assessment of Soils and Groundwater and Compliance Monitoring," prepared by PBS and dated September 16, 2003. The objectives of the workplan include further characterization of the site with additional soil and ground water sampling to define the source of gasoline, sampling to determine the lateral extent of the existing plume, and to install ground water monitoring wells for quarterly monitoring anticipated to be required by Ecology. No other significant information was reviewed relative to cleanup activities at the site. • AESI reviewed historical assessor records for the subject property in which "oil burner" heat is described for three areas of the subject property: 1) the former residence located on parcel no. 1554200035 (adjacent to South 141" Street), 2) at the 14239 42nd Avenue South residence, and 3) for the existing restaurant building located on the west -central portion of the site. Presumably these heating oil USTs were removed during demolition of the former homes, remodeling activities, or when the buildings were converted to their existing heating systems. However, the possibility remains that relic USTs may be present in these areas at the subject property. • Several environmental cleanups have occurred on the subject property in the past related to underground heating oil storage tank and oil/water separator removals at the former South City Motel, a former residential home located at 4029 South 144th Street, and at the former Northfield Car Wash facility (see Section 3.8, "Prior Reports" for discussion). The cleanup efforts at each of these locations appear to have been successful, with analytical results from confirmation soil sampling exhibiting concentrations of contaminants below their respective MTCA Method A cleanup levels. The potential exists for remnant soil and/or ground water contamination to be encountered during construction and excavation activities at the site. • According to a client -provided illustrative site plan for development of the subject property, proposed buildings (residential/retail) at the subject property will be located within 100 feet from the identified soils and ground water contamination (TPH-gasoline and benzene at concentrations of 71,000 µg/L and 85 µg/L, respectively) at the adjacent automotive facility (former Shell gasoline station) to the north of the site. According to a November 30, 2011 ASSOCIA TED EARTH SCIENCES, INC. 4SA;1d—K£110238B3—Prgjects120110238'KD P Page 23 Tukwila Village Phase I Environmental Site Assessment Tukwila, Washington Results of Assessment review of available Ecology files, the extent of the subsurface contamination at the existing auto dealer is unknown at this time. Characterization of soil and ground water at the north end of the subject property adjacent to the former automotive facility did not encounter contamination. However, migration of organic vapors from contaminated soil or ground water located off -site could potentially result in vapor intrusion at the subject property. Considering that the contaminants of concern are volatile, toxic, and are within the "100-foot rule" Ecology guidance for a proposed structure (Ecology, 2009) on the subject property, AESI recommends that a Tier I Vapor Intrusion Assessment be performed. AESI did not observe obvious indications of surficial staining, dumping, or environmentally significant releases of chemicals on the subject property. No obvious visual evidence of hazardous materials contamination was discovered in surficial areas of the site examined during our site reconnaissance. Several off -site properties of potential environmental significance within the ASTM-specified search radii were identified in the Environmental Data Resources, Inca (EDR) database report. AESI also reviewed files at the Washington State Department of Ecology for these sites (see Section 4.1.2, "Listed and Orphan Sites Within the Search Radii"). 8.0 OPINION Based on the information gathered during this Phase I ESA, AESI has identified several potential and confirmed environmental conditions which present a material threat of a release of hazardous substances or petroleum products to the subject property. • In our opinion, the confirmed presence of gasoline -range TPH above the MTCA Method A cleanup levels in the monitoring well (MW 12B) associated with the cleanup at the Former Exxon facility west of the southwest portion of the subject property (approximately 18 feet west of the subject property) represents a recognized environmental condition and warrants further study • The adjoining property north of the subject site (auto dealer - 14120 Tukwila International Boulevard) is confirmed to have TPH-impacted ground water of an unknown extent; we recommend further study in this area along the northern boundary of the subject property. • Several soil cleanup operations have been conducted across the site related to former heating oil tanks and water/oil separator removals; should "remnant" TPH-impacted soils be encountered during grading/construction, we recommend that they be assessed and disposed of in accordance with local and State regulations. November 30, 2011 ASSOCIATED EARTHSCIENCES, INC. YSA;1d—IiE11023SB3—Projects i20110238 DgT Page 24 Tukwila Pillage Phase I Environmental Site Assessmeni Tukwila, Washington Results ofAssessment Due to the age of the remaining structures at the subject property, AESI also recommends that ACM/LBP surveys be completed prior to demolition of the remaining on -site structures. 8.1 Data Gaps AESI has yet to obtain a user -provided information questionnaire and/or interview a representative from the City of Tukwila, the current owner of the subject property, regarding the existing conditions at the site. AESI is additionally awaiting title report information for the ZD subject property. No other significant data gaps that would affect our ability to identify recognized environmental conditions on or around the subject property were identified in this assessment. 9.0 CONCLUSIONS We have performed a Phase I ESA in conformance with the scope and limitations of ASTM Practice E 1527-05 of the Tukwila Village property, located in Tukwila, King County, Washington, east of Tukwila International Boulevard and south of South 141 st Street. The property is located in Section 15, Township 23 North, Range 4 East. For a complete legal description of the subject property, refer to the King County Assessor Records located in Appendix A. Any exceptions to, or deviations from, this practice are described in Section 10.0 of this report. This assessment has revealed recognized environmental conditions relative to the subject property. 10.0 DEVIATIONS No deviations from ASTM Practice E 1527-05 were requested by the user for this assessment. 11.0 ADDITIONAL SERVICES No additional services were provided as part of the Phase I ESA. 12.0 QUALIFICATIONS We declare that to the best of our professional knowledge and belief, we meet the definition of environmental professional as defined in §312.10 of 40 CFR312. We have the specific qualifications based on education, training, and experience to assess a property of the nature, history, and setting of the subject property. We have developed and performed all of the November 30, 2011 ASSOCIATED EARTH SCIENCES, INC.. ,11S,f/Id — KE1102303 — Projertsi20110238WE1 UT Page 25 Tukwila Tillage Phase I Environmental Site Assessment Tukwila, Washington Results L ssessment appropriate inquiries in conformance with the standards and practices set forth in 40 CFR Part 312. Resumes of the environmental professionals who performed this Phase I ESA are included in Appendix H. 13.0 CLOSURE AESI personnel performed this assessment in accordance with generally accepted standards of care that existed in the State of Washington at the time of this study. Our findings and conclusions have been prepared in accordance with generally accepted professional practice in the area at this time. We make no other warranty, either express or implied. We appreciate the opportunity to be of service to you on this project. If you should have any questions or require additional information, please feel free to contact us. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Michael S. August, L.G. Senior Staff Geologist Jon N. Sondergaard, L.G., L.E.G. Principal Geologist November 30, 2011 ASSOCIATED EARTH SCIENCES, INC. .VSARd — [EI1023SB3—Projects 120110238XEIUT Page 26 Tukwila Pillage Phase I Environmental Site Assessment Tukwila, Krashington References 14.0 REFERENCES ADaPT Engineering, 2000, Underground storage tank assessment and closure report, South City Motel, 14242 Pacific Highway, Tukwila, Washington: January 13, 2000. Booth, D.B. and Waldron, H.H., 2004, Geologic map of the Des Moines 7.5' quadrangle, King County, Washington: U.S. Geological Survey (USGS), Scientific Investigations Map SIM-2855, scale 1:24000. Environmental Data Resources, Inc. (EDR), 2011, The EDR radius map with GeoCheckT"', Tukwila Village Tukwila International Boulevard / South 144th Street Seattle, WA 98168: Milford, Connecticut, July 6, 2011. PBS Engineering and Environmental, 2009, Underground storage tank decommissioning and soil sampling report, former Northfield Car Wash, 144224 Tukwila International Boulevard, Tukwila, Washington 98168: April 2009. PBS Engineering and Environmental, 2006, Underground storage tank (UST) removal and site remediation: October 2006. PBS Engineering and Environmental, 2006, Phase one environmental site assessment, 4029 South 144th Street, Tukwila, Washington: June 2006 PBS Engineering and Environmental, 2004, Phase two environmental site assessment, 14224 Tukwila International Boulevard, Tukwila, Washington: October 2004 PBS Engineering and Environmental, 2002, Phase one environmental site assessment, Country Vittles Restaurant, 14212 Tukwila International Boulevard, Tukwila, Washington: May 2002. PBS Engineering and Environmental, 2003, Workplan for additional assessment of soils and groundwater and compliance monitoring: September 16, 2003. PBS Engineering and Environmental, 2003, Phase two environmental site assessment, 14120 Tukwila International Boulevard, Tukwila, Washington: August 2003. PBS Engineering and Environmental, 2000, Phase I environmental site assessment, 14242 Pacific Highway South, 14247, 14241, 14235, 14223, 14228 41St Avenue South, Tukwila, Washington: March 2000. Washington State Department of Ecology, 2009, Draft guidance for evaluating soil vapor intrusion in Washington State: Investigation and remedial action. November 30, 2011 ASSOCIATED EARTH SCIENCES, LNC.. AISA;1d—SEI1023,03—Projects 1201102381ICETP Page 27 APPENDIX A King County Assessor Records Historical King County Assessor Records APPENDIX B User -Provided Questionnaire Environmental Project Questionnaire APPENDIX C Title Report APPENDIX D Environmental Data Resources, Inc. Radius Map with Geocheck0 APPENDIX E Ecology Files . APPENDIX F Environmental Data Resources, Inc. Historical Aerial Photograph Report Environmental Data Resources, Inc. Historical Topographic Map Report Environmental Data Resources, Inc. Historical City Directory Report Environmental Data Resources, Inca Sanborn Fire Insurance Map Report APPENDIX G Site Photographs APPENDIX H Resumes of Environmental Professionals Tukwila Village Building D Envelope Compliance Documentation 10/9/2014 Envelope Compliance Documentation Project Name: Tukwila Village Building D Project Address(s): Tukwila International Boulevard & S 1441h Street Prepared For: Johnson Braund Date: 10/9/2014 Prepared By: Chuangye Guan — Energy Analyst, 360 Analytics Reviewed By: Lukas Hovee — Principal, 360 Analytics Signature: Date: 1. Proiect Description The Tukwila Village Building D project is new mixed use building consisting of 68 residential units, residential accessory spaces and 16,000 square feet of commercial space. The project is to be constructed on Tukwila International Boulevard & S 144th Street, Tukwila, Washington, and includes: • Levels P1: Parking garage, residential lobby and mechanical spaces. • Level 1: Commercial tenant space and accessory spaces. • Level Mezzanine: Commercial tenant space and accessory spaces. • Level 2: Residential dwelling units and accessory spaces. • Levels 3-5: Residential dwelling units and accessory spaces. • Level 6: Residential dwelling units, accessory spaces, and terrace. • Roof: Unoccupied roof. REVIEWED FOR 'CODE COMPLIANCE APPROVED JUL 0 8 2016 of Tukwila DIVISION;; -_v RECEIVED CITY OF TUKWILA OCT 10 2014 PERMIT CENTER ©2014 360 Analytics 094-MEM01-4 Tukwila Village Building D Envelope Compliance Documentation 10/9/2014 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 in the scope of residential envelope calculations below. Table 1 provides a summary of residential and accessory building areas. Table 1. Tukwila Village Building D building and envelope areas. Group R and Accessory (ftZ) 61,026 Conditioned Building Envelope Areas Exterior Wall Area (net) (ftZ) 29,534 Above -Grade Walls (net) (ft2) 29,096 Below -Grade Walls (net) (ftZ) 438 Roof (ftZ) 12,713 Exposed Floor (ftZ) 840 Slab on Grade (ft) 157 Opaque Doors (ft2) 133 Vertical Window Area (ft2) 6,541 Fenestration Fraction % 18.3% For this project, prescriptive envelope compliance is not possible for the following reasons: • Portions of L2 slab are partially insulated between living areas and exterior or unconditioned spaces. • Portions of P1 slab are thermally unbroken between conditioned and unconditioned spaces. • Walls between conditioned and unconditioned spaces in parking level do not meet prescriptive requirements. 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. ©2014 360 Analytics 094-MEM01-A Tukwila Village Building D Envelope Compliance Documentation 10J9J2014 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. Tukwila Village Building D building and envelope areas. Group R and Accessory (ftZ) 16,288 Conditioned Building Envelope Areas Exterior Wall Area (net) (ftZ) 6,433 Above -Grade Walls (net) (ftZ) 6,066 Below -Grade Walls (net) (ftZ) 367 Roof (ftZ) 20 Exposed Floor (ftZ) 9,816 Slab on Grade (ft) 232 Opaque Doors (ftZ) 27 Vertical Window Area (ftZ) 4,042 Fenestration Fraction % 39.9% For this project, prescriptive envelope compliance is not possible for the following reasons: • Portions of L1 slab are thermally unbroken between commercial tenant areas and exterior or unconditioned spaces. • Roof of mezzanine level does not meet prescriptive requirement. • Mass walls of Ll level do not meet prescriptive requirement. • Transfer beams below L1 floor do not meet prescriptive requirement. 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. ©2014 360 Analytics 094-MEM01-v4 Tukwila Village Building D 10/9/2014 Envelope Compliance Documentation 4. Fenestration Performance Per 2012 WSEC Procedural Requirements, building permit applications should include NFRC Certified Project Directory (CPD) number for all fenestration products, or in the case of site -built fenestration, simulation reports from an NFRC- accredited simulation laboratory for each product type. The Tukwila Village Building D project includes both manufactured and site -built (storefront) fenestration components, summarized in Appendix - A under Fenestration Schedule Tables. Manufactured windows/glazed doors: Copies of the online NFRC Certified Product Detail for the manufactured windows 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 compliance forms, will be made available upon request for the building inspector at the construction site. Opaque doors: A basis of design and performance specifications for doors have been identified, however, the vendor has not been selected. Opaque door performance is 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)). 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 proposed for the Tukwila Village Building D. The performance of these products was calculated using NFRC's Component 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) for the site - built fenestration CPD.numbers (prefix "P-") listed in building 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 available upon request for the building inspector at the construction site. ©2014 360 Analytics 094-MEMOS-v4 Tukwila Village Building D Envelope Compliance Documentation 10/9/2014 APPENDIX - A 1. Envelope Compliance Forms o Group-R • ENV -Sum • ENV-UA • ENV-SHGC o Commercial • ENV -SUM • ENV-UA • ENV-SHGC 2. Construction Assemblies o Construction Assembly Summary o Construction Assembly Details 3. Fenestration Schedule Table ©2014 360 Analytics 094-MEM01-v4 Tukwila Village Building D Envelope Compliance Documentation 10/9/2014 APPENDIX - B 1. NFRC Certified Product Data (CPD) ©2014 360 Ana lytics 094-MEM01-v4 Envelope Zones• .2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R' Revised Oct 2013 Project Info Project Address Tukwila International Boulevard & S 144`h Street Date 10/8/2014 Tukwila, WA 98168 For Building Department Use Compliance forms do not require a use password to and instructional . Applicant Name: Johnson Sraund pp calculating cells are write -protected. Applicant Address: 15200 52nd Ave. South Suite 300, Seattle WA 98188 Applicant Phone: 206-766-8300 Project Description ❑✓ New Building ❑ Addition ❑ Alteration ❑ Change of Occupancy/Conditioning Compliance Path 0 Prescriptive Q Component Performance 0 Total Building Performance Selection required to enable forms. Occupancy Group 0 Commercial Q Group R - R2 & R3 over 3 stories and all R1 Selection required to enable forms. Vertical Fenestration and Total Vertical Gross Exterior Skylight Area Calculation Fenestration Above Grade % Vertical if complying via the Prescriptive path, (rough opening) divided by Wall Area times 100 equals Fenestration 6662.0 — 35770.0 X 1 �� — 18.6 enter values for vertical fenestration, skylights, gross walls and roof on this ENV -SUM worksheet. if complying via the Component Performance path, enter Gross Exterior these values in the ENV-UA worksheet. Total Skylight divided by Roof Area times 100 equals % Skylight These values auto -fill from ENV-UA and are write -protected on ENV -SUM. 0.0 — 12713.0 X 100 = 0 . 0 % Fenestration Area Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Compliance Skylight Area SKYLIGHT AREA COMPLIES Vertical Fenestration 0 50% or more of the floor area is within a daylight zone per C402.3.1.1 Alternates 0 High Performance Fenestration U-factors and SHGC per C402.3.1.3 Compliance Method ❑ Skylight area 3% or greater, VT-0.40 or greater Single Story Spaces ❑ Skylight effective aperture 1% or greater, provide calculation Requiring Skylights ❑ 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. ❑ 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 Semi -Heated Spaces path. 2. Semi -heated spaces shall be documented separately from other conditioned spaces — provide separate compliance forms for each conditioned space type. 3. Envelope elements separating semi -heated from other conditioned spaces shall comply with exterior thermal envelope requirements. ❑ Walk-in Cooler ❑ Walk-in Freezer ❑ Refrigerated Warehouse Cooler ElRefrigerated Warehouse Freezer Refrigerated Spaces 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 Project includes more than one occupancy type and/or level of space conditioning. Multiple and/or compliance forms may be required. Select all that apply to scope of project: Space Conditioning 0 Commercial Q R2 & R3 over 3 stories and all R1 ❑ Refrigerated Space ❑ Fully Conditioned ❑ Semi -Heated Low Energy` ❑ R2 & R3 - 3 stories or less 'Low energy areas are exempt from all thermal envelope provisions and compliance forms for these areas are not required. Refer to C101.5.2 for exemption. 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Oct2013 Project Address Tukwila International Boulevard & S 144th Street Date 10/08/2014 Occupancy Group Q Commercial Q Group R For Building Department Use 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 -grade wall area 18. 6% Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM 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 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 as specified in C402.1.2. Building Component Proposed UA Target UA Provide source of U-factor, page/plan # of assembly detail & ID U-factor x Area (A) = UA (U x A U-factor x Area (A) = UA (U x A) Y R= ID:9A 0.015 10303 155.7 0.031 12713 394.1 R= ID: 9A1-9A4 0.024 2330 55.9 Above Deck Insulation U-0.031 0 R= ID: N a R= ID: 0.031 00 R= ID: Metal Building U-0.031 R= ID: ` R= ID: 0.021 E R= ID: Single raft, attic, other U-0.021 O R= ID: R= ID:4AAA1 0.053 641 34.0 0.055 1 1553 85.4 LL R= ID:4131 0.110 912 100.3 Steel/metal frame U-0.055 R= ID: R= ID: 0.052 d m R= ID: Metal Building U-0.052 ¢ g R= ID: R= ID:7A 0.054 19521 1054.1 0.054 24287 1311.5 o R= ID: 7A2 0.050 4766 238.3 Wood Frame, other U-0.054 y 3 o 3: R= ID: a R= ID:1A1/1A2 0.088 1164 102.4 0.078 3135 244.5 O Mass Wall U-0.078 * R= ID: 1131/1132 0.106 1249 132.4 N R= ID:S1 0.741 31 23.0 R= ID:S3 0.088 691 60.8 R= ID: m �o R= ID:1A 0.741 60 44.5 0.078 438 34.2 o 3: R= ID:1A1/1A2 0.088 378 33.3 Assumed to be Mass Wall U-0.078 o� � R= ID: c9 R= ID: m R= ID:2C1 0.029 840 24.4 0.031 1 840 1 26.0 m R= ID: Mass Floor U-0.031 o R= ID: U. R= ID: 0.029 R= ID: Joist/Framing U-0.029 LL R= ID: F-factor x Perimeter = UA(U x A) F-factor x Perimeter = UA (U x A) R= ID: PrkgSlab-SOG 0.640 157 100.5 0.540 157 84.8 (D a m z R= ID: Slab -On -Grade U-0.54 c R= ID: Q y R= ID: 0.550 in R= ID: Heated Slab -On -Grade U-0.55 = R= ID: *Proposed non-residential CMU walls meeting Table C402.1.2 Area UA Area UA Footnote D requirements can use the target U-value of 0.104 rather Page 1 than Appendix A values. Show footnote requirements in plans. Subtotal 43123 2160 43123 1 23.81 lComponent Performance Compliance (UA) UA COMPLIES 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 10/08/2014 Fenestration Area as % gross above -grade wall area 18.69. Max. Target: 3 0 . 09. For Building Department Use 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 the compliance form. Refer to Target Area Adjustments worksheet for this calculation. 2: Provide NFRC rated U-factor or default U-factor from Appendix 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 Building Component Proposed UA Target UA Provide source of U-factor, page/plan # of assembly detail & ID U-factor x Area (A) = UA (U x A U-factor x Area (A) = UA (U x A) N U= ID:Opq Doors 0.370 133 49.2 0.37 133 49.2 0 U= ID: Opaque Swing Doors U-0.37 U= ID: n U= ID: 0.37 Opaque rcllup &sliding U-0.37 0 0 U= ID: U= ID: U= ID: Vinyl Fixed 0.24 1546 371.0 0.30 1 5813 1743.9 U= ID: Vinyl Csmnt 0.26 227 59.0 Non -Metal Frame. U 0:30 o U= ID: Vinyl Slider 0.27 4040 1090.8 Z U= ID: U= ID: Storefront Fixed 0.34 787 267.6 0.38 787 299.1 o w U= ID: Metal Frame', Fixed i U-0:38 t6 9 U= ID: C U= ID: m U_ Q U= ID: 0.40 U= ID: Metal Frame, Operable U-0:40 ' U= ID: U= ID: U= ID: Storefront Double SwDr 0.57 41 23.4 77 0.60 62 37.2 m U= ID: Storefront Single SwDr 0.58 21 12.2 Metal Entrance Door U-060 ' dui U= ID: U= ID: N U= ID: 0.50 CM a U= ID: All types - `U-0.50 Y ~_ U= ID: Q U= ID: Page 2 Subtotal To comply: Page 1 Subtotal 1) Proposed Total UA shall not exceed Target Total UA. Total 2) Proposed Total Area shall equal Target Total Area. Area UA Area I UA 6795 1873 43123 2160 49918 4033 6795 2129 43123 2181 49918 4310 Component Performance Compliance (UA) UA CU PLIES CalculationSHGC Zones• 2012 Washinaton State Enerov Code Compliance Forms for Commercial Buildinas includina R2 & R3 over 3 stories and all R1 Revised Oct 2013 Project Address Tukwila International Boulevard & S 144th Street Date 10/08/2014 Fenestration urea as % gross above -grade wall area 18. 6% Max. Target: 30% For Building Department Use 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 assembly SHGC. 4 - Fenestration that separates conditioned space from a non -conditioned or semi -conditioned space shall be included in this worksheet. Skylights Proposed SHGC Target SHGC Provide source of SHGC, page/plan # of assembly detail & ID SHGC x Area (A) = SHGC x SHGC x Area (A) = SHGC x A ID: 0.35 ID: SHGC 0.35 ID: ID: ID: Totals Totals All Non -North Vertical Fenestration+ Proposed SHGC Target SHGC ++ Provide source of SHGC, page/plan # of assembly PF SHGC" x Area (A) = SHGC x A PF SHGC x Area (A) = SHGC x A detail & ID Category ID: 0 PF < 0.2 0.40 ID: 0 0.2sPF<0. 0.48 ID: 0 PF Z 0.5 0.64 ID: 0 ++ If projection factor (PF) credits are ID: 0 applied to the proposed design, Target ID: 0 SHGC will sum fenestration area by PF ID: 0 category. ID: 0 ID: 0 ID: 0 + If projection factor credit is applied. then vertical Totals Totals fenestration must be entered in the correct table according to onentatton. it creatr is not applied tnen 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. North Vertical Fenestration+ Proposed SHGC Target SHGC++ Provide source of SHGC, page/plan # of assembly PF SHGC' x Area (A) = SHGC x detail & ID PF SHGC x Area (A) = SHGC x A Category ID: Vinyl Fixed 0 0.29 1546 448 PF < 0.2 0.40 6662 2664.8 ID: Vinyl Csmnt 0 0.22 227 5o 0.25PF<0. 0.44 ID: Vinyl Slider 0 0.28 4040 1131 PF 2:0.5 0.48 ID: Storefront Fixed 0 0.24 787 189 ++ If projection factor (PF) credits are applied ID: Storefront Double SwDr 0 0.26 41 11 to the proposed design, Target SHGC will ID: Storefront Single SwDr 0 0.24 21 5 sum fenestration area by PF category. ID: 0 North Total 6662.0 1 1834.1 6662. 0 2664.8 Area JSHGCxAJ Area SHGC x A To comply. the Proposed total SHGC x A for all fenestration Grand Grand (vertical & skylights) shall not exceed the Target total SHGC x A. Total 6662.0 1834.1 Total 6662.0 2664.8 Com onent Performance Compliance (SHGC) SHGC COMPLIES Envelope 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R' Revised Oct 2013 Project Info Project Address Tukwila International Boulevard & S 144th Street Date 10/8/2014 Compliance forms Tukwila, WA 98168 For Building Department Use do not require a password to use. Instructional and Applicant Name: Johnson Sraund calculating cells are write -protected. Applicant Address: 15200 52nd Ave. South Suite 300, Seattle WA 98188 Applicant Phone: 206-766-8300 Project Description ❑✓ New Building ❑ Addition ❑ Alteration ❑ Change of Occupancy/Conditioning Compliance Path O Prescriptive Q Component Performance Q Total Building Performance Selection required to enable forms. Occupancy Group 0 Commercial O Group R - R2 & R3 over 3 stories and all R1 Selection required to enable forms. Vertical Fenestration and Total Vertical Gross Exterior Skylight Area Calculation Fenestration Above Grade % Vertical If complying via the Prescriptive path, (rough opening) divided by Wall Area times 100 equals Fenestration 4042.0 10135.0 X 100 - 3 9.9 % enter values for vertical fenestration, skylights. gross walls and roof on this — ENV -SUM worksheet. if complying via the Component Performance path. enter Gross Exterior these values in the ENV-UA worksheet. Total Skylight divided by Roof Area times 100 equals % Skylight These values auto -fill from ENV-UA and are write protected on ENV -SUM. 0.0 — 20.0 X 100 = 0 . 0 Fenestration Area Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Compliance Skylight Area SKYLIGHT AREA COMPLIES Vertical Fenestration O 50% or more of the floor area is within a daylight zone per C402.3.1.1 Alternates Q High Performance Fenestration U-factors and SHGC per C402.3.1.3 Compliance Method ❑ Skylight area 3% or greater, VT-0.40 or greater Single Story Spaces ❑ Skylight effective aperture 1 % or greater, provide calculation Requiring Skylights ❑ 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. ❑ 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 Semi -Heated Spaces path. 2. Semi -heated spaces shall be documented separately from other conditioned spaces — provide separate compliance forms for each conditioned space type. 3. Envelope elements separating semi -heated from other conditioned spaces shall comply with exterior thermal envelope requirements. ❑ Walk-in Cooler ❑ Walk-in Freezer ❑ Refrigerated Warehouse Cooler ❑ Refrigerated Warehouse Freezer Refrigerated Spaces 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 Project includes more than one occupancy type and/or level of space conditioning. Multiple and/or compliance forms may be required. Select all that apply to scope of project: Space Conditioning Commercial R2 & R3 over 3 stories and all R1 ❑ Refrigerated Space ❑ Fully Conditioned ❑ Semi -Heated ❑ Low Energy` ❑ R2 & R3 - 3 stories or less `Low energy areas are exempt from all thermal envelope provisions and compliance forms for these areas are not required. Refer to C101.5.2 for exemption. Component • • • Zones• 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Oct 2013 Project Address Tukwila International Boulevard & S 144th Street Date 10/08/2014 • Commercial Occupancy Group 0 � Group R For Building Department Use 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 -grade wall area 3 9. 9% Max. Target: 40.0% Skylight Area as % gross roof area 0. 0% Max. Target: 5 .0% Vertical Fenestration Alternates: High Performance Vertical Fenestration 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 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 as specified in C402.1.2. Building Component Proposed UA Target UA Provide source of U-factor, page/plan # of assembly detail & ID U-factor x Area (A) = UA (U x A U-factor x Area (A) = UA (U x A) Y R= ID:3C 0.061 20 1.2 0.034 1 20 0.7 aa)i R= ID: Above Deck Insulation U-0.034 0 R= ID: a R= ID: 0.031 2 0 m R= ID: Metal Building U-0.031 R= ID: R= ID: 0.021 R= ID: Single raft, attic, other U-0.021 O R= ID: R= ID:4A/4A1 0.053 1577 83.6 0.055 1577 86.7 " R= ID: Steel/metal frame U-0.055 R= ID: R= ID: 0.052 - R= ID: Metal Building U-0.052 m o R= ID: ao R= ID: 0.054 o R= ID: Wood Frame, other U-0.054 3: R= ID: m 3 or R= ID:1A1-4F 0.058 2969 172.2 0.104 4489 466.9 `a R= ID: 1A1/1A2 0.088 930 81.8 Mass Wall U-0.104 O R= ID:4A2 0.052 43 2.2 m R= ID:1A-4F 0.136 145 19.7 Z> R= ID:S1 0.741 71 52.6 R= ID:S2 0.444 286 127.0 R= ID:S3 0.088 45 4.0 y R= ID:4A2 0.052 53 2.8 0.104 367 38.2 co 0 3 d R= ID: IA-4F 0.136 225 30.6 Assumed to be Mass Wall U-0.104 m m R= ID:1A1-4F 0.058 89 5.2 t9 R= ID: N R= ID:2131 0.025 9230 230.8 0.031 1 9816 I 304.3 m R= ID:2TB 0.068 586 39.8 Mass Floor U-0.031 o R= ID: ° LL R= ID: 0.029 E R= ID: Joist/Framing U-0.029 Li R= ID: F-factor x Perimeter = UA(U x A) F-factor x Perimeter = UA (U x A) R= ID:L1Slab-SoG 0.540 232 125.3 0.540 232 I 125.3 L R= ID:. Slab -On -Grade U-0.54 c R= ID: R= ID: 0.550 a`ai R= ID: Heated Slab -On -Grade fU-0.55 = R= ID: *Proposed non-residential CMU walls meeting Table C402.1.2 Area UA Area UA Footnote D requirements can use the target U-value of 0.104 rather Page 1 than Appendix A values. Show footnote requirements in plans. Subtotal F16501 979 16501 1022 Component Performance Compliance (UA) . UA COMPLIES zU12 vvasnmgton Mate tnergy coae Compliance corms Tor uommerctai tsumings incwoing Kz & tcs over : meviseu uct zuis Project Address Tukwila International Boulevard & S 144th Street Date 10/08/2014 Fenestration Area as % gross above -grade wall area 39.9% Max. Target: 40. 0% For Building Department Use 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 the compliance form. Refer to Target Area Adjustments worksheet for this calculation. 2: Provide NFRC rated U-factor or default U-factor from Appendix 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 Building Component Proposed UA Target UA Provide source of U-factor, page/plan # of assembly detail & ID U-factor x Area (A) = UA (U x A U-factor x Area (A) = UA (U x A) rn w U= ID:Opq Door 0.370 27 10.0 0.37 27 10.Q o U= ID: Opaque Swing Doors.i:.. U-0.37 , U= ID: a N U= ID: 0.37 o 0 U= ID: Opaque rollup,& sliding U= ID: U= ID: 0.28 Non -Metal E.tame ,,U-0 28 c U= ID: o U= ID: z U= ID: w U= ID: Storefront Fixed 0.34 3918 1332.1 0.34 3918 1332.1 g w U= ID: Metal Ffame, Faed = U-0:34 . `6 m U= ID: (D U= ID: d LL d U= ID: 0.36 Z ° U= ID: Metal Frame Operable ,. U-0.36 - r U= ID: g U= ID: U= ID: Storefront Double SwDr 0.57 99 56.4 0.60 124 74.4 c @ U= ID: Storefront Single SwDr 0.58 25 14.5 Metal Entrance Door a=i U= ID: U= ID: U= ID: 0.so L o, a U= ID: All -types U-0.50 Y ~ U= ID: U= ID: Page 2 Subtotal To comply: Page 1 Subtotal 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Total Area UA Area UA 4069 1413 16501 1 979 20570 2392 4069 1417 16501 1022 20570 2439 Component Performance Compliance (UA) UA COMPLIES CalculationSHGC Zones • 2012 Washinaton State Enerav Code ComDllance Forms for Commercial Buildinas including R2 & R3 over 3 stories and all R1 Revised Oct 2013 Project Address Tukwila International Boulevard & S 144th street Date 10/08/2014 Fenestration Area as % gross above -grade wall area 39.9% Max. Target: 40% For Building Department Use Skylight Area as % gross roof area Max. Target: 5% Vertical Fenestration Alternates: High Performance Vertical Fenestration 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 targetareas 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 assembly SHGC. 4 - Fenestration that separates conditioned space from a non -conditioned or semi -conditioned space shall be included in this worksheet. Skylights Proposed SHGC Target SHGC Provide source of SHGC, page/plan # of assembly detail & ID SHGC x Area (A) = SHGC x SHGC x Area (A) = SHGC x A ID: 0.35 ID: SHGC 0.35 ID: ID: ID: Totals Totals _T_ All Non -North Vertical Fenestration+ Proposed SHGC Target SHGC ++ Provide source of SHGC, page/plan # of assembly PF SHGC* x Area (A) = SHGC x A detail & ID PF SHGC x Area (A) = SHGC x A Category ID: 0 PF < 0.2 1 0.35 ID: 0 0.25PF<0. 0.42 ID: 0 PF >_ 0.5 I 0.56 ID: 0 ++ If projection factor (PF) credits are ID: 0 applied to the proposed design, Target ID: 0 SHGC will sum fenestration area by PF ID: 0 category. ID: 0 ID: 0 ID: 0 + If projection factor credit is applied, then vertical Totals Totals fenestration must be entered in the correct table according ro onenrauon, it creaa is nor appiteo men an verttcai 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. North Vertical Fenestration+ Proposed SHGC Target SHGC++ Provide source of SHGC, page/plan # of assembly PF SHGC* x Area (A) = SHGC x A detail & ID PF SHGC x Area (A) = SHGC x A Category ID: Storefront Fixed 0 0.24 3918 940 PF < 0.2 1 0.35 4042 1414.7 ID: Storefront Double SwDr 0 0.26 99 26 0.25PF<0. 0.39 ID: Storefront Single SwDr 0 0.24 25 6 PF z 0.5 1 0.42 ID: 0 ++ If projection factor (PF) credits are applied ID: 0 to the proposed design, Target SHGC will ID: 0 sum fenestration area by PF category. ID: 1 0 North Total 4042.0 972 .1 4042. 0 1414.7 Area I SHGC x A Area JSHGCxAJ To comply, the Proposed total SHGC x A for all fenestration Grand 4042 .0 972 .1 Grand (vertical & skylights) shall not exceed the Target total SHGC x A. Total Total 4042.0 1414.7 Component Performance Compliance (SHGC) SHGC COMPLIES Construction Assembly Summary Cat. I Assbly Type Location Description value I Ref. Source/Notes ./ Custom calc, see Deck 9A L6 Ext. roof 18" (minimum thickness) truss w/ 3" polyiso U-0.015 A006d Construction Assembly Summary Rafter/Truss min. 2x10 R30 wood frame with Custom caic, see Deck 9A1-9A4 L5 Ext. roof min 3" XPS U-0.024 A006d Construction Assembly Summary Custom caic, see ]Djeck:3C Mezzanine Ext, roof 8" concrete w/ 3" XPS U-0.061 A006 Construction Assembly Summary Custom caic, see Ll and mezzanine level Ext. Metal 4A/4A1 wall 6" metal studs, 16" o.c. w/ 2" XPS insulation U-0.053 A006a Construction Assembly Summary Pl Elev., Fire Command, and Custom talc, see Metal 461 boiler room wall 6" metal studs, 16" o.c. with R-21 batt U-0.110 A006a Construction Assembly Summary 2x6 wood studs, 16" o.c. with R-21 bait, Custom talc, see Wood 7A 1-2-6, Typ exterior wall Intermediate framing per WSEC A103.2.1 U-0.054 A006b Construction Assembly Summary 2x6 wood studs, 16" o.c. with R-21 batt, Custom talc, see Wood 7A2 L2-6, Typ exterior wall Intermediate framing per WSEC A103.2.1 U-0.050 A006b Construction Assembly Sum Ai3Cf %iill / .://li'i/'/ / %,;a . /i%//;//% % ' i/e %. . MEMO i %� :�/ lll Residential lobby, PI, Ll, and Mezz Ext. wall and Custom caic, see Exterior 1A1/1A2 column, stairwells above 8" concrete wall w/R10 rigid Insulation 1-1-0.088 A006 Construction Assembly grade wall up to L2 Summary 8" concrete wall w/ 2.5" metal Stud (R13 HD A006/ Custom talc, see Interior 1A-4F Ll W and N wall lower Batt) U-0.136 A006a Construction Assembly Summary Exterior 1A1-4F Ll and Mezz level E, W, and 8" concrete wall w/ R10 continous XPS A006/ Custom talc, see N Ext. wall insulation and 2.5" metal Stud (R13 HD Batt). U-0.058 A006a Construction Assembly Summary P1 office, stairwells, parking 8" concrete wall w/R7.5 continous XPS Custom talc, see Interior 1131/182 lobby, and Elev. Shaft wall insulation U-0.106 A006 Construction Assembly Summary Interior 8" concrete wall, 6" metal stud w/R-21 Batt Custom talc, see 4A2 Ll and Mezz level S Ext. wall insulation U-0.052 A006a Construction Assembly Summary Sl Ll south end and Pi Uninsulated slab edge U-0.741 WSEC Table A103.3.7.2 Exterior S2 Ll courtyard slab edge Partial insulated slab edge: 10" slab w/R10 U-0.444 A311-5 WSEC Table A103.3.7.2 insulation; 12" slab o insulation w / (interpolated) Exterior S3 L1 & L2 R10 insulated slab edge U-0.088 A311-5 WSEC Table A103.3.7.2 Construction Assembly Summary Cat. I Assbly Type Location Description Value T Ref. Source/Notes 8EL01tV=GR,9i?E�t17A11S „„, ,,,,,.,,....y/ /../„err/////l-/, ;,r � / �/ �/! i� /'% //�,//� /. �M%/'�%��%%//////// iNi. a // . fir, ,//-% �,;,�i i///„ .,�./_/ r .%:� .,✓, Custom talc, see Interior 1A P1 Stair #1 8" concrete wall w/o insulation U-0.741 A006 Construction Assembly Summary Pl stair #2, elevator control Custom talc, see Interior 1A1/1A2 room, and fire command 8" concrete wall w/ 2" rigid insulation U-0.088 A006 Construction Assembly room Summary 8" concrete wall, 6" metal stud w/R-21 Batt Custom calc, see Interior 4A2 Ll south end insulation U-0.052 A006a Construction Assembly Summary 8" concrete wall w/ 2.5" metal Stud (R-13 HD A006/ Custom calc, see Interior IA-4F Ll W Ext. wall lower Batt) U-0.136 A006a Construction Assembly Summar 8" concrete wall w/ R10 continous XPS A006/ Custom calc, see Interior 1A1-4F L1 NW Ext. wall lower U-0.058 Construction Assembly insulation and 2.5" metal Stud (R13 HD Batt). A006a Summary ;,- sOD"/J �����j/��i�/��iii�/iii///ilati�„ i//: // -. „✓. ..,. ;:. moo,,.✓/i., /..,/, „�;i .. ..,%/aG���/i%%//r///iu,//,yL%/i///���/%///.,/% i//,r/,:r/r�%i,. Custom talc, see Mass 2131 Garage ceiling 8" concrete slab w/ R38 insulation U-0.025 A006 Construction Assembly Summar Custom talc, see Mass 2C1 L2 Cantilevered Floor 8" concrete slab w/ 6" rigid insulation R-30 U-0.032 A006 Construction Assembly Summary Custom talc, see Mass 2TB PS tranfer beam 3' concrete slab w/ 2" polyiso insulation U-0.068 A006 Construction Assembly SLimmary Unheated SoG1 Slab on grade @ PS R-10 horizontal insulation F-0.64 A312-2 WSEC Table A106.1 Unheated SoG2 Slab on grade @ Ll 8" Concrete slab on grade, 2' R-10 Exterior F-0.54 A312-2 WSEC Table Vertical Insulation A106.1 IN WE See Fenestration Schedule, included in Appendix B. NFRC certified product data provided in Appendix E Roof, Rafter Wall, Intermediate No Framing Factors No Framing Factors Airfilm, ext surf Polyiso_3.00in 2x12 Wd Frame, R-57.6 Cav Ins Gypsum board_0.63in Airfilm, int horz surf, htflow up Airfilm, ext surf Extruded PS (XPS)_3.00in 2x10 Wd Frame, R-30 Cav Ins Gypsum board_1.25in Airfilm, int horz surf, htflow up Airfilm, ext surf Concrete,R-0.75/ft,144lb_8.00i n Extruded PS (XPS)_3.00in Airfilm, int horz surf, htflow up Airfilm, ext surf Gypsum board_0.63in Extruded PS (XPS)_2.00in 6in cav, 16in OC, R-21, Mtl Frame Airfilm, int vertsurf lin) (Bh,/ Ihr ft2.F/ (hr-ft2-F/ (hr h2 F/ (hr-1t2-F/ (Btu/ (h,-It2-F/ (Btu/ R2 F) Btu) Btu) Rtu) Blu) hr-W-F) B"') ft2-F) FF £..'i.`. ASHRAE 90.1, A2.4.1 0.17 0.17 0,17 WSEC T.10-B 3.00 0,11 17.40 17:40 17.4; ASHRAE HOF 2005 1115 57.60 57.60 1.4,06 WSECT. 10-A, 10-B 0.63 0.52 0.56 D'S" 0.56 WSEC T.10-B 0.61 t; sl 0.£5: WSECT. 10-B FF -> 0.78 0.1 i1 04 WSEC 1005.2 0.17 :.17 £1.`=..7 1% WSEC T.10-8 3.00 0.13 15.00 25.00 ....t.Gv 1 Di; ASHRAE HOF 2005 9.25 30.00 ?_1.5<: :13,7`.i WSECT.10-A, 10-8 1.25 1.04 1.12 :':.,".2 1,12 1J.'l. � WSECT.10-B 0.61 01,b 0.61. 11 "1.G1 WSEC T.10-8 FF -> LOD 0.17 G:17 8.00 19.20 0.50 .)t ) 3.00 0.13 15.00 0.61 l FF-> 0.17 ...., 0.63 0.52 0.56 0.i6 2.00 0.09 10.00 10.00 5.50 7.40 7.40 0.68 WSEC T. 10-B WSEC T. 10-8 ASHRAE HOF 2005 WSEC T. 10-B WSEC T.10-B WSEC T. 10-8 ASHRAE HOF 2005 WSEC T.10-SA(2) WSECT. 10-B No Framing Factors (aw/ Ih,-It24/ (h,-ft2-r/ (hrh2-F/ (h,..ft2-F/ l�n} fl2-F) Stu) Stu) Stttuuu)) Btu) FF -> ot) Airfilm, ext surf 0.17 0.1.7 Gypsum board_0.63in 0,63 0.52 0.56 6in cav, 16in OC, R-19, Mtl Frame 5.50 7.10 '7.30 Gypsum board_0.63in 0.63 0,52 0.56 (.i.5t:= Airfilm, int vert surf 0.68 01.6is (Sht/ (h, W4/ (Stu/ W-IQ F) Stu) It2-F) WSEC T. 10-B WSEC T.10-B WSEC T. 10-5A(2) WSEC T. 10-B WSEC T. 10-8 Wall, intermediate FF-> 01 IS 0.1.st 0.04 WSEC1005.2 Airfilm, ext surf 0.17 0.1.7 0.1.7 s.1./ WSECT.10-B Plywood board 0.63in 0.63 0.51 0.78 0.78 0.73 0,72> ASHRAE HOF 2005 Gypsum board_0.63in 0.63 0.52 0.56 0.511i; 0.511, J.S(S WSEC T.10-B 2x6 Wd Frame, R-21 Cav ins 5.50 21.00 "51.00 ;.8.i 1.3.75 WSEC T. 10-A, 10-8 Gypsum board 0.63in 0.63 0.52 0.56 (L566 (1,56 ?.5, 6 WSEC T.10-B Airfilm, int vert surf 0.68 0.(ri3 (i.f=8 r 68 WSEC T.10-B p.r�\\�.� \" \ \ \q\\\...\ \ � \�\�\.. \\\\\\ \ �\\ \\. cs, �. \��s= � cep � ••.\�. � •r ssq+vo � o c. .�` .. •M _ ce.. \... q\�•,.,�e. Wall, Intermediate FF -> 0,19 0.18 0 011 WSEC 1005.2 Airfilm, ext surf 0.17 0.1.7 0.17 3.1.7 WSEC T.10-B Gypsum board_1.25in 1.25 1.04 1.12 i.12 .'12 1..12 WSEC T. 10-B Plywood board_0.63in 0.63 0.51 0.78 0."18 011.78 0.78 ASHRAE HOF 2005 2x6 Wd Frame, R-21 Cav Ins 5.50 21.00 21.030 6.8E3 13.T3 WSEC T. 10-A, 10-B Gypsum board_1.25in 1.25 1,04 1.12 112. :€.1.:2 1.0 WSEC T. 10-B Airfilm, int vert surf - 0,68 019 0.5(x t= 6i3 WSECT.10-B No Framing Factors No Framing Factors Airfilm, ext surf Concrete,R-0.75/ft,1441b 8,00in Extruded PS (XPS)_2.00in Airfilm, int vert surf Airfilm, ext surf Concrete,R-0.75/ft,1441b B.00in 4in cav, 16in OC, R-11, Mtl Frame Gypsum board_0.63in Airfilm, int vert surf FF -> 1 ?#; 0.17 (i.27 8.00 19.20 0.50 0-11 2.00 0.09 10.00 10A00 0.68 06S FF-> 1.00 0.17 01.1::7 8.00 19.20 0.50 (';. 3.50 5,45 .... 0.63 0.52 0.56 C. - 0.68 0.68 WSEC T. 10-B WSEC T. 10-8 ASHRAE HOF 2005 WSEC T. 10-B WSEC T. 10-B WSEC T. 10-8 WSEC T. 10-SA(2) WSEC T. 10-B WSEC T.10-B No Framing Factors No Framing Factors No Framing Factors No Framing Factors No Framing Factors Airfilm, ext surf Extruded PS (XPS)_2,00in Concrete,R-0.75/ft,144lb B.00in 4in cav, 16in OC, R-13, Mtl Frame Gypsum board_0.63in Airfilm, int vert surf Airfilm, ext surf Gypsum board_0.63in Extruded PS (XPS) 1.50in Concrete,R-0.75/ft,144lb 8.00in Airfilm, int vent surf Airfilm, ext surf Concrete,R-0.75/ft,144lb 8.00in Extruded PS (XPS)_2,00in 6in cav, 16in OC, R-21, Mtl Frame Gypsum board_0.63in Airfilm, int vert surf Airfilm, ext surf Concrete,R-0.75/ft,144lb_8,00in Airfilm, int vert surf Airfilm, ext surf Custom_10.25in Concrete,R-0.75/ft,144lb B.00in Airfilm, int horz surf, htflowdn (_n) (Btu/ (hr-1t2-F/ (hr-ft2-F/ (hr-h2: F/ (h, lt2-F/ B2 F) Btu) Btu) Btu) Blu) FF -> 0.17 0.".7 2.00 0.09 10.00 10"0 8.00 19.20 0.50 U.54 2.50 5.45 .5.4 0.63 0.52 0,56 0.i?6 0.68 CBEs FF-> ...,.... 0.17 0.63 0.52 0.56 (i. iic 1.50 0.07 7.50 7.5,0 8.00 19.20 0.50 0.1110 0.68 0.(18 FF -> _,00 0.17 ....,.. 8.00 19.20 0.50 fi. D 2.00 0.09 10.00 5.50 7,40 't 40 0.63 0.52 0.56 0.68 FF-> 1r;0 0.17 U.i7 8.00 19.20 0.50 0.68 0. 6 8 0.17 0.r7 10.25 38.00 38.00 8.00 . 19.20 0.50 0. _^ 0.92 ti':•. (Btu/ (hr lt2-F/ (Biu/ hr-ft2-F) Btu) ft2 F) W SECT. 10-B ASHRAE HOF 2005 WSEC T.10-B WSEC T. 10-SA(2) WSEC T.10-B WSEC T. 10-B WSEC T.10-B WSEC T. 10-B ASHRAE HOF 2005 WSEC T. 10-8 WSEC T.10-B WSEC T. 10-B WSEC T. 10-B ASHRAE HOF 2005 WSEC T. 10-SA(2) WSEC T. 10-8 WSEC T. 10-B WSEC T. 10-8 WSEC T. 10-8 WSEC T. 10-B WSEC T. 10-B WSEC T.10-B WSEC T. 10-8 (&u/ (hr It24/ (hr-ft24/ lhr ft2-F/ (hr-It24/ lat./ (hr-It2-F/ (Bw/ (in) fl2 F) Btu) Btu) Btu) Btu) hr-It2 F) Btu) It2-F) 15.i�d No Framing Factors FF -> _. 010 Airfilm, ext surf 0.17 01.7 WSEC T.10-B Concrete,R-0.75/ft,144lb_8.00in 8.00 19.20 0.50 0.50 WSEC T.10-B Extruded PS (XPS)_6.00in 6.00 0.26 30.00 31 ()`.i ASHRAE HOF 2005 Gypsum board_0.00in WSEC T.10-B Airfilm, int horz surf, htflow up 0.61 01.61 WSEC T. 10-B No Framing Factors FF -> :.00 Airfilm, ext surf 0.17 0.17 Concrete, R-0. 75/ft, 144 1 b_36 .00i n 36.00 86.40 2.25 2.25 Polyiso_2.00in 2.00 0.07 11.40 :11..40 Airfilm, inthorz surf, htflowdn 0.92 P-Q2 WSEC T. 10-B WSEC T. 10-B ASHRAE HOF 2005 WSEC T. 10-B FENESTRATION TYPES Type # I Type ID Description U SHGC VT CPD Number or Default NON-METAL, ALL 1 Vinyl Ply Gem Window Group: Vinyl, Fixed, LowE + 90/10 Arg/Air 0.24 0.29 0.53 PWG-M-132-00642-00001 Fixed 2 Vinyl ply Gem Window Group: Vinyl, Casement, LowE + 90/10 Arg/Air 0.26 0.22 0.40 PWG-M-131-00633-00003 Csmnt 3 Vinyl Gem Window Group: Vinyl, Slider, Low, E + 90/10 Arg/Air 0.27 0.28 0.51 PWG-M-121-06578-00001 Slider Iply 1 METAL FIXED/OPERABLE Kawneer 451UT Fixed: Alum w/ TB, 1/4" Solarban60 LowE- 4 SF Fixed 0.035(2) 1 0.50" gap +90/10 Arg/Air+TGI spacer ( 1/4" Clr 0.34 0.24 0.62 P KAW 5466 METAL ENTRANCE DOORS SF SwgDr Kawneer 190 Double Door: Alum w/o TB, Solarban60 LowE- 6 Double 0.035(2) 1 0.946" gap +90/10 Arg/Air+TGI spacer ( Clr 0.57 0.26 0.44 P-KAW-24035 SF SwgDr Kawneer 190 Single Door: Alum w/o TB, Solarban60 7 Single LowE-0.035(2) 1 0.946" gap + 90/10 Arg/Air + TGI spacer I Clr 0.58 0.24 0.41 P-KAW-9425 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 for the building inspector. 2) We assume 100 sf louvers will be installed on storefront fixed glazing area for the purpose of ventilation RESIDENTIAL NON-METAL WINDOWS/DOORS Vinyl Vinyl Vinyl Fixed Csmnt Slider Total Glazed Area Unit Performance (Area -weighted) Total Area x Unit Performance NFRC CPD No. or Default (Table No.) ID Qty Sheet ft2 ft2 ft2 ft^2 U SHGC VT A x U A x SHGC A x VT A 13 A420 10.5 - - 10.5 0.24 0.29 0.53 33 40 72 See 'Fenestration Types' B 73 A420 - - 20.0 20.0 0.27 0.28 0.51 394 409 745 See 'Fenestration Types' C 40 A420 10.0 - - 10.0 0.24 0.29 0.53 96 116 212 See 'Fenestration Types' D 86 A420 - - 30.0 30.0 0.27 0.28 0.51 697 722 1,316 See 'Fenestration Types' E 18 A420 31.6 7.6 - 39.2 0.24 0.28 0.50 172 195 356 See 'Fenestration Types' F 6 A420 37.4 15.1 - 52.5 0.25 0.27 0.49 77 85 155 See 'Fenestration Types' AA 5 A610 10.5 - - 10.5 0.24 0.29 0.53 13 15 28 See 'Fenestration Types' BB 13 A610 8.0 - 8.0 0.24 0.29 0.53 25 30 55 See 'Fenestration Types' CC 5 1 A610 12.0 - 1 12.0 0.24 0.29 0.53 1 14 1 17 1 32 1 See 'Fenestration Types' Total Area (ft2) 1,546 227 4,040 RESIDENTIAL METAL WINDOWS/DOORS SF SF SF Fixed SwgDr SwgDr Double Single Total Glazed Area Unit Performance (Area -weighted) Total Area x Unit Performance NFRC CPD No. or Default (Table No.) ID Qty Sheet ft2 ft2 ft2 ft^2 U SHGC VT A x U A x SHGC A x VT S29 1 A620 12.0 12.0 0.34 0.24 0.62 4 3 7 See 'Fenestration Types' S29a 1 A620 10.5 - - 10.5 0.34 0.24 0.62 4 3 6 See 'Fenestration Types' S31 1 A620 79.2 41.0 - 120.2 0.42 0.25 0.56 50 30 67 See 'Fenestration Types' S32 1 A620 58.8 - - 58.8 0.34 0.24 0.62 20 14 36 See 'Fenestration Types' S33 1 A620 64.8 - 20.5 85.3 0.40 0.24 0.57 34 20 48 See 'Fenestration Types' S34 4 A620 62.5 - - 62.5 0.34 0.24 0.62 85 60 154 See 'Fenestration Types' S35 4 1 A620 77.9 - 77.9 0.34 1 0.24 1 0.62 106 1 75 1 192 1 See 'Fenestration Types' Total Area (ft2) 787 41 21 COMMERCIAL METAL WINDOWS/DOORS SF SF SF Fixed SwgDr SwgDr Double Single Total Glazed Area Unit Performance (Area -weighted) Total Area x Unit Performance NFRC CPD No. or Default (Table No.) ID Qty Sheet ft2 ft2 ft2 ft^2 U SHGC VT A x U A x SHGC A x VT S1 1 A620 150.1 24.5 174.6 0.37 0.24 0.59 65 42 103 See 'Fenestration Types' S2 1 A620 114.1 - - 114.1 0.34 0.24 0.62 39 27 70 See 'Fenestration Types' S3 1 A620 119.9 - - 119.9 0.34 0.24 0.62 41 29 74 See 'Fenestration Types' S4 1 A620 41.0 41.0 0.34 0.24 0.62 14 10 25 See 'Fenestration Types' S5 1 A620 271.2 - - 271.2 0.34 0.24 0.62 92 65 167 See 'Fenestration Types' S6 1 A620 197.9 - 197.9 0.34 0.24 0.62 67 48 122 See 'Fenestration Types' S7 1 A620 155.3 - 155.3 0.34 0.24 0.62 53 37 96 See 'Fenestration Types' S8 1 A620 77.7 - 77.7 0.34 0.24 0.62 26 19 48 See 'Fenestration Types' S9 1 A620 64.5 - - 64.5 0.34 0.24 0.62 22 15 40 See 'Fenestration Types' S10 1 A620 32.3 - 32.3 0.34 0.24 0.62 11 8 20 See 'Fenestration Types' S11 1 A620 - 51.5 - 51.5 0.57 0.26 0.44 29 13 23 See 'Fenestration Types' S12 1 A620 25.8 - - 25.8 0.34 0.24 0.62 9 6 16 See 'Fenestration Types' S13 1 A620 165.6 - 165.6 0.34 0.24 0.62 56 40 102 See 'Fenestration Types' S14 1 A620 82.7 - 82.7 0.34 0.24 0.62 28 20 51 See 'Fenestration Types' S15 1 A620 165.6 - - 165.6 0.34 0.24 0.62 56 40 102 See 'Fenestration Types' S16 1 A620 82.7 - - 82.7 0.34 0.24 0.62 28 20 51 See 'Fenestration Types' S17 1 A620 165.6 - - 165.6 0.34 0.24 0.62 56 40 102 See 'Fenestration Types' S18 1 A620 82.7 - - 82.7 0.34 0.24 0.62 28 20 51 See 'Fenestration Types' S19 1 A620 79.2 - - 79.2 0.34 0.24 0.62 27 19 49 See 'Fenestration Types' S20 1 A620 64.8 - - 64.8 0.34 0.24 0.62 22 16 40 See 'Fenestration Types' S21 1 A620 248.8 - - 248.8 0.34 0.24 0.62 85 60 153 See 'Fenestration Types' S22 1 A620 248.8 - - 248.8 0.34 0.24 0.62 85 60 153 See 'Fenestration Types' S23 1 A620 269.4 - - 269.4 0.34 0.24 0.62 92 65 166 See 'Fenestration Types' S24 1 A620 269.4 - - 269.4 0.34 0.24 0.62 92 65 166 See 'Fenestration Types' S25 1 A620 125.4 48.0 - 173.3 0.40 0.25 0.57 70 43 98 See 'Fenestration Types' S26 1 A620 153.3 153.3 0.34 0.24 0.62 52 37 94 See 'Fenestration Types' S27 1 A620 247.8 - 247.8 0.34 0.24 0.62 84 59 153 See 'Fenestration Types' S28 1 A620 234.5 - 234.5 0.34 0.24 0.62 80 56 144 See 'Fenestration Types' S29b 1 A620 8.0 8.0 0.34 0.24 0.62 3 2 5 See 'Fenestration Types' S30 1 A620 74.4 - 74.4 0.34 0.24 0.62 25 18 46 See 'Fenestration Types' Total Area (ft2) 3,918 99 25 RESIDENTIAL OPAQUE DOORS Total Unit Unit Performance Total Area x NFRC CPD No. or Default Area (Area -Weighted) Unit Performance Table No. ID Qty Sheet Description ftA2 U SHGC VT A x U A x SHGC A x VT Foam insulated Type A 5 A600 26.7 0.37 - - 49 - - See Note 1 steel slab with Total Area (ft2) 133 COMMERCIAL OPAQUE DOORS Total Unit Unit Performance Total Area x NFRC CPD No. or Default Area (Area -Weighted) Unit Performance Table No. ID Qty Sheet Description ftA2 U SHGC VT A x U A x SHGC A x VT Foam insulated Type A 1 A600 26.7 0.37 10 - - See Note 1 steel slab with Total Area (ft2) 27 NOTES: 1) The door has same performance as Seattle Energy Code prescriptive door Tukwila Village Building D Envelope Compliance Documentation 10/9/2014 APPENDIX - B 1, NFRC Certified Product Data (CPD) ©2014 360 Ana lytics 094-MEM01-v4 3/10/2014 Directorysearch Results i azcsz / Directory Search 1 Hack � New Search,.. Detailed Product Ratings Manufacturer: Ply Gem Window Group Series Nam: insulate 700 Fixed Window Operator Type: RXD Air Leakage: - Exit DirectorySearch RATINGS INFORf"11ATION (Found I Products) Export to Excel _ << First < Previous Next > Last— onde nsafior,. w Code factor . ,,. Resistance Product .,1., tion PWG-PV}- 1 RLE70/36 / arg t EP'S Vinyl/Vinyl, Fill 1: ARG/AIR (90/10), 132-00642- 0.24 0.29 0.53 " 45 00001 (SS/SS) 3t4" Low E CL, No Grid Key: Click the colum headers to sort 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. This web site is optimized for a display resolution of 1024x766, and requires Microsoft Internet Explorer 5.0 or higher. Using older browsers, non -compatible browsers or disabling browser features such as JavaScript will reduce site functionality and overall appearance. Download the latest version of Microsoft Internet Explorer. DISCLAIMER OF LIABILITY: In no event shall the NFRC be liable for any damages whatsoever (including, without limitation; damagesfor lossof business profits, business interruption, loss of business information, or any other loss) arising out of the use of thiswebsite orthe information obtained from it; whether incidental or consequential. This provision shall apply even if the NFRC has been advised of the possibility of such darnaoes. http:,tsearch.nfrc.org/searchtcpd,lcpd_pearch detail.aspx?cpdnunFPWG-M-132-00642-00001 1t1 Directory Search Results 4£ Directory Search flack _; New Search I Detailed Product Ratings Manufacturer: Ply Gem Window Group' Series Nam: Insulate 700 Casement Operator Type: CSSV Air Leakage: - East Li�rectory Search..` RATINGS If%FOR/hIl TION (Found 1 Products) £ &port to Excel _ —First < Previous Next > Last— Menufacturer Product £ LJ­ Condensation £ `/i{+n VT li Product i.,.?"D Y. w%3 Resistance iris%[Description /yt ctor PVVG- 10 ' RLE70/36 / arg / EPS 131-00633- 0.26 0.22 i 0.40 ` 44 Vinyl/Vinyl, FiN 1: ARG/AIR (90/10), = (�/Ck') 1" Low E CL, No Grid l 00003 Key: Click the colum headers to sort 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 This web site is optimized for a display resolution of 1 24x768, and requires Microsoft Internet Explorer 6,0 or higher. Using older browsers, non -compatible browsers or disabling browser features such as JavaScript will reduce site functionality and overall appearance. Download the latest version of Microsoft Internet Explorer. DISCLAIM EFL OF LIABILITY: In no event shall the NFRC be liable for any damages whatsoever (including, without limitation; damagesfor lossof business profits, business interruption, lossof business information, orany other loss) arising out of the use ofthiswebsite orthe information obtained from it; whether incidental or consequential. 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Welcome to the NFRC.t;omporient Modeling Approach (CMA) r- - Program for NortResidentiai Energy Gesttfication and Rating Home Switch Units Find New Help Logout David Reddy (david360)J11115111 1:09 Umpqua Bank - Storefront - Glass B Product (P-KAW-5466) ACE: Michael Thoman Description: Kawneer 451 UT-CG w/ Glass B ACE Company: Architectural Testing Inc. - PA Product Type: GWWW - Glazed Wall System Manufacturer: Kawneer Company Inc. Frame by: Kawneer Company Inc. Glazing by: PPG Industries Energy: EngM Plus File At Actual Size At NFRC Size Product Frame Glazing ID Spacer W H U SHGC VT W H U SHGC VT Type Assembly [in.] [in.] [BTU I [BTU I hr-ft2-F] hr-ft2-F] Glazed Umpqua FA4KAW-8566 Wall/Sloped Bank - GA-PPG-3931 SA-NFC-2843 78.740 78.740 0.331 0.335 0.617 78.740 78.740 0.331 0.335 0.617 Glazing Storefront Glazing Ref Glazing Description Glazing ID Flip Gap Width Gap Fill Glazing ID Flip [in.] GA-PPG-3931 6mm SB60/90Arg / 6mm Clear 5284 0.500 Air (10%) / Argon (90%) Mix 5012 Spacer Ref Spacer Description SA-NFC-2843 Technoform TGI Spacer of 1 1 1/ l d/?f111 10- I O Pik NON-RESIDENTIAL FENESTRATION CALCULATION REPORT 1 BID REPORT ACCORDING TO NFRC CMA PROCEDURES - NFRC STANDARD SIZE . f NOTE: This is NOT an NFRC Label Certificate. This document can NOT tie'used in place of NFRC Label Certificate and can be used only for Bid and Design Purposes - PRODUCT LISTING: ---�`� Performance.at NFRC Standard Size`__ ID Name Framing Ref Glazin Ref -Spacer Ref U SHGC VT Btu/h fit2 �F - - Kawneer 190 Double — - P-KAW-24035 NonThermal Door/Thermal FA-KAW-3146 Frame,.9461G, S1360, 5 GA-PPG-4719 SA=NFC-3146 0.57 0.26 0.44 Air Clr Kawneer 350 Single P-KAW-9427 NonThermal Door/Thermal FA-KAW-1369 ., ' Frame,.946' IG, S660, Air, 4 GA-PPG-47,19 - - SA-NFC-3146 0.62 0.22 0.37 Cir Kawneer 190 Single �' ; ' -, `• y- . ^• P-KAW-9424 NonThermal Door/Thermal FA�W-1369" G_ A-PPG-4718 ' 0.56 0.24 0.41 Frame,.946"IG, S660, 90Ar, 3�r�' �SXNFC_3146 Cir P-KAW-9425 Kawneer 190 Single NonThermal Door/Thermal ;` f '•� .. FA-KAW-13b9 , GAP G=4719 SA-t4FC-3146 0.58 0.24 0.41 Frame,.946"IG, SB60, Air; 3,, ,, Clr I ' Kawneer 350 Single f P-KAW-9426 NonThermal Door/Thermal ' ;FA-KAW-1369 GA-PPG-4718 S -NFC-3146 0.60 0.22 0.37 Frame,.946"IG, SB0Ar 60:9,' 4 Clr Kawneer 190 Double- P-KAW-24036 NonThermal Door/The —'I FA-KAW-31.46 - GA"PPG-4718 SA-NFC-3146 0.55 0.26 0.44 Frame;:946;'IG,.SB60, �90Ar,Clr� 5 �` Kawneer 350'Double P-KAW-24037 NonThe`rrmal'Doi�r/Thermal FA-KAW-3146 GA-PPG-4718 SA-NFC-3146 0.60 0.23 0.39 Frame,.946=1G, S660, ( 4;,/ ,P ,-7 \90Ar,CIr ~ , lKavineer 350 Doubles P-KAW-24034` NonThermal Door/Thermal, FA-KAW-3146 GA-PPG-4719 SA-NFC-3146 0.62 0.24 0.39 � \Frarrie,.946"IG, S660,�'\ 4� _'7 </,FRAME, GLAZING and SPACER ASSEMBLIES: GLAZING'L'ISTING:'�-�� Glazin Ref k �Su tier ID Description GA=PPG4718 (`-,,PPG-Industries 0.946", 2 layers, 1/4" SB60 #2, 90Ar, 1/4" Clear GA-PPG-4719 ~.PPG Industries 0.946", 2 layers, 1/4" SB60 #2, Air, 1/4" Clear SPACER LISTING: ---/ S acer Ref '`., j Su tier ID Description SA-NFC-3146 I NFRC Page 1 of 3 Thermal Transmission Terms The following terms are used in describing thermal properties of building products: BTU - The BTU (British Thermal Unit) is the amount of heat needed to raise the temperature of one pound of water one degree Fahren- heit. The BTU is used to measure the amount of heatjust as the inch or foot is used to measure length. K-Factor - The measure of thermal conductivity or amount of heat transferred ( measured in BTU's) in one hour through one square foot of a single material which is one inch thick fora difference of one degree Fahrenheit between the two surfaces. THE LOWER THE "K" FACTOR, the more effective the insulation of the material U-Factor - The total or overall transmission of heat through a combination of materials assembly measured in BTU's per hour per square foot of area for a difference in temperature of 1 °F between the air on one side to the air on the other side. THE LOWER THE "U" VALUE the more effective the insulation of the material. R-Factor -The resistance or ability to retard heat flow (as opposed to ability to transmit heat) of any single material determined by the reciprocal of its conductivity. R=1 f U or tjK, where t is the thickness of the material involved. THE GREATER THE "R" FACTOR (or resistance), the more effective the insulation of the material. All "K" and "U" factor values are expressed in BTU's/hr-ftz °F (WJml- K). Materials possessing low "K" and "U" factorvalues are more efficient insulators than those with highervalues. Helpful conversion factors: R — "U" — "K" (where t is the material thickness in inches and the products are of uniform composition) «Ulr= I (Rx is for each material layer) R1+R2+...+etc. Energy Efficient Solutions Similar to most other building products manufacturers, the Steel Door Institute has encouraged the practice of citing a calculated value for thermal performance of the cores in the doors (U and R Values). While this remains the industry standard, we are seeing more specs with the latest standards for thermal transmittance (ASTM C1363) and air infiltration (ASTM E283). Note, ASTM C1363 is the most current test standard for thermal transmittance and replaces ASTM C236. You will see significant differences between the calculated core values (ASTM C518) and the operable door assemblyvalues as door and frame construction varies. Design professionals are beginningto see these variances in other building products such as wall partitions (an industrythat has already begun to move from calculated to operable values). We believe it's important you and your cus- tomers understand the operable performance levels of the opening assemblies you purchase along with the calculated core values. Door Assembly Operable U-Factor and R-Value Ratings Air Infiltration Testing 707 Polystyrene Ef A�a'cCo'r 707 If Polystyrene Keif 607 777 Polyurethane ♦ '• ! ! ! • • ! 1• ! !7 /Honeycomb747 ®® ! If Fiberglass What is air infiltration? Air infiltration: A measurement of the air leakage around the perimeter of a door opening. CFM: Cubic Feet per minute Test Method: ASTM E283* All CURRIES door construction with CURRIES Thermal Break 0.04 0.06 Frame Tested with hardware from otherASSAABtoYGroup brands including Corbin Russwin, Pemko, McKinney, Sargent and Yale in a CURRIES Thermal Break Frame NOTE: Information included in this data sheet is subject to revision without notification. Associated Earth Sciences, Inc. IN EN N W 0 Sea^iling the Pacific .Northwest Since 1981 REVIEV/ED F -. BODE COMPL►ANCE APP[toven JUL 0 8 ?Oi6 A November 22, 201.1 � -- Project No. KE110238B Of Tu -1 BUILDING a DIVISION Tukwila Village Development Associates, LLC 201 27" Avenue, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park Subject: Phase II Environmental Site Assessment Tukwila Village Tukwila International Boulevard and South 144`h Street Tukwila, Washington Dear Mr. Park: Associated Earth Sciences, Inc. (AESI) is pleased to provide this letter -report presenting the results of our assessment of potential contamination in soils and ground water at the site planned for redevelopment as Tukwila Village. The location of the property is shown on Figure 1RE&6 C Map" ' CITY OF TUKWILA OCT 10 2014 BACKGROUND PERMIT CENTER The background information provided in this section is based on an unpublished draft Phase I Environmental Site Assessment (ESA) prepared for the subject property by AESI in September 2011. The Phase I ESA will be published pending completion of the owner questionnaire. During completion of the Phase I ESA, records were discovered which indicate that previous activities have occurred on or adjacent to the site which have the potential to release petroleum compounds to soil and ground water. These previous activities included removal of fuel Underground Storage Tanks (USTs) from several of the parcels that were combined to form the Tukwila Village site. We also discovered records of leaking fuel USTs and associated cleanups at two adjacent properties north and west of the project. One should refer to our Phase I ESA for additional information regarding previous fuel releases on adjacent sites and fuel tank removals on -site. A Phase II ESA was conducted to screen for petroleum constituents and lead in soil and ground water as a result of the previous UST activities on -site and known releases on adjacent parcels. Samples of site soil and ground water were collected for analytical testing from Geoprobe Kirkland Everett ® Ta m 425-827-7701 425-259-0522 253-7 - www.aesgeo.com 4 C) i Tukwila Village Tukwila, Washington Phase II Environmental Site Assessment explorations completed specifically for the Phase II ESA. Ground water samples were also collected for analytical testing from observation- wells installed in some of the previously completed geotechnical engineering borings. SUBSURFACE INVESTIGATION AND SOIL AND GROUND WATER SAMPLING As part of our subsurface investigation for our geotechnical engineering report, we completed exploration pits on August 16, 2011 and completed exploration borings and observation well installations on August 17 through August 19, 2011. We completed Geoprobe explorations specifically for environmental testing on October 13, 2011. Figure 2 is a "Site and Exploration Plan" that indicates the approximate locations of the exploration pits, exploration borings, ground water observation wells, and Geoprobe explorations. Analytical laboratory results and sample chain -of -custody forms are included as Appendix A and exploration logs are included as Appendix B. For exploration borings, we have only included in Appendix B exploration logs for borings which were completed as wells. The remainder of the exploration boring logs are available on request. Logs of exploration pits and Geoprobe explorations are also included in Appendix B. Exploration Pits As part of the geotechnical engineering subsurface investigation scope of work for the project, we completed 16 exploration pits across the site. 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 geotechnical laboratory testing, as necessary. The exploration pits were advanced to gather geotechnical engineering data for the project, and we did not collect samples for analytical testing from the exploration pits. The exploration pit data included with this letter -report are intended to provide a more comprehensive record of our subsurface observations across the site even though their primary purpose was for the collection of subsurface data for the geotechnical engineering study. Exploration Borings As part of the geotechnical engineering subsurface investigation scope of work for the project, we completed 20 exploration borings across the site, six of which were completed as observation wells to allow later measurement of static ground water levels. As part of our Phase II ESA, we also collected samples of ground water from the observation wells for analytical testing. 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 5-foot-depth intervals. November 22, 2011 ASSOCIATED EARTH SCIENCES, INC. BWG/ld - KE100238B4 - Project51201102381KEIWP Page 2 a Tukwila Village Tubvila, Washington Phase 11 Environmental Site Assessment The exploration borings were continuously observed and logged by a representative from our firm. The exploration logs presented in Appendix B are based on the field logs, drilling action, and inspection of the samples secured. The exploration borings were advanced to gather geotechnical engineering data for the project, and we did not collect soil samples for analytical testing from the exploration borings. Water samples were collected from the six wells for analytical testing by first removing water with a hand bailer either until 10 gallons of water was removed or until the water column within the well was decreased to a height of about 1 foot or less. The water levels were then allowed to rebound to within 90 to 100 percent of their original water column height in the well prior to sampling with a hand bailer. The time interval between bailing or "developing" the wells and analytical sampling was less than about 3 hours. During completion of the hollow -stem auger borings, 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. 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 geotechnical laboratory testing, as necessary. Geoprobe Explorations We completed eight Geoprobe explorations at specific locations on the site selected based on their proximity to potential sources of environmental contamination based on research completed for the Phase I ESA. Geoprobe exploration locations are depicted on Figure 2, and subsurface exploration logs of the Geoprobe explorations are included in Appendix B. Geoprobe explorations are completed by driving a plastic -lined hollow probe tube with a hydraulic impact hammer. The explorations are advanced in 4-foot increments, and after each 4-foot driving interval the probe is removed from the exploration and the plastic sleeve containing a sample of the subsurface materials encountered during that driving interval is removed. The plastic liner is cut open to expose the soil sample, and laboratory -prepared sample containers are filled with soil for later analytical testing by a laboratory subcontracted to AESI. A soil sample is also collected for field screening using odor and Photoionization Detector (PID) methods. Any odors are noted on November 22, 2011 ASSOCIATED EARTH SCIENCES, INC. awcie!-KE10023sp4-Projecis12011o238WEwP Page 3 I 1 Tukwila Village Tubvila, Washington Phase II Environmental Site Assessment Geoprobe exploration logs included in Appendix B. Photoionization detector measurements are also included on the Geoprobe exploration logs. Ground water samples were collected for analytical testing from Geoprobe explorations that encountered ground water. The ground water sampling procedure consisted of installing a temporary well screen at the base of the completed exploration, and inserting a plastic tube extending from the screened interval to the ground surface. A peristaltic pump was used to draw water from the screened interval. The pump was typically run for approximately 15 minutes to clear the majority of the turbidity from the water flow, and ground water analytical samples were collected into laboratory -prepared sample containers after the development period. The tubing, temporary screen, and casing were then removed and the Geoprobe exploration locations were abandoned with bentonite seals in accordance with Washington State Department of Ecology (Ecology) guidelines. No permanent wells were installed in Geoprobe explorations. Ground Water Observation Wells by Others It should be noted that one additional well is present on -site, and had been installed by another consultant prior to our work on the project. A second well was installed by the same consultant in the Tukwila International Boulevard right-of-way immediately west of the project boundary. Research completed as part of the Phase I ESA indicates that these existing wells were installed by a consultant investigating a gasoline release from the existing gasoline station on the southwest corner of the intersection of Tukwila International Boulevard and South 144`" Street. The approximate locations of these two existing wells are depicted on Figure 2, and logs of the exploration borings/well completions are included in Appendix B. Ground Water Observation Wells by AESI Ground water observation well construction details for all wells installed by AESI at the site are summarized in the following table. November 22, 2011 ASSOCIATED EARTH SCIENCES, INC. BWGIld - KE100238B4- Projecta1201102381KEIWP Page 4 Tukwila Village Tubvila, Washington Phase 11 Environmental Site Assessment Monitoring Well ID Install Date Well Diameter Screened Interval (feet) Depth to Water 08/26/11 (feet) Ecology Well Tag No. Approximate Ground Water Elevation(') (feet) MW-5/EB-5 8/17/11 2" 20-10 5.5 BCA336 279.5 MW-6/EB-6 8/18/11 2" 20-10 5.5 BCA337 283.5 MW-7/EB-7 8/18/11 2" 20-10 11.5 BCA338 280.5 MW-8/EB-8 8/18/11 2" 20-10 8 BCA339 286 MW48/EB-18 8/19/11 2" 20-10 7 BCA340 281 MW-19/EB-1-9 8/19/11 2" 20-10 4 BCA341 280 Ground water elevations based on preliminary survey by Barghausen, determined by estimating well locations and extrapolation between contour lines. Monitoring wells consisted of 2-inch, inside -diameter, Schedule 40, flush -threaded polyvinyl chloride (PVC) pipe. A 10-foot section of 0.020-inch slotted screen was mated to a section of blank riser, which extended to the ground surface. The annular space between the well casing and the borehole wall was filled with ##10-20 silica sand extending approximately 2 feet above the screened interval. A hydrated bentonite seal was placed above this, and the wells were completed at the ground surface with lockable flush -mount monuments that were cemented in place. The monitoring wells were constructed in accordance with the Washington State Minimum Standards for Construction and Maintenance of Wells (WAC 173-160). Soil cuttings, ground water, and equipment cleaning water generated during the field activities were placed in Department of Transportation (DOT) -approved, 35- and 55-gallon steel drums, closed, and appropriately labeled with project -specific information and initial accumulation date. A total of one 55-gallon and two 35-gallon drums containing soil cuttings, ground water, and equipment cleaning water were generated during these field services and were left on -site for subsequent characterization and disposal. Disposal of drummed material was scheduled for November 2011, but had not been completed at the time this letter -report was delivered. Two soil samples were selected from each Geoprobe exploration for analytical testing. In general, soil samples selected for testing included the sample from each exploration obtained from closest to the ground water interface estimated at the time of exploration, and the deepest sample interval of each Geoprobe exploration. Soil samples were extracted by hand from the plastic Geoprobe sample sleeves using disposable gloves and laboratory -supplied single -use sampling instruments, and placed directly into laboratory -supplied glassware. One ground water sample was collected from each of the geotechnical observation wells with hand bailers using the previously described procedure. Ground water samples were also collected from each Geoprobe exploration using a temporary well screen and peristaltic pump as previously November 22, 2011 ASSOCIATED EARTH SCIENCES, INC. BWG/Id - KE100238B4 - Projects 1201102381KE1WP Page 5 Tubvila Village Tukwila, Washington Phase H Environmental Site Assessment described. Geoprobe exploration GP-4 did not encounter free water and therefore no water sample was collected at that location. All soil and ground water samples collected for chemical analysis were placed in appropriate sample containers supplied by the laboratory. Each container was labeled with the site name, date, time, exploration number, sample number, and sampling personnel. Sample containers were placed in a chilled cooler immediately after sampling, and subsequently transported to the analytical laboratory by AESI under strict chain -of -custody procedures. 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. Stratigraphy Fill Existing fill was encountered in all but two of our explorations for the entire project, including geotechnical explorations. At the exploration locations where fill was observed, the depth of existing fill ranged from approximately 3 to 13 feet. Existing fill was observed to consist of loose to medium dense granular sediments, with varying content of organic materials, litter, building 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 ranged from approximately 2.5 to 15.5 percent expressed as dry weight percentages. 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. November 22, 2011 ASSOCIATED EARTH SCIENCES, INC. DWG11d - KE100233D=1- Projects 1201102331KEIWP Page 6 Tukwila Village Tukwila, Washington Phase 11 Environmental Site Assessment Vashon Lodgement Till All but two of the exploration borings, one of the Geoprobe explorations, and three of the exploration pits 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. 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. Hydrology Ground water was encountered in 18 of our exploration borings, in 10 of our exploration pits, and in 7 of the Geoprobe explorations. 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. Observed ground water levels are depicted on the exploration logs attached with this letter -report. Ground water conditions should be expected to vary in response to changes in weather, season, on- and off -site land usage, and other factors. LABORATORY ANALYSIS RESULTS Soil and ground water samples were analyzed by Friedman & Bruya, Inc. in Seattle, Washington. Soil and ground water samples were analyzed for volatile total petroleum hydrocarbons (TPH) using Northwest Method NWTPH-Gx; semi -volatile diesel TPH using Northwest Method NWTPH-Dx, BTEX (benzene, toluene, ethylbenzene, and total xylenes) using EPA Method 8021, and Lead (Pb) using the U.S. Environmental Protection Agency (EPA) Method 200.8 for Total Metals in soil and Total Dissolved Metals in ground water. The soil and ground water results are summarized in Table 1, "Laboratory Analysis Results for Soil Samples," and Table 2, "Laboratory Analysis Results for Ground Water" attached to this letter -report. CONCLUSIONS Phase II ESA soil and ground water sampling was conducted in an attempt to determine if previous UST removals on -site or known fuel releases on adjacent properties have resulted in fuel November 22, 2011 ASSOCIATED EARTH SCIENCES, INC. MGM - KE100238B4 - Projecis120110238IKEMP Page 7 Tukwila Village Tlibvila, Washington Phase 11 Environmental Site Assessment contamination of soil or ground water below the site. Sixteen soil samples selected from eight Geoprobe explorations were selected for analytical testing. Ground water was sampled for analytical testing in 13 monitoring wells and Geoprobe explorations. The observed depth to ground water ranged from approximately 4 to 11 feet below ground surface (bgs). The analytical reports for tested soil and ground water samples indicate that no gasoline -range hydrocarbons, benzene, toluene, ethylbenzene, and xylenes were detected. Analytical reports for some of the ground water samples indicate that oil -range hydrocarbons were encountered, however footnotes on the analytical reports and discussions with the analytical laboratory chemist suggest that the positive results were likely the result of biogenic organic materials (topsoil and similar materials) in the existing fill, and that the laboratory signatures of the positive results do not match the signatures that would be expected if petroleum contamination was responsible for the positive results. The sole exception to this pattern was the soil sample collected from Geoprobe exploration GP-7 at a depth of 4 to 8 feet. This sample contained 540 parts per million (ppm) of oil -range hydrocarbons, which in the opinion of the analytical chemist, was a result of oil contamination and not organic materials. This sample was below the Ecology Model Toxics Control Act (MTCA) Method A cleanup level for oil -range hydrocarbons in soil. Each of the analyzed soil samples contained detectable concentrations of lead. Lead is a naturally occurring element that is expected to be present at background levels. According to Ecology Publication 94-115, Natural Background Soil Metals Concentrations in Washington, the 90`h percentile background lead concentration for soils in the Puget Sound area is 24 ppm. Only one sample, GP-5 at 4 to 8 feet, exceeded this value. In our opinion, this single detection of lead at a concentration above typical background levels does not appear to be indicative of a gasoline release due to the absence of detected gasoline and BTEX components. Furthermore, this single detection of lead above normal background levels is below the MTCA Method A cleanup level for lead in soils of 250 ppm, and does not appear to warrant further investigation based on currently available information. LIMITATIONS AND EXCEPTIONS Subsurface explorations cannot eliminate all uncertainty regarding the current extent of chemical contamination or the potential for future migration to soil or ground water. Given budget and time limitations, sampling is limited to a finite number of discrete locations and chemical analysis is limited to chemical constituents typically associated with the known environmental conditions. It is possible that higher chemical concentrations may be found in locations where sampling was not conducted and chemical constituents may be present that were not included in the analysis. November 22, 2011 ASSOCIATED EARTH SCIENCES, INC. BWGIId - KE100233B4 - Projecr0201102381KEIWP Page 8 Tuh-vila Village Tubvila, Washington Phase II Environmental Site Assessment Judgments leading to the enclosed general conclusions are based on a reasonable amount of sampling and analysis and reflect site conditions as they existed at the time of our assessment. Other information on the subject property or adjacent surrounding properties may exist, and more extensive studies may reduce the uncertainties associated with this assessment. CLOSURE This letter -report was prepared for the exclusive use of Tukwila Village Development Associates, LLC and their agents for specific application to the subject site. AESI personnel performed this assessment in accordance with generally accepted standards of care that existed in the State of Washington at the time of this study. Our findings and conclusions have been prepared in accordance with generally accepted professional practice in the area at this time. We make no other warranty, either express or implied. We appreciate this opportunity to provide these services. Please do not hesitate to call if you have any questions. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Brice W. Guenzler, L.E.G. Project Geologist Jon N� Sonderglard, L.G., L.E.G. Attachments: Table 1: Laboratory Analysis Results for Soil Samples Table 2: Laboratory Analysis Results for Ground Water Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix A: Laboratory Analytical Reports and Sample Chain -of -Custody Forms Appendix B: Exploration Logs November 22, 2011 ASSOCIATED EARTH SCIENCES, INC. BWG11d - KE100233B4 - Projecta1201102331KEMP Page 9 Table 1 Laboratory Analysis Results for Soil Samples Sample Location Sample Depth ft bgs Diesel -Range Hydrocarbons (ppm) Motor Oil -Range Hydrocarbons (ppm) Lead (ppm)(-' Gasoline - Range Hydrocarbons (ppm) Benzene (ppm) Toluene (ppm) Ethylbenzene (ppm) Xylenes (ppm) GP-1 4-8 <50 < 250 10.0 < 2 < 0.02 < 0.02 < 0.02 < 0.06 GP-1 8-12 <50 <250 1.65 <2 <0.02 <0.02 <0.02 <0.06 GP-2 4-8 <50 < 250 1.29 < 2 < 0.02 < 0.02 <0.02 -<0.06 GP-2 8-12 <50 < 250 1.91 < 2 <0.02 < 0.02 <0.02 < 0.06 GP-3 4-8 <50 < 250 5.29 < 2 < 0.02 <0.02 <0.02 < 0.06 GP-3 12-16 <50 < 250 1.92 < 2 <0.02 < 0.02 < 0.02 < 0.06 GP-4 4-8 <50 < 250 7.22 < 2 < 0.02 < 0.02 <0.02 < 0.06 GP-4 12-16 <50 <250 1.92 <2 <0.02 <0.02 <0.02 <0.06 GP-5 4-8 < 50 < 250 45.81" < 2 <0.02 < 0.02 <0.02 < 0.06 GP-5 12-16 <50 < 250 1.75 < 2 < 0.02 < 0.02 <0.02 < 0.06 GP-6 4-8 <50 < 250 18.3 < 2 <0.02 < 0.02 <0.02 < 0.06 GP-6 12-16 <50 < 250 1.45 < 2 <0.02 < 0.02 <0.02 < 0.06 GP-7 4-8 <50 54011 19.3 < 2 <0.02 < 0.02 <0.02 < 0.06 GP-7 12-16 <50 < 250 5.55 < 2 < 0.02 <0.02 <0.02 < 0.06 GP-8 4-8 <50 <250 2.34 <2 <0.02 <0.02 <0.02 <0.06 GP-8 1 12-16 <50 < 250 1.87 < 2 <0.02 <0.02 < 0.02 < 0.06 MTCA Method A Cleanup Levels 2,000 2,000 250 100 0.03 7 6 9 Notes: Results above detection limits in bold. (1 Chemist reports the sample chromatographic pattern does not resemble the fuel standard used for quantitation. 1-' Results considered to be within normal background levels and not necessarily an indication of gasoline contamination, particularly in the absence of detected gasoline and BTEX components. See discussion in the "Conclusions" section of the body of this letter -report. ft bgs = feet below ground surface. ppm = parts per million. BWG/Id KEI10238B4 Projdcts\20110238\KE\ W P Table 2 Laboratory Analysis Results for Ground Water Motor Gasoline - Diesel -Range Oil -Range Range Sample Hydrocarbons Hydrocarbons Lead Hydrocarbons Benzene Toluene Ethylbenzene Xylenes Sample ID Location (ppb) (ppb) (ppb) (ppb) (ppb) (ppb) (ppb) (ppb) MW-5 MW-5 <50 <250 < 1 < 100 < 1 < 1 < 1 <3 MW-6 MW-6 <50 <250 < 1 < 100 < 1 < 1 < 1 <3 MW-7 MW-7 <50 <250 < 1 < 100 < 1 < 1 < 1 <3 MW-8 MW-8 511" 260 < 1 < 100 < 1 < 1 < 1 <3 MW-18 MW-18 <50 <250 <1 <100 <1 <1 <1 <3 MW-19 MW-19 <50 310°' <1 <100 <1 <1 <1 <3 GP-1 GP-1 <50 < 250 < 1 < 100 < 1 < 1 < 1 < 3 10/13/11 GP-2 GP-2 <50 < 250 < 1 < 100 < 1 < 1 < 1 < 3 10/13/11 GP-3 GP-3 <50 < 250 < 1 < 100 < 1 < 1 < 1 < 3 10/13/11 GP-5 GP-5 1201" < 250 < 1 < 100 < 1 < 1 < 1 <3 10/13/11 GP-6 GP-6 <50 < 250 < 1 < 100 < 1 < 1 < 1 <3 10/13/11 GP-7 GP-7 1201" < 250 < 1 < 100 < 1 < 1 < 1 <3 10/13/11 GP-8 GP-8 150t" < 250 < 1 < 100 < 1 < 1 < 1 <3 10/13/11 MTCA Method A 500 500 15 800 5 1,000 700 1,000 Cleanup Levels Notes: Results above detection limits in bold. t" Chemist reports the sample chromatographic pattern does not resemble the fuel standard used for quantitation. ppb = parts per billion. BWG/Id KE110238B4 Projects\20110238\KE\ W P `'`�..� > _} •�� i ,1,�+t; 't�'°+w.�+.r_,..._.. "�,.'ra„ d4ii�? •0j} y �^ V�, ls. { L I Y !k"""^ i ift il14A i w„� ? :� "•, � , �y � � Eartingtnri '�`�� �� t � ';i4r't` '' !,• ' Parks ✓ �_ .� 47 �,.�. , � Pat �,� `" t'? � 3 . `: ' •wrt � +". � t � ; � .�.,�,� , ..,, 4-'-`',� f s j tHlhii 75 ,pj � ? r 3 44 NN ?' i �'� , •- it i t _ / 'S✓ �`�}i�• i h((i� �r� ri ` f \� � � f � , r ° t it .. ��/ .,_,..r•a ' i \ —f- ° rt�antey: .•t:_ 1�,`s© J �; raj is�� ,y ti �, 3 "''"tF �til9h I -ION Iwo Sch _4 ` \l �r I_ �� �w ( ! t 1 � ,�i► d � F�t,AeNut t �, rtl � '�' t �. \�:�rs� � � .. �Y ,i !DN r r SITE; o vCrttC►n is $ f3 � � a � �; � �� r ` �S'',1\� AEA j •}.�rTy , � !I.-lit � tF 1 � j # r ".Ri Thaw lia mpm In 4 l'`� _ t _""'J,� 'SOuthcomet •! ,% f ; l ` It a''r lit y hA011 ,wl � a,% = fj /y air 49 IAll I's li a l IN ' �.. ■ a 1 S 17115irm s fIr 1 t i _ , _ t 0 1000 2000 REFERENCE: USGS TOPO± FEET Associated Earth Sciences, Inc. VICINITY MAP FIGURE 1 11/11 TUKWILAWILA VILLAGE O , WASH NGTON PROD. NO. KE1E0238B Hr % ice / % F r /rGi i/ = j0, /// y ' FORMER SHELL, /a/i % '%� STATION `14120 TUKWILA". i i iYAiATigNA6 ,V s, L �e /" ESiOENTiAL �/ -al 1/006 all 0 ROSE -GE1 y /y BC?�N 1PFROXI3VIAT LOCATION - %a LOCATION OF' {- ,., TYP ;GP-S oP7 , fi'RCarS RTY UP- i . OF FORMER / 7-ELEVEN GP-5 COUNTRY a r, EP•.,� VITTLES RESTAURANT /FP-7(Mw-7 ONSITE A , OIL -'CLEANUP ' EP-2 A.RE�+- c 't TYP ter„ / LF 'In EPA RESIDENTL BARTELL'S 1 RETAIL SHOPPSNG CENTERF 7x" ��/ y Mll CAR W" ',.FORMER EP HOMESNTiAL �,;,14239 "-® EP-b // r // /�/ RE DENCE EP-14"' / FORMER RESIDENTIAL HOMES?uONITELL OING JACK iN FORMER / / / : // /i THE BOX MOTES EP15 - j je/i //5/// FOSTER LIBRARY //i / o / APPROXIMATE,, ® 9 � �i� B-25110W-10 r r/O a LOCATION OF /r r- /may i� .<; // / / 'SIT, / ..o" /j/i�„� �i� , /, �NEJ, LSSHOP y E61SIMW-18 ,r '/� ? �„ r, / 9 VACANT ''-' RE3iD y/i /� y s s FORMER 1 RESTAURANT HOfiA, EXISTIl�i / EXXON - _ ,. ", /i,/ STPUT FACILITY r,Cs6>Lr3 .,, � l /T�iP r � ' 8 29AM-128 GP-1 ., r= FORMER STORAGE / %% ro, 'RESIDENCE �f/ ® EPnIG 'law-is -is ol j , STORAGE /i//- tir. (STEEL) .. STORAGE HCYTEL / W'iLLTI•FA MiLY ,/ 'l/��'r//// , j, '//�j/ / 3 i , . /i:✓ V o a .cc REFERENCE. KING COUNTY. USGS Associated Earth Sciences, Inc. SITE AND EXPLORATION '"aPLAN �FWILti VILLAGE GE PHASE 11 ESA 1",�,wy, o � (W,1VILA. VVASF.INGTGN V C 1. Laboratory Analytical Reports and Sample Chain -of -Custody Forms FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS James E. Bruya, Ph.D. Charlene Morrow, M.S. Yelena Aravkina, M.S. Bradley T. Benson, B.S. Kurt Johnson, B.S. October 4, 2011 Bruce Guenzler, Project Manager Associated Earth Sciences, Inc. 911 5th Avenue, Suite 100 Kirkland, WA 98033 Dear Mr. Guenzler: 3012 16th Avenue West Seattle, WA 98119-2029 TEL: (206) 285-8282 FAX: (206) 283-5044 e-mail: fbi@isomedia.com Included are the results from the testing of material submitted on September 16, 2011 from the KE 110237A Tukwila Village, F&BI 109232 project. There are 12 pages included in this report. Any samples that may remain are currently scheduled for disposal in 30 days. If you would like us to return your samples or arrange for long term storage at our offices, please contact us as soon as possible. We appreciate this opportunity to be of service to you and hope you will call if you have any questions. Sincerely, FRIEDMAN & BRUYA, INC. Michael Erdahl Project Manager Enclosures AE11004R.DOC FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS CASE NARRATIVE This case narrative encompasses samples received on September 16, 2011 by Friedman & Bruya, Inc. from the Associated Earth Sciences KE 110237A Tukwila Village, F&BI 109232 project. Samples were logged in under the laboratory ID's listed below. Laboratory ID 109232-01 109232-02 109232-03 109232-04 109232-05 109232-06 Associated Earth Sciences MW-5 MW-6 MW-7 MW-8 MW-18 MW-19 All quality control requirements were acceptable. FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/04/11 Date Received: 09/16/11 Project: KE 110237A Tukwila Village, F&BI 109232 Date Extracted: 09/19/11 Date Analyzed: 09/30/11 RESULTS FROM THE ANALYSIS OF WATER SAMPLES FOR TOTAL PETROLEUM HYDROCARBONS AS DIESEL AND MOTOR OIL USING METHOD NWTPH-Dx Sample Extracts Passed Through a Silica Gel Column Prior to Analysis Results Reported as ug/L (ppb) Surrogate Sample ID Diesel Range Motor Oil Range (% Recoverv) Laboratory ID (CIO-C25) (C25-C36) (Limit 51-134) MW-5 <50 <250 71 109232-01 MW-6 <50 <250 80 109232-02 MW-7 <50 <250 85 109232-03 MW-8. 51 x 260 86 109232-04 MW-18 <50 <250 78 109232-05 MW-19 <50 310 x 70 109232-06 Method Blank <50 <250 88 01-1722 MB FRIEDMAN & BRUYA, INC. ENVIRONMENTAL, CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: - MW-5 Client: Date Received: 09/16/11 Project: Date Extracted: 09/16/11 Lab ID: Date Analyzed: 09/20/11 Data File: Matrix: Water Instrument: Units: ug/L (ppb) Operator: Lower Internal Standard: % Recovery: Limit: Holmium 106 60 Concentration Analyte: ug/L (ppb) Lead <1 Associated Earth Sciences KE 110237A Tukwila Village, F&BI 109232 109232-01 109232-01.028 ICPMSI AP Upper Limit: 125 3 1 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL, CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: MW-6 Client: Date Received: 09/16/11 Project: Date Extracted: 09/16/11 Lab ID: Date Analyzed: 09/20/11 Data File: Matrix;: Water Instrument: Units: ug/L (ppb) Operator: Lower Internal Standard: % Recovery: Limit: Holmium 107 60 Concentration Analyte: ug/L (ppb) Lead <1 Associated Earth Sciences IM 110237A Tukwila Village, F&BI 109232 109232-02 109232-02.029 ICPMS 1 AP Upper Limit: 125 11 FRIEDMAN & BRIJYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: MW-7 Client: Associated Earth Sciences Date Received: 09/16/11 Project: I E 110237A Tul-wila Village, F&BI 109232 Date Extracted: 09/16/11 Lab ID: 109232-03 Date Analyzed: 09/20/11 Data File: 109232-03.030 Matrix: Water Instrument: ICPMSI Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 100 60 125 Concentration Analyte: ug/L (ppb) Lead <1 5 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: MW-8 Client: Associated Earth Sciences Date Received: 09/16/11 Project: ICE 110237A Tukwila Village, F&BI 109232 Date Extracted: 09/16/11 Lab ID: 109232-04 Date Analyzed: 09/20/11 Data File: 109232-04.031 Matrix: Water Instrument: ICPMS I Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 106 60 125 Concentration Analyte: ug/L (ppb) Lead <1 C. FRIEDMAN & BR.UYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: MW-18 Client: Associated Earth Sciences Date Received: 09/16/11 Project: I E 110237A Tukwila Village, F&BI 109232 Date Extracted: 09/16/11 Lab ID: 109232-05 Date Analyzed: 09/20/11 Data File: 109232-05.024 Matrix: Water Instrument: ICPMS I Units: ug/L, (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 107 60 125 Concentration Analyte: ug/L (ppb) Lead <1 VA FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: MW-19 Client: Associated Earth Sciences Date Received: 09/16/11 Project: I E 110237A Tukwila Village, F&BI 109232 Date Extracted: 09/16/11 Lab ID: 109232-06 Date Analyzed: 09/20/11 Data File: 109232-06.032 Matrix: Water Instrument: ICPMS 1 Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 105 60 125 Concentration Analyte: ug/L (ppb) Lead <1 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: Method Blank Client: Associated Earth Sciences Date Received: NA Project: KE 110237A Tukwila Village, F&BI 109232 Date Extracted: 09/16/11 Lab ID: I1-651 mb Date Analyzed: 09/20/11 Data File: I1-651 mb.022 Matrix: Water Instrument: I CPMS 1 Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 104 60 125 Concentration Analyte: ug/L (ppb) Lead <1 0 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL. CHEMISTS Date of Report: 10/04/11 Date Received: 09/16/11 Project: KE 110237A Tukwila Village, F&BI 109232 QUALITY ASSURANCE RESULTS FOR THE ANALYSIS OF WATER SAMPLES FOR TOTAL PETROLEUM HYDROCARBONS AS DIESEL EXTENDED USING METHOD NWTPH-Dx Laboratory Code: Laboratory Control Sample Silica Gel Percent Percent Reporting Spike Recovery Recovery Acceptance RPD Analyte Units Level LCS LCSD Criteria (Limit 20) Diesel Extended ug/L (ppb) 2,500 91 99 63-142 8 10 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/04/11 Date Received: 09/16/11 Project: KE 110237A Tukwila Village, F&BI 109232 (QUALITY ASSURANCE RESULTS FOR THE ANALYSIS OF WATER SAMPLES FOR DISSOLVED METALS USING EPA METHOD 200.8 Laboratory Code: 109232-05 (Matrix Spike) Percent Percent Reporting Spike Sample Recovery Recovery Acceptance RPD Analyte Units Level Result MS MSD Criteria (Limit 20) Lead ug/L. (ppb) 10 <1 102 106 76-125 4 Laboratory Code: Laboratory Control Sample Percent Reporting Spike Recovery Acceptance Analyte Units Level LCS Criteria Lead ug/L (ppb) 10 101 67-135 11 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Data Qualifiers & Definitions a - The analyte was detected at a level less than five times the reporting limit. The RPD results may not provide reliable information on the variability of the analysis. Al — More than one compound of similar molecule structure was identified with equal probability. b - The analyte was spiked at a level that was less than five times that present in the sample. Matrix spike recoveries may not be meaningful. ca - The calibration results for this range fell outside of acceptance criteria. The value reported is an estimate. c - The presence of the analyte indicated may be due to carryover from previous sample injections. d - The sample was diluted. Detection limits may be raised due to dilution. ds - The sample was diluted. Detection limits are raised due to dilution and surrogate recoveries may not be meaningful. dv - Insufficient sample was available to achieve normal reporting limits and limits are raised accordingly. fb - Analyte present in the blank and the sample. fc — The compound is a common laboratory and field contaminant. hr - The sample and duplicate were reextracted and reanalyzed. RPD results were still outside of control limits. The variability is attributed to sample inhomogeneity. lit - Analysis performed outside the method or client -specified holding time requirement. ip - Recovery fell outside of normal control limits. Compounds in the sample matrix interfered with the quantitation of the analyte. j — The result is below normal reporting limits. The value reported is an estimate. J - The internal standard associated with the analyte is out of control limits. The reported concentration is an estimate. jl - The analyte result in the laboratory control sample is out of control limits. The reported concentration should be considered an estimate. r - The rpd result in laboratory control sample associated with the analyte is out of control limits. he reported concentration should be considered an estimate. js - The surrogate associated with the analyte is out of control limits. The reported concentration should be considered an estimate. lc - The presence of the compound indicated is likely due to laboratory contamination. L - The reported concentration was generated from a library search. nm - The analyte was not detected in one or more of the duplicate analyses. Therefore, calculation of the RPD is not applicable. pc — The sample was received in a container not approved by the method. The value reported should be considered an estimate. pr — The sample was received with incorrect preservation. The value reported should be considered an estimate. ve - Estimated concentration calculated for an analyte response above the valid instrument calibration range. A dilution is required to obtain an accurate quantification of the analyte. vo - The value reported fell outside the control limits established for this analyte. x - The sample chromatographic pattern does not resemble the fuel standard used for quantitation. 12 0 SAMPLE CHAIN OF CUSTODY M F d 9 I� 6 // Send Report To Company Address �ll u is�� /OD City, State, ZIP %%i/11�we-/VV/D /16-� yMV 3 3 ` Phone # Fax 4 �25 CrZ7 SS��'t SAMPLERS (signature S-01—L— PROJECT NAME/NO. PO # I-f--5- //02374- ,yEtrv237A REMARKS tAr,f S>f� / C!Ny S�� vED r'dcs� l uRi��E E sFD i,13. 8 j /V � ) /� Page# C of-� TURNAROUND TIME O'Standard (2 Weeks) ❑ RUSH Rush charges authorized by: SAMPLE DISPOSAL R-Dispose after 30 days u Return samples n Will call with instructions ANALYSES REQUESTED Date �i MEomm�mmoommommomms Elmo=� Friedman & Bruya, Inc. 3012 16th Avenue West Seattle, WA 98119-2029 Ph. (206) 285-8282 Fax (206) 283-5044 FORMS\COC\COC.DOC E'4 stet. SIGNATURE PRINT NAME COMPANY DATE TIME Relinquished by: ae r /0 // Received by: Relinquished by: Received by: Samples receive at "C FREEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS James E. Bruya, Ph.D. Charlene Morrow, M.S. Yelena Aravkina, M.S. Bradley T. Benson, B.S. Kurt Johnson, B.S. October 4, 2011 Bruce Guenzler, Project Manager Associated Earth Sciences, Inc. 911 5th Avenue, Suite 100 Kirkland, WA. 98033 Dear Mr. Guenzler: 3012 16th Avenue West Seattle, WA 98119-2029 TEL: (206) 285-8282 FAX: (206) 283-5044 e-mail: fbi@isomedia.com Included are the results from the testing of material submitted on September 30, 2011 from the Tukwila Village KE110238A, F&BI 109444 project. There are 4 pages included in this report. Any samples that may remain are currently scheduled for disposal in 30 days. If you would like us to return your samples or arrange for long term storage at our offices, please contact us as soon as possible. We appreciate this opportunity to be of service to you and hope you will call if you have any questions. Sincerely, FRIEDMAN & BRUYA, INC. -A �- I C� Michael Erdahl Project Manager Enclosures AR 11004R.DOC FREEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS CASE NARRATIVE This case narrative encompasses samples received on September 30, 2011 by Friedman & Bruya, Inc. from the Associated Earth Sciences Tukwila Village KE110238A, F&BI 109444 project. Samples were logged in under the laboratory ID's listed below. Laboratory ID 109444- 01 109444-02 109444-03 109444-04 109444-05 109444-06 Associated Earth Sciences MW-5 MW-6 MW-7 MW-8 MW-18 MW-19 All quality control requirements were acceptable. 1 FREEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/04/11 Date Received: 09/30/11 Project: Tukwila Village KEI10238A, F&BI 109444 Date Extracted: 09/30/11 Date Analyzed: 09/30/11 RESULTS FROM THE ANALYSIS OF WATER SAMPLES FOR BENZENE, TOLUENE, ETHYLBENZENE, XYLENES AND TPH AS GASOLINE USING EPA METHOD 8021B AND NWTPH-Gx Results Reported as ug/L (ppb) Ethyl Total Gasoline Surrogate Sample ID Benzene Toluene Benzene Xylenes Ranee (% Recovery) Laboratory ID (Limit 50-150) MW-5 <1 <1 <1 <3 <100 99 109444-01 MW-6 <1 <1 <1 <3 <100 98 109444-02 MW-7 <1 <1 <1 <3 <100 98 109444-03 MW-8 <1 <1 <1 <3 <100 98 109444-04 MW-18 <1 <1 <1 <3 <100 97 109444-05 MW-19 <1 <1 <1 <3 <100 97 109444-06 Method Blank <1 <1 <1 <3 <100 96 0 1- 1790 MB K FREEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/04/11 Date Received: 09/30/11 Project: Tukwila Village KE110238A, F&BI 109444 QUALITY ASSURANCE RESULTS FOR THE ANALYSIS OF WATER SAMPLES FOR BENZENE, TOLUENE, ETHYLBENZENE, XYLENES, AND TPH AS GASOLINE USING EPA METHOD 8021B AND NWTPH-Gx Laboratory Code: 109444-01 (Duplicate) Relative Percent Reporting Sample Duplicate Difference Analyte Units Result Result (Limit 20) Benzene ug/L (ppb) <1 <1 nm Toluene ug/L (ppb) <1 <1 nm Ethylbenzene ug/L (ppb) <1 <1 nm Xylenes ug/L (ppb) <3 <3 nm Gasoline ug/L (ppb) <100 <100 nm Laboratory Code: Laboratory Control Sample Percent Reporting Spike Recover Acceptance Analyte Units Level y LCS Criteria Benzene ug/L (ppb) 50 98 72-119 Toluene ug/L (ppb) 50 94 71-113 Ethylbenzene ug/L (ppb) 50 97 72-114 Xylenes ug/L (ppb) 150 93 72-113 Gasoline ug/L (ppb) 1,000 97 70-119 3 FREEDMAN & BRUYA, INC. ENVIRONMENTAL, CHEMISTS Data Qualifiers & Definitions a - The analyte was detected at a level less than five times the reporting limit. The RPD results may not provide reliable information on the variability of the analysis. A1— More than one compound of similar molecule structure was identified with equal probability. b - The analyte was spiked at a level that was less than five times that present in the sample. Matrix spike recoveries may not be meaningful. ca - The calibration results for this range fell outside of acceptance criteria. The value reported is an estimate. c - The presence of the analyte indicated may be due to carryover from previous sample injections. d - The sample was diluted. Detection limits may be raised due to dilution. ds - The sample was diluted. Detection limits are raised due to dilution and surrogate recoveries may not be meaningful. dv - Insufficient sample was available to achieve normal reporting limits and limits are raised accordingly. fb - Analyte present in the blank and the sample. fc — The compound is a common laboratory and field contaminant. hr - The sample and duplicate were reextracted and reanalyzed. RPD results were still outside of control limits. The variability is attributed to sample inhomogeneity. ht - Analysis performed outside the method or client -specified holding time requirement. ip - Recovery fell outside of normal. control limits. Compounds in the sample matrix interfered with the quantitation of the analyte. j — The result is below normal reporting limits. The value reported is an estimate. J - The internal standard associated with the analyte is out of control limits. The reported concentration is an estimate. jl - The analyte result in. the laboratory control sample is out of control limits. The reported concentration should be considered an estimate. i - The rpd result in laboratory control sample associated with the analyte is out of control limits. he reported concentration should be considered an estimate. js - The surrogate associated with the analyte is out of control limits. The reported concentration should be considered an estimate. lc - The presence of the compound indicated is likely due to laboratory contamination. L - The reported concentration was generated from a library search. nm - The analyte was not detected in one or more of the duplicate analyses. Therefore, calculation of the RPD is not applicable. tc — The sample was received in a container not approved by the method. The value reported should e considered an estimate. pr — The sample was received with incorrect preservation. The value reported should be considered an estimate. ve - Estimated concentration calculated for an analyte response above the valid instrument calibration range. A dilution is required to obtain an accurate quantification of the analyte. vo - The value reported fell outside the control limits established for this analyte. x - The sample chromatographic pattern does not resemble the fuel standard used for quantitation. 11 I 0 C1111a SAMPLE CAN OF CUSTODY Send Reuort o f Company Address City, State, ZIP_//_.t/� Phone # VZ5--&Z% TIP Fax # 7 AZ? SAMPLERS (simn.ature) PROJECT NAME/NO: REMARKS rOA 14 C: &//310111 V3 TPage # _I of TURNAROUND TIME PO # 0 Standard (2 Weeks) 0 RUSH Rush charges authorized by: fa,742A SAMPLE DISPOSAL $-Dispose after 30 days 0 Return samples ❑ Will call with instructions ANALYSES RE UESTED m a� o cl, oCO ) 00 Sample ID Lab ID Date Sampled Time Sampled Sample Type # of containers �~ � 00 w x Notes F E- > �j 9 CA � �t?A- _ZZ X -6 4-c Ir Db Oq /I _ C co 5 bC S Friedman & Bruya, Inc. 3012 16th Avenue West Seattle, WA 98119-202914 Ph. (206) 285-8282 Fa7x,(p(206) 283-5044 1'V11. S\CO-.LVI, 14. SIGNATURE PRINT NAME COMPANY DATE TIME 6E.h.dby: Low �dtG ZLC'�L J( Received by: Relinquished by: Receiv A I FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS James E. Bruya, P11.1). Charlene Morrow, M.S. Yelena Aravlcina, M.S. Bradley T. Benson, B.S. Kurt Johnson, B.S. October 21, 2011 Bruce Guenzler, Project Manager Associated Earth Sciences, Inc. 911 5th Avenue, Suite 100 Kirkland, WA 98033 Dear Mr. Guenzler: 3012 16th Avenue West Seattle, WA 981 19-2029 TEL: (206) 285-8282 FAX: (206) 283-5044 e-mail: fbi@isomedia.com Included are the results from the testing of material submitted on October 13, 2011 from the Tukwila Village/KE 1 10238A, F&BI 110182 project. There are 39 pages included in this report. Any samples that may remain are currently scheduled for disposal in 30 days. If you would like us to return your samples or arrange for long term storage at our offices, please contact us as soon as possible. We appreciate this opportunity to be of service to you and hope you will call if you have any questions. Sincerely, FRIEDMAN & BRINA, INC. Michael Erdahl Project Manager Enclosures . 11021R-DOC FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS CASE NARRATIVE This case narrative encompasses samples received on October 13, 2011 by Friedman & Bruya, Inc. from the Associated Earth Sciences Tukwila Village/YE 110238A, F&BI 110182 project. Samples were logged in under the laboratory ID's listed below. Laboratory ID Associated Earth Sciences 110182-01 GP-1 4-8' 110182-02 GP-1 8-12' 110182-03 GP-2 4-8' 110182-04 GP-2 8-12' 110182-05 GP-3 4-8' 110182-06 GP-3 12-16' 110182-07 GP-4 4-8' 110182-08 GP-4 12-16' 110182-09 GP-5 4-8' 110182-10 GP-5 12-16' 110182-11 GP-6 4-8' 110182-12 GP-6 12-16' 110182-13 GP-7 4-8' 110182-14 GP-7 12-16' 110182-15 GP-8 4-8' 110182-16 GP-8-12-16' 110182-17 GP-1 10/13/11 110182-18 GP-2 10/13/11 110182-19 GP-3 10/13/11 110182-20 GP-5 10/13/11 110182-21 GP-6 10/13/11 110182-22 GP-7 10/13/11 110182-23 GP-8 10/13/11 All quality control requirements were acceptable. 1 i FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/PE110238A, F&BI 110182 Date Extracted: 10/17/11 Date Analyzed: 10/17/11 RESULTS FROM THE ANALYSIS OF WATER SAMPLES FOR BENZENE, TOLUENE, ETHYLBENZENE, XYLENES AND TPH AS GASOLINE USING EPA METHOD 8021B AND NWTPH-Gx Results Reported as ug/L (ppb) Ethyl. Total Gasoline Surrogate Sample ID Benzene Toluene Benzene Xylenes Range (% Recovery) Laboratory ID (Limit 52-124) GP-110/13/11 <1 <1 <1 <3 <100 107 110182-17 GP-210/13/11 <1 <1 <1 <3 <100 106 1.10182-18 GP-310/13/11 <1 <1 <1 <3 <100 106 110182-19 GP-510/13/11 <1 <1 <1 <3 <100 106 110182-20 GP-610/13/11 <1 <1 <1 <3 <100 106 110182-21 GP-710/13/11 <1 <1 <1 <3 <100 107 110182-22 GP-810/13/11 <1 <1 <1 <3 <100 105 110182.23 Method Blank <1 <1 <1 <3 <100 111 0 1- 1893 MB 2 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/14/11 Date Analyzed: 10/14/11 and 10/15/11 RESULTS FROM THE ANALYSIS OF SOIL, SAMPLES FOR BENZENE, TOLUENE, ETHYLBENZENE, XYLENES AND TPH AS GASOLINE USING EPA METHOD 8021B AND NWTPH-Gx Results Reported on a Dry Weight Basis Results Reported as mg/kg (ppm) Ethyl Total Gasoline Surrogate Sample ID Benzene Toluene Benzene Xvlenes Range (% Recovery) Laboratory ID (Limit 50-150) GP-14-8' <0.02 <0.02 <0.02 <0.06 <2 102 110182-01 GP-1 8-12' <0.02 <0.02 <0.02 <0.06 <2 103 110182-02 GP-2 4-8' <0.02 <0.02 <0.02 <0.06 <2 102 110182-03 GP-2 8-12' <0.02 <0.02 <0.02 <0.06 <2 102 110182-04 GP-3 4-8' <0.02 <0.02 <0.02 <0.06 <2 104 110182.05 GP-3 12-16' <0.02 <0.02 <0.02 <0.06 <2 104 11018'2-06 GP-4 4-8' <0.02 <0.02 <0.02 <0.06 <2 102 110182-07 GP-4 12-16' <0.02 <0.02 <0.02 <0.06 <2 101 110182-08 GP-5 4-8' <0.02 <0.02 <0.02 <0.06 <2 101 110182-09 GP-512-16' <0.02 <0.02 <0.02 <0.06 <2 104 1101.82.1.0 GP-6 4-8' <0.02 <0.02 <0.02 <0.06 <2 104 110182.11 3 • FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/14/11 Date Analyzed: 10/14/11 and 10/15/11 RESULTS FROM THE ANALYSIS OF SOIL SAMPLES FOR BENZENE, TOLUENE, ETHYLBENZENE, XYLENES AND TPH AS GASOLINE USING EPA METHOD 8021B AND NWTPH-Gx Results Reported on a Dry Weight Basis Results Reported as mg/kg (ppm) Ethyl Total Gasoline Surrogate Sample ID Benzene Toluene Benzene Xvlenes Range (% Recovery) Laboratory ID (Limit 50-150) GP-612-16' <0.02 <0.02 <0.02 <0.06 <2 102 110182-12 GP-7 4-8' <0.02 <0.02 <0.02 <0.06 <2 102 110182.13 GP-712-16' <0.02 <0.02 <0.02 <0.06 <2 103 110182-14 GP-8 4-8' <0.02 <0.02 <0.02 <0.06 <2 102 110182.15 GP-8-12-16' <0.02 <0.02 <0.02 <0.06 <2 105 11,0182-16 Method Blank <0.02 <0.02 <0.02 <0.06 <2 105 0 1- 1886 MB 4 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/ICE 110238A, F&BI 110182 Date Extracted: 10/14/11 Date Analyzed: 10/14/11 and 10/15/11 RESULTS FROM THE ANALYSIS OF SOIL SAMPLES FOR TOTAL PETROLEUM HYDROCARBONS AS DIESEL AND MOTOR OIL USING METHOD NWTPH-Dx Results Reported on a Dry Weight Basis Results Reported as mg/kg (ppm) Surrogate Sample ID Diesel Range Motor Oil Range (% Recovery) Laboratory ID (C10-C25) (C25-C36) (Limit 53-144) GP-1 4-8' <50 <250 108 110182.01 GP-1 8-12' <50 <250 105 110182-02 GP-2 4-8' <50 <250 103 110182-03 GP-2 8-12' <50 <250 102 110182.04 GP-3 4-8' <50 <250 101 110182-05 GP-3 12-16' <50 <250 100 110182-06 GP-4 4-8' <50 <250 99 1101.82-07 GP-4 12-16' <50 <250 105 110182-08 GP-5 4-8' <50 <250 104 110182.09 GP-5 12-16' <50 <250 106 110182-10 GP-6 4-8' <50 <250 103 110182-11 5 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/KE 110238A, F&BI 110182 Date Extracted.: 10/14/11 Date Analyzed: 10/14/11 and 10/15/11 RESULTS FROM THE ANALYSIS OF SOIL SAMPLES FOR TOTAL PETROLEUM HYDROCARBONS AS DIESEL AND MOTOR OIL USING METHOD NWTPH-Dx Results Reported on a Dry Weight Basis Results Reported as mg/kg (ppm) Surrogate Sample ID Diesel Range Motor Oil Range (% Recovery) Laboratory ID (C10-C25) (Cs-C36) (Limit 53-144) GP-6 12-16' <50 <250 100 110182-12 GP-7 4-8' <50 540 102 110182.13 GP-7 12-16' <50 <250 104 1,10182-14 GP-8 4-8' <50 <250 103 110182-15 GP-8-12-16' <50 <250 103 110182-1 G Method Blank <50 <250 103 01-1880 MB FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/K.E 110238A, F&BI 110182 Date Extracted: 10/14/11 Date Analyzed: 10/15/11 RESULTS FROM THE ANALYSIS OF WATER SAMPLES FOR TOTAL PETROLEUM HYDROCARBONS AS DIESEL AND MOTOR OIL USING METHOD NWTPH-Dx Results Reported as ug/L (ppb) Surrogate Sample ID Diesel Ranae Motor Oil Range (% Recoverv) Laboratory ID (C10-C25) (C35-C36) (Limit 50-150) GP-1 10/13/11 <50 <250 80 110182-17 GP-2 10/13/11 <50 <250 73 110182-18 GP-3 10/13/11 <50 <250 80 llols2-19 GP-5 10/13/11 120 x <250 93 110182-20 GP-6 10/13/11 <50 <250 87 1101.82.21 GP-7 10/13/11 120 x <250 86 110182 '22 GP-8 10/13/11 150 x <250 80 110182-23 Method Blank <50 <250 78 01-1881 NIB 7 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL, CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-1 4-8' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-01 Date Analyzed: 10/19/11 Data File: 110182-01.014 Matrix: Soil Instrument: ICPMSl Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 97 60 125 Concentration Analyte: mg/kg (ppm) Lead 10.0 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-1 8-12' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE I 10238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-02 Date Analyzed: 10/19/11 Data File: 110182-02.015 Matrix: Soil Instrument: ICPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 98 60 125 Concentration Analyte: mg/kg (ppm) Lead 1.65 7 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-2 4-8' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/kE110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-03 Date Analyzed: 10/19/11 Data File: 110182-03.010 Matrix: Soil Instrument: ICPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 101 60 125 Concentration Analyte: mg/kg (ppm) Lead 1.29 10 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-2 8-12' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-04 Date Analyzed: 10/19/11 Data File: 110182-04.016 Matrix: Soil Instrument: ICPMS I Units: mg/kg (ppin) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 98 60 125 Concentration Analyte: mg/kg (ppm) Lead 1.91 11 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-3 48' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-05 Date Analyzed: 10/19/11 Data File: 110182-05.056 Matrix: Soil Instrument: ICPMSl Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 97 60 125 Concentration Analyte: mg/kg (ppm) Lead 5.29 12 11 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-3 12-16' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE I 10238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-06 Date Analyzed: 10/19/11 Data File: 110182-06.057 . Matrix: Soil Instrument: ICPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 96 60 125 Concentration Analyte: mg/kg (ppm) Lead 1,92 13 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-4 4.8' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/K E 110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-07 Date Analyzed: 10/19/11 Data File: 110182-07.058 Matrix: Soil Instrument: ICPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 95 60 125 Concentration Analyte: mg/kg (ppm) Lead 7.22 14 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-4 12-16' Client: Date Received: 10/13/11 Project: Date Extracted: 10/18/11 Lab ID: Date Analyzed: 10/19/11 Data File: Matrix: Soil Instrument: Units: mg/kg (ppm) Operator: Lower Internal Standard: % Recovery: Limit: Holmium 92 60 Concentration Analyte: mg/kg (ppm) Lead 1.92 15 Associated Earth Sciences Tukwila Village/KE110238A, F&BI 110182 110182-08 110182-08.059 ICPMSI AP Upper Limit: 125 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-5 4-8' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE 1 10238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-09 Date Analyzed: 10/19/11 Data File: 110182-09.060 Matrix: Soil Instrument: I CPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 93 60 125 Concentration Analyte: mg/kg (ppm) Lead 45.8 16 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-5 12-16' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/EM110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-10 Date Analyzed: 10/19/11 Data File: 110182-10.061 Matrix: Soil Instrument: ICPMS 1 Units: mg/lcg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 93 60 125 Concentration Analyte: mg/kg (ppm) Lead 1.75 17 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-6 4-8' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-11 Date Analyzed: 10/19/11 Data File: 110182-11.062 Matrix: Soil Instrument: ICPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 92 60 125 Concentration Analyte: mg/kg (ppm) Lead 18.3 FRIEDMAN & BR.UYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-6 12-16' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE I 10238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-12 Date Analyzed: 10/19/11 Data File: 110182-12.064 Matrix: Soil Instrument: ICPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 93 60 125 Concentration Analyte: mg/kg (ppm) Lead 1.45 19 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-7 48' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-13 Date Analyzed: 10/19/11 Data File: 110182-13.065 Matrix: Soil Instrument: I CPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 90 60 125 Concentration Analyte: mg/kg (ppm) Lead 19.3 20 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-7 12-16' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/IE110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-14 Date Analyzed: 10/19/11 Data File: 110182-14.066 Matrix: Soil Instrument: ICPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 92 60 125 Concentration Analyte: mg/kg (ppm) Lead 5.55 21 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-8 4-8' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE I 10238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: 110182-15 Date Analyzed: 10/19/11 Data File: 110182-15.067 Matrix: Soil Instrument: ICPMS1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 92 60 125 Concentration Analyte: mg/kg (ppm) Lead 2.34 Xpj FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: GP-8-12-16' Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/K E I 10238A, F&BI 110182 Date .Extracted: 10/18/11 Lab ID: 110182-16 Date Analyzed: 10/19/11, Data File: 110182-16.068 Matrix: Soil Instrument: ICPMSI Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 90 60 125 Concentration Analyte: mg/kg (ppm) Lead 1.87 23 =IallUy01Or:-4MaI iMw .rya ENVIRONMENTAL CHEMISTS Analysis For Total Metals By EPA Method 200.8 Client ID: Method Blank Client: Associated Earth Sciences Date Received: NA Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/18/11 Lab ID: I1-722 mb Date Analyzed: . 10/19/11 Data File: I1-722 mb.008 Matrix: Soil Instrument: ICPMS 1 Units: mg/kg (ppm) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 101 60 125 Concentration Analyte: mg/kg (ppm) Lead <1 24 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL, CHEMISTS Analysis For Dissolved Metals By EPA. Method 200.8 Client ID: GP-1 10/13/11 Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/14/11 Lab ID: 110182-17 Date Analyzed: 10/14/11 Data File: 110182-17.064 Matrix: Water Instrument: ICPMSI Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 97 60 125 Concentration Analyte: ug/L (ppb) Lead <1 25 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: GP-2 10/13/11 Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/14/11 Lab ID: 110182-18 Date Analyzed: 10/14/11 Data File: 110182-18.061 Matrix: Water Instrument: ICPMS I Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 93 60 125 Concentration Analyte: ug/L (ppb) Lead <1 26 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: GP-3 10/13/11 Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Vil1age/KEll0238A, F&BI 110182 Date Extracted: 10/14/11 Lab ID: 110182-19 Date Analyzed: 10/14/11 Data File: 110182-19.065 Matrix: Water Instrument: I CPMS I Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 96 60 125 Concentration Analyte: ug/L (ppb) Lead 0 <1 27 i FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: GP-5 10/13/11 Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/IE110238A, F&BI 110182 Date Extracted: 10/14/11 Lab ID: 110182-20 Date Analyzed: 10/14/11 Data File: 110182-20.066 Matrix: Water Instrument: ICPMSI Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 93 60 125 Concentration Analyte: ug/L (ppb) Lead <1 C FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: GP-6 10/13/11 Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/IE110238A, F&BI 110182 Date Extracted: 10/14/11 Lab ID: 110182-21 Date Analyzed: 10/14/11 Data File: 110182-21.067 Matrix: Water Instrument: ICPMS 1 Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 80 60 125 Concentration Analyte: ug/L (ppb) Lead <1 e 29 FMEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: GP-7 10/13/11 Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/KEI10238A, F&BI 110182 Date Extracted: 10/14/11 Lab ID: 110182-22 Date Analyzed: 10/14/11 Data File: 110182-22.068 Matrix: Water Instrument: ICPMS 1 Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 91 60 125 Concentration Analyte: ug/L (ppb) Lead <1 W7 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Analysis For Dissolved Metals By EPA Method 200.8 Client ID: GP-8 10/13/11 Client: Associated Earth Sciences Date Received: 10/13/11 Project: Tukwila Village/I-E110238A, F&BI 110182 Date Extracted: 10/14/11 Lab ID: 110182-23 Date Analyzed: 10/14/11 Data File: 110182-23.070 Matrix: Water Instrument: ICPMSI Units: ug/L (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 81 60 . 125 Concentration Analyte: ug/L (ppb) Lead <1 31 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL, CHEMISTS Analysis For Dissolved Metals, By EPA Method 200.8 Client ID: Method Blank Client: Associated Earth Sciences Date Received: NA Project: Tukwila Village/KE110238A, F&BI 110182 Date Extracted: 10/14/11 Lab ID: I1-718 mb Date Analyzed: 10/14/11 Data File: I1-718 mb.059 Matrix: Water Instrument: ICPMS 1 Units: ug/L. (ppb) Operator: AP Lower Upper Internal Standard: % Recovery: Limit: Limit: Holmium 86 60 125 Concentration Analyte: ug/L (ppb) Lead <1 32 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/KE 110238A, F&BI 110182 QUALITY ASSURANCE RESULTS FOR THE ANALYSIS OF WATER SAMPLES FOR BENZENE, TOLUENE, ETHYLBENZENE, XYLENES, AND TPH AS GASOLINE USING EPA METHOD 8021B AND NWTPH-Gx Laboratory Code: 110202-02 (Duplicate) Relative Percent Reporting Sample Duplicate Difference Analyte Units Result Result (Limit 20) Benzene ug/L (ppb) <1 <1 nm Toluene ug/L (ppb) <1 <1 nm Ethylbenzene ug/L (ppb) <1 <1 nm Xylenes ug/L (ppb) <3 <3 nm Gasoline ug/L (ppb) <100 <100 nm Laboratory Code: Laboratory Control Sample Percent Reporting Spike Recovery Acceptance Analyte Units Level LCS Criteria Benzene ug/L (ppb) 50 90 65-118 Toluene ug/L (ppb) 50 89 72-122 Ethylbenzene ug/L (ppb) 50 93 73-126 Xylenes ug/L (ppb) 150 92 74-118 Gasoline ug/L (ppb) 1,000 72 69-134 33 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/KE 110238A, F&BI 110182 QUALITY ASSURANCE RESULTS FOR THE ANALYSIS OF SOIL SAMPLES FOR BENZENE, TOLUENE, ETHYLBENZENE, XYLENES, AND TPH AS GASOLINE USING EPA METHOD 8021B AND NWTPH-Gx Laboratory Code: 110182-01 (Duplicate) (Wet Wt) (Wet Wt) Relative Percent Reporting Sample Duplicate Difference Analyte Units Result Result (Limit 20) Benzene mg/kg (ppm) <0.02 <0.02 nm Toluene mg/kg (ppm) <0.02 <0.02 nm Ethylbenzene mg/kg (ppm) <0.02 <0.02 nm Xylenes mg/kg (ppm) <0.06 <0.06 nm Gasoline mg/kg (ppm) <2 <2 nm Laboratory Code: Laboratory Control Sample Percent Reporting Spike Recovery Acceptance Analyte Units Level LCS Criteria Benzene mg/kg (ppm) 0.5 92 69-120 Toluene mg/kg (ppm) 0.5 105 70-117 Ethylbenzene mg/kg (ppm) 0.5 105 65-123 Xylenes mg/kg (ppm) 1.5 106 66-120 Gasoline mg/kg (ppm) 20 95 71-131 R FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/KE110238A, F&BI 110182 QUALITY ASSURANCE RESULTS FROM THE ANALYSIS OF SOIL SAMPLES FOR TOTAL PETROLEUM HYDROCARBONS AS DIESEL EXTENDED USING METHOD NWTPH-Dx Laboratory Code: 110182-03 (Matrix Spike) (Wet wt) Percent Percent Reporting Spike Sample Recovery Recovery Acceptance RPD Analyte Units Level Result MS MSD Criteria (Limit 20) Diesel Extended mg/kg (ppm) 5,000 <50 93 103 64-133 10 Laboratory Code: Laboratory Control Sample Percent Reporting Spike Recovery Acceptance Analyte Units Level LCS Criteria Diesel Extended mg/kg (ppm) 5,000 102 58-147 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/YE 110238A, F&BI 110182 (QUALITY ASSURANCE RESULTS FOR THE ANALYSIS OF WATER SAMPLES FOR TOTAL PETROLEUM HYDROCARBONS AS DIESEL EXTENDED USING METHOD NWTPH-Dx Laboratory Code: Laboratory Control Sample Percent Percent Reporting Spike Recovery Recovery Acceptance RPD Analyte Units Level LCS LCSD Criteria (Limit 20) Diesel Extended ug/L (ppb) 2,500 94 110 63-142 16 36 ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/KE 110238A, F&BI 110182 QUALITY ASSURANCE RESULTS FOR THE ANALYSIS OF SOIL SAMPLES FOR TOTAL, METALS USING EPA METHOD 200.8 Laboratory Code: 110182-03 (Matrix Spike) Percent Percent Reporting Spike Sample Recovery Recovery Acceptance RPD Analyte Units Level Result MS MSD Criteria (Limit 20) Lead mg/kg (ppm) 50 1.29 99 99 65-126 0 Laboratory Code: Laboratory Control Sample Percent Spike Recovery Acceptance Analyte Reporting Units Level LCS Criteria Lead mg/kg (ppm) 50 99 81-120 37 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Date of Report: 10/21/11 Date Received: 10/13/11 Project: Tukwila Village/KE 110238A, F&BI 110182 QUALITY ASSURANCE RESULTS FOR THE ANALYSIS OF WATER SAMPLES FOR DISSOLVED METALS USING EPA METHOD 200.8 Laboratory Code: 110182-18 (Matrix Spike) Percent Percent Reporting Spike Sample Recovery Recovery Acceptance RPD Analyte Units Level Result MS MSD Criteria (Limit 20) Lead ug/L (ppb) 10 <1 103 97 76-125 6 Laboratory Code: Laboratory Control Sample Percent Reporting Spike Recovery Acceptance Analyte Units Level LCS Criteria Lead ug/L. (ppb) 10 113 67-135 FRIEDMAN & BRUYA, INC. ENVIRONMENTAL CHEMISTS Data Qualifiers & Definitions a - The analyte was detected at a level less than five times the reporting limit. The RPD results may not provide reliable information on the variability of the analysis. Al — More than one compound of similar molecule structure was identified with equal probability. b - The analyte was spiked at a level that was less than five times that present in the sample. Matrix spike recoveries may not be meaningful. ca - The calibration results for this range fell outside of acceptance criteria. The value reported is an estimate. c - The presence of the analyte indicated may be due to carryover from previous sample injections. d - The sample was diluted. Detection limits may be raised due to dilution. ds - The sample was diluted. Detection limits are raised due to dilution and surrogate recoveries may not be meaningful. dv - Insufficient sample was available to achieve normal reporting limits and limits are raised accordingly. fb - Analyte present in the blank and the sample. fc — The compound is a common laboratory and field contaminant. hr - The sample and duplicate were reextracted and reanalyzed. RPD results were still outside of control limits. The variability is attributed to sample inhomogeneity. lit - Analysis performed outside the method or client -specified holding time requirement. ipp - Recovery fell outside of normal control limits. Compounds in the sample matrix interfered with the quantitation of the analyte. j — The result is below normal reporting limits. The value reported is an estimate. J - The internal standard associated with the analyte is out of control limits. The reported concentration is an estimate. jl - The analyte result in the laboratory control sample is out of control limits. The reported concentration should be considered an estimate. r The rpd result in laboratory control sample associated with the analyte is out of control limits. he reported concentration should be considered an estimate. js - The surrogate associated with the analyte is out of control limits. The reported concentration should be considered an estimate. lc - The presence of the compound indicated is likely due to laboratory contamination. L - The reported concentration was generated from a library search. nm - The analyte was not detected in one or more of the duplicate analyses. Therefore, calculation of the RPD is not applicable. Ec — The sainple was received in a container not approved by the method. The value reported should e considered an estimate. pr - The sample was received with incorrect preservation. The value reported should be considered an estimate. ve - Estimated concentration calculated for an analyte response above the valid instrument calibration range. A dilution is required to obtain an accurate quantification of the analyte. vo - The value reported fell outside the control limits established for this analyte. x - The sample chromatographic pattern does not resemble the fuel standard used for quantitation. 39 Q 9 ,P, SAMPLE CHAIN OF CUSTODY SAMPLERS (signature) Send Report To ,lb EGG�{,cr/zcr�_ � PROJECT NAME/NO. Company �4l :S �iA�� �A2. �i�t/�t� �Gv/ !//GL{ 6 Address !2& cSr� A� '44- 1,W A 6- IV 2. 9%4 City, State, ZIP al��l 44ZA D.? _ REMARKS Phone # Fax # J�a�T�% Y'�57 PO# Z�U23£f'� 10113v3��tv�j rd # of TIME AStandard (2 Weeks) ❑ RUSH Rush charges authorized by Ai�-Dispose after 30 days ❑ Return samples ❑ Will call with instructions ANALYSES REQUESTISD---��� Date Sampled Time Sampled 1 Sample Type maim M1 MIAMI I SIREIMMI��nun■��a■■■■■�, Blau Mm- ILE111111101111111MEMEN101110MINE! �'' 01 EFAMIMMI Friedman & Bruya, Inc. 3012 16th Avenue West Seattle, WA 98119-2029 Ph. (206) 285-8282 Fax (206) 283-5044 FO"' -"• -OC\C- - - 7C SIGNATUP,E PRINT NAME COMPANY DATE TIME Relinquished by: G 1411N1 630 Received Re inquishe by: Received by: t °C SAMPLE CHAIN OF CUSTODY �,� E (0�►3 �� ��� SAMPLERS (signature) Send Report To PROJECT NAME/NO. PO# Company 14/G Address City, State, ZIP/.2,ed� iy,4 �,� MARKS Phone # 4h-5j 92 O(. Fax # Page # of -K.Sumdard (2 Weeks) O RUSH Rush charges authorized by 4.Dispose after 30 days ❑ Return samples ❑ Will call with instructions ANALYSES REQUESTED a + Sample ID Lab Date Time Sample Type # of CIO O �? 0Qo �00 U x Notes ID Sampled Sampled containers H O O i Y. m- 14 X VDP- -(o --7 I z--/b' I 133f ' 15 v Friedman & Bruya, Inc. 3012 16th Avenue West Seattle, WA 98119-2029 Ph. (206) 285-8282 Fax (206) 283-5044 F0"-1-1-00c-, --ic SIGNATUJZE PRINT NAME COMPANY DATE TIME Relinquished by: lE` JE5 t � Received by: &In 0�- Q i ® ► I t Z j� Relinquished by: I Received by: Samples received at 3 °C I ( O l "V SAMPLE CHAIN OF CUSTODY Send Report Company Address T1 51; / 165 ;oe-- le City, State, ZIP A-X Phone # 4Zr -7 � _ Fax #' 6&2 , SAMPLERS (signature) PROJECT NAMEINO. `REEMARKS e ,," TWA E ; U31V �,6 ® Page # of PO# '0la23gg- TURNAROUND TIME 4 l-Standard (2 Weeks) ❑ RUSH Rush charges authorized by -®-Dispose after 30 days O Return samples ❑ Will call with instructions —tk ANALYSES REQUESTED Date Sampled Time Sampled NONE MENNEMEN Elm= MOVANNEENEEMEN �I u■��aiii Maw� �I Elk01 dl�" ■■■■ M* WMWASEHIMENEENEEN Friedman & Bruya, Inc. 3012 16th Avenue West Seattle, WA 98119-2029 Ph. (206) 285-8282 Fax (206) 283-5044 SIGNATUM PRINT NAME COMPANY DATE TIME Relinquished by: lam' N i Receive `� J f?-- Relinquished by - Received by: Samples receive at 3 C ° o Well -graded gravel and `Perms Describing Relative Density and Consistency LL �� m; GW gravel with sand, little to DensitySPT(2)blows/foot w LL o no fines Very Loose 0 to 4 Coarse - o D D o a 0 Poorly -graded gravel CD C, M> - p Loose 4 to 10 Grained Soils Medium Dense 10 to 30 U 07 va D D o c o c o c D o GP and gravel with sand, Test Symbols Dense 30 to 50 0 N ° 00000 little to no fines Very Dense >50 G =Grain Size o z° ° o ° n ° M = Moisture Content ° 0 ° 0 Silty gravel and silty z° LO o Consistency SPTf2) blows/foot A = Atterberg Limits ems@. .D N� GM gravel with sand VerySoft 0 to 2 C = Chemical Fine m ° :'? ° U ° Soft 2 to 4 DD = Dry Density Grained Soils c o m iz Medium Stiff 4 to 8 K= Permeability I o Stiff 8 to 15 a � Clayey gravel and Very Stiff 15 to 30 o ; GC clayey gravel with sand Hard >30 c� Component Definitions o Well -graded sand and tu Descriptive Term Size Range and Sieve Number 2 5 sW sand with gravel, little Boulders Larger than 12" ° C to no fines Cobbles 3" to 12" Gravel 3" to No. 4 (4.75 mm) Poorly -graded sand 0 CO . 0 > U �' SP and sand with gravel, Coarse Gravel 3" to 3/4" Fine Gravel 3/4" to No. 4 (4.75 mm) m c o m d little to no fines Sand No. 4 (4.75 mm) to No. 20D (0.075 mm) 2 z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) ° �N sm Silty sand and silty sand with Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine Sand No. CD cav 40 (0.425 mm) to No. 200 (0.075 mm) c tl gravel Silt and Clay Smaller than No. 20D (0.075 mm) ' M M sc Clayey sand and (s) (Estimated (Percentage Moisture Content f0 c' clayey sand with ravel y y g Percentage by Dry - Absence of moisture, Component Weight dusty, dry to the touch Trace <5 Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, IVIL silt with sand or gravel Few 5 to 10 moisture D = Little 15 to 25 Moist - Damp but no visible in a With Non -primary coarse water Clay of low to medium N v constituents: > 15% Very Moist - Water visible but ° D W 6L plasticity; silty, sandy, or Fines content between not free draining N m •- gravelly clay, lean clay 5% and 15% Wet - Visible free water, usually from below water table IL Cr =_ Organic clay or silt of low Symbols B zi — — OL plasticity Blows/6"or Sampler portion of 6" TYPe Cement grout / 2 0" OD Sampler Type surface seal Elastic silt, clayey Silt, silt o 2 �� with micaceous or +,/ +s Description Split spoon (4) Bentonite seal o ° diatomaceous fine sand or Sampler 3.0" OD Split -Spoon Sam ler p ' �n 'o to T Cu c v silt (SPT) 3.25" OD Split -Spoon Ring Sampler (4) : Filter pack with ; = blank casing Clay of high plasticity, o CH sandy or gravelly clay, fat _ Bulk sample 3.0" OD Thin -Wall Tube Sampler : section = Screened casing clay with sand or gravel (including Shelby tube) or Hydrotip C7 a Grab Sample :with filter pack Organic clay or silt of is J%��% O Portion not recovered End cap � OH medium to high �' ttl Percentage by dry weight (4> Depth of ground water plasticity P (2) (SPT) Standard Penetration Test g ATD = At time of drilling D y Peat, muck and other (ASTM 1586) (aJ SSZ Static water level (date) In General Accordance with 0 orCr PT highly organic soils Standard Practice for Description (5) Combined USCS symbols used for O and Identification of Soils (ASTM D-2488) fines between 5% and 15% Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. Associated Earth Sciences, Inc. EXPLOMTI®N LOG KEY FIGURE Al 0 q � A D 7 ASSnciatcd Earth Sciences, Inc. Exploration Log 0 Project Number Exploration Number Sheet -1 KE110238A GP-1 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 293 feet Location Tukwila, WA Datum Rarghausen Si Intay Driller/Equipment ESN/Geoprobe Date StarUFinish 1 f)/1.i/11 1 f1113/11 Hammer Weight/Drop N/A Hole Diameter (in) 2 inrheg +/- °' o m E > co J 3 Blows/Foot 2 H o T C7 rn PID m = DESCRIPTION 10 20 30 40 Asphalt paving 3 inches +/- Fill Very moist to wet, mixed gray, brown, black, variable SAND, with silt, gravel, trace organics (SM). 0 5 — _....... -- ----------- - Ice Contact Sediments 0 Wet, mottled gray and brown, fine to coarse SAND, with silt, little fine to 0 X coarse gravel (SM). 10 Bottom of exploration boring at 12 feet 15 20 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) n No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) 1] Ring Sample SZ Water Level (} Approved by: © Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling (ATD) Assnci,tcd I_,,,tl, ScicnrC,, Inc. Exploration Log Il ;1 � Project Number Exploration Number Sheet u �-'> KE110238A GP-2 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 303 feet Location Tukwila, WA Datum Rarghai isen Survey Driller/Equipment ESN/Geoprobe Date Start/Finish 1 f1/13/1 11/13/11 Hammer Weight/Drop N/A Hole Diameter (in) 2 inrhPc +!- n C S E U — C PID > e 3 Blows/Foot N T 2> cn 0) m m r DESCRIPTION 10 20 30 40 ° _ Grass and topsoil Fill Moist, brown, fine SAND, few silt, trace gravel (SP). 0 5 Becoming very moist. 0 Ice Contact Sediments 10 Very moist to wet, brown grading to gray, fine SAND, few silt, grading to silty (SP-SM). 0 Bottom of exploration boring at 12 feet 15 20 25 30 E 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) n No Recovery M - Moisture Logged by: BWG m Y OD Split Spoon Sampler (D & M) ® Ring Sample �Z Water Level Q Approved by: 5 Grab Sample ® Shelby Tube Sample 1 Water Level at time of drilling (ATD) 1 0 ASSOCialed Earth Sciences, Inc. Exploration Log i Project Number Exploration Number Sheet __- KE110238A GP-3 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 300 feet Location Tukwila WA Datum Rarghallspn Survey Driller/Equipment ESN/Geoprobe Date Start/Finish 1 /1(L/111 1 fU13/1 1 Hammer Weight/Drop N/A Hole Diameter (in) 2 inrhpG +/- a s ° a PID N °' a� Blows/Foot N o S E T in 2 cn o m CO aD L DESCRIPTION 3: 10 20 30 40 ° Asphalt paving 3 inches +/ Fill Moist to very moist, mixed brown, dark brown, and black, fine to coarse 0 SAND, with silt, gravel (SM). 5 Moist, brown, fine SAND, few silt, trace fine gravel (SP). 0 Ice Contact Sediments Moist to very moist, brown with gray zones, fine SAND, few to with silt 0 (varies), trace fine gravel (SM). 10 Grades to wet. 15 0 Bottom of exploration boring at 16 Feet 20 25 30 35 i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Q Water Level () Approved by: ® Grab Sample Z Shelby Tube Sample t Water Level at time of drilling (ATD) c Rssocialed Earth sciences, I11c, Exploration Log Project Number Exploration Number Sheet KE110238A GP-4 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 298 feet Location Tukwila WA Datum- Rarghauspn Survp)l Driller/Equipment ESNIGeoprobe Date Start/Finish 10/13/11 10113/1 1 Hammer Weight/Drop NIA Hole Diameter (in) 2 inrhpc +!- L En U O CL M E PID � ) N o Blows/Foot N N a a S E T in 2 0v) ' m r DESCRIPTION 10 20 30 40 ° Topsoil Fill Very moist, mixed brown, dark brown, and gray, fine to medium SAND, varying silt and gravel, few organic. 0 Ice Contact Sediments Very moist, brown, fine SAND, few silt (SP). 0 10 Continues very moist. 0 —Becomes wet - little free water. Lodgement Till Wet, gray, fine to coarse SAND, with silt, little fine to coarse gravel (SM). 15 0 Bottom of exploration boring at 16 feet 20 25 30 i 35 i 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) U Ring Sample Q Water Level () Approved by: ® Grab Sample Z Shelby Tube Sample T Water Level at time of drilling (ATD) I I Associated Earth Sciences, inc. Exploration Log —� izl Project Number Exploration Number Sheet KE 110238A GP-5 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 291 feet Location Tukwila WA Datum Rarghaimpo SltrvpV Driller/Equipment ESN/Geoprobe Date Start/Finish 1fl/13/11 1n/1'1/11 Hammer Weight/Drop N/A Hole Diameter (in) 9 inrhaG +!- _ to °- _ U p a- E `` PID a� N J 3 BIOWS/FOOL w N 1— o S E T `� > o a� DESCRIPTION 310 10 20 30 40 ° Asphalt surface 3 inches +/ Fill Moist, mixed brown, dark brown, and black, fine to coarse SAND, with silt, 0 trace organic (SM). 5 Very moist to wet, brown, fine to medium SAND, few silt, few fine gravel. 0 10 - - - ---- --- --- - - - - Ice Contact Sediments Very moist to wet, gray and brown mottled, fine SAND, with silt. 0 15 Bottom of exploration boring at 16 feet 20 25 30 J i 's 35 L L o 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 Q Water Level() Approved by: L ® Grab Sample Z Shelby Tube Sample Y Water Level at time of drilling (ATD) a O m d. 0 O r d C9 a As"'ocialed Earth Sciences, Inc. Exploration Log I I ���� � Project Number Exploration Number Sheet _- I� L :.,� KE110238A GP-6 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 291 feet Location Tukwila, WA Datum arg allsPn Survey Driller/Equipment ESN/Geoprobe Date Start/Finish 10/13/11 10/111/1 1 Hammer Weight/Drop N/A Hole Diameter (in) 9 inrhaS 2 U O - i CO 3 BOWS/FOOL Vl t a S E m 5, PID Z6 T : m 4-7� DESCRIPTION 10 20 30 40 O Asphalt surface 3 inches +/- Fill Very moist, mixed brown, gray, dark brown, and black, fine to coarse SAND, varying silt and gravel, trace organic. 0 5 0 Very moist, gray and dark brown, SILT, little fine sand, trace fine gravel, with organic zones (Fill). 10 0 T --._._....... ..... .... - __.--- ....________----___ Ice Contact Sediments Wet, gray, fine SAND, with silt, zones of trace silt. 15 0 Bottom of exploration boring at 16 feet 20 25 30 35 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 SZ Water Level () Approved by: ® Grab Sample Z Shelby Tube Sample g Water Level at time of drilling (ATD) Assrtciated Earth Sciences, Inc. Exploration Log 1 � P 75- Project Number Exploration Number Sheet F1 K L KE110238A GP-7 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 291 feet Location Tukwila, WA Datum Rarghallsan . iirvpV Driller/Equipment ESN/Geoprobe Date Start/Finish 1 n/13/1 1 1 t1/13/1 1 Hammer Weight/Drop N/A Hole Diameter (in) 2 inr:hPs N C -6 .2 > W Se N Blows/Foot w N a S E 2 i PID ?� L T `� DESCRIPTION in �' O 10 20 30 40 Asphalt Fill Moist, gray, brown, and black, fine to coarse SAND, with varying silt and gravel, trace organic (SM). 0 5 Very moist to wet, gray and dark brown, fine SAND, few silt, with organic 0 stringers. Ice Contact Sediments 0 t0 Very moist, mottled gray, fine to coarse SAND, with silt, little fine to coarse gravel. 0 15 Bottom of exploration boring at 16 feet 20 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 SV Water Level() Approved by: ® Grab Sample Z Shelby Tube Sample -T Water Level at time of drilling (ATD) ASSOClated Earth Science.", Inc. Exploration Log 9�j r:— &A Project Number Exploration Number Sheet '� x • KE110238A GP-8 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 291 feet Location Tukwila, WA Datum Rarghatispn �ilrypV Driller/Equipment ESN/Geoprobe Date Start/Finish 10/13/1 1 10113/11 Hammer Weight/Drop N/A Hole Diameter (in) 9 inrhpg +/- aa >U— o Blows/Foot lW � E T `� 2>a m DESCRIPTION 10 20 30 40 ° Asphalt paving 3 inches +/ Fill Mixed moist, brown, dark brown, and black, fine SAND, trace to with silt, trace organic.. 0 5 Moist, gray and dark brown, fine SAND, with silt, trace fine gravel, organic layers. 0 Ice Contact Sediments Moist, gray, fine to coarse SAND, with silt, trace fine gravel, 10 0 Becomes wet. 0 15 Bottom of exploration boring at 16 feet 20 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: BWG m Y OD Split Spoon Sampler (D & M) ® Ring Sample Q Water Level () Approved by: ® Grab Sample a Shelby Tube Sample $ Water Level at time of drilling (ATD) LOG OF EXPLORATION PIT NO. EP-1 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 0) 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. 296 feet Topsoil 1 Fill Loose, moist, brown, fine SAND, little to with silt, few fine gravel, trace brick, pipe, washed rock, wire, cobbles (SM). 2 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 11 Bottom of exploration pit at depth 10 feet Weak ground water seepage below 8 feet. Slight caving 0 to 3 feet. 12 13 14 15 16 17 18 19 o 20 N M1 E Tukwila Village v N Tukwila, WA CL Associated Earth Sciences, Inc. o Logged by: BWG Project No. KE110238A oar { Approved by: El �- 8/16/11 U Y E This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be This location C read together with that report for complete interpretation. summary applies only to the 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. 291 feet Asphalt paving. I- 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 12 Bottom of exploration pit at depth 11 feet No ground water seepage. No caving. 13 14 15 16 17 _. 18 19 s N M Tukwila Village N Tukwila, WA a Associated Earth Sciences Inc. Project No. KE110238A oApproved by: Logged by: BWG 1 { 8/16111 U L .i.: �,■, �; ; ., 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 a) 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 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 8 Buried Topsoil Soft, very moist, black, SILT, little organic (OL); trace lumber, wire. 9 10 Ice Contact Sediments Medium dense, very moist to wet, gray, fine to coarse SAND, with silt, little fine gravel; color mottling and gradational stratification (SM). 11 12 13 14 15 16 Bottom of exploration pit at depth 15 feet Weak ground water seepage zones below 11 feet. No caving. 17 18 19 N 20 ri E Tukwila Village d Tukwila, WA a Q Associated Earth Sciences Inc. Pro ee Logged by: BWG j t No. KE110238A Approved by: �IL � a : � 8116/11 U Y 15 6 E m n IL c� d N O IL L' U Y E This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pproject and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the a 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. 288 feet Topsoil 1 Fill 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 14 Bottom of exploration pit at depth 13 feet Weak to moderate ground water seepage zones beelow 7 feet. No caving. 15 16 17 18 19 Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Logged by: BWG Approved by: EE a E " � Project No. KE110238A 8/16111 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 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 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 Tukwila Village Tukwila, DIVA 'a c� Associated Earth Sciences, Inc. project No. KE110238A a Logged by:a Approved by:: t�,.,. � 8/16/11 U Y 1, f, i �: ; i OIu This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be for This read together with that report complete interpretation. summary applies only to the location of this trench at the Subsurface this location the time. The data time of excavation. conditions may change at with passage of presented are o a simplfication 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 10 feet 11 Weak ground water seepage zones below 6 feet. No caving. 12 13 14 15 16 17 18 19 r N Tukwila Village N Tukwila, WA a C9 o Logged by: BWG Associated Larth Sciences, Inc. Project No. KE110238A Approved by: a `8/16/11 (L ` U . Y r This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be This location m read together with that report for complete interpretation. summary applies only to the of this trench at the this location the time. The data time of excavation. Subsurface conditions may change at with passage of presented are 0 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 feet. Moderate caving 5 to 12 feet. 16 17 18 19 N Tukwila Village Tukwila_ WA a c� a Associated Ea3 Ili Sciences, Inc. Project No. KE110238A Logged by: BWG Approved by: 8/16/11a a]-T4 U Y v 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 location with The data time of excavation. Subsurface conditions may change at this the passage of time. presented are o a simplfication 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 5 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. Logged by: BWG a a a t Approved by: :; Project No. KE110238A 8/16/11 s N N LOG OF EXPLORATION PIT NO. EP-9 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 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 A roximate Elev. 292 feet Topsoil with asphalt and concrete rubble. 1 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. 2 3 4 5 6 7 8 . Becomes heavily mottled, with little fine to coarse gravel. Gradational stratification. 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 !tillage Tukwila, WA Logged by: BWG Associated Earth Sciences, Inc. Approved by:EA [11 Project No. KE110238A 8/16111 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 a) 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 7 Medium dense, very moist to wet, reddish brown, fine to coarse SAND, few silt, little fine gravel 8 (SW). 9 10 11 Bottom of exploration pit at depth 11 feet 12 Weak ground water seepage zones below 8 feet. No caving. 13 14 15 16 17 18 19 Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Logged by: BWG Approved by:El El Project No. KE110238A 8/16/11 r LOG OF EXPLORATION PIT NO. EP-11 r CL 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 o a simplfication 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 12 Bottom of exploration pit at depth 11 feet No ground water seepage. No caving. Decaying organic odor. 13 14 15 16 17 18 19 Tukwila Village Tukwila, WA Logged by:Associated Earth Sciences, Inc. ❑ ❑ ❑ Approved by:: Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-12 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 (D time of excavation. Subsurface conditions may change at this location w"ith the passage of time. The data presented are 0 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 ry _ 20 M E Tukwila Village d Tukwila, WA a Associated Earth Sciences, Inc. Project No. KE110238A Logged by: BWG 1 i Approved by: - =;: -51 8/16111 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 m time of excavation, Subsurface conditions may change at this location with the passage of time. The data presented are o 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 pit at depth 11 feet 12 No ground water seepage. No caving. 13 14 15 16 17 18 19 E Tukwila Village m N Tukwila, WA a C9 Associated Earth Sciences Inc. Project No. KE110238A Logged by: BWG 1 Approved by: 8/16/11 a a 3 K0 f � t- U Y F. 0 N LOG OF EXPLORATION PIT NO. EP-14 r This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be together that for interpretation. This (D read with report complete 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. 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 N Tukwila, WA 'a c� Associated Eart11 Sciences, Inc. Project No. KE110238A o Logged by: BWG 1 Approved by: 8/16111 U Y V- LOG OF EXPLORATION PIT NO. EP-15 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. 293 feet Topsoil 1 Fill Loose, very moist, dark brown, fine SAND, with silt, organics, concrete rubble, asphalt rubble, wire 2 (SM). 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 12 Bottom of exploration pit at depth 11 feet Weak ground water seepage below 9 feet. No caving. 13 14 15 16 17 18 19 O 20 E Tukwila Village m N Tukwila, WA a a Associated Earth Sciences Inc. Project No. KE110238A o Logged by: BWG 1 Approved by: El a a � 8/16/11 ,,. 1 U Y 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 the time. The data o with passage of presented are 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 1/2 feet Weak ground water seepage below 7 feet. No caving. 12 13 14 15 16 17 18 19 Tukwila Village N Tukwila, WA a c� Associated Earth Sciences, Inc. Project No. KE110238A g Logged by: BWG J i Approved by: EE El'z,{; .,KZ �` 8/16/11 U Y Associated Earth sciences, Inc. Geologic & Monitoring Well Construction Log -� �� Project Number Well Number Sheet ? KE 110238A 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 8/17/11,8/17/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" a� > CD U O WELL CONSTRUCTION _p T co m T �`� DESCRIPTION Concrete Fill Solid pipe 7 Medium dense, moist, oxidized brown and light gray, silty fine to Bentonite 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 10 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 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 Water Level (8/26/11) Approved by: ® Grab Sample Q Shelby Tube Sample T Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Geologic & Monitoring Well Construction Log Project Number Well Number Sheet 1 KE110238A EB-6 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/Finish 8/1 R/1 1 8/18/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 Inches Hammer Weight/Drop 140# 1 30" m N U _ a� E _om WELL CONSTRUCTION T DESCRIPTION Concrete Fill Solid pipe 3 Medium dense, very moist, gray, fine sandy SILT to silty fine to Bentonite 5 medium SAND, with fine gravel.. I 6 5 V - - 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 18 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. 34 50/6" 20 Cap 42 Very dense, wet, gray, fine to coarse SAND, few fine gravel.. 50/6" Boring terminated at 21 feet on 8/18/11 Groundwater seepage at 16 feet. 25 30 35 I Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) a No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level (8/26/11) Approved by: ® Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Geologic & Monitoring Well Construction Log :-) r—; ❑ � � Project Number Well Number Sheet KE110238A EB-7 1 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 8118/11 8118/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 Inches Hammer Weight/Drop 140# / 30" 3pco a M�' m WELL CONSTRUCTION T DESCRIPTION Concrete Fill Loose, moist, gray, fine to medium SAND, few silt. Solid pipe Bentonite 1 3 3 5 q 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 8 11 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. Boring terminated at 21 1/2 feet on 8/18/11 Ground water seepage at 17 feet. 25 30 35 i i i i Sampler Type (ST): 1 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 Water Level (8/26/11) Approved by: ® Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. (Geologic & Monitoring Well Construction Log �, I El M El0KE110238A Project Number Well Number Sheet 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 Date Start/Finish 8/1 R/11 8/18/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" aa) U — m E Dm a WELL CONSTRUCTION T M`� DESCRIPTION Concrete Fill Solid pipe 1 Loose, very moist, oxidized gray and brown, fine to medium silty Bentonite t 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. 17 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 1l2 feet on 8%18i11 Ground water seepage at 14 feet. 25 30 35 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 Water Level (8/26/11) Approved by: ® Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD) Associated Earth Sciences, Inc, Geologic & Monitoring Well Construction Log Project Number Well Number Sheet L_! 3 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 $/1A/11 19/1A/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" 6 U _ E co WELL CONSTRUCTION T 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 57 : Medium dense, wet, yellow -brown, fine to medium SAND, with silt. Lodgement Till 10 7 Medium dense, moist, slightly oxidized gray, silty fine to medium 22 SAND, with gravel. 39 15 Screen 5016" Very dense, moist, light gray, fine to medium SAND, trace silt. 20 Cap 50/61, Very dense, moist, gray, silty fine SAND to fine to medium SAND, with silt, with gravel. Boring terminated at 20 112 feet on 8/19/11 Ground water seepage at 5 feet. 25 30 35 i i i i i Sampler Type (ST): t 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 (8/26/11) Approved by: ® Grab Sample 0 Shelby Tube Sample T Water Level at time of drilling (ATD) Associated Earth sciences, Enc• Geologic & Monitoring Well Construction Log —� ii IEI Project Number Well Number Sheet 1 1 �J l 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 Start/Finish g/19/1 1 8119/1 1 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" a > = U - aE m E. Cl) WELL CONSTRUCTION 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 22 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 5016" Very dense, wet, gray, silty fine SAND, few gravel. Boring terminated at 20 1/2 feet on 8/19/11 Ground water seepage at 10 feet. 25 30 35 i i i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG m 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) Davido Consulting Group civil j struCLural land use REVIEWED FOR CODE COMPLIANCE AppROVED r. JUL 0 8 2016 Ci TU ila BUILDI G DIVISION ITEM STRUCTURAL CALCULATIONS VOLUME ONE CE FOR ' D --. OCT 7 2014 QED TUKWILA VILLAGE - BLDG D'"-T-- I- DDLETCN, INC. TUKWILA, WASHINGTON October 6, 2014 PAGE Design Criteria............................................................................................ DC-1 to DC-3 LateralDesign............................................................................................ LD-1 to LD-35 GravityDesign............................................................................................ GD-1 to GD-111 C. SC�t y WAS/ij Ia igi ned by tt Schmitter, ,. " S tee 01 .10.07 "CNAL 0 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 Calc Cover.docx Dauido Consulting Group Civil St.rUCtUral ; land use Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel360.899.1110 STRUCTURAL CALCULATIONS DESIGN CRITERIA TUKWILA VILLAGE BUILDING D 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 Document2 a DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 10/6/2014 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 = 4 7.4 74 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 r DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 10/6/2014 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 -Joist at 16" o.c.................... 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 I" Gyp -Crete ................................. 8.7 psf 314" T & G Plywood ....................... 2.5 psf I -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 Level 6 Terrace Assembl L6 Terrace Additional Dead Load Total Area = 1485 sf Label Area (so Wt (psf) %of total Pavers 937 35 63% 4" Trays 134 35 9% Syn. Turf 157.5 10 11 % 6" Drain Rock 40.5 50 3% Planter Pot 100 210 7% P-Patch Planters 112 265 8% Totals = 1481 605 100% Dead Load: Wt'd Ave. Add'n DL from Finish.... 47.8 psf 314" Plywood Sheathing ................. 2.5 psf 11 7/8" TJI @ 16....................... 2.5 psf Blow-in Insulation ........................... 2.0 psf 2.5"-7" Slopped Rigid Insulation..... 8.0 psf (2) Layers of 518" GWB.................. 5.6 psf Miscellaneous ............................... 2.0 psf Total .............................................. 70.4 psf Use DL = 71.0 psf 1 DAVIDO CONSULTING GROUP, Inc. Made By: A Date: 10/6/2014 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: 2Aat16"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" ox............... 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 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 .......................................... 16.7 psf Use DL = 17.0 psf Interior Wall Assembly 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 Davit o Consulting g Group civil strtictUral ' land Use Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 STRUCTURAL CALCULATIONS LATERAL DESIGN TUKWILA VILLAGE BUILDING D 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 Document2 i LD-1 Davido Consulting Group Date: 10/6/2014 . civil st.ruct.ura? ; land use Made By: LW Project: Tukwila Village - Bldg D Description: Wind Base Shear Wind Design per ASCE 7-10 Chapters 26 & 28 Basic Wind Speed, Vas = Topographical Multiplier, KT .s = Modified Basic Wind Speed, Vas = Exposure = Importance Factor, Iw = Roof Slope = Front/Back Width Dimension = Side Width Dimension = Eave Height = Mean RoofHt. _ 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 0.00 :12 = 0.00 degrees 161 ft Roof Profile = Parapet 160 ft Roof Profile = Parapet 5T00 ft 58.50 ft 16.00 It 32.00 ft Basic Table for Exp B, ht. = 30' HORIZONTAL LOADS (LRFD, psf) Basic Wind Roof End zone Interior zone Wall "A" I Roof "B" Wall "C" Roof "D" Speed, Vas (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 1 21.6 14.8 17.2 11.8 Basic Table modified for roof anele Interpolated Value HORIZONTAL LOADS (LRFD, psf) Basic Wind Sr V35 (mph) Roof Angle End zone Interior zone Wall "A" Roof "B" I Wall "C" I Roof "D" 110 0.00 19.2 0.0 12.7 0.0 *loads interpolated after 12:12 from roof to vertical wall Design Wind Presures, ps HORIZONTAL LOADS (LRFD, ps1) Basic Wind Speed, Vas (mph) Roof Angle End zone Interior zone Wall "A" IRoof "B" I Wall "C" I Roof "D" 110 0.00 22.8 0.0 15.1 0.0 Wind Base Shear Tukwila Bldg D Lateral Design.)lsx ID-2 Davido ConsulLing Group Date: 10/6/2014 civil srr,cturai I laid use Made By: LW Project: Tukwila Village - Bldg D 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 lengthpressure lenpressure kips ki s ROOF Top Roof to Plate 161.0 3.00 roof 32.0 22.85 129.0 15.11 8.0 4.8 Plate to Mid 161.0 5.00 wall 32.0 22.85 129.0 15.11 13.4 8.0 E = 21.4 12.9 5th FLOOR Mid to Floor 161.0 4.00 wall 32.0 22.85 129.0 15.11 10.7 6.4 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 161.0 5.00 wall 32.0 22.85 129.0 15.11 13.4 8.0 E= 24.1 14.5 4th FLOOR Mid to Floor 161.0 4.00 wall 32.0 22.85 129.0 15.11 10.7 6.4 Top Low Roof to Plate 0.0 0,00 1Iip 0.0 0.00 0.0 0.00 0.0 0.0 Floor to Mid 161.0 5.00 wall 32.0 22.85 129.0 15.11 13.4 8.0 E = 24.1 14.5 3rd FLOOR Mid to Floor 161.0 4.00 wall 32.0 22.85 129.0 15.11 10.7 6.4 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 161.0 5.00 wall 32.0 22.85 129.0 15.11 13.4 8.0 E = 24.1 14.5 2nd FLOOR Mid to Floor 161.0 4.00 wall 32.0 22.85 129.0 15.11 10.7 6.4 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 161.0 5,00 wall 32.0 22.85 129.0 15.11 13.4 8.0 E=1 24.1 14.5 Total Wind Base Shear (ASD, kips), VSide = 118.0 Side Direction: Location Width Height I Plane I End Zone End Zone Int Zone Int Zone Force (LRFD) Force (ASD) feet feet length pressure length pressure kips ki s ROOF T.O. Roof to Plate 160.0 3.00 roof 32.0 22.85 128.0 15.11 8.0 4.8 Plate to Mid 160.0 5.00 wall 32.0 22.85 128.0 15.11 13.3 8.0 E = 21.3 12.8 5th FLOOR Mid to Floor 160.0 4.00 wall 32.0 22.85 128.0 15.11 10.7 6.4 Top Low Roof to Plate 0.0 0.00 Liable 0.0 22.85 0.0 15.11 0.0 0.0 Floor to Mid 160.0 5.00 wall 32.0 22.85 128.0 15.11 13.3 8.0 E = 24.0 14.4 4th FLOOR Mid to Floor 160.0 4.00 wall 32.0 22.85 128.0 15.11 10.7 6.4 Top Low Roof to Plate 0.0 0.00 Gable 0.0 22.85 0.0 15.11 0.0 0.0 Floor to Mid 160.0 5.00 wall 32.0 22.85 128.0 15.11 13.3 8.0 Z=J 24.0 14.4 3rd FLOOR Mid to Floor 160.0 4.00 wall 32.0 22.85 128.0 15.11 10.7 6.4 Top Low Roof to Plate 0.0 0.00 Gable 0.0 22.85 0.0 15.11 0.0 0.0 Floor to Mid 160.0 5.00 wall 32.0 22.85 128.0 15.11 13.3 8.0 E = 24.0 14.4 2nd FLOOR Mid to Floor 160.0 4.00 wall 32.0 22.85 128.0 15.11 10.7 6.4 Top Low Roof to Plate 0.0 0.00 Gable 0.0 22.85 0.0 15.11 0.0 0.0 Floor to Mid 160.0 5.00 wall 32.0 22.85 128.0 15.11 13.3 8.0 E = 24.0 14.4 Total Wind Base Shear (ASD, kips), Vside = 117.3 Wind Base Shear Tukwila Bldg D Lateral Design.xlsx LD-3 QavidO Consulting Group Date: 10/6/2014 civil structural l land use Made By: LW Project: Tukwila Village - Bldg D Description: Seismic Weights DEAD LOAD WEIGHTS FOR SEISMIC CALCULATIONS: Unit Roof Weight: 1.5 psf Unit Floor Weight: 23 psf Unit Terrace Weight: 75 psf Unit Exterior Wall Wt: 13 psf 18 Unit Party Wall Wt: 12 psf 17 Unit Corridor Wall Wt: 12 psf 17 Unit Interior Wall Wt: 7 psf LOCATION LENGTH HEIGHT UNIT WT ROOF LEVEL: Roof 10400 1 15 Ext. Wall Below 550 4.5 13 Party Wall Below 385 4.5 12 Corr. Wall Below 355 4.5 12 Int. Wall Below 460 4.5 7 6th FLOOR LEVEL 5th FLOOR LEVEL Total Wt. Sub -Total (lbs) (kips) 156000 32175 20790 19170 14490 Floor 10400 1 23 = 239200 Terrace 1700 1 75 = 127500 Ext. Wall Above 550 4.5 13 = 32175 Party Wall Above 385 4.5 12 = 20790 Corr. Wall Above 355 4.5 12 = 19170 Int. Wall Above 460 4.5 7 = 14490 Ext. Wall Below 650 4.5 13 = 38025 Party Wall Below 415 4.5 12 = 22410 Corr. Wall Below 430 4.5 12 = 23220 Int. Wall Below 625 4.5 7 = 19688 Floor 12600 1 23 = 289800 Ext. Wall Above 650 4.5 13 = 38025 Party Wall Above 415 4.5 12 = 22410 Corr. Wall Above 430 4.5 12 = 23220 Int. Wall Above 625 4.5 7 = 19688 Ext. Wall Below 650 4.5 13 = 38025 Parry Wall Below 415 4.5 12 = 22410 Corr. Wall Below 430 4.5 12 = 23220 Int. Wall Below 625 4.5 7 = 19688 242.6 Kips 556.7 Kips 496.5 Kips Seismic Weights Tukwila Bldg D Lateral Design.xlsx 4th FLOOR LEVEL I LD-4 Floor 12600 Ext. Wall Above 650 Party Wall Above 415 Corr. Wall Above 430 Int. Wall Above 625 Ext. Wall Below 650 Party Wall Below 415 Corr. Wall Below 430 Int. Wall Below 625 3rd FLOOR LEVEL 2nd FLOOR LEVEL 1 23 = 289800 4.5 13 = 38025 4.5 12 = 22410 4.5 12 = 23220 4.5 7 = 19688 4.5 13 = 38025 4.5 12 = 22410 4.5 12 = 23220 4.5 7 = 19688 Floor 12600 1. 23 = 289800 Ext. Wall Above 650 4.5 13 = 38025 Party Wall Above 415 4.5 12 = 22410 Corr. Wall Above 430 4.5 12 = 23220 Int. Wall Above 625 4.5 7 = 19688 Ext. Wall Below 650 4.5 18 = 52650 Parry Wall Below 415 4.5 17 = 31748 Corr. Wall Below 430 4.5 17 = 32895 Int. Wall Below 625 4.5 7 = 19688 Floor 12600 1 23 = 289800 Ext. Wall Above 650 4.5 18 = 52650 Party Wall Above 415 4.5 17 = 31748 Corr. Wall Above 430 4.5 17 = 32895 Int. Wall Above 625 4.5 7 = 19688 STRUCTURE WEIGHT FOR SEISMIC BASE SHEAR: TOTAL WEIGHT OF STRUCTURE: 496.5 Kips 530.1 Kips 137.0 Kips 2322.4 Kips 2459.4 Kips Seismic Weights Tukwila Bldg D Lateral Design.xlsx LD-5 a ffDavido Consulting Group Date: 10/6/2014 ^Evil I structural ;lard use Made By: LW Project: Tukwila Village - Bldg D Description: Seismic Story Shear Seismic Use Group = 11 From Table Site Classification = D Refer to attached sheet for Map specified variables Ss = 1.489 Fa = 1.000 From attached sheet St = 0.558 Fv = 1.499 From attached sheet SIDS = 0.993 = 0.67*F a -Ss SDt = 0.558 = 0.67*F„ *S Building Height, hn = 59.0 ft Building Period Coefficient, CT = 0.020 Approx. Fundamental Period = 0.426 = C r (h n) 0.75 Response Spectrum, Sa = 1.3106 Response Modification Factor, R = 6.5 Occupancy Importance Factor, I = 1.0 Seismic Design Catergory = D Redundancy Factor, p = Calculation Required Calculated Redundancy Factor, p = 1.0 Seismic Response Coefficient Cs = SDs/R/I Cs = 0.153 Seismic Response Coefficient, Maximum Cs MAX = SD1/T(R/1) Cs MAX = 0.201 Seismic Response Coefficient, Minimum Cs, MIN = 0.044SDS-1 Cs, MIN = 0.044 Cs = 0.153 Seismic Base Shear, V = 0.153 W W = 2322.389 kips V = 354.67 kips Vf.nal = 0.7pV = 248.27 kips Story Total Story Story Story Floor Height Height Weight Force Shear H hX wX wXhXk Fi V ft ft (kips) k-ft (kips) ki s Roof 59.00 254.00 242.6 61626.8 49.29 49.29 Fifth 57,00 195.00 556.7 108550.3 86.82 136.11 Fourth 48.00 138.00 496.5 68515.1 54.80 190.91 Third 39.00 90.00 496.5 44683.7 35.74 226.64 Second 30,00 51.00 530.1 27036.3 21.62 248.27 Base 21,00 21.00 0.1 2.9 0.0 248.27 k = 1 Sum = 310415.0 Seismic Story Shear Tukwila Bldg D Lateral Design.xlsx LLD-6 Davido Consulting Group Date: 10/6/2014 civil (stn,ctural 1 land use Made By: LW Project: Tukwila Village - Bldg D Description: Lateral Design Loads Level Wind Front/Back (kips) Wind Side ki s Seismic (kips) Roof 12.87 12.79 49.29 Fifth 14.48 14.39 86.82 Fourth 14.48 14.39 54.80 Third 14.48 14.39 35.74 Second 14.48 14.39 21.62 Total 70.77 70.37 248.27 Controlling: Front/Back - Seismic Side - Seismic 49.29 K 86.82 K 54.80 K 35.74 K 21.62 K Front/Back Direction Side Direction 49.29 K 86.82 K 54.80 K 35.74 K 21.62 K Lateral Design Loads Tukwila Bldg D Lateral Design.xlsx F/B SIDE TUKWILA VILLAGE BLDG D KEY PLANS SCALE: 1/8" = 1'-0" LEVEL 2 - LEVEL 5 (A) FIB SIDE TUKWILA VILLAGE BLDG D KEY PLANS SCALE: 1/8" = V-0" LEVEL6 Davido Consulting Group Date: 10/6/2014 rivil stt'kvaural land USe Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: I Od-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 6th story Side 1.)irection Story shear(kips) = t9.92 Story height (ft) = 8.00 Total Width(ft) = 66.50 Story Wall Wall D(ft Opening Width(ft) Opening Opening Plate to Height(ft) toEdge(ft) O enin (ft) Trib.Width % Sharing ft) Story Sum Story Sum Panel V(kips) V(kips) DL(klf) DL(klf) Shear( If) Panel Edge NailingShear Plate (plf) BTM Plate Nailin Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Stra 6 A.1 7.00 0.00 0.00 0.00 0.00 66.50 0.05 0.97 0.97 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.45 NA NA 6 A.2 7.00 0.00 0.00 0,00 0.00 66.50 0.05 0.97 0.97 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.45 NA NA 6 A.3 7.00 0.00 0.010 0.00 0.00 66.50 0.05 0.97 0.97 033 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.45 NA NA 6 A.4 4.50 O.O0 0,00 0.00 0.00 66,50 0.03 0.62 0.62 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.75 NA NA 6 B.3 5.25 0.00 0.00 (1.00 0.00 0650 0 04 0.73 0.73 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.65 NA NA 6 BA 9.50 0.00 0.00 0,00 000 66.50 0.07 1.32 1.32 033 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.18 NA NA 6 B.5 20.00 0.00 0.00 0.00 0.00 66.50 0.14 2.78 2.78 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. -0.89 NA NA 6 B.6 11.00 0.00 0.00 0.00 0.00 66.50 0.08 1.53 1.53 033 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.02 NA NA 6 C.2 9.50 0.00 0.00 0.01O 0.00 66.50 0.07 132 1.32 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.18 NA NA 6 C.3 20.00 0.00 0,00 O.00 0.00 66,50 0.14 2.78 2.78 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. -0.89 NA NA 6 CA 925 0.0(i 0.00 O.oll 0.00 66.50 0.06 1.28 1.28 0,33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.21 NA NA 6 D.2.2 18.00 5.00 4.00 4.2.5 2.00 66.50 0.09 1.80 1.80 0.33 0.33 139 6" o.c. 100 16d at 6" o.c. at 24" o.c. -1.00 1.18 CiMSTC16 6 D.3 7 (!0 0.00 0.00 0.00 0.00 66.50 0.0.5 0.97 0.97 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.45 NA NA 6 D.2.1 1.3.50 0.00 0.00 0.00 0.00 66.50 0.09 1.87 1.87 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. -0.23 NA NA Sum 135.00 19.92 19.92 Davido Consulting Group Date: 10/6/2014 . civil I tru.,tural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: I Od-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 5th story Side Direction Story shear(kips) = 34.80 Accumulated shear(kips)= 54.72 Story height (ft) = 8.00 Total Width(ft) = 66.50 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening(ft) Trib.Width % Sharing (ft) Story Sum Story Sum Panel V(kips) V(kips) DL(kIQ DL(klf) Shear ( If) Panel -Ed-g-e-I Nailing Plate Shear (plf) Plate Nailing Top Plate 1,TP4 Resultant HD(kips) Force at Window (kips) Window Strap- 5 A.1 10.75 0.00 0.00 0.00 0.00 66.50 0.06 2.09 2.09 0.16 0.16 t94 6" O.C. 194 16d at 6" o.c. at 24" o.c. 1.11 NA NA 5 A.2 10.75 5.00 4.00 3.00 2.00 66.50 0.03 1.12 2.58 0.10 0.60 448 4" o.c. 240 16d at 6" o.c. at 24" o.c. -0.01 2.69 CMSTC 16 5 A.3 1125 i.00 4.00 3.00 2.00 66.50 0.03 1.22 2.67 0.10 0.60 428 4" o.c. 238 16d at 6" o.c. at 24" o.c. -0.12 2.57 CMSTC16 5 A.4 4.50 0.00 0.00 0.00 0 00 66.50 0.03 0.88 1.50 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 2.34 NA NA 5 B.1 7.75 0.00 0.Oi) ).00 0.00 66.50 0.04 1.51 1.51 0.16 0.16 194 6" o.c. 194 16d at 6" o.c. at 24" o.c. 1.28 NA NA 5 13.2 11.00 0,00 0.00 0.00 0.00 66.50 0.06 2.14 2.14 0.16 0.16 194 6" o.c. 194 16d at 6" o.c. at 24" o.c. 1.09 NA NA 5 B.3 5.25 0.00 0.00 0.010 0.00 66.50 0.03 1.02 1.75 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 3.42 NA NA 5 BA 9.50 Q00 0.0) 0.010 0.00 66.50 0.05 1.85 3.17 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 2.69 NA NA 5 B.5 20.00 0.00 0.00 0.00 0.00 66.50 0.11 3.89 6.67 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 1.21 NA NA 5 B.6 1 1,00 0,00 0,00 0.00 0.00 66.50 0.06 2.14 3.67 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 2.46 NA NA 5 CA 11.00 0.i I(i 0.00 0.00 (i.00 66.50 0.06 2.14 2.14 0.16 0.16 194 6" o.c. 194 16d at 6" o.c. at 24" o.c. 1.09 NA NA 5 C.2 9.50 0.)0 0.00 0.011? 0.00 66.50 0.05 1.85 3.17 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 2.69 NA NA 5 C.3 20.00 0.00 0.00 0.00 0.00 66.50 0.11 3.89 6.67 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 1.21 NA NA 5 CA 9.25 0.00 0.00 0.00 0.00 66.50 0.05 1.80 3.08 0.1.0 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 2.72 NA NA 5 D.1 9.1 8 0.00 0.00 0.00 0.00 66.50 0.05 1.79 1.79 0.16 0.16 194 6" o.c. 194 16d at 6" o.c. at 24" o.c. 1.19 NA NA 5 D.2.2 13.50 5.00 4.00 4.15 200 66.50 0.05 1.65 3.46 0.10 0.43 407 4" o.c. 256 16d at 6" o.c. at 24" o.c. 0.31 338 CMSTC16 5 D.3 11.25 5.00 4.00 3.00 2.00 66.50 0.03 1.22 2.19 0.10 0.43 350 4" o.c. 194 16d at 6" o.c. at 24" o.c. 0.10 2.10 CMSTC16 5 D.2.1 13.50 0.00 0.00 0.00 0.0(i 66.50 0.08 2.63 4.50 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 2.10 NA NA Sum 198.93 34.80 54.72 D,vido Consulting Group Date: 10/6/201 .ICIG civil i structural land use Made By: LW INCORPORATED Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" O A. Bolt Controlling Case: Seismic 4th story Side l.7irection Story shear(kips) = 29.99 Accumulated shear(kips)= 84.71 Story height (ft) = 8.00 Total Width(ft)= 66.50 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Width % Sharing (ft) Story Sum Story Sum Panel V(kips) V(kips) DL(kIQ DL(kIQ Shear (pit) Panel Edge Nailing Plate Shear (pIQ Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 4 A.1 10.75 0.00 0.00 0.00 0.00 66.50 0.06 1.80 3.89 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 3.80 NA NA 4 A.2 10.75 5.00 4.00 3.00 2.00 66.50 0.03 0.96 3.54 0.10 0.70 616 2" o.c. 329 16d at 4" o.c. at 16" o.c. 2.41 3.69 CMSTC 16 4 A.3 11.25 5.00 4.00 3.00 2.00 66.50 0.03 1.05 3.72 0.10 0.70 595 3" o.c. 331 16d at 4" o.c. at 16" ox. 2.29 3.57 CMSTCI6 4 A.4 4.50 0.00 0.00 0.00 0.00 66.50 0.03 0.75 2.25 0. I0 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 6.69 NA NA 4 B.1 7.75 0.00 0.00 0.00 0.00 66.50 0.04 1.30 2.81 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 4.12 NA NA 4 B2 11.00 0.00 0.00 0.00 0.00 66.50 0.06 1.84 3.98 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 3.77 NA NA 4 B.3 5.25 0.00 0.00 0.00 0.00 66.50 0.03 0.88 2.63 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 7.67 NA NA 4 BA 9.50 0.00 0.00 0.00 0.00 66.50 0.05 1.59 4.76 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 6.61 NA NA 4 B.5 20.00 0.00 0.00 0.00 0.00 66.50 0.11 3.35 10.02 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 4.69 NA NA 4 B.6 11.00 0.00 0.00 0.00 0.00 66.50 0.06 1.84 5.51 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" ox. 630 NA NA 4 CA 11.00 0.00 0.00 0.00 0.00 66.50 0.06 1.84 3.98 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 3.77 NA NA 4 C.2 9.50 0.00 0.00 0.00 0.00 66.50 0.05 1.59 4.76 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 6.61 NA NA 4 C.3 20.00 0.00 0.00 0.00 0.00 66.50 0.11 3.35 10.02 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" ox. 4.69 NA NA 4 CA 9.25 0.00 0.00 0.00 0.00 66.50 0.05 1.55 4.63 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 6.66 NA NA 4 D.1 9.18 0.00 0.00 0.00 0.00 66.50 0.05 1.54 3.32 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 3.96 NA NA 4 D.2.2 13.50 5.00 4.00 4.15 2.00 66.50 0.05 1.42 4.88 0.10 0.54 574 3" o.c. 362 16d at 4" o.c. at 16" o.c. 2.88 4.77 CMST14 4 D.5 11.25 5.00 4.00 3.00 2.00 66.50 0.03 1.05 3.23 0.10 0.54 518 3" o.c. 288 16d at 6" o.c. at 16" o.c. 2.14 3.11 CMSTCI6 4 D.2.1 13.50 0.00 0.00 0.00 0.00 66.50 0.08 2.26 6.76 0.10 0.54 501 1 3" o.c. 501 1 16d at 3" o.c. at 12" o.c. 5.83 NA NA Sum 198.93 29.99 Z54. / 1 Davido Consulting Group Date: 10/6/2014 civil structural land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 3rd story Side Direction Story shear(kips) = 1433 Accumulated shear(kips)= 99.04 Story height (ft) = 8.00 Total Width(Ft) = 66.50 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Width % Sharing (ft) Story Sum Story Sum Panel V(kips) V(kips) DL(kIQ DL(klf) Shear (pIQ Panel Edge Nailing Plate I Shear (pit) Plate I Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 3 A.l 10.75 0.00 0.00 0.00 0.00 66.50 0.06 0.86 4.75 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" o.c. 7.16 NA NA 3 A.2 10.75 5.00 4.00 3.00 2.00 66.50 0.03 0.46 4.00 0.10 0.80 696 2" o.c. 372 16d at 4" o.c. at 16" o.c. 5.18 4.17 CMSTCI6 3 A.3 11.25 5.00 4.00 3.00 2.00 66.50 0.03 0.50 4.22 0.10 0.80 675 2" o.c. 375 16d at 4" o.c. at 16" o.c. 5.06 4.05 CMSTCI6 3 A.4 4.50 0.00 0.00 0.00 0.00 66.50 0.03 0.36 2.61 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 11.77 NA NA 3 13.1 7.75 0.00 0.00 0.00 0.00 66.50 0.04 0.62 3.43 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" o.c. 7.64 NA NA 3 B.2 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.88 4.86 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" o.c. 7.12 NA NA 3 13.3 5.25 0.00 0.00 0.00 0.00 66.50 0.03 0.42 3.05 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 12.63 NA NA 3 13.4 9.50 0.00 0.00 0.00 0.00 66.50 0.05 0.76 5.52 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 11.20 NA NA 3 13.5 20.00 0.00 0.00 0.00 0.00 66.50 0.11 1.60 11.62 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 8.82 NA NA 3 B.6 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.88 6.39 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 10.82 NA NA 3 CA 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.88 4.86 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" o.c. 7.12 NA NA 3 C.2 9.50 0.00 0.00 0.00 0.00 66.50 0.05 0.76 5.52 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 11.20 NA NA 3 C.3 20.00 0.00 0.00 0.00 0.00 66.50 0.11 1.60 11.62 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 8.82 NA NA 3 CA 9.25 0.00 0.00 0.00 0.00 66.50 0.05 0.74 5.37 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 11.27 NA NA 3 D.1 9.18 0.00 0.00 0.00 0.00 66.50 0.05 0.74 4.06 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" o.c. 7.40 NA NA 3 D.2.2 13.50 5.00 4.00 4.15 2.00 66.50 0.05 0.68 5.56 0.10 0.64 654 2" o.c. 412 16d at 4" o.c. at 12" o.c. 5.87 5.43 CYIST14 3 D.5 11.25 5.00 4.00 3.00 2.00 66.50 0.03 0.50 3.74 0.10 0.64 598 3" o.c. 332 16d at 4" o.c. at 16" o.c. 4.56 3.59 CMSTCI6 3 D.2.1 13.50 0.00 0.00 0.00 0.00 66.50 0.08 1.08 7.84 0.10 0.64 581 1 3" o.c. 581 16d at 3" o.c. I at 8" o.c. 1 10.23 NA NA Sum 198.93 14.33 YY.V4 M. 0 N Davido Consulting Group Date: 10/6/2014 Stnli:tura) €and LISe Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 2nd story Side Direction Story shear(kips) = 8.67 Accumulated shear(kips)-- 107.71 Story height (ft) = 8.00 Total Width(Ft)= 66.50 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Width % Sharing (ft) Story Sum Story Sum Panel V(kips) V(kips) DL(klf) DL(klt) Shear (plf) Panel Edge Nailing Plate Shear (pit) A. Bolt Spacing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 2 A.1 10.75 0.00 0.00 0.00 0.00 66.50 0.06 0.52 5.27 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 12" o.c. 'J 10.93 NA NA 2 A.2 10.75 5.00 4.00 3.00 2.00 66.50 0.03 0.28 4.28 0.10 0.91 744 2" o.c. 398 2x at 48" o.c. at 16" o.c. 8.17 4.46 C1'IST14 2 A.3 11.25 5.00 4.00 3.00 2.00 66.50 0.03 0.30 4.52 0.10 0.91 724 2" o.c. 402 2x at 48" o.c. at 16" o.c. 8.07 434 CMSTCI6 2 A.4 4.50 0.00 0.00 0.00 0.00 66.50 0.03 0.22 2.83 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 17.28 NA NA 2 B.1 7.75 0.00 0.00 0.00 0.00 66.50 0.04 0.38 3.80 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 12" o.c. l 11.58 NA NA 2 13.2 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.53 5.40 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 12" o.c. 10.88 NA NA 2 B.3 5.25 0.00 0.00 0.00 0.00 66.50 0.03 0.25 3.30 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 18.02 NA NA 2 BA 9.50 0.00 0.00 0.00 0.00 66.50 0.05 0.46 5.98 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. e 16.21 NA NA 2 B.5 20.00 0.00 0.00 0.00 0.00 66.50 0.11 0.97 12.59 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 1335 NA NA 2 B.6 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.53 6.92 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 1 15.74 NA NA 2 CA 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.53 5.40 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 12" o.c. ; 1 10.88 NA NA 2 C.2 9.50 0.00 0.00 0.00 0.00 66.50 0.05 0.46 5.98 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 16.21 NA NA 2 C.3 20.00 0.00 0.00 0.00 0.00 66.50 0.11 0.97 12.59 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. '- 1335 NA NA 2 C.4 9.25 0.00 0.00 0.00 0.00 66.50 0.05 0.45 5.82 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 16.29 NA NA 2 D.1 9.18 0.00 0.00 0.00 0.00 66.50 0.05 0.44 4.50 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 12" o.c. 11.25 NA NA 2 D.2.2 13.50 5.00 4.00 4.15 2.00 66.50 0.05 0.41 5.98 i1.10 0.74 703 2" o.c. 443 2x at 32" o.c. at 12" o.c. 9.11 5.83 CMSTI4 2 D.5 11.25 5.00 4.00 3.00 2.00 66.50 0.03 0.30 4.04 0.10 0.74 646 2" o.c. 359 2x at 48" o.c. at 16" o.c. ) 7.20 3.88 CMSTCI6 2 D.2.1 13.50 0.00 0.00 0.00 0.00 66.50 0.08 0.65 8.50 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. D 15.02 NA NA Sum 198.93 8.67 107.71 r W Davido ConSU1t111() Group Date: 10/6/2014 . civil i strucox al I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design -Side (A) Nails and Sheathing: 10d-1.5132 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 6th story Side Direction Story shear(kips) = 19.92 Story height (ft) = 8.00 Total Area(sq ft) = 3445.00 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Area %Sharing (sq ft) Story Sum Story Sum Panel V(kips) V(ki s) D klf) DL(kif) Shear (plf) Panel Edge Nailing Plate Shear ( If) BTM Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 6 2.1 8.25 0.00 0.00 0.00 0.00 180.00 1.00 1.04 1.04 0.11 0.11 57 6" o.c. 57 16d at 6" o.c. at 24" O.C. -0.15 NA NA 6 22 14.00 0.00 0.00 0.00 0.00 25500 1.00 1.47 1.47 0.11 0.11 105 6" o.c. 105 16d at 6" o.c. at 24" o.c. 0.39 NA NA 6 3.1 24.50 0.00 0.00 0,00 0.00 55500 1.00 3.21 3.21 0.11 0.11 131 6" o.c. 131 16d at 6" o.c. at 24" o.c. 0.24 NA NA 6 3.2 12.50 0.00 0.00 !).t)0 0.00 :365.00 1.00 2.11 2.11 0.11 0.11 169 6" o.c. 169 16d at 6" o.c. at 24" o.c. 0.98 NA NA 6 4.1 24.00 0.00 0.00 0.00 0.00 685.00 1.00 3.96 3.96 0.11 0.11 165 6" o.c. 165 16d at 6" o.c. at 24" o.c. 0.54 NA NA 6 4.2 24.00 0.00 0.00 0.00 0.00 775.00 1.00 4.48 4.48 0.11 0.11 187 6" o.c. 187 16d at 6" o.c. at 24" o.c. 0.72 NA NA 6 5.0 24.00 0.00 0.00 0.00 0.00 630.00 1.00 3.64 3.64 0.11 0.11 152 6" o.c. 152 16d at 6" o.c. at 24" o.c. 0.43 NA NA 5th story Side Direction Sum 141.25 1y.yz IY.Y/ Story shear(kips) = 34.80 Accumulated shear(kips)= 54.72 Story height (ft) = 8.00 Total Area(sq ft) = 5055.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge ft) Opening (ft) Trib.Area % Sharing (s ft) Story Sum Story Sum Panel V(kips) V(kips) DL(klf) DL(klf) Shear ( If) Panel Edge Nailin Plate Shear ( If) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 5 1.1 5.75 0.00 0.00 0.00 0.00 250.00 100 1.72 1.72 1_O4; 1.05 299 6" o.c. 299 16d at 6" o.c. at 16" o.c. 0.64 NA NA 5 1.2 7.00 0.00 0.00 0.00 0.00 445,00 0 55 1.68 1.68 1.05 1.05 240 6" o.c. 240 16d at 6" o.c. at 24" o.c. -0.30 NA NA 5 1.3 5.75 0.00 0.00 0.00 0.00 445.00 045 1.38 1.38 1.05 1.05 240 6" o.c. 240 16d at 6" o.c. at 24" o.c. 0.13 NA NA 5 2.1 18.25 0.00 0.00 0.00 0.00 620.00 1.00 4.27 5.31 0.53 0.64 291 6" o.c. 291 16d at 6" o.c. at 16" o.c. -0.75 NA NA 5 2.2 24.75 0.00 0.00 0.00 0.00 660.00 1.00 4.54 6.02 10.53 0.64 243 6" o.c. 243 16d at 6" o.c. at 24" o.c. -2.88 NA NA 5 3.1 24.50 0.00 0.00 0.00 0.00 570.00 1.00 3.92 TO 0.53 0.64 291 6" o.c. 291 16d at 6' o.c. at 16' o.c. -139 NA NA 5 3.2 12.50 0.00 0.00 0.00 0.00 375.00 1.00 2.58 4.69 0.53 0.64 375 4" o.c. 375 16d at 4" o.c. at 16" o.c. 2.02 NA NA 5 4.1 24.00 0.00 0.00 0.00 0.00 695.00 1.00 4.78 8.75 0.63 0.74 364 4" o.c. 364 16d at 4" o.c. at 16" o.c. -1.12 NA NA 5 4.2 24.00 0.00 0.00 0.00 0.00 800.00 1.00 5.51 9.99 0.63 0.74 416 4" o.c. 416 16d at 4" o.c. at 12" o.c. -0.52 NA NA 5 5.0 24.00 0.00 0.00 0.00 0.00 640.00 1.00 4.41 8.05 0.80 0.91 335 4" o.c. 335 16d at 4" o.c. at 16" o.c. -2.70 NA NA Sum 170.50 -14.bV 74./L Davido Consu[ting Group Date: 10/6/201. civil Stnn;aaral 1 !arld use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt 4th story Side Direction Story shear(kips) = 29.99 Story height (ft) = 8.00 Total Area(sq ft) = 5055.00 Assumptions Controlling Case: Semmic Accumulated shear(kips)= 84.71 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge(ft) Opening (ft) Trib.Area % Sharing (s ft) Story Sum Story Sum Panel V(kips) V(kips) DLkIQDL(klf) Shear(pIQ Panel Edge NailingShear( Plate if) Plate Nailing Top Plate LTP4 I Resultant HD(kips) Force at Window(kips) Window Stra 4 1.1 5.75 0.00 0.00 0.00 0.00 250.00 1.00 1.48 3.20 0.38 1.42 557 3" o.c. 557 16d at 3" o.c. at 8" O.C. 4.81 NA NA 4 1.2 7.00 0.00 0.00 0.00 0.00 445.00 0.55 1.45 3.13 0.38 1.42 447 4" o.c. 447 16d at 4" o.c. at 12" ox. 2.70 NA NA 4 1.3 5.75 0.00 0.00 0.00 0.00 445.00 0.45 1.19 2.57 0.38 1.42 447 4" o.c. 447 16d at 4" o.c. at 12" o.c. 3.33 NA NA 4 2.1 18.25 0.00 0.00 0.00 0.00 620.00 1.00 3.68 8.99 0.53 1.17 492 3" ox. 492 16d at 3" o.c. at 12" o.c. 0.30 NA NA 4 2.2 24.75 0.00 0.00 0.00 0.00 660.00 1.00 3.92 9.93 0.53 1.17 401 4" o.c. 401 16d at 4" o.c. at 16" o.c. -3.63 NA NA 4 3.1 24.50 0.00 0.00 0.00 0.00 570.00 1.00 3.38 10.51 0.53 1.18 429 4" o.c. 429 16d at 4" o.c. at 12" o.c. -1.89 NA NA 4 3.2 12.00 0.00 0.00 0.00 0.00 375.00 1.00 2.22 6.92 0.53 1.18 576 3" o.e. 576 16d at 3" o.c. at 8" o.c. 5.12 NA NA 4 4.1 24.00 0.00 0.00 0.00 0.00 695.00 1.00 4.12 12.87 0.63 1.37 536 3" o.c. 536 16d at 3" o.c. at 12" o.c. -1.38 NA NA 4 4.2 24.00 0.00 0.00 0.00 0.00 800.00 1.00 4.75 14.73 0.63 1.37 614 2" o.c. 614 16d at 3" o.c. at 8" o.c. -0.14 NA NA 4 5.0 24.00 0.00 0.00 0.00 0.00 640.00 1.00 3.80 11.85 0.80 1.71 494 1 3" ox. 1 494 16d at 3" o.e. I at 12" o.c. 1 -4.54 NA NA Sum I /V.UV 3rd story Side Direction Story shear(kips) = 14.33 Story height (ft) = 8.00 Total Area(sq ft) = 5i155,00 L7.YY 54. / 1 Accumulated shear(kips)= 99.04 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) toEdge (ft) Opening (ft) Trib.Area % Sharing (sgft) Story Sum Story Sum Panel V(kips) V(kips) DL(kif) DL(klf) Shear(plf) r7a-ne-I-E-d-R-e-1 NailingShear(plf) Plate Plate NailingLTP4 Top Plate Resultant HD(ki s) Force at Window(kips) Window Strap 3 1.1 5.75 0.00 0.00 0.00 0.00 250.00 1.00 0.71 3.91 0.38 1.80 681 2" o.c. 681 16d at 2" o.c. at 8" o.c. 10.07 NA NA 3 1.2 7.00 0.00 0.00 0.00 0.00 445.00 0.55 0.69 3.82 0.38 1.80 546 3" o.c. 546 16d at 3" o.c. at 8" o.c. 6.56 NA NA 3 1.3 5.75 0.00 0.00 0.00 0.00 445.00 0.45 0.57 3.14 0.38 1.80 546 3" o.c. 546 16d at 3" o.c. at 8" o.c. 7.41 NA NA 3 2.1 18.25 0.00 0.00 0.00 0.00 620.00 1.00 1.76 10.74 0.53 1.71 589 3" o.c. 589 16d at 3" o.c. at 8" o.c. 2.15 NA NA 3 2.2 24.75 0.00 0.00 0.00 0.00 660.00 1.00 1.87 11.80 0.53 1.71 477 3" o.c. 477 16d at 4" o.c. at 12" o.c. -3.77 NA NA 3 3.1 24.50 0.00 0.00 0.00 0.00 570.00 1.00 1.62 12.13 0.53 1.71 495 3" o.c. 495 16d at 3" o.c. at 12" o.c. -1.85 NA NA 3 3.2 12.00 0.00 0.00 0.00 0.00 375.00 1.00 1.06 7.98 0.53 1.71 665 2" o.c. 665 16d at 2" o.c. at 8" o.c. 8.66 NA NA 3 4.1 24.00 0.00 0.00 0.00 0.00 695.00 1.00 1.97 14.84 0.63 2.00 618 2" o.c. 618 t6d at 3" o.c. at 8" o.c. -0.97 NA NA 3 4.2 24.00 0.00 0.00 0.00 0.00 800.00 1.00 2.27 17.00 0.63 2.00 708 2" o.c. 708 16d at 2" o.c. at 8" o.c. 1.01 NA NA 3 5.0 24.00 0.00 0.00 0.00 0.00 640.00 1.00 1.81 13.66 0.80 2.51 569 1 3" o.c. 1 569 16d at 3" o.c. at 8" o.c. 1 -5.77 NA NA Sum 170.00 14.33 99.04 I r cn Davido ConSu(ting Group Date: 10/6/2014 . civil structural I lanci use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 2nd story Side Direction Story shear(kips) = 8.67 Accumulated shear(kips)= 107.71 Story height (R) = 8.00 Total Area(sq 11) = 5055.00 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Area % Sharing (sq ft) Story Sum Story Sum Panel V(kips) V(kips) DL(klf) DL(klf) Shear (plf) Panel Edge Nailing Plate Shear (pIQ A. Bolt Spacing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 2 1.1 5.75 0.00 0.00 0.00 0.00 250.00 1.00 0.43 4.34 038 2.18 755 2" o.c. 755 2x at 16" o.c. at 8" o.c. i 15.97 NA NA 2 1.2 7.00 0.00 0.00 0.00 0.00 445.00 0.55 0.42 4.24 038 2.38 606 2" o.c. 606 2x at 32" o.c. at 8" O.C. .) 10.47 NA NA 2 1.3 5.75 0.00 0.00 0.00 0.00 445.00 0.45 0.34 3.49 0.38 2.38 606 2" o.c. 606 2x at 32" ox. at 8" o.c. 11.63 NA NA 2 2.1 18.25 0.00 0.00 0.00 0.00 620.00 1.00 1.06 11.81 0.53 3.04 647 2" o.c. 647 2x at 16" o.c. at 8" o.c. -0.03 NA NA 2 2.2 24.75 0.00 0.00 0.00 0.00 660.00 1.00 1.13 12.94 0.53 0.53 523 3" o.c. 523 2x at 32" o.c. at 12" o.c. 9.39 NA NA 2 3.1 24.50 0.00 0.00 0.00 0.00 570.00 1.00 0.98 13.11 0.53 0.53 535 3" o.c. 535 2x at 32" o.c. at 12" o.c. '`.) 1136 NA NA 2 3.2 12.00 0.00 0.00 0.00 0.00 375.00 1.00 0.64 8.62 0.53 0.53 719 2" o.c. 719 2x at 16" o.c. at 8" o.c. 0 19.09 NA NA 2 4.1 24.00 0.00 0.00 0.00 0.00 695.00 1.00 1.19 16.03 0.63 0.63 668 2" o.c. 668 2x at 16" o.c. at 8" o.c. '"? 14.58 NA NA 2 4.2 24.00 0.00 0.00 0.00 0.00 800.00 1.00 1.37 18.37 0.63 0.63 766 2" o.c. 766 2x at 16" o.c. at 8" o.c. Q, 1735 NA NA 2 5.0 24.00 0.00 0.00 0.00 0.00 640.00 1.00 1.10 14.76 0, 82 0.82 615 2" o.c. 615 2x at 32" o.c. at 8" o.c. ` 11 11.64 NA NA Sum 170.00 8.67 107.71 Davido Consulting Group Date: 10/6/2014 civil I structural land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (B) Nails and Sheathing: IAd-IS/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 6th story Side Direction Story shear(kips) = 29.52 Story height (ft) = 8.00 Total Area(sq ft) = 7225.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (fC Trib.Area (sq ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf) Panel Edg Nailing Plate Shear(pIf) JBTM Plat Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow(kipi Window Strap 6 A 24.00 0.00 0.00 0.00 0.00 575.00 1.00 2.35 2.35 0.11 98 6" o.c. 98 6d at 6" o. at 24" o.c. -0.01 NA NA 6 B.1 24.00 0.00 0.00 0.00 O OO 700.00 1.00 2.86 2.86 0.11 119 6" o.c. 119 6d at 6" o. at 24" o.c. 0.16 NA NA 6 B.2 24.00 0.00 0.00 0.00 O.Oi) 755.00 1.00 3.08 3.08 0.11 129 6" o.c. 129 6d at 6" o. at 24" o.c. 0.24 NA NA 6 CA 24.00 0.00 0.00 0.00 0.00 710.00 100 2.90 2.90 0.11 121 6" o.c. 121 6d at 6" o. at 24" o.c. 0.18 NA NA 6 C.2 24.00 0.00 0.00 0.00 0 00 815.00 1_00 3.33 3.33 0.11 139 6" o.c. 139 6d at 6" o. at 24" o.c. 0.32 NA NA 6 D 24.00 0.00 0.00 0.00 0.00 515.00 1.00 2.10 2.10 0.11 88 6" o.c. 88 6d at 6" o. at 24" o.c. -0.09 NA NA 6 E 24.00 0.00 0.00 0.00 0.00 815.00 LOO 3.33 3.33 0.11 139 6" o.c. 139 6d at 6" o. at 24" o.c. 0.32 NA NA 6 F 24.00 0.00 0.00 0.00 0.00 665.00 1_00 2.72 2.72 0.11 113 6" o.c. 113 6d at 6" o. at 24" o.c. 0.12 NA NA 6 G 24.00 0.00 0.00 0.00 0.00 800.00 1.00 3.27 3.27 0.11 136 6" O.C. 136 6d at 6" o. at 24" o.c. 0.30 NA NA 6 H 1825 0.00 0.00 0.00 0.00 520.00 1.00 2.12 2.12 0.11 116 6" O.C. 116 6d at 6" o. at 24" o.c. 0.34 NA NA 6 I 1395 0.00 0.00 0.00 0.00 90.00 1.00 0.37 0.37 0.11. 26 6" O.C. 26 6d at 6" o. at 24" o.c. -0.26 NA NA 6 J 1.4.00 3.00 4.00 4.00 2.00 265.00 1.00 1.08 1.08 0.11 98 1 6" o.c. 1 77 16d at 6" o. at 24" o.c. 0.16 0.79 CMS C'16 Sum 262.20 29.52 29.52 r 0 I. Davido ConSUIt.ing GrCUP Date: 10/6/2014 . civil I structural land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (B) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt 5th story Side Direction Story shear(kips) = 51.95 Story height (ft) = 8.00 Total Area(sq 11) = 7545.00 Assumptions Controlling Case: Seismic Accumulated shear(kipsr 81.47 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Area (sq ft) %Sharing Story V(kips) Sum V(kips) Story DL(kIQ Panel Shear (plf) Panel Edg Nailing Plate Shear (pIQ Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow (kip Window Strap 5 A 24.00 0.00 0.00 0.00 0.00 590.00 1.00 4.06 6.41 0.38 267 6" o.c. 267 6d at 6" o. at 24" o.c. -0.59 NA NA 5 13.1 24.00 0.00 0.00 0.00 0.00 715.00 1.00 4.92 7.78 0.72 324 4" o.c. 324 6d at 6" o. at 16" o.c. -2.47 NA NA 5 13.2 24.00 0.00 0.00 0.00 0.00 805.00 1.00 5.54 8.63 0.72 359 4" o.c. 359 6d at 4" o. at 16" o.c. -2.10 NA NA 5 CA 24.00 0.00 0.00 0.00 0.00 745.00 1.00 5.13 8.03 0.621 335 4" o.c. 335 6d at 4" o. at 16" o.c. -1.67 NA NA 5 C.2 24.00 0.00 0.00 0.00 0.00 855.00 1.00 5.89 9.22 0.62 384 4" o.c. 384 6d at 4" o. at 16" o.c. -1.12 NA NA 5 D 24.00 0.00 0.00 0.00 0.00 545.00 1.00 3.75 5.86 0.42 244 6" O.C. 244 6d at 6" o. at 24" o.c. -1.18 NA NA 5 E 24.00 0.00 0.00 0.00 0.00 865.00 1.00 5.96 929 0.30 387 4" o.c. 387 6d at 4" o. at 16" o.c. 1.25 NA NA 5 F 24.00 0.00 0.00 0.00 0.00 700.00 1.00 4.82 7.54 0.42 314 4" o.c. 314 6d at 6" o. at 16" o.c. -0.43 NA NA 5 G 24.00 0.00 0.00 0.00 0.00 825.00 1.00 5.68 8.95 0.43 373 4" o.c. 373 6d at 4" o. at 16" o.c. 0.21 NA NA 5 H 18.25 0.00 0.00 0.00 0.00 545.00 1.00 3.75 5.88 0.27 322 4" o.c. 322 6d at 6" o. at 16" o.c. 1.46 NA NA 5 I 13.95 0.00 0.00 0.00 0.00 90.00 1.00 0.62 0.99 0.31 71 6" o.c. 71 6d at 6" o. at 24" o.c. -1.01 NA NA 5 J.1 11_50 3.00 4.00 3.75 2.00 265.00 0.59 1.07 2.15 0.31 253 6" o.c. 187 6d at 6" o. at 24" o.c. 0.05 1.90 CMSTC16 5 J2 6.00 0.00 0.00 0.00 0.00 265.00 0.41 0.76 0.76 0.21 126 1 6" o.c. 1 126 16d at 6" o. at 24" o.c.1 0.69 NA I NA Sum 265.70 51.95 81.47 r-' 00 Davido Consulting Group Date: 10/6/2014 civil( structural I land use, Made By: LW �..�, Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (B) Nails and Sheathing: I.Od-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 4th story 781.0 Side Direction Story shear(kips) = 44.77 Accumulated shear(kipsp 126.24 Story height (ft) = 8.00 Total Area(sq ft) = 7545.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (f( Trib.Area (sq ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)i Panel Edg Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow(kipl Window Strap 4 A 24.00 0.00 0.00 0.00 0.00 590.00 1.00 3.50 9.91 0,33 413 4" o.c. 413 6d at 4" o. at 12" o.c. 0.02 NA NA 4 13.1 24.00 0.00 0.00 0.00 0.00 715.00 1.00 4.24 12.03 0.72 501 3" o.c. 501 6d at 3" o. at 12" o.e. -3.65 NA NA 4 13.2 24.00 0.00 0.00 0.00 0.00 805.00 1.00 4.78 13.40 0.72 559 3" o.c. 559 6d at 3" o. at 8" o.c. -2.82 NA NA 4 C.1 24.00 0.00 0.00 0.00 0.00 745.00 1.00 4.42 12.45 0.62 519 3" o.c. 519 6d at 3" o. at 12" o.e. -2.02 NA NA 4 C.2 24.00 0.00 0.00 0.00 0.00 855.00 1.00 5.07 14.29 0.62 595 3" o.c. 595 6d at 3" o. at 8" o.c. -0.85 NA NA 4 D 24.00 0.00 0.00 0.00 0.00 545.00 1.00 3.23 9.09 0.42 379 4" o.c. 379 6d at 4" o. at 16" o.e. -1.16 NA NA 4 E 24.00 0.00 0.00 0.00 0.00 865.00 1.00 5.13 14.42 0.30 601 2" o.c. 601 6d at 3" o. at 8" o.e. 3.99 NA NA 4 F 24.00 0.00 0.00 0.00 0.00 700.00 1.00 4.15 11.69 0.42 487 3" o.c. 487 6d at 3" o. at 12" o.e. 0.44 NA NA 4 G 24.00 0.00 0.00 0.00 0.00 825.00 1.00 4.90 13.84 0.43 577 3" ox. 577 6d at 3" o. at 8" o.c. 1.79 NA NA 4 H 18.25 0.00 0.00 0.00 0.00 545.00 1.00 3.23 9.11 0.1_7 499 3" o.c. 499 6d at 3" o. at 12" o.c. 4.03 NA NA 4 1 1.3.95 0.00 0.00 0.00 0.00 90.00 1.00 0.53 1.52 0.31 109 6" o.c. 109 6d at 6" o. at 24" o.c. -1.45 NA NA 4 J.1 1.1.50 3.00 4.00 3.75 2.00 265.00 0.59 0.92 3.07 0.31 362 4" o.c. 267 6d at 6" o. at 24" o.c. 1.18 2.71 CMSTCI6 4 J.2 6.00 0.00 0.00 0.00 0.00 265.00 0.41 0.65 1.41 0.21 234 1 6" o.c. 1 234 16d at 6" 0.1 at 24" o.e. 2.33 NA NA Sum 265.70 44.// 1Lb.L4 r 0 Davido Consu ing Group Date: 10/6/2014 civil I structural land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (B) Nails and Sheathing: 1.0t1-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt 3rd story Side Direction Story shear(kips) = 21.38 Story height (ft) = 8.00 Total Area(sq ft) = 7545.00 Assumptions Controlling Case: Seismic. Accumulated shear(kips)-- 147.62 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ff Trib.Area (sq ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Panel Shear (plf) Panel Edg Nailing Plate Shear (pIf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow (kip Window Strap 3 A 24.00 0.00 0.00 0.00 0.00 590.00 1.00 1.67 11.58 0.38 483 3" o.c. 483 6d at 4" o. at 12" o.c. 1.20 NA NA 3 B.1 24.00 0.00 0.00 0.00 0.00 715.00 1.00 2.03 14.05 0.72 585 3" o.c. 585 6d at 3" o. at 81' o.c. -4.15 NA NA 3 B.2 24.00 0.00 0.00 0.00 0.00 805.00 1.00 2.28 15.69 0.72 654 2" o.c. 654 6d at 2" o. at 8" o.c. -2.76 NA NA 3 CA 24.00 0.00 0.00 0.00 0.00 745.00 1.00 2.11 14.56 0.62 607 2" o.c. 607 6d at 3" o. at 8" o.c. -1.65 NA NA 3 C.2 24.00 0.00 0.00 0.00 0.00 855.00 1.00 2.42 16.71 0.62 696 2" o.c. 696 6d at 2" o. at 8" o.c. 0.26 NA NA 3 D 24.00 0.00 0.00 0.00 0.00 545.00 1.00 1.54 10.63 0.42 443 4" o.c. 443 6d at 4" o. at 12" o.c. -0.62 NA NA 3 E 24.00 0.00 0.00 0.00 0.00 865.00 1.00 2.45 16.87 0.30 703 2" o.c. 703 6d at 2" o. at 8" o.c. 7.49 NA NA 3 F 24.00 0.00 0.00 0.00 0.00 700.00 1.00 1.98 13.67 0.42 570 3" o.c. 570 6d at 3" o. at 8" o.c. 1.98 NA NA 3 G 24.00 0.00 0.00 0.00 0.00 825.00 1.00 2.34 16.18 0.43 674 2" o.c. 674 6d at 2" o. at 8" o.c. 4.16 NA NA 3 H 18.25 0.00 0.00 0.00 0.00 545.00 1.00 1.54 10.66 0.27 584 3" o.c. 584 6d at 3" o. at 8" o.c. 7.30 NA NA 3 I 13.95 0.00 0.00 0.00 0.00 90.00 1.00 0.26 1.78 0.31 127 6" o.c. 127 6d at 6" o. at 24" o.c. -1.73 NA NA 3 J.1 11.50 3.00 4.00 3.75 2.00 265.00 0.59 0.44 3.51 0.31 413 4" o.c. 306 6d at 6" o. at 16" o.c. 2.62 3.10 CMSTC16 3 J.2 6.00 0.00 0.00 0.00 0.00 265.00 0.41 0.31 1.72 0.21 286 6" o.c. 286 6d at 6" o. at 16" o.c. 4.42 NA NA Sum 265.70 21.38 147.62 DaVido Consulting Group Date: 10/6/2014 civil I structural land rise Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (B) Nails and Sheathing: 1.0d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 2nd story Side Direclion Story shear(kips) = 12.94 Accumulated shear(kips)= 160.56 Story height (8) = 8.00 Total Area(sq ft) = 7545.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (f( Trib.Area (sq ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf) Panel Edg Nailing Plate Shear(plf) A. Bolt Spacing Top Plate LTP4 Resultant HD(kips) Force at Vindow(kipi Window Strap 2 A 24.00 0.00 0.00 0.00 0.00 590.00 1.00 1.01 12.60 0.38 525 3" o.c. 525 x at 32" o. at 12" o.c. 2.73 NA NA 2 B.1 24.00 0.00 0.00 0.00 0.00 715.00 1.00 1.23 15.28 0.72 637 2" o.c. 637 x at 16" o. at 8" o.c. 4.23 NA NA 2 13.2 24.00 0.00 0.00 0.00 0.00 805.00 1.00 1.38 17.07 0.72 711 2" o.c. 711 x at 16" o. at 8" o.c. ® -2.23 NA NA 2 C.1 24.00 0.00 0.00 0.00 0.00 745.00 1.00 1.28 15.84 0.62 660 2" o.c. 660 x at 16" o. at 8" o.c. -0.84 NA NA 2 C.2 24.00 0.00 0.00 0.00 0.00 855.00 1.00 1.47 18.18 0.62 757 2" o.c. 757 x at 16" o. at 8" o.c. 1.86 NA NA 2 D 24.00 0.00 0.00 0.00 0.00 545.00 1.00 0.93 11.57 0.42 482 3" o.c. 482 x at 32" o. at 12" o.c. 0.24 NA NA 2 E 24.00 0.00 0.00 0.00 0.00 865.00 1.00 1.48 18.35 0.30 765 2" o.c. 765 x at 16" o. at 8" o.c. ,. 11.51 NA NA 2 F 24.00 0.00 0.00 0.00 0.00 700.00 1.00 1.20 14.87 0.42 620 2" o.c. 620 x at 32" o. at 8" o.c. 3.93 NA NA 2 G 24.00 0.00 0.00 0.00 0.00 825.00 1.00 1.41 17.60 0.43 733 2" o.c. 733 x at 16" o. at 8" o.c. '.D 7.01 NA NA 2 H 18.25 0.00 0.00 0.00 0.00 545.00 1.00 0.93 11.59 0.30 635 2" o.c. 635 x at 16" o. at 8" o.c. '.) 10.86 NA NA 2 I 13.95 0.00 0.00 0.00 0.00 90.00 1.00 0.15 1.93 0.31 138 6" o.c. 138 x at 48" o. at 24" o.c. -1.93 NA NA 2 J.1 11.50 3.00 4.00 3.75 2.00 265.00 0.59 0.27 3.78 0.31 445 4" o.c. 329 x at 48" o. at 16" o.c. 4.25 3.34 CMSTC16 2 J.2 6.00 0.00 0.00 0.00 0.00 265.00 0.41 0.19 1.90 0.21 317 4" o.c. 317 x at 48" o. at 16" o.c. 6.79 NA NA Sum 265.70 1Z.94 16u..)b r N Drlvido Consulting Groin Date: 10/6/2014 civil structural i land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (B) Nails and Sheathing: 10d-I5/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 6th story Side L)irection. Story shear(kips) = 29.52 Story height (ft) = 8.00 Total Width(ft)= 55.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ff; Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear(plf) BTM Platl Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow(kipi Window Strap 6 1.1 4.75 0.00 0.00 0.00 0.00 55,00 0.02 0.51 0.51 0.29 108 6" O.C. 108 6d at 6" o. at 24" o.c. 0.51 NA NA 6 1.2 4.50 0.00 0.00 0.00 0.00 55,00 0.02 0.49 0.49 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.54 NA NA 6 1.3 4.50 0.00 0.00 0.00 0.00 .55.00 0.02 0.49 0.49 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.54 NA NA 6 1.4 4.75 0.00 0.00 0.00 0.00 55.00 0.02 0.51 0.51 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.51 NA NA 6 2.0 9.25 0.00 0.00 0.00 0.00 55,00 0.03 1.00 1.00 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.07 NA NA 6 3.1 23.50 0.00 0.00 0.00 0.00 55.00 0.09 2.54 2.54 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.18 NA NA 6 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 1.94 1.94 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.70 NA NA 6 3.3 15.25 0,00 0.00 0.00 0.00 55.00 0.06 1.65 1.65 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.46 NA NA 6 3.4 19,00 0.00 0.00 0.00 0.00 55.00 0.07 1.94 1.94 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.70 NA NA 6 3.5 15,00 0,00 0.00 0.00 0.00 .5.5.00 0.05 1.62 1.62 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.44 NA NA 6 4.1 10.75 0.00 0.00 0.00 0,00 55.00 0.04 1.16 1.16 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.06 NA NA 6 4.2 23.50 0.00 0.00 0.00 0,00 .5.5.00 0.09 2.54 2.54 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.18 NA NA 6 4.3 25.00 0.00 0.00 0.00 0.00 .55.00 0.09 2.70 2.70 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.31 NA NA 6 4.4 25.00 0.00 0.00 0.00 0.00 5.5.00 0.09 2.70 2.70 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.31 NA NA 6 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 2.32 2.32 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.01 NA NA 6 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.00 1.00 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.07 NA NA 6 5.1 5.75 0.00 0.00 0.00 0.00 55.00 0.02 0.62 0.62 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.41 NA NA 6 5.2 7.00 0.00 0.00 0.00 0.00 55.00 O.03 0.76 0.76 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.28 NA NA 6 5.3 6J0 0.00 0.00 0.00 0.00 55.00 0.02 0.70 0.70 0.29 108 6" o.c. 108 6d at 6" o. at 24 o.c. 0.33 NA NA 6 5.4 4.80 0.00 0.00 0.00 0.00 55.00 0 02 0.52 0.52 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.50 NA NA 6 5.5 4.75 0.00 0.00 0.00 0.00 55.00 0.02 0.51 0.51 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.51 NA NA 6 5.6 4.90 O.OD 0.00 0.00 0.00 55.00 0.02 0.53 0.53 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.49 NA NA 6 5.7 7.00 Q00 0.00 0.O0 0.00 55.00 0.03 0.76 0.76 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.28 NA NA Jum 21.J.2u r N N D�lvido Consulting Group Date: 10/6/2014 civil I structura! ; !and use Made By: LW Project:. Tukwila Village - Bldg D Description: Shear Wall Design - Side (B) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 43 A. Bolt Controlling Case: Seismic 5th story Side Direction Story shear(kips) = 51.95 Accumulated shear(kips)= 81.47 Story height (ft) = 8.00 Total Width(ft)= 55.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 I Resultant HD(kips) Force at Vindow(kipi Window Strap 5 1.1 10.00 5.00 4.00 3.00 2.00 55.00 0.02 0.96 1.47 0.10 295 6" o.c. 147 6d at 6" o. at 24" o.c. 0.01 1.77 CMSTCI6 5 1.2 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.82 1.30 0.10 307 6" o.c. 141 6d at 6" o. at 24" o.c. 0.05 1.38 CMST CJ 6 5 1.3 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.82 1.30 0.10 307 6" o.c. 141 6d at 6" o. at 24" o.c. 0.05 1.38 CNIST'C16 5 1.4 10.00 5.00 4.00 2.25 2.00 55.00 0.021 0.96 1.47 0.10 295 6" o.c. 147 6d at 6" o. at 24" o.c. 0.01 1.33 C IS'['C16 5 2.0 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.78 2.78 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 2.31 NA NA 5 3.1 23.50 0.00 0.00 0.00 0,00 55.00 0.09 4.52 7.06 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 0.53 NA NA 5 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 3.46 5.41 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 1.20 NA NA 5 3.3 15.25 0.00 0.00 0.00 0.00 55.00 0.06 2.93 4.58 0.10 300 6" O.C. 300 6d at 6" o. at 16" o.c. 1.54 NA NA 5 3.4 18.00 0.00 0.00 0.00 0.00 55.00 0.07 3.46 5.41 0.10 300 6" O.C. 300 6d at 6" o. at 16" o.c. 1.20 NA NA 5 3.5 15.00 0.00 0.00 0.00 0.00 55.00 0.06 2.88 4.50 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 1.57 NA NA 5 4.1 10.75 0.00 0.00 0.00 0.00 55.00 0.04 2.07 3.23 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 2.11 NA NA 5 4.2 23.50 0.00 0.00 0.00 0.00 55.00 0.09 4.52 7.06 0.10 300 6" O.C. 300 6d at 6" o. at 16" o.c. 0.53 NA NA 5 4.3 25.00 0.00 0.00 0.00 0.00 55.00 0.09 4.81 7.51 0.10 300 6" O.C. 300 6d at 6" o. at 16" o.c. 0.35 NA NA 5 4.4 25.00 0.00 0.00 0.00 0.00 55.00 0.09 4.81 7.51 0.10 300 6" O.C. 300 6d at 6" o. at 16" o.c. 0.35 NA NA 5 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 4.13 6.46 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 0.77 NA NA 5 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.78 2.78 0.10 300 6" O.C. 300 6d at 6" o. at 16" o.c. 2.31 NA NA 5 5.1 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.87 1.49 0.10 330 4" o.c. 330 6d at 4" o. at 16" o.c. 2.38 NA NA 5 5.2 11.00 5.00 4.00 3,15 2.00 55.00 0.02 1.15 1.91 0. 10 318 4" o.c. 174 6d at 6" o. at 24" o.c. 0.11 2.01 CMSTCI6 5 5.3 9.50 5.00 4.00 2.15 2,00 55.00 0.02 0.87 1.57 0.10 348 4"`o.c. 165 6d at 6" o. at 24" o.c. 0.22 1.50 CN1ST`C16 5 5.4 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.87 1.38 0.10 308 6" o.c. 146 6d at 6" o. at 24 o.c. 0.06 1.32 (NIST'(.:1.6 5 5.5 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.87 1.38 0. 10 306 6" o.c. 145 6d at 6" o. at 24" o.c. 0.05 1.32 CNIST'C1.6 5 5.6 10.50 5.00 4.00 2.15 2.00 55.00 0.02 1.06 1.59 0.10 289 6" O.C. 151 6d at 6" o. at 24" o.c. -0.02 1.24 CMST'(:1.6 5 5.7 8.20 0.00 0.00 0.00 0.00 55.00 0.03 1.58 2.33 0.10 285 1 6" o.c. 285 6d at 6" o. at 16" o.c. 1.40 NA I NA Sum 315.20 �,1.9!1 81.47 r r N W )r1Vido Consulting Group Date: 10/6/2014 DICIG civil I structural i land d use Made By: LW INCORPORATED Project: Tukwila Village - Bldg D Description: Shear Wall Design -Side (B) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" O A. Bolt Controlling Case: Seismic 4th story Side Direction Story shear(kips) = 44.77 Accumulated shear(kips)= 126.24 Story height (ft) = 8.00 Total Width(ft) = 55.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Panel Shear (plf) Panel Edg Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow (kip Window Strap 4 1.1 10.00 5.00 4.00 3.00 2.00 55.00 0.02 0.83 2.30 0.10 461 3" o.c. 230 6d at 6" o. at 24" o.c. 1.63 2.76 CMSTCI6 4 1.2 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.70 2.01 0.10 472 3" o.c. 217 6d at 6" o. at 24" o.c. 1.58 2.13 CMSTCI6 4 1.3 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.70 2.01 0,10 472 3" o.c. 217 6d at 6" o. at 24" o.c. 1.58 2.13 CMSTCI6 4 1A 10.00 5.00 4.00 2.25 2.00 55.00 0.02 0.83 2.30 0,10 461 3" o.c. 230 6d at 6" o. at 24" o.c. 1.63 2.07 CMSTCI6 4 2.0 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.53 4.31 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 5.95 NA NA 4 3.1 23.50 0.00 0.00 0.00 0.00 55.00 0.09 3.89 10.95 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.60 NA NA 4 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 2.98 8.39 0.10 466 3" o.c. 466 6d at 4" o. at 1.2" o.c. 4.46 NA NA 4 3.3 15.25 0.00 0.00 0.00 0.00 55.00 0.06 2.53 7.11 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 4.90 NA NA 4 3.4 18.00 0.00 0.00 0.00 0.00 55.00 0.07 2.98 8.39 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 4.46 NA NA 4 3.5 15.00 0.00 0.00 0.00 0.00 55.00 0.06 2.49 6.99 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 4.94 NA NA 4 4.1 10.75 0.00 0.00 0.00 0.00 55.00 0.04 1.78 5.01 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 5.67 NA NA 4 4.2 23.50 0.00 0.00 0.00 0.00 55.00 0.09 3.89 10.95 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.60 NA NA 4 4.3 25.00 0.00 0.00 0.00 0.00 55.00 0.09 4.14 11.65 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.37 NA NA 4 4.4 25.00 0.00 0.00 0.00 0.00 55.00 0.09 4.14 11.65 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.37 NA NA 4 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 3.56 10.02 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.91 NA NA 4 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.53 4.31 0.10 466 3" o.c. 466 6d at 4" o. at 12" ox. 5.95 NA NA 4 5.1 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.75 2.23 0.10 496 3" o.c. 496 6d at 3" o. at 12" o.c. 6.69 NA NA 4 5.2 11.00 5.00 4.00 3.15 2.00 55.00 0.02 0.99 2.90 0.10 484 3" o.c. 264 6d at 6" o. at 24" o.c. 1.97 3.05 CMSTCI6 4 5.3 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.75 2.31 0.10 514 3" o.c. 243 6d at 6" o. at 24 o.c. 1.97 2.21 CMSTCI6 4 5.4 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.75 2.13 0.10 473 3" o.c. 224 6d at 6" o. at 24" o.c. 1.64 2.03 CMSTCI6 4 5.5 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.75 2.12 0.10 472 3" o.c. 224 6d at 6" o. at 24" o.c. 1.63 2.03 CMSTCI6 4 5.6 10.50 5.00 4.00 2.15 2.00 55.00 0.02 0.91 2.50 0.10 454 4" o.c. 238 6d at 6" o. at 24" o.c. 1.64 1.95 CMSTCI6 4 5.7 8.20 0.00 0.00 0.00 0.00 55.00 0.03 1.36 3.69 0.10 450 1 4" o.c. 1 450 6d at 4" o. at 12" o.c. 4.97 NA NA OUIn 3 ki.LV Davido Consulting Group Date: 10/6/2014 Civil ( structural land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (B) Nails and Sheathing: 1.0d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 3rd story Side Direction Story shear(kips) = 21.38 Accumulated shear(kips)= 147.62 Story height (ft) = 8.00 Total Width(Ft)= 55.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (fC Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow(kipi Findow Strap 3 1.1 10.00 5.00 4.00 3.00 2.00 55.00 0.02 0.40 2.70 0.10 540 3" o.c. 270 6d at 6" o. at 24" o.c. 3.57 3.24 CMSTCI6 3 1.2 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.34 2.34 0.10 551 3" o.c. 253 6d at 6" o. at 24" o.c. 3.42 2.48 CMSTCI6 3 1.3 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.34 2.34 0.10 551 3" o.c. 253 6d at 6" o. at 24" o.c. 3.42 2.48 CMSTCI6 3 1.4 10.00 5.00 4.00 2.25 2.00 55.00 0.02 0.40 2.70 0.10 540 3" o.c. 270 6d at 6" o. at 24" o.c. 3.57 2.43 CMSTCI6 3 2.0 9.25 0.00 0.00 0.00 0.00 55.00 0.03 0.73 5.04 0.1.0 545 3" o.c. 545 6d at 3" o. at 8" o.c. 10.26 NA NA 3 3.1 23.50 0.00 0.00 0.00 0.00 55.00 0.09 1.86 12.81 0.10 545 3" o.c. 545 6d at 3" o. at 8" o.c. 7.32 NA NA 3 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 1.42 9.81 0.1.0 545 3" o.c. 545 6d at 3" o. at 8" o.c. 8.37 NA NA 3 3.3 15.25 0.00 0.00 0.00 0.00 55.00 0.06 1.21 8.31 0.1.0 545 3" o.c. 545 6d at 3" o. at 8" o.c. 8.93 NA NA 3 3.4 18.00 0.00 0.00 0.00 0.00 55.00 0.07 1.42 9.81 0.1.0 545 3" o.c. 545 6d at 3" o. at 8" o.c. 8.37 NA NA 3 3.5 15.00 0.00 0.00 0.00 0.00 55.00 0.06 1.19 8.18 0.1.0 545 3" o.c. 545 6d at 3" o. at 8" o.c. 8.98 NA NA 3 4.1 10.75 0.00 0.00 0.00 0.00 55.00 0.04 0.85 5.86 0.1.0 545 3" o.c. 545 6d at 3" o. at 8" o.c. 9.90 NA NA 3 4.2 23.50 0.00 0.00 0.00 0.00 55.00 0.09 1.86 12.81 0.10 545 3" o.c. 545 6d at 3" o. at 8" o.c. 7.32 NA NA 3 4.3 25.00 0.00 0.00 0.00 0.00 55.00 0.09 1.98 13.63 0.10 545 3" o.c. 545 6d at 3" o. at 8" o.c. 7.03 NA NA 3 4.4 25.00 0.00 0.00 0.00 0.00 55.00 0.09 1.98 13.63 0.10 545 3" o.c. 545 6d at 3" o. at 8" o.c. 7.03 NA NA 3 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 1.70 11.72 0.1.0 545 3" o.c. 545 6d at 3" o. at 8" o.c. 7.70 NA NA 3 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 0.73 5.04 0.10 545 3" o.c. 545 6d at 3" o. at 8" o.c. 10.26 NA NA 3 5.1 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.36 2.59 0.10 575 3" o.c. 575 6d at 3" o. at 8" o.c. 11.71 NA NA 3 5.2 11.00 5.00 4.00 3.15 2.00 55.00 0.02 0.47 3.38 0.10 563 3" o.c. 307 6d at 6" o. at 16" o.c. 4.18 3.55 CMSTCI6 3 5.3 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.36 2.67 0.10 593 3" o.c. 281 6d at 6" o. at 16" o.c. 4.03 2.55 CMSTCI6 3 5.4 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.36 2.49 0.10 552 3" o.c. 262 6d at 6" o. at 24" o.c. 3.54 2.38 CMSTC16 3 5.5 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.36 2.48 0.1.0 551 3" o.c. 261 6d at 6" o. at 24" o.c. 3.53 2.37 CMSTCI6 3 5.6 10.50 5.00 4.00 2.15 2.00 55.00 0.02 0.44 2.93 0.1.0 533 3" o.c. 279 6d at 6" o. at 16" o.c. 3.65 2.29 CMSTCI6 3 5.7 8.20 0.00 0.00 0.00 0.00 55.00 0.03 0.65 4.34 0.10 529 3" o.c. 529 6d at 3" o. at 12" o.c. 9.21 NA NA Sum 315.20 21.38 14/.62 r 0 N N Davido Consulting Group Date: 10/6/2014 civil I structural !land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (B) Nails and Sheathing: I.Od-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt 2nd story Side Direction Story shear(kips) = 12.94 Story height (ft) = 8.00 Total Width(Ft)= 55.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)-- 160.56 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (fC Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(Idf) Panel Shear (plf) Panel Edg Nailing Plate Shear (plf) I A. Bolt Spacing Top Plate LTP4 Resultant HD(kips) Force at Vindow(kipi Window Strap 2 1.1 10.00 5.00 4.00 3.00 2.00 55.00 0.02 0.24 2.94 0.10 588 3" o.c. 294 x at 48" o. at 1.6" o.c. 5.72 3.53 CMSTCI6 2 1.2 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.20 2.55 0.10 599 3" o.c. 275 x at 48" o. at 16" o.c. 5.45 2.70 CMSTCI6 2 1.3 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.20 2.55 0.10 599 3" o.c. 275 x at 48" o. at 1.6" o.c. ` 5.45 2.70 CMSTCI6 2 1.4 10.00 5.00 4.00 2.25 2.00 55.00 0.02 0.24 2.94 0.10 588 3" o.c. 294 x at 48" o. at 16" o.c. (D 5.72 2.64 CMSTCI6 2 2.0 9.25 0.00 0.00 0.00 0.00 55.00 0.03 0.44 5.49 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. S, 14.97 NA NA 2 3.1 23.50 0.00 0.00 0.00 0.00 55.00 0.09 1.13 13.94 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. '. s 11.42 NA NA 2 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 0.86 10.67 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. 12.68 NA NA 2 3.3 15.25 0.00 0.00 0.00 0.00 55.00 0.06 0.73 9.04 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. :. 13.34 NA NA 2 3.4 18.00 0.00 0.00 0.00 0.00 55.00 0.07 0.86 10.67 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. ;:i 12.68 NA NA 2 3.5 15.00 0.00 0.00 0.00 0.00 55.00 0.06 0.72 8.90 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. " > 13.41 NA NA 2 4.1 10.75 0.00 0.00 0.00 0.00 55.00 0.04 0.51 6.38 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. 14.52 NA NA 2 4.2 23.50 0.00 0.00 0.00 0.00 55.00 0.09 1.13 13.94 {).10 593 3" o.c. 593 x at 32" o. at 8" o.c. 11.42 NA NA 2 4.3 25.00 0.00 0.00 0.00 0.00 55.00 0.09 1.20 14.83 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. :, s 11.09 NA NA 2 4.4 25.00 0.00 0.00 0.00 0.00 55.00 0.09 1.20 14.83 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. :, 11.09 NA NA 2 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 1.03 12.75 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. 11.87 NA NA 2 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 0.44 5.49 0. t0 593 3" o.c. 593 x at 32" o. at 8" o.c. 14.97 NA NA 2 5.1 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.22 2.80 0.10 623 2" o.c. 623 x at 32" o. at 8" o.c. 17.16 NA NA 2 5.2 11.00 5.00 4.00 3.15 2.00 55.00 0.02 0.29 3.67 O. t0 611 2" o.c. 333 x at 48" o. at 16" o.c. 6.62 3.85 CMSTCI6 2 5.3 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.22 2.88 0.10 641 2" o.c. 304 x at 48" o. at 16" o.c. ° 6.29 2.76 CMSTCI6 2 5.4 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.22 2.70 0.10 600 2" o.c. 284 x at 48" o. at 16" o.c. ' 5.63 2.58 CMSTCI6 2 5.5 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.22 2.70 0.10 599 3" o.c. 284 x at 48" o. at 16" o.c. 5.61 2.58 CMSTCI6 2 5.6 10.50 5.00 4.00 2.15 2.00 55.00 0.02 0.26 3.20 0.10 581 3" o.c. 304 x at 48" o. at 16" o.c. ° 5.86 2.50 CMSTCI6 2 5.7 8.20 0.00 0.00 0.00 0.00 55.00 0.03 0.39 4.73 0.10 577 3" o.c. 577 x at 32" o. at 8" o.c. ; a 13.86 NA I NA Sum 315.20 12.94 160.56 LD-27 Davido Consulting Group Date: 10/6/2014 civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Allowable Shear for Wood Structural Panels 2012 IBC 12013 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 19/32* 310 460 600 770 340 510 665 870 * 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 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 sill P 4) Values are allowed to be increased 40% for wind design (Section 2306.4.1) CD-28 0 Davido Consulting reap Date: 10/6/2014 civil I structUral I land use Made By: LW Project: Tukwila Village - Bldg D 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 = 540 lbs at 24" oc. = 270 plf at 16" oc. = 405 plf at 12" oc. = 540 plf at 8" oc. = 810 plf at 12" oc. Ea Side = 1080 plf at 8" oc. Ea Side = 1620 plf Simpson A35 Per Plate = 450 Ibs at 24" oc. = 225 plf at 16" oc. = 338 plf at 12" oc. = 450 plf at 8" oc. = 675 plf at 12" oc. Ea Side = 900 plf at 8" oc. Ea Side = 1350 plf LD-29 Davido Consulting Group Date: 10/6/2014 civil I structural i land use Made By: LW Project: Tukwila Village - Bldg D Description: Anchor Bolt Allowable Shear Values Concrete/Bolt Allowable Load Based on: a. fc = 2500 psi Wood/Bolt Allowable Load Based on: a. tm = 2ts C. Plate Species = Doug Fir 1/2" Dia. Bolts Concrete/Bolt Per Bolt = 1600 Ibs @ 48" oc.= 400 plf @ 32" oc.= 600 plf @ 16" oc.= 1200 plf @ 8" oc.= 2400 plf 5/8" Dia. Bolts Concrete/Bolt Per Bolt = 2950 Ibs @ 48" oc.= 738 plf @ 32" oc.= 1106 plf @ 16" oc.= 2213 plf @ 12" oc.= 2950 plf @ 8" oc.= 4425 plf 3/4" Dia. Bolts Concrete/Bolt Per Bolt = 4275 Ibs @ 48" oc.= 1069 plf @ 32" oc.= 1603 plf @ 16" oc.= 3206 plf @ 12" oc.= 802 plf @ 8" oc.= 6413 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 CD-30 daVldo Consulting Group civil j structural j land use Project: Stud Species = Doug Fir Floor Straps Values From Simpson Strong 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: 10/6/2014 Made By: LW Tukwila Village - Bldg D Holdown Allowable Shear Values LD-31 Shear Wall Calculation Equation Diagram Shear Wall with Window based on Shear Transfer WROOF Where: PROOF V; H2 V2 panel HD2 F- V2 plate W2 Hs L1 Lw Lmin H1 H HDt V1 panel 1 Vt plate E D Force Transfer Around Window Calculation V�P Vh Vi = Story Shear Wi = Story Dead Load HDi = Story Holdown MOTi = Story Over Turning Moment MRi = Story Resisting Moment MOT ROOF = VROOF x H2 MOT1 = UV2 + VROOF) x H1l + MOT MR ROOF = 0.6 x WROOF x D2/2 MR1 = 0.6 x (W2 + WROOF) x D2/2 HD2 = (MOT ROOF - MR ROOF)/(D - E HD, = (MOT1 - MR1)/(D - 6") V2 panel = VROOF / (1-1 + Lmin) V1 panel = (VROOF + V2) / (1-1 + Lmin V2 plate = VROOF / D V1 plate = (VROOF + V2) / D Vh = Vi panel x Lmin V, = HDi V„ Th=Vh(HW/2+Hs)/HS T = Is resisted by the continuous stud adjacent to the window. No calculation is required. CD-32 D£.1t ido C011Stiitirliq C;r't)ti() Date: 8/12/2014 . civil I structural ( iand use Made By: I..W • - - - • • Project: 1'ukwila Village - Bldg D Description: Holdown Anchor Allowable Values Allowable Tension (Bolt) ASD Based on AISC: T _ F� . A A _ 4 CD_.9774312 S2 e JJ where: 92-200 D = Bolt Diameter n = Threads Per Inch Bolt Diameter inch) Bolt Type (ASTM) Threads Per Inch n AB (inch2) F ksi T (kips) 1.60T (kips) 0.5 A307 13 0.142 45.0 3.19 5.11 0.625 A307 11 0.226 45.0 5.09 8.14 0.75 A307 10 0.334 45.0 7.53 12.04 0.875 A307 9 0.462 45.0 10.39 16.62 1 A307 8 0.606 45.0 13.63 21.81 1.125 A307 7 0.763 45.0 17.17 27.48 1.25 A307 7 0.969 45.0 21.80 34.89 0.5 A325 13 0.142 90.0 6.39 10.22 0.625 A325 11 0.226 90.0 10.17 16.27 0.75 A325 10 0.334 90.0 15.05 24.08 0.875 A325 9 0.462 90.0 20.78 33.24 1 A325 8 0.606 90.0 27.26 43.61 1.125 A325 7 0.763 90.0 34.35 54.96 1.25 A325 7 0.969 90.0 43.61 69.78 LD-33 Davido Consulting Group Date: 8/12/2014 . civil structural ( land use Made By: LW e Project: Tukwila Village - Bldg D Description: Holdown A -Bolt Plate Plate Dimensions Plate Width, W = 3.00 in Plate Length, L = 3.00 in *Length to be larger dimension Bolt Diameter = 1.00 in Plate Thickness P l 1 1 1 w OW Holdown Load, P = 20.0 kips w = 2.43 ksi tfeq'd = 0.72 in Use Minimum: 3/4 " Plate CD-34 Davido Consulting Group Date: 8/12/2014 . civil j structural ( land use Made By: LW Project: Tukwila Village - Bldg D Description: Holdown A -Bolt Plate Plate Dimensions Plate Width, W = 3.00 in Plate Length, L = 3.00 in *Length to be larger dimension Bolt Diameter = 0.875 in Plate Thickness P l l l l w °Ow HoldoM Load, P = 16.0 kips w = 1.91 ksi treq'd = 0.64 in Use Minimum: 3/4 " Plate LD-35 Davido Consulting Group Date: 8/12/2014 . civil ( structural ( land use Made By: LW Project: Tukwila Village - Bldg D Description: Holdown A -Bolt Plate Plate Dimensions Plate Width, W = 3.00 in Plate Length, L = 3.00 in "Length to be larger dimension Bolt Diameter = 0.625 in Plate Thickness °Ow Holdown Load, P = 7.0 kips w = 0.81 ksi treq'd = 0.41 in Use Minimum: 7/16 " Plate D vido Consulting Group civil structural land use Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 STRUCTURAL CALCULATIONS GRAVITY DESIGN TUKWILA VILLAGE BUILDING D 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 Document2 GD-1 TUKWILA VILLAGE BLDG D FRAMING KEY PLANS SCALE: 3/32" = 1'-0" FkI c O R T C " MEMBER REPORT FAOor, U1: FJ2 fti%/l1 I G 2 piece(s) 11 7/8" TJI@ 110 @ 16" OC PASSED�.D-2 n Overall Length: 30' 10 1/2" 0 L 1 10, L 20' 0 o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptua 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1754 @ 10' 5 1/4" 3870 (3.50") Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 943 @ 10' 7" 3432 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -3223 @ 10' 5 1/4" 6320 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.222 @ 21' 4 1/2" 0.405 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.340 @ 21' 5 3/16" 1 0.674 Passed (L/714) 1.0 D + 1.0 L (Alt Spans) TJ-Pro'" Rating 45 1 40 Passed Deflection criteria: LL (1./600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 10 1/2" 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total I Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 48 261/-170 309/-170 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 640 1113 1753 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 258 461/-5 719/-5 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full bad is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 30' 10 1/2" 16" 23.0 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 compabble 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 l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 10/6/2014 12:30:48 PM -- - Forte v4.6, Design Engine: V6.1.1.5 Unit Type 9.4te Page 2 of 11 Job Notes """"" """'" Marcaret Janicki Davido consulting Group. Inc. (206) 523-0024 maggiek@dcaengr.com a F O R T E" MEMBER REPORT Floor, U1: FJ1 r` 1 piece(s) 11 7/8" TJI® 110 @ 16" OC PASSEDGD-3 Overall Length: 31' 2" �� rr 9' 11' 10, i a 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) 1051 @ 20' 8 3/4" 1935 (3.50") Passed (54%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 494 @ 20' 10 1/2" 1716 Passed (29%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -1070 @ 20' 8 3/4" 3160 Passed (34%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.042 @ 26' 3/4" 0.205 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.060 @ 26' 2 5/16" 1 0.341 1 Passed (U999+) 1 1.0 D + 1.0 L (Alt Spans) TJ-Pro" Rating 63 1 40 1 Passed I - Deflection criteria: U. (L/600) and TL (1.1360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 9 1/16" 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 13-Pro'" Rating Include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 114 2381-34 352/-34 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 345 650 995 Blocking 3 - Stud wall - DF 3.50" 3.50" 3.50" 370 681 1051 Blocking 4 - Stud wall - DF 3.50" 2.00" 1.75" 128 256/-27 384/-27 1 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. • Blocking Panels are assumed to tarty no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 31' 2" 16" 23.0 40.0 Residential - Living A 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 j Margaret Janicki Davido Consulbng GrouP, Inc. (206) 523-0024 maga,e@ocgenar.com System : Floor Member Type : 3oist Building Use : Residential Building Code : IBC Design Methodology : ASD lql SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:30:48 PM Forte v4.6. Design Engine: V6,1.1.5 Unit Type 1.4te Page 4 of 11 1 F 4 R T E r MEMBER REPORT Floor, Ul: HDRI 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSEpGD-4 Overall Length: 3' 6" 0 0 3' 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) 1510 @ 1 1/2" 6563 (3.00") Passed (23%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 899 @ 81/2" 2310 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1140 @ 1' 9" 1720 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.017 @ 1' 9" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.028 @ 1' 9" 0.162 Passed (U999+) I - 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 3' 6" 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 �� Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 617 894 1511 None 2 - Trimmer - OF 3.00" 3.00" 1.50" 617 894 1511 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 3' 6" N/A 70.0 2 - Uniform (PLF) 0 to 3' 6" N/A 277.5 510.8 Unked from: Ul: F11, Support 3 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 Marcaret Janicki Daudo consulting Group, Inc. (206) 523-0024 megaie@occanar.com System: Wall Member Type : Header Building Use : Residential Building code : IBC Design Methodology : ASD ti SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:30:48 PM Forte v4.6. Design Engine: V6.1.1.5 Unft Type 1.4te Page 5 of 11 �l FORT E `� MEMBER REPORT Floor, Ul: HDR3 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSEDGD-5 0 H Overall Length: 6' 5' 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 Design Results actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 514 @ 1 1/2" 6563 (3.00") Passed (8%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 368 @ 10 1/4" 3045 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 708 @ 3' 2989 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.006 @ 3' 0.192 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.024 @ 3' 0.287 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 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 (lbs) Accessories Total Available Required Dead V rer Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 394 120 514 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 394 120 514 None Tributary Dead Floor live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 1' 25.0 40.0 Residential - Living Area 2 - Uniform (PLF) 0 to 6' N/A 100.0 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 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 Forte Software Operator Job Notes A4arcaret Janicki Davido Consuitmg Croup, Inc. i206j 523-0024 maggie@ocgengr corm System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:30:48 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 1.4te Page 9 of 11 ✓�i F O R T E ` MEMBER REPORT Floor, Ui: HDR4 11 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSEDGD-6 0 Overall Length: 2' 6" L Z + 0 D 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) 564 @ 1 1/2" 6563 (3.00") Passed (9%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 244 @ 8 1/2" 2310 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 286 @ 1' 3" 1720 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.002 @ 1' 3" 0.075 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.003 @ 1' 3" 0.112 1 Passed (U999+) I - 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' 6" 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 3.00" 3.00" 1.50" 289 275 564 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 289 275 564 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 2' 6" 5' 6" 23.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 2' 6" N/A 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 So%vare Operator Job Notes _.........__. Margaret Jenicki _......._._......-..____ Dae4do consulting Group. Inc. (20S)523-0024 maggieOdcacngr com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD {t$} SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:30:48 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 1.4fe Page 10 of 11 I F 0 R T E " MEMBER REPORT Floor, U1: HDR2 - Tributary 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam Overall Length: 5' 6" 0 0 [! 5' L I 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 (lbs) 2700 @ 1 1/2" 6094 (3.00") Passed (44%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1718 @ 1' 4969 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 3383 @ 2' 9" 8438 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.030 @ 2' 9" 0.175 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.049 @ 2' 9" 1 0.262 1 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' 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 = 5' 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 Floor Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 1050 1650 2700 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 1050 1650 2700 None Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 5' 6" 15' 25.0 40.0 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 PASSEDGD-7 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASO SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 10/6/2014 12:30:49 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 1.4te Page 11 Of 11 Job Notes Vlarcaret Jamic'ri DaNdo Consulting Group. Inc. i206) 523-0024 maggie@dcgenar.com a F 0 R T E `' MEMBER REPORT Unit 2, U2: FJ1 1 piece(s) 11 7/8rr T]I@ 110 @ 16" OC PASSED-8 Overall Length: 20' 10 1/2" G 10 10• I 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) 1074 @ 10' 5 1/4" 1935 (3.50") Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 497 @ 10' 7" 1716 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1099 @ 10' 5 1/4" 3160 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.040 @ 5' 1/2" 0.205 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.056 @ 15' 11 3/4" 1 0.341 1 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ-Pro'" Rating 65 1 40 1 Passed Deflection criteria: U. (L/600) and TL (1-/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 8 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 23132" Weyerhaeuser Edge- Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TI-Pro'" Rating include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead oor Flve Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 124 250/-27 374/-27 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 392 682 1074 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 124 250/-27 374/-27 1 1/2" Rim Board • Rim Board is assumed to wry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to wry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 20' 10 1/2" 16" 23.0 40.0 Residential - Uving 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 reoord, 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 Sof viare Operator Margaret Janicki 0a14do Consulhng Group, Inc. (206) 523-0024 maggie@dcgengr corn Job Notes System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:48:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 2.4te Page 2 of 14 aFORTE' MEMBER REPORT Unit 2, U2: FJ2 1 piece(s) 11 7/8" TX@ 110 @ 16" OC PASSEIDGD-9 Overall Length: 20' 10 1/2" 0 0 r� yyrr L L L 13' L: 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) 1155 @ 13' 5 1/4" 1935 (3.50") Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 613 @ 13' 3 1/2" 1716 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1382 @ 1T S 1/4" 3160 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.088 @ 63 3/4" 0.265 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.135 @ 6' 3 3/16" 1 0.441 1 Passed (U999+) 1.0 D + 1.0 L (Alt Spans) TJ-Pro'" Rating 57 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 4' 2 3/16" 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 T)-Pro'" Rating include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total I Available Required Dead Fur Total 1 - Stud wall - OF 3.50" 2.00" 1.75" 171 307/-3 478/-3 1 1/2" Rim Board 2 - Stud wall - OF 3.50" 3.50" 3.50" 422 733 1155 Blocking 3 - Stud wall - OF 3.50" 2.00" 1.75" 47 187/-98 234/-98 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 20' 10 1/2" 16" 23.0 40.0 Residential - Living Auras 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 Jaricki Davido Consulting Group. Inc. (206) 523-0024 maggie@dcgengr,cnm System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO 1Z1 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:48:26 PM Forte v4.6.. Design Engine: V6.1.1.5 Un8 Type 2.4te Page 3 of 14 MEMBER REPORT Unit2, U2: HEIR TORTE' 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 RASSEdD-10 Overall Length: 3' 6" 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 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1541 @ 1 1/2" 6563 (3.00") Passed (23%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 917 @ 8 1/2" 2310 Passed (40%) 1.00 1.0 D + 1.0 L (AII Spans) Moment (Ft-Ibs) 1162 @ 1' 9" 1720 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.017 @ 1' 9" 0.108 Passed (U999+) -- 1.0 D + 1.0 L (AII Spans) Total Load Defl. (in) 0.028 @ 1' 9" 0.162 Passed (U999+) I -- 1 1.0 D + 1.0 L (All Spans) Defection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" 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 3.00" 3.00" 1.50" 646 895 1541 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 646 895 1541 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 3' 6" N/A 70.0 Interior wall load 2 - Uniform (PLF) 0 to TV N/A 294.0 511.5 Unked from: U2: FJl, Support 2 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design aiteria 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 Maroaret Janicki Datido consulting Group, Inc. (205)523-0024 magg'eGdceengr corn System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:48:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unft Type 2.4te Page 4 of 14 ill F 0 R T E . MEMBER REPORT Unit 2, U2: HDR2 PASSEIDD-11 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: T 6" o 0 3' I i 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) 1647 @ 1 1/2" 6563 (3.00") Passed (25%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 980 @ 8 1/2" 2310 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1243 @ 1' 9" 1720 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.018 @ 1' 9" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.030 @ 1' 9" 0.162 Passed (U999+) -- 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 3' 6" 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 or Floor ive Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 685 962 1647 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 685 962 1647 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 3' 6" N/A 70.0 - 2 - Uniform (PLF) 0 to 3' 6" N/A 316.5 549.8 Linked from: U2: FR, Support 2 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: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 10/6/2014 12:48:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 2.4te Page 5 of 14 Job Notes Marcarca Janicki DaYdo Consuibng Group, Inc. i206) 523-0024 magaie@dcaengr.com �1 F O R T E f MEMBER REPORT Un82, U2: HDR5 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSE§D-12 Overall Length: 6' 0 0 5-6- 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 (Pattern) Member Reaction (Ibs) 514 @ 1 1/2" 6563 (3.00") Passed (8%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 368 @ 10 1/4" 3045 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 708 @ 3' 2989 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.006 @ 3' 0.192 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.024 @ 3' 0.287 Passed (L/999+) I -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (U240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 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 lour Live Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 394 120 514 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 394 120 514 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 1' 25.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 6' N/A 100.0 - Exterior Wall Load 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 foresbv 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 t@dccengr cam System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITATNE 10/6/2014 12:48:27 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 2.4te Page 13 of 14 �i F O R T E " MEMBER REPORT Unit 2, U2: HDR6 j` 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 2' 6" 0 0 �.. 2 o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 1138 @ 1 1/2" 6563 (3.00") Passed (17%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 493 @ 8 1/2" 2310 Passed (21%) 1.00 1.0 D + 1.0 L (Ail Spans) Moment (Ft-Ibs) 576 @ 1' 3" 1720 Passed (33%) 1.00 1.0 D + 1.0 L (Al Spans) Live Load Defl. (in) 0.004 @ 1' 3" 0.075 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.007 @ 1' 3" 0.112 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 2' 6" 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 3.00" 3.00" 1.50" 499 639 1138 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 499 639 1138 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 2' 6" N/A 100.0 Exterior wall load 2 - Uniform (PLF) 0 to 2' 6" N/A 294.0 511.5 Unked from: U2: 91, Support 2 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 PASSE§D-13 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 10/6/2014 12:48:27 PM Forte v4.6, Design Engine: V6.1.1.5 Unit Type 2.4te Page 14 of 14 Job Notes Margaret Janicki Davdo consulting Group, Inc. (205) 523-0024 maggieQidcoengr.cmm GD-14 TUKWILA VILLAGE BLDG D FRAMING KEY PLANS SCALE: 3/32" = l'-O" U4: HDR4 U4: HDR4 Q2, fy U: FJ1 � U2: HDR5 U2: HDR5 UNIT TYPE 4 ry ne U2A: FJ3 ................ UNIT ............ .... �: TYPE 2A i d cf) ua. ri co U3: HDR4 U3: HDR4 aFORTE' MEMBER REPORT Unit 2, U2A: FA 1 piece(s) 11 7/8" TH@ 110 @ 16" OC PASSEI)D-15 Overall Length: 40' 2" 14' 14' I a 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) 1405 @ 25' 8 3/4" 1935 (3.50") Passed (73%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 681 @ 25' 10 1/2" 1716 Passed (40%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (R-Ibs) -1915 @ 25' 8 3/4" 3160 Passed (61%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.130 @ 33' 2 3/8" 0.285 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.186 @ 33' 4 3/16" 1 0.474 1 Passed (L/919) 1.0 D + 1.0 L (Alt Spans) TJ-Pro'" Rating 55 1 40 1 Passed Deflection criteria: ILL (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6 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-Pro" Rating include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total I Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 137 293/-48 430/-48 1 1/2" Rim Board 2 - Stud wall - OF 3.50" 3.50" 3.50" 419 812 1231 Blocking 3 - Stud wall - DF 3.50" 3.50" 3.50" 498 907 1405 Blocking 4 - Stud wall - DF 3.50" 2.00" 1.75" 178 347/-30 525/-30 1 1/2" Rim Board • Rim Board is assumed to tarty all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to tarty no loads applied directly above then and the full bad is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 40' 2' 16" 23.0 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 Job Notes Maroaret Janicki Davfdo Consulhng Group. Inc. i2�6)523-0024 maggiegdcoengr.kx In -- -- — System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:48:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 2.4te Page 6 of 14 i�I 1 FORTE' MEMBER REPORT Unit 2, U2A: HDR3 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSE6D-16 Overall Length: 3' 6" 0 0 3' L: 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) 1975 @ 1 1/2" 6563 (3.00") Passed (30%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1176 @ 8 1/2" 2310 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1490 @ 1' 9" 1720 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.022 @ 1' 9" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.036 @ 1' 9" 1 0.162 1 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" 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 (Live Total 1 - Trimmer - DF 3.D0" 3.00" 1.50" 785 1190 1975 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 785 1190 1975 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 3' 6" N/A 70.0 2 - Uniform (PLF) 0 to 3' 6" N/A 373.5 680.3 Unked from: U2A: F33 Support 3 Weyerhaeuser Notes Weyerhaeuser warrants that the siting 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 ' Mprcaret Janicki_y-�- Dmido Consulting Group, Inc. (206) 523-0024 magcie0ocgengr com System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:48:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 2.4te Page 9 of 14 MEMBER REPORT Unit 2, U2A: HDR4 F R T E 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSE§D-17 0 I Overall Length: 5' 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 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2917 @ 1 1/2" 6094 (3.00") Passed (48%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1856 @ 1' 4969 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 3655 @ 2' 9" 8438 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.031 @ 2' 9" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.053 @ 2' 9" 0.262 Passed (U999+) - 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (L/360) and TL (V240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 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 = 5' 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 2D05 methodology. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead Fuotro Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 1199 1718 2917 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 1199 1718 2917 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 5' 6" N/A 70.0 2 - Uniform (PLF) 0 to 5' 6" N/A 359.3 624.8 Unked from: U2A: F34, $ui000rt2 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 Job Notes _----............................. _.... _............................ _... ................ .........__..-..- ............ __..__. Margaret Janicki Davido consulbng Group. Inc. (206) 523-0024 magoieLrocoenar com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:48:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 2.4te Page 7 of 14 a/1 F 0 R T E ' MEMBER REPORT Unit 2, U2A: FA 1 piece(s) 11 7/8" TJI@ 110 @ 16" OC PASSEdD-18 0 Overall Length: 24' 10 1/2" 10, 14' 0 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 @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1312 @ 10' 5 1/4" 1935 (3.50") Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 667 @ 10' 7" 1716 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1696 @ 10' 5 1/4" 3160 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.120 @ 18' 5/16" 0.285 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.178 @ 18' 1 7/16" 1 0.474 Passed (L/957) 1.0 D + 1.0 L (Alt Spans) T]-ProT" Rating 55 1 40 Passed Deflection criteria: U. (1./600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 9 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to supports (Ibs) Accessories Total I Available Required Dead Flooru Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 103 255/-70 358/-70 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 479 833 1312 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 181 335/-14 516/-14 1 1/2" Rim Board • Rim Board is assumed to tarty all loads applied directly above 14 bypassing the member being designed. • Blocking Panels are assumed to cant' no bads applied directly above them and the full bad Is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 24' 10 1/2" 16" 23.0 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 maggiegdcgengr corn System : Roor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:48:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 2.4te Page 8 of 14 1 FORTE" MEMBER REPORT Unit Three, U3: FJ1 1 1 piece(s) 11 7/8" TH@ 110 @ 16" OC PASSEDD-19 Overall Length: 27' 10 112" r� rr L_: 16, ( 111 l_ 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) 1528 @ 16' 5 1/4" 1935 (3.50") Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 783 @ 16' 3 1/2" 1716 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -2245 @ 16' 5 1/4" 3160 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.192 @ 7' 9 1/4" 0.325 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.295 @ 7' 8" 1 0.541 1 Passed (L/660) -- 1.0 D + 1.0 L (Alt Spans) T)-Pro'" Rating 49 40 Passed -- Deflection criteria: LL (V600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total I Available Required Dead Floor Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 224 380/-15 604/-15 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 588 940 1528 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 117 2801-86 397/-86 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location Spacing (0,90) (1.00) Comments 1 -Uniform (PSF) 0 to 27' 10 1/2" 16" 25.0 40.0 Resi bal - 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.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 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 Maroarat Jaricki Davido Consulbng Group, Inc. (206) 523-0024 maggie c@dcgengr com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:15:06 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 3.4te Page 2 of 15 I F 0 R T E .h MEMBER REPORT Unit Three, U3: FJ2 1 piece(s) 11 7/8" T]I0 110 @ 16" OC PASSE6D-20 Overall Length: 25' 101/2" 10 15 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 @ 10' 5 1/4" 1935 (3.50") Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 712 @ 10' 7" 1716 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1898 @ 10' 5 1/4" 3160 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.152 @ 18' 6 15/16" 0.305 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.227 @ 18' 7 15/16" 1 0.508 1 Passed (L/804) 1.0 D + 1.0 L (Alt Spans) TJ-Pro'" Rating 52 1 40 1 Passed Deflection criteria: U. (V600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6 7/8" 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total I Available Required Dead Floor Li Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 95 256/-84 351/-84 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 504 876 1380 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 194 356/-12 550/-12 1 1/2" Rim Board • Rim Board is assumed to tarty all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 25' 10 1/2" 16" 23.0 40.0 Residential - Uving Areas 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. product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software operator Marcaret Janicki Davido consulting Group, Inc. (206) 523-0024 maggie@dcgenar, cerr System : Floor Member Type :foist Building Use : Residential Building Code :IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:15:07 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 3.4te Page 3 of 15 " MEMBER REPORT Unit Three, UI HDR1 I/1 F 0 R T E 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSEDD-21 Overall Length: 3' 6" 0 0 l 3' h 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 0 Location Allowed Result LDF I Load: combination (Pattern) Member Reaction (Ibs) 2137 @ 1 1/2" 6563 (3.00") Passed (33%) -- 1.0 D + 1.0 L (AII Spans) Shear (Ibs) 1272 @ 8 1/2" 2310 Passed (55%) 1.00 1.0 D + 1.0 L (AII Spans) Moment (Ft-Ibs) 1612 @ 1' 9" 1720 Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.023 @ 1' 9" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.039 @ 1' 9" 0.162 Passed (U988) -- 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' 6" 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) Total Available Required De�12341 FloorAccessories 1 - Trimmer - DF 3.00" 3.00" 1.50" 9None 2 - Trimmer - DF 3.00" 3.00" 1.50" 903 1 1234 1 2137 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) comments 1 - Uniform (PLF) 0 to 3' 6" N/A 70.0 2 - Uniform (PLF) 0 to 3' 6" N/A 441.0 705.0 Unked from: U3: F11, Su000rt 2 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 fadlities 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 Jamicki Davido Consulting Group, Inc. (206) 523-0024 maggie@ocgengr corn System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:15:07 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 3.4te Page 4 of 15 it F 0 R T E " MEMBER REPORT Unk Three, U3: HDR2 PASSE6D-22 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam 0 I Overall Length: 5' 6" 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 LOF Load: Combination (Pattern) Member Reaction (Ibs) 3058 @ 1 1/2" 6094 (3.00") Passed (50%) -- 1.0 D + 1.0 L (Ail Spans) Shear (Ibs) 1946 @ 1' 4969 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (R-Ibs) 3831 @ 2' 9" 8438 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.033 @ 2' 9" 0.175 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.056 @ 2' 9" 0.262 1 Passed (U999+) -- 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 5' 6" o/c unless detailed otherwise. Proper attachment and posiboning 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 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 NOS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Flohor e Total I 1 - Trimmer - DF 3.00" 3.00" 1.51" 1251 1807 3058 None 2 - Trimmer - DF 3.00" 3.00" 1.51" 1251 1807 3058 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 5' 6" N/A 70.0 2 - Uniform (PLF) 0 to 5' 6" N/A 378.0 657.0 Unked from: 1.13: F12, Support 2 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 fadlities 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 M iargamt Ja nick! Dat:do Consulting GrouP, Inc. (206) 523-0024 maggie@dcaenar.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:15:07 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 3.4te Page 5 of 15 l F 0 R T E" MEMBER REPORT Unit Three, U3: HDR3 1 piece(s) 1 1/2" x it 7/8" 1.5E TimberStrand® LSL PASSEPD-23 Overall Length: 8' 6" 0 0 8' 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) [Group] Member Reaction (Ibs) 2373 @ 1 1/2" 3488 (3.00") Passed (68%) -- 1.0 D + 1.0 L (All Spans) [1] Shear (Ibs) 1681 @ 1' 2 7/8" 5997 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) [1] Moment (R-Ibs) 4751 @ 4' 3" 6616 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.116 @ 4' 3" 0.275 Passed (L/857) 1.0 D + 1.0 L (All Spans) [1] Total Load Defl. (in) 0.226 @ 4' 3" 0.412 Passed (L/437) 1.0 D + 1.0 L (All Spans) [1] Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 7 3/16" 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 Dove Total 1 - Trimmer - DF 3.00" 3.00" 2.04" 1162 1211/-48 2373/ 48 None 2 - Trimmer - DF 3.00" 3.00" 2.04" 1162 1211/-48 2373/ 48 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 8' 6" N/A 100.0 Exterior wall bad 2 - Uniform (PLF) 0 to 8' 6" N/A 168.0 285.0/-11.3 Unked from: U3: F31, Support1 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 deternined 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 Mprcamt Janicki Davdo Consulsng Group, Inc. (206)523-0024 magaiegoceengr.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:15:07 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 3.4te Page 6 of 15 it F O R T E " MEMBER REPORT Unit Three, U3-6:RJ 1 piece(s) 11 7/8" TJI@ 110 @ 16" OC PASSE6D-24 Overall Length: 4' 7" _ 4' _ 0 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 LOF Load: Combination (Pattern) Member Reaction (Ibs) 144 @ 2 1/2" 1220 (2.00") Passed (12%) 1.25 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 133 @ 3 1/2" 1950 Passed (7%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 145 @ 2' 3 1/2" 3950 Passed (4%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.002 @ 2' 3 1/2" 0.083 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.004 @ 2' 3 1/2" 1 0.139 1 Passed (U999+) 1.0 D + 1.0 Lr (All Spans) TJ-Pro— Rating 75 1 40 1 Passed Deflection criteria: U. (L/600) and TL (1.1360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 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 Tl-Pro'" Rating include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Live Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 76 76 152 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.75" 76 76 152 1 1/2" Rim Board • Rim Board Is assumed to carry all loads applied directly above IL bypassing the member being designed. Dead Roof Live Loads Location Spacing (0.90) (non-cnow:1.25) Comments 1 - Uniform (PSF) 0 to 4' 7" 16" 25.0 25.0 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 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 Forte Software Operator Job Notes Marceret Janicki Dav�do Consulting Group, Inc. (206) 523-0024 maggie@dcgenar corr. System : Aoor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD AnSUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:15:07 PM Forte v4.6, Design Engine: V6.1.1.5 Unit Type 3.4te Page 7 of 15 MEMBER REPORT Und Three, U3-6: B2 1 FORTE" 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL PASSEC)D-25 Overall Length: 14' 6" 0 t 14' l 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 @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 868 @ 1 1/2" 3938 (3.00") Passed (22%) 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 720 @ 1' 2 7/8" 4936 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (R-Ibs) 3039 @ 7' 3" 11155 Passed (27%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.116 @ 7' 3" 0.475 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.244 @ 7' 3" 1 0.712 1 Passed (L/700) - 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (1.1360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 6" 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 uvf Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 455 413 868 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 455 413 868 None Tributary Dead Roof Live Loads Location Width (0.90) (non•snow: L25) Comments 1 - Uniform (PLF) 0 to 14' 6" N/A 57.0 57.0 Linked from: U3-6:R), Support 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 fadlities 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. i (206) 523-0024 maggieftaccenor com System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:15:07 PM Forte v4.6. Design Engine: V6.1.1.5 Und Type 3.4te Page 8 of 15 Ew"T 4 R T E ` MEMBER REPORT Unk Three, U3-6: B1 PASSEdD-26 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Overall Length: 17' 7" 0 0 3' IJ 14' l_I a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 828 @ 17' 5" 2188 (2.00") Passed (38%) -- 1.0 D + 1.0 Lr (Alt Spans) Shear (Ibs) 760 @ 4' 3 3/8" 4936 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 2827 @ 10' 6 9/16" 11155 Passed (25%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in) 0.111 @ 10' 4 1/8" 0.357 Passed (U999+) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.225 @ 10' 4 1/2" 1 0.714 1 Passed (U760) 1.0 D + 1.0 Lr (Aft Spans) Deflection criteria: LL (L/480) and TL (1-1240). Overhang deflection criteria: LL (2L/480) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 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 Roof Live Total 1 - Stud wall - DF 3.50" 3.50" 1.50" 667 606 1273 Blocking 2 - Stud wall - DF 3.50" 2.00" 1.50" 431 402 833 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Roof Live Loads Location width (0.90) (mnsmw:1.25) Comments 1 - Uniform (PLF) 0 to 17' 6" N/A 57.0 57.0 Unked from: U3-6:RJ, 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: Bush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 10/6/2014 1:15:07 PM Forte v4.6. Design Engine: V6.1.1.5 UnfY Type 3.4te Page 9 of 15 Job Notes Marcamt Janicki Davido consulting croup, Inc. (206) 523-0024 maggie@dcoengr coin aMEMBER REPORT Unit Three, U3: HDR4 • F O R T E 1 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand@ LSL PASSEC)D-27 Overall Length: 8' 0 0 T 6" a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 674 @ 1 1/2" 3488 (3.00") Passed (19%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 465 @ 1' 2 7/8" 5997 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 1265 @ 4' 6616 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Def(. (in) 0.013 @ 4' 0.258 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.054 @ 4' 0.387 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (11360) and TL (L/240). 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead u°v°f Total 1 - Trimmer - OF 3.00" 3.00" 1.50" 514 160 674 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 514 160 674 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 8' 1' 23.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 8' N/A 100.0 - Exterior wall load 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 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 Forte Software Operator Maraeret Jaricki Davido consuamg Group, Inc. (206) 523-0024 magg,e@dcaengr cam Job Notes System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:15:07 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 3.4te Page 10 of 15 l F 0 R T E r MEMBER REPORT Und 4, U4: FJ1 1 piece(s) 11 7/8" T31@ 110 @ 16" OC PASSE6D-28 0 Overall Length: 25' 10 1/2" r rr rr r 10 15 (. a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1379 @ 10' 5 1/4" 1935 (3.50") Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 712 @ 10' 7" 1716 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1898 @ 10' 5 1/4" 3160 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.152 @ 18' 6 15/16" 0.305 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.227 @ 18' 7 15/16" 1 0.508 1 Passed (L/804) 1 1.0 D + 1.0 L (Alt Spans) T]-Pro`" Rating 52 1 40 1 Passed I - Deflection criteria: U. (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6 7/8" 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead over Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 95 256/-84 351/-84 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 504 876 1380 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 194 356/-12 5501-12 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above then and the full bad is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 25' 10 1/2" 16" 23.0 40.0 Resdential - Uving 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.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 designer of record, builder or frame 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 bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Marcaret Janicki Davido Consulting Group, Inc. (206) 5234024 magaieQdccengr.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD tllTj SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:07:07 PM Forte v4.6. Design Engine: V6.1.1.5 Und Type 4.4te Page 2 of 8 a F O R T E" MEMBER REPORT Unit 4, U4: FJ2 ' r` 1 piece(s) 11 7/8" T]I@ 110 @ 16" OC PASSEOD-29 0 Overall Length: 23' 10 1/2' 7' 16' 0 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 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1402 @ 7' 5 1/4" 1935 (3.50") Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 755 @ 7' 7" 1716 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -2082 @ 7' 5 1/4" 3160 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Den. (in) 0.178 @ 16' 2 15/16" 0.325 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.275 @ 16' 3 3/8" 0.541 Passed (U708) 1.0 D + 1.0 L (Alt Spans) TJ-Pro— Rating 49 40 Passed - Deflection criteria: LL (1-1600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 4 15/ 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Flo er Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 12 189/-161 201/-161 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 512 890 1402 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 208 369 577 1 1/2" Rim Board • Rim Board is assumed to tarty all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to 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" 23.0 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 bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. j f206) 523-0024 meggie!rocgengr com i System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 10/612014 1:07:07 PM Forte v4.6. Design Engine: V6.1.1.5 Un8 Type 4.4te Page 3 of 8 a r O R 1 E r MEMBER REPORT Unit4, U4: FJ3 1 r` 1 piece(s) 11 7/8" TH@ 110 @ 16" OC PASSE6D-30 Overall Length: 22' 101/2" 0 0 - I- I_ j! 9. I. 13' L 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 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1210 @ 9' 5 1/4" 1935 (3.50") Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 618 @ 9' 7" 1716 Passed (36%) 1.00 1.0 D + 1.0 L (Ail Spans) Moment (Ft-Ibs) -1450 @ 9' 5 1/4" 3160 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.092 @ 16' 6" 0.265 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.138 @ 16' 7" 1 0.441 1 Passed (U999+) 1 1.0 D + 1.0 L (Alt Spans) T)-Pro'" Rating 57 1 40 1 Passed I - Deflection criteria: LL (1./600) and TL (L/360). Bradng (Lu): All compression edges (top and bottom) must be braced at 4' 1" 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-ProT" Rating include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing toads to Supports (Ibs) Accessories Total I Available Required Dead lo`or Li Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 91 232/-68 323/-68 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 442 768 1210 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 169 312/-11 481/-11 1 1/2" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to cant' no loads applied directly above them and the full load is applied to the member being designed. Dead Floor live Loads location Spacing (0.90) (1.00) Comments - Uniform (PSF) 0 to 22' 10 1/2" 16" 23.0 40.0 Res1 Areas ntlal - 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 frame 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 Marcamt Janicki Davido Consulting Group, Inc. (206) 523-0024 magpie@fcgengr.mm System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:07:07 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 4.4te Page 4 of 8 ij F ®R 1 E MEMBER REPORT Unit 4, U4: HDRI 1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 3' 6" 0 0 3 L' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF toad: Combination (Pattern) Member Reaction (Ibs) 1971 @ 1 1/2" 6563 (3.00") Passed (30%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1173 @ 8 1/2" 2310 Passed (510/6) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1487 @ 1' 9" 1720 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.022 @ 1' 9" 0.108 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.036 @ 1' 9" 0.162 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (1-1360) and TL (1-1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" 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 later Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 803 1168 1971 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 803 1168 1971 None Tributary Dead Floor live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 3' 6" N/A 70.0 - Interior wall load 2 - Uniform (PLF) 0 to 3' 6" N/A 384.0 667.5 linked from: U4: F32, Support 2 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 PASSEi)D-31 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 10/6/2014 1:07:07 PM Marca etJanicki Forte v4.6. Design Engine: V6.1.1.5 Dakgdo Consulting Group, Inc. Un8 Type 4.4te i (206) 523-0024 i maggie@dcgengr.com Page 5 Of 8 ( F 0 R T E ' MEMBER REPORT Unit 4, U4: HDR2 1 II 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSE6D-32 0 Overall Length: 4' 6" 4' 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 Load: Combination (Pattern) [Group] Member Reaction (lbs) 984 @ 1 1/2" 6563 (3.00") Passed (15%) -- 1.0 D + 1.0 L (All Spans) [1] Shear (lbs) 610 @ 10 1/4" 3045 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) [1) Moment (Ft-lbs) 987 @ 2' 3" 2989 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.010 @ 2' 3" 0.142 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) (1) Total Load Defl. (in) 0.018 @ 2' 3" 1 0.213 1 Passed (U999+) I -- 1 1.0 D + 1.0 L (Ail Spans) [1) Deflection criteria: LL (1.1360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 6" 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 (lbs) Accessories Total Available Required Dead F4� Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 457 527/-19 984/-19 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 457 527/-19 984/-19 None Tributary Dead Floor live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 4' 6" N/A 70.0 2 - Uniform (PLF) 0 to 4' 6" N/A 126.8 234.0/-8.3 Unked from: U4: 1`33, Support 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 instaliation 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 Margamt Janicki Davido Consulting Group, Inc. (206) 523-0024 magaie(LDdcaenar c om- System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:07:07 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 4.4te Page 6of8 it F O R T E" MEMBER REPORT Unit 4, U4: HDR3 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSE15D-33 Overall Length: 8' 6" + + 0 0 8' 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 @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (Ibs) 2080 @ 1 1/2" 6094 (3.00") Passed (34%) -- 1.0 D + 1.0 L (All Spans) [1) Shear (lbs) 1590 @ 1' 4969 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) [1] Pos Moment (Ft-lbs) 4163 @ 4' 3" 8438 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) (1] Live Load Defl. (in) 0.081 @ 4' 3" 0.275 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) [1] Total Load Defl. (in) 0.149 @ 4' 3" 0.412 Passed (L/663) - 1.0 D + 1.0 L (All Spans) (1] Deflection criteria: LL (1.1360) and TL (V240). 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 Floor Live Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 945 1135/-38 2080/-38 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 945 1135/-38 2080/ 38 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 8' 6" N/A 70.0 2 - Uniform (PLF) 0 to 8' 6" N/A 145.5 267.0/-9.0 Unked from: U4: F31, SUDDort 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 Mmroaret Janicki Dav,do Consulting Group, Inc. (205) 523-0024 i meggie(Jdcgengr corn System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD ti SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:07:07 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 4.4te Page 7 of 8 ig F O R T E ` MEMBER REPORT Unit 4, U4: HDR4 1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSEIgD-34 Overall Length: 8' 3" 0 0 7-9- 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 (Pattern) Member Reaction (Ibs) 699 @ 1 1/2" 6563 (3.00") Passed (11%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 554 @ 10 1/4" 3045 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1355 @ 4' 1 1/2" 2989 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.021 @ 4' 1 1/2" 0.267 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.088 @ 4' 1 1/2" 0.313 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (1.1360) and TL (5/16"). 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. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Support. (Ibs) Accessories Total Available Required Dead Floor Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 534 165 699 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 534 165 699 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 8' 3" 1' 23.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 8' 3" N/A 100.0 - Exterior wall load 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 authodty 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 Maroamt Janicki Davido consuihng Croup, Inc. (206)523-0024 maggie(tMdcgenar com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:07:07 PM Forte v4.6. Design Engine: V6.1 A.5 Un@ Type 4.4te Page 8 of 8 a GD-35 TUKWILA VILLAGE BLDG D FRAMING KEY PLANS SCALE: 3/32" = 1'-0" a F O R T C" MEMBER REPORT Floor, U1-6: RJ 1 1[ G 1 piece(s) 11 7/8" TH@ 110 @ 16" OC PASSEOD-36 Overall Length: 4' 7" L 4' L LJ 10 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) 144 @ 2 1/2" 1220 (2.00") Passed (12%) 1.25 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 133 @ 3 1/2" 1950 Passed (70/6) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 145 @ 2' 3 1/2" 3950 Passed (4%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.002 @ 2' 3 1/2" 0.083 Passed (U999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.004 @ 2' 3 1/2" 0.139 1 Passed (U999+) 1.0 D + 1.0 Lr (All Spans) T]-Pro— Rating 75 40 1 Passed - Deflection criteria: U. (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 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 T3-Pro- Rating include: 5/8" Gypsum ceiling, pour flooring oveday. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 76 76 152 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.75" 76 76 152 1 1/2" Rim Board • Rim Board is assumed to tarty all loads applied directly above it, bypassing the member being designed. Loads Location spacing Dead (0.90) Roof Live 1.23) Comments 1 - Uniform (PSF) 0 to 4' 7" 16" 25.0 25.0 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.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 designer of record, builder or frame 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 Informaton have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davfdo Consulting Group, Inc. (205) 523-0024 maggieQdcgengrcxhm System : Roor Member Type : 3oist Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:30:48 PM Forte v4.6, Design Engine: V6.1.1.5 Unit Type 1.4te Page 6 of 11 41 it F 0 R T E MEMBER REPORT Floor, U1-6: B1 1 piece(s) 3 1/2 x 11 7/8 2.0E Parallam® PSL PASSOD-37 0 Overall Length: 22' 7" 22' 0 Q 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 LOF Load: combination (Pattern) Member Reaction (Ibs) 1418 @ 2" 4375 (2.00") Passed (32%) 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1271 @ 1' 3 3/8" 10044 Passed (13%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 7857 @ 11' 3 1/2" 24878 Passed (32%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.332 @ 11' 3 1/2" 0.556 Passed (U805) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.739 @ 11' 3 1/2" 1 1.112 1 Passed (L/362) 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 22' 4" 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 Lovof Total 1 --Stud wall - OF 3.50" 2.00" 1.50" 788 644 1432 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.50" 788 644 1432 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Roof Live Loads Location width (0.90) (non-snow:1.25) Comments 1 - Uniform (PLF) 0 to 22' 7" N/A 57.0 57.0 d from: U1-6: LiR]Snkeu rt 2 Notes Weyerhaeuser warrants that the slang 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 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 Fore Software Operator Job Notes M.Frcaret Janicki Dah do consulting Group, Inc. (206) 523-0024 megaie@dcoengr corn System : Boor Member Type: Rush Beam Building Use : Residential Building Code : IBC Design Methodology : ASO 0SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:30:48 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 1.4te Page 7 of 11 14�i_l F 0 R T E " MEMBER REPORT Floor, U1-6: B2 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL PASSED-38 Overall Length: 20' 91/2" 0 0 10, - 10, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2436 @ 10' 4 3/4" 4594 (3.50") Passed (53%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1003 @ 11' 6 3/8" 4936 Passed (20%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) -2502 @ 10' 4 3/4" 11155 Passed (22%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.020 @ 4' 9 3/16" 0.342 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.058 @ 4' 6 7/8" 0.514 Passed (U999+) -- 1.0 D + 1.0 Lr (AR Spans) Deflection criteria: LL (L/360) and TL (1./240). Bracing (Lu): All compression edges (top and bottom) must be braced at 19' 5 7/8" 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 I Available Required Dead RLiovof Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 528 245 773 None 2 - Trimmer - DF 3.50" 3.50" 1.86" 1704 732 2436 None 3 - Trimmer - DF 3.00" 3.00" 1.50" 525 243 768 None Tributary Dead Roof Live Loads Location Width (0.90) (non -snow: 1.25) Comments 1 - Uniform (PLF) 0 to 20' 9 1/2" N/A 70.0 - 2 - Uniform (PLF) 0 to 20' 9" N/A 57.0 57.0 Unked from: U1-6: RI Support 1 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 Weyerthaeuser 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 ----..- .................. --- Datido Consulting Group, Inc. (206) 523-0024 Inaggie@dcaengr.com System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:30:48 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 1.4te Page 8 of 11 F 4 R T E It MEMBER REPORT Unit 2, U2-6: B2 z 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL Overall Length: 10' 6" 0 0 10 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) 763 @ 1 1/2" 3938 (3.00") Passed (19%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 582 @ 1' 2 7/8" 4936 Passed (12%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 1907 @ 5' 3" 11155 Passed (17%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.041 @ 5' 3" 0.342 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Deft. (in) 0.084 @ 5' 3" 0.512 Passed (U999+) -- 1 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (1.1360) and TL (1-1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 6" 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 Live Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 396 366 762 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 396 366 762 None Tributary Dead Roof Live Loads Location Width (0.90) (ncn-smw: L25) Comments 1 - Uniform (PLF) 0 to 10' 6" N/A 69.8 69.8 Linked from: U2-6: Su rt 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.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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSE§D-39 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 10/6/2014 12:48:27 PM _.— — Marcarei,lanicY,i Forte v4.6, Design Engine: V6.1.1.5 Davido Consulting Group, Inc. Unit Type 2.4te (206) 523-0024 maggie@dcaengr.com Page 10 of 14 /J F O R T E ` MEMBER REPORT Unit 2, U2-6: RJ 1 i` 1 piece(s) 11 7/8" T)I@ 110 @ 16" OC PASSEOD-4g Overall Length: 5' 7° 5' C All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 178 @ 2 1/2" 1220 (2.00") Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 167 @ 3 1/2" 1950 Passed (9%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 222 @ 2' 9 1/2" 3950 Passed (60/6) 1.25 1.0 D + 1.0 Lr (All Spans) IJve Load Defl. (in) 0.004 @ 2' 9 1/2" 0.103 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.007 @ 2' 9 1/2" 1 0.172 1 Passed (U999+) 1.0 D + 1.0 Lr (All Spans) TJ-Pro— Rating 73 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 5' 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 93 93 186 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.75" 93 93 186 1 1/2" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Roof Live Loads Location Spacing (0.90) (non -snow: 1.25) Comments t - Uniform (PSF) 0 to 5' 7" 16" 25.0 25.0 Residential - Uving 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 [Aargaret Janicki DaV,do consulting GrouP, Inc. (205) 523-0024 maggie@dcgenor cam System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD (I SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:48:27 PM Forte v4.6. Design Engine: V6.1.1.5 Und Type 2.4te Page 11 of 14 F O R T E " MEMBER REPORT Unit 2, U2-6: Ell �1 1 piece(s) 13/4" x 11 7/8" 2.0E Microllam® LVL PASSEC)D-41 Overall Length: 12' 7" 0 0 12' 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) 896 @ 2" 2188 (2.00") Passed (41%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 728 @ 1' 3 3/8" 4936 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 2724 @ 6' 3 1/2" 11155 Passed (24%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.080 @ 6' 3 1/2" 0.306 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 1 0.166 @ 6' 3 1/2" 1 0.613 1 Passed (U887) I -- 1 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (V480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral tracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead rf Total 1 -Stud wall - DF 3.50" 2.00" 1.50" 474 439 913 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.50" 468 433 901 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Tributary Dead Roof Live Loads Location Width (0.90) (nonarww:1.25) Comments 1 - Uniform (PLF) 0 to 12' 6" N/A 69.8 69.8 k Uned from: U2-6: R1 Su rt 2 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 cak:ulabon 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 Moroarot Janicki Damdo Consult mg Group, Inc. (206) 523-0024 magaie(pocgengr cam System : Floor Member Type :Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 0) SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:48:27 PM Forte v4.6. Design Engine: V6.1.1.5 Unit Type 2.4te Page 12 of 14 GO-42 i TUKWILA VILLAGE BLDG D FRAMING KEY PLANS SCALE: 3/32" = 1'-0" D: B m HUK4 CORRIDOR`= LVL 6 D B7 a 1 C O R T C° MEMBER REPORT Deck, D: FJ1 1 r ` 2 piece(s) 9 1/2" TJI@ 230 @ 16" OC PASSEC)D-43 Overall Length: 24' 10 1/2" rr rr L L? T 17' a a a All locations are measured from the outside faoe 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) 3193 @ 7' 5 1/4" 4820 (3.50") Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1620 @ 7' 7" 2926 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -5052 @ 7' 5 1/4" 6660 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.230 @ 16' 9 11/16" 0.345 Passed (L/898) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.506 @ 16' 10 1/4" 1 0.574 1 Passed (L/409) 1.0 D + 1.0 L (Alt Spans) TJ-Prop" Rating 51 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 4' 1 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -285 Ibs uplift at support 1". Strapping or other restraint may be required. 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 T1-Pro" Rating indude: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total I Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.00" 1.75" -6 284/-279 284/-285 1 112" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 1774 1419 3193 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 719 584 1303 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member bang designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 24' 10 1/2" 16" 75.0 60.0 ARurasesidential - Living 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 bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Maroaret Janicki Davido Consulting GrouP, Inc. (206) 523-0024 magaiefl)dcoengr corn System : floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:21 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4fe Page 2 of 19 a F O R T E z MEMBER REPORT Deck, D: FJ2 2 piece(s) 9 1/2" T]I@ 230 @ 16" OC PASSE6D-44 0 Overall Length: 24' 10112" - l 10,cc J 14' 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) 2812 @ 10' 5 1/4" 4820 (3.50") Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1346 @ 10' 7" 2926 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) -3635 @ 10' 5 1/4" 6660 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.126 @ 18' 5/16" 0.285 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.258 @ 18' 2 1/16" 0.474 1 Passed (L/662) 1.0 D + 1.0 L (Alt Spans) TJ-Pro'" Rating 60 40 1 Passed Deflection criteria: U. (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 10 1/16" 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. Defection 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 considerabons for the T3-Pro— Rating Include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total I Available Required Dead Flyer Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 335 383/-105 718/-105 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 1562 1250 2812 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.75" 590 503/-21 1093/-21 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above then and the full load is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 24' 10 1/2" 16" 75.0 60.0 Residential - Liv ng 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 IVfargaret Janicki �^ Dawdo consulting Group, Inc. (206) 523-0024 maggie c@dcgcngr corn System : Floor Member Type : 3oist Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:22 PfJI Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 3 of 19 rib F 0 R T E ' MEMBER REPORT Deck, D: FJ3 • i piece(s) 9 1/2" T7I® 110 @ 16" OC PASSWD-45 Overall Length: 6' 7" L; B, 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) 570 @ 2 1/2" 976 (2.00") Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 540 @ 3 1/2" 1220 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 856 @ 3' 3 1/2" 2500 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.021 @ 3' 3 1/2" 0.123 Passed (L1999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.048 @ 3' 3 1/2" 0.206 Passed (L/999+) 1.0 D + 1.0 L (All Spans) T]-Prol" Rating 70 40 Passed Deflection criteria: U. (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 8 118" 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 rat 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 T3-Pro- Rating include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead Floor Li Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 329 263 592 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.75" 329 263 592 1 1/2" 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" 75.0 60.0 Residential - Living A Notes Weyerhaeuser warrants that the siting 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 bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes i Morcaret Janicki Davido Consulting Group, Inc. (206) 523-0024 imaggieLDdcgengr mm System : Floor Member Type : 3oist Building Use : Residential Building Code : IBC Design Methodology : ASD A SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:22 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 4 of 19 I FORTE' MEMBER REPORT Deck, D: HDR1 1 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSEOD-46 0 Overall Length: 3' 6" 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 Load: Combination (Pattern) Member Reaction (Ibs) 4203 @ 1 1/2" 6094 (3.00") Passed (69%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1801 @ 1' 4969 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 3171 @ 1' 9" 8438 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.008 @ 1' 9" 0.108 Passed (1-/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.018 @ 1' 9" 0.162 Passed (L/999+) - 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 3' 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 = 3' 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 Floor Totat 1 -Trimmer - DF 3.00" 3.00" 2.07" 2340 1862 4202 None 2 - Trimmer - DF 3.00" 3.00" 2.07" 2340 11 1862 1 4202 None Tributary Dead Floor Live Loads location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 3' 6" N/A 1330.5 1064.3 Unked froD: F31, 2m: 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 LForte Softvrare Oporator Job Motet Maroarrt Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dcaengr com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INRIAnVE 10/6/2014 12:43:22 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 5 of 19 i MEMBER REPORT Deck, D: HDR2 it FORTE' 1 plece(s) 3 1/8" x 9" 24F-V4 DF Glulam Overall Length: 6 6" 0 0 I' 5' l 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 (lbs) 5819 @ 1 1/2" 6094 (3.00") Passed (95%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 3703 @ 1' 4969 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 7290 @ 2' 9" 8438 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.047 @ 2' 9" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.106 @ 2' 9" 1 0.262 1 Passed (L/595) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (V360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at S' 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 = 5' 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 Floor Live Total 1 - Trimmer - DF 3.00" 3.00" 2.86" 3240 2578 5818 None 2 - Trimmer - DF 3.00" 3.00" 2.86" 3240 2578 5818 None Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PLF) 0 to 5' 6" N/A 1171.5 937.5 Unked from: D: F32, 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 fadlities 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 PASSE15D-47 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 10/6/2014 12:43:22 PM Nargarnt Janicki Forte v4.6, Design Engine: V6.1.1.5 Davido Consulbng Group. Inc. Deck.4te (206) 523-0024 maggie@dcgengr.com Page 6 Of 19 4-FORTE" MEMBER, REPORT Deck, D: HDR3 1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam0 PSL PASSEdD-48 Overall Length: 6 6" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2716 @ 1 1/2" 7875 (3.00") Passed (34%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1687 @ 1' 1/2" 6428 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3403 @ 2' 9" 13057 Passed (26%) 1.00 1.0 D + 1.0 L (AII Spans) Live Load Defl. (in) 0.020 @ 2' 9" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (AII Spans) Total Load Defl. (in) 0.046 @ 2' 9" 0.262 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 6" 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 Floo Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 1511 1205 2716 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 1511 1205 2716 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 5' 6" N/A 539.3 438.0 Unked from: D: FJl, Su rt 3 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 Job Notes Margaret Jsnicki Datldo Consulting Group, Inc. (205) 523-0024 meggie@dcgongr.mm System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:22 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 7 of 19 • S1 F O R T C " MEMBER REPORT Deck, D: HDR4 1 G 2 piece(s) 1 1/2" x 9 1/2" 1.5E TimberStrand® LSL PASSEOD-49 Overall Length: 5' 6" 0 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 Load: Combination (Pattern) Member Reaction (Ibs) 1245 @ 1 1/2" 6975 (3.00") Passed (18%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 773 @ 1' 1/2" 9595 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1560 @ 2' 9" 8645 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Den. (in) 0.014 @ 2' 9" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Detl. (in) 0.032 @ 2' 9" 0.262 Passed (L/999+) -- 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' 6" 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 loor PLiive Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 703 542 1245 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 703 542 1245 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 5' 6" N/A 246.8 197.3 Unked from: D: F33, Su rt 1 Weyerhaeuser Notes Weyerhaeuser warrants that the slang 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 Marceret Janicki DaHdo Consulting Group. Inc. (206) 523-0024 magdie@dcgenarcom system : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:22 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4fe Page 8 of 19 F O R T E" MEMBER REPORT Deck, D: B1 1 piece(s) 5 1/8" x 21" 24F-V4 DF Glulam PASSEL)' 50 Overall Length: 9' 2" 0 0 „ I j„ 4. I___' 4.3. L! 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) [Group] Member Reaction (Ibs) 17674 @ 4' 2 3/4" 18322 (5.50") Passed (96%) -- 1.0 D + 1.0 L (All Spans) [1] Shear (Ibs) 8850 @ 2' 3" 19014 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) (1] Pos Moment (Ft-Ibs) 2 @ 8' 5 11/16" 67804 Passed (0%) 0.90 1.0 D (All Spans) Neg Moment (Ft-Ibs) -37333 @ 4' 2 3/4" 58073 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.047 @ 0 0.211 Passed 2 999+ 1.0 D + 1.0 L (Alt Spans) [1] Total Load Defl. (in) 0.112 @ 0 0.423 Passed (2L/908) 1.0 D + 1.0 L (Alt Spans) (1) Deflection criteria: U. (1./480) and TL (1./240). Overhang deflection criteria: LL (2L/480) and TL (21./240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 1/2" 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 5/8". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 10". 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 Floor Live Total 1 - Column - DF 5.50" 5.50" 5.31" 10324 7350 17674 Blocking 2 - Stud wall - DF 5.50" 4.00" 1.50" 25/-4447 351/2- 176/-7839 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 9' 2" 1' 81.0 60.0 Residential - Living reas 2 - Point (lb) 0 N/A 4908 3566/ 14 Linked from: D: B2, 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.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 : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD (SUSTAINABLE FORESTRY INITIATIVE 1016/2014 12:43:22 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 9 of 19 ,a F O R T E ` MEMBER REPORT Deck, D: B2 e/! 1 piece(s) 5 1/8" x 21" 24F-V4 DF Glulam PASSE15D-51 Overall Length: 21' 2" 1 0 4, 9" t 5' 10" L 8' .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 (lbs) 8474 @ 20' 9" 8474 (2.54") Passed (100%) -- 1.0 D + 1.0 L (Alt Spans) Shear (lbs) 6282 @ 13' 6" 19014 Passed (33%) 1.00 1.0 D + 1.0 L (Adj Spans) Pas Moment (Ft-lbs) 17950 @ 16' 6 3/16" 75338 Passed (24%) 1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-lbs) -26416 @ 5' 1/2" 57934 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.050 @ 0 0.252 Passed 2 999+ -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.120 @ 0 0.504 Passed 2 999+ 1.0 D + 1.0 L (Alt Spans) Deflection criteria: U. (11480) and TL (V240). Overhang deflection criteria: LL (21-/480) and TL (21./240). Bracing (Lu): All compression edges (top and bottom) must be braced at 20' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 5 I1/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 3 1/2". 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 FlAoor Total 1 - Column Cap - sted 7.00" 7.00" 4.27" 7856 6661/ 14215/-661 Blocking 2 -Column Cap -sled 7.00" 7.00" 3.13" 4715 5703/- 1903 10418/- 1903 Blocking 3 - Hanger on 21" PSL beam 5.00" Hanger' 2.54" 1 4908 3566/-14 8474/-14 1 See note' • 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 • 1 See Connector grid below for additional information and/or requirements. System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASO Connector: Simpson Strong -Tie Connectors Support I Model Seat Length Top Nails Face Nails Member Nails Accessories 3 - Top Mount Hanger I Connector not found N/A I N/A N/A N/A Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 5' 13' 81.0 60.0 Residential - Living Areas 2 - Uniform (PSF) 11' 3" to 20' 9" 14' 81.0 60.0 3 - Uniform (PSF) 5' ro 11' 3" 1' 81.0 60.0 4 - Point (lb) 0 N/A 352 201 Linked from: D: B3, Forte Software Operator Job Notes 10/6/2014 12:43:22 PM Maroaret Janicki _ Forte v4.6. Design Engine: V6.1.1.5 Daddo Consulting Group, Inc. Deck.4te j (206)523-0024 maggie@dcacngr.com Page 10 of 19 _........... --- .......... _... _.._.._._..—. i7idil F 0 R T E "' MEMBER REPORT Deck, D: 83 1 piece(s) 5 1/8" x 21" 24F-V4 DF Glulam PASS>E6131-52 Overall Length: 6' 7" i �f I n 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) 512 @ 3 1/2" 4997 (1.50") Passed (10%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 219 @ 2' 1/2" 19014 Passed (10/6) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 784 @ 3' 3/4" 75338 Passed (1%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.000 @ T 4 1/4" 0.153 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.001 @ T 4 1/4" 0.306 Passed (U999+) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bradng (Lu): All compression edges (top and bottom) must be braced at 6' 2" 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 = 6' 1 1/2". 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 FloorLiveTotal 1 - Hanger on 21" DF beam 3.50" Hanger' 1.50" 352 201 553 See note ' 2 - Stud wall - DF 3.50" 2.00" 1.50" 343 194 537 1 1/2" 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 Design Methodology : ASO Connector: Simpson Strom -Tte Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 6' 7" 1' 81.0 60.0 Residential - Living Alas 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 mated 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 fadlibes 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 Forte Softw<;re Oporr;tor Job Notes fJ,ergare:t Janicki Dakddo Consulting Group, Inc. (205) 52WO24 inaggleeu 5cgengr com 1 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:22 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 12 of 19 MEMBER REPORT Deck, D: B4 F O R T E` 1 piece(s) 7" x 9 1/2" 2.0E Parallam® PSL PASSE6D-53 0 Overall Length: 26' 6" 15' 10, 9" 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 (a Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1209 @ 15' 4 1/2" 13125 (3.00") Passed (9%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 592 @ 14' 5 1/2" 16071 Passed (4%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) -1664 @ 15' 4 1/2" 32642 Passed (5%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.024 @ 7' 2" 0.378 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.051 @ 7' 15/16" 1 0.756 1 Passed (U999+) - 1.0 D + 1.0 Lr (AR Spans) DeflecUon criteria: UL (V480) and TL (V240). Bracing (Lu): All compression edges (top and bottom) must be braced at 26' 1 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 I Available Required Dead Roof Live Total 1 - Hanger on 9 1/2" DF beam 3.00" Hanger' 1.50" 249 210 459 See note ' 2 - Stud wall - DF 3.00" 3.00" 1.50" 672 537 1209 Blocking 3 - Stud wall - DF 3.00" 1.50" 1.50" 140 138 278 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. • 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 : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger HL1410.2 2.50" N/A 14-10d common 6-16d common Loads Location Tributary Width Dead (0.90) Roof Live (non-srrow:1.2S) Comments 1 - Uniform (PLF) 0 to 26' 6" N/A 19.5 32.3 nked from: D: R), U 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 oompaUble 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 maggieadccengr.com (Zj) SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:23 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 13 of 19 a F 4 R T E r MEMBER REPORT Deck, D: B6 1 piece(s) 5 1/4" x 91/2" 2.0E Parallam® PSL PASSE6Q-54 Overall Length: 8' 6" I 1 ✓- L ! . 8, r I 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) 278 @ 1 1/2" 4922 (1.50") Passed (6%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 216 @ 1' 1/2" 12053 Passed (2%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 573 @ 4' 3" 24482 Passed (2%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.005 @ 4' 3" 0.206 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.011 @ 4' 3" 0.412 1 Passed (U999+) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (L/480) 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 bradng is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Total 1 - Stud wall - DF 3.00" 1.50" 1.50" 147 137 284 1 1/2" Rim Board 2 - Stud wall - DF 3.00" 1.50" 1.50" 147 137 284 1 1/2" Rim Board • Rim Board is assumed to cant' all loads applied directly above it, bypassing the member being designed. Tributary Dead Roof Live Loads Location Width (0.90) (non- cow: 1.25) Comments 1 - Uniform (PLF) 0 to 8' 6" N/A 19.5 32.3 Linked from: D: R.), Support 2 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 Marcaret Janicki Davdo Consuftmg Group, Inc. (206) 523-0024 magcielgoccenar cam System : Floor Member Type : Hush Beam Building Use : Residential Building Code : IBC Design Methodology: ASO 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:23 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 14 of 19 �21 F O R T E a MEMBER REPORT Deck, D: B7 r` 1 piece(s) 13/4" x 9 1/2" 2.0E Microllam® LVL PASSEDD-55 0 Overall Length: 8' 6" 8' 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) 232 @ 1 1/2" 1641 (1.50") Passed (14%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 181 @ 1' 1/2" 3948 Passed (5%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (R-Ibs) 479 @ 4' 3" 7359 Passed (7%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.015 @ 4' 3" 0.206 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.027 @ 4' 3" 0.412 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (L/480) and TL (V240). 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Ruovof Total 1 - Stud wall - DF 3.00" 1.50" 1.50" 102 137 239 1 1/2" Rim Board 2 - Stud wall - DF 3.00" 1.50" 1.50" 102 137 239 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Roof Live Loads Location Width (0.90) (non-snow:1.25) Comments t - Uniform (PLF) 0 to 8' 6" N/A 19.5 32.3 Unked from: D: RJ, Support 2 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 Marcaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggleadcgongr.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:23 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 15 of 19 �I F O R T E .= MEMBER REPORT Deck, D: RJ 1 1 piece(s) 117/8" TJI@ 110 @ 16" OC PASSE6D-56 Overall Length: 2' 7" t 2' 0 E 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) 69 @ 2 1/2" 1719 (3.50") Passed (4%) 1.25 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 53 @ 3 1/2" 1950 Passed (3%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 31 @ 1' 3 1/2" 3950 Passed (1%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.000 @ 0 0.072 Passed 2 999+ 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.000 @ 0 0.108 Passed 2 999+ 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 7" 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 Rove Total 1 - Stud wall - DF 3.50" 3.50" 1.75" 26 43 69 Blocking 2 - Stud wall - DF 3.50" 3.50" 1.75" 26 43 69 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Roof Live (mn-anow:1.25) Comments 1 - Uniform (PSF) 0 to 2' 7" 16" 15.0 25.0 Roof 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 Damdo Consuibng Group, Inc. (206) 523-0024 maggte t@dcgenar cam I System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD Member Pitch: 0/12 nA ti SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:23 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 16 of 19 C O R T C ° MEMBER REPORT Deck, D: FJ1_P-Patch r i�. 2 piece(s) 9 1/2" T7I@ 230 @ 12" OC PASSEDD-57 Overall Length: 25' 21/2" 0 #_J T L 1T o a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptua 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2757 @ 7' 7 1/4" 4820 (3.50") Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1495 @ 24' 9" 2660 Passed (56%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) -5143 @ 7' 7 1/4" 6660 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.177 @ 16' 30 1/2" 0.345 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.574 @ 16' it 13/16" 1 0.574 1 Passed (L/360) 1.0 D + 1.0 L (Alt Spans) TJ-Pro'" Rating 56 1 40 1 Passed - Deflection criteria: LL (L/600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 13/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. -478 Ibs uplift at support 3". Strapping or other restraint may be required. A structural analysis of the deck has riot 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 T1-Pro'" Rating include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total I Available Required Dead Floor Live Total 1 - Stud wall - DF 5.50" 4.00" 1.75" -268 223/-209 223/-477 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 1692 1064 2756 Blocking 3 - Stud wall - DF 5.50" 4.00" 1.75" 1123 448 1571 1 1/2" Rim Board • Rim Board is assumed to pry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 25' 2 1/2" 12" 35.0 60.0 Residential - UvingAreas 2 - Uniform (PSF) 22' 10 1/2" to 24' 10 1 2" 12" 265.0 - 3 - Uniform (PSF) 16' 10 1/2" to 18' 12" 265.0 4 - Uniform (PSF) 12' 1001/2" to 14' 12" 265.0 5 - Uniform (PSF) 0 to 1' 6" 1 12" 1 50.0 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 fadlitles 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 (Z SUSTAINABLE FORESTRY INITIATIVE lForte Software Operator 10/612014 12:43:23 PM Forte v4.6, Design Engine: V6.1.1.5 Deck.4te Page 17 of 19 Job Notes Marcaret Janicki Dav-do Consulting Group, Inc. (206) 523-0024 magpie q dCGengr.00m l F 0 R T E" MEMBER REPORT Deck, D: FJl_Shear 2 piece(s) 9 1/2" TJI@ 230 @ 12" OC PASSE6D-58 Overall Length: 21' 81/2" 0 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 0 Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 2368 @ 8' 10 1/4" 4820 (3.50") Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1499 @ 9' 8 1/2" 2660 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -2830 @ 8' 101/4" 6660 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.059 @ 15' 6 5/16" 0.250 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.189 @ 15' 5 3/16" 0.416 Passed (1-1791) 1.0 D + 1.0 L (Alt Spans) TJ-Pro'" Rating 66 40 Passed Deflection criteria: LL (L/600) and TL (L/360). Bracing (W): All compression edges (top and bottom) must be braced at 5' 5 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor ve Total 1 - Hanger on 9 1/2" DF ledger 5.50" Hanger' 1.75" 311 254/-56 565/-56 See note' 2 - Stud wall - DF 3.50" 3.50" 3.50" 1561 808 2369 Blocking 3 - Stud wall - DF 5.50" 1 4.00" 1.75" 907 341/-10 1248/-10 1 1/2" Rim Board • Rim Board is assumed to tarty all loads applied directly above It, bypassing the member bang designed. • Blocking Panels are assumed to carry no loads applied directly above then 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 : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger MIU4.75/9 2.50" 1 N/A 16-10d x 1.1/2 2-10d x 1-1/2 Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 21' 8 1/2" 12" 35.0 60.0 Residential - Living Arepas 2 - Uniform (PSF) 19' 8 1/2" to 21' 8 12" 265.0 3 - Uniform (PSF) IT 8 1/2" to 15' 8 12" 265.0 4 - Uniform (PSF) 9' 8 1/2" to 11' 8 12" 265.0 5 - Uniform (PSF) 5 1/2" to 2' 6" 1 12" 210.0 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 _. _..-................---- Job Notes Margaml Janicki Davido Consulting Group, Inc. (206)523-0024 magaie@dcgengr corn l SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:43:23 PM Forte v4.6. Design Engine: V6.1.1.5 Deck.4te Page 18 of 19 GD-59 TUKWILA VILLAGE BLDG D FRAMING KEY PLANS SCALE: 3/32" = 1'-0" 'FORTE` MEMBER REPORT Unique Framing, OF FJ1 i piece(s) 11 7/8" TJI@ 110 @ 16" OC PASSED 60 I Overall Length: 10' 7" 10, I 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 Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 434 @ 2 1/2" 976 (2.00") Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 420 @ 3 1/2" 1560 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1085 @ 5' 3 1/2" 3160 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.051 @ 5' 3 1/2" 0.203 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.080 @ 5' 3 1/2" 1 0.339 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Prop" Rating 1 65 1 40 1 Passed -7771 Deflection criteria: LL (L/600) and TL (t/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 8 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 T3-Pro'" Rating indude: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Live Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 162 282 444 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.75" 162 282 444 1 1/2" 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" 23.0 40.0 Residentlal - Living Areas 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. product application, Input design bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Marcaret Janicki Davldo Consulhng Group. Inc. (206) 523-0024 maggie@dcgengr corm System : Floor Member Type : bist Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:38:25 PM Forte v4.6. Design Engine: V6.1.1.5 Unique.4te Page 2 of 9 F f1 MEMBER REPORT Unique Framing, UF: FJ2 V 1 piece(s) 11 7/8" TJI® 110 @ 16" OC PASSE6D-61 Overall Length: 7' 7" 0 C 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) 308 @ 2 1/2" 976 (2.00") Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 294 @ 3 1/2" 1560 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 539 @ 3' 9 1/2" 3160 Passed (17%) 1.00 1.0 D + 1.0 L (AII Spans) Live Load Defl. (in) 0.016 @ T 9 1/2" 0.143 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.025 @ 3' 9 1/2" 1 0.239 Passed (U999+) 1 1.0 D + 1.0 L (All Spans) T3-Pro'" Rating 1 70 1 40 Passed I -- Deflection criteria: U. (L/600) and TL (1.1360). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 8 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (ibs) Accessories Total Available Required Dead Floor Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 116 202 318 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.75" 116 202 318 1 1/2" 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 7' 7" 16" 23.0 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 Job Notes Margaret Janicki Davido Consulting Group. Inc. i206) 523-0024 magg,e@Ddccenar cnm System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INmATIVE 10/6/2014 12:38:25 PM Forte v4.6, Design Engine: V6.1.1.5 Unique.4te Page 3 of 9 MEMBER REPORT Unique Framing, UF: HDR1 PASSE6D'62 1� F Q R T E 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand® LSL F1, Overall Length: X T 3' L: 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) 850 @ 1 1/2" 6975 (3.00") Passed (12%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 248 @ 1' 2 7/8" 11994 Passed (2%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 642 @ 1' 9" 13233 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.003 @ 1' 9" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.005 @ 1' 9" 0.162 Passed (U999+) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (I/360) and TL (1./240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" 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 oor Uwe Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 274 576 850 None 2- *mmer- DF 3.00" 3.00" 1.50" 274 576 850 None Tributary Dead Floor Lire Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to TV N/A 70.0 - Interior wall load 2 - Uniform (PLF) 0 to 3' 6" N/A 75.8 329.3 Unked from: C: FJ, Support 2 Notes Weyehaeuser 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. product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes f 9argerei Janicki Dak4do Consulting Group, Inc. (205)523.0024 magg:eodcaengr com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD (tgJ SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:38:25 PM Forte v4.6. Design Engine: V6.1.1.5 Unique.4te Page 4 of 9 F O R T E" MEMBER REPORT Unique Framing, UF. HDR2 rl 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand® LSL Overall Length: 5' 6" 0 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 Load: Combination (Pattern) Member Reaction (Ibs) 1336 @ 1 1/2" 6975 (3.00") Passed (19%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 734 @ 1' 2 7/8" 11994 Passed (6%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1674 @ 2' 9" 13233 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.014 @ 2' 9" 0.175 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.020 @ 2' 9" 0.262 Passed (L/999+) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: UL (L/360) and TL (L/240). Bradng (Lu): All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng Is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Aocessories Total Available Required Dead cove Total 1 - Trimmer - OF 3.00" 3.00" 1.50" 431 905 1336 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 431 905 1336 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 5' 6" N/A 70.0 - Interior wall load 2 - Uniform (PLF) 0 to TV N/A 75.8 329.3 Unked from: C: F], Support 1 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 Job Notes Maroaret Janicki I Davido Consulbng Group, Inc. (206) 523-0024 maggie@a dcgengr.com PASSEC)D-63 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:38:25 PM Forte v4.6. Design Engine: V6.1 A.5 Unique.4te Page 5 of 9 u/I F O R T E ` MEMBER REPORT Unique Framing, C: FJ 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 @ 16" OC PA5SE613-64 0 Overall Length: 6' 7" 6' 0 o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hohzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 519 @ 2 1/2" 1875 (2.00") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 393 @ 10 3/4" 1305 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 780 @ T 3 1/2" 1360 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Deft. (in) 0.057 @ T 3 1/2" 0.123 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.070 @ T 3 1/2" 0.206 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A N/A Deflection criteria: U. (1.1600) and TL (1-/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 4" 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 Beating Loads to Supports (Ibs) Accessories Total Available Required Dead Boor ve Total 1 - Stud wall - DF 3.50" 2.00" 1.50" 101 439 540 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.50" 101 439 540 1 1/2" 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" 23.0 100.0 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.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 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 Margamt Janicki Davido Consulting Group, Inc. (206) 523-0024 megoie(Tocgcngr com System : floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:38:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unique.4te Page 6of9 , MEMBER REPORT Unique Framing, UFF HDR3 A� F R T 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSE15D-65 Overall Length: 3' 6" 0 0 3' 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) 131 @ 1 1/2" 6563 (3.00") Passed (2%) -- 1.0 D (All Spans) Shear (Ibs) 78 @ 8 1/2" 2079 Passed (4%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 99 @ 1' 9" 1548 Passed (6%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.108 Passed 2 999+ 1.0 D (All Spans) Total Load Defl. (in) 0.002 @ 1' 9" 0.162 Passed (L/999+) 1.0 D (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng 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 Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 131 131 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 131 131 None Loads Location Tributary Width Dead (0.90) Comments 1 - Uniform (PLF) 0 to 3' 6" N/A 70.0 Interior wall load 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 hAarcaret Jenlcki Da%4do Consulting Group. Inc. (205) 523-0024 magaieCdcoenar, com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:38:26 PM Forte v4.6, Design Engine: V6.1.1.5 Unique.4te Page 7 of 9 I F O R T E r MEMBER REPORT Unique Framing, UF. 8f -Trib 1 1 piece(s) 5 1/4n x 11 7/8 2.0E Parallam0 PSL PASSEdD-66 Overall Length: 24' 71/2" i 12' 9" C' 0 FSI 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) 12117 @ 13' 5 1/4" 18047 (5.50") Passed (67%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 5414 @ 12' 2 5/8" 12053 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -14794 @ 13' 5 1/4" 29854 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.133 @ 6' 5 13/16" 0.328 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.243 @ 6' 3 11/16" 0.655 1 Passed (L/647) I - 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' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports (Ibs) Supports Accessories Total I Available Required Dead Flloo Total 1 - Stud wall - DF 5.50" 4.00" 1.50" 2297 214B/ 4597/-148 1 1/2" Rim Board 2 - Stud wall - DF 5.50" 5.50" 3.69" 6326 5791 12117 Blocking 3 - Stud wall - DF 5.50" 4.00" 1.50" 1702 1367/ 3678/-367 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 24' 7 1/2" 16' 25.0 24.0 Notes Weyerhaeuser wan -ants 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 Davdo Consulting Group, Inc. (203) 523-0024 msgg,eCa dcgengr com System : Floor Member Type : Rush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:38:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unique.4te Page 8of9 • a F O R T E P MEMBER REPORT Unique Framing, UF.• 81 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL PASSEr)D-67 Overall Length: 24' 1 1/2" L: L 12' 9• I 10' 6• l- i a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 8851 @ 13' 2 1/4" 11484 (3.50") Passed (77%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4001 @ 12' 5/8" 12053 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -10735 @ 13' 2 1/4" 29854 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.122 @ 6' 3 5/16" 0.326 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 1 0.181 @ 6' 1 13/16" 1 0.651 Passed (1-/864) -- 1 1.0 D + 1.0 L (Alt Spans) Deflection criteria: U. (L/480) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 23' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports (Ibs) Supports Accessories Total I Available Required Dead FLive loor Total 1 - Stud wall - DF 3.50" 2.00" 1.50" 1202 2i 0/ 3302/-138 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 3.50" 2.70" 3415 5437 8852 Blocking 3 - Stud wall - DF 3.50" 2.00" 1.50" 879 1794 346 2673/-346 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 24' 1 1/2" N/A 121.5 211.5 IJnked from: UF: FJl, Su rt 2 2 - Uniform (PLF) 0 to 24' 1 1/2" N/A 87.0 151.5 Unked from: UF: FJ2, SUDDOrt 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 bads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator Job Notes _...._.� .-...._....__..-_.._.......... _._....__._..........__..._..._............................... -......__—........_......___- Margaret Janicki Davido Consulting Group, Inc. `. i206) 523-0024 1 maggie@dccenor tort System : Floor Member Type : Flush Beam Building Use : Residential Building Cade : IBC Design Methodology : ASD �Z SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:38:26 PM Forte v4.6. Design Engine: V6.1.1.5 Unique.4te Page 9 of 9 Project: Amenity Room Framing Location: Beam 1 (Option 2) Multi -Span Floor Beam [2009 International Building Code(AISC 13th Ed ASD)] A992-50 W10x49 x 19.75 FT Section Adequate By: 107.1% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.30 IN L/780 Dead Load 0.17 in Total Load 0.48 IN L/497 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 6913 lb 6913 lb Dead Load 3940 lb 3940 lb Total Load 10853 lb 10853 lb Bearing Length 1.06 in 1.06 in BEAM DATA Center Span Length 19.75 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 19.75 ft GD,68 page Maggie Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 10/6/2014 12:29:38 PM STEEL PROPERTIES FLOOR LOADING Center W10x49 - A992-50 Floor Live Load FLL = 50 psf Floor Dead Load FDL = 25 psf Properties: Floor Tributary Width Side One TW1 = 8.5 ft Yield Stress: Fy = 50 ksi Floor Tributary Width Side Two TW2 = 5.5 ft Modulus of Elasticity: E = 29000 ksi Wall Load WALL = 0 plf Depth: d = 10 in BEAM LOADING Center Web Thickness: tw = 0.34 in Reduced Floor Live Load 50 psf Flange Width: bf = 10 in Total Live Load 700 plf Flange Thickness: tf =. 0.56 in Total Dead Load 350 plf Distance to Web Toe of Fillet: k = 1.06 in Beam Self Weight 49 plf Moment of Inertia About X-X Axis: Ix = 272 in4 Total Load 1099 plf Section Modulus About X-X Axis: Sx = 54.6 in3 Plastic Section Modulus About X-X Axis: Zx = 60.4 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 8.93 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 23.18 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral -torsional buckling: Lp = 8.97 ft Nominal Flexural Strength w/ safety factor: Mn = 150699 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 23.18 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 = 68000 lb Controlling Moment: 53585 ft-lb 9.87 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -10853 lb 20.0 Ft from 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 Moment of Inertia (deflection): 131.35 in4 272 in4 Moment: 53585 ft-lb 150699 ft-lb Shear: -10853 lb 68000lb GD-69 ' Project: Amenity Room Framing Location: L6: Beam 1 (Option 2) Multi -Span Floor Beam [2009 International Building Code(2005 NDS)] 5.25 IN x 11.875 IN x 14.5 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 21.1% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.39 IN L/446 Dead Load 0.21 in Total Load 0.60 IN L/291 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 4169 lb 4169 lb Dead Load 2226 lb 2226 lb Total Load 6394 lb 6394 lb Bearing Length 1.62 in 1.62 in BEAM DATA Center Span Length 14.5 ft Unbraced Length -Top 0 ft page Maggie Davido Consulting Group CFI 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 10/6/2014 12:29:38 PM Unbraced Length -Bottom 14.5 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL = 50 psf Notch Depth 0.00 Floor Dead Load FDL = 25 psf MATERIAL PROPERTIES Floor Tributary Width Side One TW1 = 8.5 ft 2.0E Parallam - iLevel Trus Joist Floor Tributary Width Side Two TW2 = 3 ft Base Values Ad'us ed Wall Load WALL = 0 plf Bending Stress: Fb = 2900 psi Fb' = 2903 psi BEAM LOADING Center Cd=1.00 CF=1.00 Reduced Floor Live Load 50 psf Shear Stress: Fv = 290 psi Fv' = 290 psi Total Live Load 575 plf Cd=1.00 Total Dead Load 288 plf Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Beam Self Weight 19 plf Comp. -L to Grain: Fc - -L = 750 psi Fc - -L' = 750 psi Total Load 882 plf Controlling Moment: 23180 ft-lb 7.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6394 lb 14.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 95.8 in3 123.39 in3 Area (Shear): 33.07 in2 62.34 in2 Moment of Inertia (deflection): 604.89 in4 732.62 in4 Moment: 23180 ft-lb 29854 ft-lb Shear: -6394 lb 12053lb Project: Amenity Room Framing Location: L6: Beam 2 (Option 2) Multi -Span Floor Beam [2009 International Building Code(2005 NDS)] 5.25INx11.875INx16.0FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 93.0% Controlling Factor: Deflection GDP-70 page Maggie f Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 10/6/2014 12:29:38 PM DEFLECTIONS Center Live Load 0.18 IN L/1090 Dead Load 0.24 in Total Load 0.41 IN L/463 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1400 lb 1400 lb Dead Load 1896 lb 1896 lb Total Load 3296 lb 3296 lb Bearing Length 0.84 in 0.84 in s..p. BEAM DATA Center - - 16ft Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL = 50 psf Notch Depth 0.00 Floor Dead Load FDL = 25 psf MATERIAL PROPERTIES Floor Tributary Width Side One TW1 = 1 ft 2.0E Parallam - iLevel Trus Joist Floor Tributary Width Side Two TW2 = 2.5 ft Base Values Adjusted Wall Load WALL = 130 plf Bending Stress: Fb = 2900 psi Fb' = 2903 psi BEAM LOADING Center Cd=1.00 CF=1.00 Reduced Floor Live Load 50 psf Shear Stress: Fv = 290 psi Fv' = 290 psi Total Live Load 175 plf Cd=1.00 Total Dead Load 218 plf Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Beam Self Weight 19 plf Comp. -L to Grain: Fc - -L = 750 psi Fc - L' _' 750 psi Total Load 412 plf Controlling Moment: 13183 ft-lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3296 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 54.49 in3 123.39 in3 Area (Shear): 17.05 in2 62.34 in2 Moment of Inertia (deflection): 379.62 in4 732.62 in4 Moment: 13183 ft-lb 29854 ft-lb Shear: -3296 lb 12053lb GD-71 11-4 ' Project: Amenity Room Framing I I I- I Location: L6: Beam 3 (Option 2) Multi -Span Floor Beam [2009 International Building Code(AISC 13th Ed ASD)] A992-50 W12x50 x 19.0 FT Section Adequate By: 97.0% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.27 IN L/835 Dead Load 0.21 in Total Load 0.48 IN L/473 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 10793 lb 7212 lb Dead Load 8199 lb 5761 lb Total Load 18992 lb 12973 lb Bearing Length 1.14 in 1.14 in BEAM DATA Cen er Span Length 19 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 19 ft STEEL PROPERTIES W12x50 - A992-50 Properties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12.2 in Web Thickness: tw = 0.37 in Flange Width: bf = 8.08 in Flange Thickness: tf = 0.64 in Distance to Web Toe of Fillet: k = 1.14 in Moment of Inertia About X-X Axis: Ix = 391 in4 Section Modulus About X-X Axis: Sx = 64.2 in3 Plastic Section Modulus About X-X Axis: Zx = 71-.9 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 6.31 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 26.81 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral -torsional buckling: Lp = 6.92 ft Nominal Flexural Strength w/ safety factor: Mn = 179391 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 26.81 Controlling Moment: 90385 ft-lb 5.51 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 18992 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 Moment of Inertia (deflection): 198.43 in4 391 in4 Moment: 90385 ft-lb 179391 ft-lb Shear: 18992 lb 90280lb page Maggie /.f Davido Consulting Group 15029 Bothell Way NE Suite 600 Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 10/6/2014 12:29:38 PM FLOOR LOADING Center Floor Live Load FLL = 50 psf Floor Dead Load FDL = 25 psf Floor Tributary Width Side One TW1 = 5 ft Floor Tributary Width Side Two TW2 = 5 ft Wall Load WALL = 130 plf POINT LOADS - CENTER SPAN Load Number One Live Load 8505 lb Dead Load 5790 lb Location 5.5 ft BEAM LOADING Center Reduced Floor Live Load 50 psf Total Live Load 500 plf Total Dead Load 380 plf Beam Self Weight 50 plf Total Load 930 plf MEMBER REPORT Ammenty Room, L6: Ammenity Floor Joists (Op 2) 91 F R T E `• 1 piece(s) 16" T)I@ 110 @ 16" oC PASSEda-72 Overall Length: 14' 5" L _ 13 6" L �f 78 P All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual Design Results Actual to Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 679 @ 5 1/2" 910 (1.75") Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 679 @ 5 1/2" 2145 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 2306 @ 73" 4280 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.098 @ T 3" 0.272 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.147 @ T 3" 1 0.453 1 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 58 1 40 1 Passed Deflection criteria: LL (LJ600) and TL (1.1360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 9 7/8" 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: None Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Total 1 - Hanger on 16" DF beam 5.50" Hanger' 1.75" 242 483 725 See note' 2 - Stud wall - DF 5.50" 4.25" 1.75" 239 478 717 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 : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member IN Accessories 1 - Face Mount Hanger IUS1.81/16 2.00" N/A 14-10d x 1-1/2 N/A Loads Location Spacing Dead (0.90) Floor Live (1,00) Comments 1 - Uniform (PSF) 0 to 14' 5" 16" 25.0 50.0 Commmon Area Notes Weyerhaeuser warrants that the siting 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 N:eraeret Janicki Davido Consulting Group, Inc. (206) 523-0024 magaieQdcoengr.com 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 3:18:19 PM Forte v4.6. Design Engine: V6.1.1.5 Amenty Room Framing.4te Page 2 of 6 I I FORT" E MEMBER REPORT Ammenily Room, HDR 1 PASSED-73 a/� • 1 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand® LSL 1 Overall Length: 15' 6" 0 0 9' a 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) 1909 @ 9' 4 1/2" 3488 (3.00") Passed (55%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 850 @ 8' 3 1/8" 5997 Passed (14%) 1.00 1.0 D + 1.0 L (AII Spans) Moment (Ft-Ibs) -1593 @ 9' 4 1/2" 6616 Passed (24%) 1.00 1.0 D + 1.0 L (AII Spans) Live Load Defl. (in) 0.053 @ 4' 5 1/16" 0.308 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.079 @ 4' 4 1/2" 1 0.463 1 Passed (L/999+) -- 1 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 5 7/16" 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 I Available Required Dead Floor ve Total 1 - Trimmer - OF 3.00" 3.00" 1.50" 262 506/-24 768/-24 None 2 - Trimmer - OF 3.00" 3.00" 1.64" 672 1237 1909 None 3 - Trimmer - DF 3.00" 3.00" 1.50" 119 354/-135 473/-135 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 15' 6" 2' 6" 25.0 50.0 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 compabble 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 Day do Consulting Group. Inc. i206) 523-0024 maggie@dccenar cam System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASO 0) SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 3:18:19 PM Forte v4.6. Design Engine: V6.1.1.5 Amenity Room Framing.4te Page 3 of 6 it F 0 R T E" MEMBER REPORT Ammenity Room, HDR 2 1 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand0 LSL PASSEC)D°-74 Overall Length: 11' 9" 0 0 5' 6" I 5' 6' it 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) 2734 @ 5' 101/2" 3488 (3.00") Passed (78%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 943 @ 6' 11 7/8' 5997 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1572 @ 5' 10 1/2" 6616 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.023 @ 8' 11" 0.192 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.031 @ 2' 9 1/8" 1 0.287 1 Passed (L/999+) I -- 1 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 9" 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 I Available Required Dead Floor o Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 298 660/-90 958/-90 None 2 - Trimmer - DF 3.00" 3.00" 2.35" 938 1797 2735 None 3 - Trimmer - OF 3.00" 3.00" 1.50" 298 660/-90 958/-90 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments t - Uniform (PSF) 0 to 11' 9" 5' 25.0 50.0 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 infornation have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Dmido Consulbng Croup. Inc. i20 ij 523-0024 maggie@cicaengr.com System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/612014 3:18:19 PM Forte v4.6. Design Engine: V6.1.1.5 Amenity Room Framing.4te Page 4 of 6 a F 4 R T E r MEMBER REPORT Ammenity Room, AR: FJ1 1 piece(s) 11 7/8" T]I@ 110 @ 16" OC Overall Length: 14' 5" 0 ITS" LJ �f a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 679 @ 5 1/2" 910 (1.75") Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 679 @ 5 1/2" 1560 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 2306 @ 7' 3" 3160 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.180 @ T 3" 0.272 Passed (l./907) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.270 @ 7' 3" 10.453 1 Passed (L/605) 1.0 D + 1.0 L (All Spans) TI-Pro" Rating 47 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 7/8" 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: None Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Flyer Total 1 - Hanger on 11 7/8" DF beam 5.50" Hanger' 1.75" 242 483 725 See note' 2 - Stud wall - DF 5.50" 4.25" 1.75" 239 478 717 1 114" Rim Board • Rim Board is assumed to tarty 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 • 1 See Connector grid below for additional information and/or requirements. PASSEC)D-75 System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector. Sim son Stron -Tie Connectors Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 14' 5" 16" 25.0 50.0 Commmon Area 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 t) SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 10/6/2014 3:18:19 PM Marcamt Janicki Forte v4.6, Design Engine: V6.1.1.5 Davido Consulting Group, Inc. Amenfty Room Framing.4te (205) 523-0024 maggie@accengr.com Page 5 Of 6 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 t) SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 10/6/2014 3:18:19 PM Marcamt Janicki Forte v4.6, Design Engine: V6.1.1.5 Davido Consulting Group, Inc. Amenfty Room Framing.4te (205) 523-0024 maggie@accengr.com Page 5 Of 6 F Q R T E " MEMBER REPORT Ammenity Roof, AR: HEIR 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSE6a-76 Overall Length: 10' 6" 0 0 L 4' 6" 3' 2' 6" a 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 LOF Load: Combination (Pattern) Member Reaction (lbs) 1585 @ 4' 8 1/4" 3281 (1.50") Passed (48%) -- 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 735 @ 4' 2" 2657 Passed (28%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-lbs) -669 @ 4' 8 1/4" 1979 Passed (34%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.017 @ 2' 2 7/16" 0.156 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.027 @ 2' 2 3/8" 0.234 1 Passed (L/999+) -- 1 1.0 D + 1.0 S (Aft Spans) Deflection criteria: U. (L/360) and TL (1./240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 6" 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 Support, (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 239 390 629 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 602 983 1585 None 3 - Trimmer - DF 1.50" 1.50" 1.50" 327 612 939 None 4 - Trimmer - DF 1.50" 1.50" 1.50" 143 250 393 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 10' 6" 8' 15.0 25.0 Residential -Living A 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 frame 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 bads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Maroamt Janicki Dav do Consulting Group, Inc. (206) 523-0024 magg,e Mdcgendr cam System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINAaLE FORESTRY INITIATIVE 10/6/2014 3:18:19 PM Forte v4.6. Design Engine: V6.1.1.5 Amen@y Room Framing.4te Page 6 of 6 I , " F O R T E ` MEMBER REPORT Corridor, C: FA 1 1 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2@ 16" OC PASSED-77 0 0 Overall Length: 6' 7" 6' 191 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) 519 @ 21/2" 1875 (2.00") Passed (28%) 1.0 D + 1.0 L (AII Spans) Shear(lbs) 393 @ 10 3/4" 1305 Passed (30%) 1.00 1.0 D + 1.0 L(All Spans) Moment (Ft-Ibs) 780 @ 3' 3 1/2" 1360 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.057 @ 3' 3 1/2" 0.123 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.070 @ 3' 3 1/2" 0.206 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro" Rating N/A N/A Deflection criteria: LL (1-1600) and TL (1.1360). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment opacity 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 Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.00" 1.50" 101 439 540 1 112" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.50" 101 439 540 1 1/2" 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 t -Uniform (PSF) 0 to 6' 7" 16" 23.0 100.0 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 Damdo consulting GrouP. Inc. (206)523-0024 magpie@dcaengr.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD S SUSTAINABLE FORESTRY INRIATNE 10/6/2014 1:11:52 PM Forte v4,6. Design Engine: V6.1.1.5 Corridor 4te Page 2 of 11 it F 4 R T E n MEMBER REPORT Corridor, C: FJ2 1 piece(s) 11 7/8" TJI@ 110 @ 16" OC PASSE6D-78 Overall Length: T 7" 0 0 I..': 7' IJ 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 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 601 @ 21/2" 976 (2.00") Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 574 @ 3 1/2" 1560 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1053 @ 3' 9 1/2" 3160 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.039 @ T 9 1/2" 0.143 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.048 @ 3' 9 1/2" 1 0.239 1 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) T)-Pro'" Rating 70 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 4' 9 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: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead oor FLi Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 116 506 622 1 112" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.75" 116 506 622 1 1/2" 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 7' 7" 16" 23.0 100.0 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 fadlities 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 (ZSJ SUSTAINABLE FORESTRY INITIATIVE l„TForte Software operator Job Notes 10/6/2014 1:11:53 PM Margaret Janicki - — Forte v4.6. Design Engine: V6.1.1.5 Davido Consulting Croup. Inc. Corridor.4fe (205) 523-0024 magaieevdcaengr.com Page 3 of 11 �i C ®R r C MEViBER REPORT Corridor, C. FAr G 1 piece(s) 11 7/8" T]I@ 110 @ 16" OC PASSE§D-79 Overall Length; 9' 7" a 0 L t g. i 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) 765 @ 2 1/2" 976 (2.00") Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 738 @ 3 1/2" 1560 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 1723 @ 4' 9 1/2" 3160 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.088 @ 4' 9 1/2" 0.183 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.109 @ 4' 9 1/2" 1 0.306 1 Passed (L/999+) 1.0 D + 1.0 L (All Spans) T]-ProT" Rating 67 1 40 1 Passed Deflection criteria: LL (U600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 9" 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: 518" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Li er Total 1 - Stud wall - OF 3.50" 2.00" 1.75" 147 639 786 1 1/2" Rim Board 2 - Stud wall - OF 3.50" 2.00" 1.75" 147 639 786 1 1/2" 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 9' 7" 16" 23.0 100.0 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 Blacks) 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 —...._.__.._....._.._..................... -.... ..... -----...._........._..--...---------...--- — Maroaret Janicki Daldo Consuthng Group, Inc. (2061523-0024 maggje@dcgena-.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO ti SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:11:53 PWI Forte v4.6, Design Engine: V6.1.1.5 Corridor.4fe Page 4 of 11 fail F O R T E" MEMBER REPORT Corridor, C: FA 1 piece(s) 11 7/8" TJI@ 110 @ 16" OC PASSE6D-80 0 0 Overall Length: 6' 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 LOF Load: Combination (Pattern) Member Reaction (Ibs) 519 @ 2 1/2" 976 (2.00") Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 492 @ 3 1/2" 1560 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 780 @ 3' 3 1/2" 3160 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.024 @ 3' 3 1/2" 0.123 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defi. (in) 0.030 @ 3' 3 1/2" 1 0.206 1 Passed (L/999+) 1 1.0 D + 1.0 L (AII Spans) TJ-Pro"" Rating 72 1 40 1 Passed I -- Deflection criteria: LL (1./600) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 6 7/8" 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 riot 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 T1-Pro" Rating include: 5/8" Gypsum ceiling, pour flooring overlay. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Fl.i owe Total 1 - Stud wall - DF 3.50" 2.00" 1.75" 101 439 540 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.75" 101 439 540 1 1/2" Rim Board • Rim Board Is assumed to tarty 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" 23.0 100.0 Residential - Living Areas 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. product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes _....................... _..�-- Maroarat Janicki Davdo Consulbng Group, Inc. (205) 523-0024 msgareQocgsngr tom System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD {Z� SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:11:53 PM Forte v4.6. Design Engine: V6.1.1.5 Corridor.4te Page 5 of 11 F O R T E MEMBER REPORT Corridor, C: HDR1 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand@ LSL PASSE6D-81 Overall Length: 5' 6" 0 0 5' 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) 1144 @ 1 1/2" 6975 (3.00") Passed (16%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 628 @ 1' 2 7/8" 11994 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1433 @ 2' 9" 13233 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.014 @ 2' 9" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.017 @ 2' 9" 0.262 Passed (L/999+) I - 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (U360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 6" 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 Flohoer Li Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 238 905 1143 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 238 905 1143 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 5' 6" N/A 75.8 329.3 Unked from: C: I'll, UDDOrt l 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 Forte Software Operator Job Notes Maroaret Janicki Daddo Consulbrg GrouP, Inc. (206) 523-0024 maggieOdcgena_r arm System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:11:53 PM Forte v4.6. Design Engine: V6.1.1.5 Corridor.4te Page 6 of 11 it F O R T E" MEMBER REPORT Corridor, C: HDR2 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand@ LSL PASSE6D-82 Overall Length: 9' 6" + 0 L 9' 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) 1975 @ 1 1/2" 6975 (3.00") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1460 @ 1' 2 7/8" 11994 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4448 @ 4' 9" 13233 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.102 @ 4' 9" 0.308 Passed (L/999+) -- 1.0 D + 1.0 L (AII Spans) Total Load Defl. (in) 0.128 @ 4' 9" 0.463 Passed (L/865) - 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (V360) and TL (V240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 6" 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 - DF 3.00" 3.00" 1.50" 412 1564 1976 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 412 1564 11 1976 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 9' 6" N/A 7S.8 329.3 Unked from: C: F11, Su rt 1 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 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 bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes — — ----..... _.... - Margaret Janicki DaNdo Consulting Group. Inc. (206) 523-0024 magdle@dcgenor corn System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:11:53 PM Forte v4.6. Design Engine: V6.1.1.5 Corridor.4te Page 7 of 11 `I F R T E n MEMBER REPORT Corridor, C: HDR 3 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL Overall Length: 9' 6" 0 y, L 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 @ Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 1951 @ 1 1/2" 3938 (3.00") Passed (50%) -- 1.0 D + 1.0 L (AII Spans) Shear (Ibs) 1442 @ 1' 2 7/8" 3948 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4393 @ 4' 9" 8924 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.131 @ 4' 9" 0.308 Passed (L/850) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.163 @ 4' 9" 1 0.463 Passed (L/681) 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 9' 6" 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 Dove Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 387 1564 1951 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 387 1564 1951 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 9' 6" N/A 75.8 329.3 Unked from: C: F34, Su rt 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 fadlities 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 PASSED-83 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE j Forte Software Operator Job Notes 10/612014 1:11:53 PM j marcamt Janlcki Forte v4.6. Design Engine: V6.1.1.5 Davido Consulbng Croup, Inc. Corridor 4fe (205) 523-0024 maggie@dcoengr.com Page 8 of 11 r MEMBER REPORT Comdor, C-6: HDR4 F R T E 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand@ LSL PASSE6DI-84 Overall Length: 9' 6" V 101 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) 4312 @ 1 1/2" 6975 (3.00") Passed (62%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3187 @ 1' 2 7/8" 11994 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 9710 @ 4' 9" 13233 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.225 @ 4' 9" 0.308 Passed (L/494) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.280 @ 4' 9" 0.463 Passed (L/396) 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 6' 6 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 Flove Li Total 1 - Trimmer - DF 3.00" 3.00" 1.85" 849 3464 4313 None 2 - Trimmer - DF 3.00" 3.00" 1.85" 849 3464 4313 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 9' 6" 4' 23.0 100.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 9' 6" N/A 75.8 329.3 Unked from: C: F11, 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 Forte Software Operator Job Notes Maraarrt Janicki Davido Consumng Group, Inc. (206) 523-0024 maggie(McIcgengr mm System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD l SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:11:53 PM Forte v4.6. Design Engine: V6.1.1.5 Corridor.4te Page 9 of 11 MEMBER REPORT Corridor, C: FJ5 1 FORTE" 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL @ 16" OC PASSED-85 0 Overall Length: 6' 7" 6' ® 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) 519 @ 2 1/2" 4375 (2.00") Passed (12%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 393 @ 10 3/4" 4821 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 780 @ 3' 3 1/2" 7399 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.020 @ 3' 3 1/2" 0.123 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.024 @ 3' 3 1/2" 1 0.206 1 Passed (L/999+) 1.0 D + 1.0 L (All Spans) T]-ProT" Rating 73 1 40 1 Passed Deflection criteria: LL (L/600) and TL (U360). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 4" 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: 5/8" Gypsum ceiling, pour flooring oveday. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - OF 3.50" 2.00" 1.50" 101 439 540 1 1/2" Rim Board 2 - Stud wall - DF 3.50" 2.00" 1.50" 101 439 540 1 1/2" Rim Board • Rim Board is assumed to corny 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" 23.0 100.0 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 System : floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 0) SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Jab Notes 10/612014 1:11:53 PM I riaroaret Janicki Forte v4.6. Design Engine: V6.1.1.5 Davido Consultng Group, Inc. Corridor. 4fe (206) 523-0024 maggie@c1caengr.com I Page 10 of 11 �J F Q R T E MEMBER REPORT Corridor, C: HDR5 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSE6a86 0 Overall Length: 2' 6" 2' 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) 131 @ 1 1/2" 6563 (3.00") Passed (2%) -- 1.0 D (All Spans) Shear (Ibs) 57 @ 8 1/2" 2079 Passed (3%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 66 @ 1' 3" 1548 Passed (4%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.075 Passed 2 999+ 1.0 D (All Spans) Total Load Defl. (in) 0.001 @ 1' 3" 0.112 Passed (L/999+) 1.0 D (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 6" 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 Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 131 131 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 131 131 None Loads Location Tributary Width Dead (0.90) Comments 1 - Uniform (PSF) 0 to 2' 6" 1' 100.0 Exterior wall load 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 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 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 Forte Software Operator Job Notes miaroaret Janicki ^ Davido Consulhng Group, Inc. (206) 523-0024 maggie ftdcgengr com System: Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASD {Zj} SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 1:11:54 PM Forte v4.6. Design Engine: V6.1.1.5 Corridor.4te Page 11 of 11 GD-87 TUKWILA VILLAGE BLDG D FRAMING KEY PLANS SCALE: NTS a F O R T E n MEMBER REPORT Level, R: HDR1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 6' 6" 0 0 6' 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) 1906 @ 1 1/2" 6563 (3.00") Passed (29%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1405 @ 10 1/4" 3806 Passed (37%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (R-Ibs) 2863 @ 3' 3" 3737 Passed (77%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.058 @ T 3" 0.208 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.113 @ T 3" 0.313 Passed (L/662) - 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (L/360) and TL (5/16"). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculabons are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Ruoff Live Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 931 975 1906 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 931 975 1 1906 None Loads Location Tributary Width Dead (0.90) Roof Live (non-snow:1.25) Comments 1 - Uniform (PSF) 0 to 6' 6" 12' 15.0 25.0 2 - Uniform (PLF) 0 to 6' 6" N/A 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 PASSE&�88 System : Wall Member Type : Header Building Use : Residenbal Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 10/6/2014 12:52:36 PM Forte v4.6. Design Engine: 6.1..5 Roof 4te Page 2 of 5 Job Notes MarcaretJanicki . . -................. Dav[do Consulting Group. Inc. (206) 523-0024 maggie@dcoengr.com - .1 F 0 R T E " MEMBER REPORT Level, R: HDR2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSE{§D-89 Overall Length: 5' 6" 0 0 5' 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) 1668 @ 1 1/2" 6563 (3.00") Passed (25%) -- 1.0 D + 1.0 Lr (All Spans) Shear(lbs) 1150 @ 10 1/4" 3806 Passed (30%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (R-lbs) 2089 @ 2' 9" 3737 Passed (56%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.036 @ 2' 9" 0.175 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.058 @ 2' 9" 0.262 Passed (L/999+) - 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 6" 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 D�Lllveooff �1667' 1 - Trimmer - DF 3.00" 3.00" 1.50" 6031 None 2- Trimmer - DF 3.00" 3.00" 1.50" 636 1 1031 1 1667 None Loads Location Tributary Width Dead (0.90) Roof Live (nonce : 1.25) Comments 1 - Uniform (PSF) 0 to 5' 6" 15, 15.0 25.0 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 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 Forte Software Operator Job Notes Mardamt Janicki Davdo Consulhng Croup, Inc. (206) 523-0024 maggie@dcgengr corn System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD {I� SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:52:36 PM Forte v4.6. Design Engine: V6.1.1.5 Roof 4te Page 3 of 5 I F O R TGC MEMBER REPORT Level, R: HDR3 11 1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSE61)-90, 0 Overall Length: 8' 7' 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 I Load: Combination (Pattern) Member Reaction (Ibs) 746 @ 1 1/2" 6563 (3.00") Passed (11%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 429 @ 10 1/4" 2741 Passed (16%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 1024 @ 4' 2691 Passed (38%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.023 @ 4' 0.258 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.085 @ 4' 0.313 Passed (U999+) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (L/360) and TL (5/16"). 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. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 546 200 746 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 546 200 746 None Tributary Dead Roof Live Loads Location Width (0.90) (non-snow:1.25) Comments 1 - Uniform (PSF) 0 to 8' 2' 15.0 25.0 Residential - Uving Areas 2 - Uniform (PLF) 0 to 8' N/A 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 Job Notes Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie(Docoengr.eom System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE 10/6/2014 12:52:36 PM Forte v4.6. Design Engine: V6.1.1.5 Roof 4te Page 4 of 5 . iy MEMBER REPORT Level, R: HDR4 ' a F O R T E P 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSE6D-91 Overall Length: 3' 0 0 2' 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 I Load: Combination (Pattern) Member Reaction (Ibs) 277 @ 1 1/2" 6563 (3.00") Passed (4%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 107 @ 8 1/2" 2079 Passed (5%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 128 @ 1' 6" 1548 Passed (8%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.001 @ 1' 6" 0.092 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.003 @ 1' 6" 0.138 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): AN compression edges (top and bottom) must be braced at 3' o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Totai Available Required Dead u� Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 202 75 277 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 202 75 277 None Tributary Dead Roof Live Loads Location Width (0.90) (nonsnow:3.25) Comments 1 - Uniform (PSF) 0 to 3' 2' 15.0 25.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 3' N/A 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 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD Y SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 10/6/2014 12:52:37 PM Forte v4.6. Design ine: V6.1 Al 5 n Engine: Roof 4te Page 5 of 5 Job Notes _ Ararcaret Jamicki _-- --..____._...._................._..........._...._..__._�-_..-__..______ Dattido Consulting Group, Inc. (205) 523.0024 maggie@occenar.com Project: Tukwila Village Framing Location: 4x4 DF Post Column [2009 International Building Code(2005 NDS)] 3.5INx3.5INx10.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 0.8% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2300 lb Dead Load: Vert-DL-Rxn = 2327 lb Total Load: Vert-TL-Rxn = 4627 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 1 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 1350 psi Fc' = 381 psi Cd=1.00 Cf=1.15 Cp=0.25 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1350 psi Cd=1.00 CF=1.50 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 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 = 3.43 Ley/dy = 34.29 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 378 psi Allowable Compressive Stress: Fc' = 381 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' = 1350 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1350 psi Combined Stress Factor: CSF = 0.99 GD-9? page Joshua D Nelson, PE, LEED AP / Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 2/27/2014 4:20:01 PM A AXIAL LOADING Live Load: PL = 2300 lb Dead Load: PD = 2300 lb Column Self Weight: CSW = 27 lb Total Load: PT = 4627 lb h GD-93 Project: Tukwila Village Framing Location: 4x6 DF Post Column [2009 International Building Code(2005 NDS)] 3.5INx5.5INx10.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 0.9% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 3200 lb Dead Load: Vert-DL-Rxn = 4042 lb Total Load: Vert-TL-Rxn = 7242 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 1 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Admiusted Compressive Stress: Fc = 1350 psi Fc' = 380 psi Cd=1.00 Cf=1.10 Cp=0.26 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1170 psi Cd=1.00 CF=1.30 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1170 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 19.25 in2 Section Modulus (X-X Axis): Sx = 17.65 in3 Section Modulus (Y-Y Axis): Sy = 11.23 in3 Slenderness Ratio: Lex/dx = 2.18 Ley/dy = 34.29 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 376 psi Allowable Compressive Stress: Fc' = 380 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' = 1170 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1170 psi Combined Stress Factor: CSF = 0.99 page Joshua D Nelson, PE, LEED AP Davido Consulting Group 15029 Bothell Way NE Suite 600 of Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 2/27/2014 4:20:01 PM loft A AXIAL LOADING Live Load: PL = 3200 lb Dead Load: PD = 4000 lb Column Self Weight: CSW = 42 lb Total Load: PT = 7242 lb Project: Tukwila Village Framing Location: 6x6 DF Post Column [2009 International Building Code(2005 NDS)] 5.5INx5.5INx10.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 0.6% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 7500 lb Dead Load: Vert-DL-Rxn = 8066 lb Total Load: Vert-TL-Rxn = 15566 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 1 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 700 psi Fc' = 518 psi Cd=1.00 Cp=0.74 Bending Stress (X-X Axis): Fbx = 750 psi Fbx' = 750 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 750 psi Fby' = 750 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 = 2.18 Ley/dy = 21.82 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 515 psi Allowable Compressive Stress: Fc' = 518 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' = 750 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 750 psi Combined Stress Factor: CSF = 0.99 GD-9$ page Joshua D Nelson, PE, LEED AP Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 LOADING DIAGRAM j 4/ B A 2/27/2014 4:20:01 PM AXIAL LOADING Live Load: PL = 7500 lb Dead Load: PD = 8000 lb Column Self Weight: CSW = 66 lb Total Load: PT = 15566 lb 4 GD-95 Project: Tukwila Village Framing Location: 4x6 PSL Post Column [2009 International Building Code(2005 NDS)] 3.5 IN x 5.5 IN x 10 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 0.6% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 5800 lb Dead Load: Vert-DL-Rxn = 6060 lb Total Load: Vert-TL-Rxn = 11860 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 1 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condtion-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' = 620 psi Cd=1.00 Cp=0.25 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2617 psi Cd=1.00 CF=1.09 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = 2617 psi Cd=1.00 CF=1.09 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 19.25 in2 Section Modulus (X-X Axis): Sx = 17.65 in3 Section Modulus (Y-Y Axis): Sy = 11.23 in3 Slenderness Ratio: Lex/dx = 2.18 Ley/dy = 34.29 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 616 psi Allowable Compressive Stress: Fc' = 620 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' = 2617 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 2617 psi Combined Stress Factor: CSF = 0.99 page Joshua D Nelson, PE, LEED AP / Davido Consulting Group 15029 Bothell Way NE Suite 600 0l Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 2/27/2014 4:20:01 PM loft A AXIAL LOADING Live Load: PL = 5800 lb Dead Load: PD = 6000 lb Column Self Weight: CSW = 60 lb Total Load: PT = 11860 lb Plate Bearing: 625psi x 5.25 x 3.55 = 11.48k Project: Tukwila Village Framing Location: 6x6 PSL Post Column [2009 International Building Code(2005 NDS)] 5.25 IN x 5.25 IN x 10 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 0.6% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 15500 lb Dead Load: Vert-DL-Rxn = 20086 lb Total Load: Vert-TL-Rxn = 35586 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 1 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condtion-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' = 1299 psi Cd=1.00 Cp=0.52 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 = 2.29 Ley/dy = 22.86 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 1291 psi Allowable Compressive Stress: Fc' = 1299 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 = 0.99 GD•99 page Joshua D Nelson, PE, LEED AP / Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 2/27/2014 4:20:01 PM A AXIAL LOADING Live Load: PL = 15500 lb Dead Load: PD = 20000 lb Column Self Weight: CSW = 86 lb Total Load: PT = 35586 lb Plate Bearing: 625psi x 5.25 x 5.25 = 1 i.23k GD-97 Project: Tukwila Village Framing Location: HSS3.5x3.5x0.25 Post Column [2009 International Building Code(AISC 9th Ed ASD)] HSS 3-1/2 x 3-1/2 x 1/4 x 10.0 FT /ASTM A500-GR.B-46 Section Adequate By: 0.7% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 22000 lb Dead Load: Vert-DL-Rxn = 24606 lb Total Load: Vert-TL-Rxn = 46606 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 10 ft Unbraced Length (Y-Axis) Ly: 10 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 = 29000 ksi Column Section: dx = 3.5 in dy = 3.5 in Column Wall Thickness: t = 0.233 in Area: A = 2.91 in Moment of Inertia (deflection): Ix = 5.04 in4 ly = 5.04 in4 Section Modulus: Sx = 2.88 in3 Sy = 2.88 in3 Rad. of Gyration: rx = 1.32 in ry = 1.32 in Column Compression Calculations per AISC 9th Edition Steel Manual: KL/r Ratio: KLx/rx = 90.91 KLy/ry = 90.91 Controlling Direction for Compr. Calcs: (Y-Y Axis) Column Slenderness Ratio: Cc = 111.55 Allow. Compressive Stress: Fa = 16132 psi Compressive Stress: fa = 16016 psi Combined Stress Calculations: psi Euler's Stress: Fex' = 18069 psi Fey' = 18069 Using AISC Formula 1-11-1: CSF(1) = 0.99 Using AISC Formula 1-11-2: CSF(2) = 0.58 Using AISC Formula 1-11-3: CSF(3) = 0.99 CSF(1) Controls: 0.99 Controlling Combined Stress Factor: 0.99 9625 e Bearing: psi x 5.5 x 10 = 34.375k page Joshua D Nelson, PE, LEED AP / Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 2/27/2014 4:20:01 PM A AXIAL LOADING Live Load: PL = 22000 lb Dead Load: PD = 24500 lb Column Self Weight: CSW = 106 lb Total Load: PT = 46606 lb Trib. AM- (5$ -r-F) 6D-9p 2. GD-99 k 14 0 4-3 in, GD-309 , Davido Consulting Group Date: 8/14/2014 . civil I structural I land use Made By: LW _ • Project: Tukwila Village - Bldg D 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 = 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 6166 3867 2 10313 10634 10313 7734 3 15469 15961 15469 11602 4 20625 21268 20625 15469 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: f. = 0.644 ksi ADJUSTMENT FACTORS Cf (Fb & FJ = 1.00 Stress Values: fb = 0.009 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.00 F.E = 1.089 ksi Cd (FJ = 1.00 C. = 0.800 ksi FbE = 1.303 ksi F,*= 0.85 ksi Fb* = 0.81 ksi F'c = 0.654 ksi F'b = 0.753 ksi COMBINED STRESS RATIO: DEFLECTION = 0.03 in 1.00 L/ 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: fc = 0.636 ksi ADJUSTMENT FACTORS Cf (Fb & F.) = 1.00 Stress Values: fb = 0.021 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.33 F.E = 1.089 ksi Cd (FJ = 1.00 C. = 0.800 ksi FbE = 1.303 ksi Fc*= 0.85 ksi Fb* = 1.07 ksi F'c = 0.654 ksi Fb = 0.946 ksi COMBINED STRESS RATIO: Deflection = 0.08 in 1.00 L/ 1331 a GD-101 Davido Consulting Group Date: 8/14/2014 civil I structural I land use Made By: LW # Project: Tukwila Village - Bldg D 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 = 12 " 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 5334 5156 5156 2 10313 10668 10313 10313 3 15469 16002 15469 15469 4 20625 21336 20625 20626 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit Stress Values: COLUMN fc = STRESSES: 0.647 ksi ADJUSTMENT Cr (Fb & Fc) = FACTORS 1.00 fb = 0.007 ksi C, (Fb) = 1.15 Cd (Fb) = 1.00 F, = 1.089 ksi Cd (Fc) = 1.00 C. = 0.800 ksi FbE = 1.303 ksi Fc'= 0.85 ksi Fb' = 0.81 ksi F'c = 0.654 ksi F'b = 0.753 ksi COMBINED STRESS RATIO: DEFLECTION = 0.03 in 1.00 1 L/ 4260 Exterior Walls Load on Wall = 12.00 PSF Duration = 1.33 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 5156 5281 5156 5156 2 10313 10562 10313 10313 3 15469 15843 15469 15469 4 20625 21124 20625 20626 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: fc = 0.640 ksi ADJUSTMENT FACTORS Cr (Fb & Fc) = 1.00 Stress Values: fb = 0.016 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.33 FcE = 1.089 ksi Cd (Fc) = 1.00 c' = 0.800 ksi FbE = 1.303 ksi Fc'= 0.85 ksi Fb' = 1.07 ksi F'c = 0.654 ksi F'b = 0.946 ksi COMBINED STRESS RATIO: Deflection = 0.06 in 1.00 1 L/ 1776 i. GD-1,07 —N Davido Consulting Group Date: 8/14/2014 civil structural land use Made By: Project: Tukwila Village :.. • INCOR? a'ORATEC? •*.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 5166 7734 2 10313 10707 10313 15469 3 15469 16061 16469 23203 4 20625 21414 20625 30938 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: f� = 0.649 ksi ADJUSTMENT Cf (Fb & FJ = FACTORS 1.00 Stress Values: fb = 0.004 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.00 FEE = 1.089 ksi Cd (FJ = 1.00 C. = 0.800 ksi FbE = 1.303 ksi F�*= 0.85 ksi Fb* = 0.81 ksi F'c = 0.654 ksi F'b = 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: fc = 0.645 ksi ADJUSTMENT C, (Fb & Fc) = FACTORS 1.00 Stress Values: fb = 0.011 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.33 F.E = 1.089 ksi Cd (FJ = 1.00 C. = 0.800 ksi FbE = 1.303 ksi Fc*= 0.85 ksi Fb* = 1.07 ksi F'c = 0.654 ksi F'b = 0.946 ksi COMBINED STRESS RATIO: Deflection = 0.04 in 1.00 L/ 2663 Q GD-103 Davido Consulting Group Date: 8/14/2014 civil I structural I land use Made By: LW .. r Project: Tukwila Village - Bldg D 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 Fe = 0.625 ksi Stud Size = 2x4 Stud Spacing = 16 " o.c. Interior Walls Load on Wall = 6.00 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: <60, within allowable limit COLUMN STRESSES: fl: = 0.352 ksi ADJUSTMENT FACTORS Cf (Fb & Fc) = 1.00 Stress Values: fb = 0.022 ksi C, (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'c = 0.380 ksi F'b = 0.782 ksi COMBINED STRESS RATIO: DEFLECTION = 0.13 in 1.00 1 L/ 823 Exterior Walls Load on Wall = 12.00 PSF Duration = 1.33 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Pif 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: f. = 0.336 ksi ADJUSTMENT FACTORS C, (Fb & Fc) = 1.00 Stress Values: fb = 0.053 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.33 FEE = 0.441 ksi Cd (FJ = 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 = 0.31 in 1.00 L/ 343 GD44. Davido Consulting Group Date: 8/14/2014 civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D 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 = 2x4 Stud Spacing = 12 " o.c. Interior Walls Load on Wall = 6.00 PSF Duration = 1.00 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 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: % = 0.358 ksi ADJUSTMENT FACTORS Cf (Fb & Fd) = 1.00 Stress Values: fb = 0.017 ksi C, (Fb) = 1.15 Cd (Fb) = 1.00 F.E = 0.441 ksi Cd (FJ = 1.00 C. = 0.800 ksi FbE = 2.113 ksi Fd*= 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 3281 1809 1809 1809 2 6563 3617 3617 3617 3 9844 5426 5426 5426 4 13125 7234 7234 7234 Single Stud Bearing SLENDERNESS RATIO: <50, within allowable limit COLUMN STRESSES: f. = 0.344 ksi ADJUSTMENT FACTORS Cf (Fb & Fc) = 1.00 Stress Values: fb = 0.040 ksi C, (Fb) = 1.15 Cd (Fb) = 1.33 FEE = 0.441 ksi Cd (Fc) = 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 = 0.24 in 1.00 1 L/ 457 GD-105 Davido Consulting Group Date: 8/14/2014 civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D 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 = 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: % = 0.364 ksi ADJUSTMENT FACTORS Cf (Fb & Fc) = 1.00 Stress Values: fb = 0.011 ksi Cr (Fb) = 1.15 Cd (Fb) = 1.00 F.E = 0.441 ksi Cd (Fc) = 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 1 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: f. = 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 (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 = 0.16 in 1.00 L/ 686 r GD-UP Davido Consulting Group Date: 10/6/201. . CiVil Structural I land USe Made By: LW Project: Tukwila Village - Bldg D Description: Bearing Wail Layout Ext. Roof Load Wall Tvoe: Exterior Wall Load: 18 osf LEVEL DEAD LOAD LIVE LOAD WALL LOAD I TRIB WIDTH WALL HT LOAD/ ft Studs 2x6 sf sf sf ft ft If ]- L6 15.0 25.0 18.0 16.0 9.0 802 2x6 DF Stud 16" o.c. L5 23.0 40.0 18.0 1.0 9.0 1027 2x6 DF Stud 16" o.c. L4 23.0 40.0 18.0 1.0 9.0 1252 2x6 DF Stud 16" o.c. L3 23.0 40.0 18.0 1.0 9.0 1477 2x6 DF Stud 16" o.c. L2 23.0 40.0 18.0 1.0 9.0 1702 2x6 DF Stud 16" o.c. Ext. Roof Load Wall Tvpe: Exterior Wall Load: 18 osf LEVEL DEAD LOADI LIVE LOAD IWALL LOAD TRIB WIDTH WALL HT LOAD/ ft Studs 2x6 I sf sf sf ft ft If d L6 15.0 25.0 18.0 2.0 9.0 242 2x6 DF Stud 16" o.c. L5 23.0 40.0 18.0 10.0 9.0 1034 2x6 DF Stud 16" o.c. L4 23.0 40.0 18.0 10.0 9.0 1826 2x6 DF Stud 16" o.c. L3 23.0 40.0 18.0 10.0 9.0 2618 2x6 DF Stud 16" o.c. L2 23.0 40.0 18.0 10.0 9.0 3410 2x6 DF Stud 16" o.c. Ext. Deck Load Wall Type: Exterior Wall Load: 18 psf LEVEL DEAD LOADI LIVE LOAD IWALL LOAD TRIB WIDTH WALL HT LOAD/ft Studs 2x6 sf sf sf ft ft If L6 0.0 0.0 18.0 0.0 0.0 0 2x6 DF Stud 16" o.c. L5 75.0 60.0 18.0 16.0 9.0 2322 2x6 DF Stud 16" o.c. L4 23.0 40.0 18.0 16.0 9.0 3492 2x6 DF Stud 16" o.c. L3 23.0 40.0 18.0 16.0 9.0 4662 2x6 DF Stud 12" o.c. L2 23.0 40.0 18.0 16.0 9.0 5832 2x6 DF Stud 8" o.c. TvD. Corridor Wall Wall Type: Party Wall Load: 17 psf LEVEL DEAD LOAD LIVE LOAD WALL LOAD TRIB WIDTH WALL HT LOAD/ ft Studs 2x6 I sf psf plf ft ft PlIf d L6 15.0 25.0 17.0 28.0 9.0 1273 2x6 DF Stud 16" o.c. L5 23.0 100.0 17.0 4.0 9.0 1918 2x6 DF Stud 16" o.c. L4 23.0 100.0 17.0 4.0 9.0 2563 2x6 DF Stud 16" o.c. L3 23.0 100.0 17.0 4.0 9.0 3208 2x6 DF Stud 16" o.c. L2 23.0 100.0 17.0 4.0 9.0 3853 2x6 DF Stud 16" o.c. Non-Tvn. Corridor Wall Wall Type: Partv Wall Load: 17 psf LEVEL DEAD LOADI LIVE LOAD IWALL LOAD TRIB WIDTH I WALL HT LOAD/ ft Studs 2x6 sf psf Of ft ft Of L6 15.0 25.0 17.0 28.0 9.0 1273 2x6 DF Stud 16" o.c. L5 23.0 100.0 17.0 14.0 9.0 3148 2x6 DF Stud 16" o.c. L4 23.0 100.0 17.0 14.0 9.0 5023 2x6 DF Stud 12" o.c. L3 23.0 100.0 17.0 14.0 9.0 6898 2x6 DF Stud 8" o.c. L2 23.0 100.0 17.0 14.0 9.0 8773 2-2x6 DF Stud 12" o.c. GD-107 Clc3Vido Consulting Group Date: 10/6/2014 . civil Structural ;lams use Made By: LW Project: Tukwila Village - Bldg D Description: Bearing Wall Layout Partv Wall Wall TVDe: Party Wall Load: 17 psf LEVEL DEAD LOADI LIVE LOAD IWALL LOAD TRIB WIDTH I WALL HT I LOAD/ ft Studs 2x6 sf Psf PIf ft ft PIf L6 15.0 25.0 17.0 2.0 9.0 233 2x6 DF Stud 16" o.c. L5 23.0 4&0 17.0 12.0 9.0 1142 2x6 DF Stud 16" o.c. L4 23.0 40.0 17.0 12.0 9.0 2051 2x6 DF Stud 16" o.c. L3 23.0 40.0 17.0 12.0 9.0 2960 2x6 DF Stud 16" o.c. L2 23.0 40.0 17.0 12.0 9.0 3869 2x6 DF Stud 12" o.c. 2x6 Tvoical Interior Wall Wall Type: Interior Wall Load: 7 psf LEVEL DEAD LOAD LIVE LOAD IWALL LOAD ITRIB WIDTH I WALL HT I LOAD/ft Studs 2x6 sf sf If ft ft If L6 15.0 25.0 7.0 2.0 9.0 143 2x6 DF Stud 16" o.c. L5 23.0 40.0 7.0 12.0 9.0 962 2x6 DF Stud 16" o.c. L4 23.0 40.0 7.0 12.0 9.0 1781 2x6 DF Stud 16" o.c. L3 23.0 40.0 7.0 12.0 9.0 2600 2x6 DF Stud 16" o.c. L2 23.0 40.0 7.0 12.0 9.0 3419 2x6 DF Stud 16" o.c. 2x4 Tvnical Interior Wall Wall Type: Interior Wall Load: 7 Dsf LEVEL DEAD LOADI LIVE LOAD IWALL LOAD TRIB WIDTH I WALL HT I LOAD/ ft Studs 2x4 sf sf If ft ft If L6 15.0 25.0 7.0 2.0 9.0 143 2x4 DF Stud 16" o.c. L5 23.0 40.0 7.0 12.0 9.0 962 2x6 DF Stud 16" o.c. L4 23.0 40.0 7.0 12.0 9.0 1781 2x4 DF Stud 12" o.c. L3 23.0 40.0 7.0 12.0 9.0 2600 2x4 DF Stud 8" o.c. L2 23.0 40.0 7.0 12.0 9.0 3419 2-2x4 DF Stud 12" o.c. GD- +V Davido Consulting Group civil structural :land use Project: Description: Bearing Wall Schedule Location Stud Size And Spacing Level Exterior Wall 2x6 DF Stud at 16" o.c. 1-2-1-4 2x6 DF Stud at 12" o.c. L1 Corridor Wall 2x6 DF Stud at 16" o.c. 1-2-L4 2x6 DF Stud at 12" o.c. L1 Typ Party Wall 2x6 DF Stud at 16" o.c. 1-1-1-4 Typ Unit Parition 2x4 DF Stud at 16" o.c. 1-3-1-4 2x4 DF Stud at 9" o.c. L2 Wall 3x4 DF Stud at 8" o.c. L1 Type 1 2x6 DF Stud at 16" o.c. 1-2-1-4 2x6 DF Stud at 8" o.c. L1 Date: 10/6/2014 Made By: LW Tukwila Village - Bldg D Bearing Wall Schedule GD-109 Davido Consulting Group Date: 10/6/2014 civil structural ( land use Made By: LW Project: Tukwila Village - Bldg D Description: Header I..oads RLL* 22.5 FLRLL* 30 Ext Wall Wt 15 RDL 15 FLRDL 25 Int Wall Wt 7 Crdr. Wall Wt 10 Std Height Tall Party Wall Wt 13 1-2-1-4 L1 LL Reduction 75% 2x6 stud capacity 5156 4275 *Includes a 25% LL reduction 2x4 stud capacity (3x4 at L1) 1942 2238 **100psf used at corridor w/ no reduction Header Post Loads Header Name Wall Type Load Post Load Level L1 L2 L3 L4/ROOF R/H1 3x9 GLB Exterior Wall LL DL 1106 1331 1106 1331 1106 1331 1219 629 Studs TL 8025 5864 3704 1543 2x6 # of studs 2 2 1 1 RH2/H2.1 4x8 Exterior Wall LL DL 713 992 713 992 713 992 1359 700 Studs TL 6300 4773 3246 1719 2x6 # of studs 2 1 1 1 RH2/H3 3x9 GLB Exterior Wall LL DL 1010 1277 1010 1277 1010 1277 1359 700 Studs TL 7823 5788 3754 1719 2xb # of studs 2 2 1 1 H4 Rim Header Exterior Wall LL DL 0 642 0 642 0 642 0 480 Studs TL 2406 1764 1122 480 2x6 # of studs 1 1 1 1 H5 4x6 Interior Wall LL DL 1094 805 1094 805 1094 805 0 0 Studs TL 4877 3251 1626 0 2X4 # of studs 3 2 1 0 H5.1 3x9 GLB Interior Wall LL DL 1213 985 1213 985 1213 985 0 0 Studs TL 5684 3790 1895 0 Tx- # of studs 3 2 1 0 H5.2 48 Interior Wall LL DL 998 610 998 610 998 610 0 0 uds i TL 4076 2717 1359 0 x4 # of studs 2 2 1 0 H5.2 Center Support Interior Wall LL DL 2754 2034 2754 2034 2754 2034 0 0 Studs TL 12299 8199 4100 0 x # of studs 48 PSL 4x6 PSL 3 0 H6 4x8 Interior Wall LL DL 1400 999 1400 999 1400 999 0 0 Studs TL 6147 4098 2049 0 x # of studs 3 3 2 0 H6.1 Interior Wall LL DL 1053 780 1053 780 1053 780 0 0 4x6 Studs TL 4709 3140 1570 0 2—xIf # of studs 3 2 1 0 H7 3x9 GLB Interior Wall LL DL 1885 1193 1885 1193 1885 1193 0 0 Studs TL 7820 5214 2607 0 2X4 # of studs 4 3 2 0 3- GD- E Davido Consul inn Group Date: 10/6/2014 . civil structural ; land use Made By: LW Project: Tukwila Village - Bldg D Description: Header I-oads RLL* 22.5 FLRLL* 30 Ext Wall Wt 15 RDL 15 FLRDL 25 Int Wall Wt 7 Crdr. Wall Wt 10 Std Height Tall Party Wall Wt 13 1-2-1-4 L1 LL Reduction 75% 2x6 stud capacity 5156 4275 *Includes a 25% LL reduction 2x4 stud capacity (3x4 at L1) 1942 2238 **100psf used at corridor w/ no reduction Header Post Loads Header Name Wall Type Load Post Load Level L1 L2 L3 L4/R5OF H7.1 48 Interior Wall LL DL 1418 900 1418 900 1418 900 0 0 Studs TL 5891 3927 1964 0 2x4 # of studs 3 3 2 0 H7.2 5x9 GLB Interior Wall LL DL 3447 2199 3447 2199 3447 1 2199 0 0 Studs TL 14353 9569 4784 0 x # of studs 7 5 3 0 RH3/H8 Typ Corridor Header Corridor Wall LL DL 788 0 788 0 788 546 853 434 Studs TL 4197 3409 2621 1287 x # of studs 1 1 1 1 BM1 Landing Beam Corridor Wall LL DL 3833 990 3833 990 3833 990 0 0 Studs TL 14469 9646 4823 0 x # of studs 4 2 1 0 Beam at Elevator Corridor Wall LL DL 1756 1009 1756 1009 1756 1009 0 0 Studs TL 8295 5530 2765 0 x # of studs 4 3 2 0 Beam at Elevator Center Post Corridor Wall LL DL 4635 3074 4635 3074 4635 3074 0 0 Studs TL 23127 15418 7709 0 x # of studs 2 4x8 PSI 48 PSL 1 4 1 0 GD-111 Q vi o Consulting Group civil structural f land use Header/Beam Schedule Mark SIZE Location A 4x6 HEADER B 4x8 HEADER C 3-1/8x9 GLB HEADER D 5-1/8x9 GLB HEADER E 2 1-3/4x7-1/4 LVL HEADER F 2 1-3/4xl4 LVL HEADER G 2 1-3/4xl4 LSL FLUSH H 3.5x14 PSL FLUSH I 5.25x14 PSL FLUSH J 7x14 PSL FLUSH K 6.75x18 GLB FLUSH L 6.75x21 GLB FLUSH M 3.5x14 LSL WIDE RIM FLUSH N 2-HR RIM FLUSH Date: 10/6/2014 Made By: LW Project: Tukwila Village - Bldg D ADtion: Header Schedule Davido Consulting Group civil j structural i land use STRUCTURAL CALCULATIONS VOLUME TWO FOR TUKWILA VILLAGE - BLDG D TUKWILA, WASHINGTON October 6, 2014 ITEM PAG E REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 8 2016 Aar- CWY of Tukwila BUILDING DIVISION Design Criteria............................................................................................ DC-1 to DC-12 Gravity Design: L2 Concrete Slab Design........................................................ Mezzanine Conc. Slab Design ................................................ L1 Concrete Slab Design........................................................ LateralDesign.......................................................................... Foundation Design................................................................... C• SC,`� WAS�,1 .............. 1-2-1 to 1-2-168 .............. MZ-1 to MZ-126 ..............L1-1 to L1-126 .............. LD-1 to LD-68 .............. FD-1 to FD-20 RECEIVED CITY OF TUKWILA yP gita tiq d by Matthew OCT 10 2014 \ Sch 'tte PE, SE te�2o 4. 07 12:58:59 PERMIT CENTER // 37334 < �0.F.G°TURAL ENGNG�C��`�v SS1ONAL E 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 Calc Cover.docx DC-1 Davido Consulting Group civil j structural 1 land use STRUCTURAL CALCULATIONS DESIGN CRITERIA TUKWILA VILLAGE - BLDG D 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 DC-3 DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 10/6/2014 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: �IIitl�i Live Loads: Soils: Design Criteria Code: 2012 International Building Code Latitude = 4 7.4 74 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 backfi/l 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 -tern design sign Maps Summary Report http://geohazards.usgs. gov/des ignmaps/us/summary. php?template=mini.. DC-4 M[Mift 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 5mi 5000m C_i t t+ f t-n. Rom. Lw` x.:"r :f rk covle wry, o- East R( oHighlar 0 V�ashon +'' y map4uest USGS-Provided Output /uriel A` Ss = 1.489 g SMs = 1.489 g Sps = 0.993 g S1 = 0.558 g SM1 = 0.836 g Soi = 0.558 g 0 MapQuest 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. MCfR Response Spectrum 1.65 1.50 1'.35 1.20. 1.05 Ch 0.9n y 0:d5 0:60 0.45 0.30. 0.15 0.00 0.00 0.20 0.40 0.6o 0.20 1;00 1.20 1.40 1.90 1.80 2.00 .Period, T (sec) Design Response Spectrum I.IO 1:00 0.90 0.80. 0.0 G� 0.Go 0.50- 0.40 F\�' 0.30 0:20 0.10 0.00 0.00 0.20 0.40 0.90 0.80 1.00 1.20 1.40 1.90 1.00 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. R11,11m 1 A 21 R PM ;ign iviaps lietaiwa tcepon nup:iigeonazaras.usgs.goviaesignmaps/us/report.pnp ..tempiate=mmiinai... DC-5 USES 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 S1). 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) "' Ss = 1.489 g From Figure 1613.3.1(2) IZI S1 = 0..558 g Section 1613.3.2 — Site class definitions 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 a, W A. Hard Rock _....... _.................. -- -..—. >5,000 ft/s N/A N/A -- B. Rock --._------__...._._.._____._.Y__.._.—.._ _........ _..... -- -- --- ---- 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 <11000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strengths < 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 74 8/13/2013 2:19 PM sign Maps Detailed Report http: //geohazards.usgs.gov/designmaps/us/report. php?template=minimal.. DC-6 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 I 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 j 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 I S1 :5 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 >_ 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 i 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, F� = 1.500 f 4 R/1,11m i 'l 210 PN >ign iviaps vetanea xepon nttp:iigeonazaras.usgs.gov/aesignmaps/us/repori.pnp.Lempiate=mmimai... DC-7 Equation (16-37): SMS = F a S S = 1.000 x 1.489 = 1.489 g Equation (16-38): SM1 = FvS1 = 1.500 x 0.558 = 0.836 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Equation (16-40): SAS=%SMs=2/x1.489=0.9939 SDI= 2/ SM1 = 2/ x 0.836 = 0.558 g f 4 8/13/2013 2:19 PM sign Maps Detailed Report http://geohazards.usgs.gov/designmaps/us/report.phpAemplate=minimal... DC-8 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 < 0.167g A A A 0.167g 5 SDS < 0.33g B B C 0.33g <_ SDS < 0.50g C C D 0.50g 5 SDS D D D For Risk Category = I and SDe = 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 of SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g 5 SDl D D D For Risk Category = T and SD1 = 0.558 g, Seismic Design Category = D Note: When S 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 I fd R/I 1/701 ,; 2.19 PM DC-9 DC-1 0 u PP 6r4- Z>W CV- "Vor 7p sc4c[,C- DC-11 a 0 L (p,��r+�G-, viT 70 i G t.ff I L2-1 U vi o Consulting Group civil 1 structural I land use STRUCTURAL CALCULATIONS L2 CONC. SLAB DESIGN (ADAPT) TUKWILA VILLAGE - BLDG D 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 L2-2 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group, Inc. Model UV/Z-b/14 16:06:56 Tukwila Village Building D 16: L2 Y W x Structural Plan 09/26/14 16:30:33 Tukwila Village Building D 6:333 BIdg_D_5.adm L2 r N L2-5 or r:ziI. tr:f �:-1 I Q t.� rj 0 G f3 r N m L2-8 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 110.10 SLAB REGIONS (Summary Report) Type # Reference Plane Material Area Volume ft2 U 1 L2 5000 psi 12501.08 14607.43 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 4= L2-9 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO f 2012 112 RESTRAINTS AND RELEASES 112.20 POINT SUPPORT LOCATION AND RESTRAINT I__ —___I nratinn-----I—Ractraint•Tranclatinn--I—Restraint•Rntatinn---I ID Label X, Y, Z ft X Y Z XX YY ZZ 91913 Point Support 91913 130.93;37.96;24.00 No No Yes Yes Yes Yes 91914 Point Support 91914 105.68;46.03;24.00 No No Yes Yes Yes Yes 91915 Point Support 91915 89.49;51.20;24.00 No No Yes Yes Yes Yes 91916 Point Support 91916 62.88;51.70;24.00 No No Yes Yes Yes Yes 91917 JPoint Support 91917 40.86;66.56;24.00 No No Yes Yes Yes Yes 91918 Point Support 91918 20.61;42.59;24.00 No No Yes Yes Yes Yes 91919 Point Support 91919 152.48;0.42;24.00 No No Yes Yes Yes Yes 91920 Point Support 91920 159.33;21.85;24.00 No No Yes Yes Yes Yes 91921 Point Support 91921 1.75;70.11;24.00 No No Yes Yes Yes Yes 91922 Point Support 91922 2.33;119.07;24.00 No No Yes Yes Yes Yes 91923 Point Support 91923 61.08;153.91;24.00 No No Yes Yes Yes Yes 91924 JPoint Support 91924 14.46;153.91;24.00 No No Yes Yes Yes Yes 91925 Point Support 91925 2.33;141.16;24.00 No No Yes Yes Yes Yes 91926 Point Support 91926 31.05;154.16;24.00 No No Yes Yes Yes Yes 91927 Point Support 91927 4.66;50.07;24.00 No No Yes Yes Yes Yes 91928 Point Support 91928 15.81;59.90;24.00 No No Yes Yes Yes Yes 91929 Point Support 91929 67.49;66.14;24.00 No No Yes Yes Yes Yes 91930 JPoint Support 91930 42.07;87.16;24.00 No No Yes Yes Yes Yes 91947 Point Support 91947 18.20;119.84;24.00 Yes Yes No No No No 91948 Point Support 91948 25.17;119.84.24.00 No Yes No No No No 91931 Point Support 91931 152.48;0.42;24.00 No No No Yes Yes Yes 91932 Point Support 91932 159.33;21.85;24.00 No No No Yes Yes Yes 91933 Point Support 91933 130.93;37.96;24.00 No No No Yes Yes Yes 91934 Point Support 91934 105.68;46.03;24.00 No No No Yes Yes Yes 91935 Point Support 91935 89.49;51.20;24.00 No No No Yes Yes Yes 91936 Point Support 91936 62.88;51.70;24.00 No No No Yes Yes Yes 91937 Point Support 91937 40.86;66.56;24.00 No No No Yes Yes Yes 91938 Point Support 91938 20.61;42.59;24.00 No No No Yes Yes Yes 91939 Point Support 91939 1.75;70.11;24.00 No No No Yes Yes Yes 91940 Point Support 91940 2.33;119.07;24.00 No No No Yes Yes Yes 91941 Point Support 91941 61.08;153.91;24.00 No No No Yes Yes Yes 91942 Point Support 91942 14.46;153.91;24.00 No No No Yes Yes Yes 91943 Point Support 91943 2.33;141.16;24.00 No No No Yes Yes Yes 91944 Point Support 91944 31.05;154.16;24.00 No No No Yes Yes Yes 91945 Point Support 91945 15.81;59.90;24.00 No No No Yes Yes Yes 91946 PointSupport9l946 4.66;50.07;24.00 No No No Yes Yes Yes 112.40 LINE SUPPORT LOCATIONS AND RESTRAINT I inc Ci innnrle 1 nrrofinne ID Label Length Centroid X;Y;Z Start X;Y;Z End X;Y;Z ft ft ft ft 12734 Line Support 12734 8.92 147.88;57.48;13.50 152.12;56.13;13.50 143.63;58.84;13.50 12735 Line Support 12735 8.00 118.86;66.75;13.50 122.67;65.53;13.50 115.05;67.97;13.50 12736 Line Support 12736 8.00 90.28;75.88;13.50 94.09;74.66;13.50 1 86.47;77.09;13.50 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 i 2 L2-10 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 Specific Data: L2 File Name: Bldg_D_5.adm FLOOR -PRO 12737 Line Support 12737 4.07 63.57;84.40;13.50 65.51;83.78;13.50 61.64;85.02;13.50 12738 Line Support 12738 4.00 55.29;97.32;13.50 55.29;95.32;13.50 55.29;99.32;13.50 12739 Line Support 12739 10.83 55.29;125.49;13.50 55.29;120.07;13.50 55.29;130.91;13.50 12740 Line Support 12740 8.01 1.41;94.62;13.50 1.41; 98.62;13.50 1.41;90.61;13.50 12741 Line Support 12741 8.00 47.33;33.70;13.50 43.52;34.92;13.50 51.14;32.48;13.50 12742 Line Support 12742 8.00 75.91;24.56;13.50 72.10;25.77;13.50 79.72;23.34;13.50 12743 Line Support 12743 8.00 104.48;15.42;13.50 100.67;16.64;13.50 108.29;14.20;13.50 12744 Line Support 12744 8.00 133.06;6.28;13.50 129.24;7.50;13.50 136.87;5.06;13.50 12745 Line Support 12745 8.65 149.92;32.15;13.50 154.05;30.86;13.50 145.79;33.44;13.50 12746 Line Support 12746 17.65 156.72;39.28;13.50 154.05;30.86;13.50 159.40;47.69;13.50 12747 Line Support 12747 8.70 155.27;49.07;13.50 159.40;47.69;13.50 151.14;50.45;13.50 12748 Line Support 12748 17.83 148.47;41.94;13.50 151.14;50.45;13.50 145.79;33.44;13.50 12749 Line Support 12749 8.57 38.11;132.87;13.50 35.08;135.90;13.50 41.15;129.84;13.50 12750 Line Support 12750 12.56 41.15;123.56;13.50 41.15;129.84;13.50 41.15;117.28;13.50 12751 Line Support 12751 9.33 36.48;117.28;13.50 41.15;117.28;13.50 31.81;117.28;13.50 12752 Line Support 12752 9.33 36.48; 125.84; 13.50 41.15;125.84;13.50 31.81;125.84;13.50 12753 Line Support 12753 8.56 31.81;121.56;13.50 31.81;125.84;13.50 31.81;117.28;13.50 12754 Line Support 12754 21.52 14.49;128.84;13.50 3.73;128.84;13.50 25.25;128.84;13.50 12755 Line Support 12755 8.67 3.73;124.51;13.50 3.73;128.84;13.50 3.73;120.17;13.50 12756 1 Line Support 12756 21.52 14.49;120.17;13.50 3.73;120.17;13.50 25.25;120.17;13.50 12757 Line Support 12757 8.67 25.25;124.51;13.50 25.25;128.84;13.50 25.25;120.17;13.50 12758 Line Support 12758 17.99 25.25;88.70;13.50 25.25;97.70;13.50 25.25;79.70;13.50 12759 Line Support 12759 8.92 147.88;57.48;34.50 152.12;56.13;34.50 143.63;58.84;34.50 12760 Line Support 12760 8.00 118.86;66.75;34.50 122.67;65.53;34.50 115.05;67.97;34.50 12761 Line Support 12761 8.00 90.28;75.88;34.50 94.09;74.66;34.50 86.47;77.09;34.50 12762 Line Support 12762 4.07 63.57;84.40;34.50 65.51;83.78;34.50 61.64;85.02;34.50 12763 Line Support 12763 4.00 55.29;97.32;34.50 55.29;95.32;34.50 55.29;99.32;34.50 12764 Line Support 12764 10.83 55.29;125.49;34.50 55.29;120.07;34.50 55.29;130.91;34.50 12765 Line Support 12765 8.01 1.41;94.62;34.50 1.41;98.62;34.50 1.41;90.61;34.50 12766 1 Line Support 12766 8.00 47.33;33.70;34.50 43.52;34.92;34.50 51.14;32.48;34.50 12767 Line Support 12767 8.00 75.91;24.56;34.50 72.10;25.77;34.50 79.72;23.34;34.50 12768 Line Support 12768 8.00 104.48;15.42;34.50 100.67;16.64;34.50 108.29;14.20;34.50 12769 Line Support 12769 8.00 133.06;6.28;34.50 129.24;7.50;34.50 136.87;5.06;34.50 12770 Line Support 12770 8.65 149.92;32.15;34.50 145.79;33.44;34.50 154.05;30.86;34.50 12771 Line Support 12771 17.65 156.72;39.28;34.50 154.05;30.86;34.50 159.40;47.69;34.50 12772 Line Support 12772 8.70 155.27;49.07;34.50 159.40;47.69;34.50 151.14;50.45;34.50 12773 Line Support 12773 17.83 148.47;41.94;34.50 151.14;50.45;34.50 145.79;33.44;34.50 12774 Line Support 12774 8.57 38.11;132.87;34.50 35.08;135.90;34.50 41.15;129.84;34.50 12775 Line Support 12775 4.00 41.15;127.84;34.50 41.15;129.84;34.50 41.15;125.84;34.50 12776 Line Support 12776 8.56 41.15;121.56;34.50 41.15;125.84;34.50 41.15;117.28;34.50 12777 Line Support 12777 9.33 36.48;117.28;34.50 41.15;117.28;34.50 31.81;117.28;34.50 12778 Line Support 12778 9.33 36.48;125.84;34.50 41.15;125.84;34.50 31.81;125.84;34.50 12779 Line Support 12779 8.56 31.81;121.56;34.50 31.81;125.84;34.50 31.81;117.28;34.50 12780 Line Support 12780 21.52 14.49;128.84;34.50 3.73;128.84;34.50 25.25;128.84;34.50 12781 Line Support 12781 8.67 25.25;124.51;34.50 25.25;128.84;34.50 25.25;120.17;34.50 12782 Line Support 12782 8.67 3.73;124.51; 34.50 3.73;128.84; 34.50 3.73;120.17; 34.50 12783 Line Support 12783 21.52 14.49;120.17;34.50 3.73;120.17.34.50 25.25.120.17;34.50 12784 1 Line Support 12784 17.99 25.25;88.70;34.50 25.25;97.70;34.50 25.25;79.70;34.50 Line Sueports Releases --Release:Translation----- Release: Rotation ----I ID Label X I Y I Z I XX I YY ZZ Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 i L2-11 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 12734 Line Support 12734 No No Yes Yes Yes Yes 12735 Line Support 12735 No No Yes Yes Yes Yes 12736 Line Support 12736 No No Yes Yes Yes Yes 12737 Line Support 12737 No No Yes Yes Yes Yes 12738 Line Support 12738 No No Yes Yes Yes Yes 12739 Line Support12739 No No Yes Yes Yes Yes 12740 Line Support 12740 No No Yes Yes Yes Yes 12741 Line Support 12741 No No Yes Yes Yes Yes 12742 Line Support 12742 No No Yes Yes Yes Yes 12743 Line Support 12743 No No Yes Yes Yes Yes 12744 Line Support 12744 No No Yes Yes Yes Yes 12745 Line Support 12745 No No Yes Yes Yes Yes 12746 Line Support 12746 No No Yes Yes Yes Yes 12747 Line Support 12747 No No Yes Yes Yes Yes 12748 Line Support 12748 No No Yes Yes Yes Yes 12749 Line Support 12749 No No Yes Yes Yes Yes 12750 Line Support 12750 No No Yes Yes Yes Yes 12751 Line Support 12751 No No Yes Yes Yes Yes 12752 Line Support 12752 No No Yes Yes Yes Yes 12753 Line Support 12753 No No Yes Yes Yes Yes 12754 Line Support 12754 No No Yes Yes Yes Yes 12755 Line Support12755 No No Yes Yes Yes Yes 12756 Line Support 12756 No No Yes Yes Yes Yes 12757 Line Support 12757 No No Yes Yes Yes Yes 12758 Line Support 12758 No No Yes Yes Yes Yes 12759 Line Support 12759 No No No Yes Yes Yes 12760 Line Support 12760 No No No Yes Yes Yes 12761 Line Support 12761 No No No Yes Yes Yes 12762 Line Support 12762 No No No Yes Yes Yes 12763 Line Support 12763 No No No Yes Yes Yes 12764 Line Support 12764 No No No Yes Yes Yes 12765 Line Support 12765 No No No Yes Yes Yes 12766 Line Support 12766 No No No Yes Yes Yes 12767 Line Support 12767 No No No Yes Yes Yes 12768 Line Support 12768 No No No Yes Yes Yes 12769 Line Support 12769 No No No Yes Yes Yes 12770 Line Support 12770 No No No Yes Yes Yes 12771 Line Support12771 No No No Yes Yes Yes 12772 Line Support 12772 No No No Yes Yes Yes 12773 Line Support 12773 No No No Yes Yes Yes 12774 Line Support 12774 No No No Yes Yes Yes 12775 Line Support 12775 No No No Yes Yes Yes 12776 Line Support 12776 No No No Yes Yes Yes 12777 Line Support 12777 No No No Yes Yes Yes 12778 Line Support 12778 No No No Yes Yes Yes 12779 Line Support 12779 No No No Yes Yes Yes 12780 Line Support 12780 No No No Yes Yes Yes 12781 Line Support 12781 No No No Yes Yes Yes 12782 Line Support 12782 No No No Yes Yes Yes 12783 Line Support 12783 No No No Yes Yes Yes 12784 Line Support 12784 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 L2-12 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: B1dg_D_5.adm FLOOR -PRO 2012 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-13 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 146 LOAD CASES AND COMBINATIONS 146.20 LOAD CASES Dead load Live load Selfweight Prestressing Hyperstatic Specific Data: L2 File Name: Bldg_D_5.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: NO C1 Evaluation: NO CODE CHECK Combination detail: 1.00 x Selfweight Name: NO C2 Evaluation: NO CODE CHECK Combination detail: 1.00 x Dead load Name: NO C3 Evaluation: NO CODE CHECK Combination detail: 1.00 x Live load Name: NO C4 Evaluation: NO CODE CHECK Combination detail: 1.00 x Prestressing Name: 1.2D+1.6L Evaluation: NO CODE CHECK Combination detail: 1.20 x Selfweight + 1.20 x Dead load + 1.60 x Live load 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 6 L2-14 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 111.10 TENDON MATERIAL Material Label: Prestressing 1 fpu = 270.000ksi fpy = 240.000ksi Specific Data: L2 File Name: Bldg_D_5.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 Banded 1 2.88 8 7.00 --- 53.00 First U 1.00 7.00 NA 2 12.75 8 53.00 --- 53.00 First U NA 3 12.09 8 53.00 --- 7.00 First U NA Total 27.72 Distribu ted 1 2.88 8 7.00 --- 53.00 First U 1.00 7.00 NA 2 22.92 8 53.00 --- 29.00 First U NA 3 30.04 8 29.00 --- 29.00 First U NA 4 10.67 8 29.00 --- 7.00 First U NA Total 166.511 TENDON GROUPING, IDENTIFICATION AND STRESSING GROUP: CAD Group 1 Number of tendons: 9 Material ID: Prestressing 1 Tendon length(ft) = 27.72 Strands area (in2): 0.15 Stressing: First end Seating (in): 0.25 Elongation (in): First end: 4.78 Second end: 0.00 Total: 4.78 Tendon ID Number of Strands 17 16 18 28 19 22 21 20 22 14 23 22 24 18 20 16 25 24 TENDON GROUPING, IDENTIFICATION AND STRESSING GROUP: Banded Number of tendons: 76 Material ID: Prestressing 1 Tendon length(ft) = 66.51 Strands area (in2): 0.15 Stressing: First end Seating (in): 0.25 Elongation (in): First end: 4.65 Second end: 0.00 Total: 4.65 Tendon ID Number of Strands 26 5 27 5 28 5 30 5 31 5 32 5 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 33 5 34 5 35 5 42 5 43 5 46 5 47 5 48 5 49 5 50 5 51 5 52 5 53 5 54 6 55 6 56 6 57 6 58 6 59 6 60 6 61 6 62 6 63 6 64 6 65 6 66 6 67 6 68 6 70 5 71 5 72 5 75 5 76 5 77 5 78 5 79 5 80 5 81 5 82 5 83 5 84 5 85 5 86 6 87 6 88 6 89 6 90 6 91 6 92 6 93 6 94 6 96 6 97 6 99 6 100 6 Specific Data: L2 File Name: Bldg_D_5.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 8 L2-16 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg—D_5.adm FLOOR -PRO 2012 102 103 104 105 106 107 108 109 110 111 112 115 116 117 118 TENDON CASTING Legend Total Number of 5 Hole Casting: 180, Unit Price: $1.00, Total Price: $180.00 Total Number of Single Casting: 398, Unit Price: $0.50, Total Price: $199.00 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 Banded 528.768,0.00 0.25,0.00 2.31,0.00,2.31 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 6 fr�f; �/ifj BAf`f< ffff W x Tendon Plan 1 17:10:12 Tukwila Village Building D 7:10: B1dg_D_5.adm L2 N J L2-18 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_l _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 17 Tendon 17 1 2.88 8 7.00 --- 53.00 First U 1.00 7.00 NA 2 12.75 8 53.00 --- 53.00 First U 1.00 7.00 NA 3 12.09 8 53.00 --- 7.00 First U 1.00 7.00 NA Total 27.72 18 Tendon 18 1 1.04 4 7.00 --- 30.00 Both U 1.00 7.00 6.45 2 25.97 1 30.00 1.50 10.50 Both U 1.00 7.00 22.49 3 8.67 8 10.50 -- 10.50 Both U 1.00 7.00 NA 4 22.47 1 10.50 1.50 10.50 Both U 1.00 7.00 16.84 5 17.99 8 10.50 --- 12.50 Both U 1.00 7.00 NA 6 17.29 1 12.50 3.00 16.75 Both U 1.00 7.00 9.44 7 21.38 1 16.75 1.50 54.00 Both U 1.00 7.00 10.87 8 1.35 4 54.00 --- 7.00 Both U 1.00 7.00 10.87 Total 116.16 19 Tendon 19 1 2.83 4 7.00 --- 29.00 Both U 1.00 7.00 NA 2 23.05 1 29.00 1.50 12.50 Both U 1.00 7.00 14.49 3 10.83 8 12.50 --- 29.00 Both U 1.00 7.00 NA 4 1 20.75 8 29.00 --- 29.00 Both U 1.00 7.00 NA 5 4.00 8 29.00 -- 29.00 Both U 1.00 7.00 NA 6 8.27 8 29.00 -- 29.00 Both U 1.00 7.00 NA 7 1.02 8 29.00 --- 7.00 Both U 1.00 7.00 NA Total 70.75 21 Tendon 21 1 4.34 8 53.00 --- 53.00 Both U 1.00 7.00 NA 2 8.00 8 53.00 -- 53.00 Both U 1.00 7.00 NA 3 22.00 8 53.00 --- 53.00 Both U 1.00 7.00 NA 4 8.00 8 53.00 -- 53.00 Both U 1.00 7.00 NA 5 1 22.00 8 53.00 --- 53.00 Both U 1.00 7.00 NA 6 8.00 8 53.00 --- 53.00 Both U 1.00 7.00 NA 7 22.00 8 53.00 -- 53.00 Both U 1.00 7.00 NA 8 8.00 8 53.00 --- 53.00 Both U 1.00 7.00 NA 9 16.29 8 53.00 --- 53.00 Both U 1.00 7.00 NA 10 2.88 8 53.00 --- 7.00 Both U 1.00 7.00 NA Total 1121.52 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 10 L2-19 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 Effi-r, 6 MIMMMMMMMMMEW -0 WENT am E s a • MWM®M®®®®W®®® ��0 : �� 0 • �� ® • �� I 0 ItiMM� Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-2401 ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 L2-20 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 =aoMrl . o • ,. ® „ ®o ,. MW-..M M "® "®M "M ®o .. ,. � ME Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 NO- d" MMM . ® „ ®M ., M M�MWMMMW=MMM= Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bidg_D_S.adm FLOOR -PRO 2012 ® �• �®© Sri ® �r ®� �� �� �, Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 MWM®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 16 L2-25 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-26 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 F Mee E00--l' . M®©M®M®MME W 01 " I I I M W M M M W M M M M M WIN Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 WEM®©®®®®M®®M MWO-"10 MWO-"10 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 WE" • M®©M®M®MMEM Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-29 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 TENDON GROUPING, IDENTIFICATION AND STRESSING Tendon: Tendon 17 Material ID: Prestressing 1 Tendon length(ft) = 27.72 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 18 Material ID: Prestressing 1 Tendon length(ft) = 116.16 Strands/tendon: 28 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 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-31 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm 2012 Tendon: Tendon 19 Material ID: Prestressing 1 Tendon length(ft) = 70.75 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 21 Material ID: Prestressing 1 Tendon length(ft) = 121.52 Strands/tendon: 20 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 22 Material ID: Prestressing 1 Tendon length(ft) = 112.44 Strands/tendon: 14 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 23 Material ID: Prestressing 1 Tendon length(ft) = 122.00 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 24 Material ID: Prestressing 1 Tendon length(ft) = 101.97 Strands/tendon: 18 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 20 Material ID: Prestressing 1 Tendon length(ft) = 71.71 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 25 Material ID: Prestressing 1 Tendon length(ft) = 57.76 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 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 23 L2-32 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Tendon: Tendon 26 Material ID: Prestressing 1 Tendon length(ft) = 66.51 Strands/tendon: 5 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 27 Material ID: Prestressing 1 Tendon length(ft) = 66.51 Strands/tendon: 5 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 28 Material ID: Prestressing 1 Tendon length(ft) = 66.51 Strands/tendon: 5 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 30 Material ID: Prestressing 1 Tendon length(ft) = 66.51 Strands/tendon: 5 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 31 Material ID: Prestressing 1 Tendon length(ft) = 66.51 Strands/tendon: 5 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 32 Material ID: Prestressing 1 Tendon length(ft) = 66.51 Strands/tendon: 5 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 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 33 Material ID: Prestressing 1 Tendon length(ft) = 66.51 Strands/tendon: 5 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 --- Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 Seating loss: 0.25 --- Specific Data: L2 File Name: Bldg_D_5.adm FLOOR -PRO Tendon: Tendon 34 Material ID: Prestressing 1 Tendon length(ft) = 56.26 Strands/tendon: 5 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 35 Material ID: Prestressing 1 Tendon length(ft) = 37.52 Strands/tendon: 5 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 42 Material ID: Prestressing 1 Tendon length(ft) = 59.83 Strands/tendon: 5 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 43 Material ID: Prestressing 1 Tendon length(ft) = 59.83 Strands/tendon: 5 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 46 Material ID: Prestressing 1 Tendon length(ft) = 59.83 Strands/tendon: 5 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 47 Material ID: Prestressing 1 Tendon length(ft) = 57.14 Strands/tendon: 5 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 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 48 Material ID: Prestressing 1 Tendon length(ft) = 55.36 Strands/tendon: 5 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-34 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 49 Material ID: Prestressing 1 Tendon length(ft) = 54.67 Strands/tendon: 5 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 50 Material ID: Prestressing 1 Tendon length(ft) = 54.67 Strands/tendon: 5 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 51 Material ID: Prestressing 1 Tendon length(ft) = 55.19 Strands/tendon: 5 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 52 Material ID: Prestressing 1 Tendon length(ft) = 55.93 Strands/tendon: 5 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 53 Material ID: Prestressing 1 Tendon length(ft) = 56.67 Strands/tendon: 5 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 54 Material ID: Prestressing 1 Tendon length(ft) = 56.57 Strands/tendon: 6 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 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 55 Material ID: Prestressing 1 Tendon length(ft) = 56.37 Strands/tendon: 6 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-35 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 First end Second end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 56 Material ID: Prestressing 1 Tendon length(ft) = 51.93 Strands/tendon: 6 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 57 Material ID: Prestressing 1 Tendon length(ft) = 50.97 Strands/tendon: 6 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 58 Material ID: Prestressing 1 Tendon length(ft) = 50.02 Strands/tendon: 6 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 59 Material ID: Prestressing 1 Tendon length(ft) = 49.06 Strands/tendon: 6 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 60 Material ID: Prestressing 1 Tendon length(ft) = 45.69 Strands/tendon: 6 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 61 Material ID: Prestressing 1 Tendon length(ft) = 44.73 Strands/tendon: 6 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 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 62 Material ID: Prestressing 1 Tendon length(ft) = 43.77 Strands/tendon: 6 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 27 L2-36 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Stressing: First 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) = 42.81 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 64 Material ID: Prestressing 1 Tendon length(ft) = 41.86 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 65 Material ID: Prestressing 1 Tendon length(ft) = 40.90 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 66 Material ID: Prestressing 1 Tendon length(ft) = 38.69 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 67 Material ID: Prestressing 1 Tendon length(ft) = 28.34 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 68 Material ID: Prestressing 1 Tendon length(ft) = 22.69 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 70 Material ID: Prestressing 1 Tendon length(ft) = 55.27 Strands/tendon: 5 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 28 L2-37 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 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 71 Material ID: Prestressing 1 Tendon length(ft) = 54.19 Strands/tendon: 5 Long-term stress loss specified: 11.000 ksi Stressing: First end First end SSecond end Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 72 Material ID: Prestressing 1 Tendon length(ft) = 54.26 Strands/tendon: 5 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 75 Material ID: Prestressing 1 Tendon length(ft) = 58.25 Strands/tendon: 5 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 76 Material ID: Prestressing 1 Tendon length(ft) = 61.66 Strands/tendon: 5 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 77 Material ID: Prestressing 1 Tendon length(ft) = 60.66 Strands/tendon: 5 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 78 Material ID: Prestressing 1 Tendon length(ft) = 59.65 Strands/tendon: 5 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 79 Material ID: Prestressing 1 Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 Strands area (in2): 0.153 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 29 L2-38 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm 2012 Tendon length(ft) = 58.65 Strands/tendon: 5 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 80 Material ID: Prestressing 1 Tendon length(ft) = 57.64 Strands/tendon: 5 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 81 Material ID: Prestressing 1 Tendon length(ft) = 56.64 Strands/tendon: 5 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 82 Material ID: Prestressing 1 Tendon length(ft) = 55.16 Strands/tendon: 5 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 83 Material ID: Prestressing 1 Tendon length(ft) = 54.26 Strands/tendon: 5 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 84 Material ID: Prestressing 1 Tendon length(ft) = 54.26 Strands/tendon: 5 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 85 Material ID: Prestressing 1 Tendon length(ft) = 58.24 Strands/tendon: 5 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 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 30 L2-39 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Tendon: Tendon 86 Material ID: Prestressing 1 Tendon length(ft) = 61.65 Strands/tendon: 6 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 87 Material ID: Prestressing 1 Tendon length(ft) = 60.65 Strands/tendon: 6 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 88 Material ID: Prestressing 1 Tendon length(ft) = 59.65 Strands/tendon: 6 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 89 Material ID: Prestressing 1 Tendon length(ft) = 58.66 Strands/tendon: 6 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) = 57.66 Strands/tendon: 6 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 91 Material ID: Prestressing 1 Tendon length(ft) = 56.67 Strands/tendon: 6 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 92 Material ID: Prestressing 1 Tendon length(ft) = 55.16 Strands/tendon: 6 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 Strands area (in2): 0.153 Strands area (in2): 0.153 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 31 L2-40 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: B1dg_D_5.adm FLOOR -PRO 2012 Tendon: Tendon 93 Material ID: Prestressing 1 Tendon length(ft) = 54.26 Strands/tendon: 6 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 94 Material ID: Prestressing 1 Tendon length(ft) = 54.26 Strands/tendon: 6 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 96 Material ID: Prestressing 1 Tendon length(ft) = 58.27 Strands/tendon: 6 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 97 Material ID: Prestressing 1 Tendon length(ft) = 61.68 Strands/tendon: 6 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) = 59.68 Strands/tendon: 6 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) = 58.67 Strands/tendon: 6 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 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 102 Material ID: Prestressing 1 Tendon length(ft) = 60.68 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 --- Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-41 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 Seating loss: 0.25 --- Specific Data: L2 File Name: Bldg_D_5.adm FLOOR -PRO Tendon: Tendon 103 Material ID: Prestressing 1 Tendon length(ft) = 56.67 Strands/tendon: 6 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 104 Material ID: Prestressing 1 Tendon length(ft) = 55.16 Strands/tendon: 6 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 105 Material ID: Prestressing 1 Tendon length(ft) = 54.67 Strands/tendon: 6 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 106 Material ID: Prestressing 1 Tendon length(ft) = 54.67 Strands/tendon: 6 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) = 54.63 Strands/tendon: 6 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 108 Material ID: Prestressing 1 Tendon length(ft) = 37.83 Strands/tendon: 6 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 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 109 Material ID: Prestressing 1 Tendon length(ft) = 39.38 Strands/tendon: 6 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end First end Second end Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Ratio of jacking force: 0.80 --- Seating loss: 0.25 --- Tendon: Tendon 110 Material ID: Prestressing 1 Tendon length(ft) = 26.67 Strands/tendon: 5 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 111 Material ID: Prestressing 1 Tendon length(ft) = 26.67 Strands/tendon: 5 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 112 Material ID: Prestressing 1 Tendon length(ft) = 26.67 Strands/tendon: 5 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 115 Material ID: Prestressing 1 Tendon length(ft) = 55.56 Strands/tendon: 5 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 116 Material ID: Prestressing 1 Tendon length(ft) = 26.67 Strands/tendon: 5 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 117 Material ID: Prestressing 1 Tendon length(ft) = 66.51 Strands/tendon: 5 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 Strands area (in2): 0.153 Strands area (in2): 0.153 Tendon: Tendon 118 Material ID: Prestressing 1 Tendon length(ft) = 57.67 Strands/tendon: 6 Strands area (in2): 0.153 Long-term stress loss specified: 11.000 ksi Stressing: First end Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-43 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 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 Specific Data: L2 File Name: Bldg_D_5.adm FLOOR -PRO 111.60 TENDON ELONGATION, INDIVIDUAL TENDONS Tendon([ D, Label Jack 1st,2nd Seatin Ist,2nd Elongation 1st,2nd,Total k in in 17,Tendon 17 528.768,0.00 0.25,0.00 2.31,0.00,2.31 18,Tendon 18 925,344,925.344 0.25,0.25 8.94,0.25,9.19 19,Tendon 19 727,056,727.056 0.25,0.25 6.13,0.11,6.24 21,Tendon 21 660,960,660.960 0.25,0.25 10.49,0.09,10.58 22,Tendon 22 462,672,462.672 0.25,0.25 8.46,0.47,8.93 23,Tendon 23 727,056,727.056 0.25,0.25 9.08,0.53,9.62 24,Tendon 24 594,864,594.864 0.25,0.25 8.11,0.35,8.46 20,Tendon 20 528.768,0.00 0.25,0.00 5.93,0.00,5.93 25,Tendon 25 793.152,0.00 0.25,0.00 - 4.78,0.00,4.78 26,Tendon 26 165.240,0.00 0.25,0.00 5.50,0.00,5.50 27,Tendon 27 165.240,0.00 0.25,0.00 5.33,0.00,5.33 28,Tendon 28 165.240,0.00 0.25,0.00 5.33,0.00,5.33 30,Tendon 30 165.240,0.00 0.25,0.00 5.33,0.00,5.33 31,Tendon 31 165.240,0.00 0.25,0.00 5.33,0.00,5.33 32,Tendon 32 165.240,0.00 0.25,0.00 5.33,0.00,5.33 33,Tendon 33 165.240,0.00 0.25,0.00 5.33,0.00,5.33 34,Tendon 34 165.240,0.00 0.25,0.00 4.44,0.00,4.44 35,Tendon 35 165.240,0.00 0.25,0.00 2.88,0.00,2.88 42,Tendon 42 165.240,0.00 0.25,0.00 4.78,0.00,4.78 43,Tendon 43 165.240,0.00 0.25,0.00 4.79,0.00,4.79 46,Tendon 46 165.240,0.00 0.25,0.00 4.80,0.00,4.80 47,Tendon 47 165.240,0.00 0.25,0.00 4.57,0.00,4.57 48,Tendon 48 165.240,0.00 0.25,0.00 4.43,0.00,4.43 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 49,Tendon 49 165.240,0.00 0.25,0.00 4.37,0.00,4.37 50,Tendon 50 165.240,0.00 0.25,0.00 4.37,0.00,4.37 51,Tendon 51 165.240,0.00 0.25,0.00 4.41,0.00,4.41 52,Tendon 52 165.240,0.00 0.25,0.00 4.47,0.00,4.47 53,Tendon 53 165.240,0.00 0.25,0.00 4.54,0.00,4.54 54,Tendon 54 198.288,0.00 0.25,0.00 4.54,0.00,4.54 55,Tendon 55 198.288,0.00 0.25,0.00 4.53,0.00,4.53 56,Tendon 56 198.288,0.00 0.25,0.00 4.15,0.00,4.15 57,Tendon 57 198.288,0.00 0.25,0.00 4.07,0.00,4.07 58,Tendon 58 198.288,0.00 0.25,0.00 4.01,0.00,4.01 59,Tendon 59 198.288,0.00 0.25,0.00 3.92,0.00,3.92 60,Tendon 60 198.288,0.00 0.25,0.00 3.66,0.00,3.66 61,Tendon 61 198.288,0.00 0.25,0.00 3.54,0.00,3.54 62,Tendon 62 198.288,0.00 0.25,0.00 3.48,0.00,3.48 63,Tendon 63 198.288,0.00 0.25,0.00 3.39,0.00,3.39 64,Tendon 64 198.288,0.00 0.25,0.00 3.32,0.00,3.32 65,Tendon 65 198.288,0.00 0.25,0.00 3.25,0.00,3.25 66,Tendon 66 198.288,0.00 0.25,0.00 3.05,0.00,3.05 67,Tendon 67 198.288,0.00 0.25,0.00 2.15,0.00,2.15 68,Tendon 68 198.288,0.00 0.25,0.00 1.71,0.00,1.71 70,Tendon 70 165.240,0.00 0.25,0.00 4.44,0.00,4.44 71,Tendon 71 165.240,0.00 0.25,0.00 4.35,0.00,4.35 72,Tendon 72 165.240,0.00 0.25,0.00 4.36,0.00,4.36 75,Tendon 75 165.240,0.00 0.25,0.00 4.68,0.00,4.68 76,Tendon 76 165.240,0.00 0.25,0.00 4.95,0.00,4.95 77,Tendon 77 165.240,0.00 0.25,0.00 4.88,0.00,4.88 78,Tendon 78 165.240,0.00 0.25,0.00 4.80,0.00,4.80 79,Tendon 79 165.240,0.00 0.25,0.00 4.72,0.00,4.72 80,Tendon 80 165.240,0.00 0.25,0.00 4.63,0.00,4.63 81,Tendon 81 165.240,0.00 0.25,0.00 4.56,0.00,4.56 82,Tendon 82 165.240,0.00 0.25,0.00 4.44,0.00,4.44 83,Tendon 83 165.240,0.00 0.25,0.00 4.37,0.00,4.37 84,Tendon 84 165.240,0.00 0.25,0.00 4.37,0.00,4.37 85,Tendon 85 165.240,0.00 0.25,0.00 4.69,0.00,4.69 86,Tendon 86 198.288,0.00 0.25,0.00 4.97,0.00,4.97 87,Tendon 87 198.288,0.00 0.25,0.00 4.89,0.00,4.89 88,Tendon 88 198.288,0.00 0.25,0.00 4.82,0.00,4.82 89,Tendon 89 198.288,0.00 0.25,0.00 4.73,0.00,4.73 90,Tendon 90 198.288,0.00 0.25,0.00 4.65,0.00,4.65 91,Tendon 91 198.288,0.00 0.25,0.00 4.57,0.00,4.57 92,Tendon 92 198.288,0.00 0.25,0.00 4.45,0.00,4.45 93,Tendon 93 198.288,0.00 0.25,0.00 4.38,0.00,4.38 94,Tendon 94 198.288,0.00 0.25,0.00 4.37,0.00,4.37 96,Tendon 96 198.288,0.00 0.25,0.00 4.70,0.00,4.70 97,Tendon 97 198.288,0.00 0.25,0.00 4.98,0.00,4.98 99,Tendon 99 198.288,0.00 0.25,0.00 4.82,0.00,4.82 100,Tendon 100 198.288,0.00 0.25,0.00 4.74,0.00,4.74 102,Tendon 102 198.288,0.00 0.25,0.00 4.90,0.00,4.90 103,Tendon 103 198.288,0.00 0.25,0.00 4.57,0.00,4.57 104,Tendon 104 198.288,0.00 0.25,0.00 4.45,0.00,4.45 105,Tendon 105 198.288,0.00 0.25,0.00 4.41,0.00,4.41 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-45 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 106,Tendon 106 198.288,0.00 0.25,0.00 4.41,0.00,4.41 107,Tendon 107 198.288,0.00 0.25,0.00 4.41,0.00,4.41 108,Tendon 108 198.288,0.00 0.25,0.00 3.03,0.00,3.03 109,Tendon 109 198.288,0.00 0.25,0.00 3.16,0.00,3.16 110,Tendon 110 165.240,0.00 0.25,0.00 2.08,0.00,2.08 111,Tendon 111 165.240,0.00 0.25,0.00 2.09,0.00,2.09 112,Tendon 112 165.240,0.00 0.25,0.00 2.09,0.00,2.09 115,Tendon 115 165.240,0.00 0.25,0.00 4.44,0.00,4.44 116,Tendon 116 165.240,0.00 0.25,0.00 2.09,0.00,2.09 117,Tendon 117 165.240,0.00 0.25,0.00 5.33,0.00,5.33 118,Tendon 118 198.288,0.00 0.25,0.00 4.65,0.00,4.65 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.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 17,Tendon 17 528.768,0.00 0.25,0.00 2.31,0.00,2.31 18,Tendon 18 925.344,925.344 0.25,0.25 8.94,0.25,9.19 19,Tendon 19 727.056,727.056 0.25,0.25 6.13,0.11,6.24 21,Tendon 21 660.960,660.960 0.25,0.25 10.49,0.09,10.58 22,Tendon 22 462.672,462.672 0.25,0.25 8.46,0.47,8.93 23,Tendon 23 727.056,727.056 0.25,0.25 9.08,0.53,9.62 24,Tendon 24 594.864,594.864 0.25,0.25 8.11,0.35,8.46 20,Tendon 20 528.768,0.00 0.25,0.00 5.93,0.00,5.93 25,Tendon 25 793.152,0.00 0.25,0.00 4.78,0.00,4.78 26,Tendon 26 165.240,0.00 0.25,0.00 5.50,0.00,5.50 27,Tendon 27 165.240,0.00 0.25,0.00 5.33,0.00,5.33 28,Tendon 28 165.240,0.00 0.25,0.00 5.33,0.00,5.33 30,Tendon 30 165.240,0.00 0.25,0.00 5.33,0.00,5.33 31,Tendon 31 165.240,0.00 0.25,0.00 5.33,0.00,5.33 32,Tendon 32 165.240,0.00 0.25,0.00 5.33,0.00,5.33 33,Tendon 33 165.240,0.00 0.25,0.00 5.33,0.00,5.33 34,Tendon 34 165.240,0.00 0.25,0.00 4.44,0.00,4.44 35,Tendon 35 165.240,0.00 0.25,0.00 2.88,0.00,2.88 42,Tendon 42 165.240,0.00 0.25,0.00 4.78,0.00,4.78 43,Tendon 43 165.240,0.00 0.25,0.00 4.79,0.00,4.79 46,Tendon 46 165.240,0.00 0.25,0.00 4.80,0.00,4.80 47,Tendon 47 165.240,0.00 0.25,0.00 4.57,0.00,4.57 48,Tendon 48 165.240,0.00 0.25,0.00 4.43,0.00,4.43 49,Tendon 49 165.240,0.00 0.25,0.00 4.37,0.00,4.37 50,Tendon 50 165.240,0.00 0.25,0.00 4.37,0.00,4.37 51,Tendon 51 165.240,0.00 0.25,0.00 4.41,0.00,4.41 52,Tendon 52 165.240,0.00 0.25,0.00 4.47,0.00,4.47 53,Tendon 53 165.240,0.00 0.25,0.00 4.54,0.00,4.54 54,Tendon 54 198.288,0.00 0.25,0.00 4.54,0.00,4.54 55,Tendon 55 198.288,0.00 0.25,0.00 4.53,0.00,4.53 56,Tendon 56 198.288,0.00 0.25,0.00 4.15,0.00,4.15 57,Tendon 57 198.288,0.00 0.25,0.00 4.07,0.00,4.07 58,Tendon 58 198.288,0.00 0.25,0.00 4.01,0.00,4.01 59,Tendon 59 198.288,0.00 0.25,0.00 3.92,0.00,3.92 60,Tendon 60 198.288,0.00 0.25,0.00 3.66,0.00,3.66 61,Tendon 61 198.288,0.00 0.25,0.00 3.54,0.00,3.54 62,Tendon 62 198.288,0.00 0.25,0.00 3.48,0.00,3.48 63,Tendon 63 198.288,0.00 0.25,0.00 3.39,0.00,3.39 64,Tendon 64 198.288,0.00 0.25,0.00 3.32,0.00,3.32 65,Tendon 65 198.288,0.00 0.25,0.00 3.25,0.00,3.25 66,Tendon 66 198.288,0.00 0.25,0.00 3.05,0.00,3.05 67,Tendon 67 198.288,0.00 0.25,0.00 2.15,0.00,2.15 68,Tendon 68 198.288,0.00 0.25,0.00 1.71,0.00,1.71 70,Tendon 70 165.240,0.00 0.25,0.00 4.44,0.00,4.44 71,Tendon 71 165.240,0.00 0.25,0.00 4.35,0.00,4.35 72,Tendon 72 165.240,0.00 0.25,0.00 4.36,0.00,4.36 75,Tendon 75 165.240,0.00 0.25,0.00 4.68,0.00,4.68 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 76,Tendon 76 165.240,0.00 0.25,0.00 4.95,0.00,4.95 77,Tendon 77 165.240,0.00 0.25,0.00 4.88,0.00,4.88 78,Tendon 78 165.240,0.00 0.25,0.00 4.80,0.00,4.80 79,Tendon 79 165.240,0.00 0.25,0.00 4.72,0.00,4.72 80,Tendon 80 165.240,0.00 0.25,0.00 4.63,0.00,4.63 81,Tendon 81 165.240,0.00 0.25,0.00 4.56,0.00,4.56 82,Tendon 82 165.240,0.00 0.25,0.00 4.44,0.00,4.44 83,Tendon 83 165.240,0.00 0.25,0.00 4.37,0.00,4.37 84,Tendon 84 165.240,0.00 0.25,0.00 4.37,0.00,4.37 85,Tendon 85 165.240,0.00 0.25,0.00 4.69,0.00,4.69 86,Tendon 86 198.288,0.00 0.25,0.00 4.97,0.00,4.97 87,Tendon.87 198.288,0.00 0.25,0.00 4.89,0.00,4.89 88,Tendon 88 198.288,0.00 0.25,0.00 4.82,0.00,4.82 89,Tendon 89 198.288,0.00 0.25,0.00 4.73,0.00,4.73 90,Tendon 90 198.288,0.00 025,0.00 4.65,0.00,4.65 91,Tendon 91 198.288,0.00 0.25,0.00 4.57,0.00,4.57 92,Tendon 92 198.288,0.00 0.25,0.00 4.45,0.00,4.45 93,Tendon 93 198.288,0.00 0.25,0.00 4.38,0.00,4.38 94,Tendon 94 198.288,0.00 0.25,0.00 4.37,0.00,4.37 96,Tendon 96 198.288,0.00 0.25,0.00 4.70,0.00,4.70 97,Tendon 97 198.288,0.00 0.25,0.00 4.98,0.00,4.98 99,Tendon 99 198.288,0.00 0.25,0.00 4.82,0.00,4.82 100,Tendon 100 198.288,0.00 0.25,0.00 4.74,0.00,4.74 102,Tendon 102 198.288,0.00 0.25,0.00 4.90,0.00,4.90 103,Tendon 103 198.288,0.00 0.25,0.00 4.57,0.00,4.57 104,Tendon 104 198.288,0.00 0.25,0.00 4.45,0.00,4.45 105,Tendon 105 198.288,0.00 0.25,0.00 4.41,0.00,4.41 106,Tendon 106 198.288,0.00 0.25,0.00 4.41,0.00,4.41 107,Tendon 107 198.288,0.00 0.25,0.00 4.41,0.00,4.41 108,Tendon 108 198.288,0.00 0.25,0.00 3.03,0.00,3.03 109,Tendon 109 198.288,0.00 0.25,0.00 3.16,0.00,3.16 110,Tendon 110 165.240,0.00 0.25,0.00 2.08,0.00,2.08 111,Tendon 111 165.240,0.00 0.25,0.00 2.09,0.00,2.09 112,Tendon 112 165.240,0.00 0.25,0.00 2.09,0.00,2.09 115,Tendon 115 165.240,0.00 0.25,0.00 4.44,0.00,4.44 116,Tendon 116 165.240,0.00 0.25,0.00 2.09,0.00,2.09 117,Tendon 117 165.240,0.00 0.25,0.00 5.33,0.00,5.33 118,Tendon 118 198.288,0.00 0.25,0.00 4.65,0.00,4.65 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_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 17 L2 27.72 0.15 16 443.50 0.50 1 2 Tendon 18 L2 116.44 0.15 28 3260.38 0.50 2 3 Tendon 19 L2 70.82 0.15 22 1558.09 0.50 2 4 Tendon 21 L2 121.52 0.15 20 2430.31 0.50 2 5 Tendon 22 L2 112.84 0.15 14 1579.70 0.50 2 6 Tendon 23 L2 122.36 0.15 22 2691.97 0.50 2 7 Tendon 24 L2 102.88 0.15 18 1851.82 0.50 2 8 Tendon 20 L2 71.71 0.15 16 1147.36 0.50 1 9 Tendon 25 L2 57.81 0.15 24 1387.41 0.50 1 10 Tendon 26 L2 66.51 0.15 5 332.53 0.50 1 11 Tendon 27 L2 66.61 0.15 5 333.06 0.50 1 12 Tendon 28 L2 66.61 0.15 5 333.06 0.50 1 13 Tendon 30 L2 66.61 0.15 5 333.06 0.50 1 14 Tendon 31 L2 66.61 0.15 5 333.06 0.50 1 15 Tendon 32 L2 66.61 0.15 5 333.06 0.50 1 16 Tendon 33 L2 66.61 0.15 5 333.06 0.50 1 17 Tendon 34 L2 56.55 0.15 5 282.77 0.50 1 18 Tendon 35 L2 37.77 0.15 5 188.85 0.50 1 19 Tendon 42 L2 59.94 0.15 5 299.71 0.50 1 20 Tendon 43 L2 59.94 0.15 5 299.71 0.50 1 21 Tendon 46 L2 59.94 0.15 5 299.71 0.50 1 22 Tendon 47 L2 57.25 0.15 5 286.24 0.50 1 23 Tendon 48 L2 55.47 0.15 5 277.37 0.50 1 24 Tendon 49 L2 54.78 0.15 5 273.92 0.50 1 25 Tendon 50 L2 54.78 0.15 5 273.91 0.50 1 26 Tendon 51 L2 55.30 0.15 5 276.49 0.50 1 27 Tendon 52 L2 56.04 0.15 5 280.19 0.50 1 28 Tendon 53 L2 56.78 0.15 5 283.90 0.50 1 29 Tendon 54 L2 56.68 0.15 6 340.09 0.50 1 30 Tendon 55 L2 56.48 0.15 6 338.90 0.50 1 31 Tendon 56 L2 52.05 0.15 6 312.29 0.50 1 32 Tendon 57 L2 51.09 0.15 1 6 306.56 0.50 1 33 Tendon 58 L2 60.14 0.15 6 300.82 0.50 1 34 Tendon 59 L2 49.18 0.15 6 295.08 0.50 1 35 Tendon 60 L2 45.79 0.15 6 274.74 0.50 1 36 Tendon 61 L2 44.92 0.15 6 269.53 0.50 1 1 37 Tendon 62 L2 43.90 1 0.15 6 1 263.38 0.50 1 1 38 Tendon 63 L2 42.94 1 0.15 6 1 257.65 0.50 1 1 39 Tendon 64 L2 41.99 0.15 6 251.92 0.50 1 40 Tendon 65 L2 41.03 0.15 6 246.19 0.50 1 41 Tendon 66 L2 38.83 0.15 6 232.99 0.50 1 42 Tendon 67 L2 28.54 0.15 6 171.23 0.50 1 43 Tendon 68 L2 22.80 0.15 6 136.79 0.50 1 44 Tendon 70 L2 55.37 0.15 5 1 276.86 1 0.50 1 45 Tendon 71 L2 54.29 1 0.15 5 1 271.44 1 0.50 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 40 L2-49 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 46 Tendon 72 L2 54.36 0.15 5 271.81 0.50 1 47 Tendon 75 L2 58.35 0.15 5 291.76 0.50 1 48 Tendon 76 L2 61.76 0.15 5 308.82 0.50 1 49 Tendon 77 L2 60.76 0.15 5 303.80 0.50 1 50 Tendon 78 L2 59.75 0.15 5 298.77 0.50 1 51 Tendon 79 L2 58.75 0.15 5 293.75 0.50 1 52 Tendon 80 L2 57.75 0.15 5 288.73 0.50 1 53 Tendon 81 L2 56.74 0.15 5 283.71 0.50 1 54 Tendon 82 L2 55.26 0.15 5 276.31 0.50 1 55 Tendon 83 L2 54.36 0.15 5 271.81 0.50 1 56 Tendon 84 L2 54.36 0.15 5 271.81 0.50 1 57 Tendon 85 L2 58.35 0.15 5 291.73 0.50 1 58 Tendon 86 L2 61.75 0.15 6 370.50 0.50 1 59 Tendon 87 L2 60.75 0.15 6 364.52 0.50 1 60 Tendon 88 L2 59.76 0.15 6 358.55 0.50 1 61 Tendon 89 L2 58.76 0.15 6 352.57 0.50 1 62 Tendon 90 L2 57.77 0.15 6 346.60 0.50 1 63 Tendon 91 L2 56.77 0.15 6 340.62 0.50 1 64 Tendon 92 L2 55.26 0.15 6 331.57 0.50 1 65 Tendon 93 L2 54.36 0.15 6 326.18 0.50 1 66 Tendon 94 L2 54.36 0.15 6 326.18 0.50 1 67 Tendon 96 L2 58.37 0.15 6 350.24 0.50 1 68 Tendon 97 L2 61.79 0.15 6 370.71 0.50 1 69 Tendon 99 L2 59.78 0.15 6 358.68 0.50 1 70 Tendon 100 L2 58.78 0.15 6 352.66 0.50 1 71 Tendon 102 L2 60.78 0.15 6 364.69 0.50 1 72 Tendon 103 L2 56.77 0.15 6 340.62 0.50 1 73 Tendon 104 L2 55.26 0.15 6 331.58 0.50 1 74 Tendon 105 L2 54.77 0.15 6 328.64 0.50 1 75 Tendon 106 L2 54.77 0.15 6 328.61 0.50 1 76 Tendon 107 L2 54.73 0.15 6 328.40 0.50 1 77 Tendon 108 L2 37.90 0.15 6 227.39 0.50 1 78 Tendon 109 L2 39.45 0.15 6 236.70 0.50 1 79 Tendon 110 L2 26.69 0.15 5 133.47 0.50 1 80 Tendon 111 L2 26.69 0.15 5 133.47 0.50 1 81 Tendon 112 L2 26.69 0.15 5 133.47 0.50 1 82 Tendon 115 L2 55.67 0.15 5 278.35 0.50 1 83 Tendon 116 L2 26.69 0.15 5 133.47 0.50 1 84 Tendon 117 L2 66.61 0.15 5 333.06 0.50 1 85 Tendon 118 L2 57.78 0.15 6 346.66 0.50 1 Summary by Tvne 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 38531.64 4860.95 19949.94 91 79 Total - - 38531.64 4860.95 19949.94 91 79 Summary Reference Plane Floor Area Floor Volume Weight Rate Rate Cost ft2 ft3 Ibs Ibs/ft2 Ibs/ft3 $ Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 L2 12501.08 15419.87 19949.94 1.60 1.29 79799.77 Total 12501.08 15419.87 19949.94 1.60 1.29 79799.77 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 42 L2-51 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 117 MATERIALS Specific Data: L2 File Name: Bldg_D_5.adm FLOOR -PRO 117.20 CONCRETE MATERIAL PROPERTIES ID Label F'c Unit Weight Type Ec Creep coefficient psi pcf ksi 1 4000 psi 4000 150.00 Normal 3835 2.00 2 5000 psi 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 D 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/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 43 L2-52 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.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 = 0.75 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=2.13in At bottom = 2.13 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 44 L2-53 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.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 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)Al/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)Al/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)Al/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 45 L2-54 Project Name: Tukwila Village Building D Date of execution: September 26, 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: L2 File Name: Bldg_D_5.adm = 0.45 = 3.00 = 3.00 = 7.50 = 7.50 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 Idealized Tributary Plan for Support Lines in X-Direction 09/26/14 17:14:09 Tukwila Village Building D 7:14: Bldg_[ _5.adm L2 Idealized Tributary Plan for Support Lines in Y Direction 09/26/14 17:20:20 Tukwila Village Building D 7:20 B1dg_D_5.adm L2 r N CD Wall Lintels Designed as Non -Prestressed Members. See Etabs Model for Analysis. Stress Within 10% of Allowed this Location. Stress Check - Y Direction 09/26/14 17:52:02 Tukwila village Building D 7:52: Bldg_D_5.adm L2 N Ul 00 Strength Check - X-Direction 09/26/14 18:00:38 Tukwila Village Building D 8:00: Bldg_D_5.adm L2 N Ul 8W Y X Strength Check - Y Direction 09/26/14 18:02:57 Tukwila Village Building D 18:02:57 Bldg _D_5.adm L2 N O L2-61 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm 2012 DESIGN LEGEND This legend is provided as an aid for the interpretation of the results that follow. .......................... ...... Aitawable av:eSS _. _..... IMM M+W=& Ara n;Liw�f6 Aw. ptpnkw 114nMFMe?Rm!. :tn§ •t+n �idt SiroY AtDM3. Q. +M§iflt� §�Y ill.�yaE+ Imi .1§EfY+� 10tiL nIW • Im]TYUHfiY� kM.iMi_9s+ ImY O1W W Im LIn YW• ImYhlYYlwit; ftl§§Y YOIMItl Y. YLIYC bY�lut.+ 19i . _ 46 �f . a _ •V. i @ ! 8@ mA .eb ' Tqn l Cunt iCAl9 7n.N 7gn.1 Ipw l Y�g' 3p.. 9 C@T+ T Fib or s4v5'sCatcaletsutre€s ..) B�Gtarn fif nt try DESIGN STRIP,SSMVICE CDI4'IBINATION STRESSES ......... .. _ ..... E�6C71¢e1I.nF Iq.YL,nnItI11 Y�Y.f 1 ApyKLeri ip LW.nr.. ae:t:+ I.Y:n:ieYwlDr.I.k>Etleu§a..Yia Ltn t-om•�fN>h7YaL. ?W.artOca.r wTannn4Ls ,�++.---„+" e Yam, "'YP'F: •.Pf i,a.. Y(m. i. - f .�> . DESIGN STRIP "DESIGN�VIO�T (510mtt f drary s eat OW iKn axe site) ii J�; wb>sn�t F0a't•wn€T�* pevR oav:rL.a �erLm Fi�h� Peq�+ic�d t [s'sYY a,exz a,rr;a row,. CYaYS DESIGN STRIP R=ORCE1L•IlNT REQUIRED 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 47 L2-62 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012, Date. September 26, 2014 - Time: 12eg:g3 file: Support Line t 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: SupportLme 1 1.2 Laad Case: Service(Sustained Load) 1.00 x Selfwright+ 1.00 xDead lead+ 0.30 x Live load + 1.00 x Prestressing 2-MEMBER ELEVATIOt ni su e:s• "49 00 r*se I I I 3 - TOP RESAR 3.1 ADAPT selected 3.2 ADAPT sele dad' 5 - BOTTOM REBAR 5.1 ADAPT selected 3.2ADAPT selected uer.air.�r�-�w.�Q-ae*:�aara.aa-sre3wesro�=•_. s.sr-a. czamr,�r, aaxxr..as:c-crease^a�m�s 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars m— om a.oa afo 090 ox ow 'required provided a:a fi.2Bottom Bars msx oaa a.sa 000 o.00 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 48 L2-63 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 2 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 .Date: September 26. 2014 Time: 12:48:53 file: Support Line 1 -PROJECT TITLE:Tukwila Village Bwilding.D' 1.1 Design Strip: Support Line 2 1.2 Load Casa: SeNce(Sustained Load) 1.00 xSet%wight+ 1A0 xDead load + 0.30 x Live bad; 1.00.x Prestressing 2- UEMBER ELEVATIVt Inl aaT zee=_ 2e.38 tex2 11 I II II I 3- TOP REBAR -3.1 ADAPT sek clad 3.2ADAPT selected 5 BOTTOM REBAR SA ADAPT selected 5.2 ADAPT selected *:r._-�.rrszs.-xrnx,.aaa.-.ma+are rWsc�averre-�e=ssm.-y,,a-e:,artr.:r ��-«•r<sxc*ereaa2-<-sr:eea- 6 - REQUIRED & PROM DED BARS 6.1 Tap Bars max oz.,aa� ono .ase coo oaa required. ass Provided 0.41 cee 6.28ottomBarsoaa- 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 49 L2-64 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 3 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-6ullder Version 2012 Date: September 26, 2014 Time: 12:46:53 file: Support Line 3 1 -PROJECT TITLE;.Tukevila Village Building D 1.1 Design Strip: Support Line 3.. . 1.2 Load Casa: SeNce(Susteined Load) 1Ae x Seweight + d.OD x Dead load + 0.30 x Lrre laed > l:QD x Prestressing 2 - MEMBER ELEVATIOE 3 - TOP REBAR 3:1 ADAPT selected 3.2ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52 ADAPT selected 6 - REQUIRED 8 PROVIDED BARS 6.1 Top Bars rbl. cm oo ooa o0o c.x "o I o.s Provided a a 626attomBars mio- n 1.00 o.oa ooa rno cao oca 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 50 L2-65 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 5 ADAPT - STRUCTURAL CONCRETE SOFTWARE. SYSTEM .ADAPT -Binder Version 2012- Date: SeptemEer 26, 2014 "lime: 12:48:54 File: Support Line S 1- PROJECTTITLE_Tu€cwila VillageBuilding:D .1 1 Design Strip -,.Support Lane. 5 12 Load Case: Service(Sustained Load) 1.00 x Sellxeight + 1.00 x Dead load + 0.30 x Live load - 1.00 x Prestressing 2-MEMBER ELEVATIO 1111 1276 79e 670ta.$3 0 -,a7, a I I I I - I I I 3-TOPRE13AR 3.1 ADAPT saleded 3.2 ADAPT sale cted 5-BOTTOM REBAR 5.1 ADAPT selected. «• 9 .ax+xi° la esx+ar S2ADAPT selected t�'SY<.'iet.N:G2•.•'rnnY.pa•:.^K'CSY...�zbi>JeLt`'.�cRic�:^e.s?'an"..n3=R'.xc's.�.-�%r>-¢%T'mJ*Gx�S•1.'.i-a^ 6 - REQUIRED & PROVIDED BARS 6.1 Top bars a:aa aaa aaa a.x o.a9. aa: as; F rm- equlred proAded 6.2 Bottom BarsTOM aaa ::u aao $m... ;ca 2'M sst 7 -SHEAR STIRRUPS 7.1 ADAPT sale Cad. Bar Size Legs: 2 �� = Spetlng �m1 9.5 515 --------------- ; ---------------.-----------;.`----------- --------------------- 7.2 User -selected ---•-----------' ............................`----------------------`---'---------' Bar Size # Legs: aaa 7.3 Required area �- o_u jiq°ifti 10 - DESIGNER'S (VOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L2-66 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 7 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 12:48:54 File: Suppart Line 7 1 -PROJECT. TITLE: TukAtila.Ullage Building.D 1.1 Design Strip:. Support Line 7 1.2 Load Case: Senlce(Sustained Load) 11M xSelfi,eight+ 1.60 xDead load* 0.30 x Uve load + 1.00 x Prestressing 2 - MEMBE R E L EVAT40 tf1? t: I-D9 I I I II I 11 I ^.sat tt.ir cT W to f_ I I I I I I I I f l I I I I I I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT "Is clad 5 - BOTTOM REBAR W.9 ADAPT sele clad ez:ti 9 9x!-a• 5..2ADAPT selected x:aenxxm�svr,c.,a-marx.ixn^,eas-�ezvesr sasc,cr,.asx::a�nua., �'.c_rcavoa.*arew2xar:r:�e 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars 0a0 c.Do 033 4.99 1F 3.ti 195 d0o requiredI pravlded i.6 It c.9 6.2 Bottom Bars raanitit .0d 000 0,03 057 -G91 a.rz 04 000 7 - SHEAR:STIRRUPS 7.1 ADAPT eels dell. BarSize # -, Legs: 2 I Il Sparing jinj — SA- 1S 30.5 3S 5 fi 20 /6S 7.2 Useraeleded --___._______ ________A__':__._______ _ _______ ____ _` ____ �_ _ Bar Size R Legs: 16 ..............._,__,__,____ `____'__' ___ __ _________ ________ ________________'.... _..___' 7.3 Required area {in'iR) cv 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 52 L2-67 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 8 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BullderVersion 2012 Date., September 26, 2014 Time: 1245:54 File: Support Line 8 1 - PROJECT TITLE -Tukwila Village Building D 1.1 Design Strip: Support Line 8 1.2 Load Case: SeNce(Sustained Load) 1.00 x Selty eight 4 1.0 G xDesd losd + 0.30 x LFre load + 1..09 x Prestressin g . 2-MEMBERELEVAT1Ot :t R2 0 ''. II II II II Z.. tO J ?F,LNi 18.i2 II I I I I II II I I I I II II II -----1 II I I I I II 3 - TOP REBAR 3.1 ADAPT selected. 3.2 ADAPT sole cled !sxzn• ar,,s" ;s soar.-6� i •q,Z'o6^ 5 - BOTTOM REBAR 5.1 ADAPT selected a�}.-axzv s rossxizs� 5.2 ADAPT selected wr`cenrc-m--�xranz�-aims ar<w r .. zexver.-r_l. sa.mr-aes>.sur.%er_•.r,css:.•szax*c�emxr�-x-srcx.xe 6 - REQUIRED &.PROVIDED BARS, 6.1 Tap Bars In 6m s:r_ as 1u -o.ra 5.as sa 4.02 .c.a5 tin`) regw ad s ;provWad -. 19 1 6.215iattom Bars z lflea7 .^..4] C1t .^,.x a.00 362 190 om go 7 - SHEAR STIRRUPS 7-.1 ADAPT solected. Bar Size# 5 Lags: 2- Spacing [In]. .. S.. 11.6660.5 t6E.3 ae.03.53.0. 166 7.2 User -selected _____________________________________------------------ " ______________-___ ��- - Bar Siza ft Legs, ,e - 1 - 7:3 Required area (in=lftj ai 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 53 L2-68 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 9 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM .ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 12:46:54 File: Support Line 9 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Lhee 9 1.2 Load Case:-SeNcesustained Load) 1.00xSelfvei9ht+ 1:00xDesdlosd+ 0.30 xUve load+ 1:0D x Prestressing 2 - MEMBER ELEVATIO Igl n raa rka 1az1 II II II II II �I II II 1..11 VX 18: I I I I II I I I I II I I I I II 3 - TOP REBAR 3.1 ADAPT selected rxraro• saxs.- 7 .exas• 3.2 ADAPT sale ded + .ase• "-" .saxsa^ rc + slime^ 5-BOTTOM REBAR 5. 1 ADAPT seie ded m•rixze rr msanze^ 5.2 fiDAPT seleded �serc _-ero-xvrnm,��s ex rs��rvear_s.� Eas.,cxzc.m::sesrro::..xe: �.ra.maeervne.+e3rae a . a• a ngx±a6• Sae 6 - REQUIRED & PROVIDED 13AARS 6.170p Bars 1m.m -0._a5 1Sr iaa 1 ..c: aia :Aaa. avo: { in=j , 6; required provided . a. Is. 6.2 Bottom 8 ars 29 nsmt a•x oca 0,00 auso.at aoa. aaa 7 - SHEAR STIRRUPS 7.1.ADAPF seleded. Bar Size 'IS Legs: 2 Spaang [nf ® �I i.a. <a ik 'am- S as a.- 156 7.2 Sizleded B. Bar Size? Lega: .. •___________ __________ ____________________._.,_______ R.8 ------------' �_______. _____,.L ' 7.3 Requiredaree "--r a:r Ia. 11M 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 54 L2-69 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 10 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Persian 2012 Date: September 26, 2014 Time: 12:48:31 file: Support Line 10 1 - PROJECT TITLE; TukWIa Ullage Building D 1:1 Design Strip. S upport Lore 10 1.21-aad Case: Service. (Sustained Load) 1.00x5e11wai9ht+ 1.00 xDead load-+ 0.30xi-Neload • 1.00xPrestressing 2- POEMBER ELEVATIO IM :tom 17b 26-s „.5 16X 22:zs 15Az II II If 11 II II II I II II II II II I II II II II 3- TOP REBAR 3.1 ADAPT selected><�' 12ADAPTseladeQ eaxsn� rs5'• oess• ®:tv' us 6(�teExty 5-BOTTOM REBAR F 5.1 ADAPT selected. tt e�xsa,. 5.2 ADAPT selected +�e.�cr.-rs-:-.:r u. sms.a�+e +a..�-acwvexess:.e= •-a.apm,:r.. r-..sms.-....±mwz?x � .rtex-.sacv: 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars aai 3W 3.72 266- az� am in']a"A required 5 provided ! Is. 6.28attom Bars " am a coo am ! W 7-SHEnglinj STIRRUPS �®� 7.1 ADAPT sel; ed. Bar Slze#z Legs: 2 Spadng imj SS SS tS �sa.a tF-!a.wA3.v a.x Sa359 t6c 7.217 seraseleded ______ ______ ____________ ` _____ j __________- Bar Size # Legs: ____________' _______ ___________________-________ _________' 2P 7.3 Required area {in7Rj ae °; sEa-s tat. t.atz t.it& tx;;. zS6t a�aa 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 55 L2-70 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 11 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtser 2E, 2014 Time: 12:48:54 fie: SupportLine 11 1 -PROJECT :TITLE: Tukwila UI lag a Building. D 1 A Design Strip: Support Lime :11 1.2 Load Lase: Senice(Sustained Lead) 1.00 x Selty eight+ 1.00 xDead load + 0.30 x We load + 1.00 x Prestressing 2 - MEMBER ELEVATIOP Ifti 65.8. is 19 Q6. 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected. 5.2 ADAPT selected :u�=er,�rc-a-xrnr,c a-moera.rr^<eywes~e>:.._s <su-aea.�.r.�-cam.. ��-,.. x:zcfs.,eawe-n-sr,�:x 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars aa0 o.0s asa 0010:013 n a.s req lied .- provided — as o's. 6.2Bottom Bars nm .0aa are o-so na0ac0 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 56 L2-71 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 12 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 gate: September26, Z014 Time: 12:48 U Fie: Support Line 12_ 1- PROJECT .TITLE: Tukarila Village Building.D 1.1 Design Strip: Support Line 12 1.2 Load Lase:'Senice(Sustained Load) 1.00 x Seltmight> 1.00 xDead load + 0.30 x Live load > 1:00 x Prestressing 2 - MEMaE R E LEVATIO {ftj ss_rr 11 II 11 II II II I` I 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale cted 5-BOTTOM REBAR 5.1 ADAPT selected. 5.2 ADAPT selected. as�*ensx.-earnvnx.>...+-a•eax m^2: rcs��_.=_ :rae a�:sez nsce:=.a�:s�r�s:.a%xrec�*er.-ar�ti� fi - REQUIRED & PROM DED BARS 6.1.Top8ars maga coo ana in' required provided o.a c. 62 Bottom Bars m5n ant 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 57 L2-72 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 16 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Sui lder Version 2012 Date: Septemher26,2014 Time: 12:48:5d- Fle: Support Line 16 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line 16 1.2 Load Case: Sermce{Sustained Load} 1.00xSelhveight+ 1.00xDeadlaed+ 0.30xLivelo.ad+ 1.00x Prestressing 2 - MEMBER E LEVATiO tf Iftf 15.55 I I I I I I I I I I I I 3 - TOP REBAR 3.1 ADAPT sele ded 3,2ADAPT selected 5-BOTTOM REBAR E.I ADAPT selected 5.2ADAPT selected naze.ce1^�ix.+z-ss�}-,mrc:,-care sxn-ec>roesr-.s.-szr:.r.e...vsesrseer.-...es..•:ama!xrnaz�--arcu me 6 - REQUIRED & PROVIDED BARS 6.1 Top8ars max 025 aeo faQLl red Ca3- provided 6.260'ttamBars _,o .__-- ..._.._....... _-_.....__--------- .....-. - IneX aSM.. Tzo. 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 58 L2-73 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 17 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: SeotemterM, 2014 Tim-: 72:48:0< Fie: Support Line 17 1 - PROJECT T1TLE:Tukevila Village Building D 1.1 Design Strip:. S upport Line 17 1.2 Lead Case: SeMce(Sustained Load) 1.00xSellmight- 1.O0xDead1osd- 0.30xuveload- 1.00 x Prestressing 2 - MEMBER E L EVATIM 1 l l 11 917 WO 15D610 I I I I I I I I I 1 I I 3- TOP REBAR 3.1 ADAPT selected s >aa•• + _ax;r 3.2 ADAPT sets Cad axiza- sx+rs^ 5'-BOTTOM REBAR 5.1 ADAPT selected. T 'x1zs" v.2'ADAPT selected9x:•e s�ar9r.:ax• r:;rrrr.^.rcvrsmnm�,nar.-ssm�-sca-sere=�=�sa,.ce.a;.�ca. e--ar M.+--s�..::.x. 6 - REQUIRED & PROVIDED BARS 8.1 Top Rare MR aaa. .,sao 66, 322 saa rm- equired provided : is 5:.28ottamBars To ]21 0 9^. _`o5a 9.Q0 A.ao 7 - SHEAR STIRRUPS' .7.1 ADAPT sale cited. BacSize#S Legs;t Spacing Cnl +1,5 T.s AS.S- i.a sa 6..6 a.fi 3A 2q 3' t6i _ 7.2 User -selected _______ ____________________________________ _________ _________-.____, .__ ear Size# Legs: -' -.- -' -- --- --- za 7.3 Required area ;inYBl as F1 W °' as I r 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 59 L2-74 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 18 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version Zo12 Date: September 26, 2014 Time: 124&54 He: Support Line 18 I - PROJECT TITLE: Tukwila Village Building.[ 1.1 Design Strip: Support Lire 1a 1.2 Load Caw:-Service(Sustained Load) 1.00 x Selfvraight+ 1.00 xDead load + 0.3Gx Live bad+ 1.00 x Prestressing 2 - MEMBER E LEVATIi}r ttt� ?ab0 M67 !3,?9 11. II I II II 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale clad 5 - BOTTOM REBAR 5.1 ADAPT sale cited 5.2 ADAPT selected nee �errs_ewzunvr•canna+wrne+oareeaveccs>_�ssc•.w-a•s:�+!e^cx.acsar..x xaamuvnx-sr-ice- 6 - REQUIRED & PROVIDED BARS' 0.1 Top Bars max oaa ns o.m c.oa osa aaa aoxo. I in') required .- "' Provided a.a E.28attomSam max coo aoa cx a.oa ono a.aa 01na 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 60 L2-75 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 19 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September26, 2014 Time: 12:48:54 Fife: Support Line 13 1 PROJECT TITLE: TukMlaVillage Building .D 1:1 Design gip=Support Line 19. 1.2 Load Lass: Sen1ce(Sustained Load) 1.00xUlMeight4 1.O0xDesd1oad+ 0.30.x LNe.load- 1.00.x Prestressing 2 - MEMBER E L EVATIOE ft; a� efs -gar zs sr r5n I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected. 5.2ADAPT selected v'S-itr5x_-e�r...szr,-rr:a,ne: me rr.,>Tasrastlr=S sa,.s..a-eyssr.Ee.�.,.ac.c--.�:: sr wec&s reY:ve-,e-s:+, Y,-,x- 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars max o.m o.00 can coo aaa a.m j in-1 a:; required provided, s 6.2 Bottom Bars max a.x aao oca ano cca 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 61 L2-76 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 20 ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26,204 Time: 12.48:-A Fla: Support Line 20 1 - PROJECT TITLE; Tukwila Village Building,D' 1.1 Design Strip: Support Line 20 12 Load Case: Servioe(Sustained Load) 1.00 x Selfuaight 1.00 xDead load + 0.30 x Live land + +1.00 x Prestressing 2 - MEMBER ELEVATiOt tnl I II i I II I I I I I 3— TOP REBAR 3.1 ADAPT seta ded 3.2 ADAPT sale dad 5-BOTTOM REBAR SA ADAPT selected .aMMW 5.2 ADAPT selected rsxac^ aac:.sernsrc-x .uon,mmaae aaa«ee�.vcmr_:e sas.�caes.>:seer.r:+,saemr..aaasszcrczue.++-sm.x> 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars. max 0.0a 040 I let required provided s i . a.s 6.2Bottom BE .e max 0n0 a: 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 62 L2-77 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 21 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuildeiVersien 2612 'Date: September26, 2C14 Time: 12.46:54 File. Support Line 21 1 -PROJECT TITLE: Tukwila Village Building. D 1:1 Design Strip: Support Line 21 1.2 Load Case: SerAce(Sustained Load) 110x.Seltwight+ 1tD0xDeadload* 0.311xLrleload- 1:13Dx Prestressing. 2 S- PtAEMBER E LEVATIOE i�i tSy2 -4 t.73 t-e 6o l3. d2 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded 5 - BOTTOM REBAR 5.1 ADAPT seleded 9.2 ADAPT sale clad s Lsxs's's ia:xe2- ? Y-.'.rier+xzno—n�nv.^.wa�:+ra• etY.! ta`a e2axxes.Y9.re eass^c'�ae�:.smf:.�cr. �m.sz.�•asxe�craween-sr.>- 6-REOUIREO & PROVIDED BARS 6.1 Top Hers MR 02a ON age sx aaa OLD jin'I. s� pfavided 3.F 6.2 Bottom Bars il3 — ....-:_� PnaR GG9 690 ]27 ❑.47 GA9 7A0- 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 63 L2-78 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 22 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemt,er 28, 2014. Rime: 12:48:EA File: SupportUne 22 1 -PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip: Support Line 22- 1.2 Load Case: SeNce(Susteincd Load) 100 xSeltimpld+ 1.110 xDead load +.0.30 x Ltve load + 1.00 x Prestressing, 2-iMEMBER ELEVATIO M, !95F +.7.e] 22572 591a .3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale cted 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT. selected ' o<-.a. u'iet3x-e-.:a+amnia'n^.:^sm'ert¢m><e-aae¢t+x Easc�cr..a.s:�s:r.»Y.aa ecrr.bxaR.rreaxe-.xi�a:,e::ee 6 - REQUIRED & PROVIDED BARS 61 Top Bars n1 -000 ago _3no Rao ono o0c '000 required ,'.c provided .— a 2 4.' 6.2 Bottom Bars n= a0.1 ODD DDD DOD ADO 5.4E OOO 10 - DESIG NER'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 64 L2-79 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 23 . ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: SeptemCer2fi, 2015 -Time: 12:49:54 He: Support Line 23 1 - PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip: SuppoA Line 23 ` 1.2 Load Case: Semce(Sustained Load) 1.00 x Selnwlght 4 1.60 x Dead lead + 0.30.x Live load + 110 x Prestressing. 2 - MEMBER ELEVATiOt IKi ar sz r z � ssea' 3 -TOP REBAR 3.1ADAPT selected 3.2ADAPT selected r +oaxi2o" 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT. selected. :axi2n- ar.c�r:�sx.-n-xov-z„-a^.ram:s.-xro-xrm_�.._ssszrc�: ase'r.�.r:.�_s,esos`� +rrex�m^.r-seer -tee 6 REQUIRED & PROVIDED BARS 6.1 Ts ep:Bars 1`01- noo am e.12 aaa [rin equired .- ` provided ao 6.2 Bottom Bars ' a IRBR e.^,9 9.m 331. a40 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 65 L2-80 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 24 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 28, 2014. Time:12:48:54 Fie: Support Line 24 1 -PROJECT TITLE: Tukwila Village Building D' 1.1 Design Strip_ Support Line 24 1.2 Load Case: SerAce(Sustained Load) 1.00 x SelM,eight 1.00xDeadlosd+ D.30xLiveloadi talixPrestfessing 2 - MEMBE R E LEVATIO IBI sa:z ss s8 hr 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT seleded 5-BOTTOM REBAR, SA ADAPT selected ADAPT selected z ems" +u cen?sxxrsa,,-..vaa�.w an s�-nsas�ec��eaz=.-zm.�a-a:.�r.:n-..eas,-axe zcs�zEmraa*ex-.sm^,e«- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars, eax aoa 6,42 0.06 �eetuired s+ Prevlded + 1D 6.2 Bottom Bars _ 3cc aca cas o,b 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 L2-81 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 25 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September Z6, 2014. lime: 12:48:54 File: Support Line 25 1 -PROJECT TITLE: Tukwila Village Building D -1.1 Design Strip. Support Line 25 1.2Load Case: Sernice(Sustained Load) 1.00xSelkeights 1..00xDeadload+ 0.30xLi4eload+ 1.00x Prestressing 2-MEMBER ELEVATID tft. gall Q0 Is, I I I 3-TOP REBAR 3.1 ADAPT sele clad 3.2 ADAPT selected � .• _9v ldulr 5- BOTTOM REBAR 5.1 ADAPT selected S.Z ADAPT selected 5 ,asszus. n �.zerrsx.,n-smro:„x-sa aer r. sxar.cz-es.-_c, e�:.�,aes.�r.�v-, se.z�sea�:sr�w.�-t-zr,-�� 6 - REQUIRED &.PROVIDED BARS 6.1Tpp Bars or,'�F 2se e.26 oao 000 0.00 €inj a required s. rr — provided !re II 6.2 Bottom Bars 4.00 o.co soo 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 67 L2-82 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 27 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2@12 gate: September 26,2014 7me:12.4854 Fie: Support Line 27 1 -PROJECT TITLE:Tukwila Village Building D 1d Design Strip: Support Line 27, 1.2 Load Case: SeNca(Sustained Load, 1.00 x Seth -might> 1.06 xDead load- 0.36x Live load + 1.6Q x Prestressing 2-MEMIKR ELEVAT1.0 In. �.: saE zs:. L] I 3 - TOP REBAR 3.1 ADAPT sale ded 3.2ADAPT selected 5 - BOTTOM REBAR 6.1 ADAPT selected 5.2,46APT selected �xrr_-,e-�rwrm.;�amaarr. rx�-.ecxivex.ec� easr�ox�ae aia�.nxr..aaxz¢,-arsaa%r.a-rerm:x � 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars, m a 067 o.ex.a3 oco o0o oco I in`F. 05 required Provided 'o.tt c,^c. 626attom Bars m'o ono om 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 68 L2-83 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 28 ADAPT - STRUCTURAL CONCRETE_ SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septernber26, 2014 Tiue: 12:i8:S4 File: Support Line 26 1 -PROJECT TITLE: Tukwila Villag a Building D 1.1 Design Strip:. Support Line 28 - 1.2Load Case: Sentce(Sustained Load) 1.00.x Selfimight>-1.00 xDesd load+ 0.30 x We load+ 1.00 x Prestressing 2 - MEMBER ELEVATIOE 1ni i i -t 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selectedeE" 5-BOTTOM REBAR 5.1 ADAPT selected EY'2a" 'I ADAPT selected ziauxisv s+. csv ra.�ien+,ca-c-.�r.r:r:mamem�aywe�:.eE.ao,a�a_:am.r.-nx-..�.+e�cxs�cr-ca�a^-t�y>e«- 6 - REQUIRED & PROV{DED BARS. 6.1 T.op Bars ® a coo coo aoa .,m o.m ^.2s 02. c.w OW in rI equired -as provided E :1 6.213attom Bars mexc e71 oco aco. -ow. cw I'm aao om oaa 7-SHEAR STIRRUPS 7.1 ADAPT selected. Barsize#4 Legs: 2 Sprang pnI _ rxsoiss. z+m.ea —. 7.2 User,sekded Bar Srze 7 Legs: iz - - 7.3 Required area a. {inzM{ s 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 29 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version Z012 Date: Septemter28,2014 'eime:12:48:54_ File: Support Line 2.4. 1- PRP�j T TITLE: Tukwila Village Building D' 1..1 Deaign Strip- Support Line 20 1.2 Load Gese: SeMce(Sustained Load) 1.00xSelNM9ht4 1.00xDeadload+ 0.30xLt4eleadr 1.00xPrestressing 2-MEMBER ELEVATtOt {tlj Pe id.F 7:5 E 3r1a 16-3 1 II II II II II l II II II II II I II II II II II • 1--1 F1 I--1 Y---1 3-TOP REBAR 3.1ADAPT selected . Q-111F, q�tX53' 3.2 ADAPT selected .I,el='�-�.zs•5zesxEc:, 5 - BOTTOM REBAR. 5.1 ADAPT selected s s31c1 o' 5.2ADAPT selected ' o-exmv S"s nxs NS!:iGf.3x^u"f.`a�.'.sSa�n6`Q!.r!s,4rs.:estC:rlFx tcL'.mIIe Y:Rsfife'pMe�S e.�.rb kCteYJrr_".x^.'S2�YW 6 - REQUIRED B PROVIDED BARS 6.1 Top Bars rr!�CYAAA AA. ow -:e7 23e 3.0^. 1.* 1.13 15a 193 a.CO required .- - - - - . . promed .._.__._. � 6.2 Bottom Bars e maxilvAs 0.00 DIM OLD Ada Sz3 :Aa7 9ilA C.30 9Ga Aa) 7 - SHEAR STIRRUPS -- --- :7:1 ADAPT selected. B arSize # @ Legs: 2 Spacingfinj .. tsa zs 7.2 Useraleded ; Bee!ele _Lags: __ -------'---'----'---`--------------`---------------'------------ --------' 73 Required area {in=1Rj a of0 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 L2-85 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_6.adm FLOOR -PRO 2012 SUPPORT LINE 31 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Sertember 28, 2014 Tlme: 12:48:34 Fie: Support Line 31 1 -PROJECT TITLE:TukQa Village Building D 1:1 Design Strip: Support Line 31 1.2Laad Case: Sewce(Sustained Load) 1.00 xSelMeight+ 1.00 xDead load '+ 0.30x Live load 1.06 x Prestressing 2- MEMBER ELEVATtOt tft; zsa zee: aozz 21..y +a-s z=aa 1a.sa II II II II I II II II II II II II 3- TOP REBAR 3.1 ADAPT selected- E' 3.2 ADAPT selected �aE- 1 .[• l xeE- 5 - BOTTOM REBAR S.1 ADAPT sets ded. ^a' S.Z ADAPT selected NY.e'Tret!�-•z.^e�'s!mr.C9c.*6` fT:: ium �a ehw[cTx Exs e^.«me_ spvmmn"G"C=%, cY.sec..-�bsss.L'CrN�re'.ro�sC^r. �� 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars max am .aaa i.as -123 iaa 21e z.as am I ifl! a:z required 's provided +,s 0. 6.2 Bottom Bars ma; ax a.X aca u- ana ON ara 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 71 L2-86 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 32 ADAPT- STRUCTURAL CONCRETESOFTWARE SYSTEM ADAPT-00dar Version 2012 Date: Septemher26, 2014 Time: 12:48:54 Flee Support Line 32. 1 -PROJECT TITLE: Tukwila V/Ilags BuildingD 1.1 aesig n Strip: S upport Lane 32 1.2.Load Case: Senlce(Sustained Load) 1.00 x 5ellvveight> 1.00 xDead laid + 0.30 x Live load + 1.00 x Prestressing 2 - MEMBER E L EVATIOt tft1 2560 0'. 26.51 eea I I I 11 I I I I 1 I I I I I I I I I I j l I 3- TOP REBAR 3.1 ADAPT seladed 3.2 ADAPT selected lxsa 2 >xaxa: 5 - BOTTOM REBAR -5.1 ADAPT seleded 5.2 ADAPT sale ded " td�'Tetfhxa�#rnc'x e':m0.'LLT:r T;nnhecA esSU:z F.vs :'ma.a.��.®t Y.'.!'C�¢Y evt.T.Ys�z"PreZJn` `"u'^1MY GCS 6 - REQUI RED. & PROM DED BARS 6.1 Top Bars to asa Dal 'a.33 coo (Iny as Mulled D e provldad oz Da D.i 6.2 Bottom Bars j mBX E.dD a DW:0?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 72 L2-87 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 33 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: SeptemCer26, 2014 Time':12:48:55 File. Support Line 33 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Lore 33 . . 1.2 Load Case: Service(Sustained Loady U0 xSeltveight; 1.00xDesd loader 0.30x Live load + 1.00 x.Prestiessing 2 - FSEMBE R E LEVATtOt iM 15.a'i 25... E„v^ !'%.dC 36Q 1a. I I I I I I I I I I I I I I 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 selectedaE6zre- 5 - BOTTOM REBAR rF-� 5.1 ADAPT sek cled 5.2 ADAPT selected s +s==>;5'e' me:=sr.+>�,e-xmr.r<c=ea.-v..er..!'s�><eaxecer.�=as�•.;:'-�.-mr:,�nx�r..�.s��x:xc:-a.ezre�-sr��s- �r 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars rn oae CM aaa am a.&, a n am eol annm in ;.i requin;d .- provided 0.0 6.26 attom Bars mex am am 119 goo a,v oso aoa ISM 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 L2-88 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 34 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Bulkier Version 2012 Bate: Septefter 26, 2014 Time: 12:48-.55 Fie. Support Line 34. 1 - PROJECT TITLEJukwila Village Building D 1.1 Design Strip: Supportline 34 1.2 Load Caw: • Ser0ce(Sustained Load) 1.00xSeihseight4 1.00x0eadkaad+ 0.30x Lweload> 1.00 x Prestressing 2 - MEMBER E LEVATIOt tflt 113e 21W 25.ed M 1-1-M 2e50 II II 1 I 1 I I I I II I 11 II II I I I I II j.j I I II II I I 3-TOP REBAR 3:1 ADAPT selected 3.2 ADAPT sole ded 5 - BOTTOM R®AR 5.1 ADAPT selected. S.2ADAPT selected >�cera-:cs-•:z�nvnryaa.m• aar ra��,eevasr�re sasc,a� ees �r.�.vs, ia s--mru sxc.ar -�-sr-sue- G - REQUIRED & PROVIDED BARS i Top Bars mAic 000 am am .om am a:oe am aa;sm I n'i'. a s regwled pro del -_ as £:2i3attornBarsrroviia am am .em am a.m.. aaa am 049.m 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 74 L2-89 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 35 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version'2012 :Date: September 26,2014 Time: 12:48:55 Filer Support Line 35 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip;. Support tine 35 1.2 Load Case: Service(Sustained Load) 1.00x5elhceight+ 1.00xDead load + 0.30xLive load + 1.00x Prestressing 2- MEMBER ELEVATIO 1113 2161 +as.rs 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected 6 - REQUIRED & PROVIDED BARS. 6.1 Top Bars ro" aaa oaa a:s� required provided as a. 6.26ottom Bars .,pg;Z a,aa IN 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 75 L2-90 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 36 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: Septem6er26,2014-.Time:12:49:55 File: Support Line36 1 -PROJECT TITLE; Tukwila Village Building,D 1 A Design Strip:: SupportLine-35- t.2 Load Lase: Sernioe(Sustained Lead) 1.00xSetlhoelght+ 1-D0xDendloed+ 0.3oxtiveload+ t00x Prestressing 2 - MEMBER E LEVATiOf Inl zr=• ,a Fa Ms 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR S.1 ADAPT selected. 52 ADAPT selected :cara•„�e-r»v„rca-+wer,-r.,-.ze,�:�v�,:<u3�-cu,�.s:aa.na-x:-..�+essEevsxcec.m�2,x-sMa: ems: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ra a,w am.m a.aa Tao Tao rt. as re aQ!Red provided as .. 6.260dam8ars maxo am 00003 oao Tao 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 76 L2-91 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 37 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September Z5:, 2014 Time: 12:48: F fie. Support Line 37 1 - PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip: Support Line.37. 1.2 Load Casa: Sertice(Sustained Load) 1.00 x SelMeight 4 1.00 x0ead load - 0:30 x Uwe load 1.00 x Prestressing 2 -�1MtEMBER E L EVATiO i��t !z lE l !i!3 Y:SF 51.a3 I I I 3 - TOP REBAR 3.1 ADAPT sale cted 3.2 ADAPT sole clad 5-BOTTOM REBAR S1 ADAPT selected. 1x5�• 1:2 ADAPT selected. G - REQUIRED & PROVIDED BARS 6.1 Top Bars aaAlt- boa a03 aro aao a:a ono 'am fe"uired prauided !.a .. za 6.2 Bottom Bars rpm am eat aJa 321 .._s a.aa 9.aa 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 77 L2-92 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 38 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 201.2 Date: Septernter26,2014 Time:12:48:55 He: Support Line 38 1 -PROJECT TITLE: Tukwila Village Building, D 1.1 resign Strip: Support Line 38 1.2Load Case: Sernice(Sustained Load) 1.00 x SeMeight> 1.ODxDead load+ 0:30xLive.load+ 1.0Qx Prestressing 2 - MEMBER E LEVATI01, t l 2564 :2a ..22 '70.^J W.35 3-TOP REBAR 3.1 ADAPT selected 3.22ADAPT selected Q: exw 5 - BOTTOM REBAR S. ADAPT selected. 3 vx+ae 52'ADAPT selected 'Sx""• 6 - REQUIRED. & PROVIDED BARS 8.1T0pBsrs MeX am 00a I'& -0.0: 0.00 am r �n- e4uiwmd provided 0a 8.26ott0m Bars miuc. =03 cea 34+ am yam. 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 78 L2-93 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 39 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 12:48:55 He: Support Line 39 1- PROJECTTITLE:Tukwila VillageBuilding.D 1.1 Design Strip: Support Line: 39' 1.2 Load Lase: SeMce(Sustained Load) 1.00 xSelMeight+ 1.00 x0eadload+ 0.30x Live load + 1.00 x Prestressing 2 - MEMBER E L EVAT10t (ft! !2.n 12 M' I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selectedr .xexbe^ 5 - BOTTOM RE13AR 5.1 ADAPT selected 5.2ADAPT selected A'�'[lfbccn�:a.7ir CCh-e*0`n"r'-'3','Ylnrol S"�r"e WST.�'saescSsfiA.2�..M¢,..ti b15�64'O'"N:Yei'^'sM:^cr! 6 - REQUIRED R PROVIDED BARS 6.1 Tap Bars rna oI8 off. aaa 00] C3} 0.W oao- ILd lll�lllred ._ i3 povi:le4 0.2 62bottom flars max „o ooe o.oe oo� c.x. ncc 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 79 L2-94 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 40 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 28, 2014. Time: 12.48: 5 Fde: Support Line 40 1 - PROJECT TiTLE:.Tuko ila Village Building D 1 A Design Strip: Support Lace 40 1.2 Load Case: Service(Sustained Lead) 1.D0 x Sellmight 1:00 xDead load 0.30 x Live load + 110xPrestre53ing 2 - MEMBER E LEVATIOC 1111 ;e;s iaa 27.57 ra I.f J I I I I I I I I I I I I I I I 3-TOP REBAR 3.1 ADAPT sale ded a.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 52ADAPT selected .. xs.exr..vax::srexmc.+vrzm>:�- nx�cer.�x. ..�acaa:a-:moenr r�,-,maeA-yes,-er��.. Ta=-ae:yae:nus:'.. 5 - REQUIRED & PROVIDED BARS 6.1 Top Bars max' ox am aaa aaa am a.m aamm I in'- - r a., rezFuired proxided .- - oa c 828attamBars max am am ago. oas. om am a.oMm 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 80 L2-95 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 41 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemher26, 2014 T iime::12.48:55 File: Support Line 41 1 -PROJECT TITLE; Tukwila Village Building. D I.1 Design Strip:: Support Line 41 1.2 Load Case: Senice(Sustained Load 1.00xSetAveight+ 1.DDxDeadload. 0.30x Llae loads 1.00xPrestiessing 2 - MEMBE R E LEVATIOQ tftj s. a2.0 sane mse Ii Ii 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele cted 5 - BOTTOM REEIAR Sl ADAPT selected 52ADAPT selected z.�semr_.-earavrc.>s..mrsr. rs��eraes�s==.mc,::�aer,: crxr.. xme�>��a-sar.ea»e.+c-src�: x- 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars mropoa aaa am a.oe o.a: a.oam Iin'I red o.s pr=,ed a. 62 Bottom Sant rtmamaa aaa -am.. .aon ox 3an.v 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 81 L2-96 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 42 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date. September 28, 2g14 Time: 12:48:55. Fie: Support Line 42 1 -PROJECT TITLE: Tukwila Village Suilding. D 1.1 Design Strip: Support Lire 42 1.2 Load Case: SeMce(Sustained Load) 1.06 x SelV&ght + 1.00 x 0ead lcad . 0.30 x Live load + 1.00 x Prestressing 2 - MEMBE R E LEVATIOt igl 1 I I I I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT set- clad 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected ux�iernx��e-srae,cez-mr am. s>m�savem�nxs <c�ae c;.�e+ev^, s�o-m�:ex ec.ezm.^�rarx�e ee: 6 - REQUIRED & PROM DED BARS 6.1 Tap Bars ra caa 11e�: as required .- provided 0.5. 6.2BottomSam raft¢ ano 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 L2-97 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 129 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-6uAder Version 2012 Date: September 26, 2014 Time: 12:48:55 File: Support Line 128. 1 -PROJECT TITLE: Ttikwila Village Building. D 1.1 Design Strip: Support Late 120 1.2 Load Case: Sernice(Sustained Load) 1.00 x Selfiwight < 1.00 x Dead load + 0.30 x Lrte laad + 1:00 x Prestressing 2-111EMBER E LEVATIOE tgi .t � s.vc I II III I II III I 1 I III 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 512'ADAPT selected _.r^eY✓.rxR."s!Am.G:a�n6'M'�!ts.�-x eaave z'.e3:n_"eas µ^e;.S'f.4a�.cdeY�sisA[-!eNe'�^'sJ,�:N 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars Max 0s a:n ono m• v �5 �esfuin:d a provided 6.2 Bottom Bars msx -- 2ss a 000. 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 83 L2-98 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 130 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version'2012 Date: September 26,2014 Time:-12:48:Ss File: SuppartLine 130 1 -PROJECT TITLE: Tukwila Village Building D -1.1 Design Strip:. Support L ne :1.30 1.2 Load Casa: Senlce(Sustained Load) 1.00 x Sellweigbt+ 1.00 xDead load +.0.30 x Live load - 1:00 x Prestressing 2 - UEMBE R E LE VATIOt tni 3 - TOP REBAR 3AADAPTsele•clad Y':�a- 6.�6x6c• 6 ...�aa^ 3.2 ADAPT selected lwrtx, 66".x:ss• + �6x�ir 5 - BOTTOM REBAR 5.1 ADAPT selectedv _ ti 6xrc• S.2ADAPT selected r rm=a- a� �a*x,er a scx,sa• ro ..e,oe° arrr..ccre._-.xrx .-,r.s,na•as,r.aecm,asxs�-_'rx,�nr:.e_:;xa:rss-o-c+osc>•a»s,c�n-���.+sr,�� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m aaa 000 on: a.wa.x a,. an: 2ffi ,:as iaz 0.66 aZ1100 required provld••ed a• 6.2 Bottom Bars !flax am ada: 72s :.o.13935 51, 560 2.27 ad6 5:6 't.57 i£Ha 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 L2-99 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 43 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemt= 26, 2014 Time: 15.:04:04 file: Support Line 43 1- PROJECT TITLE: Tukwila Village Building.0t 1.1 Design Strip:'Suppart Line 43 1.2Lead Case:. Sermce(SustainedLead) 1.00xSelfaxlgld+ 1.01)xDeadlded+ 0:30x LNeload- 1.00xPrestressing 2-MEMBER ELEVATIOt �fti s�_iF I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected .sxac` 5 - BOTTOM REBAR SA ADAPT selected. S.ZADAPT selected rar..semnx-e-r„w.-uac�nm.ar!ramveraes!a::.sac,:�a.s;:acrrv�.. see e.-e�exrca.:-crn:vc-e--sores-.ze 6 - REQUIRED &.PROVIDED. BARS -6.1 Top Bars ;^_ aas qu r .ss ree}uln:d . provided css 6.2 Sattdm Bars- ro max 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 85 L2-100 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 44 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM.. ADAPT -Builder Version 2012 Date; Septennber26, 2074 Time: 15.:04:04 Fie: Support Line 44 1 - PROJECT TITLE: Tukwila Village Building 1.1 Design Strip: Support Line 44 1.2 Laad Case: Sernice{Sustained Load} 1.00 x Selfmot i. 1.00 x0ead load + 0.30 x Live load + 1.00 x Prestressing 2 - MEMEIER E L EVATIOP tftj aaa a: aye I II- I I I II I I I I I I 11 3-TOP REBAR 3.LADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR. 6.1 ADAPT selected 1.2 ADAPT selected �...cer x-cxa-m„ucr.nasr m-eeaex::t ays-m„�raer.,:na�o sa:sw-traca.�r«vae�rsr^e REQUIRED & PROVIDED BARS BA Top Bars oar, boo CM 0.00 ti os re¢quned provided as . 6.2Bottom 0. ni aaa asa 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 86 L2-101 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 45 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtner 2d, 2014 Time: 15:04:04 Fife: Support Line 45 1 - PROJECT TITLE: Tukwila Village Buikling.D 1.1 Design Strip:Support Line 45 12 Lead Case: Sernice(Sustained Lead) 1.00 x SelMeights 1:00 x Dead loader 0.30x Uve loads 1.00 x Prestressing 222-H!�FtAEMBER ELEVATtOt ;..3 Zi P. 'e 7 0 221E tam coo I I I .3- TOP REBAR 3.1 ADAPT sale cted 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected. 5.2 RDAPT selected mc_r.+x-.�-.rrnu=.a+�eamm m�-ar.,yea-�re.r_saac,ar-a.r;�ssr.�-r-; s:,s-tKoxasc.��=e-e,a7zc- 6 - REQUIRED R PROVIDED BARS 6.1 Top Bars max am asa o.00 ox 0,06 am squired a :provided ao 6.26attomBars max a.x oco .coo om 0.03ex 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 L2-102 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 47 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 [date: September N, 20i4 Time: 1'5:04:04 He. Support Line 47 1 -PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip: Support Line 47 1.2 Load Case: SeNce(Sustained Load) 1.00 x SeMweight+ 1.00 x Dead lced a 020 x Uve load - 1.00 x Prestressing 2 -MEMBER E L EVATID YftE ISM 00 8.i7 z% I I 1 { } 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2.ADAPT selected v�se- N.G'ieMa_e^G�.iryJM•.ia"-",u-..m5614!tJ.^1tE•sG 'CS �.. de SZ.SeSnPS{BCs:R: Q'Yua'.'CtN�ie^e.^SY, :Y mY. 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars may ON oai a.m AM am required L.oS P'Nded' —. a1s d.2F 6:20ottomBars mp,.p Sao d.o7� o?o. 'oao ]9] 7 - SHEAR STIRRUPS' — 7.1 ADAPTsaleded: BuSize#5 Legs:;2 -Spacing jn] ... acs t10 m.; 7.2 L!-__ ' Bar SizUserseleded Bar Sized Legs: ----------------------- ---------'-------------------•---'---_`--�--�--'---------------------------•' 7.3 Required area ns 01. pn=Jttf ,30 1ti - 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 48 .ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version Z012 Date; Sepiemtw ZB.,Z014. Time:15:04:64 File: Support. Line 48 1 -PROJECT TITLE: Tukwila Villag a BuildingD I.I Design Strip:5upport Line 48 1.2 Load Case: Service(Sustamed Load) 1.00 x Sel"ight+ "1:00 xDead load + 0.30 x Live load 1.00 x Prestressing 2 i-i MEMBER E LEVATIOP +Est ?E 16. S.eL I I I I I I I I I I I I I I I I I 3 - TOP REBAR 3.:1 ADAPT selected QErnr 3.2 ADAPT sale cted=f" 2 tExrrr. 5 - BOTTOM REBAR 5.1 ADAPT selected. a '3 5.2 ADAPT selected s a=xee a;�---� s-arr.m.cr..�e.ere saa^ecxvesrxe easa-,��a<s:.s�.n�a�..aaac.: •e< �.esma.+e-arm-caa 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars m '.x 1.0 ..:s r regwmd .- ,.E pr¢uxled 3.4 L.E 8:28atlam Bars rasp om e33 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 89 L2-104 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 49 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: SeptemEe_r 26, 2014: Time: 15:04:04 Fie: Support line_ 49 1 -PROJECT TITLE: Tukwila Village Building D 1:1 Design Strip:: Support Line 49 1.2 Load Case:Service(Sustained load) 1.00xSeltmight; 1.00xDeedload•-0.30 x We loads 1:00 x Prestressing 2 - MEMBE R E LEVATIO ttt; :375 i! I L I 1 I I I I I I 1 I r1 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5`- BOTTOM REBAR 5.1 ADAPT selected - 5.2 ADAPT selected �cerzxx-- �,a:u.�Y,maa+^-.eaame�.vesv:,_ eay..su-a.s:as r+cc� am.a:.-srram-.azrcanc�r-s.+:•e:se 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars mad axa a.ua rin' equired a. provided as 6.2 Bottom Bars all 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 50 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Builder:Version 2012 Date: Septemher26, 2014 7inle:'1 ;04:et Pile. Support Line So 1 - PROJECT TITLE Tukwila Village Building D 1.1 Design Strip. Support Line M 1.2Load Case: Service(Sustained Load) 1.00 x Sellmight% 1.00 xDead load+ 0.30x Live load + 1:00 x Prestressing. 2 - MEMBER ELEVATIO I I I I h�--i 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR -5.1 ADAPT selected 5.2 ADAPT selected w-: ceramx-r.x<aerom+am+ee�x',auev�-._>asc�v<m:.sc.r.�e'. amsmraxs�eza.<ar<.ce-sxh-z: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m' aca aaa t in=F, ate required - Provided 'a.ai a,d 6.2 Battom Bars aai¢ o.• : as 10 - DESIGNERS NOTES Support@adaptsoft.com wimmadaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (650) 306-2400 Fax: +1 (650) 306-240T ADAPT International Pvt. Ltd, Kolkata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 91 L2-106 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 51 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 15.04:04 File Support Line 51 1-PROJECT..TITLE:Tukwila Village Building,D 1.1 Design Strip: 'Support Line 51 ' 1.2 Load Case: Senlce(Sustained Load) 1.00'xSeiAoeight+ 1.00 xDead load+ 6.30 x Live bad + 1.00 x Prestressing. 2 - MEMBE R E LEVATiat iftI A.rs I I I I I 1 I I I I 1 I F--1 3 - TOP RE:BAR 3.1 ADAPT selected 12 ADAPT selected 5 - BOTTOM REBAR S. I. ADEPT seleded 2 r-ardx• 52ADAPT selected SY.�,'Ler,>x�_e^e^..f'rso.-c�s�fM`rtfi-SV.�>rt caei!sJh 5srst�:`ia'a. a�_ fr2"C'-'.sv'.tc_a!4n?c'YrN!*aY3M.Rmx 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars m eac (required ._. 02i provided .. -o,ain071 -7 1 6.2 Battom Bars qp' aar c.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, Koikata, India Tel: +91-33-302 86580 Fax: +91-33-224 67281 92 L2-107 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 52 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2G/4 Time: 10.:04:Ot File: Support Line 52 1 PROJECT T1TLE;TukwilaVillage Building.D 1.i Design Strip:: Support Line.:d 1.2 Load Case: SeNce(Sustained Load) 1.00 x Seltwight - 1.G0 x Deed losd + 0.30 x Live Wad * 1.0 x Prestressing 2 - MEPABE R E L EVATIO Ittl ram 1.13 2 9B, ..93 I II I I II I I II I H 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT see dad 5 - BOTTOM REBAR 5.1 ADAPT selected 5:2ADAPT selected rax.eermxMe-:�nx-.0 e,*ao-mrr r,..-aaswesmsee _.sae mr:+ran.+-r..xwama�esxreaye.+c-s.+ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max a.M a.ca a.ac 000 em I in 1a.5 required .- provided as 6.2 Bottom Bars max wac 0e0 1,00 000. rM 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 54 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtrer2&, 2014 Time: 95:04:04 File: Support Line 54 1 - PROJECT. TITLE` Tukwila Village Building,D 1.1 Design Strip: Support Line 54 1.2Load Case: Servlce(Sustained Load) 1.00 xSefiveight> 1.00xDesdlaad+ 0.30x Live load+ 1.00xPrestressmg 2 - VEMBER ELEVAT1i3E SAO II II 1 II II I II II 1 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected S.2 ADAPT selected �a.cerw_arsnx,namw r..,Wesmve�ax.c,.�:.e-az-.na-ec^. a+a.rc--r:amr �2n,c-sm:�-.tee 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max <.oc a rin u.s provided 0 a .. a 6.2.6oftom Bars max- oco am 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 94 L2-109 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 55 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time:'15:04:Ot He: Support Line SS 1 -PROJECT TITLE: Tukwila Village Building 1.1 Design Strip_Support Lane 55 1.2Load Case: Sertice(Sustained Load) 1.00xSelAxigh{+-1.DOxDeadlead- 0.30xisvelnadt 1.00x Preatressing 2 - MEMBER E LEVATiO? yn 2250 I I I' I 1 I 3-TOP REBAR 3.1 ADAPT selected 3.2ADA➢T seL ded 5 - BOTTOM REBAR 'S.1 ADAPT selected 52 ADAPT selected. �;rr_.=er.±ixro�a .;u�mms.arr..�m.<assx.az:s,>e sus m.;-eea:-�nrec-. s+asiwsrcare�w-ne-,e-sv.�e x- 6 - REQUIRED 6 PROVIDED BARS 6.1 TopBars ma>4. 0o, Ogg frenuinid 0.5 preYkled -. 00 05. 5.26attom Bars. coo 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 95 L2-110 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 56 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Varsion 2612 Date: Septemtw26, 2g14 Time: 15:04:e4 Fie: Support Line 55 1 - PROJECT TITLE: Tukwila Village Building D 1.1 DesignStrip: Support Line -% 1.2Load Case: SeMce(Sustained Load) 1.00xSelfvveight+ 1.00xQead2oad- 0.30xWe load; 1.00xPrestlessmg 2-MEMBER E LEVATIOE �I M 99 I I I I I I I I I I I I I I I f I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT safe ded + +w+cs• 5 - BOTTOM REBAR 5.1 ADAPT selected S.ZADAPT selected. rax-:.sen�x�z.-n-r,,,rxeanrnear+�ams2raves�msn sass-sz+e-a>oessnms, a�asew.rvsasur.esvenb-nm�.-.w 6 - REQUIRED & PROVIDED BARS 6:1Top Bars' .max dm. ow 006 ex rroviled proride'v aa' a/6 6.2Bottom Balm ^3 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 57 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2G14 -71me:15::04:04 Fie: Support Line 5'7 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design strip: Support Line S7 1.2 Load Case: Sernice(Sustained Load) 1.00 xSeltemight- 1.00 xDeadload- 0.30x Lue load- 1.00x Prestressing 2 - MEMBER E LEVAT[Ot tn3 �a I I I I I I 3 - TOP REBAR 3.1 ADAPT sale ded 3.2 ADAPT selected r s6xzo" 5 - BOTTOM REBAR S.1 ADAPT selected 5.2ADAPT seleded z ' 6 - REQUIRED 8 PROVIDED BARS 6.1 Top Bars rm`' o, equired ` provided on 6.2 Bottom Bars r j m'ex 0.21 7-SHEAR STIRRUPS 7.1 ADAPT sele.ded. BarsizeS5 Legs: 2 Spacing jinp _ 7a aa. ss 7.2.Useraeleded •----------------------------------------------------------------------- - --� Bar Size*' .58 7.3 Required area ssi cs� [in"tnl aa7 SA' 086 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 97 L2-112 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 58 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date': Septemtxr 266 2014 Tl ne:1S;04:64 fBe: Support Line 58 i _ PROJECT TITLE: Tukwila Village Building D 1:1 Resign Strip: Support Line .8 " 1.2 Load Case: Senice(Susteined Load) 1.00 x 5eltaeight+ 1..00 xDead load + 0.30 x L'ia' load + 1.00 x Presttes :tng 2 - MEMBER ELEVATIO 3! 42t1 I II I I II I I I I II I I I 1 r1 I 3 TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sets cted 5 - BOTTOM REBAR 5:1 ADAPTseisded S.Z-ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Top 8.ars� msx ana ax �aaa oaa e. � pravided� nc 6.26oftomBars msx a.00 cm a.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 98 L2-113 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 59 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septe nter2&, 2014.:Time: 15:04:04 File: Support Line 59 1 -PROJECT TITLE: Tukwila Village Building.D 1.1 Deaign Strip_ Support Line 59: 1.2 LoadCase: Senlce(Sustained Load) '1.00 x Se1N+eight+ 1.00 x Dead load + 0.30 x Lrre load + 1:0o x Prestressing 2 - MEMBER E L EVATIO t 3 I Ms 7,7 9.33 14.3 I II II II I I II II II I 3 - TOP REBAR 3.1 ADAPT selected ' 3.2 ADAPT sele dad 5 - BOTTOM REBAR S.1 ADAPT sele ded S:TADAPT selected �zer z.-r. mc.mae-.mascr..,�ze�vesm:.-eaz,.•ys;azs::sffire�c ea cx�vxs*cr�axer,--arx �c< 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars msx aoc m aaa ow a= rm eguIred a. provided a. 6.2 Bottom Bars mex ono om oca ;.oa o.aa 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 62 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Tmie: 15:04:04 Fie: Support Line 62 1 -PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip: Support Line 62 1.2Lead Case: Servtce(Sustained Load) 1.00 x Seltvmight+ 1.60 x Dead load + 0.30x We load a 1.00 x Prestressing 2 - MEMBER E LEVATtOt tftl 16,00 M7 11 II II 11 II 11 :EEa :536 II II II II II II II I� II 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele clad QxEacaa^ ("Sx=a 5 - BOTTOM REBAR 5.1 ADAPT ads clad. a — 5.2ADAPT selected t's}.xsv" ` .stirs0' �"NS.'.TGR',tt_C.^DY.s`min areas-.a6'QfT Tw'�bG�C'Se 4!._ft. tnFtraa<�:.6'CS'rtk.9^�s4 xaY..bs�akC(M-ir[�^.ST�s: m! 6 -REQUIRED B PROVIDED BARS 6.1 Tap Bars Max a.aa or 0a6 au a0a Ar 0.00 am rin0IT I provided 0. as 6.2BnttamBars max o'._a. 005 0.00 am :ram' a0a 1Co097 T - SHEAR STIRRUPS .7.1 ADAPT selected. B ar Size#5 Legs: 2 Spacing pnl so ---------------------------- '------------`-____—,---------------___-__---; 7.2User.selected .-------------- .--------- ._______...... B•-------- -------------- ar Size# Legs: as _._.____ 7.3 Required area a'` iirt`7ftj 0.3 Ell ]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 100 L2-115 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 63 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2g12 Date: September 26, 2014 Titme: 15:04:64 File. Support Line 63 1 -PROJECT TITLE Tukwila Village Building D 1.1 Design Strip: Support Line 63 1.2 Load Case: Sernice(Sustained Load) 1.00xSel1veight 1.00xDeadload+0.30 x Ltve load • 1.00 x Prestressing 2- MEMBER ELEVATIDt tftj 25 U r, w I j I I I 1 I I I j I j 3-TOP REBAR 3.1 ADAPT selected axsc^ 3.2 ADAPT sets dad wx-o• 5 BOTTOM REBAR 5.1 ADAPT sets dad 5.2ADAP7 selected A<FG'it1:9r<e^3's!axn s�p's^.mp M^h.�2cP.�ve LY3�:c RxSD`t'S.'Jes.sMh?eY.uBe.�.v�srel4 �tl'Ne'.".w.1N'Ie T.. .6 - REQUIRED & PROVIDED BARS 6.1 Top Bare max :.sz ax I in,) n d i.a pr�oulded +... —. 6.2Bottom .Sam .....-------._..__...._..........---......---- -----....— -- —.. ma am oau 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 65 ADAPT - :STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26,2014 TimeA5.04:04 Fie: Support Line 65 1-PR09ECTT1TLE: Tukwila Village Building.D 1.1 Design Strip: Support Line 65 1.2 Load Case: SoNco(S ustained Load) 1.00 x Seltweight s 1.60 xDead load + 0.30 x i-Ne load + 1.00 x Prestressing 2-MEMBER ELEVATIOt I II II I II II I II II 1I .3 - TOP REBAR 3.1 ADAPT sele sled 3.2'ADAPT sole ded 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected Nam'riot±z's2�rix.�:s�.�c:r!6'CS.+h+�<i'vte2?HCG 6m F.: [t e. Slataf. s."'tl�ck MWSaC2Yt J+aro3C�'t>:�Y 6 - REQUIRED &PROVIDED BARS 6.1 Top Bars mex a 0.00 000 Iin:)ireai �0.s p ovlded 00 05. 6.2 Bottom Bars mex ex 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 102 L2-117 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 66 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Suilder Version 2012 Date: September 26, 2014 The: 15:04:04 FRe: Support -Una 6£ 1- PROJECT TITLE: Tukwila Village Building. D 1.1 Resign Strip:Support Line 66 1.2 Load Case: Senice(Sustained Load) 1.G0 x Seifv&ight 4 1.00 xDead load - 0:30 x Ltre load i 1.00.x Prestressing 2 - MEMBER ELEVATIO tK? :eva I I I I I I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected S.ZADAPT selected ia-�.�enzxx+n-rmrxcs-,�¢.anr.sem.2aa-.esee*.;*_sysccoraae:::•�rur... xm:cxma �cs�.c-e�msr«: 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars max 0,93 Iinyvs required provided 6.2aottom8ars max 9_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 103 L2-118 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 67 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT=Ouilder Version 2012 Date: September 26, 2014 T me: 1S.04:0t Fie: Support Line 67 1 -PROJECT TITLE:Tukwila Village Building D 1.1 Design Strip: Support Line 67 1.2 Load Case: Servi e(Sustained Load) 1.60 x SelMeight; 1.0 0 x Dead load + 0.30 x Live load - 1.00 x Prestressing 2 - MEMBER E LEVATIO tft3 aIx ISM I II I I II I I II I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded 5-BOTTOM REBAR W:1 ADAPT seceded 5.2ADAPT selected nr�:ue.±xx-e.�az�v�mnm�a-arc:xnwecaw.e ��c c,.saes:,amrseo�.a+eamer.-.��se.earen:�y:x.x 5 - REQUIRED & PROVIDED BARS 6.1 Top Bars roA am. am 'a oo I in� c.e pOvlded. a.a 62 BOtiom Bars .max ,m am aoa 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 104 L2-119 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 68 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemt*26,2014 Time:15:04:04 Fie: Support Line 68 1 - PROJECT TITLE Tukwila Village Building D 1.1 Design Strip:Suppart Line 6a 12 Lead Case: Sermce(Sustained Load) 1.00xSelnaelght� 1.1)OxDeadload+ 0.30xLrfelcad> 1.0axPrestfessing 2-.MEMBER ELEVATIO $ftj 3656 l i 3 - TOP REiBAR 3.1 ADAPT selected. 12 ADAPT sele cted 5 - BOTTOM REBAR' 5.1 ADAPTselected c.2ADAPT selected + -F 6" M1e:.Ssf.4s.• n-!s!nYanY•,f�':nb.'EA[!'x';:(a%t.eLY+1.r_eaa C^.G'S.:'a(s5o'saY l:'ts#'.as.�!krscm[,^Gresl .�e+so'.T 6 - REQUIRED & PROVIDED BARS 6.17op Bars MAX coo (in-I.- ,qu red provided a.c 6.2 Bottom Bars msz cso 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 69 ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT-Buildef Version2012 Cate: Septemher26.2014 Time: 15.:04:04 Fie: Support Line eS 1 -PROJECT TITLE Tukwila Village Building D 1.1 Design Strip: Support Line 69 1.2 Load Case: Serdce(Sustained Load) 1.00x5elW,eight- 1.00xDesdlaad+. 0.30.xt'rwetoad+ 1.:00xPrestressing 2-MEMBER ELEVATtOE tRl ;ra, I I I 1 I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele clad 5 - BOTTOM REBAR -SA ADAPT selected 5.2 ADAPT selected ^�:�i<rox�xro-,rrnr,e-ae-:maaer+-,gin-<azues�::<.. �a_m:.aanxr.seta—_awzrc.a�<-.+«r:.«x.�. 6 - REQUIRED & PROVIDED BARS 6.1 Top -Bars max eug -required - 3e provided 10 S.2Bottom Bars max. 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 106 L2-121 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 70 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: Se Ptemher2&,2014 'aime:15:0414 File. Support Line 70 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip:Suppsrt Line TO 1.21-oadLase: Senlm{Sustained Load} 1.00xSet%&eight+l.ODxDeadload+0.30xLiveload 1:00x Prestressing 2 - FIREMBER E LEVATIOt tnl aaa> I I I I I I 3- TOP REBAR 3.1 ADAPT selected 3.2ADAPT selected 5-BOTTOM REBAR EA ADAPT selected 5.2 ADAPT selected �azr rrnna:e-.na-aae+aa�-<rAwese+-ue sssc-x»aeac��rwcr..x�s--r.<m area-ax.-,c�sx�ex 6 - REQUIRED & PROVIDED BARS B1 Top Bare - max aao requi red ro- .provided as 5.2 Bottom Bars max 90 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 71 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemi.ter2&,2014 Time:1S:04;04.. File. Support Line 71 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip* Support Line 71 1.2 Load Case: SeMoe(Sustained Load) 1.D0 x Selfioeight+ 1.00 xDead load +.0.30x Live load - 110.x Prestressing 2- MEMBER ELEVATIO IM 18.12 I I 1 1 I I II I 1 .I 3 - TOP REBAR I I ADAPT sale clad 3.2 ADAPT sale clad 5 - BOTTOM REBAR 5.1 ADAPT selected -=E� 5.2 ADAPT selected �:ierc.cc-e-.gym,-. xes:.nsmw rxa�rJ.w.es:c��r.Rs ..u,aesm�rxa^.:m s�.,e res:,z-c'ro.rcxTSM+:xe b - REQUIRED & PROviDED BARS 6.1 Tap Bars MaK am a:oc aaa required provided oa -- 5.26attarn0ars max OAS 0,71 aao. 10 - DESIGNEFTS 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 L2-123 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 72 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Bate: Septemtaer26, 2014 Time: 1S:0414 Fla. Support Line72. 1 - PROJECT .TITLE: Tukwila Village Building D 1.f Design Strip: Support Line 72 1.2 Load Case: Seniee(Sustained Los!; 1.00 x Selfe eight + 1.00 x Deed load - 0.30 x Live load a 1.00 x Prestn:ssing 2-A MEMBER ELEVATtOE i1 12,15 I I I 1 I II II I I II II I 3 - TOP REBAR 3.1 ADAPT selected 3.2-ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected v.2 select ADAPT seleelected na-:na m+rr. ^eruve cs--asssc��e< ..�v.nmc=;aa tea, reasc.. msa«c 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max L.m L.m a Ia#---) aj provided .. aL . L. 6.2bottom Bats max Ga 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 109 L2-124 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 73 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtner 26, 2G14 Time: TM4:45 FHe: Support Line 73 1-PROJEOT.TITLE:Tukwila VillageBuilding.D 1.1 Desig n Strip: Support Line 73 1.2 Load Lase: Sernice(Sustained Load) 1.00x5elfiveight+ 1.OGxDeedload+ 0.3Gx Lrveload+ 1.01)xPrestressmg 2 - MEMBER E LEVATIDt tKi sas? I I I I I I 3- TOP REBAR a.1 ADAPT sale ded 3.2 ADAPT sale dad 5 - BOTTOM REBAR -6.1 ADAPT sale ded 5.2 ADAPT selected ns ierxx.+orsrm.nraa��ar.-xarx,e exvec�e*�e eas R�.esa-c:^�.rzoM.xvec-�r.5r�usurcv,e-a^.ay:t ec- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ;AM ono regquired s.. provided a. 6.2006MBars Min ,.ns 19 - DESIGNER'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 110 L2-125 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 75 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version Z012 Date: September26, 2014. Time: 15:04:05 FAe: SupportLine 75 1 - PROJECT TITLE; Tukwila Village Building.D 1.1 Design Strip:. Support Line 75 . 1.2 Lead Casa: Senloe(Sustained Load} 1.00xSelAvei9ht4 1.00xDeadload+ 0:30 x Lire load- too x.Prestressing 2 - UEMBER ELEVATIOt ]ft] 9 19 I II I I II I I II I I 3 -TOP REBAR 3.1 ADAPT selsded 3.2 ADAPT sele dad 5 BOTTOM REBAR 5.1 ADAPT seleded 5.2 ADAPT selected Luc icmxm.+z-crn:,r.:*.>!aaro-zn-�save�es.�ccs .: aes,:amrza:--. armm�-asaaxoreznc-,e-sake- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max im am m• required 9s pravlded a:a £.2 Bottom Bats max aw am 0 - 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 111 L2-126 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 76 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 .Date: Septenntter26,.2014 The: 15:04:05. File: Support Line 76 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip:.Support Line 76 . 1.2 Load Case: SeNce(S ustained Load) 1.00 x Selhveight + 1.00 x Dead lead + 0.30 x Lrve bad - 1.00 x Prestressing . 2- MEMBER ELEVATIO tltj azr� 1 I 1 I I I 3- TOP REBAR 11 ADAPT sele cted 3.2ADAPT selected 5-BOTTOM REBA'R S.1 ADAPT selected 5.2ADAPT select "i :c<r.+s� ...r.moe-..,umae cmn-,esyarer>rx sasm�a,«m: zn=ec-.s+a.cz:,r. �:rsoxvanvmmn>xiM:v «e 6 - REQUIRED & PROVIDED BARS 6.1.Top Bars max a0o ano I jrl! o.s required . .provided 0a £.2BattomBan; max aoo 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 112 L2-127 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 77 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 late: September 26, 2014: Tune: iS:04:05 F2e: Support Line 77 1 - PROJECT TITLE Tukwila Village Building D 1.1 Design Strip: Supped Line 77 1.21-oad Case: Serice(Sustained Ladj 1.00.x Sefteight+ 1.00 xDesd. load+ 0.30xLire load + 1.:00 x Presbessing. 2 FtREMBER ELEVATtOt t- 21.40 23. 10 !E-a !242 69 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale cted 5-BOTTOM REBAR 5.1 ADAPT selected 5.2,4DAPT select J >�• ccrarrev.-.srrnm,cx>n:.. err e>-.,:xa>wes�s«„e. =as . .z3aea:.>� r, ca-..sw.e�a ws'c rea.ecx-smcme¢- 6 - REQUIRED & PROVIDED BARS 6.1-Top Bars m 0 000 am am aaa CA0000 es 'ie4ulred prowled 0.a .. a £.28ottom Bars mex0 90000e ax. 0.00 a.00 c mac 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 113 L2-128 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 78 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Sui1derVerwn201.2 Date: September 26,2014. 7ime:14:04:05 . Fie: Support Line 78 1 - PROJECT TITLE:TukMIa Village Building D 1.1 oesg n Strip: Support Lire 78 1.2 Load Caw Service(Sustained Load) 1.00 x SelAwight+ 1.00 xDead load +'0.30 x We load + 1.00 x Prestressing 2- MEMBER ELEVATIO Pt] z9sr I I I I 1 I 3- TOP REBAR 3.1 ADAPT selected 3:2ADAPT seleded 5-BOTTOM REBAR 5.1 ADAPT sele did 52ADAPT seleded �' cer..x-e-�om.-a-rm-rorez>ma5eaure�t_-r_ ar.s.e-ae m>,�s.rrr... s-oe�rEe: wma�:rcanex-.syx ea. 6 - REQUIRED & PROVIDED BARS 6..1 Top Bare max R7°? jin`'. on required -prnvAded' as .. 6.2 Bottom Bars msx aoo to - 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 L2-129 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 113 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Binder Version 2012 Date: September26, 201t Time: 1514:Q5 File: Support Line 113 1 - PROJECT TITLE Tukwila Village Building:D 1.4 Design Strip:Supparl Line 113 1.21-oad Case:Senice(Sustained Load) 1.06xSeltueight+ 1'.00xDeadlosd+ 0.30xLt+elaad+ 1.00x Prestressing 2-MEMBER ELEVATIOP II I II i II I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded 5 - BOTTOM REBAR SA ADAPT selected 5.2 ADAPT selected nue.¢e!ax_•-7e-vmr. rn:a�:a!aar,, *.x�-.er�v.�sxesxeaa:mare:a: sime r.�c:„s�sa.s:�sxrm �ar��a� ems- 5 - REQUIRED & PROVIDED BARS 6.1 Top Bars Ma>f o= 1w G.e]'aW aa; -Ca ozo COD a.'A a.aa v07 m• :requited provided o.s 628attam Bars " mix aaa a:w MOOD am a.a a.aa COD 7-SHEAR STIRRUPS 7:1 ADAPT selected. Bar Size#5 Legs: 2 Spacing pn] ________________________________•___-_____.___________.___-_________----_----____. 7.2 User -selected . �-------- `------'---`-'------------`---'--•- BarSize# Legs: ________ ------------ a.so 7.3 Required area `a jin'1ftj 0.1a 1l3 —DESIGNEFYS 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 115 L2-130 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 114 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 1514:05 F rle; SupDsrt Line 114 1 -PROJECT TITLE; Tukwila Vtlage Building.D I.1 Deaign Strip:. Support Line 114 1.2Load Case: Service(Sustained Load) 1.00 x5elfiseight ].DO xDead lead*-0.30 xUve.load* 1..01)x Prestressing 2 - MEMBER E LEVATIOt 1Kl 1v:3 -?t9- 9l to?s ai I II I I II I II I II I II I I 3 - TOP REBAR 3.1 ADAPT. selected 3.2 ADAPT sale clod 5 - BOTTOM REBAR 5.1 ADAPT selected ,I ADAPT selected w ..ce�xxrs*ma�c>x.,.ma• mr.xcn�.eezccrzrrse sma,cna-a�.scer..rir., sac_r..rewsac.w2*.,e.sa:x¢ee 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars max _ana coo n.as o.cc 600 required .—.—. 0.5 provided- as 05. 8.28ottamBars max, coo ,.... om om c.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 116 L2-131 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 46 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: SeptemCer26, 2014 Time; 15:04:05 He: Support Line 46 1 -PROJECT TITLE: Tuk+tiils Village Building D 1.1 Design Strip:. Support Lore 46 1.2 Load Case: Service(Sustained Load) 1.00-xSefteight+ 1.00xDesd load+ U.30.x Live bad, 1:00xPrestressmg 2 - MEMBER E L E VAT10P tf£ ^..4% J.53 li56 fii6 I II II II I I. II II II 1 II II. II 1 1-1 Y--— 3 - TOP RE:BAR 11 ADAPT selected 3.2 ADAPT sale clad e.. 5 - BOTTOM REBAR 5.1 ADAPT selected 51 ADAPT selected t:�_ccr.+sxe-.�s�vrraa,maar+r rxn�e�werr� �sc,a�aec:�ar.rmr .sa�.,eaxsaa^.�,eo-ae+c-se»c: =ee 6 - REQUIRED & PROVtDED BARS 6.1 Top:Bars meX a 14 0M On0x in. required . provided 01, 0m � - 5.2 Bottom Bars 0 max,000 ox 0a0 ox 10 - DESIGNER'S NOTES Support@adaptsoft.com www.adaotsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 79 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date:Seldember2S,2014 Time:10:20:33 F2e:-Support Line 79 1 - PROJECT TITLE: General name 1.1 Desig n Strip: Support Line 79 1.2 Load Case: rseNce(S ustained Load) 1.00 x SelNxight+ 1:00 x Dead load + 0.30 x Lr4e loa-J+ 1.00 x Prestressing 2 - MEMBER ELEVATIO t � 9no 1z1., 0 12.E 9.11 r.I' a97 2ab9 0 7116 III II I II III II 1 II Co II II III. 11 I II ti t'---1 • I H-1 11 ; 3 - TOP REBAR 3.1 ADAPT selected 9 e�5xa�• t9-.ax,9e.. 3.2 ADAPT saleded l xie• 5r:.o^Qusx>•5^l cex:,•a° i .x5xi�:• 51ce " 7 5inae: 5 esx9s 5-BOTTOM REBAR S.1 ADAPT selected 15 xan. S.2'ADAPT selected {i!`asxl s 1z e5nse+ x6a' w ..cerixx.-a-z�m�u>anma arr.+r.-�-eruuezeez2 &ems o-::uezar.>�r.rr,:„axis_v<e azsas�.s.c.:ee^,�^sra:.x a 1=sloe• w 6 - REOUI RED & PROM DED BARS UTop Bars, maus!l zit z.te 0.90 9:w 3b5 .ow a,ss 1b7+ ibl. j 3 regy ed 29 quir .provided n. 0 6.2BottomBars max .eaa 9w .S2aw a.9% -a.w 9'a a:9a n.95 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar.Size 3 S- Legs: 2 - - Spacing t1nl 23,3 23S b 2J.5 23.5 23.3 7:2 Usersekded ,_____.-_•_, _-____J_____ _ _______ L____ __-_________,___.__,_______ •. •. _ �. Bar Size # Legs: .15 ___ _______ ____________________ __________________ ____________ ____ 7.3 Required area 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 118 L2-133 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 80 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtrer 25, 20t4 iime:10:20:33 File: Support Line 80 1 - PROJECT TITLE: General name 1.1 Design Strip: Supporl Line 80 1.2LoadCase:Serdce(Sustained Load) 1- ooxseimeiqht4 1.00xDeadload:-0.30x'Ltre1oad+ 1.00x Prestressoig. 2-MEMBER ELEVATIOt jH3 9TO 221$ taoo 15 V. 1 I I I I I I 3- TOP REBAR 3.1 ADAPT selected -3.2 ADAPT seledN 1 asxrssvussxaro• + .sx;-s,.gx<o� 5-BOTTOM REBAR 5.1 ADAPT seceded r1us.. 52 ADAPT selected s ?rma >.�.cerr�m-c-rrns-r<aa,maaae r:-,�a�.srixc m.^.xe-c::za7r.�.r..a+ea.-c<xszsa:s�cane+e�sres_se 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars max 5M 2.16 onoxis required provided c ^r I. S.2BatlomBars Aex a.m :ss+ ow oon n:on ono. 19 - 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 119 L2-134 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 81 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -builder Version2012 gate: September25.2014-Time:1020:33 File: Support Line 81 1-PROJECT TITLE: General name 1.1 Design Strip: Support Line 81 1.2 Load Case: Semice(Sustnined Load) 1.00 x5eltmight+ 1..UxDe8dload+ 0:3ax Livelead+ 1.00xPrestressing 2 - MEMBER E L EVATIOE jrt, s. sa* anc ass e I I I II I I I I I II I I 3 - TOP REBAR 3.1 ADAPT selected 3.2ADAPT sele ced*r 5-BOTTOM REBAR 5.1 ADAPT selected k' =Sv v.2 ADAPT selected`=xiry a sxsr *.�:s�a»-x-c�m.,v..,mns-maare ee-wixeayssr..a _.ss c.._� a.:.aex.+rps, am e_.n:w�osacnme---snz,-.m- 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars magsc A.:t e o 0.00 Wo o,w { m'i required . provided L. 6.26ottom Bars max 10 - DESIG NER'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 L2-135 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 83 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtaer25,2014. Time:10:20:34 He: Support Line 93 1 - PROJECT TITLE: General name 1.1 Desig n Strip: S upport Line 63 1.21oad Case: Senrice(Sustained Load) .1.00 x SeMaeight < 1..00 xDead load . 0.30 x Live Mad + 1.00x Prestressing 2 - MEMBER E LEVATIOt tft; +r.K ai..� :rsa cx I I I 11 I I I I 11 I I I I II 1 t—t 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected ' Beat a Xioo- 5 - BOTTOM RE BAR cO ADAPT sele cted 5.2 ADAPT selected. iw ..zerazne-:xm,-cr�s:.�aer r,�n:xcxivexrer�.�_ Eras �o�a, s �.rxsw..�'s-E^ as�s:ro,esyex-.swx�.xe 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max =.'o ssa .629 o.s: Iin=] s+ .re4uired a. ,provided .. } Z FI 62Bottom Bars ' e max o�o rsi ooaam 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 121 L2-136 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 84 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Dete:Septamter25,2014 TimeAC20:34 File: Support Line 84 1 -PROJECT TITLE: General name 1.1 Design Strip:. Support Line 84 1.21sad Case: SeNm(Sustained Load) Ull xSeWeight 4 1..00 xDead lose-+ 0.30 x Lue load < 1.00 x Prestressing 2- MEMBER ELEVATI01 tftj oo z r= ice: I II i I II I I 11 1 1 I I f I II I I II I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected !azas 2�_.• 3. rates• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ADAP€ selected �-: asrmx�-xrnnm:==,:roerr scar as-x�rae sas c,.mvee:s�enxe-..ax s�s...a»ah rex:aeveaaa-s .m- 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars max a;3 3'M 336 ow r' mequired provJded.-ax8 _ ca I one I _ -- 6.2 Bottom Bars °..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 122 L2-137 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 85 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemter2'5, 2014 -Time: 1920:3< File: Support Line 85- 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Line.& 1.2 Load Case: SeNce(Sustalned Load) 1.00 x Selh•,eight+ 1.00 xDea:d load + 0.30 x Lve load > 1:00 x Prestressing 2T-MEMBER ELEVATIOt i i 2s.?5 29 9K i li i I li i I II I I II I I II I I II I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected t .ezxs ±2c• sxzu• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected e+r=.cesx-_e-n•.ismrmnxmmaa-exm^.ee�uvazxax Easm:.�a<er. a.nsre-.....snec,�r..werizresd+e.-,esa»�-.� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars �� 5Ft '3]5 336 p4F (tn`i, as .I regmred provided :- a 6.2 Bottom Bars 2 - ...... max csa oac 261 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 123 L2-138 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 86 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Buikter Versiun 2012 Date: September 25, 2014 Time::1020:34 Fie. Support Line 86 1 - PROJECT TITLE: General name 1.1 Design Strip: Support tine 86 1.2 Load Case: Senice(Susteined Lead} 1.00 x Seltwei ght 4 1:00 x Dead load - 0.30 x L'rre load - 1.00.x Prestressing 2 MEMBER ELEVATtOf I II I I II ! I II I I II I HI ;H 3 - SOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded 03-xroa^ 5 xss^ 5 - BOTTOM REBAR -5.1 ADAPT selected 12 ADAPT seledod t YG•: ncrN^.�n6'tl1Xr >xtl 3ex]cre Yair 6ast^.� -ve s:.¢eCr.Yc� s#s�:�!b+aosRYresicne^sY,,Cx r 6 -REQUIRED & PROVIDED BARS 6.1.Top 'Bars m a=e a. 1sa rin equired Provided e. 6.2Bottom Bars - z -- max em ae�- asr 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 124 L2-139 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 88 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September25, 2014 Time: 1020:3t File: Support Line 88 1 -PROJECT TITLE General name 1.1 Design Strip:.Suppo.rt Line 88`. 1.2 Load Case: Senlce(Sustained Lead) 1.00xSellweight- 1.00xDeadldad+ 0.30xlweload+ 9.00xPrestuessmg. 2 - MEMBE R E LE VATIO ftj taa: 29.71 I II I j 111 I III H 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT see Cad + exsa 5-BOTTOM REBAR 5.1 ADAPT selected 52-ADAPT selected ` —sxFo- nxr=crxxx-c.o-m.,ra�-:.-,c ssi+ s�„r2�r,�.x>�z ssmmcasa-m;:aez.r.c., �+o-e�-.ra,smeer ca�,c^.+�^sxY s� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars '1.6m daa or rin- aai equired . Provided G,OC �<t 6..2 Bottom Bala n:e]O a1 OOC a daJ 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 125 L2-140 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 89 . ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25. 2014 Time: 10:20:34 iFla. Support Line 89 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Lace 89 1.2 Load Case: Service(Sustained Load) :1.00 x SelMeight + 1.00 xoead load + 0.30 x Live load + 1.00 x Pre:stiessing 2 - MEMBER E LEVATI011 Inl aas i:.sc : r III II I III II I III II I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale clad r axse- l�a. 5 - BOTTOM REBAR 5.1 ADEPT selected. 5.2 ADAPT selected rrc,iecn_an-umrm.aen.-naar�r+om>acvres_rnsz �sascz-a<s; aanucs...c�ss>evsxx�raw.�x-.aria 6 - REQUIRED & PROM DED BARS 6.1 Top Bars max t'a 000 z0r required provided- x 6.2 Bottom Bars °p .071 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 L2-141 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: B1dg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 90 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Seytember25., 2014 Time: 10:20:34 Fie: Support Line 40 1- PROJECT TITLE: General name 1.1 Design Strip:. S upport Lane 00 1.2 Load Case: Serme(Sustained Load) 1.00 xSelh-.eight+ 1.00 xDead load+ 0.30x Live load+ 1.00 x Preatressing 2 - MEMBER ELEVATi4E 1ftl I I I I I 1 I I I I I I I I I �1 3-TOP REBAR 3.1 ADAPT sets dad 3.2ADAPTseleded 5-BOTTOM REBAR S.1 ADAPT selected '5.2'ADAPT selected a!rn-cC ..x'4'YPa 1a^°'eajwe 'Cv^aa c�5'^ae sA3m.fteT'.�-. sG.a�Y.. Sxs:a�C [KJ2"e'sY.Y� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ='= 2?2 r x aae. ran" equired Provided a_ 6.2Bottom Bars ° x aaa ------ --- ma^^=sz a.x 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 127 L2-142 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 98 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: September25,2014 Time:10:20:34 Fie: Support Line SS 1 - PROJECT TITLE: General name 1.1 Design Strip:Support Lire 25 1.2 Load Case: SerAoe(Sustained lead) 1:00 x seimeipt 4 1.o0 x Dead load + 0.30 x Lue load + 1.00 x Prestressing 2 - MEMBER E LEVATIOt Iti� ),aa iF.13 tEi :EOAl Ee I it I I I I I I I 1 II I I I I I I I I II I I I I I I I 3- TOP REBAR 3.1 ADAPT selected a .as:.6 a aexaa:, 3.2ADAPT selected 1"€Xs_ -= wErR'S• 5 - BOTTOM REBAR 5.1 ADAPT selected s asxss• 5.2ADAPT selected �: 4Rxx^v�•�x'vJu�-O+p'a^r'C-'�f!�h��<a7siet!i9yG aYSM�.�'1!aJ.6at ftMY xKSY taSaC°'G��Lc^.e^1MT� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mflx 1>r ow zsa 349 i.a1 j in] ¢ravided :— a.s 0:.3 10. £.2Batom Sam - 'maX 000 '1.55 ODC O30 0.00 7-SHEAR STIRRUPS .7.1 ADAPT se. ded. s .) Legs: 2 _ Spacine#5 Sparing [ng- ^ss — 7.2 User- Jected •---`--'--------------------------------- ' SarStze# ;Lags: •______________________________________________________________________.-_, 7.3Requiredares ot- as [in'tdj asa 0'0 v a,0 ,10E Obi? 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 99 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2Q12 Date: September 25, 2014 Tame:10:20:34 Pile: SuppertLine 99 1 -PROJECT TITLE: General name 1.4 Design Strip:.Support Line 99 1.2 Load Case: Ser0ce(Sustained Load). 1.00 xSeW&ight 4 1.D0 xDeed load + 0.30 x Live toad + 1.00 x Prestressing 2-PAEUBER ELEVATIOE IM I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele cted xta- Qu�czc� 5 - BOTTOM REBAR 5.1 ADAPT selected S.ZADAPT selected zue e^c�x-er..rrn,:..rasca asp rm�-aeavesic>z easc-.�� v-cpssrer=, aas_-szrsx s-rca:nc-v�-sx�.�s 6 -REQUIRED & PROVIDED BARS 6.1 Top 5ars m co am c.0 o.00 ii oar n- required IICC��II provided -- �— ------ 626attom Bars ma¢oo o.co od: nco rr c.ai 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 L2-144 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 100 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2Q12 Date: September 25, 201i T ime: 10:20:34 File: Support Line 100 t - PROJECT TITLE: Gen era] name 1.1 Design Strip:. Support Line 4 00 1.2 Lae d Case: Senlce(Sustained Load) 1.00.x SelMeight+ 1.00 xDead load 0.30x Lire load- 1:00 x Prestressing 2 - MEMBER E LEVATIOP Ihi az I 1 I I I J I I I 3- TOP REBAR -3.1 ADAPT selected 3.2ADAPT selected lwcxr2s. urxr _s• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected mee: cerc .---ezrcannay ..xro ar+- mm-.erme�a:.. Ems m.��,.-ar-^s�.r..roxr aro ear.. amarr.ex+.e,�e,sr.:r �e 6 - REQUIRED & PROM DED BARS 6.1 Top Bars on — required au i ar I provided p — rovcted a. 6.2 Bottom Bars ox od: 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 101 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Bate: September 25,.2014 Time:.10:20:34 FBe: Supportline 101 1 PROJECT TITLE: General nacre 1.1 Design Strip: Support line 101 1.2 load Gale: Senloe(Sustsined Load) 1.00.x SelMeight+ 1.00 x Dead load+ 0.30 x Live load. 1.:00 x Prestressing. 2 - MEMBER E L EVATIOt 3 iff1221 ! de 11. $ 9.r I I I I I I I I I I I II I I I I I I I i hI H 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sole cted-lxiorx<a+ s .�rxs e�. + rsxan^ 5-BOTTOM REBAR El ADAPT selected- 5.2 ADAPT selected uxe:.sen+xxx-�varr<raa-:awar. eam+.eeaa�eues:;c,�n.✓,-ra<ezvasn:ee:-.xax-�...asra::'reeane-,csm:Y-�_ 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars M .m ie, zx uaa !a. CAB rm- eqouimd ,Rrvided � +..z 6.26ottom Bars mvE.u�- 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 L2-146 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 106 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25,:2014 Time:10:20:34 -File: SuFPart Line IN 1 -PROJECT -TITLE: 'General name 1.1 Design Strip: Support tine 10'a- 1.2 Load Case: Service{Sustained Load) 1.00 xSelWxight + 7:00 xDead load +. 0.30 x Live load + 1.00 x Prestressing 2 - MEMBER E LEVATIOP t03 a-s� a s- I I I I I I 1 I { I I I I"1 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selectedr%�v"•sxsv 5-BOTTOM REBAR 5.1 ADAPT selected S.ZADAPT selected 3xa0- < sazsv AiSe:?:Gt++xx^a�Yrn.�:cSk'. rn0'CY SSTXi-a[slCaaC i!:'aa.Y;a'eu.Y.tC'0':. sfsY br saec?'C rc:fiie'x"sY.Y.x! fi - REQUIRED &PROVIDED BARS 6.1 Tap Bars max 2.06 lm' r. ect"i red - provded- a 0 t. 6-2Bottom5 rs c- in 9 Y7 or 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 107 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM AD.A1?7-15u'lder Version 2012 Date: September.25, 2014 'rime: 10:70:34 File: Support Line 107 1 -PROJECT TITLE: Generai name 1.1 Design Strip: Support Line 107 1.2 Load Case: Service(Sustained Load) 1A0xSefteight+ 1.00xDeadlaad- 0.30xLiveload- 1:110x Prestn:ssmg 2 -A E LEVAT1Ot tMEMBER S�r 26^ C.<<J1 2i^G 2�0 F6 d7 i. I� 'III II III II III 'I Y1 3 -TOP REBAR 3.1 ADAPT seleded 3.2'ADAPT selectedIX40' (.J!:.msy±/�bk3a" L/e-Z6JCSsa);3i' �ys_X'.�Fxi e'6%SL/a9Gi iC .r6JC`�7' 5 - BOTTOM REBAR 5.1ADAPT sale ded. t7sx„T ,a2=ix,ao 5.2'ADAPT selected f2 5�?4' ,: taSXb'fi' 13...3%77E" 13 .:31ii7E" ifi i3sxsa` 6 -REQUIRED & PROVIDED BARS 6.1 Topaars n1NE.x 3:16 e.06 5M CQa 6a2 OS; aa2 om 211 1,79 za required .- :.2 provided ,.1 as s. 6.2BottomSan,mex.m ,s 'coo 016 0.00 099 aft,. 123. a.m. �0 26 am 7-SHEAR STIRRUPS 7.1 ADAPT selected. C a assize 5 Legs: 2 S.padng �tnj 236 gas gas 2a.6 z}+ gas .gas 2:,s 7:2 Useraeleded .:--..__....__.---`---`�---------'---'----�-- -'----'-----------`- - ---'----' aarSiza# Legs: a.2d TZ Requilielfured area n2, oA 10 - DES]GNERS 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 L2-148 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 112 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25"2014 Time: 10:20:34 File: SupportLine 112 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Late 112 1.2 Load Case': SeRica(Sustained Load) 1.00x Selte-eight+ 1.00 x0ead load + 0.30x Live road > 1.00 x Prestressing 2 - MEMBER ELEVATIOE thl .... 3 sr as I II III I II I11 I II III -i Y1 .3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale cted 1 rxz'e % -a *'ssse• 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected +•raxt e• -xt o•• e�,�ux?a• l�e.'W!n-XYvs.'an�tr^^>CSQC QI's+a^':'eQQ.xsleSfe Eas Q^.x'e.ly_+�f.�C'-"'..a:tl. �_Effisaa'+M1ere?4Q."e':sN.Y Qa*t 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max tM ox t.7a e. E.26ottom8ers 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 134 L2-149 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012. SUPPORT LINE 115 ADAPT: STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Time:_10:20:34 :rile: Support Line 115 1 -PROJECT TITLE General name 1.1 Design Strip: Support Line 115 1.2 Load Case: Service(Sustained Load) 1 A0- x Seimeigv - 1.00 x Dead load + 0.30 x Ltre load - 1:00 x Prestiessmg 2-MEMBER ELEVATIO IM 6E5 SAE 3099 1$E l ( 1 II 3- TOP REBAR 3.1 ADAPT selected,x:a 3.2 ADAPT selected r$• 2 _�-°o' 3 . of�o' s-...mces.. 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2-ADAPT. selected wme z�n+..._2-+a„ruw-cse-..-aarr aa.,a+eex-.esresxissssca�eem::�cxr-.sses_.mxx z.exne-.--srcn-ems 6 -.REQUIRED & PROVIDED BARS 8,1 Top Bars m2''t- a ass requmd provided .-. � -- IIL 6,2Bottomaais A. eau caa 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 135 L2-150 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 118 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date:.September Z5, 2014. Time: 10:20:34 File: Support Line 118- 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Line 116 - 1.2 Load Casey Senice(Sustained Load) 1.00 x SelMeight i 7..0 0 x Dead Iced + 0.30 x Ltre food + 1..00 x Prekressing 2 - MEMBER E LEVATIOE ttt) 23.01 30.43 ^2A0 .. :0 22?: 5. ..a. 3 - TOP REBAR 3.1 ADAPT selected �xs6- nQi.�rxas•I,3asxr ,axra-.t3F6%d +66xsxa,:^ t:.6x-e 3.2 ADAPT sale cted Qx•• a �:. Q66xsa^..lacc,rs�cso.. sQx 1[>l^v�n:: 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1.Top bars mom( _ 2,31 1.16006 2.?6 A.00 276 am 2716 0.00 3r I requl and .- is provided -_ IL 6.26dttomBars ' 0.03 •a DO, 00 003 0M c]a 040 0.42 000 -000 7 -SHEAR STIRRUPS 7.1 ADAPT eel Qed. B ar.Size,Legs: 2 spacing AI +�aas ist20A 2se ssA 2sa 236 23as x.s 7.2cted arS,zt Bo arSizai Legs: a: 73Raquiradares •' [irt=Jftj,� 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 L2-151 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 119 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version2D12 Date: September 25,2014 Time:10:2D:34 File: Support Line Ila 1 -PROJECT TITLE: General name 1.1 Design Strp: Support Line 119 1.2Load Case: Sertice(Sustoined Load) 1.WxSelfvsight+ 1:00xDesdlosd+ 0.30xl_ue Mad+ tGo x Prestressing 2-MEMBER ELEVATtO Iftj 1765 2661 17M 25 so 53! a'S ... II II II II II II II II II III II II 3 -TOP REBAR 3.1 ADAPT selected 6 ..6x9e• 3.2 ADAPT sele cted 1 9E•• e5x9s^iF r ax3.6- 6znc" 6.e6x16'.�!^„_E. 5 - BOTTOM REBAR i~ 5.1 ADAPT selected 5.2ADAPT selected nm-.se�v+�rxro-:r�„�,�xsa,.*.om.saR,rA�,marsheF�•o;:'a:azs:�.na.-.a�mm�,: rme¢arm��.zm.cx"tee 6 - REQUIRED & PROVIDED BARS 6.1 Top Hare max am 390. 31'6 3.36 156 z.m ax6. rif equired <,2 provided 11111E E.26ottom Bars max �.x z.zooan asa oro am: z.x 9U - 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 L2-152 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm 2012 SUPPORT LINE 120 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: September 25, 2014. Time: %20:34 file: Support Une 120 1 PROJECT TITLE: General name 1.1 Design Strip:Suppsrt Line 120 1.2 Load Case: Senice(Sustained Load) 1.00xSelfiveight+ 1.00xDeadload+ 0.30x Livebed+ 1.00xPrestressing 2 MFMBER ELEVATtOP ini 579 13.8E In Sz TM I I I I I I I 3 TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sate cted ea�me° - xsv Qssrez+xe• y 5 - BOTTOM REBAR 5.1 ADAPT selected S.2 ADAPT selected. aSe'--'. -_s!nv.-.cba.^..'!S'dT^Y.MaYaesfitx[ m.'Jnd�loaYCAf E>'C:�.�#s•�s�#sist'C'!evnUe!x-s�Y�¢e! 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars msx i. r za, 2.e3 s X m' I equired provided e. 3. 6.2 Bottom 8 rs a -'— max am 623 om T - SHEAR STIRRUPS 7.1 ADAPT selected. .. . 8 arSize 05 Legs:2 -Spacingfinl �s acts sssa •---'--'-------------------- --•--------------- -------------------.----- 7.2 0 serAelected ' 5arrSizei Legs: ---•-•--- :.e 7Z Rewired area pn7til as ° a ix3v o. 10 - DESIGNERS 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 138 L2-153 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 121 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: Septemher 25,.2014 Time: 10:20:34 File: Support Line 121 1 -PROJECT TITLE: General name 1.1 Design Strip:. Support Line 121 1.2 Load Case: Sertiice(Sdstained Load) 1.O0xSe]hvelght+ 1.00xDeadldad+ 0.30xLtreload+ 1.0axPrestressing 2- MEMBER ELEVATIOt 1ff 1716 n.ra I I I I I I I I I I 3 -TOP REBAR 3.1 ADAPT selected 3.2'ADAPT selected ! xrss° Sn6z!as^ 5 - BOTTOM REAR , 5.1 ADAPT selected 5.2 ADAPT selected ncm.eerxr-e-•�srrn-,sa-r:=am±e rrn�-ecaveue��eas u�,r:a;:�:nacs-. av�.x�,r.�wscem�*:nY-smn_.xc 6 - REQUIRED & PROVIDED BARS 6.1 Top -Bars max 2z1 'zoo .reQUlled F-L provided.....-.-...........6.28attamBars --- - ....:'..- --------- mex c.as 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 139 L2-154 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 123 ADAPT: STRUCTURAL CONCRETE SOFTWARE SYSTEM 'ADAPT-Bullder Version2012 Date:.September25; 2014 Time:10:20:34 File: Support Line 123 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Line 123 1.2 Load Case:Semce(Sustained Load) 1.00xSeJMeight+ 1..00xDeedload-� 0.30x Liveload; 1.00 x Prestressing 2 - MEMBER E L EVATIDE (ft ,nu 'asE use I li I i 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected Qr�ae" f'iG'4Hx .To�i'm+�?.IIs.:sM C1f.^. Ys!iSxmmexYx "eas c^.5:^-•vea;�bf f. s:'C�.. xw'. aif! M2M�'C•N.12'.'x^so'.Y.at 6 - REQUIRED 8 PROM DED.BARS 6.1 Top Bars max snn n.s aao ieguned provitled to 6.26attom Bars 3 mex aoo -a..M 173 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 140 L2-155 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 126 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: September 25, 2014 Time: 10:20:34 File: Support Line 126 1-FIROJECT TITLE: General name 1.1 Design Strip:. Support Une 126 1.2 Load Casa: Senioe(Sustsined Load) 1.00x5eltweight� 1..O0xDead lead +.0.30 xWe bad-* 1.0x Prestressing 2- MEMBER ELEVATtO If ] ?"a r T t0.ab s.: 1I I I I II I I II i I I I -I 3 - TOP REBAR 3.1 ADAPT sale ded 3.2 ADAPT sele del r e�'.95^ : _saxsc axsa•. 1 -. sxavaxzv 5 - BOTTOM REBAR SI ADAPT selected s :- s' 5.2ADAPT selected a sxaa• r r=sza'a A'a±..Se�^xa�-.. �naa"a-:ma•E1`rra+�_-<narc. zsesd-_4 sac.. saae c.:ae2n#c::x6e.-ro-•+s aGa?'C�We^e-Snf •`«ce: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mix 2.a 2.18 a9a t.is 000 �in-iared :z.l =-H r . provided 9 - 6.26ottam Bars 3 max am s.n aua :or> amam 7 - SHEAR STIRRUPS — I� lII II�II �—=1 7.1 ADAPT sell dad. Bar Size05 Legs: 2 Srsadng jinp — 7.2Userseleded • -------• -------------------`-------------------------------"'--- ___._______-. Bar Si�..e >� Legs: o.ea -- - 7.3 Required area ca m't a.z f 01 ,ia 0J y ..0. 9. OS?t O. tOa 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 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 127 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: septemt:er25, 201E Trme:10:20:34 FOe: Support Line 127 1 -PROJECT TITLE.,General name 1.1 Design Strip: S upport Lire 127 1.2 load Case: SeNce(Sustained Load) 1.00xSenmight- 1.00xPseadload+ 0.30xWeload- 1.41lx Prestressing. 2 -MEMBER E LEVATtO Iftl as aszs I I f I I I I I i---I .3 -TOP REBAR 3.1-ADAPT sale ded 3.2 ADAPT sale cladrtxtoo• y-rebx;ae• 5 - BOTTOM REBAR E.1 ADAPT selected 5.2 ADAPT selected Mi.'Fetlx'-wA:.:f'AV.:�T>e^..rn2'!]'r.. Sl�.gsa9WeLYJ�e f.. a^.L'S:a: i1R5ftCM1``ns#C.^•eFf. SY Y^it'CrCTtTxt�?>: Gv 6 - REQUIRED &PROVIDED BARS 6.1 Top Bars max z.i+ 299 m' retruired provided 6 a6. ,. &2 Bottom Bars max oao - ---- ...-- oa _..- 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 L2-157 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm 2012 SUPPORT LINE 128 ADAPT: STRUCTURAL CONCRETE.SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: September Z5, 2014 Time: 10.20:34 file: Support Line 128 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Line 128 1.2Lsad Case: Servlce(Sastained Load) 1.00 x Selfveight+ 1..00 xDead lead + 0.30x Lae load, 1.00 x Prestlessing 2 - MEMBER E LEVATt i ot ift, ?b I I I I I I I I I I I 1 3-TOP REBAR 3.1 ADAPT sale clad 3.2 ADAPT sale clad +l�ax!sv � s ,a=exioe. 5 - BOTTOM REBAR S1 ADAPT selected 52 ADAPT selected 6 - REQUIRED & PROVIDED BARS, 6.1 Top -Bars m4x 2-i ssr ssa i `3. n sa - required s � .provided 0: 6.2 Bottom Bars a max �Ao o00 36e 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 143 L2-158 -750 WIN F -250 Y C 0 N E O 2 250 500 750 Moment Diagrams Project: Tukwila Village Building D / Load Case: Service(Total Load) 1.00 x Selfweight + 1.00 x Dead load + 1.00 x Live load + 1.00 x Prestressing Moment Drawn on Tension Side 777.7 k-ft Span 1 Span 2 810.1 k-ft Span 3 Span 4 Service Moment (note: service moments higher than strength moments due to large prestressing forces from tendons) L2 beam (span 3) designed as non prestress member. Project Name: :wila Village Bu Sep. 29, 2014 11:05 AM ADAPT-BuilderSum 1.0 L2-159 Moment Diagrams Project: Tukwila Village Building D / Load Case: Strength(Dead and Live) 1.20 x Selfweight + 1.20 x Dead load + 1.60 x Live load + 1.00 x Hyperstatic Moment Drawn on Tension Side -500 ^, -250 Y C m 0 O a 250 500 Span 1 Span 2 Strength Moment Span 3 L2 beam (span 3) designed as non prestress member. Y X Project Name: Tukwila Village Bu Sep. 29, 2014 11:07 AM Span 4 ADAPT-BuilderSum 1.0 300 250 200 150 Y 100 m 50 0 a_ 0 -50 -100 -150 Forces Diagrams Project: Tukwila Village Building D / Load Case: Strength(Dead and Live) 1.20 x Selfweight + 1.20 x Dead load + 1.60 x Live load + 1.00 x Hyperstatic Clockwise Shear Postive Span 1 Shear Forces Span 2 Span 3 L2 beam (span 3) designed as non prestress member. L2-160 X Project Name: Tukwila Village Bu Sep. 29, 2014 11:14 AM 1 Span 4 ADAPT-BuilderSum 1.0 I L2-161 L2 Beam Design. Davido Consulting Group Date: 9/29/2014 civil j structural land use Made By: DPM Project: Tukwila Village Building D Description: L2 Concrete Beam Design b h b = 82.00 in (Taking advantage of T-beam h = 18.25 in action. 1/4 of span —82") Bar Clearance = 0.75 in Mu = 810.10 K-ft Vu = 209.00 K Concrete F'c = 4000 psi Reinforcing Fy = 60 ksi Flexural Design: As,q'd = 11.46 in' Asmin = 4.63 in' = Min Flexural Reinf; ACI 10.5.1 USE: 12 #9 OK! As = 12.00 in Shear Design: VC = 175.7 Kips Stirrups Req'd = 0.75 Min Stirrup Spacing = _ 8.5 in Avreq•d = 0.61 inZ/ft Maximum ofACI 11.5.6.3 & 11.5.7.2 Stirrup Reinforcing = 2 Legs #5 at 8 " O.C. OK! Av = 0.93 inZ/ft Ig = 41535.7 in' Icr = 17138.0 in' Mcr = 179.93 K-ft Jeff = 17405.3 in' o f �r 1 �f i1 'I !t it j 3 A Y W x Rebar Plan - Top Mat 09/29/14 11:22:20 Tukwila Village Building D 1:20 BIdg_D_5.adm L2 N N r A I �t r r � .......... �Yr _ � t Y -------------- W x Rebar Plan - Bottom Mat 09/29/14 11:22:56 Tukwila Village Building D 1:56 - Bldg_1 _5.adm L2 r N A L2-165 Project Name: Tukwila Village Building D Specific Data: L2 Date of execution: September 29, 2014 File Name: Bldg_D_5.adm 2012 180.40 PUNCHING SHEAR STRESS CHECK RESULTS COLUMN SECTION Load Combination:Strength(Dead and Live) �s FLOOR -PRO ; 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 50 Corner rr -119.538 49.584 0.213 0.031 0.244 0.212 1.15 Column 50 Corner ss -119.538 -9.640 0.213 0.062 0.275 0.212 1.30 Column 51 Interior rr -649.566 26.667 0.299 0.005 0.303 0.214 1.42 Column 51 Interior ss -649.566 -24.998 0.299 0.005 0.303 0.214 1.42 Column 52 Interior rr -558.630 11.462 0.400 0.004 0.403 0.214 1.89 Column 52 Interior ss -558.630 35.572 0.400 0.012 0.411 0.214 1.93 Column 53 Interior rr -541.455 5.681 0.387 0.002 0.389 0.214 1.82 Column 53 Interior ss -541.455 -33.976 0.387 0.011 0.399 0.214 1.87 Column 54 Interior rr -717.796 -39._809 0.330 1 0.007 1 0.337 1 0.214 1.58 Column 54 Interior ss -717.796 -16.493 0.330 0.003 0.333 0.214 1.56 Column 87 Corner rr 1 -49.654 -4.099 0.097 0.028 0.125 1 0.212 1 0.59 Column 87 1 Corner ss 1 -49.654 -3.790 0.097 0.036 0.132 1 0.212 1 0.62 Load Comb ination:Strength(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 50 Corner rr -81.242 20.584 0.145 0.031 0.176 0.212 0.83 Column 50 Corner ss -81.242 1.222 0.145 0.048 0.193 0.212 0.91 Column 51 Interior rr -424.396 17.591 0.195 0.003 0.198 0.214 0.93 Column 51 Interior ss -424.396 -14.020 0.195 0.003 0.198 0.214 0.92 Column 52 Interior rr -356.661 12.033 0.255 0.004 0.259 0.214 1.21 Column 52 Interior ss -356.661 24.816 0.255 0.008 0.263 0.214 1.23 Column 53 Interior rr -345.600 11.018 0.247 0.004 0.251 0.214 1.17 Column 53 Interior ss -345.600 -22.899 0.247 0.008 0.255 0.214 1.19 Column 54 Interior rr -462.120 1 -32.388 0.212 0.006 0.218 0.214 1.02 Column 54 1 Interior ss -462.120 -14.750 0.212 1 0.003 0.215 0.214 1.01 Column 87 J Corner rr -36.941 -3.210 0.072 1 0.021 0.093 0.212 0.44 Column 87 1 Corner ss -36.941 -5.117 0.072 1 0.029 0.101 0.212 0.47 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 1 L2-166 SR2.1 SR2.2 SR2.1 SR2.1 SR2.2 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT Load Combination: Strength(Dead and Live) Number of rails per side: 2 Column ID Number of studs/rail Stud diameter in Studs 1 2 3 4 5 6 50 9 0.63 Distance 5.75 11.50 17.50 23.25 29.25 35.00 (7)41.00 (8)46.75 (9)52.75 51 14 0.63 Distance 3.75 7.75 11.75 15.75 2.75* 5.75* (7)8.75* (8)11.50* (9)14.50* (10)17.50 * (11)20.50 * (12)23.25 * (13)26.25 * (14)29.25 * 52 9 0.63 Distance 2.75 5.75 8.75 11.50 17.50 j 23.25 (7)29.25 U35.00 (9)41.00 53 9 0.63 Distance 2.75 5.75 8.75 11.50 17.50 23.25 (7)29.25 (8)35.00 (9)41.00 54 9 0.63 Distance 3.75 7.75 15.75 5.75* 11.50* 17.50* 7 23.25* 8 29.25* (9)35.00* Load Combination: Strength(Dead Load Only) Number of rails per side: 2 Column ID : Number of studs/rail Stud diameter in Studs 1 2 3 4 5 6 52 4 0.63 Distance 5.75 11.50 17.50 23.25 53 4 0.63 Distance 5.75 11.50 17.50 23.25 54 8 0.63 1 Distance 3.75 7.75 11.75 15.75 2.75* 5.75* (7)8.75* 8 11.50* 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 Unit r in r ! 0.35 !� 0.31 0.27 0.20 0.16 0.12 R.05 .09 t 0.01 t . ! -0.03 _ -0.06 t ~`' -0.10 -0.14 - -�V, '1 Z-Translation SERVICE DEFLECTIONS 11:36:29 Tukwila Village Building D Units: in 11:36: B1dg_D_5.adv L 1 Deformation iV v Unit in 0.71 0.63 0.54 0.45 t 0.37 0.28 0.20 0.1.1 0.03 -0.06 -0.15 -a.23 7-0.32 4'. -0.49 Z-Translation LONG TERM(CRACKED) DEFLECTIONS 09/29/14 11:37:00 Tukwila Village Building D 1:37:Units: in B1dg_D_5.adv L 1 Deformation MZ-1 Davido Consulting Group civil j structural ; land use STRUCTURAL CALCULATIONS MEZZANINE CONC. SLAB DESIGN (ADAPT) TUKWILA VILLAGE - BLDG D 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 N w Structural Plan 09/26/14 14:35:41 Tukwila Village Building D 4:35: BIdg_D_5.adm Mezzanine MZ-5 ec F N®� Tom' sc�LG 293�1 . . . ............. Typical 15 psf slab loading. Additional load shown is take- down from upper levels. mM Loading Plan Dead Load 09/26/14 14:59:23 Tukwila Village Building D Bldg_[_5.adm Mezzanine 50-150 psf slab .. . . ...... loading. Additional load shown is take- down from upper levels. F6 Loading Plan Live Load 09/26/14 15:02:17 Tukwila Village Building D Bldg_[_5.adm Mezzanine MZ-8 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 110.10 SLAB REGIONS (Summary Report) Type # Reference Plane Material Area Volume ft2 U 1 Mezzanine 5000 psi 5877.87 5907.93 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 MZ-9 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 112 RESTRAINTS AND RELEASES Specific Data: Mezzanine File Name: Bldg_D_5.adm FLOOR -PRO 112.20 POINT SUPPORT LOCATION AND RESTRAINT -------- Location------l—Restraint:Translation--- 1---Restraint: Rotation ----- I ID I Label X, Y, Z ft X Y Z XX YY ZZ 91913 Point Support 91913 130.93;37.96;24.00 No No Yes Yes Yes Yes 91914 Point Support 91914 105.68;46.03;24.00 No No Yes Yes Yes Yes 91915 Point Support 91915 89.49;51.20;24.00 No No Yes Yes Yes Yes 91916 Point Support 91916 62.88;51.70;24.00 No No Yes Yes Yes Yes 91917 Point Support 91917 40.86;66.56;24.00 No No Yes Yes Yes Yes 91918 Point Support 91918 20.61;42.59;24.00 No No Yes Yes Yes Yes 91919 Point Support 91919 152.48;0.42;24.00 No No Yes Yes Yes Yes 91920 Point Support 91920 159.33;21.85;24.00 No No Yes Yes Yes Yes 91921 Point Support 91921 1.75;70.11;24.00 No No Yes Yes Yes Yes 91922 Point Support 91922 2.33;119.07;24.00 No No Yes Yes Yes Yes 91923 Point Support 91923 61.08;153.91;24.00 No No Yes Yes Yes Yes 91924 Point Support 91924 14.46;153.91;24.00 No No Yes Yes Yes Yes 91925 Point Support 91925 2.33;141.16;24.00 No No Yes Yes Yes Yes 91926 Point Support 91926 31.05;154.16;24.00 No No Yes Yes Yes Yes 91927 Point Support 91927 4.66;50.07;24.00 No No Yes Yes Yes Yes 91928 Point Support 91928 15.81;59.90;24.00 No No Yes Yes Yes Yes 91929 Point Support 91929 67.49;66.14;24.00 No No Yes Yes Yes Yes 91930 Point Support 91930 42.07;87.16;24.00 No No Yes Yes Yes Yes 91947 Point Support 91947 18.20;119.84;24.00 Yes Yes No No No No 91948 Point Support 91948 25.17;119.84;24.00 No Yes No No No No 91931 Point Support 91931 152.48;0.42;24.00 No No No Yes Yes Yes 91932 Point Support 91932 159.33;21.85;24.00 No No No Yes Yes Yes 91933 Point Support 91933 130.93;37.96;24..00 No No No Yes Yes Yes 91934 Point Support 91934 105.68;46.03;24.00 No No No Yes Yes Yes 91935 Point Support 91935 89.49;51.20;24.00 No No No Yes Yes Yes 91936 Point Support 91936 62.88;51.70;24.00 No No No Yes Yes Yes 91937 Point Support 91937 40.86;66.56;24.00 No No No Yes Yes Yes 91938 Point Support 91938 20.61;42.59;24.00 No No No Yes Yes Yes 91939 Point Support 91939 1.75;70.11;24.00 No No No Yes Yes Yes 91940 Point Support 91940 2.33;119.07;24.00 No No No Yes Yes Yes 91941 Point Support 91941 61.08;153.91;24.00 No No No Yes Yes Yes 91942 Point Support 91942 14.46;153.91;24.00 No No No Yes Yes Yes 91943 Point Support 91943 2.33;141.16;24.00 No No No Yes Yes Yes 91944 Point Support 91944 31.05;154.16;24.00 No No No Yes Yes Yes 91945 JPoint Support 91945 15.81;59.90;24.00 No No No Yes Yes Yes 91946 JPoint Support 91946 4.66;50.07;24.00 No No No Yes Yes Yes 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 12734 Line Support 12734 8.92 147.88;57.48;13.50 152.12;56.13;13.50 143.63;58.84;13.50 12735 Line Support 12735 8.00 118.86;66.75;13.50 122.67;65.53;13.50 115.05;67.97;13.50 12736 Line Support 12736 8.00 90.28;75.88;13.50 94.09;74.66;13.50 86.47;77.09;13.50 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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-10 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 12737 Line Support 12737 4.07 63.57;84.40;13.50 65.51;83.78;13.50 61.64;85.02;13.50 12738 Line Support 12738 4.00 55.29;97.32;13.50 55.29;95.32;13.50 55.29;99.32;13.50 12739 Line Support 12739 10.83 55.29;125.49;13.50 55.29;120.07;13.50 55.29;130.91;13.50 12740 Line Support 12740 8.01 1.41;94.62;13.50 1.41;98.62;13.50 1.41; 90.61;13.50 12741 Line Support 12741 8.00 47.33;33.70;13.50 43.52;34.92;13.50 51.14;32.48;13.50 12742 Line Support 12742 8.00 75.91;24.56;13.50 72.10;25.77;13.50 79.72;23.34;13.50 12743 Line Support 12743 8.00 104.48;15.42;13.50 100.67;16.64;13.50 108.29;14.20;13.50 12744 Line Support 12744 8.00 133.06;6.28;13.50 129.24;7.50;13.50 136.87;5.06;13.50 12745 Line Support 12745 8.65 149.92;32.15;13.50 154.05;30.86;13.50 145.79;33.44;13.50 12746 Line Support 12746 17.65 156.72;39.28;13.50 154.05;30.86;13.50 159.40;47.69;13.50 12747 Line Support 12747 8.70 155.27;49.07;13.50 159.40;47.69;13.50 151.14;50.45;13.50 12748 Line Support 12748 17.83 148.47;41.94;13.50 151.14;50.45;13.50 145.79;33.44;13.50 12749 Line Support 12749 8.57 38.11;132.87;13.50 35.08;135.90;13.50 41.15;129.84;13.50 12750 Line Support 12750 12.56 41.15;123.56;13.50 41.15;129.84;13.50 41.15;117.28;13.50 12751 Line Support 12751 9.33 36.48;117.28;13.50 41.15;117.28;13.50 31.81;117.28;13.50 12752 Line Support 12752 9.33 36.48;125.84;13.50 41.15;125.84;13.50 31.81;125.84;13.50 12753 Line Support 12753 8.56 31.81;121.56;13.50 31.81;125.84;13.50 31.81;117.28;13.50 12754 Line Support 12754 21.52 14.49;128.84;13.50 3.73;128.84;13.50 25.25;128.84;13.50 12755 Line Support 12755 8.67 1 3.73;124.51;13.50 3.73;128.84;13.50 3.73;120.17;13.50 12756 Line Support 12756 21.52 14.49;120.17;13.50 3.73;120.17;13.50 25.25;120.17;13.50 12757 Line Support 12757 8.67 25.25;124.51;13.50 25.25;128.84;13.50 25.25;120.17;13.50 12758 Line Support 12758 17.99 25.25;88.70;13.50 25.25;97.70;13.50 25.25;79.70;13.50 12759 Line Support 12759 8.92 147.88;57.48;34.50 152.12;56.13;34.50 143.63;58.84;34.50 12760 Line Support 12760 8.00 118.86;66.75;34.50 122.67;65.53;34.50 115.05;67.97;34.50 12761 Line Support 12761 8.00 90.28;75.88;34.50 94.09;74.66;34.50 86.47;77.09;34.50 12762 Line Support 12762 4.07 63.57;84.40;34.50 65.51;83.78;34.50 61.64;85.02;34.50 12763 Line Support 12763 4.00 55.29;97.32;34.50 55.29;95.32;34.50 55.29;99.32;34.50 12764 Line Support 12764 10.83 55.29;125.49;34.50 55.29;120.07;34.50 55.29;130.91;34.50 12765 Line Support 12765 8.01 1.41;94.62;34.50 1.41;98.62;34.50 1.41;90.61;34.50 12766 Line Support 12766 8.00 47.33;33.70;34.50 43.52;34.92;34.50 51.14;32.48;34.50 12767 Line Support 12767 8.00 75.91;24.56;34.50 72.10;25.77;34.50 79.72;23.34;34.50 12768 Line Support 12768 8.00 104.48;15.42;34.50 100.67;16.64;34.50 108.29;14.20;34.50 12769 Line Support 12769 8.00 133.06;6.28;34.50 129.24;7.50;34.50 136.87;5.06;34.50 12770 Line Support 12770 8.65 149.92;32.15;34.50 145.79;33.44;34.50 154.05;30.86;34.50 12771 Line Support 12771 17.65 156.72;39.28;34.50 154.05;30.86;34.50 159.40;47.69;34.50 12772 Line Support 12772 8.70 155.27;49.07;34.50 159.40;47.69;34.50 151.14;50.45;34.50 12773 Line Support 12773 17.83 148.47;41.94;34.50 151.14;50.45;34.50 145.79;33.44;34.50 12774 Line Support 12774 8.57 38.11;132.87;34.50 35.08;135.90;34.50 41.15;129.84;34.50 12775 Line Support 12775 4.00 41.15;127.84;34.50 41.15;129.84;34.50 41.15;125.84;34.50 12776 Line Support 12776 8.56 41.15;121.56;34.50 41.15;125.84;34.50 41.15;117.28;34.50 12777 Line Support 12777 9.33 36.48;117.28;34.50 41.15;117.28;34.50 31.81;117.28;34.50 12778 Line Support 12778 9.33 36.48;125.84;34.50 41.15;125.84;34.50 31.81;125.84;34.50 12779 Line Support 12779 8.56 31.81;121.56;34.50 31.81;125.84; 34.50 31.81;117.28; 34.50 12780 Line Support 12780 21.52 14.49;128.84;34.50 3.73;128.84;34.50 25.25;128.84;34.50 12781 Line Support 12781 8.67 25.25;124.51;34.50 25.25;128.84;34.50 25.25;120.17;34.50 12782 Line Support 12782 8.67 3.73;124.51;34.50 3.73;128.84;34.50 3.73;120.17;34.50 12783 Line Support 12783 21.52 14.49;120.17;34.50 3.73;120.17;34.50 25.25;120.17;34.50 12784 Line Support 12784 17.99 25.25;88.70;34.50 25.25;97.70;34.50 25.25;79.70;34.50 Line SuRports Releases I ---- Release: Translation-- ------ Release: Rotation -----� ID I Label X I Y I Z L XX I YY I ZZ Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 12734 Line Support 12734 No No Yes Yes Yes Yes 12735 Line Support 12735 No No Yes Yes Yes Yes 12736 Line Support 12736 No No Yes Yes Yes Yes 12737 Line Support 12737 No No Yes Yes Yes Yes 12738 Line Support 12738 No No Yes Yes Yes Yes 12739 Line Support 12739 No No Yes Yes Yes Yes 12740 Line Support 12740 No No Yes Yes Yes Yes 12741 Line Support 12741 No No Yes Yes Yes Yes 12742 Line Support 12742 No No Yes Yes Yes Yes 12743 Line Support 12743 No No Yes Yes Yes Yes 12744 Line Support 12744 No No Yes Yes Yes Yes 12745 Line Support 12745 No No Yes Yes Yes Yes 12746 Line Support 12746 No No Yes Yes Yes Yes 12747 Line Support 12747 No No Yes Yes Yes Yes 12748 Line Support 12748 No No Yes Yes Yes Yes 12749 Line Support 12749 No No Yes Yes Yes Yes 12750 Line Support 12750 No No Yes Yes Yes Yes 12751 Line Support 12751 No No Yes Yes Yes Yes 12752 Line Support 12752 No No Yes Yes Yes Yes 12753 Line Support 12753 No No Yes Yes Yes Yes 12754 Line Support 12754 No No Yes Yes Yes Yes 12755 Line Support 12755 No No Yes Yes Yes Yes 12756 Line Support 12756 No No Yes Yes Yes Yes 12757 Line Support 12757 No No Yes Yes Yes Yes 12758 Line Support 12758 No No Yes Yes Yes Yes 12759 Line Support 12759 No No No Yes Yes Yes 12760 Line Support 12760 No No No Yes Yes Yes 12761 Line Support 12761 No No No Yes Yes Yes 12762 Line Support 12762 No No No Yes Yes Yes 12763 Line Support 12763 No No No Yes Yes Yes 12764 Line Support 12764 No No No Yes Yes Yes 12765 Line Support 12765 No No No Yes Yes Yes 12766 Line Support 12766 No No No Yes Yes Yes 12767 Line Support 12767 No No No Yes Yes Yes 12768 Line Support 12768 No No No Yes Yes Yes 12769 Line Support 12769 No No No Yes Yes Yes 12770 Line Support 12770 No No No Yes Yes Yes 12771 Line Support 12771 No No No Yes Yes Yes 12772 Line Support 12772 No No No Yes Yes Yes 12773 Line Support 12773 No No No Yes Yes Yes 12774 Line Support 12774 No No No Yes Yes Yes 12775 Line Support 12775 No No No Yes Yes Yes 12776 Line Support 12776 No No No Yes Yes Yes 12777 Line Support 12777 No No No Yes Yes Yes 12778 Line Support 12778 No No No Yes Yes Yes 12779 Line Support 12779 No No No Yes Yes Yes 12780 Line Support 12780 No No No Yes Yes Yes 12781 Line Support 12781 No No No Yes Yes Yes 12782 Line Support 12782 No No No Yes Yes Yes 12783 Line Support 12783 No No No Yes Yes Yes 12784 1 Line Support 12784 No No No F 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-12 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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-13 Project Name: Tukwila Village Building D Date of execution: September 26, 2014 2012 146 LOAD CASES AND COMBINATIONS 146.20 LOAD CASES Dead load Live load Selfweight Prestressing Hyperstatic Specific Data: Mezzanine File Name: Bldg_D_5.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: NO C1 Evaluation: NO CODE CHECK Combination detail: 1.00 x Selfweight Name: NO C2 Evaluation: NO CODE CHECK Combination detail: 1.00 x Dead load Name: NO C3 Evaluation: NO CODE CHECK Combination detail: 1.00 x Live load Name: NO C4 Evaluation: NO CODE CHECK Combination detail: 1.00 x Prestressing Name: 1.2D+1.6L Evaluation: NO CODE CHECK Combination detail: 1.20 x Selfweight + 1.20 x Dead load + 1.60 x Live load 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 6 MZ-14 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_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 4000 psi 4000 150.00 Normal 3835 2.00 2 5000 psi 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/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 7 MZ-15 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bidg_D_5.adm 2012 Beams ACI 2011/IBC 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 = 0.75 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 = 2.13 in At bottom = 2.13 in 142.40 MINIMUM BAR LENGTH Two-way systems FLOOR -PRO Cut off length of minimum steel over support (length/span) = 0.17 Cutoff 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 8 MZ-16 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm 2012 143.10 ONE-WAY SLABS Sustain 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 = 0.45 Initial load stresses Tension stress as multiple of (fc)AI/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 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 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)Al/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)Al/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of fc Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 FLOOR -PRO MZ-17 Project Name: Tukwila Village Building D Date of execution: September 26, 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 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 fc Extreme fiber Specific Data: Mezzanine File Name: Bldg_D_5.adm = 0.45 = 3.00 = 3.00 MlIJQ[;E1 = 7.50 = 7.50 Elle][0r7 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 I Idealized Tributary Plan for Support Lines in X-Direction 14 15:40:54 Tukwila Village Building D 5:40: 13ldg_D_5.adm Mezzanine 9/26/14 5:41:19 _5.adm Idealized Tributary Plan for Support Lines in Y Direction Tukwila Village Building D Mezzanine N to 09/26/14 15:43:18 Bldg_D_5.adm Strength Check in X-Direction Tukwila Village Building D Mezzanine N N O 15:44:04 1_5.adm Strength Check in Y Direction Tukwila Village Building D Mezzanine MZ-22 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm 2012 DESIGN LEGEND This legend is provided as an aid for the interpretation of the results that follow. A:Ilonuab� SASE 1 nmAaYrrVf yf' rb YYrace.[blabaKnri,a :. rY6A i1YY.(a.t kA6G a[W�1[. ImA Y[rM[YTaI WaKK� 10. Ti YMW1>:_ r� CelcailstsdStress o)Top-riberstresx ( Bottornfit tx �tr�4 DESIGN STRIP SERVICE COMMINATIO19 STRESSES (Tension st s Positive) ............... _ _ .._.........__ _._ I.4xxsts.D ' 1!YA:bMIp[+ I.kl Upclam, A'Na 4K.�. i. Wa yyeml ��� ?WnaDUT M?CAN.L6 t .z ac a r rap a 1 T l�t'•h �1 ,5 1 �t. E 3 1�� ! DESIGN STRIP "DESIGN It+I&iii qT (Mu)- .. (MQ n9 lls dxavxt o" the Imlon si &) R6mD�ms i'qp F!iir l+q'.i— a 141cn /,b[n 4na/Yrar /,Es'/IaYfea /plan • � _ Re�as Pxovi6EQ t tbu Rzquired A DESIGN STRIP RMFORC EA MNT 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 11 FLOOR -PRO u MZ-23 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 1 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM - ADAPT-Bullder Version 2012 Date: September 26, 2014 Time: 12:d8:53 file: Support Line 1 1 PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip:. Support Line 1 .1.2.Load Case: SeNce(Sustained Load) 1.00.x SelVeight+ 1.G0xDeadlsad+ 0.30xUvelbad • 1:40x Prestressing 2 - ISEMBER E LEVATio00 1ftj >u s:ss us= r s 3- TOP REBAR 3.1 ADAPT selected 3.2ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ADAP€ selected w.xe�xro-amrr,rea-,=ar!,�ar-saavawez�e �as:,r.�:sa.s,:r�rxs„.v:vs ec:-exs-„s�c rearencnr.:r �- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max ox aoo 0,00 a.a0 am am prd+rided ua . a 6.2Bottom Bars max 0.00 apa oaa a.a0 CM 4.00 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 12 MZ-24 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 2 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: September 26.2014 Time:12:46:53 File: Support Line2 1 - PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip: Support Line 2 1.2 Load Case: Sermce(Sustained Load} .1.00 x SelVJeight + 1.00 x Dead load + 0.30 x Live load + 1.01)x Prestressing 2 - MEMBE R E LE VATI©F tRi s ? xa+2 ssas sas ILl 3 - TOP REBAR 3.1 ADAPT selected. 3.2 ADAPT selected+a•' 5 - BOTTOM REBAR ,A ADAPT selected 5.2 ADAPT selected. nw..-.cerxc--ezrma,mea•:r7e•m.rsms<e�v<s�as ea,m,^.-wee .:ea�.nxsr..�camn: csass.c�w2,,c,sm-,e.�e 6 _ REQUIRED & PROVIDED BARS 6.1 Top B ars mex ana a:r� ono oa+ noo a.ao rn- equired provided U an t 6.26attom.Bars riisx�aea 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 MZ-25 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 3 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 !bate: September 2B, 2014 Time: 12:45:53. flit: Support Linea 1 - PROJECT TITLE; Tukwila Village Building D 1:1 Design Strip: Support L'me3 1.21-oad Case: Senlce(Sastained Load) 1.00 x5eMueighti 1.00x1?eadload> 0.3Gxlirelea3+ t:OUxPrestressiog.. -2 - MEMBER ELEVATIO! I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selectad 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 AD APT selected reroxzv.,:zr„�.-erca,,.,,a.. er..+.saw.e�esx c r.:a:aaes.+:m-n.!cs^, s%e_.mvsnaec.m:v�,,c-s•.ax Jce 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars roaik 0.m om :cwa 0.ac 0.m 000 re4uired 0's pmxlded 0.a ... &2Bottom Bars max cm ao^ e00 0a0 om -000 10 = DESIGNERZS 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 MZ-26 i Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 5 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version.2012 .Date. September 20.. 2014 Time:.12:48:54 File: Support Line 5. 1-PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip: Support Line 5 1.2 Lead Case: Service(Sustained Load) 1.00 x SelMeight >- 1.00 x Dead Iced + 0.30 x Lire load + 1.00 x Prestressing 2 - MELIRER E L€VATIO tftj z.ia 798 06.700 !. 83 00 I I f I I 62 I I 3- TOP REBAR 3.1 ADAPT selected `-1°_o" 3.2 ADAPT secs ded t.env' z z= 11" 5 - BOTTOM REBAR. 5.1 ADAPT selected d°1 3x"` tc rax+ow 5.2 ADAPT selected.` sQrrx:`o' .Qdx!se• �cenze�nr.�rmnr�'r.:nsem+aa-ee�c,���e ease::.s:,a.samzra� w.�r,.r rca.=.srm,v--c-s�^e.m: 6 - REQUIRED 8 PROVIDED BARS 6.1 Tap Bars aob' coo 040 0.M a09. aw a93 r!n-- eyuired :provided. $.26ottl Bari IfIdK 10 T.31 Goo 38i 353 7 -SHEAR STIRRUPS = .7.1 ADAPT sale dad. B ar.Siza#S Legs: 2 Spacingiml .. ded.°---- 7.2 UseraeleBarSize# '----- -- -` ------ Legs: r J---'---- --'------''- -----'----_ - ------------ - - --.- -- -`---------- --- ---------- ..88 7.3Requiredares os O.dt jnYtt] aa 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 MZ-27 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 7 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date. September 26, 2014 Time: 12:48:54 File: Support Line 7 1 -PROJECT TITLE: Tukwila Village Building,I) 1.1 Design Strip:. Support Line 7 1.2 Load Case: SeNce(Sustained Loady 1.00 x Seltmight+ 1.00 x Dead lead : 0.30 x Live load + 1:00 x Prestressing 2- MEMBER ELEVATIOt (ftl A2 RD0 co j l I I I I I I I 28.0 un m r_ I I I I I 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 selectedz;e^n-ar5a^ 5-BOTTOM REBAR ADAPT selected aQ.m9x:s 9�r.- 5.2ADAPT selected 5 .Mx6e- a sx9s• ? .�er.fi.. f6Ye'Tucl^�z.^e^.�s�iv,•rcpE^..?b'tl1?s ».w±x a'xee 45tx. 5xs�c:..:aa<srm:A:°.hS-.\ernc'Y..#tta2.creSJrc.^�e"sy:x -ca 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars cea e.b oaa e.99 1,, a.tt !.s6 aoa rin equired provided '- T d.9 6.2 Bottom Bars 92 ntm¢ 0.00 00o 0Z -057 -6.91 6:12 AM coo 7 - SHEAR STIRRUPS 7.1 ADAPT saleded. Bar Size S 5 --Legs: 2 Spacing [nj �mms771--� .---------- _------------- ',______________________________;---.----.__-._-_____.-.- Bar Ste 7 Lags: 3.6 -. 7.3 Required area [in,a9 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 16 MZ-28 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 8 ADAPT, STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Sullder Version 2012 Date: September 26, 2014 Time: 12:48:54 File: Support Line 8 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line 8 1.2 Load Case: SeNce(Sustained Load) 1.00 x SeWmight + 1.00 x Dead load + 0.30 x Live load--1..00 x Prestressing 2 - MEMBER E L€VATHN jfi7 rsz m 2550 0.110u1r zr a- tau II III ILill' —1III LliIII I1 3 - TOP REBAR 3.1 ADAPT seleded s�ma- 3.2'ADAPT selected l =exso^ ac?c a ssa r�' n >ti�aa^ 5- BOTTOM REBAR 5.1 ADAPT selected li�r­ 9 2.X12V S.2 :�£X 1£aADAPT selected " s^.,^n0.'tf. EO.rt,"xcsx TSY_Easa��.a:,e. a?. YA:IeM1 �sv'.s�+:.+YfDs"a.th^:Ae'.'e�51 Yz+ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars rn 0 ots i.n 979 536 S.ar- -4:02 aX required a:a provldad ro 6..26ottOmBars rrlp`-qq a.05 oat 033 ow 362 19A% 7-SHEAR STIRRUPS 7.1 ADAPT selected. BarSize # 5 Legs: 2 Spacing linj t3 — ti5 a.3 <. dL. 9.0353.0 1a3 7.2 Userselected ••----------__----------- �———� �- -----____--------------•-------------- -"' BarSize # Legs: ,., 7.3.Required area 1,9 {ielitj oa 0t 0. .m. a. 12P a. 1. 2 2.54 atu 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 17 MZ-29 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 9 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: .Septwber26, 2014 Time: 12:45:54 File: Support Line 9 1 - PROJECT TITLE:Tukwila Village Building D 1.1 Design Strip: Support Line 9 1.2 Load Case: Service(Sustained Load) 1.00 xSelhaeigl±t s 1.00kDead load+. 0.30 xLive load- 1.o0x Prest±essing 2 - BAEMBE R E LEVATIOt ;itj It Yd "AO� 3^ II II II II II II II II II 1.ST ?0 8z7 II I I II I I I I II I I I I II 3 - TOP REBAR 3.1 ADAPT selected Qr<axsv s�}inarcA- x =azsa-• 3.2 ADAPT selected + z sass• Q�3x5s a .aa,s 5 - BOTTOM REBAR 5.1 ADAPT selected ±o-`M.'o• ±± �­" 5.2 ADAPT selected'o' s �s3x±ge t:Y.e'ieM�i_e!e.-•#avn T.>�:�na'rif'bmy[evacrc txR.m.t^:k�'a.s:saisRx.O'�.saar•w�!SxfOa5S�e3Ve^,n^.So!.9..x 6 - REQUI RED & PROM DED BARS 6.1 Tap Bars a,m ass ±s• a.70 a o s.±o aas- Goo d in`]. 3.. LLP requned provided -,-t` t 6.2 Batt=Bars sz rGrS 0A] Ofo X. OAO iaa 2091 00C. -OAO'. 7 - SFiEg lin] RRUPS -7.1 ADAPT selected. Ber Sized5 Legs:-2 Spa [ - -- <.s 'zs 4k ±ss 7.2 User -selected-------------`-^- '. - - --- -- --- - ----'----------------------- Bar Size # Legs: s.a - ----- - 7.3 Required area [in'Ml c.7 a.. ±sa> r.aaa �.t�s. 2az9 ..sas 0.e.ea 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 18 MZ-30 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 10 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM! ADAPT -Builder Version 2012 Date: Septem_t;er2&,2014- Time: '12:4814 File: Support Line 10 1 - PROJECT: TITLE: Tukwila Village Building 0 1.1 Design Strip: Support Line 10 1.2 Load Case: SerV10e(Sustalned Load) 1.100 xSelhveight� 1.00xDead leads 0.30XLrle load•- 4.00x Prestressing 2 - MEMBER E LEVATIO mi r.m M50 ea160 2215 Ta,Q II II I II II II II I II I II II II I I II II II 3 - TOP REBAR 3.1 ADAPT selected. zQi=axa0• ?'—'.�x'0 3.2 ADAPT selected Yax;O- Q_=3x P sL a cav (k vx - k- 6XV7 5 - BOTTOM REBAR $.1 ADAPT selected 5:2ADAPT selected f0..sxfra- nme cern�x-r-smnx�ea.-ro are rr..,�zevesrc�a asmnusa.rnas.n::ex- .xaxxax szsasxcrea¢e=e^sre: �- 6 - REQUIRED & PROVIDED BARS 'S.i Tap B are n1i 0.?3 a'r -.o- sae 372 z=s a.ai alm. in-] a:0 pr�sl�ed' ra f 6.2 Bottom Bars mkt am 0s :oa0 -0:00 fM+-.ar 0,00 000 7-SHEAR STIRRUPS I�I 7.1. ADAPT selected. Bar Size A 5 Legs:.2 Spadnglm]- f.8 ------------------- .--------- _------- --------- ------------ _________.- 7.2 User -selected --- __--------- _---------------------------------------------- .----------- .---------- B8r $Yze # tags: 7.3 Required area (in`!ftj a¢ A' 4:3 to ;3 f.3i2 t.4 5. 3r i381 0.lre e. 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 19 MZ-31 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 11 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 12.48:54 Fie: Support Line 11 i -PROJECT TITLE -Tukwila Village Building D 1.1 Deaign Strip:: Support Line.11 1.2 Load Caw: Servlce(Sustained Load) 1.00xSeM'&ight+ 1.00xDesdlosd+ 0:1-OxLr4eload- 1.00 x Prestressing.. 2 MEMBERELEVATIO Ifi. .a.Z3 a=at i�ia e. 3- TOP REBAR 11 ADAPT selected 32 ADAPT sele ded 5-BOTTOM REBAR s.1 ADAPT. sele ded -.2 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars oao c.a: o.c. aossoa �m' equlred o.' prM ided 9 a E.26attom Bars ,pg�q, 00a ;. a3 o;e ac0ana 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 20 MZ-32 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 12 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 12:48:54 Fde: Support Line 12 1 - PROJECT TITLE-TukMla Village Building. D 1.1 Design Strip: Support tine 12 12 Load Case: Senlce(Sustained toad', 1.00xSelMeight+ 1.00xDeadlaad+ 0.30xtrrelaad+ 1.01)x Prestressing 2- MEMBE R E L E VATIC)t IM :ar. 11 11 II II II II If- I 3- TOP REBAR 3.1 ADAPT sale ded 3.2ADAPT selected 5 - BOTTOM REBAR 5.1-ADAPT selected. 5.2ADAPT selected u�serr�_e-.x-.rnvrm.mmo-ere sin-@evwssr:a sas main-arra.�r,�c-;ree�:-e �sa+c.ez�*m+e.-aa:v: ce- 6 -REQUIRED & PROVIDED BARS, 6.1 Top Bars m1 oba aaa I in] as required Provided a.a a 6.2bottom @am , aas naa 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 MZ-33 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 16 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT -Bulkier Version 2012 Date: September 2&, 21;14. Time: 12:48:54 FHe: SupportLine 1B 1 -PROJECT TITLE: Tuk-Mla Village Building D 1.1 Design Strip: Support Line 18 1.2 Load Case: SeNce(Sustained Load) 1.00 x SelMeight+ 1.00 xDead load+ 0.30 x Lrre load- 1:00x Prestressing 2- MEMBER ELEVATIO tft€ rsas u-v I I I I I I 1 I I I I 1 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele dad ; esxrx° 5 - BOTTOM REBAR 5.1 ADAPB sele dad S.Z'ADAPT. selected vnvx.,c-rnvrr:a-ro atc ssn-saoansw<e>se'.s c-s.:.ea<srmsfizw, x,emsr: trrnxcrnme..,sra-ca- & - REQUIRED & PROVIDED BARS 6.1 Tap Bars Max a=a aoa required - -� .provided a22 6.2 Bottorn Bars am ---'�— --`-^--- —^— ----- aaa 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 22 MZ-34 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 17 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September28, 2014. Time: 12:<_8:5t Fie. Support Line 17 1- PRO, EOT TITLE-TuWla Village Building. D 1A Design Strip:..Support One 17 . - -. 1.2 Load Caw: Sertice(Sustained Load) .1.00.x Sel4xight+ 1.00 x Dead load + 0.30 x LNe load + 1:00 x Prestressing 2 - MEMBER E LEVATIOE tnI '10'71 9.7 - '3000 15.g6 I I I I I 1 1 I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded 5 - BOTTOM R EBAR 5.1ADAPT selected Z!xue� 5.2ADAPT selected. `-s�iss.>W6- Qtgr+na6 E�e.'icl+�:a.^c�s.�r.cr�ns`QSt�Sa+�¢aawe sfc:.n Easa;f�mae reset fi�su �v-�trma%'m:be.. � ro-saxc� 6 -REQUIRED & PROVIDED BARS 8.1 Top Bars- max aaa -sag 661 3.22 a.m t in') a r,qulred - proxlded -. +g t5 6.2 Bottom Bars max a2l 1.0a.' i956 9n0 a.0.' 7-BarSiz TiRRUPS' 7.1 ADAPT seta ded. Bsr.Size[S Lens: 2 Spaang [n] +iS 75a55 7.0. 4. S:5 53 3a t9 ..a t53 _---------- .---------- .------------------------________.,__.--------- 7.2 Useraeleded '- , B ar$I2e >€ Legs: ._____________________________________________________ . 20 7.3 Required area {in=1t11. a3 1U -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 MZ-35 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 18 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemter26, 2Ui4-'eime::12:48:54 File: Support Line 18 1 -PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip: Support Late 18 1.2 Lead Case: Smice(Sustained Luadp 1.00 x Selimight; 1.00x Deed load +- 0.30 x We load - 1:00 x Prestressing. 2 -i MEMaER E LEVATI01 ltti o co 19 QD 1. CID II ii 3 - TOP REBAR 3.1 ADAPT seleded 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT seeded 5.2 ADAPT selected tar: =erm_-n!oxrmr.rono.rno at+e+c�asseaur. x!er:Y_ e.�so-.eza-::r..:„ rs.`.arezaasrarnnxr:xxc- 6 - REQUIRED & PROVIDED OARS 6.1 Top 8am max Coo axom cx coo 0=a ( in`f,_ reqaired .- provided as ._ .. a 6.2BotomBars mex...aa, a.m c.00 osa oco eac a.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 24 MZ-36 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 19 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAP T-Builder Version 2012 Date: September 26, 2014. Time: 12:48:54 Fie: Support Line 19 1- PROJECT TITLE:TukMIa Village Building.D 1.1 Design Strip: Support Lire 19 - - 1.2 Laed Case: SeNce(Sustained Load) 1.00 x Selftaight+- 1.00 xDeed load 0.30 x Live fired - 1.00 x Prestressing 2 - MEMBER ELEVATI.0 n) 'o3E tefa 39.43 2e3r 13.a5 3 - TOP REBAR 3.1 ADAPT sale dad 3.2 ADAPT sale dad 5 - BOTTOM REBAR S.1 ADAPT sale dad 5.2 ADAPT selected KC: ilYz'xn�s'm.�. c-.�.'M QIY'txn ^26awlaSeSv ExaC» aes):'SG.I:i�'C^..aMa.^:�!Sxsie.`C!eYA*cY'^1Nesl Cct 5 - REQUIRED & PROM QED BARS. 6.1.Top Bars mom[ am aaa -am ago caa am- required provided o. 6.2Bottom .Bars max`om.. .ono .aaa .aaa .ago- ore 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 MZ-37 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 20 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 12:4a S< File: Support Line 20 1 -PROJECT TITLE: Tukwila Village Building D 1:1 Design Strip: Support Line 20 1.2 Load Case: Senlce(Sustained Lead) 1.00 x Selfveight +. 1..00 x Dead lcad + 0.30 x Live load + 1.00 x Prestressing 2-MEMBER ELEVATiOt I II I I II I I I I 3-TOP REBAR 3:1 ADAPT selected 3.2 ADAPT sale cted 5 - BOTTOM RE BAR 5.1 ADAPT selected z aesxse 5.2 AD.6PT selected M�'=etdr .. ��s'/Jc�r.^.h^+oS aT..+.*aT^.eazves'e:se as ms�aet:+�tse!L:.. amacFe�sx;Yeahe�e�o: -nee 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 0o0 ara �m - �(uimd . -p�nvided.. ax s./ 5.2 Bottom Bars s max aca 6.4E 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 MZ-38 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 21 . ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Vsrsion2a12 Date:SepternberM,.2014 Time:12248:S4 file: Support Line-21 1 - PROJECT TITLE Tukwila Village Building D 1.1 Design Strip:Support Line 21 1.2 Load Case: Sen1a(Sustained Load) 1.00 x.SelMeight imxDeadload+0.30x Live load+ 1.01) x Prestressmg' 2 - MEMBER E L E VATiOE inl ai.0 :�-a gas un 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sets cted 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected n;�ce'.+x-.. rsyw:cacnarre xam-ac.,.vcrn,r_�nsc-»waesz s.n-. raansevsozcFre::c�e�--sr�=ee 6 - REQUIRED R PROVIDED BARS 6.1 Top:Bars aoa o7t ooa e27 aaa ova t ry required red _ provided 6.2 Bottom Bars rp�q ace ooa027 - am sac aao 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 27 MZ-39 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 22 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-6uMerVersion 2012 Date: Septemter26, 2014 Time: 12:49:54 File: Support Line 22 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line 22- 1.2 Load Case, Sertice(Sustained Lasdy 1.00 x Seltvaight+ 1..00 xDesd load+ 0.30 xLrle load, 1.00.x.Prestressing 2 - MEMBER ELEVATiO 3 - TOP REBAR 3.1 ADAPT sale ded 3.2 ADAPT selected 5 - BOTTOM REBAR 5.I ADAPT selected 5.2 ADAPT selected ttve..cerrnx-o-�ra,-:u.e-*�oerrrrnsesA-.e�erra_sasmsaea>.s�r.%%=.s==. s+s�:,.: e,ma.,x.v:be-,e-sr:« Jce 6 - REQUIRED & PROVIDED BARS 6.1 Tap tsars M 30a Gan Gag an0 000 da0 provided -. 3 ^ 4. 6.2 Bottom Bars 5G nsmt aaa ON nnG 0,00 nna. sssann 10 - DESIGNER'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 28 MZ-40 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 23 ADAPT.- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuildeiVersion'2012 Date: Septemtw26.2014 Time:iZA8:E fie: Support Line 23 1 PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip:.Support Line 23 1.2 Load Casa: Senice(Sustained:Load) 1.00 x SeMwight + 1:60 x Dead load + 0.30 x Lue load + 1.00 x Prestressing 2 - MEMBER E L EVATIO Ift ai u z as s .3 -TOP REBAR 3.1 ADAPT sale clad 3.2ADAPT sale cted 5 - BOTTOM REBAR E.1 ADAPT selected 5.2'ADAPT selected z +srxuo nxeaeras_�--e-sernrm.'r..-oar: axn.+s:aaes,^nse sassxvs�:�rtiv�.. as_:Mxm9.vrew+cx,sr �v Jc: 5 — REQUIRED & PROVIDED BARS 6.1 Top Bars am 4e2 aco m reQU lred Provided a.o 6.29attomBars rM oco oco ie? ooa 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 29 MZ-41 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 24 ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 'Date: Septemtoei2&, N14 Tne: 12:4&E4 Fie: Support Line 24 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip::Support Line 24 1.2 Load Case: Sermce(S ustained Load) 1.00 x Selfreight t 1.00 z Deed load + 0.30 x Ltee load + 1.00 x Prestressing . 2- RREMBER ELEVATtOt IM el Ed SS 3 - TOP REBAR 3.1 ADAPT. selected. 3.2 ADAPT selected 5 - BOTTOM REBAR 6.1 ADAPT selected 3 zucr 5.2 ADAPT selected sx:ss^ �:ieMx'.'R-�S!rn'Y.YTa"m4'CM!Sam ter. e'.�veehl:e Sss .s�v<s?:aM t.°AS:'..'s�x .T. Y'ws:S �N'Jre^.Mr1M.1� 6 -REQUIRED & PROVIDED BARS 6.1 Top ars owa o.ao c.a :am Iln`'t e.r reetuired .- s< Groxidad. oa 6.2 Bottom Bars m®t __.._.._. s£a 0.00 a.z a di 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 30 MZ-42 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 25 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM A➢APT-Builder.Version20112 Date:Septemher28,2014-Time:12.48:54 Fie: Support Line 25 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: S upport Lane 25 1.2 Load Case: Senice(Sustained Load) 1.00 xSeltemight+ 1.00 xDead load + 0.30 x Lire load - 1.00.x Prestressing 2 - MEMBER E LEVATtOP Igl as t i vas i I 1 3- TOP REBAR 3:1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected s s=szue- n7mrer.>x.�zsrm-o+c+n,.naan-ram,>2ea,Wezer�.._c 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars 2se 9.25 oaa alga aloe I in-1 requ_red s provided 6.2Bottom Bars r4 .ales "Al 0.00 alga alga 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 31 MZ-43 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 27 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 T me: 12:48:54 'fTe: Suppert Line 27 1 PROJECT TITLE:Tukwila Village$uilding.D 1.1 Design Strp: Support Uns 27 1.2 Load Case: Service(Sustained Lead) 1.00x5eltweigbt+ 1.00x0eadicedi 0.30.x Ltve Wadi 1.00x Prestressing 2- MEMBER ELEVATION i01 ws. aae s-s: 3- TOP REBAR 3.1 ADAPT selected 3.2'ADAPT sale dad 5'-BOTTOM REBAR S.1 ADAPT selected 5.2 ADAPT selected ACC'ielfT2.x.^.a'.evr:re::c,+3`cT.—Sam ^e a'�.e sfsfw*e'e `.mae saY�th�. P. mBsv.<trxua:R rw.Vc�ec.SCH_s� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars n?Ira 0.67 0.000A1 100 000 000 required ebb provided r.< _ 6.28ottomBars mmto o.00 oenm 000 Oil, 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 32 MZ-44 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 28 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT-Bullder Version 2012 Date: Septemiser 2a, 2014. Time: 12:48:`4 Fie: SupportLine 28 1 - PRQJECT .TITLE: Tukwila Villag a Building D 1.1 Design Strip: Support Line 28 1.2 Load Case: Servire(Sustained Load) 1.00 x Sel}weight+ 1.00 xDeed load+ 0.30 x Lire load— 1.:00 x Prestressing. 2 - MEMBER ELEVATiOt litl i I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected / emcee 5— BOTTOM REBAR 5.1 ADAPT sale Ced ADAPT selected z taaxrsn s t>;sxsr 6 - REQUIRED & PROVIDED BARS 6.1'ropBars m a ow ooa:noo.:,.m oaa a2a ate om ono 0, 1 in -'I required s provided .—. a. 6.26otlam Bars m a. sit ana aoa-.aa� a.m a.oa. .. aaa o.w ono 7-SHEAR STIRRUPS . 7.1 ADAPT selected 1 Bar Sizee5 Legs: 2 Spacing On].' 't .cna n.a.as 7.2 Useraekded --_________ __ __ _____'____ _—______ ____- _ _______ _--_____ BserAele Legs* - - 7:'3Required area °+ 1in'I8J a'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 33 MZ-45 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 29 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septem4•erN,2014 Time:12<8:54 File: Support Line 29 1 -PROJECT TITLETukvWa Village Building D 1.1 Dealgn Strip: Support Line 29- 1.2 Load Case: Service{Sustained Load} 1.00 x SeW&ight+ 1.00 x Dead tosd - 0.30 x Live load-+ 1:0D x Prestressing 2 - MEMBER E LEVATIDf tftj r..s? QQ1QQ- 50,75 0 rass aoa less I II II II II II I II II II II II I II II II II II h � I1 Iy t--1 1-1 • 3-TOP REBAR 3.1 ADAPT sekded�'��5' 3.2 ADAPT selected �vu^e^ ('�.nxos� �ue•el�xtc� 5 -BOTTOM REBAR 5.1 ADAPT selected v.2ADAPT selected:,xiab"x=o• rux•. s�nrxx,t--xov.e-aw• m r ><e,�e,�e sm.c,:e-ar,..�.ea.neer-,.a:vxc.aa�-easxy-.xe 6 -REQUIRED & PROVIDED BARS 6.17op Bars ni$143RDO 000 0.00 3.10 +.sa l.es am ts required provided. 09....... _..... 6.2 Bottom aBB m9,r]]70D 0A0 0.00 02) 000 .33 .0.07 0il0 030 OM 0.00 7-SHEAR STIRRUPS --. — 7.1 ADAPT selected. B arSize#5 M.2 Spadng tiny __ __ — 7.2 User -selected BarSize# Legs: ;x _ ______________-_—___._________-_____.__.______-_._._.________�________- 7.3 Required ares 0_ 19 - DESIG NE#YS 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 34 MZ-46 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 31 . ADAPT • STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: SeptembeT26, 2p14 Tinre: 12:48:54 Fie. Support Line 31 1 - PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip::Support Line 31 1.2 Load Case: Senlce(Sustained Load) 1.06 x Seli vaigM + 1.00x Dead Toed + D.38x Live load -+ 1.0D x Prestressing 2 - MEMBE R E L EVATIOE tKl 23 Mn& +.:'3 raYS , ^.9 - t8i3 II II Il II I II II II I II II Il 3- TOP REBAR 3.1 ADAPT seL-ded e" /� 3.2ADAPT selectedlib%1Q:E- 5 - BOTTOM REBAR 5.1 ADAPT selected S:Z ADAPT selected w�.ser.+xxne-a!rnc,.raa-:mses'>s�mzeawsrxr_re=•azc,.maezt.smr..zroz�sa�-ve s+sac+vrcasc^Yar��r 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ms. sx am cae is 3A3 1,e5 213 206 c.m. I equired provided ± a a ;a 62Bottom Bars 2 max 000 coo. us aoc aae aco ezo 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 35 MZ-47 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 32 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 mate: September 2&, 2014 Time: 12AM < File: Support Line 32 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: S upport Line 32 1.2 Load Case: Sermce(Sustained toady 1.00 x Selimight+ 1.00 xDead load+ 020x Life bad + 1.00 x Prestressing. 2 - MEMBER E L EVATIOE tft) isss 1700 2s.611 f I I I I I I I I I I I I I I I I I I 1 I I I I t- t--i 3 - TOP REBAR 3:1 ADAPT selected 3.2 ADAPT selectee lxsa^ isez; 5=BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected 01 v.:s�rx�,�e�z,.-,uza �aan�-av-^ esarea -•--Qe e:.mc.nmc.-..are.scz,•,;ama,srn�rcm-sMau .�- 6 - REQUIRED & PROVIDED BARS 6.1 Top:B are max ooc I iny, os re4wn:d as DA �.5 6.28ottomBars s max soo asr, caz 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 36 MZ-48 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 33 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Guider Varsion2012 Date: Septernber28,2014 Time:12:58:55 File: Support Line 33 1 -PROJECT TITLE: Tukvvila Villag a Building D 1.1 Design Strip: Support Line 33 1.2 Load taW SeNce(S ustained Load) 1.00 x SelNveight + 1.00 is Dead load + 0:30 x Live dad + 1.00 x Prestressing 2- MEMBER ELEVATIOt (ft} 21sa Ofseaco 25m 0 25.�. +::a, 2s2. is:sa I I I I I I I I I j 3-TOP REBAR 3.1 ADAPT selected xzv 12 ADAPT sale clod czsm. 2 . x�oa° 3 urezrs^ 5 - BOTTOM REBAR 5.1 ADAPT sale ded `.2 ADAPT selected s}++'°x3e- sQ"*X3 s• zr:.sttn.ceac.^.rm-�uga^.roa• er. sxnxr�cer.c_ vse,.^.nas a»zezreea....sc ea-re+zsazisrcaimrszre- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars- m6 am am aa, am aw ass am ea+ aanm {in'i, s.r ree{uned provided ._. o: 3.8 6.2Battom$ars max ,.a, a.m 1.19 yam am Coo am-. tr. 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 37 MZ-49 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 34 .ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2Q12 Date: September 29, 21114 Time: 12:48:55 Fie: Support Line 34 1 -PROJECT T1TLE:Tukvdla Village Building.D 1.1 Design Strip: Support Lane 34 1.2 Load Case: Ser0ce(Sustained Lead) 1.1)t1.x SeJAaeight+ 1A0xDead1ead> 0.3Qx Live bad> 1.:00xPrestressing 2 - MEMBER E LEVAT101 tft} r;a ozn as r ss 11a xso ,.a 010 II II I I I I I I I II I II II II I I I I II 11 I I II II I I 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 6.1Top6ars coo om o.x ow axe o.aa am -gm m re�uined prorkled .- cu £26Q1tam8ers am am am. v39 coo f.AID.m 1 - DESIG NER'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 38 MZ-50 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 35 ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 12:48:55 file. Support Line 35 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip:SuppoA Line 35 2 1.1sad Case: Service(Sustained Load) 1;00 xSelMeighti 1.00 xDead load+ 0.30x Live bad 41.0Dx Prestressing 2 - MEMBER ELEVATIO tH! 7; t Y33 ]9 3- TOP REBAR 3.1 ADAPT sale dad 3.2ADAPT sale dad 5 - BOTTOM REBAR SA ADAPT selected 5.2 ADAPT sale ded xc.rmnr�zro-�.mnc;a•moaver axo><cas,�sxrze �c-.»,e. a>.sa�:r.:ciec �e.s_v.^. xmc� mse-�c,s>:c se 6 - REQUIRED & PROVIDED BARS 6..1 Tap Bars m awo .aa am required os provided.- 6.26obarn Bars- .,p` e00 aao oy 10 - DESIGNEFZS 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 39 MZ-51 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 36 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 12:48:55 fie:. Support Line 36 1 -PROJECT TITLE: TukoAla Village Building D 1.1 Design Strip:. Support Lore 36 1.2Load Case: Serdce(Sustained Load) 1.00.xSeifiaeight+ 1.00xDeadIced+ 0.MxLt1eland- 1.,00xPrestressing 2 - fAEMBE R E LEVATtOE 3-TOP REBAR 3.1 ADAPT selected 3.2ADAPT selected 5-BOTTOM REBAR S:1 ADAPT selected 5:2ADAPT selected na.:see.�xm.,a,-.�srow:.a.an-�earc+xnrerxoes^erse E:asm-.•rna-a:�r..�c-. �ervcvsvatewmn:+ix:x.-c- 6 - REQUIRED & PROVIDED BARS 6:1Top8ars m _ a am c.m.m .oa 060 aaa I equired .- ss provided sa 6.26attam8ars in raa a.ae aan 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 40 MZ-52 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 37 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Bate: September 26, 2014 The: 12:48'v Fla. Support Line 37 1 - PROJECT TITLE: Tukwila Villag a Building. D 1.1 Design Strip: Support Line 37 1.2 Load Case: Service(Sustained Load) 1.00 x Sefhveight 4 1.00 x Dead load + D:30 x Live load + 1.0D x Prestressin g 2 i- MEMBER ELEVATIDt jft1 x75 s. S W6 =11 0 a1.a3 I I I 3 -TOP REBAR 3.1 ADAPT selected 3.2ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected` S.TADAPT selected rsxe.ce�mcc-o-ra�.o+ax•rnoar.. ri-m-<rax�sease rxxse,.a�a.sr 'r.!ar, sna r�.�.; resxss:rez:ee�e.. rn-.�e 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars map o.0c o.x 0:c0 000 o0a aao am required o.o .provided. 6.28attam Bars rpm 000 az 000 3s: a.3. 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 41 MZ-53 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 38 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26; 2014, Time: 12:48;S'.< Fie: Support Line 38 1 -PROJECT TITLE; TukvA1a Village Btiilding D 1.I Design Strip -Support Line 38 1.2 Load Case: Sermce(Sustained Load) 1.00.x Selhwght+ 1.0DxDead load+ D.30X Live load + 1:01)x.Prestressing 2 - MEMBER ELEVATIOP tffl aat :z :s z� iv.ss �rs9 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected Q1 x 1 5 - BOTTOM REBAR &I ADAPT selected, s sex+es- 5.2 ADAPT sele cted asrr re 6 - REQUIRED & PROVIDED BARS .6.1 Top Bars: Max aw c.ea 3.64 o.r. am a.m. in'I required provided as 6.26ottdm8ars m5 ax. am o:m 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 42 MZ-54 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 39 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septenrtrer26,2014 Tmie: 12:48:5 Fie: Support Line 39 1 - PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip: Support Lane 39 - - - 1.2 Lead Case' Serviceisustained Load) 1.00xSelivreight+ 1.00xCreadtcad+ 0.30x LNeload- 1.00x Prestressing. 2 - MEMBER EL€VATIO I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele ded -n --e. 5-BOTTOM REBAR 5.1 ADAPT seiadad 5.2. ADAPT selected u:e.see.5r-cne-.�rmr.u-,'s,-maara as- .ees�err_xe cis c-:vae m:.::n-,srce_.�;;ixsx'crcar2-c^sr:i.a- 6 -.REQUIRED & PROVIDED BARS 6.1 Top:B ars max' a?s ax and ow -cw 000 00o-. m' required :provided. d.2 c.rr 6.2Battom Bars 00; ....... 0.00 007 ._ _..... ---.— ma% ddd .d:0.`. dM. dAd- 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 43 MZ-55 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 40 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT -Builder Versiun 2012 Date: September 26, 2014 Time. 12:4e8:5` Fie: SupportLine 40 -PROJECT TITLE: Tukwila Village Buildirig D 1.1 Design Strip:. Support Line 40 1.2 Lead Case: SerAce(Sustained LosQ} 1.00 x Selfiaeight+ 1.00 x Dead load + 0.30 x Live load + 1:00 x Prestressing. 2-MEMBER ELEVATIOt Ift, 3i5 15.7.. 27,57 MEW r it I I I I I I I I I I I I -__- f� 3-TOPREBAR 3.1 ADAPT selected 3.2ADAPT sale clad 5 - 80TTOM REBAR S.1 ADAPT selected 5.2 ADAPT selected .r:x-ur«m.w-::xvnxcs-::�aerr exa�exa' risesssc-:::�:aerx�nacs, �xsr.. ses�acrr«sre, oxa-.�.r_ 6 REQUIRED: & PROVIDED BARS E.1 TapBars max ax a:m cao oac a;v am aoo m. in'l a.s .provided- as 9.26aftom Bars mex o.x am ON aaa 0.0 -ax ^.anon 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 44 MZ-56 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 41 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Seytember.26,-2014 Time: 12:48.55 File: SupportUne 41 1 - PROJECT TITLE:Tukwila Village Building D 1.1 Design Strip: Supporttine 41 1.2Laad Case: SeMce(Sustained Load) 1.00 xSeWmignt> 1.00xDeadlaad0.30x Live laad> 1:00xPrestressing 2 - MEMBER E L EVAT1©E Il I1 II II JI II 3 - TOP REBAR 3.1 ADAPT sets cted 3.2ADAPT selected 5 -BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected nxee �rax-n-x�evnxrA�*aa+s r..-<e�wes�er�e=�«smcxc<s:o�.n,'re--..=.vr.�-._.exs�sc mzersr--x< 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars ta;A7*aa am a:a] ON - am 0aao0 finui sd as pravlded as _ E.Z.Batto-m.Bars. nswm ON a.n 000 -am a�]].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 45 MZ-57 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 42 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septem4er20,2014 Time: 12:48:55 He: Support Line 42 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip:. Support Line 42 1.2 Load Case: Senice(Sustained Loed; 1.00xSelV*ight+ 1.00xDeadload- 0.30x Ltreload+ 1.01tx Prestressing 2 - LIEHABER E LEVATIG 1fl3 .r�- I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2-.ADAPT sale de^ 5 - BOTTOM REBAR. -5.1 ADAPT seleded- 5.2 ADAPT selectsd l,V.e'LCYmxero'!x'mny a^.W`II1!r Ssn^•te9we i`HeE•a.a:.Ss'f.�n'O�.tT.a�E^#SM4.irs3Jrc�c�sot..•a 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars' mal4 060 rin- 4uired ._ 0:5 provided 0.0 6.2 Bottom Bars in, 10 - DESIGNER'S [VOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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-58 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 129 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bullder Version 2012 - Bate: September 26, 2014. Time: 12:48:55 File: Support Line 129 1 - PROJECT TITLE: Tukvu la Village Building D 1.1 Design Strip:. Support Line 129 1.21-oad Case: SeNce(Sustained Load) 1..00 xSelfivelght- 1.00xDead load- 0.30xLt+e load + 1.00xPrestressing 2 - MEMBER E LEVAT10t iftj +t.25 a.w a -a I II III I II I11 I I I 111 I„ 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected r serss 6 - BOTTOM RFBAR 5.1ADAPT selected 5.2ADAPT selected xrm '. YY.e'Axt9x^o-'s'nc:c?!^.'nS tMt hrn±+earls.'e9ie Evscm'.:�z'as ac.SeFf' Y a:#xix.�'trfgsr.`CteS:Ye^c"sN.'1x Je` 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max e. 'a.w coo inli Cos required az Provided' 6.2Bottom Bars max o il] coil 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 47 MZ-59 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 130 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: Septem4er.28,.2014. Time: 12:48: n` File: Support Line 130 1 - PROJECT TITLErTukwila Village Building D 1.1 Design Strip: Support Line 130 1.2 Load Case: Sernlce(Sustained.Load) 1.00xSelfveight+ 1.O0x0esdlcad+ 0.30x Liveload+ 1:Oox Prestressing 2 - MEMBER E LEVATtO, tftl 3-TOP REBAR 3.1 ADAPT selected terms• tsexEa^ ea.. .�c,e. 3.2 ADAPT selected 1 mwxlsc•xws^ + rex+c�x 5 - BOTTOM REBAR 5.1 ADAPT selected n cee,�a.. 1"<_�z1av 1s w:rr ln•• ti .;s..*a- 5.2ADAPT selected r nnxn a iafixree. a rax:.m=o• la :xxae.. Mxe'ieHrxa.R"tmre>'a.^.Ty. Y1'.W 4.ri �e xives.v�. 9:.-s e�Gs:a. u?�cnL"C^-^.aeWsC Yi wa&C'S.:Y_�v_ 6 - REQUIRED & PROVIDED OARS C.1 Top Hers r0 ado am one imam s+z ens gas 1'u i62 0.65 'anaaw I in`l. x2 provided a �w 6.2 Bottom Bars .0112 aaa am 723 1075955 'T5 5E9 a27 3.46 3ie 1.61 'Ssam 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 48 MZ-60 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 43 ADAPT.- STRUCTURAL CONCRETESOFTWARE SYSTEM. ADAPT -Builder Version 2012 Date:. Seote nber2&., N14 Time: 15:04:04- File: Support Line 43 1 -PROJECT TITLE: Tukwila: Village Building.D 1. 1 Design Strip: Support Line 43 '- 1.2 Load Case:-Service(Sustained Load)- 1.00 x SelMsight . 1.00 x Dead load + 0.30 x Lire load + 1.00 x Prestressing 2- MEMBER ELEVAT101 inl so.,e 3- TOP REBAR 3.1 ADAPT seleleded 3.2 ADAPT selected i raxic^ 5 - BOTTOM R®AR 5.1 ADAPTseleded 1.2 ADAPT selected �cer x.-a-:x�,x-r.:e-es anr. aax,--eaxmsr-y_eas T.^,r-.a<crvam n+rr^.�sa�zrxecer resn�-sr�x: 6 - REOUI RED & PROVI DED BARS 6.1 Top Bars- max 936 in-] required CZ., provided. s,, 626atlom Bars, a:1 --------.... ............... ---- -- ------ max a �a 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 49 MZ-61 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 44 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: 1£:04:0< File: Support Line 44 1-PRO ECT- TITLE: TukmdlaVillage Buildirig.D 1.1'Desig n Strip: Support tine 44- 1.2 Lead Case: SeNce(Sustalned Load) 1.00 x Sellvmght+ i- Gt xDead load + 0.30 xLare load , 1.06 x Prestressing 2 - MEMBER E L EVATtDF IM 2& 3 a3 ao6 I II I I I II I I II ,I I 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR. 5:1 ADAPT selected S.TADAPT selected ::W:.'ieY.n._�-ro'�'Tm•.^.Y>'ee^.m6--CN Lse_+.eaxv�.�Y^��=�sscsYeaesP:*Essh�S='. C'. �.�Gbsx=T!ei-J!r^e�1NM2_ 6 - REQUIRED 6 PROVIDED BARS 6.1Top Bars malt 00a .0.0, 0.00 required 0.s provided- 0.0 6.26attOnJ $SIa a142 G00 -0^0 009 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 50 MZ-62 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 45 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemissr26,2D14-Time:15:04:04 File: Support Line 41, 1 -PROJECT TITLE: Tukwila Village Building,D 1.1 Design Strip::Support Line 45 1.2 Lead Case: Service(Suslained Lead) 1:00 xSefteight+ 7.00 xDead load+ 0.30 x Ltie load + 1.00.x Prestressing 2 - MEMBER E LEVATYOP jftj rs ss =z ss n I 7 I 3- TOP REBAR 3.1 ADAPT selected 3.2ADAPT sale clad 5-BOTTOM REBAR S.1 ADAPT selected. 5.2 ADAPT selected 1�/s.' �LM_'a^D'.:x'/J�':^. cegE�nd.' ETa Y�:zeaate sTSxG 4ai c^:Y.'a: sY3'et Atf 9^-', a#ICS.Ff.Se' YF!C!N'Lb�fL"sY.'..'4�Cc? .6 -.REQUIRED & PROVIDED BARS 6.1 Tap Barsmax a.0a -oaa a.oa am am c.m required a s r�uided - pravlda3 as s. 8.28attamBars max am000 coo 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 51 MZ-63 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 47 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Segternber26, 2014 Tame: 1.a:04:04 File: Support Line 47 1 -PROJECT TITLE: Tukwila Village Building D 11 Design Strip_ Supporl Line 47 1.2 Load Case.: Senlce(Sustained Load) ixoxSemeigtrt> 1..00xDeedload+ 0.30xt-Welasd+ 1.00x Prestressing. 2 - MEMBER E LEVATIOP jflt ns I I I 3- TOP REBAR 3.1 ADAPT sale cted- 3.2 ADAPT sets clad 5-BOTTOM REBAR 5.1 ADAPT selected. 5.2 ADAPT selected ± texas' e;x>.ceraxx�e�sxv-meeo�v a+^e+a-,^saaz.everx.�s+rc�a-s..-.�rscx�. s�es.:.<eas �.ea�*esc-saa: se 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars no acgom ono anc am anrllred aas gr�Owlded a.±a £.25ottom Bars 7n8A9 aA9 r.II.'lT am aaa a.m 7-SHEAR STIRRUPS - -7.1 ADAPT sets ded. Bar Size # 5 Legs: 2 Spacing lint 7.2 User-seleded ._--------------------------------------f"------•--------"'-------""-' - -' Bar Size # Legs: a7s 7.3 Required area a' IanTJRj :a; a.z, 110- 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 52 MZ-64 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 48 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 bate: septemtrer 2lt, 2014 Time: 15:04:04 fle: Support Line 48 1 -PROJECT TITLE:Tukwila Village Building D 1.1 Design Strip: S upport Line 48 1.2 Los Csse:,SeNce(Sustained Load) 1.00xSelkeight- 1.00xDLadiced- 0.30x LNeIced+ 1.00xPrestressing 2-MEMBER ELEVATi{3t [ftt 1621 ;a.16. s.ss I I I I I I I i I 1 I I I I I I I 3 - TOP REBAR 3A ADAPT sele ded + .er: 3.2 ADAPT selected + ?exec+ ;n�cttr 5-BOTTOM REBAR 5.1 ADAPT selected s tazxsv 5.2 ADAPT selected s sxes• +re.rer.+xzro-�xevrs+ar:men-rr-.sa es,-ea_=�r..,csvea;.a�,nti-Y.,ovaema;rrasses+•a,><-sr-.exe 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars 70> 1.m ,.s? c 43 r required a1 provided12- 1:a 526otturna 3 raax -a.m e97 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 53 MZ-65 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 49 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 spate: SeGtemher26,204. Time. 15:94:G4 Fla. Support Line 44 1 -PROJECT TITLE -Tukwila Village Building 1.1 Design Step: Support Line 49.. 1.2 Load Case: Serme(Sustained Load) 1.B6xSel1ve1ght> 1.01)xDeadloadt D.3Dx Lueload+ 1:DDx Prestressing 2-MEMBER ELEVATIO I I I I I I I I I I I I r� 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale clad 5 - BOTTOM REBAR S.1 ADAPT selected 5.2ADAPT selected .�,er.�z.-r.�s�r.ccema• ar-, m-aever:e+xs 4,secs::.-.a:rxsa.c+�m^. x eszr.z*�axc-ez�e-a-sr,:x-tee 6 - REQUIRED R PROVIDED BARS 6.1 Top Bars. ora o.oa I in`pa.s -required Provided oa fi.2Bottom Sam ra92 oao aaa 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 54 MZ-66 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 50 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAP T-Builder Version 201 Z Date: Septemtrer M.2014 .Time: S.04:1M File: Support Line 50 1 - PROJECT.TITLE;Tukwila Village Building.D 1:1 Design Strip: Support Line 50 1.2 Load Case: Sermce(Sustained Load) 1.00xSelfiseight- 1:01)xDeadlcad+ 0.30x Uveload+ 1.00x Prestressing 2 - MEMBER E LE VATIO hl 3?5 59 I I I I I I I I I I I I f--'I 3- TOP REBAR 3.1 ADAPT sale clad 3.2'ADAPT selected 5 - BOTTOM REBAR -59 ADAPT selected 5.2ADAPT selected +�tx5r,9o' xr .seraxx-s�av,,menama am earn-ea.�ecxs�aasm :maesz.,arfen^,ses�r..r>au 2e. rcarax-sm:r� 5 - REQUIRED & PROVIDED BARS 6.1 Top Bars 0M o:o rm .. equired provided 1.5 £28odomB,an; roar 0a: aa0 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 55 MZ-67 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 51 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtaer26, 2014 ':Time: 1':04:0< Fie. Support Line 51 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Desig n Strip_ Support Line 51 1.2Load Case:-SeNce{Sustained Load}- 1.00x5e1tweigftt+ 1.00xDeed1oad- 0.30xUvelaadi 1;01)x Prestressing 2-MEPABER ELEVATIO ttt) Asa r 1 I I I I I I I I I I I 3 - TOP REBAR 3.1 ADAPT sele cled 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected z r=sras- 5.2 ADAPT selected tmc'rtffx'a.2-.•s!.IN�Y..^'a.^.M'!'.r Y 3Ge]c4e i-fC�.r eay„+,i'^a�a::+attf.3�a^..,.mtaC::2 #S.a[4'C'OT:BGro�SM:1•.�G. 6 -REQUIRED & PROVIDED BARS 6.1 Top Beta road ov° oo= in- reQalred o.^d provided ft.2Bottom Bars E OE", 09C 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 56 MZ-68 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 52 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT -Builder Version 2012 Date: september2ll, 2014 Tlme:15.:04:04 Fie: Support Line 52 1 -PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip: Support Line 52 1.2 Load Case: Service(Sustained Load) 1.00 x Selhveight+1.00 xDesd load + '0.30.x Live load + 110x Prestresshil. 2 - MEMBER E LEVATIO jftl c I I i f-i 3 - TOP REBAR 3.1 ADAPT selected 3.2ADAPt selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �n=as-maarn rrn^ee»recer:._Eas sae:.�ras^.arc�,mxxsoa�r,mxe,-�r.:�e s� 6 - REQUIRED & FROM DED BARS, 6.1 Tap Bars max ax aaa am ooe om m I equired- a'$ .provided a 6.28attam Bars max am &W a.aa aoa- c.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 57 MZ-69 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 54 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemlxr26, 2C14 Time: l�.04:04 Fle: Support Line S4 t -PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip: Support Line 54 1.2 Load Case: Sereice(Sustained load) 1.00xSellweight+ 1.Q0xDeadload+ 0.30x LNeload+ 1.00 x Prestressing 2-RAEMBER ELEVAT1Ot tftl a o es sss II II I II II I II II 1 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ABADT selected �2 ADA_Ts 6 - REQUIRED &.PROVIDED BARS 6.1 Top Bars M. a.na am am I in`1. n' te7Wred promed, as 05. 6.2 Sofforn Bars max 00 co) 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 58 MZ-70 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 55 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September W, 2014: Time: 15:04:04 File: Support Line 55 1 -PROJECT TITLE:TukwilaVillage Building. D 1,1 Design Strip: Support Line 55 1.2 Load Case: Sernice(Sustained Load} 1.00 xSeltmighl+ 1.00xDead load+ 0.30xti4e load+ 1.00x Prestressing 2 - MEMBER E LEVATIt}t M 2250 I I I 1 1 I 3 - TOP REEAR 3.1 ADAPT selected 3.2ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected �{err..e-e„rrnno...a-:na-anr+an�ersve�^;-_s,.Tc».,acsaa�emc-,ns�:�cu �ravrene.^sr�e«- 6 —REQUIRED & PROVtDED BARS UTap8ars 1in'la.. required provided 0a IS. &2Bottom Bars .real 010 0..a0 10 - DESIGNEiTS 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 59 MZ-71 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 56 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Varsiun 2012 Date: Septemher2fl, 2014 Time: 15:04:04 Fie: Support .Line n 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip:. Support Line 56 1.2 Load Case: Ser0ce(S.ustained Load} 1.00 x SelMeight= 1.00 xDead l cad+ 030x Live load + 1.00 x Prestressing 2 - LIE14SE R E LEVATIOt ftil Pa 3i � 3a �; 53 I I I 1 I I I i : 47 1 I I I 3 -TOP REBAR 3.1 ADAPT sele dad 3.2 ADAPT sale ded t r:5xir`< 5-BOTTOM REBAR 5.1 ADAPT sele ded c.2 ADAPT selected . cenax-er o=c+-tea• err. smraw.e c-r_r_ esscs•.:.=v_ a_:oss.r: °eae, aac-n,.�+.xwa.=e csnex-sr.:m ze- Qj.-�'� `' 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars meX am - e.au am - fin,1, required .-. v:z provided ." 016. 6.28ottomBars max r.e; :.W air L15 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 60 MZ-72 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 57 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: Septemher20,2014 Time:15::04:04 Fier Support Line 57 1 -PROJECT TITLE Tukwila U11ag a Building D 1.1 Design Strip: Support tine 57 1.2 Load Case: Servlce(Sudained Load) 1.00.x Seltvveights 1.00 xDead load+ 0.30x Live load+ 1.00 x Prestressing 2 - PAEMBER ELEVATI©E inl +s,o. I 1 I I I I 3-TOP REBAR 3.1 ADAPT selected 3:2ADAPT selected 5-BOTTOM REBAR 51 ADAPT sele ded 5.2ADAPT selected. asxty" td%:.'iet:±Rro'.^c`.:Y a'nC:s.^.m6`LT^EVT�+eaaYalsT'1t?ssi!^L'.saeL?:4i.kEbCY a'&cri^_; b: sa¢=Gre.�:Ye�•Y�Cea 6 - REQUIRED. & PROVIDED BARS 6.1 Top Hers caa I in`I, required .Provided . rA.ta 6.2 Bottom Barsa'3- me% 12t 7-SHEAR STIRRUPS 7:1 ADAPT seladed. Bar.Sizo#5 Legs: 2- LEEs Spadng [in] 7.2 Userseleded `------------------------------------------------------•--•-•------------------- BarSize# Lags: -�s 7:3 Required wen 51. . —1 [in'li -c�57 o'.3 = O6 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 61 MZ-73 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 58 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 20.12 Date: Septemtaer26, 2014 Time: 75:04:04 File: Support Line SS 1- PROJECT :TITLE:Tukwil2 Village Building.D 1.1 Design Strip: Support Line 50 1.2 LoadCase: SeNce(Sustained Laed).1.00 xSelkeight 41..019 xDead load+ 0.30 x live load 1.00 x Prestressing 2 - MEMBER E LEVATtOt igI loos �� s..� ta,r5 .sa I II I I I I II f I . II I II I I II 3 TOP REBAR 3.1 ADAPT selected 12ADAPT selected 5 - BOTTOM REBAR 6,-1 ADAPT selected 5.2AD.APT selected .w.z:?ro.:.rm-.v.;�-:mear:+�c,:hsnvesaroW i:ss,•.-a.s;:aa::r.�r....,.�:zti-c.-�xwx=xrnae.. ca: Joe 6 - REQUIRED 8 PROVIDED BARS OA'op Bars max .ono cm aaa 000 a required as provided_ as a. £.2 Bottom Bars max a.or,em a.00 ao0 o.x 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 62 MZ-74 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 �0911go] ailI \ :aid ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Dete: SeptemCer26, 2014 Time: 15:04:0< Fie: Support Line 59 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip. Support Line 59 1.2 Load Case: Service(S ustained Load) 1.00xSellvsight+ 1.00XDeadlood+ 0.30xLtveload+ 1.00x Prestressing 2 - MEMBER E LE VATIOt .ICI r.» 9.53 is I II II II f I II II II 1 • I II II II I 3 - TOP REBAR 3.1 ADAPT seleced 3.2 ADAPT selected 5 - BOTTOM REBAR SA ADAPT selected 5.2 ADAPT selected. !:rn.c-r^+ xx�rn•.-:x>a•.mmr-cas�e�cx cox:aem:n:c:-.xw.nsr..aeavc-+s-.�.+--��r. 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars max 0.0 am oW aw ana required as provided- o.a 6.28attoml3sls rr x aac ore aao 0.1M 0W 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 63 MZ-75 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 62 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 slate: September 26;2014, Time; 15:04:04 Fie: Support Line 62 1 -PROJECT TITLE: Tukwila Villag a Building.[) 1.1 Design Strip: Support Line 62 1.2 Load Case: Service(Sustained Load) 1.00xSelhveight+ 1.00x13'eadload+ 0.30x Live load • 1.00 x Presbessing 2-MEMBER ELEVATIO �flj tE 9] ..^6S7 .51 'J il0 II II II II II II Il II II t.------.-1 r-----I t1 -_53a' SSt oC: II II II II II II f'-1 3- TOP REBAR 3.1 ADAPT selected 3.2ADAPs selected 5-BOTTOM RE13AR 5.1 ADAPT selecteds5xr€' 52ADAPT selected 3�i':SXS'0' e'xc-.�errxr..smvmmra--aen-sree<oraex�-_+Y=_ vs,a-e-.;:ms.n:cr.xr.c�rrxoeccscoae-y-sma:ae d .Lul 0, 5 - REQUIRED & PROVIDED BARS 6.1 Top Bars Max oar am as 14 aaa +ar ar. am Iinj ar required Provided a as 628ottom Bars mu utc aae aaa a.m i.r aaa a.aa am 7-SHEAR STIRRUPS 7.1 ADAPT sale ded. BacSiza#6 Legs:2 Spacing pn] a.a o., •----`-----------------------------------------•---------__-"[--- 7.2User.selected-. ----'----.� . Bar Size # Legs: a5a 7.3 Required area .a tie; a'i6 v Al 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 64 MZ-76 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 63 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 Time: l:u:a4:04 File- Support Line 63 1 -PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip: Support tine 63 1.2 Load Casa: Ser ice(Sustained Load) 1:00 x Selhxlght a 1.:00 xDead load - 0.30 x Uie load-+ 1:00 x Prestressing 2 - MEMBER E L EVAT10f tftj Z U m -19 I I I I I I I j 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele clad 5-BOTTOM REBAR 5.1 ADAPT Selected 5.2 ADAPT selected _>,,aem::>r�..r.^ay.,eassrrsarxmxnere3xes_.�- 6 - REQUIRED & PROVIDED BARS 6.1 Top:Sars max -csr t required .- provided T11 6.28ottam.Bars max ow 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 65 MZ-77 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 65 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtrer26, 2014 Time: 15:04:04 He: Support Line 65 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: S upport Line 65 1.2 Load Case: SeNce(Sustained Load) 1:00 x Seltueight a_ 1.00 xDead load + 0.30 x I-ree load + 1.00 x Prestressing 2-MEMBER ELEVATIO Iftj s m am I II II I II II I II II ;i 3 - TOP REBAR 3.1 ADAPT selected 32 ADAPT sale clad 5-130TTOM REBAR 5.1 ADAPT sale cled 5.2 ADAPT selected rK.�er.+>xxr..rornrc=^.^xrn-m-<r�.wr��c�=asc,:�:-a-a,:•scr.�e-. �n c--gas-.�.re.ceve.,,r,sM-<zee 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max a.x o.w coo Iin`1as reauifed provided as a. 6.2Bottam Bars max coo an: 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 66 MZ-78 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 66 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 7mie: AS:04:04 File: Support Line N 1 -PROJECT TITLE: Tukaaila Village Building D 1.1 Design Strip: Support Line CA 1.2 Load Case: SeMoe(Suslained Load) 1.00xSe1iweight+ 1.00xDeadload+ 0.30x Ltreload+ 1:06x Prestressing 2- MEMBER ELEVATIOE tfti seos I I I I I I t" 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 BOTTOM REBAR 5.1 ADAPT selected S.ZADAPT selected *:yr..nern-xar..rma.,x..�a.,nmr crr exn-,envezx:se sms...,aeua. er-sc.ram^.aa: rvsa.:s.mnewe-sx�e ec. 6 -REQUIRED & PROVIDED BARS 6.1 Tap Bars max aaa- a.M in' required o� provided a.a .. 6.26attom $srs max a.00 9,0 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 67 MZ-79 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 67 ADAPT.- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26,2014. Time: 15:9414 Fie: Support Line67 t - PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip:Support Line 67 1.2L¢ad Cese:Ser0ce(Sustoined Load) 1.06xSeliveight- 1.010 xDead load- 6.36 x Live load + 1..66 x Prestressing 2 -MEMBER E LEVATIOt inI a,x e_n 1 3 -TOP REBAR 3..1 ADAPT selected 3.2 ADAPT sale ded 5 -BOTTOM REBAR SA ADAPT selected 5.2ABAPT selected v-.-i..n--.. ,4-r�in,a-er.:mo-•m, s-s,see�.vaae=s_s._-a.c:.,acnse".Ksxc-easas-e�e. re-a-sm.:x x: 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars r0?C - ow coo a;aa regwred provided as 6.2Bottom l3am ,pgit ^.m 003 aa¢ 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-80 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 68 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 20.12 Date: September 26, 2G14 Time: 15:04:d4 Fie: Support UneeB 1 PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line &6 1.2 Load Lase: Semice(Sustained Load) 1.00 xSeduveight+ 1.00xDead lead, 11.36xWe road+ 1.01)x Prestressing. 2- MEMBER ELEVATIO tftl 3636 I l I I I I 3- TOP REBAR I I ADAPT sele pied 3.2 ADAPT selected 5-BOTTOM REBAR S.1 ADAPT sale ded S.Z ADAPT selected r'xr6a Nx•-'.Trer.�a^Xn.�s'i�x� xys:.%' Ufls 3m+Yeawt si+u S�.is:'xati?:mtif:`A9%.ati'ssv!.traJ�.4'CreYdraneSS'4 see 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max aoa I in] o e reg!uiied .- provided -. s 62Bottom Bars 5e max a to 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 MZ-81 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 69 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 elate: Septem6erXN,14 Time:155:04:04 File: Support Line 69 1- PROJECTTITLE:Tu€cwila VillageBuilding, D 1.1 Design Strip:. Support Lane 69 1.2 Load Case: Sertiice(Sustained Load) 1.00 x SelMeight+ 1.00 xDeed load+ 0.30x Live load- 1.00 x Prestressing 2- MEMBER ELEVATIOE tttj ;: z I j I I I I 3 - TOP REBAR 3.1 ADAPT selected. 3.2ADAPTr selected 5 - BOTTOM REBAR S.1 ADAPT sele.ded- 5.2 ADAPT selected �xaesersxxe�.ernxyua�^�ree sra�e�aersrlr=:m.e�:n-e-s:..�nu.as-...s,ess��as>aecres�.�-�.-s�!:wr� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max °as IIn-] as required .- provided ao 6.2 Bottom Sam msx �40 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-82 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 70 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT -Builder Version 2012 Date: Septem'oer26,2014 The; 15:04:04 FBe: Support Line 70 1 -PROJECT TITLE; Tukwila Village Building D 1.1 Design Strip: Support Line 70 ,.,Load Case: Service(Sustained Load) 1:00xSelfiveight 1.011xDeedlead+ 0.30x Livelead+ 1.00xPrestressing 2 - MEMBER ELEVATIO 11111 3463 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 AD.APT selected :W e' iel�ix• .: ..?'»w.`.s:e^m0.' H'_f +x�_Y.ex�cs.`tlfe exsa�=.:a_sP:#m h!eL::.. afB. a.t,±�s)a?Y te¢'.he^e'zyLY 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max Ono In=' requled providedo.a 6.2 Bottom Bars max aAa 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 MZ-83 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 71 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014. Time: 15:04:04 Fie. Support Line 71 1 - PROJ ECT TITLE: TukMla Villag a Building. D 1 A Design Strip: Support Line 71 1.2 Load Case: Service(Sustained Load) 1.001 Selhveight : 1.00 x Dead load - 0.30 x Live load + 1.00 x Prestressing 2-MEMBER ELEVATIO (ftl 18:12 to l 'ba 1 II I I I I II I I I I II 1 I I 3- TOP REBAR 3.1 ADAPT sale ded 3.2 ADAPT selected 5- BOTTOM REBAR FA ADAPT selected 5.2ADAPT selected axas K'k: �ef'x _a'^ie�� ••x.w-?9*n6IIf.: Ys<�!easeslelsz Em cc.:,na<¢:�Sa.<x"C^. . sR esY..Sr x,.aei'i' ee3J2'.•x�SY. ^<2< 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max am -a.aa goo---- [ in'Ia.e required .-. provided- as -V] I 8..2 Bottom Bars mvr a:ss o.» 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 72 MZ-84 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 72 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Bate: September 26, 2014 Time: 15:04:a4 Fie: Support Line 72 f - PROJECT TITLE:Tukw la Village Building.D 1.1 Design Strip:.Support Line 72 ` 1.2 Loud Case: Senioe(Sustained Load) 1.00 xSelhaeight> 1:00 xDead load+ 6.30 xLive load- 1.101)x Prestressing 2 - MEMBER E LEVAT!f38 tftl I I II I I II II i I II II I 3 - TOP REBAR 3.1 ADAPT selected. 3.2''ADAP'a selected 5 - BOTTOM REBAR 5.1 ADAPT seleded 5:2 ADAPT selected t�'ZeFYx-^er..stiin:m:s^.rnb'UM'Y. ^cAvesY9le Us`.•.C.�^.1eS:Aeih t"OS'.aC ivY.. k�. saaR�N'.9e^,e*;o!^es 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bera max aw 3'� oat fin'Ilied ._ ss pavWed as 6.28attomSars max ate- sm a.m 30 - 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-85 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 73 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Jate:Septemtrer26,2014 Time:15:04:05 Fife: Support Line 73 1 - PROJECT TITLEcTukwila Village Building D 1.1 Design Strip: Support Line 73 1.2 Load Case: Sernlce(Sustained Load) 1.00 x Seltwight+ 1.00 xGead lard+ 0.30 x Uie loan 1.00 x Prestressing 2-WIFUIRER ELEVATiOt I�i sasz 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 nnx>.-�er.+fx,n-�...ff.-e,.*,amw+z�-<r,�e rxyxe snsmoaa-s;:aea..rvm:; a:+rc�r. asassi mn�,,e-sor»<�s: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max oar I3n`j3 required provided a a.. _ 6.2 Gottom Bars :max a.3a 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 MZ-86 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 75 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 :Date: Septemher26,2014 Time:l:fa:04:05 Fie: Support Line 75 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip. Support lime 75 1.2 Lead Case: Senice(Sustained Load) 1.00xSelh-.eight+ 1.00xBeadiaad+ 0.30x Life load + 1.00 x Prestressing 2 - MEMBER E L EVATfOf tftl a a I II I I II I I II I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale-ded 5'- BOTTOM REBAR E.1 ADAPT selected -5.2 ADAPT selected �e.'rieFAx� .....Y»vrC_�h`M'Y..vY.'_hea�we2Y_�c5.�sx:seba Ya:Ye6.1;!e_V'.�. mlcit.+Y.-3"C�NJ2.'t^1Y.4 C<a 6 - REQUIRED 8 PROVIDED BARS 6.1 Top Bars max f in-1n.s required .- provided- as 6.2 Bottom Bars in c.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 75 MZ-87 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 76 .ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 2e, 2014 Time: 15:04:05 Fie. Support Line 7e 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Lire 79 1.2 Load Casa: SeNce(Sustained Load) 1.00xSelh�ght+ 1..00xDeadload. 0.30xUweload• 1:00xPrestiessing 2 - MEMBER E LEVATItOt inl au. I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sete cted 5-BOTTOM REBAR 5.1 ADAPT selected 52ADAPT selected AkAe..'iet:9sx+x-.'.s?rvnx`>'i.:m6•al.-Ts+:rsxx st�:_Easi'.'e-a. e>:+att.EeC s#.e Mkr �s:'C'esJrcx-sy,'.5: & - REQUIRED & PROVIDED BARS 6.1Top Bars MRIjel ovo 0.a0 required 0.5 provided. a0 C. 8.28afto-m Bars max - 0.00 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 76 MZ-88 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 77 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September2&, 2014. Time: 1 M:04:05 -FHe: Support Line 77 1 - PR03ECT TITLE Tukw la Village Building. D 1.1 Design Strip: Support Lino 77 1.2 Load Case: Senlce(Sustained Load) 1.00x&el%Wght+ 1.00xDeadload- 0.30x L'rwebad+ 1.00 x Prestressing 2 - MEMBER ELEVAT10 1R3 2aw 0 21.4a 25.76 M_'5 1292 0be 3- TOP REBAR 3.1 ADAPT sale'ded 3.2 ADAPT sale cted 5-BOTTOM REBAR 5.1 ADAPT selected &2 ADAPT selected �;me azrt+rx-e,-rcu-xca-mw ary �v-a-.a�es�ss:� as.s.s-v. s;xs; rms.,.. mxs_.mresxasrexae.�acx m 6 - REQUIRED & PROVIDED BARS. 6.1 Top Bars m o aoo aoa o.w ono aaa 0100ui jirt-� 75 ragmred -. -. providad� as -JET Ed 5.2Bottom Bars mooaaa aoo a.a: oaa a.o� ceaam 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 77 MZ-89 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 78 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 gate: September Z&, 2014, Time: 15:04:65 File: Support Line 76 1 -PROJECT TITLE Tukwila Village Building D 1.1 Design Strip:. Support Line 78 12 Load Case: Service(Sustained Load) 1.00xSeltveighty 1.80xDeadload- 0.30x L'rveload+ 1.00x Prestressing 2- MEMBER ELEVATIO tft) 298, 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 !cw: �nyxx-v .-ff..�z-,-san-r,.-v�r�cees±c:. s�sa-o:.-aec�:aanaRc-.s,e.�-.zszwc�s«aveac-�r.-v: Ju. 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars maX 000. required _ Z. provided oo . 6.2 Bottom Bars ,max 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 MZ-90 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 113 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: Septernher 26, 2014 Time: 15:04:05 f-ils: Support Line 113 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line 113 1.2 Load Case: SeMce(Sustained Load) 1.00 x Self6wight 4 1.00 xDesd load+ 0.30 xWe bad 1.00 x Prestressmg 2 ELEVAT10 t-tNMEMBER 3•1 !E.62 +J.7a L. :ZM 04 �Q7 92 .Pa II I II II I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected. n��e!,±x-xeax+xnu:s-moarr.r..,.n�,emscsr_se smm��aec;:smrs:c�-.av e��-<ramc!s.� rexisa�<�- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars 1091 0o0 0-03 aaaam as am aa0 am am am ,am (in']oa - required - provided. _. a.i S26ottomBars ^es r0ffi 0a0 am aaaam 0001 0.00 Call coo 1.62 am Coo 7 - SHEAR STIRRUPS 0 m�R� m R�rt1� 7.1 ADAPT seeded. II�II� II IIIIII�� BarSee#5 Lags: 2 III I IIIIII F Sparing ring -� 5i.v !!a 11.0 !!a !tA its ttC .--.--.--__.._____:___�_�____;______________________ ______-____________-____.____. :. ar a ., , , , ............._.-'------------ `----•----' , Siz `---------- ------ ---`-`---'------------ Bar Size 9 � Legs: v i3 7.3 Req uired area (in=lftj o.0a J L J L ZU 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 79 MZ-91 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 114 ADAPT - STRUCTURAL CONCRETE. SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: September 26,2014 Time: 15:04.05 File: Support Line 114 1 -PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip. Support Line.114 1.2 Load Case. SeNce(Susteined Load} 1_00xSeW&ight4 1.00xDeadlcad- 011)xWeload* 1.01)xPrestressing 2 - MEMBER E L EVATIOt (n ass ?ea sa 5 zas i li i i ii I II I II 1 II I II 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele ded 5-BOTTOM REBA'R. 5.1 ADAPT selected. 5.2 ADAPT selected 5 - REQUIRED & PROVIDED BARS 6.1Top Bars max aoa am ox ox required as. Provided - to 6.26atiom Bars max too aM om ox 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 80 MZ-92 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 46 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 26, 2014 T-irne: 15:05:05 fie: Support Line 46 1'-PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip: Support Line ?6 1.2 Load Case: Sen1ce(Sustained Load) 100 xSelk eight1.110 xDead load + 0.30 x Lke load + 1.00 x Prestressing 2 - FAEMBER ELEVATIO In, 2P9 d6r !256 655 I I I II I I II II II { 1-t' icy 3 - TOP REBAR 3.1 ADAPT sale'ded :.2 ADAPT sale dad 5 - BOTTOM REBAR 5,1 ADAPT selected 5.2 ADAPT selected +u .=ert�.a�-r ncd....s erc vx.. sae�rerzcce tasme•Ica.s:.mc.reer.s-cros..,•rszaerxraex.-sa.->�e 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m8x a.le am a.ec ox ,in`1asa required . Provided ^o. a:t? 6.2.Bottom Bars — _—.__._..__..__._... __..___......._..._—.___ max o.os ax ooa ax 10 - DESIG NER'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-93 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 79 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Slime: 10:20:33 Fde: Support Line 78 1 -PROJECT TITLE'. General name1.1 Design Strip- Support line 79 1.2 Load Case. Service(Bustained Load) 1.O0xSelliaright+ 1.00xl)eadlbad- 0.30x Live laad+ 1.01)x Prestnessmg 2-MEMBER ELEVATIOt {ft) 919 1-15 0 12.09 9.11 7317 391 !A 0 M25 _III II � I.I III II � II II II III II � II II 3- TOP REBAR 3.1 ADAPT selected.gxi•s- 3.2'ADAPi seleded lxas•oco• "Qissxso l>C;-• s sscic•suY: 7sxtart" s..esxce•. 5 - BOTTOM REBAR 5.1 ADAPT selected 1c�' S.Z AD.AP7 selected tiY"nx10 a s rise' 1s .;rrv' +u�M'ieA�'.^c.�s`Qw•-: t�A`a::�0'dlrw ta+i'_'�eairoG !Cb_r'.^Sr:•.�IIeslfrfi h�,^•nA�G'.xvEYes✓x?t�GVT:IrG.^v_.'STTv_�� 1QQ ;=sxrex w 6 - REQUIRED & PROVIDED BARS fi.1TopBars maxz+l 2a2 2.1e a.0a0.0: - 0133 ass 2a: 1a1 (in=j s a required za provided a as 6.2Bottom Ban; - mex0.w ata aa1 '320a• 09r a:aa o?a a.aa a96 7,SHEAR STIRRUPS 7.1. ADAPT selected. Bar Size#S Legs: 2 Spacing linj za.s vs Z35 Z:s ns leited 7.2.Bar ---------•-- Si 'BarSizaII Legs: a.15 _______________________�..._________ �____,_____________.. _._________.__� 7.3Requiredarea a'1L (in=JR) Q9 abx 0a a. 0.03 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-94 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 80 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM - ADAPT -Builder Version 2012 Date: Septemtoer 25, 2015 T:ima: 1020:33 File: Support Line 8D 1 -PROJECT TITLE: General name 1.1 Design Strip: support Line 80 1.2 Load Case: Service(Sustained Load) 1.00 xSeltuaight+ 1.00x Dead load 0.3.0x Live Toad+ 1..00xPrestressmg 2 - MEMBER ELEVATIOt 1111 9'M 25V 86; 2-13 1600 1676 I I I I I I I I I I 3 - TOP REBAR 3.1 ADAPT sele'ded 3.2.ADAPT sale dad�xao- 5 - BOTTOM REBAR SA ADAPT selected zas- 5.2,ADAPT seleded !�' Ybvn.O':t':mO.'E}f�tl+rSe alert tYSe Eazc`:xe:S:Sei.RA�1S'-"..m6e--cC. to L•2=t-r Ye�rt.3CT cae 6 - REQUIRED &PROVIDED BARS 6.1 Top Bars max.=zc ins c.a+ 2s4 CDC ;is i in=j required . provided - £:2 Battam 8ars "4 Max Coo .a.s+ em -aoc 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 83 MZ-95 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 81 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Time: 1020:33 Fie: Support Line 81 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Line 61 1.2 Load Case: Service(Sustained Load) 1.00 x SelMeight a 1.00 xDead load +- 0.30 x i-we lead + 1.00 x Prestressing 2 MEMBERELEVATIOE Ittj is Sal -M 3.58 am I I II I I I I I I I I I II I I 3 - TOP REBAR 3.1 ADAPT sale ded 3.2 ADAPT sale clad. 5-BOTTOM REBAR E. I ADAPT selected''' 5-.2ADAPT selected QMX'rv' s tsae: asze<.rasa-x4sz„r.a-ca-ma•cr.*eam^.e rxes.=sas _.-aea;�rv.rar... snaa:_:ae,�zrrcawe,�sa:k=a 6 - REQUIRED & PROVIDED BARS 5:17rop Bars Tax a.ss oba vao ..^oa ow in:] I Pro, ulded 5.25ottom Bars s - max asi -- say coo acq I 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-96 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 83 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: Septemtser25,2014 Time:1420:34 Fie: Support Line 83 1 -PROJECT TITLE: General name 1:1 Design Strip: Suppo ttine 33 1.2 Load Case: Sernice(Susteined Load) 1.00 x sLimeight 1.00 xDead load+0.30 xLive load + 1.00x Prestressing 2-MEMBER ELEVATtOt Inl er.ss ai.s� nsa n.zc f I I II I I I I II I I I I 11 I 3 - TOP REBAR 3.1ADAPT selected s .sxss 3.2 ADAPT selected r z acea•- . -c- ixbs• 5 - BOTTOM REBAR S.t A04Tseleded 5.2ADAPT selected ror. Serm.:rov„mxr..F+a crer„eya+e v:r_ sss cxr•.ae e;.ex.rxc- :� e,.sc mvs. .x-x,sra_ ec- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bsrs m68x 2.3 .5.3, 8.29 0.07 1in'! s:r required — provided -- !.F 6.26attom Bars max 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 85 MZ-97 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 84 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderYersion201.2 Date: SertemCer25,2014 Time:10:20:34 Fie: Support Line 84 1 -PROJECT TITLE: General name 1.1 design Striv l-upporl Line 84. 12 Load Case: Sernice(Sustained Lead) 1.00 xSelt-might+-1.00 xDead load+ 0.30.x Lte load- 1.00 x.Prestressing. 2 - MEMBER ELEVATtflt �l za si I II I I II I I II I I 11 -I I II I I. II I 3 - TOP RE:BAR 3.1 ADAPT selected 3.2 ADAPT selected r wxreax rza� 3 �z a� 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �: �r c��.s-.rrnrffee,nn: ara!•a�-aazveree_a_easc,:.•:�a-r»r,�-c�. �.e,-xrsr=a%xrcexe-K-sr:s zee 6 - REQUIRED & PROVIDED BARS 6.1 Top Barg m8% "'} }.36 3}6 aeo required provided sa 1 6:2 Bottom Bars max osa ._ am - - - eaa LI co, 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 86 MZ-98 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 85 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAP T-Builder Version 2012 Date: Septemfier 2B, 2014 Tune: 10:20:3G Fla., Support Line 85 1 - PROJECT TITLE: General name 1.1 Design Strip: Support Lace 85: 1.2 Load Case: ser4ice(sustained Load) 1.00 x Selkeight.. 1.00 XDead]cad- 0.3Dx LNe lead + 1.00 x Prestressing 2 - MEMBER ELEVATIO ytt� i038 2:.J5 299: 4F2 i II I I II I I II I I Il l I 11 I I I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sets ded t wrra^ 2 s!sae?:a^ + saezas 5-BOTTOM REBAR 5.1 ADAPT selected 5 sxar s:ZADAPT selected Kte.'ieH xv.!s!nn�c.Y`mP'i'f!�TT �'e G'fTfG T?se 5as.:L'F.'S: Y:vSeSh?L'D=. a�P. �fixaOsfCtKJ2^a"So'^_s..�a 6 - REQUIRED & PROVIDED BARS. E.1 Top Bars max ' Fr t4- 3.36 o.ss rm2 a . equired Provided, _ FIM 6.2 Bottom Bars mex cos oac zsr __ 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 87 MZ-99 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 86 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -guilder Version 2012 Date: September 25, 2014 Time: 10:20:34 File: Support Line Be 1 -PROJECT TITLE: General:name 1.1 Design Strip. Swart Line &n" 12 Lead Case: Ser ice(S ustained Loadp 1.G0 X Self„eight + 1.00 x Dead load - 0.30 x Live load + 1.00 x Prestressing 2 MEMBERELEVATI©t tft3 I I I I I I I I 1 I I I I I I I I I I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2ADAPTselected ' - '' �xion°•xs• 5 - BOTTOM REBAR S.1 ADAPT selected 5.2 ADAPT selected r;�.esar�xxn�rrn,-r_a;,-.*sem, ar,nea�«,e a��_snsn"�.-a-:>,sm.r..zy-.ama:tev �reo�rex-sm�ae� 6 - REQUIRED &PROVIDED BARS 6.1 Top Bars max 526 a.x 1.73 required .- ''fi provided o E.213atom.$am 2. max -.. om coc z.sr. e.so 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 MZ-100 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 88 ADAPT: STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September25, 2014 Tmie: 1020;34 Fla: Support Line 88 1-PROJECT :TITLE:�eneral name 1.1 Design Strip:: Support line 88 1.2 Load Case: SeNce(Sustained Load) 1.00xSelftaight- 1.00xDeadload- 0.HxLivehrad+ 1.00xPrestressinmg 2 - MEMBER E LEVATIOt tft] :7a� 297. I I I I I I I I I I I I I H 3- TOP REBAR 3.1 ADAPT selected 3.2ADAPT selected axs's^ 5 - BOTTOM REBAR 5.1 ADAPT selected .Z:P+DAPT selected- .{errnz-errnn�xae.-:.v.rr.-ra-aesxrcar�sr vsrsxaas c::�s:r,%ac�..a,m�vsa%sreasemecnr-ems_ 6 - REQUIRED & PROM OED BARS 6.1 Top Barsma .0) cdc ie4tiin:d aa1 provided. 0a. csi 62BottamBars 0 52 00 aoe aid __..._... aso 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-101 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 89 ADAPT: STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 2&, 2014..Time:'10.20:34 Fie. Support Line 89 1 -PROJECT TITLE: General name 1.1 Design Strip: Support -Line 69 1.2Load Case: Sertiicesustsined Load) 1.:00.x Sellvaght+ 1.00xDeadload+ 0.30x1_Ne1asd+ 1.00x Prestressing. 2 - MEMBE R E LEVATIO Ift; .III II I I I II I III II 1 3- TOP REBAR 3.1 ADAPT selected 3.2ADAPT sele cled 5 - BOTTOM R EBAR 5.1-ADAPT selected 5. �2 ADAPT selected &SKIC- : GcfDsx^e�'Y'isur. o-rk^..m}' Qf�v Yxal.ecaie L'eJ<<G S S.rCxae Si1�TA M"DY.-77. ec�:^R tP sa.CAS�NJrc�'+e^...Y'-'5:.2! 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars msx r�n= equired provcted n o.r.• 6.28ottom Bars "e max OT G 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 90 MZ-102 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 90 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014. Tmie: 1020:34. He: Support Line 90 1 - PROJECT TITLE: Gen eral. name 1.1 Design Strip: Support Line 90 1.21-aad Case: Service(Sustained Load) 1.00 xSethaeights 1.00 xDead load+ 0.30 xLtle load+ 1.00 x Prestressing 2-MEMBER ELEVATIOP tn� 563 22 9 i i i ey5 i I i i i i i i i----i 3-TOPREBAR 3.1 ADAPT sale ded 3.2'ADAPT seleded _ca=o^ �2 srtxau• �i'usxr€- 5 - BOTTOM R®AR S.1 ADAPT selected 5.2ADAPT seledady="""'4' Ws'iGY z'St"Sbv.»cr.?h.: .Y tM. ETn Ya eoweSY.2 E�sa�Jzaveta.ffi.�`.d'C�.. x#.C�.^'#i'261`rarhe.'x.�>v.�: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max' ago 2:@ 0.00 I in'I. Fi re lwred provided 0.0. +a B.2Bottom Bars max Goo 12' ow 9aa 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 MZ-103 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 98 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Late: September 25, 2014 :Time: 10:20:34 File: Support Line 98 1 -PROJECT TITLE: General name 1.1 Design Strip:: Support Line 98 1.2 Load Case: Service(Sustained Load) 1.00xSelfvve1ght4 1.00xDeadlead+0.30xtiveload+ 1.00xPrestressing 2-MEMBER ELEVATIOt tH3 're4 12.13 93a t II I I I I I I I I II I I I I I I I 1 II I I I I I I I 3- TOP REBAR 3.1ADAPT selected?axao- 3.2 ADAPT selected 2 .a>gs• a texss o• 5-BOTTOM REBAR 5.1ADAPT selected S.2 ADAPT selected rsxc cerrsx�e-xxw.: r.�'r. ma•ansr. r<:yosr.�nMx . ;..aes;:rmn:eps.. s�,aev-�-�xzz;uxatrw .. �- 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars max -s?r 0ee 2.2E sxs s. as Im equired provided as a 6.26attomBars r max an; r.s3 ana 0.70 a.m 7 -SHEAR STIRRUPS 7.1 ADAPT aeleded. Bar Size a Legs: 2 spacing Lin]. 7.2 User-seleded _______._______.__.___.________-___.____-__-_____________- - ----- , Bar Size ft Legs: - 7.3 Required area 9a [n=/ftj asa a'a' G. aara o.scE .aa- 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 92 MZ-104 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 99 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Tone: 10:20:34 Fde: Support Line 53 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Una 99 1.2 Los 4Case: Serlice(SUstalned Load) 1.00 x Selhsei9ht 41.00 x Deed Ioad 0.30x Lire load+ 11.011 x Prestressing. 2 - MEMBER ELEVATIOt 72= 9.53 I i i H 3- TOP REBAR 3.1 ADAPT seleded 3.2 ADAPT sale pled isexia• Qiaaxza• 5-BOTTOM REBAR .5.1 ADAPT selected 5-.2ADAPT selected nrsesern-sx-:rwv.-z:a-^em?>sam-ea�marf s�R:cs,-ve:r.sra:nrp.aae�e-e zesasscreax_x-i��e �e 6 - REQUIRED;& PROVIDED BARS 6.1 Top Bars ;" am a.ia oaa m' 'reQalmd 1IIIInII 6.28odam.8ars masm a.x arx oao ana 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 93 MZ-105 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 100 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: September 25, 2014. T ime: 10:20:34 File: Support Line 101) I -PROJECT TITLE: General name 1.1 Design Strip: Support tie 100 1.21,osd Case: Sernice(Sustained Load) 1.00 xSelfvRight+ 1.00 xDead Iced + 0.30 x Live load + 1..00 x Prestressing 2- MEMBER ELEVATtOE I I I I I I I I I I I I 1 3- TOP REBAR 3.1 ADAPT selected 3..2 ADAPT selected x<.zc• .acre• .a^ 5 BOTTOM REBAR 5.1 ADAPT selected 52ADAPT selected �:serrxx-rs�m�:a->anssan-rr,-eeaverzer:.ca,-sz.�:�,r.s..zmrxr.=.. am s_...s. ecs�sre�,K.mr:�.� 6 REQUIRED & PROVIDED BARS 6.1 Top Bars malt 2.w as; i sr m• rt*ui ed provided .. - -L -- 6.2Bottom Bars max sm 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 94 MZ-106 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 101 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAFT-Bidder Versian2612 Date: September25,.2014 Time:111:20:34 File: Support Line 101 1 -PROJECT TITLE: General name1.1 Design Strip: Support Line 101 1.2 Lead Case: SeNce(Sustained Load) 1.00 x SelNsight< 1.00 xDead load+ 0.30 x Live load + 1.00x Prestiessmg 2 - MEMBER E LEVATiOE 1117 !""<.2t ?e 7t% 9a3 1a 15 9.s7 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sets cted l lcs^ ??: n' s .. c!cs`8• + wz: 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected. .W.'e'LeRYxx.^e'�a.'nv:•.ces�.^'H'C!^-Ya-'_taeaxe 4Ste Eaa sn:.ir.'v:S:Rec':f:3iT^,s�e��T.tss�.!'tret-.4e�e�SOSRr.� 5 - REQUIRED & PROVIDED BARS 6.1 Top Bars rnz tsa aaa s.m' aoa i e. ass �m esFtiired +.s provided � 1.. Do. ..__.._.....__.._.. 6.2Badam Bars mexm aaa asa ex a.aaaoa- 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-107 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 106 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: Septembec25. 2014. Time: .10:20:34 File: Support Line 106 1 -PROJECT TITLE: General name 1.1 Design Strip: Support l.ma 100 1.2 Load Casa: SeNce(Sustained Lead) 1:DD x Selhaeight+ 1..00 x De ad. load+ 0:30x Uve load +- 1..5D x Prestressng� 2 - UEMBE R E L € VATtOE tftj ;zas s e- I I I I I I I I I I I I f—f 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected r !r<• e' sax3n' 5 BOTTOM REBAR 5.1 ADAPT selected 5.2'ADAPT selected a •s:xao•_ a axs� Ar.-.=<ra_ens�mu-.n-aan,roare.. >ee�.ves.�e+, cass:.-.aeczzrar.:s�o-e..-msxxsxeavnex.�r-.-«e G - REQUIRED & PROVIDED BARS 6.1 Top Bars max zee zee m` reguIred provided a e.<1M 6.2Bottom Sam mex.-- 0,71 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 96 MZ-108 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 107 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -&udder Version 2012 Date: September 25, 2014 Time: 10:20:34 File: Support Line 107 1 -PROJECT TITLE: General name 1.1 Design Strip: Support L ne.107 1.2 Lead Case: Service(Sustained Load) 1.00x SelMeight+ 1.0t1xDeadload+ 0.30xLiveload* 1..00 x Prestressing 2 - MEMBER ELEVATtOt tftj ur*000 22.0a 0 22ac QIQ 2200 QQ 16W 1, II III II III II III I ti 3 - TOP REBAR 3.1ADAPT selected .. 3.2 ADAPT selected°V' Q95%i+lo'%50" a 3K>X35°S l�A'x_SGiYa O'.QNSiY l%�'G�3 1e:R7nT 5 - BOTTOM REBAR 5.1 ADAPT selected /7 =s%lit• 1s xx13>r S:ZADAPT selected -�� 131esxes• 1a�.3x�;e. 1s .»1c17s- rs lgsrl;y:' >4 ADAPT ana..ar rs�:xaaveces�_;�c-sri:a<s?xex n^ec.;.meecxevsax!c resme�,e.+sr-..m- 6 - RE661RED & PROVIDED BARS 6.1 Top Bars n1i27 s5 4:1e 0]0 1= 907 3E2 Go, 3P2 I 2.w !P ] in-! .required 12.' provided....— 1.1 2.0 a^ 62Bottom Bars e o oo .016 cm aes vcS 123 .o.ao a2s am maxa0 ;sco 7 -SHEAR STIRRUPS' 7.7 ADAPT selected. C B or Size #5 Legs: 2 Sparing lin], 2�5 23: 235- 23E 33 23z zas 2i'S 7.2.Use—leded `___+ j BarSized Laga> - � - 73Requiredarea -°31 0.13 ca' , U.2is o, aosa 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 97 MZ-109 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 112 ADAPT_ STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Buader Version 2012 Date: SeRtemlrer.25; 2914 Time: 1020:34 .File: Support Line 112 1 - PROJECT TITLE: General name 1.1 Design Strip: Support Line 112 1.2 Load Case: Serntce(Susteined Load) 1.00 x Self %eight > 1.00 x Dead load + 0.30 x We load + 1.00 x Prestressing. 2 - MEMBER E LEVATtO! <a" I I I I I.I I II III I II III i 3 - TOP REBAR 3:1 ADAPT selected 3.2 ADAPT selected 6X: 6' i sx;v^assti^ 5 - BOTTOM REBAR ' 5.1 ADAPT selected 5.2 ADAPT sele cted we.?ar.±xx�r--r,�w.,r--ne•asr er.�-.ee>x.eu�x s:s...z-.ces:amrxe-.. xs ms. xrzs+srez:a�„e-Yz~Y ew 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars max !�= ox. �.7a Iin`i re4wre3 prox de4 0 0s 6.2Bottom Bars msx o ..!:r. 133 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-110 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 115 ADAPT= STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September Z5, 2014 T ime: 10:20:34 File: Support Line 115 1 - PROD ECT TITLE: General name 1.1 Des ign Strip: Support Line 115 1.21,oad Case:SeNce(Sustained Load) -.1.00 x5elfieight- 1.00 xDead. load+ 0.30x Lrreload+ 1.00x Prestressing 2-MEMBER ELEVATIDE Iftj 5.5 23.F N09 3 I II I II I I� 3 - TOP REBAR 3.1 ADAPT selected 3.2ADAPT sale clad r ass^ a�xsro,. aaso i axas- 5-BOTTOM REBAR 5.1 ADAPT salecited 5.2ADAPT selected n.n ..cenrxro-rrn-sa�:.maasr.. samrsavevr c zasa-.c�aes::smrs-.c^ suss a�xsossew:veneasr-ear. 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m2. 1.7 '•jr ass -er rm' equired provided —, n. 6.26oHo-m Barspt max aroo o.OJ aae oso 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-111 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 118 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-5uilder Version 2012 Date: September 25, 2014 Time: 10:20:34 File: Support Line 118 1 -PROJECT TITLE: General name 1.1 Design Strip:. Support Line 116 . 1.2Load Case: Serslce(Sustained Losdj 1.00.x Sel6xight 4 1.00 x0ead load + 0.30 x L"rie load- 1AO.x.Pre%bessing 2- MEMBER ELEVATI©t jftt 26.01 3n0 20a z260 Q10220: s- . a. 3-TOP REBAR 3.1ADAPT selected +i'•y�csrt-�rxss• ,a w,sa•'Q6zs ,6 ..5zss• n-.6xza' 3.2 ADAPT selected - +Qix6xs6^ a+ c-.�' Qu6x6o" Qk6x. a?xso"Q F.�Q�xa:. 5'- BOTTOM REBAR 5A ADAPT selected 5.2ADAPT selected ,a -aKST w.:.scr.>xaae.:.s!mrcncewors r n-. ev,.crz�� *ems _ �-a.s,:arnram^., e.,ns.� r.. asas.^r �wa.cme3m.-r x� 6 - REQUIRED & PROVIDED BARS 6A Tap Bars m,,iZ7 231 1.160 X. 216 am 276 00a 2'6 000 ST [in-! Z7. required — prmvrde4 —.. a. 6.2 Bottom Bars 'd max yam a0: =t •a030x a,aa coo a0a am a r 1 s.m 7 -SHEAR STIRRUPS 7.1 ADAPT se, cte:i. BarSize#5 Legs: 2 F Spacing hnl. 1Qt9a: 14IIJ �2i.l922=S ^'S .2 SS 7.2User-selected ---------------------- ------------------------.--_.--;--____-_-__.__-_-__---`----.-- Legs: a.i5.. -----------'--------------'---BarSize# --------- '------------------ `-------------- '. 7.3 Required area aa- n'J a.2 C RI a,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 100 MZ-112 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 119 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September2S, 2014 Time: 10:20:34 He: Support line 119 1 -PROJECT TITLE: General name 1.1 Design Strip:. Support Line 119 1.21-oad Case-Smice(Sustained Load) 1.00 xSefteight 4 1..00xDeadlaad+ 0.36x Live load- 1.00 x Prestressing 2 -MEMBER E LEVATIOt tnl 1765 .1 17pa 650 !3s! 86.1 .35 II II II II ll. Il ll �I II II II II 3- TOP REBAR 3.1 ADAPT selected ^^ s ..6z96- 3.2 ADAPT selected t .fixss• X96'l'! 61055' 6 6X 71 a" lodWJG6"6" 5 - BOTTOM REBAR 5.1 ADAPT selected. 5.2 ADAPT selected n:-is.cen?s- ..�vnrsn-:ms anx sw.raea�ea�es�.r=ase,zrae m;:�.n.ea•^..aveay.-a�,xrame.-.-sx-ro-x- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 3. 33a 3.13 3.36 'I£6 a.m 'Aal ( m-( a �a -- 7. �. wit-- ._ _ k__ 6.2Bottom Bars mex c,m caa aaa ono. c.ca am. sm 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 101 MZ-113 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 120 ADAPT, STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: September 25. 2014 Time: 10:20:34 File: SupportLine 120 1 - PROJECT TITLE: General name 1.1 Design Strip: Support Lire 1202 1.Load Case:Sernice(Sustained Load) 1.00 xSelfi•.eight+ 1.00xDead load+ 0.30xI.Ne land 1.00x Prestressing 2-MEMBER ELEVATIOt tltj 319.0Um i t T.SZ I I I I I I I I I I I i t I I I I I 1 I I I r-----I Y---j 3 - TOP REBAR 3.1 ADAPT selected. 3.2 ADAPT sele clad 5 - BOTTOM REBAR 5.1 ADAPT sale ded E raxae 5.2 ADAPT selected Abr..'.-+et9nx^.e�.'9mnmpE`M rt5Y Tsa'-`-a Y�s+c SScM_ Ens o�:ikaa. Ynsec f:x'C:'...su`st<c' krfo44V �eII:kc'.�cao:'1,-� 6 -REQUIRED & PROVIDED BARS, 6.1 Top Bars m@x tr• :a- :.EE sa" m- tegw'red praur4ed n: _ 6.2.Batt. Bars, 5c max na ;:.no as om 7-SHEAR STIRRUPS 7.1 ADAPT seleded. Bar Size#5 Legs: ? SPaang [lnj. - ._ ass ass scan 7.2 Userseleclad •-------------------------------------------------`----------------------------- .__._____ Bar Size # Legs: __________,,_________....._.____________________.-_,___.______._________.� - - 73 Required area [in-lft[ 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 102 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 121 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Buider Version2012 Date: September 25, 2014. Time:10:20:34 file: Support Line 121 1 -PROJECT TITLE: General name 1.1 Design Strip: Support The 121 1.2 Los Case:Service{Sustained Load) 1.00 z5el4veight+ 1.00 xDead load + 0.30XLtve load+ 1.00x Prestressing 2-MEMBER E LEVATIO i 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale clad r fEws° 2Qsxacrae 5 -BOTTOM REBAR 5.1 ADAPT sale cted _2ADAPT selected M .�rn _ .szvrc.>'samv ar+r..-<a5a�ax:essa 5as a-; �r.s:.msrser.-.am:e_vus�assres;v�s,�-sa.,e.xe 6-REQUIRED & PROM DED BARS 6.1Tap Bars rn�px 2zr z.n I in!]. 2n required provided ,. a, 6.2t3attomBars Inez -- ....._... .. -_.------- __............... ...---- -- — a.aa 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 103 VIZ-1 14 1 MZ-115 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 123 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bu ldei Version 2012 Date: September 25, 2014 Time:10:20:34 file: Support Line 123 1 -PROJECT TITLE: General name 1.1 Design Strip:. S-upport Line 123 1.2 Load Case: SeNce(Sustained Load) 1.00x5elhaeignt+ 1.00xDeadlded+ 0.30x L'rveload+. 1.00 x Prestressing 2 - MEMSE R E L EVATIOt ft3 1C i5 d35Me I I I I 3 - TOP REBAR 3.1 ADAPT sale cted 1.2 ADAPT selected 5 BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT sele ded �._._..--__...rw:.ux-,m•rse +-.�a^ersie �easc-cr.,e.s>�nae--,���vwe^ccarex-sr.>:=xe 6 - REQUIRED 8 PROVIDED BARS 6:1 Tap Barsmax aa0 a.Dr 000 I in!. ds ... r1=111d (}faYkled +..a . 6.26attomBars s max Sea am 1:73 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 MZ-116 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 126 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Time: 10:20 _34 File: Support Line 126 1 - PROJECT TITLE: General name 1.1 Design Strip: Support tine 126 1.21-aad Case: Sertioe(Sustained Load) 1.00xSeitmight- 1.00xDeadlead+ 0.30x Liveload+ 1:00x Prestressing 2 MEMBER E LEVAT101 }- yttl D72 low 20.'a II I I II I I a17 I I II I I H f- I 3 -TOP REBAR 3.1 ADAPT selected 3.2'ADAPT selected r sxsus^ e• s s:•y �:e�s-vsxss~• 5_BOTTOM REBAR 5.4 ADAPT selected 5.2 ADAPT selected -a _sxau• es�.a•. !�'ie� rtcY.s!rnnxCcxn6 CS.�tr .!2 aaw� 'Cse Svsm.4saeaviS l:ltY.aW.s;+s�Ys6��e1J*e.".fe.'SSY�.s� 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars max 2.'K 2AS 00 1.1_ GM am in'sequined -provided a 62Bottom Bars m52 om 2..5 aca ow C. om 7 - SHEAR STIRRUPS 7.'I ADAPT select Ber Size:S Legs: 2 % — Spacing 11n] Ias 2s.5 <2!,Tf3ffi5 23.$ 7.2 Useraeledeff •--------------------------------•----------;---------------------;----,--------; '--- BarSize# Legs: T a5 ---- .'-----------------------------------`-------------------------`--------- 7.3 Required area [irt=tR1 3'0 sa n, a, o, a.37n a, o.rea .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 105 MZ-117 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 127 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 hate: September 25, 2014 Time: 1D:20:34 fib-: Support Line 127 1 -PROJECT. TITLE: General name 1.1 Design Strip: Support Line 127 1.2 Load Case: SeNce(Sustained Load) 1.00xSeltwight? 1.00xDeadlead- 0.30xLiveload+ 1:00xPrestressing 2-UEMBER ELEVATIO jft! 3 F3 3827 I I I i 3-TOP REBAR a.I ADAPT selected 3.2ADAP7selected +t .!ax�am (D—WoF- 5 - BOTTOM RFBAR 5.1 ADAPT selected 5.2 ADAPT selected �-.aer^x-_-eo.�rmnmos-maars axm . :r.ia�er��v . u-a<e:;amp+-.e.^..mes�--��+�,eexa..•xar:s_�: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max zz, 23s m- required ".'. . provided ?.e _................. 6.2 Bottom Bars max oca c.aa 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-118 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 128 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPd-Builder Version 2012 Date: September 25, 2014 Time: 10:20:34 File: Support Line 128 1 - PROJECT TITLE: General name 1.1 Design Strip:. Support Lane 128 1.2.Load Case: Senlce(Sustained Loadl 1.00 xSethwight? 1.00 xDead load- 0.30x We lo'road• 1.00 x Presbessinmg. 2 - MEMBER E LEVATIOt �t1� Eb 2.•.9a 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded ax�ao• = sexme- 5-BOTTOM REBAR 5.1 ADAPT selected l AD APT select P;.2DA .. e•.�u..Sm.'M.'tl!.4 YiYrfa�est�.r Else^.R-m a.a �..f:^-�S�a#ex c�ka ua°'preNe^t�.3Y^ex� 6 - REQUIRED & PROVIDED BARS 6.1 Top:Bers max Ef: 499 asa I tu a.r required provided o. 6.2 Bottom Bars m 0.90 oc9 166 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 i Rebar Plan - Top Mat 09/26/14 15:48:48 Tukwila Village Building D 5:448 Bldg_D_5.adm Mezzanine o lic 6 o Rebar Plan - Bottom Mat 09/26/14 15:50:18 Tukwila Village Building D Bidg_p__5.adm Mezzanine � �J � MZ-122 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Punching Shear Stress Check Parameters P s �t COLUMN ,la SEC TION TIoN Label Condition Axis Effective depth Design length rr" Design length ss Design area Section constant Gamma in in in in2 in4 Column 35 End rr 9.75 27.75 22.88 7.17E+002 4.50E+004 0.38 Column 35 Ede ss 9.75 27.75 22.88 7.17E+002 1.05E+005 0.42 Column 36 Corner rr 9.80 22.90 22.90 4.49E+002 2.63E+004 0.40 Column 36 Corner ss 9.80 1 22.90 22.90 4.49E+002 2.63E+004 0.40 Column 37 1 Corner rr 11.92 21.91 21.91 5.22E+002 2.92E+004 0.40 Column 37 1 Corner ss 11.92 21.91 21.91 5.22E+002 2.92E+004 0.40 Column 39 Corner rr 9.75 22.88 22.88 4.46E+002 2.61E+004 0.40 Column 39 Corner ss 9.75 22.88 22.88 4.46E+002 2.61E+004 0.40 Column 40 Corner rr 9.75 22.88 22.88 4.46E+002 2.61E+004 0.40 Column40 Corner ss 9.75 22.88 22.88 4.46E+002 2.61E+004 0.40 Column 88 Interior rr 9.75 21.75 33.75 1.08E+003 1.88E+005 0.45 Column 88 Interior ss 9.75 21.75 33.75 1.08E+003 9.79E+004 0.35 Column 90 Ede rr 9.75 28.88 21.75 7.75E+002 7.66E+004 0.37 Column 90 End ss 9.75 28.88 21.75 7.75E+002 7.57E+004 1 0.43 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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-123 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm 2012 Punching Shear Stress Check Result 0V COLUMN SECTION Load Combination:Strength(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 35 End rr -96.122 -46.708 0.134 0.005 0.139 0.212 0.66 Column 35 Ede ss -96.122 -23.909 0.134 0.016 0.150 0.212 0.71 Column 36 Corner rr 11.101 -182.922 0.025 0.199 0.224 0.212 1.05 Column 36 Corner ss 11.101 -54.576 0.025 0.065 0.090 0.212 0.42 Column 37 Corner rr -62.639 -15.762 0.120 0.026 0.145 0.212 0.69 Column 37 Corner ss -62.639 15.429 0.120 0.054 0.174 0.212 0.82 Column 39 Comer rr -33.571 14.954 0.075 0.040 0.115 0.212 0.54 Column 39 Corner ss -33.571 31.908 0.075 0.058 0.133 0.212 0.63 Column 40 Corner rr -35.617 -7.470 0.080 0.033 0.113 0.212 0.53 Column 40 Corner ss -35.617 17.565 0.080 0.044 0.124 0.212 0.58 Column 88 Interior rr -202.830 22.282 0.187 0.011 0.198 0.212 0.94 Column 88 Interior ss -202.830 0.586 0.187 0.000 0.188 0.212 0.89 Column 90 Ede rr -136.819 0.091 0.177 0.000 0.177 0.212 0.83 Column 90 End ss -136.819 2.216 0.177 0.051 0.228 0.212 1.07 Load Combination:Strength(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 35 End rr -83.816 -38.273 0.117 0.006 0.123 0.212 0.58 Column 35 Ede ss -83.816 -17.941 0.117 0.012 0.129 0.212 0.61 Column 36 Corner rr -3.987 -121.815 0.009 0.124 0.133 0.212 0.63 Column 36 Corner ss -3.987 -36.919 0.009 0.036 0.045 0.212 0.21 Column 37 Corner rr -53.280 -13.421 0.102 0.022 0.124 0.212 0.58 Column 37 Corner ss -53.280 11.416 0.102 0.044 0.146 0.212 0.69 Column 39 Corner rr -28.005 3.371 0.063 0.024 0.086 0.212 0.41 Column 39 Corner ss -28.005 18.522 0.063 0.040 0.102 0.212 0.48 Column 40 Corner rr -29.554 2.723 0.066 0.018 0.085 0.212 0.40 Column 40 Corner ss -29.554 6.677 0.066 0.028 0.094 0.212 0.45 Column 88 Interior rr -154.919 13.179 0.143 0.006 0.150 0.212 0.71 Column 88 Interior ss -154.919 0.810 0.143 0.000 0.144 0.212 0.68 Column 90 Ede rr 1 -112.059 1 -0.102 0.145 0.000 0.145 0.212 0.68 Column 90 End ss 1 -112.059 1 1.708 0.145 0.042 0.186 1 0.212 0.88 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 109 MZ-124 Project Name: Tukwila Village Building D Specific Data: Mezzanine Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT Called out as SR1.1 Load Combination: Strength(Dead and Live) on drawings Number of rails oer side: 2 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail in 36 3 0.63 Distance 4.75 9.75 14.50 90 6 0.63 Distance 4.75 9.50 14.50 19.25 24.25 29.00 Load Combination: Strength(Dead Load Only) Number of rails ner side- 2 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail in 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 110 Unit 0.28 0.25 0.23 0.21 0.19 0.17 0.15 0.12 '�. 0.10 0.08 -0 �0.04 .0, 0.02 IM-0.00 b, -0.03 Z-Translation SERVICE DEFLECTIONS 8 Units: in Tukwila Village Building D 15:5:27 15:58:27 BIdg_D_5.adv Mezzanine Deformation IN, Unit in 0.59 0.54 0.50 0.45 0.40 0.36 0.31 0.26 0.22 0.17 M0.13 �0.08 i 0.03 -0.01 -0.06 Z-Translation LONG TERNI(CRACKED) DEFLECTIONS 8 Units: in Tukwila Village Building D 15:5:48 15:58:48 B1dg_D_5.adv Mezzanine Deformation Da ido Consulting Group civil ! structural I land use STRUCTURAL CALCULATIONS Ll CONC. SLAB DESIGN (ADAPT) TUKWILA VILLAGE - BLDG D 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 Structural Plan 09/25/14 16:42:36 Tukwila Village Building D 16:42:36 Bldg_D_5.adm L 1 r_ b L1-5 _ a rz 70�v�- Y W X Loading Plan Dead Load 1 17:09:18 Tukwila Village Building D 7:09: BIdg_D_5.adm L 1 L1-8 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 110.10 SLAB REGIONS (Summary Report) Type # Reference Plane Material Area Volume ft2 U 1 L1 Grade 5000 psi 19542.85 19137.37 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 L1-9 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg—D-5.adm FLOOR -PRO 2012 112 RESTRAINTS AND RELEASES 112.20 POINT SUPPORT LOCATION AND RESTRAINT I -------- Location-----I—Restraint:Translation--- 1---Restraint: Rotation ----I ID Label X, Y, Z ft X Y Z XX YY ZZ 90469 Point Support 90469 14.46;153.91;13.50 No No Yes Yes Yes Yes 90470 Point Support 90470 46.96;115.41;13.50 No No Yes Yes Yes Yes 90471 Point Support 90471 36.61;53.26;13.50 No No Yes Yes Yes Yes 90472 Point Support 90472 61.81;48.36;13.50 No No Yes Yes Yes Yes 90473 Point Support 90473 86.10;40.60;13.50 No No Yes Yes Yes Yes 90474 Point Support 90474 102.30;35.43;13.50 No No Yes Yes Yes Yes 90475 JPoint Support 90475 127.54;27.37;13.50 No No Yes Yes Yes Yes 90476 Point Support 90476 110.51;61.15;13.50 No No Yes Yes Yes Yes 90477 Point Support 90477 94.32;66.32;13.50 No No Yes Yes Yes Yes 90478 Point Support 90478 70.03;74.08;13.50 No No Yes Yes Yes Yes 90479 Point Support 90479 45.73;81.83;13.50 No No Yes Yes Yes Yes 90480 Point Support 90480 134.31;48.56;13.50 No No Yes Yes Yes Yes 90481 Point Support 90481 95.96;89.91;13.50 No No Yes Yes Yes Yes 90482 Point Support 90482 114.21;89.91;13.50 No No Yes Yes Yes Yes 90483 Point Support 90483 141.21;89.91;13.50 No No Yes Yes Yes Yes 90484 Point Support 90484 141.21; 115.41;13.50 No No Yes Yes Yes Yes 90485 Point Support 90485114.21;115.41;13.50 No No Yes Yes Yes Yes 90486 Point Support 90486 95.96;115.41;13.50 No No Yes Yes Yes Yes 90487 Point Support 90487 77.71;115.41;13.50 No No Yes Yes Yes Yes 90488 JPoint Support 90488 77.71;132.41;13.50 No No Yes Yes Yes Yes 90489 Point Support 90489 95.96;132.41;13.50 No No Yes Yes Yes Yes 90490 Point Support 90490 114.21;132.41;13.50 No No Yes Yes Yes Yes 90491 Point Support 90491 141.21;132.41;13.50 No No Yes Yes Yes Yes 90492 Point Support 90492 139.33;64.28;13.50 No No Yes Yes Yes Yes 90493 Point Support 90493 74.33;87.57;13.50 No No Yes Yes Yes Yes 90494 Point Support 90494 98.63;79.82;13.50 No No Yes Yes Yes Yes 90495 Point Support 90495 114.82;74.64;13.50 No No Yes Yes Yes Yes 90496 JPoint Support 90496 31.05;154.16;13.50 No No Yes Yes Yes Yes 90497 Point Support 90497 2.33;141.16;13.50 No No Yes Yes Yes Yes 90498 Point Support 90498 15.81;59.90;13.50 No No Yes Yes Yes Yes 90499 Point Support 90499 4.66;50.07;13.50 No No Yes Yes Yes Yes 90518 Point Support 90518 31.82;137.43;13.50 Yes Yes No No No No 90519 Point Support 90519 33.56;137.43;13.50 No Yes No No No No 90500 Point Support 90500 130.93;37.96;13.50 No No No Yes Yes Yes 90501 Point Support 90501 105.68;46.03;13.50 No No No Yes Yes Yes 90502 Point Support 90502 89.49;51.20;13.50 No No No Yes Yes Yes 90503 Point Support 90503 62.88;51.70;13.50 No No No Yes Yes Yes 90504 Point Support 90504 40.86;66.56;13.50 No No No Yes Yes Yes 90505 Point Support 905051 20.61;42.59;13.50 No No No Yes Yes Yes 90506 Point Support 152.48;0.42;13.50 No No No Yes Yes Yes 90506 90507 Point Support 159.33;21.85;13.50 No No No Yes Yes Yes 90507 90508 Point Support 1.75;70.11;13.50 No No No I 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 L1-10 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 90508 90509 Point Support 2.33;119.07;13.50 No No No Yes Yes Yes 90509 90510 Point Support 61.08;153.91;13.50 No No No Yes Yes Yes 90510 90511 Point Support 14.46;153.91;13.50 No No No Yes Yes Yes 90511 90512 Point Support 2.33;141.16;13.50 No No No Yes Yes Yes 90512 90513 Point Support 31.05;154.16;13.50 No No No Yes Yes Yes 90513 90514 Point Support 4.66;50.07;13.50 No No No Yes Yes Yes 90514 90515 Point Support 15.81;59.90;13.50 No No No Yes Yes Yes 90515 90516 Point Support 67.49;66.14;13.50 No No No Yes Yes Yes 90516 90517 Point Support 42.07;87.16;13.50 No No No Yes Yes Yes 90517 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 12606 Line Support 12606 49.62 1.42;94.59;0.00 1.42;119.41;0.00 1.41;69.78;0.00 12607 Line Support 12607 1.41 0.71;69.78;0.00 1.41;69.78;0.00 0.00;69.78;0.00 12608 Line Support 12608 21.02 0.00;59.27;0.00 0.00;69.78;0.00 0.00;48.76;0.00 12609 Line Support 12609 138.79 86.60;21.14;0.00 20.51;42.28;0.00 152.70;0.00;0.00 12610 Line Support 12610 21.51 10.25;45.52;0.00 0.00;48.76;0.00 20.51;42.28;0.00 12611 Line Support 12611 23.17 156.22;11.03;0.00 152.70;0.00;0.00 159.75;22.07;0.00 12612 Line Support 12612 9.04 155.44;23.44;0.00 159.75;22.07;0.00 151.14;24.82;0.00 12613 Line Support 12613 6.63 152.14;27.98;0.00 151.14;24.82;0.00 153.15;31.14;0.00 12614 Line Support 12614 8.65 149.92;32.15;0.00 145.79;33.44;0.00 154.05;30.86;0.00 12615 Line Support 12615 18.14 156.80;39.51;0.00 154.05;30.86;0.00 159.54;48.15;0.00 12616 Line Support 12616 17.83 148.47;41.94;0.00 145.79;33.44;0.00 151.14;50.45;0.00 12617 Line Support 12617 8.72 155.27;49.07;0.00 151.14;50.45;0.00 159.41;47.69;0.00 12618 Line Support 12618 85.84 159.54;91.07;0.00 159.54;48.15;0.00 159.54;133.99;0.00 12619 Line Support 12619 46.33 99.88;154.32;0.00 123.04;154.32;0.00 76.71;154.32;0.00 12620 Line Support 12620 9.86 71.78;154.32;0.00 76.71;154.32;0.00 66.84;154.31;0.00 12621 Line Support 12621 17.42 76.71;145.61;0.00 76.71;154.32;0.00 76.71;136.91;0.00 12622 Line Support 12622 17.42 66.83;145.61;0.00 66.83;154.32;0.00 66.83;136.91;0.00 12623 Line Support 12623 10.57 71.42;136.91;0.00 76.71;136.91;0.00 66.14;136.91;0.00 12624 Line Support 12624 6.56 63.82;139.22;0.00 66.14;136.91;0.00 61.50;141.54;0.00 12625 Line Support 12625 12.78 61.50;147.93;0.00 61.50;141.54;0.00 61.50;154.32;0.00 12626 Line Support 12626 18.42 35.08;145.11;0.00 35.08;154.32;0.00 35.08;135.90;0.00 12627 Line Support 12627 8.57 38.11;132.87;0.00 35.08;135.90;0.00 41.15;129.84;0.00 12628 Line Support 12628 12.56 41.15;123.56;0.00 41.15;129.84;0.00 41.15;117.28;0.00 12629 Line Support 12629 9.33 36.48;125.84;0.00 41.15;125.84;0.00 31.81;125.84;0.00 12630 Line Support 12630 9.33 36.48;117.28;0.00 41.15;117.28;0.00 31.81;117.28;0.00 12631 Line Support 12631 8.56 31.81;121.56;0.00 31.81;125.84;0.00 31.81;117.28;0.00 12632 Line Support 12632 21.52 14.49;128.84;0.00 3.73;128.84;0.00 25.25;128.84;0.00 12633 Line Support 12633 11.46 25.25;114.45;0.00 25.25;120.17;0.00 25.25;108.72;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 2 L1-11 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg-D-5.adm FLOOR -PRO 2012 12634 Line Support 12634 10.04 3.73;124.43;0.00 3.73;129.45;0.00 3.73;119.41;0.00 12635 Line Support 12635 2.31 2.57;119.41;0.00 1.42;119.41;0.00 3.73;119.41;0.00 12636 Line Support 12636 21.52 14.49;120.17;0.00 3.73;120.17;0.00 25.25;120.17;0.00 12637 Line Support 12637 36.50 141.29;154.32;0.00 123.04;154.32;0.00 159.54;154.32;0.00 12638 Line Support 12638 20.33 159.54;144.16;0.00 159.54;133.99;0.00 159.54;154.32;0.00 12639 Line Support 12639 16.00 32.87;82.09;0.00 25.25;84.53;0.00 40.49;79.66;0.00 12640 Line Support 12640 24.19 25.25;96.62;0.00 25.25;108.72;0.00 25.25;84.53;0.00 12641 Line Support 12641 22.46 36.48;108.72;0.00 25.25;108.72;0.00 47.71;108.72;0.00 12642 Line Support 12642 22.63 43.93;90.44;0.00 40.49;79.66;0.00 47.37;101.22;0.00 12643 Line Support 12643 3.07 59.96;154.32;0.00 58.43;154.32;0.00 61.50;154.32;0.00 12644 Line Support 12644 8.67 25.25;124.51;0.00 25.25;128.84;0.00 25.25;120.17;0.00 12645 Line Support 12645 8.92 147.88;57.48;24.00 152.12;56.13;24.00 143.63;58.84;24.00 12646 Line Support 12646 8.00 118.86;66.75;24.00 122.67;65.53;24.00 115.05;67.97;24.00 12647 Line Support 12647 8.00 90.28;75.88;24.00 94.09;74.66;24.00 86.47;77.09;24.00 12648 Line Support 12648 4.07 63.57;84.40;24.00 65.51;83.78;24.00 61.64;85.02;24.00 12649 Line Support 12649 4.00 55.29;97.32;24.00 55.29;95.32;24.00 55.29;99.32;24.00 12650 Line Support 12650 10.83 55.29;125.49;24.00 55.29;120.07;24.00 55.29;130.91;24.00 12651 Line Support 12651 8.01 1.41;94.62;24.00 1.41;98.62;24.00 1.41;90.61;24.00 12652 Line Support 12652 8.00 47.33;33.70;24.00 43.52;34.92;24.00 51.14;32.48;24.00 12653 Line Support 12653 8.00 75.91;24.56;24.00 72.10;25.77;24.00 79.72;23.34;24.00 12654 Line Support 12654 8.00 104.48;15.42;24.00 100.67;16.64;24.00 108.29;14.20;24.00 12655 Line Support 12655 8.00 133.06;6.28;24.00 129.24;7.50;24.00 136.87;5.06;24.00 12656 Line Support 12656 8.65 149.92;32.15;24.00 154.05;30.86;24.00 145.79;33.44;24.00 12657 Line Support 12657 17.65 156.72;39.28;24.00 154.05;30.86;24.00 159.40;47.69;24.00 12658 Line Support 12658 8.70 155.27;49.07;24.00 159.40;47.69;24.00 151.14;50.45;24.00 12659 Line Support 12659 17.83 148.47;41.94;24.00 151.14;50.45;24.00 145.79;33.44;24.00 12660 Line Support 12660 8.57 38.11;132.87;24.00 35.08;135.90;24.00 41.15;129.84;24.00 12661 Line Support 12661 12.56 41.15;123.56;24.00 41.15;129.84;24.00 41.15;117.28;24.00 12662 Line Support 12662 9.33 36.48;117.28;24.00 41.15;117.28;24.00 31.81;117.28;24.00 12663 Line Support 12663 9.33 36.48;125.84;24.00 41.15;125.84;24.00 31.81;125.84;24.00 12664 Line Support 12664 8.56 31.81;121.56;24.00 31.81;125.84;24.00 31.81;117.28;24.00 12665 Line Support 12665 21.52 14.49;128.84;24.00 3.73;128.84;24.00 25.25;128.84;24.00 12666 Line Support 12666 8.67 3.73;124.51;24.00 3.73;128.84;24.00 3.73;120.17;24.00 12667 Line Support 12667 21.52 14.49;120.17;24.00 3.73;120.17;24.00 25.25;120.17;24.00 12668 Line Support 12668 8.67 25.25;124.51;24.00 25.25;128.84;24.00 25.25;120.17;24.00 12669 Line Support 12669 17.99 25.25;88.70;24.00 1 25.25;97.70;24.00 1 25.25;79.70;24.00 Line Supports Releases ---Release:Translation-- ------Release: Rotation ----I ID Label X Y Z XX YY ZZ 12606 Line Support 12606 No No Yes Yes Yes Yes 12607 Line Support 12607 No No Yes Yes Yes Yes 12608 Line Support 12608 No No Yes Yes Yes Yes 12609 Line Support 12609 No No Yes Yes Yes Yes 12610 Line Support 12610 No No Yes Yes Yes Yes 12611 Line Support 12611 No No Yes Yes Yes Yes 12612 Line Support 12612 No No Yes Yes Yes Yes 12613 Line Support 12613 No No Yes Yes Yes Yes 12614 Line Support 12614 No No Yes Yes Yes Yes 12615 Line Support 12615 No No Yes Yes Yes Yes 12616 Line Support 12616 No No Yes Yes Yes Yes 12617 Line Support 12617 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 3 L1-12 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 12618 Line Support 12618 No No Yes Yes Yes Yes 12619 Line Support 12619 No No Yes Yes Yes Yes 12620 Line Support 12620 No No Yes Yes Yes Yes 12621 Line Support 12621 No No Yes Yes Yes Yes 12622 Line Support 12622 No No Yes Yes Yes Yes 12623 Line Support 12623 No No Yes Yes Yes Yes 12624 Line Support 12624 No No Yes Yes Yes Yes 12625 Line Support 12625 No No Yes Yes Yes Yes 12626 Line Support 12626 No No Yes Yes Yes Yes 12627 Line Support 12627 No No Yes Yes Yes Yes 12628 Line Support 12628 No No Yes Yes Yes Yes 12629 Line Support 12629 No No Yes Yes Yes Yes 12630 Line Support 12630 No No Yes Yes Yes Yes 12631 Line Support 12631 No No Yes Yes Yes Yes 12632 Line Support 12632 No No Yes Yes Yes Yes 12633 Line Support 12633 No No Yes Yes Yes Yes 12634 Line Support 12634 No No Yes Yes Yes Yes 12635 Line Support 12635 No No Yes Yes Yes Yes 12636 Line Support 12636 No No Yes Yes Yes Yes 12637 Line Support 12637 No No Yes Yes Yes Yes 12638 Line Support 12638 No No Yes Yes Yes Yes 12639 Line Support 12639 No No Yes Yes Yes Yes 12640 Line Support 12640 No No Yes Yes Yes Yes 12641 Line Support 12641 No No Yes Yes Yes Yes 12642 Line Support 12642 No No Yes Yes Yes Yes 12643 Line Support 12643 No No Yes Yes Yes Yes 12644 Line Support 12644 No No Yes Yes Yes Yes 12645 Line Support 12645 No No No Yes Yes Yes 12646 Line Support 12646 No No No Yes Yes Yes 12647 Line Support 12647 No No No Yes Yes Yes 12648 Line Support 12648 No No No Yes Yes Yes 12649 Line Support 12649 No No No Yes Yes Yes 12650 Line Support 12650 No No No Yes Yes Yes 12651 Line Support 12651 No No No Yes Yes Yes 12652 Line Support 12652 No No No Yes Yes Yes 12653 Line Support 12653 No No No Yes Yes Yes 12654 Line Support 12654 No No No Yes Yes Yes 12655 Line Support 12655 No No No Yes Yes Yes 12656 Line Support 12656 No No No Yes Yes Yes 12657 Line Support 12657 No No No Yes Yes Yes 12658 Line Support 12658 No No No Yes Yes Yes 12659 Line Support 12659 No No No Yes Yes Yes 12660 Line Support 12660 No No No Yes Yes Yes 12661 Line Support 12661 No No No Yes Yes Yes 12662 Line Support 12662 No No No Yes Yes Yes 12663 Line Support 12663 No No No Yes Yes Yes 12664 Line Support 12664 No No No Yes Yes Yes 12665 Line Support 12665 No No No Yes Yes Yes 12666 Line Support 12666 No No No Yes Yes Yes 12667 Line Support 12667 No No No Yes Yes Yes 12668 Line Support 12668 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 4 L1-13 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm 2012 12669 1 Line Support 126691 No I No I No I Yes I Yes Yes 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 5 L1-14 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_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: NO C1 Evaluation: NO CODE CHECK Combination detail: 1.00 x Selfweight Name: NO C2 Evaluation: NO CODE CHECK Combination detail: 1.00 x Dead load Name: NO C3 Evaluation: NO CODE CHECK Combination detail: 1.00 x Live load Name: NO C4 Evaluation: NO CODE CHECK Combination detail: 1.00 x Prestressing Name: 1.2D+1.6L Evaluation: NO CODE CHECK Combination detail: 1.20 x Selfweight + 1.20 x Dead load + 1.60 x Live load 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 1 L1-15 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_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 4000 psi 4000 150.00 Normal 3835 2.00 2 5000 psi 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 f 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/IBC 2012 strength reduction factors used: For bending = 0.90 For shear two-way = 0.75 One-way Slabs ACI 2011/IBC 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 1 L1-16 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm 2012 Beams ACI 2011/IBC 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 = 0.75 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=2.13in At bottom = 2.13 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 2 L1-17 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.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)^1/2 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 = 0.60 143.20 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 fc 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)Al/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 f'c 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 3 L1-18 Project Name: Tukwila Village Building D Date of execution: September 25, 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 fc Extreme fiber Specific Data: L1 File Name: Bldg_D_5.adm = 0.45 = 3.00 = 3.00 = 7.50 = 7.50 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 4 S. PP \ Su P p \ \ SuPP x6aii, \ % Support t, �4-t suppo 1 ,�r Y W x Idealized Tributary Plan for Support Lines in X-Direction 09/26/14 12:19:05 Tukwila Village Building D 2:19: Bldg_[ _5.adm L 1 Y W X Idealized Tributary Plan for Support Lines in Y Direction 2 12:21:113 Tukwila Village Building D 2: Bldg_D_5.adm L 1 r N O Strength check in X-direction 09/26/14 12:54:37 Tukwila Village Building D 2:54: Bidg_D_5.adm L 1 Strength check in Y direction 09/26/14 112:58:13 Tukwila Village Building D Bldg_D_5.adm L 1 N N L1-23 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Data: September 25, 2014: Time: 17:21:07 File: Support Line I 1 -PROJECT TITLE: Tukwila. Villag a Building. D 1.1 Design Strip:. Support Line 1 12Load Case: Senlce(Sustsined Load) 1.00.x5elfvaeigbt+ 1.00 xDead. load+ 0.30x Live load+:1.00 x Prestressing 2 - MEMBER E L EVATIOE 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR SA ADAPT selected 5.2 ADAPT selected ?va...rerss�x.-crxinruna.•ey aw m.<e�ve ��a=asmsu-a.r,:,n-a:.sac-suc�..•zrsassxrmrex�sr:-:� 6 -REQUIRED & PROVIDED BARS 6.1 Tap Bars max om ..aaoo aaa ax am tin,as required provided as _ a- &.28attomBans max 0.00 :asa oaa 0.ao 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 1 L1-24 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 2 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT=Builder Version 2012 Date: September 25, 2014. Time: 17:21:07 file: Support Line 2 1 - PROJECT TITLE:TuWla Village Building D 1.1 Design Strip:: Support Line 2 1.2Load Case: Ser0ce(Sustained Load) 1:00 xSeltueighta 1.00 xDead load 0.30 x Lire bad + 1.00 x Prestressing 2 - MEMBER E L EVATIOP tftj se? ,,.w M. w 1ea2 I II II I II 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded t ,=azar 5 BOTTOM REBAR 5.1.ADAPa selected S.TADAPT selected �cer,,:x-e-<rrn:.;m.re-�v arr sxn^<aso-,�.m�:x �asc:�u.a.ryamr.�....xa.�.r.azsrra��mxnrx.xe 6 -REQUIRED & PROVIDED BARS 6.1 Top Bern ma ax 000 one a.ro en2 ono m=' nS fulmd _ piovided 0.2 a,, r 6.2 Bottom Bars maxa.anam- --- ass nm y._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 2 L1-25 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 3 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 .Date: September 23, 2014. Time: 17:21:07- File: Support Linea 1 -PROJECT TITLE: Tukwila UIIag a Building.D 1.1 Design Strip:. Support Line 7 1.2 Load Case: Senlce(Susteined Load) 1.00x5e1fe&ight+ 1.0OxDesdlaad+ 0.30xUvelaad+ 1.00x Prestressing 2 -MEMBER E LE VATIOE Ifti ie.0 as+ I I I I I I 1 3- TOP REBAR 3.1 ADAPT saleded 3.2ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected. 1.2 ADAPT selected 6 - REQUIRED 8 PROVIDED BARS 6.1 Tap Bars Taaa a .oao ,va au, ,.a, aaa as ree:,uned Provided as E.26attom Bars It1fix ;:act 0.00 000 '0.00 0.9 000 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 3 L1-26 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: B1dg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 5 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Time: T21:07 Foe: Supportline 5. 1 -PROJECT TITLE: TAv ila, Village Building D. 1.1 Design Strip: Support line 5 1.2 Load Case: Service(Sustained Load) 1.00 xSelhwight+ 1.6OxDeadload* 0.30x Live load+- 1.00.x Prestressing 2-MEMBER ELEVATIO tttl 12:'s r og a 7 !e 5i ze.r� I I I I 527 I 3 - TOP REBAR 3:1 ADAPT sale ded ` ln: 3.2 ADAPT selected e" c" 5 - BOTTOM REBAR 5A ADAPT selected s I?y to, s : sr=c- !o x!ov 52ADAPT selected. &viac' e(�. s1x!7 e' .3:a rse Akte:ief3x��^'e^.'s!mo.�c.h-m6`tl!!�T:n='.a�wes2Sa'e E�.s cmGb.. n. i:_uiCt.P L`.cW.c.a^G tz s:e°'C'tKJ*e.'x�sY9:.?J 6 - REQUIRED & PROVIDED.BARS 6..1 Top Bars- a.oc caa one .o.m 0:09 am 093 is re7uiel2d — ",.9 —. provided '.—. 3.6 6.7 62bottom Bars c mffiF aaeeea .3at 3.F3 -:2f 1.75 - 7-SHEAR.STIRRUPS 7.1 ADAPT sele:ded. — Bar Size # 5 Legs: 2 Spacing rin} 0.5 .ss. 7.2 ed Ssr 8arSize5ize# legs:. 0 55 73 Required area !rt�lR -a.e� a.z oil 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 4 L1-27 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bidg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 7 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Time: 17:21:07 -Pile: Support Line 7 1 - PROJECT TITLE: Tukwila Village Building.D 1:1 Design Strip:. Support Line 7 1.2 Load Case: Servioe(Sustained Load) 1.00 x Selfvxigkt 1.00 xDead lead+ 0.30 x Live load + 1..00 x Presbessing 2 - 64EMBER E LEVATIO EQD t lftt 'ram- 'r0 II I II I ^a6!ii 141r UGC' to I 11 I I I I I I I I I I I II I I I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT setected F s 5 - BOTTOM RE RAR 5.1 ADAPT selected �v}t9%:o• su:3%'Ta' 5selecte7 >•kC<' ieY.aS'.R s>vn rrC -: 6 tllY hm^¢e'�ty<sltl _ Eas Y:Lx.'e. s:'amnL. s s3x�e'. a a9xse• 9x 1s• -.2:ADAPT T.� .k xs>� Grmc.^rt<3-ae^.c�s r,:�e ¢ 6 - REQUIRED & PROVIDED BARS '6.1'4op Bara af.J -m C00 i39 1.6T a,ii 1.95 000 rertulied provided-. ,6 64 6.2 Bottom Bars ra>Dt a c.aa am am asr E.9t 8:12 am aaa 7-SHEAR STIRRUPS 7:1 ADAPT selected. BarSize#5 L. 2� Spacing Tm] l <S -i.: .sa, a5 3 �163 20 16S 7.2 @cted ------------------------ _J Bar Si BarSiie# legs: 36 —_______________..________.---------------- ,.-__, 7.3 Required area ar - rflIn I, t.<t z.za9 s.ur -axas o. 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 5 L1-28 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 8 ADAPT= STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Time:-17:21:07 -File: Support Line 8 1 -PROJECT TITLE: Tukwila Village Building D 1. 1 Design Strip: Support Line B 1.2 Load Case: SerAce(Sustained Load) 9:00xSelh-aight1.00xiDeedlaad+ 0.30x Ltieload+ 1.00x Prestressing 24AEMBERELEVATIot tftl s,.3z or x3x as u+- ..z s.a II II II I I I I II 3 -TOP REBAR —F 3.7 ADAPT selected Ph 3.2 ADAPT sale died x?o+ 1;4- •e + xvmc,. 5 - BOTTOM REBAR 5.1 ADAPT selectedrs' 5.2 ADAPT selected a ssrsc' r :a-.sx,se.. tbe.icros-x�x--rrnv.,xpa,na`m+e Aas<cx�erassa s2smc�.oe. e7.•rm .n2r::. xc ecc...vu �:reue-K-arx.2- 6 -.REQUIRED 8 PROVIDED BARS 6.1 To Be,a in =� c.�A i.0 oi3 $3e a.ar 4.02 a.» itsZhI rui .d- provided —. to s, 6.2 Bottom B. mix M 00c 0oo ,3e: 13A3 a.D7. 967 7 - SHEAR STIRRUPS 7.7 ADAPT selected. Bar Size # 51.egs: 2 mm ��mmmmmm��rtrtt�� Spacing [Inl.. i3 1,.3i ii i-"s.E 3.8a aa, s.a ,63 7.2 User -selected ______________________________________________ ______________________._. ------------------- ::_______________ - BarSize# Legs: ________,_-,_.._ 7.3 Required area (in'IRj 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 6 L1-29 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 9 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Bulder Version 2a12 Date: September 25, 2014 Time: 1721:07 fide: Support Line 3 1- PROJECT .TITLE:Tukv6la Village Building D 1.1 Design Strip: Support Line g 1.2 LoadCase: Ser0ce(Sustained Load) 1:00 xSeltveight+ 1.00 xDead toad+ 0.30 x Lhre road+ 1.60 x Prestressing 2- MEMBER ELEVATIO gg lttl 2172 'J:JJ S7 1527 II II II I� II II II II II 11" II I I II II I I II II I I II 3 -TOP REBAR 3:1 ADAPT selected '.Q"3o' a 1nx3J" tea" 3.2 ADAPT selected 1 uus+css• �zXsv 5 - BOTTOM REBAR S.'1 ADAPT selected 1J 2tuz2J1 111°.-x12e a.2 ADAPT selected TS...'.rief.Ys .: hqn m.➢' .:;5'h?,t�.txsve sYs.:c fpf `1s:a[a.?:SCt.£v'C--:. M.sssT.5e vis.4G'rN! a ;<•:zati __, 1.:L•2'! 6 - REQUIRED & PROVIDED BARS 6'.1ToPBar3 MR 0.07 153 13' ti° '.8 4,4; 810 433 aza �> reQLLlled provlde4 12 . r 6.2 Bottom Bars 21 'TOM C:x JLw. ^. R3 J90 41 20,91 JJ°. Coo 7 -S acing I STIRRUPS 7.1 ADAPT selected. Bar Size#, Lega:2 �Spadng rn} ' -43 SS a& 813> 3. 3A °.8.8.8:aa i°^:3 165 _.___-`__.____ 7.2 User -selected ' ______________`________ j �-____•-__-_..__-.___.____' _ 'Bar Size* Legs: za +-------- 7.3 Required area 2 {in`tttt y:? 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 7 L1-30 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 10 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version Z(112 Date: September 25, 2014 Time: 17:21:07 Fie: Support Line 10 1-PROJECTTITLE:TukMla Village.Building.D 1.1 Design Strlp: S upport Line 10 1.2 Load Case: Seniae(Sustained Load) 1.00.x SelMeight+ 1.010 xDead load+ 0.30x Lt+e load• 1.00 x Prestressing 2 - MEMBER E L EVAT10t tftj 21 F 0 I'm 25 6 Fe F x: z'a.35 fi z II I II II II II II II II II II II II I II II II II 3 - TOP REBAR &I ADAPT selected. 1':'3)1_a' '- 3.2 ADAPT sale dad 6 43 0's' axa u 5 - BOTTOM REBAR. 5.1 ADAPT selected n 5.2 ADAPT selected i'=-..�a: ai2n:ieY •tx-xas�.r.>x� yaT. tmnw.es�[a°ei�'+a.Em e-:FY. a. s:2m'f.KT. -xT YSx xcaerexYc.^e�sY _x� 6 - REQUIRED & PROVIDED BARS fi.l Top Bars 123 .1 i5 lA> 3ea 3a2 2Sa OAT am (In`7 ob required .— q provided io 1 8.2Bottom Bars re�R am OT coo am. o.ao non T - SHEAR STIRRUPS 7.1 ADAPT sale cted. 'Bar Size#5 Legs. 2- Spadng (in( 46 aS 4S t.� t._1.9, 16.c!a A3, .. .9 aSeg;p 165 7.2 Useraeleded ______ _____ _________J_ _______J Ber Size# Legs: -- _ __ ___ ___----_r' ------------- - --------- ze 7.3.Required area (irr-iftj ae °. 1— iL t.aiz tale i. 3; 2361 9,aa 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 8 L1-31 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 11 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Time: 1721:07 fie: Support Line 11 1-PROJECT TITLE: Tukwila Village Building.l) 1.1 Design Strip: Support line 11 1.2Load Case :Sernice(SustainedLoad) 1.00xSeltweight 1.A0xDeadload+ 0.30xUveload+ 1.00xPrestressing 2-1iEMBERELEVX # tftj Saaz e5.& 15.19 F_ 3-TOP REBAR 3.1'ADAPT sele'ded 3.2ADAPT seleded 5 - BOTTOM REBAR SA ADAPT selected 52 ADAPT selected nc�.:ersrx.�s��s�mrcaan.. sar:r sam+ar�csx-�e cw.sc, -a.a;:�r.�.r�.sv e_azrsx%eeane-sir>: sc-. 6 - REQUIRED & PROVtDED BARS 6.1 Top.Bars nv aav o.ai vaa vaavaa a.- reQuired Provided av 8.26attam BariTU caa am vac. vaaaac 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 9 L1-32 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 12 ADAPT - STRUCTURAL CONCRETESOFTWARE SYSTEM ADAPT -Builder Version 2012 irate: Septemher25.; 2G74 T me: 1721w File: Support Line 12 1 - PROJECT TITLE -Tukwila Village Building D 1 A Design Strip: S upport Line 12 1.2 Load Case: SaMce(Sustained Load) 1..HxSelhveight+ 1.00xDead Icad+ 0.30xL1veloada 1.00x Prestressing 2-MEMBER EL£VATIOt jrtt 2317 li ti I IF 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected cnex.:_�ay»»-rr.:a,.�a.ar,�r.. 5esxveamsa_s�sc,.-�ae�.ac-.nza-.. numve�asaxzc.... -sM~•Y mac- 6 - REQUIRED & PROM DED BARS 6.1 Top Bars Imp %act ano Iin a. equired provided as .6.2B0ttom Bars msav amo 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 10 L1-33 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 16 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Butter Version 2012 Date: Septemter25, 2C74 Tiimei 1721:67 Fie: Support Line 1£ 1 -PROJECT TITLE: Tukwila Villag a Building. D 1.4 Design Strip:. Support Line 16 121-aad Case: SeNce(Sustained Load) LOLL xSeMwight i 1.00 xDead load + 0.30x Lue load • 1.00 x Prestressing 2 - MEMBER ELEVATIOt 1ft) 1656 wq I I I I I I f I I I I 1 Y 3 - TOP REBAR 3.1 ADAPT selected 3.2ADAPT selected te" 5 - BOTTOM REBAR 5.1 ADAPT selected ADAPT 5252'PT select ad DAa-cr.c.:a,:%ec+.ra-,-<e�wss�cr-_=aac,:z�=a<r>x�ran.., seso-�+.zesos, creamrar:�: �r 6 - REQUIRED &.PROVIDED BARS 6.1 Top bars max n:s oao rin equired oas. Provided r ^^ 62 Bottom Bars ----------_.._ ----.._.._............... _.._.__._.. 'ne aoo. n.00 117 -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 11 L1-34 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 17 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 gate:: Septemter 25, 2014 Time: 17:21:07 .Fie: Support Line 17 1 - PROJECT TITLE- Tukwila Ullag a Building. D 1.1 Design Strip:. Support Line 17 1.2 Load Case: SerAce(Susteined Load) 1.00 x Sefteighta 1.60 xDead. load+ 0.30x Lrre load 1:00 x Prestressing 2-MEMBER ELEVATIO! [ftl ran 917 saoo rate I I I I I I I I I I I P I 3 - TOP REBAR 3.1 ADAPT selected a:vo- * axsw 3.2 ADAPT selected 5-BOTTOM REBAR 6.1 ADAPT sets ded ' =cagxiza• 5:2 ADAPT selected¢"e' i�e fo�r.:aa• �ierbs_-�.:.:rmv-rl.�:roors rsm^er,.�esr�.e sa.c,�v ae sz�.as: a:-, vacsxe v� saevc rarue>c,zxh-� 6 -REQUIRED & PROVIDED BARS 6.1Top Bars rn;?x ova sas rat sa2 oao [ in'i. :. required 03 provided sa 1 &.2Battom.8ars mex ,956- oaa a.00 7-SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size 9 5Legs: 2 Sparing t`m[ rsass 79 sir s.s ss s. +a iss •-----------•------•`----------------------------------------•-------------•--- 7.211seraekded •.-_-._-____-------------------•..--__-..-..-.-----------•-----------------•---•' ' Bar Size# iegs: - za 7.3 Required area [in'1ty 1,5 ra a' �i 1.25% f95d a.6i3 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 12 L1-35 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 18 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVersion2012 Date: SeptemEer25, 2014 The: 1721:07 Fie: Support Line 18 1 PROJECT TITLE:Tukwila Village Building D 1. 1 Desig n Strip: S upporttine 18 -- 1.2 Lead Case: Senloe(SastainEd Load) .1.00 x Sewa9ht+ 1.00 x Dead load + 0.30 x We load # 1.00 x Prestressing. 2 - MELgBER E L EVATIDt tltl °A67 !?.19 it9 QD II II II 3-TOP REBAR 3.1 ADAPT sets ded 3.2 ADAPT sale ded 5 - BOTTOM REBAR 5.1 ADAPT sale ded E2 ADAPT seledad led"�a.�sn6_Q.YM:'atwve2btv_G sic:C'>-'vs8:v9Ga f.! A4C��Y. kss.�z2l tNYrro3TY 6 - REQUIRED. & PROM DED BARS 6.1 Top Bars mex oaa rax cm oaa caa 0 0 oaxo rin equired a.s Provided, a.l c 6.2 Bottom Bars mex oaa n ox aca cvo 0.0300' 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 L1-36 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 19 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuilderVarslon2012 Dete:Septernper25,2014 7ime:17:21:07 file: Support Line 19 1 -PROJECT TITLE: Tukwila Villag a Building D 1.1 Design Strip: Support Line 19: - 1.2 Load Case: Service(Sustained Loadj 1.00 x Sellweight a 1..00 x0ead load + 0.36x Live load + 1.00x Prestressing. 2 MERIBER ELEVATIOt �n� .. teEe t9.id 2 : r laao 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR - 1 ADAPT selected 5.2ADAPT selected t�:iel'nt2-.'e'.'.X»vnmpa^.'.!maa+'Y .:'2Wxes<eS�_S sic�.sa:x:.�'he�Y..m as..�'kc�36,eR.Vc'x'3N�e.±r! 6 - REQUIRED & PROVIDED. BARS 6.1 TopBats rn ° om eac m�a aoa- am I a. provided ua 6.2 Bottom Bars max. am 000 00a cae 0,10 000 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 14 L1-37 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 20 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtrer25, 2014 Ttme: 17:21:07 File: Support Line 20 1 -PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip: Support Line 20 1.2Load Caw: Sernide(SustainedLoad) 1.00xSelteeight+ 1..00 xDeadload - D.30 x Live load + 1.00xPrestressing 2 - MEMBER E LEVATIOf 3 TOP REBAR 3.1 ADAPT sale ded 3.2 ADAPT sale clad 5-BOTTOM REBAR -6.1 ADAPT selected Oa5Y.615' 5.2 ADAPT selected ,ssxas" 6 --REQUIRED & PROVIDED BARS 6.1 Top Bars max 0.00oaa I tired proAded 34. 51. LL� P 6.2Bottom Sam 51 max adil 6.46 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 L1-38 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 21 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemlder 2S; 2014. 'e me: 17:211T fie: Support Line 21 1 -PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip: Support tine 21 1.2 Load Case: Serme(Sustained Load) 1.00 xSelteaght+ 1.00 xDead load+. 0.30 x Live road} 1.00 x Prestressing 2 -i MEMBER E L EVATIO 2 Q20 21 S 12M 1542 3-TOPREBAR 3.1 ADAPT selected s(.yaarrrv' 3.2 ADAPT selected 5 - BOTTOM REBAR S.1 ADAPT selected w.2 ADAPT selected �x-:.ser�xm-.:-rnm r.�:e-ms- m+r rxor<.r�eressn smc�am'e::r�sr.er.-.. a,c.sV.ausaase+cs+2,e�ra- _c 6 - REQUIRED 8 PROVIDED BARS 6.1 Top Bars :ea c74 0.00 dr ooa 000 tlrriI regii pr¢ulded f� ._...-u_.. _... --- 5.2Bottom Bars jam aaa ooa 02, 000 a.00 Sao. 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 16 L1-39 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 22 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemt er 2c„ 2014 Torre: 1721:08 He: Support Line 22 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line 22 1.2 Load Case: SerNce(Sustained Lead) LOG x SelMeight+ U l) x Dead load + 0:30.x Lwe load + VID X Prestressing 2 - MEMBER E L EVATIOt I 'S67 ?1 0 25:72 5� 3 - TOP REBAR 3.1 ADAPT seleded 3.2 ADAPT selected 5-BOTTOM REBAR -S.1 ADAPT selected 52ADAPT selected rre �eeaz-c.:.vnvrs+:r�aa^c +rm�rrus�ersn assa•�v res?ama%ec ;stt.x� ,-ems; x--crass-s>o-.:tee 6 - REQUIRED & PROVIDED BARS 6.1 Top Bsrs 0.70 3:30 3. 040 0130 000 003 rm' equired praYided a' i 6.2801ttom Bars ss rtmt Sao aao aoa 3.oa o.00 ;.s6 oru 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 17 L1-40 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 23 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: September 25, 2014 Tinle:1721M fie: Support Line 23 1 - PR09 ECT TITLE: Tukwila Village Building. D 1.1 Design Strip: Support Line 23 1.2 Load Case: Sernice(Sustained Load) 4.00 x Seltwight + 1..00 x Deed.load +'030 x Lice load + 1.00 x Prestressing 2-11SEMBER E LEVATiOE jft; acu s-;a Ssae 3 -TOR REBAR 3.1 ADAPT selected 3.2 ADAPT selected s f0axsza` 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected : z sas:xszp- sxeca-reae-.�.ca�aro•ee.+v:,es=�av�s s.�snsr�eearrza:-.�m.�-�xas�esi,,e-am._v:.x, 6 -.REQUIRED & PROVIDED. BARS 6.1 Top:Bars 00a OW 1.12 0s9 Feuired z.z provided c.9 :.r 8.28attomBars as9 0.03 aei oar 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 18 L1-41 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 24 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versiun 2012 Date: Septennber25, 2014. Torte: 17:21-0& File: Support Line 24 1 -PROJECT TITLE Tukwila Village Building 0 1.1 Design Strip: Support Line 24 12 Load Case: Serme(Sustatned Load) 1.00xSelh-veighti 1DD.xpeadiced" 0.30x Liveland- 1:00xPrestmssmg 2- MEMBER ELEVATIOE ;it3 :sz zoss .a:;r 9 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected r -srsxt�e 5-BOTTOM REBAR :.1 ADAPT selected 5.2ADAPT selected z tee" ar ce. ...Tuner:aezm;mr..r.-:z,.v��c��sm.a_s�:.srra. rae�,..er�wzwewero-sm�s: 6 - REQUIRED & PROVIDED BARS. 6.1 Tap Bars aaa a.0a 6 v am: [ in']. 5. f required 31 prcwlded +. 0a 6.25attprnBars nuk 556. 0.00 0m 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 19 L1-42 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 25 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8ull der Versiun 2012 Date: September 25, 2014 Time: 17:2.1:08 Fie: Support Line 25 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Dealgn Strip: Support Line 25: 1.2 Load Casey SeNce(Sustained Load) 1.00xSeltveight- 1.00xDead load+ 0.30xLive Mad; 1.00xPrestiessing 2 - MEMBER E LE VATIO tryj 9a>> a I I I 3 - TOP REBAR 3.1 ADAPT sale clad 3.2 ADAPT sale ded r.:ax±sx^ 5-BOTTOM REBAR 5AADAPT selected 5.2ADAPT selected a aszras' fx...ceM s-�e-cs xae^aaw sr-meemesr:.r saa s:r.,a<a:.asrw.o:i.a�ear..trsaaicres+:-c-sa.-: 6 - REQUIRED 8 PROVIDED BARS 6.1 Top Bars 216 9.26 Clio 909 9.ou in' s.a required' II. provided ,.d t.. 6.28attamBars r +.w 'Al 000 Cilo aDo 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 20 L1-43 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 27 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 21Y12 :Date: September 25.2014 Time: 17:21-08 Fae: Support Line 27 - 1 - PROJECT TITLErTukmrila Village Building D 1.1 Desig n Strip: S upport tine 27 1.2 too Case: SeN ce(Sustai n ad Load) 1.00 x Sol"i9ht+ 1.00 x Dead load- 0.30x UJe load-.1..00 x Prestressing 2 - MEMBER ELEV4TtOt tftl 7 8s 9sb a-u= I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT safe rted 8' Q>, r +asxax• 5 BOTTOM REBAR. 5.1 ADAPT selected 5.2 ADAPT selected tYe'�eY.rix.^�'ru:s^.?OIIS.. tYnr¢e'cccY,'C�e ER. s.:�.r. akabT:�.![T 4c�C.. b; sx'S re,Tf+c'c'sY_x.3v 6 -.REQUIRED'& PROVIDED BARS B.1 Top Bars _m a ear -aowm cad 0A0 ado. I in equired dbb provided- E.S! 1l�jj'I1 6.26ottom Baf4 000 000 e00" 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 L1-44 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 28 .. ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2o12 Date: Se Ptember24,2G14. Time: 17.21:08 Fite: Supportune28 1 -PROJECT TITLE: TuWla Village Building.D 1:1 Design Strip: Support Line 28- 1.2 Load Case: SeNce(Sustained Load) 1.0B.x Selfi%eight4 1.00 XDaad load+ 0.36x Live load 1.00 x Prestressing 2 - MEMBER ELEVATIOP qat I I 3- TOP REBAR 3.1 ADAPT selected 3.2ADAPT selected 1 vcazee' 5 - BOTTOM REBAR S1 ADAPT selected S.ZADAP€ selected 2 rszrs:aszs'a' �umxc--sr�x-.wrcaa^..rnoerr. nmr<rnerx:e =_.xsr^cµa-c:am:n �y:=..,xv z.c�z<sas�crezacx�.er.+~ r 6 - REQUIRED & PROVIDED BARS 6.1 TopBars. m a -7a7 .01 eaa ana `c.m 1. 121 o2c am ano requiired zs _. pmvked s. as 6.2 Bottom Bars -'' maX9 971 aaa aila aft a67 ,^,.9d oaa a.w aaa' 7 = SHEAR.STIRRUPS 7.1- ADAPT selected. — l BarSize#5 Legs 2- Spacing [in] ... ... ias�asc r.m.as 7.2U User -selected •-•--"" -----"------------- ------"-'; "-------'•---------------- ,•----------- ' `-`--------------'--- B . at Size Legs:' `+s ....____`----------'--------------------------`---------- 7.3 Required area o. liernl a- o� a.�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 22 L1-45 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm 2012 SUPPORT LINE 29 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September24., 2014 Tmie: 1721:08 File: Support Line 29 1 PRO,JECTTITLE: Tukwila Village Building.D 1.1 Design Strip: Support Line 29 12 Load case: service(sustainm Loed) 1.00 x selhveight+ 1.00 xDead Iced+ 0.30 x Live load > 1.00 x Prestressing 2 - MEMBER E L EVATI01 t ! _ 1797 00.aX 30.73 0 1=5 0 M-5 Z7.90 1ee3 I II II II II li I II II II II II I 11 II II II II 3 - TOP REBAR 3.1 ADAPT selected 3.2ADAPT seleclad l;J3axs"F 2 WXoS" DueX"c5" �xe5• 5-BOTTOM REBAR 5.1 ADAPT selected a .tsrzre• 5.2 ADAPT selected a=xae• �avx:v Nue. ser ze�re�,m-.mra,.x' rre +a-,><eaj:xem-.� sss rc..-ae sxsec.ra-c�:..sem�.c:vs-,sac rcanek-sx� -.ce 6 - REQUIRED & PROVIDED BARS 8:1-sop Bars fln= »oo 000 0.00 0.m 256 3.03 -1.15 1.ea 1..05 om l in'Jrequ. s provided '-- ..:: __I_ ':_ .Li. _ 1. a ......... ..._. ........ provided 3.0 ....:. .:,..._-___. ...._. _—. 3 rT. 8:.2 Bottom Bars .a .. m>n:03a0"+ '3.90 d.m'C]3 aa3 558 .Cm 040 OSO Of,O 0.00 7 - SHEAR STIRRUPS--- 7.1 ADAPT selected. 'Bar Size Legs: 2 Spears; Tin] . 12.0 z0e6 7.2 User -selected Bar size # Legs: _ 7.3 Required area o 0- (in=lftl a 3 0. 10 - DESIGNER'S NOTES w Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 FLOOR -PRO L1-46 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 31 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 2f, 2014. Time: 17:21:08 Fie: Support Line 31 1 - PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip. Support Lire 31 1 1.2 Load. Case: Service(Sustained Load) 1.00 x Seltveight+ 1.06xDeadload+ 0.30 x We laud+ 1..00 x Prestressing 2- MEMBER ELEVATIot t l z3u 22-22t::5 1825 27aa la II II II II I II II II II II II II I--i 11 I1 3- TOP REBAR 3.1 ADAPT selected -3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected. f�' iee:+sx-rxr s=xra•msanr. rz+i:-aea�+e szerr� ?asm�ac syuar.2s.^., rrr. s.^.r.. #rcY6 exnv,e-z�'>: .�- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m x o_-M 059 a.aE 3.23 ins 2.12 245 am iin=j i- required proWded to 9. 6.2 Bottom Bars mfix a.m 000 211 am aao 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 24 L1-47 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 32 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 rate: Septemtser25, 2014 Time: 17:21:0,5 Fie: Support Line 32 1 PROJECT TITLE: TukwilaUllageBuilding ,1) 1.1 Design Strip' Support Line 32 1.2 Load Case: Sernice(Sustained Load) 1.00 x sethwight + 1.00 x Deed load + 0.30 x We load + 1:00 x Prestressing 2- MEMBER E LEVATtO 1P yft) 255a tz.m :E fit sa3 I I I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale dad l+ Exsn : reaxe�• 5-BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPs selected.+" w<:?et�z-.s!uv-.a-.ih`.'a6`aL.s: h.,4axai '+e!x Paz mov^,aLsiaGcf.LR=.ssHs�tib¢Os4Trc3:lr!ro^.sY..w� 6 - REQUIRED & PROM DED BARS 6.1 Top Bars max as= am ass aca [in az required sa provided _y :a ar 6.2 Bottom Bars ^a max sna am am. a�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 25 L1-48 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 33 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemt1er 25, 2014 Tine: TT.21:0& Fie: Support Line 33 1-PROJECTTJTLE`Tukwila Village Building.D 1.1 Design Strip: Support Line.33 1.2 Load Lase: Service(Sustainad Load) 1.00x5elfveight+ 1.00xDeadload+ 0.30x'Liveload+- 1.06 x Prestressing 2 - MEMBER ELEVATIOE 1fr) .6w 16.00 Z5 Z.50 1'r,ga 26la8 I I I I I I l i I I I I I I i t I I I I I I I I I I l i I I 3-TOP REBAR 3.1 ADAPT selected ~'K° 3.2ADAPT selected Qex6n' .6XIOm Qf .ms- 5 BOTTOM REBAR 5.1 ADAPT selected `-..2ADAPT selected+°x6e- {brae �: cerixv.::r�a-..mec:+,sasp s xrxi,eac:._ =_mc,x-:-ram.n.�c^ m-m.z�narmcrc.arnero-ir-e c:ee 6 - REQUIRED 8 PROVIDED BARS 6A Top Bars m aaa a.w 000 am a'55 .069 -e.m 6at 0.an00 1 in3.1 required .-. proxrded ueotiomSars Matz e03 am 130 o00 000 ana 0.M 6.62 a.ox.co 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 L1-49 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 34 ADAPT= STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2e12 Date: Septemtner2S, 2g14 Time: 17:21:48- Fie: Support Line 34 1 - PROJECT TITLE:TukMIa Village 6uilding.1) 1.1 Design Strip:. Support Line 34 1.2 Load Case: SeMce(Susteined Load) UD xSelMeight- 1AD xDead iced 0.36x Live load+ � 1.UQ x Prestressing 2 - MEMBER ELEVATtOl tfr? rid 31. Ai 1365 :: 97 tT.m I&So::?.j L I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR, 5.1 ADAPT selected 52ADAPT selected ibs.'ieY.bx.^x"s!rnv.Yiaa^N t'.'e: ta+�:-.eaxvt 2-YS:Y. c?sc�aX a.s}:aaEffeT�.ac'.x�S..LfOs`i!m:#e^.aaY 6 - REQUIRED & PROVIDED BARS 61 Top Bars- coo om cai c.m ow s.oa ow aay.m ( in'(. as re4wmd prorkfed .-. a.a .. 3 6.2 Bottom Bars D4C c.m, om ow d.m. 0'A o.m dLa W 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 27 L1-50 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: B1dg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 35 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septeinber2@, 2014 Time: 1721:08 FAe; Support Line 35 1 -PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip:: Support Une.35. 1.2 Load Casa: Senice{Sustained toady 1.00xSelhrsight+ 1.00xDead]cad+ 0.30xWeIaad+ 1.00xPresbessing. 2- PSEMBER ELEVATIOP jft3 rar vss ,i 3 - TOP REBAR 3.1 ADEPT selected 3.2 ADAPT sele cted 5 BOTTOM REBAR 5.1 ADEPT selected 5.2ADAPe. selected MSe'GCI1Rx^n`.:sYJvna'Sm*.np rtAr Xn ]'ae�we2'Cx Ex.mL'uaem} "ff E`'0=-<�. s.Y 1Y�a1 rCSJrG.".K^SC�s�x- 6.- REQUIRED & PROVIDED BARS : cca coo arrs8.1TapBa I01rea' 'VI eprovided 6.28attomBars , c.00 cae o.m 10 - DESIGNER'S NOTES 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 28 L1-51 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 36 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: Septemt3er25,2014 Time:17:21:08 Fie: Support Line 3e 1 -PROJECT TITLE: Tukwila Village Building. D 1.1 Design Strip:. Support Line 36 1.2 Load Case: Serme(Sustained Load) 1.00 x SelMeigirt+ i m x Dead load * 0.3.0 x Live load ; 1.00 x Prestressing 2 - VEMBE R E LEVATIO jft3 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 ars m a 1.00 e.oc.m Joao 0.00 Ono ain`j u- recluired - provide4 c. 6.26attom Bars m&cn a.x o.;bm os� ono 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 29 L1-52 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 37 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemt>ec2S. 2014. Time: 17:21:08 Pie: Support Line 37 1- PROJECT TITLE: Tukwila Village &uilding,D 1:1 Design Strip.SuppOrt Line 37 1.2 Load Case: Servlce(Sastained Load) 1.9O x SeJl weight 4 1.00 xDeadlosd +.0.30 x LPve load - 1.00 x Prestressing 2 t- MEMBER E L EVATtOt yttl .. •vr 05Q aaIQ 141e 3A7 a1a3 I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5- BOTTOM REBAR 5.1 ADAPT selected lx- sxFO 1.2 ADAPT selected nse.aenao�.v-�r .ra:c=�am+a axn>.er.Kaesr>es sme.,e, erxisrr-t^ncesa xe eo�.c.eaneec.,srck«e 5 - REQUIRED & PROVIDED BARS 6.1 Top Bars 101 aca ow an0 006 Ica. 000. am. required provided. -. to zx 6.2 Bottom Bars ra36 ow om 0.00 3.24 323': 000 "0.03 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 30 L1-53 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 38 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuiWa Version 2012 Hate: September 25, 2014 'time: 1721:08. File: Support Line 38 1 -PROJECT TITLE Tukwila Village Suilding.D 1.4 Design Strip: Support Line38 1.21-oad Casa: Service(Sasteinedt-oad) 1.00xSeltvsighta 1.00x0eadlced- 026x1?re load- 1.00xPrestressing 2 - t1EMBE R E LEVATIOE 3- TOP 'REBAR 3.1 ADAPT selected 3.2 ADAPT selectedax3 5-BOTTOM REBAR 5.1 ADAPT sele ded s >,sx+ss" 5.2ADAPT selected ssxe as^ ,u-e-�er>xann- ..,=onm,.v,-arc-xa-�n�,err_�:=asc:xw.r,s;:sa.me^..�.cs..ex�cr.av�=e+e-src<Jc- 6 -REQUIRED & PROVIDED BARS 6.1 Top:Bars mart c.w aaa .aac o.oi aa� .am Iin) required provided ea 62bottom Bars a max CM -OL. 3ol am a>7' 9.00 .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 31 L1-54 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 39 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 gate: Septernber25, 2014..Time 17:21:08. fie: Support Line 38- 1 - PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip'. Support Line 39. 1.2 Load Case: SeNce(Sustained Load) 1.00xSelAseighte 1.60xGeadload+ 0.3GxLtveload+ 1..011 x Prestressing 2 - MEMBER ELEVATIot t�� '. i.D 'iZF' 3EA' ZE9 :Sa 11.tb I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2ADAP'a selected rs" 5 - BOTTOM REBAR 5.1 ADAPT selected a.2 ADAPT selected n-.ee: cernr ..-�rrnrxaa•.op asw r ><rzv�rccx saso-gees>mer..rr-; em: �-n-� iavcscw�c-m-sra:.x: 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars max 015 aa; an: cm o.m o.aa oaa : Iiniiired as. ch 6.2BottomBars Max ara am osa o.m a.m: 'am. aos 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 32 L1-55 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 40 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014 Time: 17:21:08 File: SupportLine 40 1 - PROJECT TITLE: Tukwila Village Building D 1.1 Design Strip: Support Line 40 1.2 Load Case: Sen1[e(Sustained Load) 1.G0xSe1lm1ght4 1.00xDead loads 0.30x Uveload 1.00x Prestressing 2 -MEMBER ELEVATiO! li .. -- 'ta.. 27.87 12.3: VKW 1_-zi I I I I I t I I I I I I I f I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2; ADAPT selected 5 - BOTTOM REBAR 5. t ADAPT selected S:ZADApT selected. 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max aa:- a.m 000 aaa. am am 0010m. Iin`j, as regwred .- pravMed. go- 05. . &.2BatGom Bars 'Max 0.00 am 000. 000 am am. c0r..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 33 L1-56 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 41 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAP T-Builder Version 2012 Date: Septerncer 25, 2014 Time: 17:21:09 He. Support Line 41 1 -PROJECT TITLE:Tu&wila Village Building D 1.1 Design Strip: Support Line 41 1.2 Load Case: Ser0ce(Sastained Load) 1.00xSelteeight+ 1.00xDeadload+ 0.30xLi4eload+ 1.00xPrestressing. 2- MEMBER E LEVATIOE gftj i L 69M ^;SS .10 I I I I 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 sele cted ux-..sernre-�» v, :ran -me arr r ^arxiaescxe s�sc-su aes>.�r.:z�:., am.s,�s:: a vx!x.ma*rc-sra: se- 6 -REQUIRED :& PROVIDED BARS S.1 Top Bars m. as 000 am ana am a='M �qu red as provided a.a 0,5 b.2Bottom Bars rp6lae aaa a.w :aac 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 34 L1-57 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 42 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuitLer Version 2612 Date: Septemirer25.201d Time: 17:21:09 Fie: Support Line 42 1 -PROJECT TITLE: Tukwila Village Building.D 1.1 Design Strip:. Support Line 42 1.2 Load Casa: Sertiloe(Sustained toad) 1.00. x SelMeight a 1.00 xLead lead+.0.30 x Live load + 1.00 x Prestressing. 2 - MEMBER E LEVATIO! If1I . r s I I I I I I 3- TOP REBAR 3.1 ADAPT sele ded 3.2 ADAPT sele ded 5-BOTTOM REBAR 5.1 ADAPT sele ded 5.2 ADAPT selected ACe.' 4er4xJ'.^n.:s!dn­ p91� ^Sm Yrt Cf�Ylm'43x Bxisc;.'r�. Cr.Ss f:9.4!'.. stls.:,.Tl.+.a"+Oz?C re3'hrt'�"-+rt%GN'aa: 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars aso required �s regwred provided as a 6.2 Bottom Bars mgx goo 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 35 L1-58 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 129 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 2-4,2014 Time:17:21:09 File: Support Line 129 1 -PROJECT TITLE: Tuiamila Village BuildingD 1.1 Design Strip:. Support Line 129 1.2 Load Caw: Sertilce(Sustained Load) 1X0xSelfv&ight+ 1.00xDesdlosd+ 0.30 x We load > 1.00 xPresttessmg 2- VEMBER ELEVATIO Ifti a n a I II 1II I II III I II III ;„ 3 TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selectedx+�" 5 - BOTTOM REBAR 5.1 ADAPT selected. S2'ADAPT selected wC�.'[of.?xx..w^.•.YaY.'.uDaenia•H!a txn><aave ��nxn Eatttm:xe<s:ms:nel�:', .k. �:.•: tsa4e �ea�ex-^sV�§.ax 5 - REQUIRED & PROVIDED BARS 6.1 Top tiers max am 090 von m- 5 re4lll2d ai provided +.a + t's2Bottom Bars rnax 2 & o,v� ooil 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 36 L1-59 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 130 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM AD4PT-8uader Vsrsion2012 Date:: September 25,2014 Time:-17:21iO3 file:SupportLine130' 1-PROJECT TITLE; Tukwila Village Building. D 1A Design Strip: Support Line 130 1.2 Load Case:Service(Sustained Load) 1.00 xSelteeight+ 1.00 xDead load+ 0.30 xt'rie load >:1.00.x Prestressing 2-MEMBER ELEVATIOt jftl 3-TOP REBAR 3.1 ADAPT selected s ama• xF•e" r ,'css.. 3.2 ADAPT selected QFxss• 2mrcx. se^ s rax2ae. ! rtx+.an• 5-BOTTOM REBAR E. I ADAPT selected v,sr5x.so -av a ie5r.. ro• .s==y,?b E.2 ADAPT selected a :,=sr.2v 2 vartsxlcs• to 13Fw.90". t. -..axlce° r.�.aermrm.�c.:.s5»-,.c.>srna'er.. aoz:^ecave�ea rssc-c-nseeaasrxa' .ee�r_•.ssa:,. rase.+:e-szm:.os 6 - REQUIRED:& PROVIDED BARS 6.1 Top:Bars m cap am -oza a.mo.x SAS o.oe 2Z ..0 =U a.ss oaaon { in"1 a. reAulled .-. a. provided ( ' 6.2 Sottom.BalB _ya8x. aaa -doe -T2a .I ISO:SS S.TS 5v 2,21 Sis ATa. '1.51 LSaom 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 37 L1-60 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 43 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: SeptembeT23,.2014 'a ime: 14:17:12 Fie: Support:Line 43 1 -PROJECT TITLE: General name 1.1 Design Strlp:::Support Line 43 1.2 Load Case: Semce(Sustained Load) 1.01J x Selhxight+ 1.00 x Dead load '.+ 0.30x Live load + 1.00.x Prestressing 2-MEMBER ELEVATIOE IM I I I I I I 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected r �azsu� 5 - BOTTOM R EBAR 5,1 ADAPT selected' 5.2ADAPT selected _vw-.cert?xx�c^�sr»vn m.�.;.,�.. as+-ra-±xeac.� , _mamT�xae eiamr.•cs:�,raes..,. azemr�xxem-s�rm:ua 6 - REQUIRED & PROVIDED BARS UTopBars. m14. ax °Ae rm equired `- provided 22. c.rr _...---.._......------ 6.2Ba1tomBers 'o '- ---""'-- max a.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 38 L1-61 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 44 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versiun 2012 Date: Septernber23, 2074 F.inie: 14:17:12 FBe: Support Line 4.4 1 -PROJECT TITLE. Gen ed name 1.1 Design Strip: Support Lave 44 1.2 Load Case: Service(Sustained Load) 1.00xSeftelght- 1.00xDeactload� 0.30xLt4e Mad+ 1.00xPrestressing 2 - MEMBER E LEVATIO� tftt 2& 3 a: ase 1 II I I I I I I I II I I Y� 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected nrr: s�e.>x:L.ro-xrn,-.uaa„*avrsem-ee>wevn:.=s�vc,.:xees?�nscc..srix_xrsroircre:nx.^a-svaeace 6 - REQUIRED & PROV0ED BARS E,1 Top Bars ma3,E eo0 .40 required 3.5. provided 00 5.20 ottom Bars aR c.0s o�0- .eon 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 39 L1-62 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 45 . ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date; Septemtter 23, 2014 Time: 14:17:12 - File: Support Line 45 1 - PROJECT TITLE: General name 1.1 Design Strip:Support Line 45 1.2 Load Case: Service{Sustained Load} 1.00xSeltvs1ght lMx Dead load+: 0.30xLf4e road- 1:OOx Prestressing 2- MEMBER ELEVATIOt Ift) 667 0 2244 law I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected �: rrnna.�anuaw..�m^.en.-e=s�+.rec-eae,.�a.a,.�en�e-...�ee�rreaui,cane-e,sx�.� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max am nna oa am 0404M Iin`.Ian required provided- yL .. 6.2Bottom 8 rs max oa:. -soa ono 0.00 a.msm 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 40 L1-63 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 47 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Vermun 2012 bate: September 23,2014 'Mime: 14:17:12 Fie: Suppert Line 47 1 - PROJECT TITLE: General name 1.1 Design Strip:. Support Lase 47 1.2 Load Case: Seni[e(Sastained Load) 1.00 x Sellmiynt 4 1.00 xDead load + 0.30 x Life loader 1.00 x Prestressing 21nl-1 IItJEWER ELEVATIOf ilow Q av 25% i i i 3 - TOP REBAR 3.1 ADAPT selected - 3.2 ADAPT soleded 5 - BOTTOM REBAR 5.1 ADAPT. selected 5.2 ADAPT sale ate Ae^L±.'SGf.Ss_C^W':'S.'rnTc.�s-:'n3`E1Y Ssi>e aTva Ylie �asc�:'xae S:#afix.C�"..x#sv'Sz mecsC te3:ka^u^sC.^e.a 6 - REQUIRED & PROVIDED BARS C1 Top Bars mat aaa am .ago am required -_ 4aa prevlded a.ie a� 6.26ottomBars roa3.ro maa.— aoa aao n.m 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Ste#5 Legs: 2 Spacing tin]- +at Tin as 7.2 Userseleded - ------------------------------- - ------- ---- ---------- - --------- ass 7.3'Required area mY c.v C ftl a:�a sa a a, a. 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 41 L1-64 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 48 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 date: September 23, 2014 Time: 1<:17:12, Fie: Support Line 48 1 - PROJECT.TITLE: General name 1.1 Design Strip: Suppart Line 48 .1.2 Load Case: Service(Sustained Loa¢) 1.00 x 5etteeight s 1.00 x Dead load .. 0.30 x LNe road • 1.0d x Presbessin g 2- MEMBER ELEVATIOt I I I I I I I I I I I 1 I I I 3 - TOP REBAR 3.1 ADAPT sele dad 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT seleded a m ram 5.2:4DAPT selected s� uc::.ssru-s.-roaxnvna=aenflaane rrn-.er.�a<aces.�c�se- ,e.:;.nc-; axi. e.--wr..vs�e>o�,x�,ro-a_,•:a.n.- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m +s +s3 ao requite s. provided -.. 3.2 <s 6.2Bottom.Bars in am s 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 42 L1-65 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 49 ADAPT- STRUCTURALCONCRETE SOFTWARE SYSTEM ADAPT-6ullder Version 2U12 Date: SeptemGer23, 2014 Time: 14:17:12. File: Support Line 49 1 - PROJECT TITLE.: General name 1.1 Design Strip: Support Line 49 1.2 Load Case: Service(Sust8lned Load) 1.00x5eftei9ht+ 1.00zDeadloed- 0.30xUveloed+ 1.00 x Prestressmg 2 - MEMBER E LEVATIOt IRI2115 r 1$ I I I I I I I I I I I I r1 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR -5.1 ADAPT selected 5.2 ADAPT selected __.cer..xr_,r..sm�c.-.r<acnmsra san�rxawe ves,:+,�s c,rne.ri :neae.•....xa.x��e res °s ream-c^,�^sax-c_ 6 - REQUIRED 8 PROVIDED BARS 6.1 Topflars (01- oaa ( in`la.e required - provided oo a .626pttomBars milA oac a^o 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 43 L1-66 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 50 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtrar 23, 2014 7ime.14:17:12 Fie: Support Line 50 1 -PROJECT TITLE: General name 1 A Design Strip: Support tine 50 1.2 load Case: SeNce(Sustamed Load) 1.00xSeltveight+ 1.00xDead.Icad, 0.30xlwe.loed- 1.00xPrestressing 2 - MEMBER E LEVATIO utl I I I I 3 - TOP REBAR 3.1 ADAPT sele ded 3.2 ADAPT selected 5 - BOTTOM REBAR SA ADAPT seie ded fr2 ADAPT seleded �:rmraxm,Karon.-uyw^.,am.a--<c�on �_=eewr.s..�ee::.�reec ;rmc_.s::+xs tsar �.e-�-sm��< b - REQUIRED & PROVIDED BARS 6.1 Tap Bars a.a; a na 11n'F: -required .- provided as 6.2 Bottom Bars roa51x oa- c.aa 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 44 L1-67 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 51 ADAPT - STRUCTURAL CONCRETE_ SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Se;temLer 23, 2014 T me: 14:17:12 FBe: Support Line 51 1 - PROJECT TITLE: General name I. Deaign Strip: Support Late. 51 12 Laad Case: Serdce(Sustained Load) 1.00 xSel1v eight 4 1.00 x Deed.load + 0.30 x We bad 1.00 x Prestressbg 2-MEMBER ELEVATIO( tft) �.ra I I I i r -i i-•----i 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded 5-BOTTOM REBAR 5.1 ADAPT see cted z tssree,. 5.2ADAPT selected axra- :vc: _. _.__._..rxr.r.>r:.aaar-: s,-n�<eaxe sic:;._=_sr.c:7.sa<saffi.rsem>..-.ce�>.e arsxsa*eaacce+sa�e ae 6 -REQUIRED & PROVIDED BARS 6.1 Tap B ars oY0 oaa. uin: .. _ .. aouired provided. asa 6.26attom Bars raax oaz 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 45 L1-68 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 52 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 23,204 .Tima: 14:17;12 Fie: Support Line 52 1 PROJECT TITLE: General name 1.1 Design Strip:. Support Line 52 1.2 Load Case: Senlce(S ustained Lead) 1.00 x Seltwei ght s 1.00 xDead.load + 0.30 x Lbe lead • 1:0D x Prestressing 2-?AEMMR ELEVATIO jft3 raaz 1 I I I 1 I I I I 3- TOP REBAR 3.1ADAPT sele Ced 3.2 ADAPT sale cted 5 - BOTTOM REBAR S. ADAPT sele ded 51 ADAPT selected �ur:�en?rr,»-raxn�rae*.Ty. ar.r s.,o.�rm�araveak �.. a-.+i-aee3.�sr.+�-..su.cmxe: maz,2 exne-+e.3a:s_ze: 6 - REQUIRED & PROVIDED EARS 61Top Bars max o.x 0aa a:v OaC ]A} required a. Pred — Provided 00 as - CZ 6 attorn Ban& max 0x GM o.m 000 0.x 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 46 L1-69 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 54 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Sovtemker23, 2014 Time: 14:17:12 -Fie: Support Line 54 1 PROJECT TITLE: General name 1:1 Design Strip: Support line 54 1.2Laadcase: Serviceisustaiaed Load) 1.00xSeHwaight 1.00xDead leads 0.30 xLiveload 1:00x.Prestressing_ 2 t- MEMBER ELEVATiflt ink 530 ?%1 5H8 II II I II II I II II 1 If �t1 3-TOPREBAR 3.1 ADAPT selected 3.2 ADAPT sale clad 5 - BOTTOM REBAR. 5.1 ADAPT seleded S.2ADAPT selected aae.cer,+xmx-r�,x-:c:an.-ra-eccssw-2ax,�z�cae e.�+mc'r-o:s:.smrrecs.sw �:«r<s�arcrea�rece-sr. �e.x- 6 - REQUIRED & PROVIDED BARS 6.1 Tap Ears max om required provided 00 o. 5.26attam Bars max 040 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 47 L1-70 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 55 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Varslon 2012 Date: September 23, 2014 Time: 14:17:12 File: Support Line 55 1 -PROJECT TITLE: General name 1.I Dealgn Stro:Support Line Se 1.2 Load Case: Sernlce(Sustained Load) 1.00 xSellvaright+ 1.00 xDead load 0:30xLtve load 1.00.x Prestressing.. 2 - MEMBER ELEVATIOt tttj .. 2250 i i 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale dad 5-BOTTOM REBAR 5.1 ADAPT sale ded 5.2 ADAPT selected wcaeraacre..,,�rmrraa,:na en:r vsn-.eeavesr_::.eas-:xs-a; am.r.Fec-.. «,azxvaer�xc+ror n*ex-srm:::ce 6 - REQUIRED & PROVi DED BARS 6.17ap Bars map 309 .and repuurequi a.e ed provided v.a a. 6.2Bp8om Bars .ma¢ a.aa o.oa 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 48 L1-71 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 56 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 gate: Septem6er23, 2414 Tirne::14:17:12. He: Support Line :F 1 -PROJECT TITLE: General name 1 A Design Strip: Support line 56 1.2 Load Case:.Serntce(S ustained Load) 1.00 x SeAreight+ 1..00 x Geed lead+ 0.30 x live loads 1.00 x Prestressing 2 - MEMBE R E LEVATIOE l t l l So l l 3 - TOP REBAR 3.1 ADAPT selected. 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �cee+rr�-rnvr.mam.,.ro• esr rrnrae9mcs�r_s�_'�s o,-tea.-.rccaecr,�c- Wises:-.-reros=s rcavc•,c�sr.-s-ae Ot�=% o 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars a* o am aoa ex rIn - equired provided 62 Bottom Bars 3f1eX 007 .^,.dJ Oae G'S 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 49 L1-72 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_S.adm FLOOR -PRO 2012 SUPPORT LINE 57 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Bate: Septemher23, 2014 Time: 14:17:12 :File: Support Line 57 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Line 57 -12Los ICase: Service(SaatainsILoad) 1.00xSelN.eight+ 1.1)8xDesdload> 0.30xt_rfeload- 1.00 or Prestressing 2 - MEMBER E LEVATIO Di sa.vo 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected. E,2ADAPT selected s �: aerr�-c-rovr.c,a-nne arm sa..T-ec�r.eves�._e�sm�s-aeers�c nxc- �m� rraasrrnxe-e-sm_x 6 - REQUIRED & PROVIDED BARS 611 Top Bars- 'may. rm` equired provided o.r5 62 Bottom Bars - as m'ex e.c 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size#5 Legs; 2 Spadngpnl 7.2 L_--_-_ er Sizlected Bar Siza � Lego: ------------------------------------ 7.3 Req,uired area as' a se (inFJ10 s, eA 465 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 50 L1-73 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 58 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versicn2012 Date:Septemtaet23,2014-Time:14:17:12 File: Support Line-Sa 1 -PROJECT TITLE: General name 1.1 Design Strip:Support line 58 1.2 Load Case: Sernice(Sustained Load) 1.00 xSellmight- 1.00x Dead lead+ 0:30xL'vre lead + 1::00xPrestressing 2- MEMBER ELEVATIOt In� Mal ^:21 351 i1j 28' I II I I II I I I I II J II I I I I----i t----i I 3 TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5%1 ADAPT selected 5.2 ADAPT selected mre: ierxxz",e-rux-s-c+^.r,y, ane m.xeavesrc�u,vrs aoa_s ,+$.r.>mr-. nvssserusmcer rear-,e�sr:�e �: 6 - REQUIRED & PROVI DED BARS 6.1 Top Bars in— 0x0 .c o2 om 0o0 00O required provided as 626ottorna is max 000 0m nx 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 51 L1-74 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 59 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Hate: September 23, 2014 Time: 14:17:12 Fie: Support Line 59 1 - PROJECT TITLE: General name 1.1 Deaign Strip: Support Line. H 1.2Load Case: Servoe(Sustained Leady 1.00xSelh-might+ 1.00 xDead load + 0.30x We load a 1..00x Prestiessng 2- MEMBER ELEVATIO I II I II I I II II II I 1 II II II I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected S.2 ADAPT selected a�mser.3r.7,e-.:xmr.,rro�:^wecrr.,-<ax�.x>esae sasrsxa:asa>ramnsEea �+em..-rassxsor�v-am+,e.aacx cee 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mvr aos a:m aee am. aao -t in`j, as retuned . provkled a.a o. 6.2 Bottom Bers max oze 003 am a.m o0 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 52 L1-75 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 62 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: Se Ptemher23.2014. Tima: 14:17:12 File: Support Line 62 1 - PROJECT TITLE: General name I rsesign Strip: Support Line 62 .1.2 Load Case: SerAce(Sustained Load) 1.00 xSeiNxight+ 1.01)xDeadload+ 0.30xLiveload+ l;OOx Prestressing 2 - MEMBE R E LEVATIOE tfll II I I II II II 11 I I I I I I 11 II II 'll II II 3 - TOP REBAR 3.1 ADAPT sale ded 3.2 ADAPT selected Q�w=+e'rax?•'e• 6 - BOTTOM R EBAR 5.1 ADAPT selected 5.2ADAPT selected s.axso-02 :xisn ti7e..cerm .. ��x«x-m;a,ms amass-�teaz�er::asei�:eex,•seq.nxs'..na.cuoa�.c�ea;nc-c-sm-,e.1 . 6 -REQUIRED & PROVIDED BARS 6.1 Top Bard mex am- an0 0n0s 00a 1c: 0a0 a.m required ry provided .- 0 as 82Bottom .Bars max, OX 0,0a In ..m ur .0oc. oca am 7 - SHEAR STIRRUPS 7:1 ADAPT sele Jed. -. 6Size #5 Legs: Z Speanglnj so s.- •---''----------------------`'--------- 7.2Useraelected ----------------- ------- ,.---- -----'-- -'- Bar $IZe r'f Legs'. 0.51 7.3Requiredares 0t ln'iftj as o.f�s o. 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 53 L1-76 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 63 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-SullearVersien 2012 Date: Septemtrer23, 2014 :Time:-14:17:12 He: Support Line 63 1 - PROJECT TITLE: General name 1.1 Design Strip: S upport Line 63 - 1.2 Load Case: Sertiice(Sustained Load) 1:00xSeM%eight- 1.00xDeadload- 0.30 x Lira load+1:0D x Prestressing 2-PAEMBER ELEVATIO? Ift] a sc xsss I I I I I I I I I I I I 3-TOP REBAR 3.1A.DAPs seleded 3.2 ADAPT selected •ax: r- 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected n+:<c enm-�a.�-rrnmc:'aav ms +a"�eo�e sr_�+.5ssc,xaec?.�s.nus^..me�narsxrt rm-x-,�zr•�,-.� 6 - REQUIRED & PROVIDED BARS 6.1 Tdp Bars max ;.92 ON I in`3: ;:a regwred Provided +...: B.2Bottom Sam —....— m ...__l.___..........--. -- mex aga. 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 54 L1-77 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 65 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-&uilderVersion2012 gate: September23,2014 Tffne:14:17:12 Fula: Support Line 65 1- PROJECT TITLE: General name 1.1 Design Strip: Support Line 65 1.2 Load Caw: Sernice(Sustsined Load) 1.00xSeW&ight4 1.00xDead load+ 0.130 x Lye load 1.03xPrestressing 2 - MEMBER E LEVA71Dt I II 1I I II II I II II I 3 TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR 5.1 ADAPT selected S.Z ADAPT selected asa.?er...cc-!ren-r. s-maaTr r r<as_vez'ea::as<e.^saeswrsr.+eY-. �+r. rx,^e se wctr.Wro.^v^sr.x_ 6 - REQUIRED & PROVIDED BARS 6.1 Top 8ars 1e�ox. 0.00 aaa required a.s provided ad 0. 28attam $ors ,max: ox aau one. 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 55 L1-78 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 66 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 23, 2014 Time: 14:17:12 FBe: Support Line 66 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Line 66 1.2 Load Caw: SeMce(Sustalned Load) 1.00.x Selh-might + 1.00 x Dead lsad + 0:30 x Lrve load + 1.00 x Prestressing 2 MEMBER ELEVATIOt tnl 0a I I I j I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected wv-.c�mxir.,xrnmr.sx:.-aen:r rr.,-esi.T,e r�sssc-:.tea-maaecneKr....saz.�rc m.macc. ha-ssr^<:=e< 6 -REQUIRED &PROVIDED BARS EATopEers max 000 a.0a iinulied as prorl0••ed .-. 0.a _ . .. 5.2Bottom .Bars max 000 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 56 L1-79 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 67 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtier23., 2014 .The: 14:17:13, Fle: Support Line 67 1 - PROJECT TITLE: General narne 1.1 Design Strip: Support Line 67 1.2 Load Case: SeMce(Sustained Load) 1.0@xSeitwight- 1.00xDeadtoad+ 0.30x Ltzeload• 1.00xPrestressing.. 2- MEMBER ELEVATIOt I II I I II I I II I 3- TOP REBAR 3.1 ADAPT selected 32 ADAPT selected 5 - BOTTOM REBAR SA ADAPT selected S.2 ADAPT selected atte:er..x-x�c-rmr.c.:aaxoaer,-r.-me�x�-��-a x.. e,�;aa.a:.am ncc�r.,eccasxecemrs-cazz�e b - RE12UIRED & PROVIDED BARS 6.1 Top Bars: +dad om .0.m a.w. 0.6 required proxaed a .. E26ottom Bars max :.m q,b ors 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 57 L1-80 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 68 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septeml;er23, 2G74 T ms: 14:17:13 File: SuppertLine es 3 -PROJECT TITLE: General name 1.1 Dealt Strip:. Support Line 68 1.2Load Case: Senice(Sustained Load) 1.00 xSeltmight+ 1.00 xDead lead+ 0.30 x We load- 1.00 x Prestressing 2-MEMBER ELEVATIOt tilt 3a 3e I I I I I 1 3-TOP REBAR 3.1 ADAPT selected 12 ADAPT sele cted 5 - BOTTOM REBAR SA ADAPT selected ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.13op Bars max aoo Ieginl uired cre . provided c3. 0,48. 6.2 Bottom Sars 05' max to 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 58 L1-81 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 69 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Versian 2012 Date: Septemtoer23, 2014 Time: 14:17:13 . Fier Support Line 69 1 -PROJECT TITLE: General name 1.1 Design Strip; Support Line 69 1.2 Load Case: Sersice(Sastained Load) 1.00 x SeMwight+ 1.00 x Dead load + 0.30 x L"rre load • ' 1.0D x Prestressing 2- MEMBER ELEVATiO! tttj 3797 I I I I I I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele clad 5 - BOTTOM REBAR 5.1 ADAPT see cled 5.2ADAPT selected �raser,+xm+x'crmn maan.,a-ane+x-r s-a.eves;:n=:�sm,:c�e-eranr.±ec:.; cv.smr„xss�acar.mdv-,s�a:s-�: 6 -.REQUIRED & PROVIDED BARS 6.1 Top Bars' max ON I in`Ics required provided as 6.2 Bottum ears .-..a a.sa 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 59 L1-82 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 70 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 23. 2014 Time: 14:17:13 File: Support Line 70 1 - PROJECT TITLE: General name 1.1 Design Strip::Support Line 70. 1.2 Load Case: Senice(Susteined Load)' 1.00 x SeMvaight + 1.00 x Dead load : 0.30 x We bad + 1:01)x Prestressing 2 ]- MEMBER ELEVATI01 y�t� 31e3 I I I I I I 3-TOP REBAR 3.1 ADAPT selected 12ADAPT selected 5 - BOTTOM REBAR S, f ADAPT selected 51ADAPT selected rav,-,,v.:a.rnaas-.ea-rn-ax:c �e�asrc.�.a.ryssrmr.�.ea.:.-sr, ss�creave,ieaa:siee: 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars maxa ao required 0.5 provided sa 15. 6.2Bottom Bars max ooa 10 - DESIGNERS (VOTES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L1-83 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 71 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 date: Seaternter23,2G14 .7mie: 14:17:12 fie: Support Line 71 1 - PROJECT TITLE: General name 1.1 Design Strip: Support Line 71 1.2 Load Case: Sernlce(Sustained Load) 1.00xSefteight- 1.00xDeadlcad+ 0.30-x Live load- 1.00 x Prestressing 2 - MEMBER ELEVATIOt inl rer is-;sa I II I I I I II I I I I II I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sets cted 5 - BOTTOM REBAR 5.1 ADAPT selected 5:2 ADAPT selected=; n+u-per. ._pro-r •.�raaama-arrrmterav�rn::e cssc�:sn,a.arsm.r. :r-:.xce_,xxwnc.Nx.,c-srae _c- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max cm 0.00 ace. I in=j•. required provided - as 6.2 Bottom sera . E max ... 071 aaa. 1.0 - 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 61 L1-84 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 72 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September23,2014. The: 14:17:13 fie: Support Line. 72 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Lane 72 1.2 Los d Casa: Senlce(S ustained Load) 1.00xSelMeight- 1.00xDeedload* 0.30x Lireload+-'1:00xPrestressing 2 - MEMBER E L EVAT1Ot (ft) 1^ 16 17s1 6-,4 I II II 1 I II II I I II II I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded 5 - BOTTOM REBAR 5.1 ADAPT sale ded 5.2-ADAPT selected t15!ieY.n.ce.^e.:: Hm:s.Ns�maaArta-�era_veaTssn Easc':eesysaL:adf.nEt'3=�. att-e�z.::xaX°.sre2hc-�c�srY of 6 -.REQUIRED & PROVIDED BARS E.1 Top Bars max c.m am om t in'). os requred provided 00 0.5. 6.2 Bottom Bars max a:m 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 62 L1-85 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 73 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM. ADAPT -Builder Versian2012 Date:Septemtaer23,2014 Time:14:17:13 File: Support Line 73 1 - PROJECT TITLE: General name 1.I Design Strip:. SupportLine 73 " 1.2 Loadf-aw Senloe{Sustained Loady 1.00@x Sellveight+ 1..00 x6ead.load - 0. 34x Ltre load - 1.:00 x Prestressing 2 - MEMBER E L E VATIOt tRj sasv I I I I I I 3 - TOP REBAR. 3.1 ADAPT selected 3.2 ADAPT selected 5-BOTTOM REBAR. FA ADAPT selected 5.2 ADAPT selected. e.seen-_.ro-xrn-. a->a=xroere mxraraeacx_ easc�ar,aea.:.ss:nrr..� a:_-�+-Pau:..rrcmre-,msres .a: 6 -REQUIRED &PROVIDED BARS 6A TopBars msx -000 rIn c.s equired provided 0 6.260tt0m Bars max .a0.. 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 63 L1-86 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 75 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Date: Septerner23,.2Ci4 iime;14:17:13 File:_ Support Line 75 1 - PROJECT TITLE: General name 1.1 Design Strip: Suppa,rt line 75 1.2 Load Case: Service(Sustained Load) 1.00xSellveight+ 1.00xDeadload- 0.30x Ltveload- 1.00x Prestressing. 2-PAEMBER ELEVATIO ttj 1063 1J.63 I II I I II I I II I 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT saleded 5 BOTTOM REBAR SA ADAPT selected 5.2ADAPT select - zem-_w-srovnet mer sacs-<eavece*=e sesc,s'sa-s>:sanss*.mm•rc.,x•am^creaa e-e�r.:x x: 6 - REQUIRED 8 PROVIDED BARS 6.1'sop Bars coax am om lre4uired ss provided as a. 6.2Bottom Bars max am ax 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 64 L1-87 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 76 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Septemtrer 23, 2014 Time: 14:17:13 Fie: Support Line 76 1 - PROJECT TITLE: General name 1.1 Design Strip: Support Lire 76 1.2 Load Case:Senice(Sustained Load) 1.00 x SEIfi eight a 1.00 xDeed load - 0.30x LNe Inad + 1.0D x Prestressing 2-MEMBER ELEVATIDP jftj sz.r� I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2ADAP.T selected 5 - 60TTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected n,�servyz^e^:�m..�;na:s•arvr..:xerwezre+a.casmca:aee::ssexs,sa ter.. �rma:.a-rm-.va„�--sir--ew 6 - REQUIRED & PROviDED BARS .8.1 Top Bars max vua aaa Iin. I. as - required provided as 62Bottom Bars max a.aa ouo. 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 65 L1-88 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 77 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ,ODAPT-Sunder Version2012 Date: Septernter23,.2014. Time:14:17:13 file: Support Line 77 1 - PROJECT TITLE: General name 1. I Desig n Strip:. Support Line 77-- . 1.2 Load Case:- Sernice(Sustained Load) 1.00 x Seltveight+ 1.00 xDead load, 0.30 x Live load s. 1.0 x Prestressing 2 - MEMBER E L EVATIDE (M 2S:r 21.9a 7S.7c lean !292 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected av-:ieris:-----x'nrrasm:onaa1'x amm5xsaa�e�� sasc�...za-s+sscaY•', ca. acmr..t soatm rcoJex-srx ¢c- 6 - REQUIRED &.PROVIDED BARS 6.1 Top Bars rnq*a 000 ana aw a.ca .aai aoaam reQU lied prevlded a.a o. 6.28attornS rs mi a aoo aao cm goo aar-a.aaam 19 - 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 L1-89 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 78 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 23,ZD14 Time: 14:17:13 File: Support Line 78 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Line 78 1.2 Load Case: Sermce(Sustained Load) 1.00x5ellweight-1.90xDead1oadr 0.30xUveload- 1.00x Prestressing 2 - RIEMBE R E LEVATtOt tfl] 2sai I I I I I I 3- TOP REBAR 3.1 ADAPT sele cted 3.2ADAPTsele cted 5 - BOTTOM REBAR 5.1,ADAPT selected v2 ADAPT selected rxa:-z<r.+sx-xasm-,v.,a,.-no and azn-<.aves�r_.e sAs sc:z:a. s.*.acr.�c:=.. sc s.�e vs:e:c.ma2-e-sM..••.�e 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars- msx duo required a.s red provided .-. '2 a 62Battom.sars max 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 67 L1-90 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 113 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September Mt 2014. Time:'14:17:13 File: Support Line 113 1 - PROJECT TITLE: Gen eral name 1.1 Design Strip., Support Line 113 1.2 Load Case: Serice(SustaineC Load, 1.00 xSellvvelght 4 1.00 xDead load+ 0.30x Ltve load- 1.06 x Prestressing 2-MEMBER ELEVATIOE jft1 632 !3TQX II li 22m 00 =00 1 1 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale dad 5-BOTTOM REBAR ADAPT selected 5.2 ADAPT selected 'GCtfT^^B.:.s!M:'-fC.v^''4`rr!`LTS ETn?-rta➢_-vCxh5'T_9:.^sC^.':.ifiae i '•»" Sr.3df.f.EM-%.m�&.asY.. Xs 6YCR.reSJeG^2.-RSL.X.� . 6 - REQUIRED & PROVIDED BARS 6.1 Tnp Bars' map OM 0.03 a.m 0.m or 0.m oaa om -em 0.00 000 required provided- 04 6.2 Bottom Bars ^51 me A' 010 Del 00000 0,03 Dm 400 000 0K ow D.m 7 - SHEAR STIRRUPSR- 7.1 ADAPT selected.. BarSize#S Legs:2 Sparing lmj ". i.a 110 tta. 7.2`Use— cled ---------------------- ------------- .___-__________.__-____._ --- BarSiz. Lege: D Lo ______________ __________________________� 7,31kequiredarea o3 ImIMI a a 'a.DaOa. tax a. c3aa .a. 0.xa 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 L1-91 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 114 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-8ulder Version 2012 Bate: September 23, 2014 Time:14:17A3 file: Suppart Line 1.14 1 -PROJECT TITLE: General name 1.1 Design Strip: S upport Lire 114 1.2 Load Case: Serkice(Sustained Load) 1.00 x Seifemight - 1.00 xDead lasd � 0.30 x Live load - 1.:00 x Prestressing 2.- MEMBER ELEVATIOt ra,: -ie -s:v u. isa I II I I II I I I II f II I II 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sale ded 5 -BOTTOM REBAR 5.1 ADAPT selected. 5.2 ADAPT selected iwze serrn.:-.sa•srcvrxca,ro err. emzjr.� er,-r_r._vsc,c„aee.sart.r.:ez:., �.c_=•eyva^crw.neve�s�^s eee 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max ana all am o.m am Inj. as re4mred .- pr¢vided as _ 6.2 Bottom Bars max ana .aaa ^.¢D am a.oa 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 L1-92 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 46 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: SeptemEer 23, 2014 Tine: 14:17:13 Fie: Support Line 46 1 PROJECT TITLE: General name 1.1 design Strip: Support Line 46 1.2 Load Case: Sentce(Sustained Load) 1:00 x Sel6veight+ 1.00 xDead load + 0.30x Live lead + 1.00 x Prestressing 2- MEMBER ELEVATIO jftj 222 3S7 2S6 a=6 I- II II IY I I 11 II II I I II I( II I 3- TOP REBAR 3.1 ADAPT selected 3.2'ADAPT selected + — 5 _ BOTTOM REBAR -.I ADAPT selected 5.2 ADAPT selected Mr.�'LeF.'n:....s!mv':n+:s:,'MTh Tx�htitl�wes'erJne-^.scC:G�aese�ffif.��AY a:. Y.. ke'S�SSC�.LG`fe'.3T`f.'CC_ 6 - REQUIRED & PROVIDED BARS 6.1 Tap Bars m"4k a.w o.ou a required provided --o2 a.rr _I £.26 atton. Bars cm sx aye . ax ------ '--- oar 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 L1-93 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 79 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: Serternber25, 2014 :Time: 10:20:33 Fie: Support Line 79 1 - PROJECT TITLE: Geri eral name 1.1 Design Strip: Support Line 79 1.2 Load Case: Service(Sustained Load) 1.00xSelMeight. 1.00xDeadload- 0.30xl-weload- 1.00x Prestressing 2 - MEMBER E L EVATIOE tfti e.s r..r z 2 e!v pts aa! 2a5d 20 zs III II I II III- -II I 11 II II III II I II II 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selectedx<e•Ft-o^S�uma^6^Ixg'a' isxis• �. r_. 6zios• a �ix2'6• 5 - BOTTOM RE BAR 5.1 ADAPT selected 16�' -2ADAP7selected Hx!a a =6rls6^ !ysx6'o +eze cen±:rca:>rmr,c--,r.�s ace r..m-<saverrr_:.esa•c,.a-aes:.are rser..ac ear x»sarrea+,�sa:x ace Q!=sxre• w 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars on 211 2.a2 aco c.m 5-16 003 3=s 2s1 tai Iln`I. 3Q re4vned _- 20 provided 3 62 Bottom Bari max a.m o0a Am .520 Q^ asz am a'a 0:93 a,06 7-SHEAR STIRRUPS 7.1 ADAPT selected. B ar Size 95 Legs: 2 1 - � �_� ng jin} - Spacing _ _ _I zas 2zs vs z3.a zo.s zss 7.2UserAeh:ded _--------•------------------•----------------------.------•--------------- �. rSize? Legs: Be �.16 . -- L _______________-____________________________,_____________.__- - 7.3 Required area CA Iin°!ftl "9 a.5s sn^. oars c. 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 71 L1-94 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 80 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -builder Version 2012 Date: September 25, 2014 Time: 10:20:33. File. Support Line 80 1 - PROJECT TITLE: General name 1.1 Design Strip: Support tine 8D 1.2 Load Case: Senice(Sustained Load) 1.DD xSel6veight+ 1.00x[lead load + 0:30xLive load+ 1.00xPrestressing 2 - MEMBER E LE VATIO! tft) - 2117 22'a +ao0 1676 I � I I I I I 3 -TOP R®AR 3.1 ADAPT seceded 3.2ADAPT seceded + *•ex,ss• sxrc• sz>o•. .$ rar�o• l xeo.• 5 - BOTTOM REBAR 5.1 ADAPT sole ded S.2 ADAPT seceded N.x•'>:eYxx^c�:4m.�.xic..mA`¢Mt !>+�ce'ane Y!a_Ssss:�a.a�aRG:Is�Y^st s..M.WxzTC rc:lrr"e^sC'.Y-_� 6 - REQUIRED & PROVIDED BARS 6.1 Top B.ers max 3 !0.07 '264 Lilo '10 required M7O2. S.26ottomBars max 0.00 .0.9i coo am a 00'' 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 72 L1-95 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 81 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 21, 2014 Time: 10:20:33 Fie: Support Line Bi 1- PROJECT TITLE: General name 1.1 Design Strip: Support tine 81 1.21.aad Case: Serme(Sustained Lead) 1.00 xSelhoeight 1.60xDeadlosd+. 0.31)xUve load; 1..00xPrestiessing 2 MELWR ELEVATIOt tftj ea i?J. 8.66 856 i i ii i l 3 -TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele tied 5-BOTTOM REBAR cO ADAPT selected &.2ADAPT selected Qssx,av stsxss. rx c.¢erax,n-mm�-:aa.-vmv r.-<r.�a,�uee_yeazso-ogee::am.n%axr..auc..-emws%rrc�,e-,c-s:r.:+ee 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars MIX o.s caa Oa: 00 OAl d fm= equired . Provided £.2 Badam m Bars = .—_._...__. —....._. ax s.sa co, a.ao aca nza 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 L1-96 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 83 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Builler Version 2(112 Date: September25, 2014 -lime: 10:20:3L FHe: Support Line 83 1 - PROJECT TiTLE7 Gen eral name 1.1 Deslg n Strip:. Support Line 83 . 1.2 Load Case: Sermae Sastsined Load) 1.00 x SelN.eight+ 1.00 xDead load + 0.30 x Live load + 1.00 x Prestressing 2-MEMBER ELEVATIO tfif - •t,w ,1.sz zt.aa o.sa I I I II I I I I II I I I .I II 1 Y—I 3 -TOP REBAR 3.1 ADAPT tale dad 3.2ADAPT sale Clad 3 ..X100- i =_ 5 - BOTTOM REBAR SA ADAPT selected 5.2�ADAP7 selected vzecer.xx,c-�:xnn a-;a,ane.• m san-selves-c~: sas e•uy.,a-e::,,� r.�em:.;�.a.�� rewa=c.mye,e-sr~>: �- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max- :.:a sse. 629 0.6: Iin]. 4, required - provided s'i L 6.2 Bottom Bars ,M is+ a^a ax, mex 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 L1-97 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 84 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-SullderVersion 2012 Date: SeptennWr25, 201A Time: 10:20:34 File: Support Line 84 1 -PROJECT TITLE: General name 1.1 Design Strip: Support Line 84 1.2 Load Case: SeNce(Sustained Load) 1.00xSenexi9ht+ 1.00xDeadtoad+ 0.30xWeloadi 1.00.x Prestressing 2 - MEMBE R E LEVATIOt Iftj ao rs =.si 1 II I I II I I II I I II I I II I I II I HH 3-TOPREBAR 3.1 ADAPT selected 3.2 ADAPT selected t wxre z sx�zs 3 aaxas- 5-BOTTOM REBAR SA ADAPT selected 5.2ADAPT selectee xx!: ieP.Yxxnb^.!x.'MYtmxa`m0.` QT^ S�ni:-2cxwss+[33r_?�.r'Lxa. S.<':XGa.nYbY.. k'. TTss!Sx xa"C �nLero3c�Y �!! 6 -.REQUIRED & PROVIDED.BARS 6.1 Top Bars max zis 3.X aas ow m` .required provided r. i :J--—..__.._... _...... ..__._.....B.2 Bottom Bars oso- 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 75 L1-98 I Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 85 .ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version2012 Hate: Septenntrer25,2014 Tmie:10:20:34 File: Support Line 85 1 -PROJECT TITLE_ General name 1.1 Design Strip:. Support Line 85 1.2 Lead Case: Sermce(Sustained Load) 1-00 x 5elftmight + 1..00 x Deed load + 0.30 x Uve road + 1.00 x Prestressing 2 MEMBER ELEVATIO i t '03 1: TS79.2 9. I II I I III. I II I I II I I it I I II I 3 - TOP REBAR 3.1 ADAPT selected 12ADAPT selected (s + !20• (D1x6XW 5 - BOTTOM REBAR 5. 1 ADAPT sole-ded 5.2ADAPT. selected h..'er1xaY...s'm:.tffPs'6'01!�'Ta'n SxaaX.R.xfaf.e�.'.`raes:#e[t.SeT.cv'cr,.tsaoa:'G'-eiiDe^,b"sd�Y. 5 - REQUIRED & PROVIDED BARS 8.1Top Bars Sue 0.* �m- s eguired provided .0. t 8.28ottomBars mex 000 n0a zaT o.o:. 19 - 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 76 L1-99 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 86 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEMA ADAPT -Builder Version 2012 Date: Septemiier 25, 2014 Time: 10:20:34 Flle: SupportLine W 1 - PROJECT TITLE: General name 1.1 Ceaign Strip: Support line 86 1.2 Load Casa: Service(Sustained Load) 1.00 xSelNeight 4 1.00 xDeadiced+ 0.30 xtive load- 1.00x Prestressing 2-aMEMBER ELEVATiOt I I I I I I I I I I I I I I I I I I I I I I I I 3- TOP REBAR 3.1 ADAPT selected 3.2ADAPT selected t - v z rsx�oe•. s ?55C8'S 5 - BOTTOM REBAR .5.1 ADAPT selected 5.2ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars a,se 1.73 n• s regoired provided. a ' 6.2 Bottorn Bars max �m c.uc o.s 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 77 L1-100 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 88 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 2014: Time: 10:20:34 Fie: Support Line 88 1 -PROJECT TITLE: General name 1.1 Design Strip. S upport Line.88. 1.2 Load Case:SeMce(Sustained Load) 1.00x5eMraight+ 1.00 xDeadload+ 0.30xLiveload+ 1.00xPrestressmg 2 - fdEMBER E L EVATI6f IfG ;ass zs.at a III I III I II I H 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected r sxs'v" 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected Nxc cerxxce�ssx-.c-.e,:mes.: xaa-erar+eve*� �x�:snaes;.�ecr.�:rr meex>zvxszsc mx-�-saae.�_ 6 - REQUIRED & PROVIDED BARS .6.1 Top Bars- me m. ON ar: 0-.73 inJ 4t required ' - provided o.o ca+ 6.2 Bottom Bars mex o, oae A.,ee o,u 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 78 L1-101 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 89 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuildeTVersion2012 Date: SeptemCer 25.,20-14 71me:10.20:3L fie: Support Line 83 1 - PROJECT TITLE: General name 1.1 Design Strip: Support Line. all 1.2 Load Case: Service(Sustained Lead) 1:00 x Seltemight+ 1.00 xDead load- 0.30x um load+ 1.00x Prestressing 2- MEMBER ELEVATIO (ft; III II I III II I III II I 3 - TOP REBAR 3:1 ADAPT selected 3.2 ADAPT selected '� axbs° ler 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2ADAPT selected 'a' !se-.cenna,..-+rn,-,maa�-,oen+re..ar�rxn.-e.�vs�.^.-ces;.ammxv'.. c,ecs.�•.z<ma>cr a2ne-nrcz-l- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max' i u aos z�7 ren- eeFuired proKlded '. a. a,b? .6.2 Battorn Bers In 171 071 L X 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 79 L1-102 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bidg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 90 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Bate: Sertemter 2E, 2014 Time: 10:20;34 Fie: Support Line 40 1- PROJECT TITLE: General name 1.1 Design Strip:. Support Lore 60 1.2 Load Case: Service(Sustained Load) 1.00 xSelhwight+ 1.00 x0ead load- 0.30x'Uve road+ 1.00xPresti ssmg 2-MEMBER ELEVATIO Im ssa Sao - ss I I I I I I I I I I 3 -TOP REBAR 3.1 ADAPT sele Ced- 3.2ADAPT seleded r -_rxFa^ Qz :�c;m 6xre^ 5 - BOTTOM REBAR -5. i ADAPT sele rted. E.2 ADAPT selected %�:Ser,:ax.-a-�rxck^. ma-cfh S>-�¢sncrc.zY^_E, s'awa.s;:msn;cC'axi.aw.Ntreas:`ereWre.�sY:Y.xe 5 - REQUIRED & PROVIDED BARS 6.1 Top Bars max ��� 2a2 iae 0.00 e4.uired `.� provided 6.28attam Bars max ceo o.m.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 80 L1-103 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 98 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version Z012 Date: September 25, 2014 7inne: 14:20:34 FZe. Support Line E8 1 -PROJECT TITLE: General name 1.1 Design Strip:. Support Line 08 1.2 Load Case: SeTvice(Sustained Load) 1.00x5eM-Haight4 1.01)xDeadload< O.UxUveloadt 1:00xPrestressing 2 - MERABER € L£VATIO tril aC !2 o le=4 M. ' it l II I I I I f l 1 I II I I I I I I d I II I I I I i l l t-11� FI •' F'-1 3- TOP REBAR 3.1 ADAPT selected. 3.2-ADAPT selected !-.�=.'e• 2 �.xrs•- _ �xnv- � _ rs-•. 5-BOTTOM REBAR 5.1 ADAPT selected. 5.2 ADAPT sale dad 6 - REQUIRED 8 PROVIDED BARS 5.1 Top Bars max !sr 9.89 226 549 ta+ I m equired provided 99 5.26dttom Bars 2 _ max avo : ss aae aro o.z 7 - SHEAR STIRRUPS 7.1 ADAPT selected. — B ar Size #€ Legs: 2 spacing pnj. 7.21.lser�eleded Bar Size # Tags: 151 - - - - - 7.3Requiredarea 'cA _H Item, ,„ 11 :1 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 L1-104 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 99 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-BuildetVersion2012 Date: Seotemloer25,2014. Time:10:20'34 File. Support Line 99 1 - PROJECT TITLE: Gen eral name I.1 Desig n Strip. Surpert tine 99 1.2Load Casa:Sernice(Sustained Load) 1.00xSelhveight+ 1.00xGeadload+ 0.3GxUveload+ 1.00xPrestressing 2-MEMBER ELEVATIO I j I I j I I 3 - TOP REBAR 3.1 ADAPT selected 3.2ADAPT sale clad xro•. Qc�cz•u 5 BOTTOM REBAR EA ADAPT selected 5.2 ADAPT selected ;�r ..ser,?x-_rar .v.:r..-omsn. exnwccsveshsc:=�ssc�a:s,aea?:+ssr.���:.-e�s�saxcsne-+esrm-.z- 6 -REQUIRED & PROVIDED BARS 8.1 Top:Bars n'i m ow m- reQulled proYICBB .o 6.2 Bottom Bars meRa� a.m am ems a.aa o.m 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 82 L1-105 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 100 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Gate: September 25, 2014 Time: 10:20:34 File: Support Line 100 1 -PROJECT TITLE: General name 1 A Design Strip: Support Line 100 1.2 Load Case: Senloe(Sustained Load) 1.00 x Seliweight + 1.00 x Deed laad = 0.30 x Lore load + 1:0D x Prestressing 2 - MEMBER E LEVATIOt IM I I I I I I I I I I 1 3- TOP REBAR 3.1 ADAPT selected`' 3.2'ADAP'e sole dads%+aa' 5'- BOTTOM REBAR , SA ADAPT selected 5.2-ADAPT selected �?:en�xrs�.„x .roa'.erx sa--s awxr.�a. sas. u:a. s..,men:c�c=; ae.e�<-msx%sa�aac-amev_m: 6 - REQUIRED R PROVIDED BARS. 6.1 Top Ears max 2.60 3s;, 131 m required � provided _�_ e.- 5..26atto-m Bars 81 _--�__.'=E max o:x aa= 0.00 10 - DESIGNER'S 143TES Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation, California, USA, Tel: +1 (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 L1-106 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 101 ADAPT-: STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25„2014 Time:10:20:34 File: Support Line 101 1 - PROJECT TITLE: Gen eral name 1.1 Design Strip: Support Line 101 1.21-aad Case: SeNce(Sustained Load) 1.00 xSelfaeight- 1.00 xDead. load+ 0.30x Lueload LODxPrestressing 2 - NIEMBE R E LEVATIDt 40 !7.2,!L ib t?: uyj 0 1i25 9.L% 3-TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected tx2s�!e1rv^ t e»Ex;e+ rsxe 5 - BOTTOM REBAR S.1 ADAPT selected 5.2ADAPT selected s.�: ue±>. .-!x�nrx,a-+nsar.«ats�:^saxivesxc±.*_e _._. .aa.r.esc:-...ssae-.�•+z saac re»rtee^ssne.ae 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars rnp 1s 1.65 naa 2.W CDC ifi. CA$ [in'] reQa(led !.fi. pra , I, t2 . 0 _........... _.._._. .---._..._._.._i... 6.2 Bottom Bars mercm naa are am aoa am a.oa 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 L1-107 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 106 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Bate:. September Z5, 2014 Time: 10.20 34 File: SupportLine TOE 1 -PROJECT TITLE: General name 1.1 Desig n Strip: S uppori tse ..108 1.2 Lead Case: Service(Sustained Lasd) 1.00xSelWfeignt- 1.00xDesdload+ 0.30xLt+eldada 1.00x Frestmssing 2 - 6aEMBE R E LEVATIO th] 32b5 d.e: 1 I I I I I I I H 3 - TOP REBAR 3.1 ADAPT selicted 3.2 ADAPT sele Qed + ayes• wxan� H 5-BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected -*r�aeroxrro-+rmn mne..-n'ar�m .erne.rm_y •�rse<v�:r.Yco:', sue..,-:�s.�s:'crm. _.. Me,_:� S -REQUIRED & PROVIDED BARS 6.1 Tdp:8ars MiR- - — -------- - - [I 206 =o> required .- provided -. a 6.28attam Bars m'exosa omr 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 85 L1-108 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 107 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Builder:Version 2012 Date: September 25, 2014- Time: 10:20:34 File: Support Line 107 1 - PROJECT -TITLE: General name 1.1 Design Strip: Supportiine:107 1.2 Load Case: SerAce(.Sustained Load) 1.00 x SelWreight+ 1.00 xDead load + 0.30 x L'efe lead - 1.00 x Prestressing 2-MEMBER ELEVATIOt [fij L?0002200 22aa Quo 2200 Diem t, II III II Ill I� III 3'- TOP REBAR 3.1 ADAPT selected " vsxao' 3.2ADAPT selected ' -.sxoo Q>bxi�Cer,#a. (s�e�cs -- i�csa rexs�}_.+eFxsa° sr rsx; to ,isf�e � 5-BOTTOM REBAR 5.1 ADAPT selected tx t`x+tm +s. �cuv 5.2 ADAPT selected'2--'`a'+:yxss fs �.sxt�s^ +s.tsx+re- +s tesu^ ac�.rerx_--.�e»e^ .msa^.nv eae m-rxveer.cecm.s:racm:.ti�r.%.xc=�..aweax.asxcc rcxurwxiaa« ' 6 -.REQUIRED & PROVIDED BARS .6.1.Tor, Bars te coo aei am Sae -a_oc 322 a.oz 2X +r (in=jss .required . provided- _ 9.a II- .B.2B.GttomBafs max a.+ecoo 094 .aaa '21. Vx 112: ae7 7-SHEAR STIRRUPS 7.1 ADAPT sale dad: C BarSize # 5 Legs: 2 ®�I� Spadgg �mj ^3.5 215 235 2,iS PS ... .^S.5 Ii.e 7.2 llseraelected- � � `---------------`--`--------- Bar Size tt Legs: '------------------- '----------- `---'------- ._._.� a2a 7.3 Required area au [in iRj a a; a H a, a2}i a, aasr 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 86 L1-109 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 112 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25. 2014- Time: 10:20:34 File: Support Line 112- 1 - PROJECT TITLE: General name 1.1 Deaign Strip:. Supporttine 112 1.2 Load Case: Sermoe(Sustained Load) 1.00 xSeWveignt- 1.00 xDeed load* 0.30xLive load 1.00 x Prestressing 2- MEMBER ELEVATiOt Ihl .. 25 a. is - I II III I II III I II III ry 3- TOP REBAR 3.1 ADAPTselected 3.2 ADAPT sale rted i�cx<'e xxsv" i xsYse^ 5 - BOTTOM RE BAR 5.1 ADAPT selected Qrx", 5.2 ADAPT seledd + F=z,e ax,o x±a• naacx�r+xa.,c-�:�.w„u.,s:ma.eer rr�-.e:zve��ns_e_v::yxee:rxm^...�v..c...-�assrexim++e-sa:e: 6 - REQUIRED & PROVIDED BARS 8.1 Top Bars max t.X 0oo t. ra. ie-le, . o. 6.2 Bottom Bars max a:,v r. 1.33 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 L1-110 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 115 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-Buddv Version 2Q12 Date: September 25, 2014 Time: 10:20:34 . File: Support Line 115 1 - PROJECT TITLE: General name 1.1 Design Strip: Support Line 115 1.2Load Case: SeNce(Sustained Load) LQQxselh-Belot- 1.oQxDeadload� 0.30xLwe load• 1.00xPrestiessmg 2- MEMBER ELEVATIO IfIll E. i Ya.ae d0.^9 +6E I I I II I I II 3 - TOP REBAR 3:1 ADAPT selected 3.2ADAP,'s selectedax+s- 5 - BOTTOM REBAR .5.1 ADAPT selected- 5.2ADAPT selected txFe.sarvee�rrzn-xasarneer,-r ea-�-aaie.es�rznsasa^xa-vee:am r. axesr trsas^r rewa-t,-zr, cx x 6 - REQUI RED & PROM DED BARS 6.1 Top Bars max "• i.r. ass I in'b. s reyuned .- prnvlded a. 6.2Bottom Bars eAa 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 L1-111 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 118 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Bate: Ssptemoer.25,2014 Time: 10:20:34 File: Support Line 118 1 -PROJECT TITLE: General name 1.1 Design Strip:. Support Line 118 1.2 Loads. Case: SeNce(Sastained Load) 1.00 xSel%%eight+ 1:OOx Dead load + 0.30 xLrve load- 1.00xPrestlessing 2 ELEVATIO T-TNMkEMBER S+S 33.01 -3a.ad 22v9 Y2.m 32 �: 5. , 3- TOP REBAR a.1 ADAPT.seleclad ('' +cse• wcte 1s azs 1s x<6� Q xas' 1r .swt- 12ADAPTselected �IX v F=i eX Qu s �xsn��Quoc.'�.i€zsh• °�� w -ems 5 - BOTTOM REBAR S1 ADAPT selected. t9 z xse• 5.2 ADAPT selected ruc icr z�n-:�vz,mrn=mcm+r scmr<saarc�!e>;.a �ssrti.,a_a.:s�cnrc`;..ex.a„s;:u T.<aaro-n,s�e,�- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 2a+ 1+E0r 2.1e a era am z:a 000 -:Yz m- requlred prauided -. _ns &:2Bottom Bars In am am ama:m 000 -em aao am a 000 s.m 7 - SHEAR STIRRUPS .F 7.1 ADAPT sale I BarS¢e#5 Legs: 2 ���� Spacing [nk - scats ter�If�432] ass ^+ss 7.2 User -selected `---- '--------- ---`-------- -- ----'-' -- BarSize* Legs: _ _ ra ---------'--- - ---- ----'-'- --- ___ ------------------ _________ -- 7.3Requiredares _es Win 0,31ass c. c-tom a_ - 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 89 L1-112 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 119 . ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Date: September 25, 201.4- Time: 10:20:34 File: Support Line 119 1 -PROJECT TITLE: General name 1.1 Design Strip_ Support Line 119 1.2 Load Case_ Senloe(Sustained Load) 1.00x5elfueight+ 1.00xDeadlosd+ 0.3dx Ltre.load. 1.00 x Prestressing 2- MEMBER ELEVATIO Iftj I'm 2651 "o, :63'o 1 bb3 33 II II II II II II II II II II II II. 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 1 _ Ex?'b'. 2 IN6" 3 afcti;• 3 6zna• 6(�>Gs»S�= =:e:. 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected �S/e.'iGY+x.'G^.:f`M'.`:SYL'¢^.^8'tf:. hTY<c'at�eLY_�.a eyse•..:resae s?:+YOY1:M9'.�.�'fGC^—:�.'. Xf vaki'rc3:Ve.'x.�+Y.�GCG! 6 - REQUIRED & PROVIDED BARS 61 Tap BerS a' 390 3.43 '3.33 o}b: requ ired B.2B3tt0m Bars max. 0.m a.0a nao oso os0 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 L1-113 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm 2012 SUPPORT LINE 120 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Builder Version 2012 Bate: Septemher Z5,.2014 Time: 10:20:34 File: Support Line 120 i -PROJECT TITLE: General name 1.1 Design Strip: Support Line 120 1.2 Load Lase: Service(Sustained Lead) 1.00 x Selhaeight+ 1.00 xDead lead +' 0.30 x Live lead + 1.0D x Prestressing. 2 - MEMBER E LEVATfOf Ift] a 1 !cas z.� I I I I I i I I 1 I I I I I I I I I I I I 3 - TOP REBAR 3.1 ADAPT selected ° 'axas.. 3.2 ADAPT selected '!�xx3e _ Qr�sxav _ Q�as!ce^ 5 - BOTTOM REBAR 5.1 ADAPT selected S.Y ADAPT selected M..'GCY�x�.��:Yrnr:.x➢,n6'tT�: San �¢a7tt�e L!F9yG Kas �n�c�s::�SeY hFbiP..iMChe�txs:mch'rcdhr.^e!f1Y�.�.e-. 6 - REQUIRED & PROM DED OARS E.1 Top�Bars rm equired provided .- mgx !.!? Tol e. 3.. 6.2 Bottum Bans e max nm 0o5 'e:a 7 SHEAR STIRRUPS goo 7.1 ADAPT selected: .. . B arSize # ` Legs: 2 Spacing [n] ________________________________________________________________________ 7.2 Useraelected BarSize# Legs: •------- _----------------------------------------------------------- _____-------- .a 7.3 Required area jin`11Ip a i 1n - nFSI(,NFR'5;-NnTF3 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 91 L1-114 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 121 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: September 25, 201E Time:.10:2D:34 file: Support Line 121 1-PROJECT TITLE: General name 1.1 Design Strip:.S upport the 121 1.2 Load Case: Servioe(Sustained Load) 1.00xSelfiveight+'1.00xDeadloa4+ 0.30x Ltrelaad+ 1.00xPrestressing 2 p- MEMBER ELEVATIOI 1ttl V 96 1 S I I I 1 I I I I I I 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele ded lbxsc^ �;s�+ae• 5 - BOTTOM REBAR 5.1 ADAPT acteded ADAPT select d .;�.�.sewxzs�x+xauna-.*uar.rr:.. zeywecr_^n_taste:s�-.-ae::.�n:n:ea..s.�ss�r.. xrrazcnvmc.. anr:v� 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 22r rin equired provided -....__.....__._......-.JJ --._._._._.......6.2BottomBars e.x _ aa0 10 - DESIG NER'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 92 L1-115 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 123 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM -ADAPT-Bullder Version 2012 Date: September 25, 2014 Time: 10:20:34 File: Support line 121 1 -PROJECT T9TLE: General name 1.4 Design Strip:Support Line 123 1.2 Load Case: SeNce(Suslained Load} 1.00x5eltweight- 1.00. x0esd Mad + 0.WxLWe load+ 1.01)x Prestressinmg 2 - MEMBER ELEVATt6t IM asp all s s I II I I I II I I I II I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT sele dad 5 - BOTTOM REBAR 5.1 ADAPT selected v.2 ADAPT selected fk2:'it19��.^z.�s!rnrn--m�a^.rns`1le Sri�<tazee SYb::y Fsit�C-'��fatst�f.�'l=. n4exerbScaS'C-'N`hme.�SY..:x� 5 - REQUIRED & PROVIDED BARS 6.1 Top Bars max "a a.a aoo (inj ss reg"ired prooded ';.d 6.2 Battam Bars max aJ03 ax 1.73 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 L1-116 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm. FLOOR -PRO 2012 SUPPORT LINE 126 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAP .Budder Version 2012 . Date: September 25,.2014 Time: 1020:34 Flia: Support Line 12& 1 -PROJECT TITLE: General name 1.1 Design Strip: Support line 126 1.2 Load Case: SeNce(Sustamed Lead) 1.00' x Selruae'ight i 1.00 xDead load+ 0.30x Lr.,e load a 1.00 x Prestressing 2 - UEMBE R E LEVATIot r,72 low 2a r5 II I I JI I I as II I I H I 3- TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected r sx:ar z - 5xs5 < ex�r Y"ax<a• 5 - BOTTOM REBAR 5.1 ADAPT selected. 5.2FiDAPT selected s .Szan !��' iefhr_-c!n'�s!m:.�c.X^.T6` E}.!� fa^_�e a7avt Ec'cx &rn. a -suede stsCY.ECS�.sdetr trsis@Crol'b�"e^1N. Y��Y 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars meX zi: z.re aoa r.ir 0.00 a.C. I in-1 provided a � 5.26ottpm Bats msx000 2.9S oaa 019 am- am 7 -SHEAR STIRRUPS 7.1 ADAPT sale ded. 'BarSizeSS Legs: 2 = pn$ Spadng236 —� 7.2 Userseleded ------------------------- -________---1___----_.-____-____.__•____-____.____. ' BarSize 7 tags: 7.3 Required area L3' [in'!ftj , ra 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 94 L1-117 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 127 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -budder Version 2Q92 Date: September 25, 2014 Time:.10.20:34 File: Support Line 127 1-PROJECT TITLE: General name 1.1 Design Strip: Supporttere 127 1.2 Load Case: Sernlce(Sustained Load) 1.00 x SelMeight+ 1Ail xDead Iced, 0.30 xtive load + 1.01) x Prestressing 2 - MEMBER ELEVATIOt I I 1 3ST i I i i i 3-TOPREBAR .1 ADAPT selected 3.2 ADAPT selected l+rEsnoo r Q*rxixice- 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2'ADAPT seledad ;a2 PTse.lect e,av mesrnszeai er.*e�s.�a�:.��.sec>,�n%=c-.�.x�rr.xzc.�ancx.,sr�cee 6 - REQUIRED 8 PROVIDED BARS 6.1 TopBars r"3 �- �" 23s 1 in=l. required provided to ..I------ 6.2 bottom Bars -_u mex o_- aa: 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 L1-118 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 25, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 SUPPORT LINE 128 ADAPT- STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -Budder Version 2012 Date: September M. 2014 dime: 10:2D:34 :Pile: Support Line 128 1 - PROJECT TITLE: General name 1.1 Design Strip: .Supportline 129 1.2 Load Case: Seivice(Sustained Load) 1.00 x SeI veight 4 1..00 xDead lead + 0.30 x Liie load + 1:00 x Prestressing 2-MEMBER ELEVATIOF t11j 9b ie+.b ia9b I I I I I I I I I I I H 3-TOPREBAR 3.1 ADAPT sets dad 3.2ADAPT selectedl asxr ao• .. z a�cwb- 5-BOTTOM REBAR 5.1 ADAPT selected-r"�''a" 5.2 A.DAPT selected n ur,rxcTsellect_,rna,.m..erns,,.-�rcer es�e.+:a �asn,�e-vas>�n.rr=.sv.�r..4rexxr��,+Gsr^x ae 6 -REQUIRED & PROVIDED BARS 6.1 Top Bars max 2 �4 iev eaa. m' required a: provided o: 6.26attomBars 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 Rebar Plan - Top Mat 1 13:03:17 Tukwila Village Building D 3:03: Bldg_[ _5.adm L 1 Rebar Plan - Bottom Mat 1 13:04:17 Tukwila Village Building D 3:04: Bldg_D_5.adm L 1 r N O q kr 5a' i� IJ (fir Y W x Column Plan 09/26/14 13:05:47 Tukwila Village Building D 13:05:47 Bldg_[ _5.adm L 1 L1-122 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 26, 2014 File Name: B1dg_D_5.adm 2012 180.40 PUNCHING SHEAR STRESS CHECK RESULTS QV COLUMN SECTION Load Combination:StrenQth(Dead and Live) FLOOR -PRO 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 22 Interior rr -154.179 -16.350 0.142 0.008 0.150 0.212 0.71 Column 22 Interior ss -154.179 4.930 0.142 0.002 0.145 0.212 0.68 Column 23 Interior rr -183.528 26.426 0.170 0.013 0.182 0.212 0.86 Column 23 Interior ss -183.528 1 6.988 0.170 0.003 0.173 0.212 0.82 Column 24 Interior rr -249.090 -18.938 0.230 0.009 0.239 0.212 1.13 Column 24 Interior ss -249.090 0.652 0.230 0.000 0.230 0.212 1.09 Column 25 Interior rr -197.909 -19.449 0.183 0.009 0.192 0.212 0.91 Column 25 Interior ss -197.909 -5.283 0.183 0.002 0.185 0.212 0.87 Column 26 Interior rr -193.530 21.353 0.179 0.010 0.189 0.212 0.89 Column 26 Interior ss -193.530 -6.452 0.179 0.003 0.182 0.212 0.86 Column 27 Interior rr -117.888 2.114 0.109 0.001 0.110 0.212 0.52 Column 27 Interior ss -117.888 -6.060 0.109 0.003 0.112 0.212 0.-53 Column 29 Interior rr -71.265 -2.758 0.066 0.001 0.067 0.212 0.32 Column 29 Interior ss -71.265 -2.701 0.066 0.001 0.067 0.212 0.32 Column 30 Interior rr -118.286 1.544 0.109 0.001 0.110 0.212 0.52 Column 30 Interior ss -118.286 4.508 0.109 0.002 0.111 0.212 1 0.53 Column 31 Interior rr -169.008 14.298 0.156 0.007 0.163 0.212 0.77 Column 31 Interior ss -169.008 3.966 0.156 0.002 0.158 0.212 0.75 Column 32 Interior rr -199.040 -11.077 0.184 0.005 0.189 0.212 0.89 Column 32 Interior ss -199.040 3.187 0.184 0.001 0.185 0.212 0.87 Column 82 Interior rr -130.125 -20.926 0.163 0.014 0.177 0.212 0.84 Column 82 Interior ss -130.125 2.318 0.163 0.002 0.165 0.212 0.78 Column 89 Interior rr 38.074 0.000 0.129 0.000 0.129 0.207 0.62 Column 89 Interior ss 38.074 0.000 0.129 0.000 0.129 1 0.207 0.62 Load Combination:Strength(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 22 Interior rr -141.441 -13.946 0.131 0.007 0.137 0.212 0.65 Column 22 Interior ss -141.441 4.758 0.131 0.002 0.133 0.212 0.63 Column 23 Interior rr -170.168 23.401 0.157 0.011 0.169 0.212 0.80 Column 23 Interior ss -170.168 6.245 0.157 0.003 0.160 1 0.212 0.76 Column 24 Interior rr -229.239 -16.636 0.212 0.008 0.220 0.212 1.04 Column 24 Interior ss -229.239 0.520 0.212 0.000 0.212 0.212 1.00 Column 25 Interior rr -181.006 -17.721 0.167 0.009 0.176 0.212 0.83 Column 25 Interior ss -181.006 -4.821 0.167 0.002 0.169 0.212 0.80 Column 26 Interior rr -176.748 19.591 1 0.163 1 0.010 0.173 0.212 0.82 Column 26 Interior ss -176.748 -5.899 1 0.163 1 0.003 1 0.166 0.212 0.78 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 1 L1-123 Project Name: Tukwila Village Building D Specific Data: L1 Date of execution: September 26, 2014 File Name: Bldg_D_5.adm FLOOR -PRO 2012 Column 27 Interior rr -110.112 1.267 0.102 0.001 0.102 0.212 0.48 Column 27 Interior ss -110.112 -5.605 0.102 0.003 0.104 0.212 0.49 Column 29 Interior rr -64.923 -1.621 0.060 0.001 0.061 0.212 0.29 Column 29 Interior ss -64.923 -2.340 0.060 0.001 0.061 0.212 0.29 Column 30 Interior rr -108.747 1.103 0.100 0.001 0.101 0.212 0.48 Column 30 Interior ss -108.747 4.103 0.100 0.002 0.102 0.212 0.48 Column 31 Interior rr -155.045 13.272 0.143 0.006 0.150 0.212 0.71 Column 31 Interior ss -155.045 3.660 0.143 0.002 0.145 0.212 0.68 Column 32 Interior rr -183.521 -10.183 0.170 0.005 0.175 0.212 0.82 Column 32 Interior ss -183.521 2.946 0.170 0.001 0.171 0.212 0.81 Column 82 Interior rr -81.348 -12.076 0.102 0.008 0.110 0.212 0.52 Column 82 Interior ss -81.348 0.291 0.102 0.000 0.102 0.212 89 Interior rr 25.233 0.000 0.085 0.000 0.085 0.207 Z�§Column Column 89 Interior ss 25.233 0.000 0.085 0.000 0.085 0.207 Legend: CONDITION..... (a)= Intersecting beam, wall, or other non -conforming geometry. Perform shear check manually. 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 2 L1-124 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT Called out as SR1.1 Load Combination: Strength(Dead and Live) on drawings Number of rails per side: 2 Column Number Stud Studs 2 3 4 5 6 ID of diameter V studs/rail in 24 4 0.63 Distance 4.75 9.50 14.50 19.25 Load Combination: Strength(Dead Load Only) Number of rails per side: 2 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail in 24 3 0.63 Distance 4.75 9.50 14.50 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 Unit in 0.37 0.34 0.31 !i �0.28 k 0.26 0.23 F 0.20 �r rM 0.140.1 t. -. - — 0.12 �0.09 �0.06 0.03 l� 0.00 4 -0.02 - 1 F, �l Z-Translation SERVICE DEFLECTIONS 14 Units: in Tukwila Village Building D 13:13: 13:13:24 Bldg_D 5.adv L 1 Deformation Point of Maximum Deflection Occurs in Parking Area in Exterior of the Building. Z-Translation LONG TERM(CRACKED) DEFLECTIONS Unit: in 1.02 0.95 0.87 { : 0.79 10.71 WOW 0.64 0.56 6 0.48 �0.41 0.33 �=0.25 0.17 �0.10 0.02 -0.06 2Units: in Tukwila Village Building D 14:1:53 14:21:53 Bldg_D_5.adv L 1 Deformation LD-1 halo Consulting Group civil { structural 1 land use STRUCTURAL CALCULATIONS LATERAL DESIGN (ETABS) TUKWILA VILLAGE - BLDG D 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 LD-3 ET Bl v2013 Integrated Building Delsign Software Lateral Design Model File: TukWIaBldgD, Revision 0 10/6/2014 ETABS 2013 13.1.4 TukwilaBldgD-11.EDB 0...._ _ r �7 0 ( 0 i j (') �) 0 C� O O Plan View - L2 - Z = 323 (ft) 10/6/2014 lb, in, F r 0 ETABS 2013 13.1.4 10/6/2014 TukwilaBldgD-11.EDB Plan View - Mezz - Z = 312.5 (ft) lb, in, F r- 0 cn ETABS 2013 13.1.4 10/6/2014 000 0000 0 0 0 0 �1 4 .... 0 : 0 O 0 O I �� 0 �i TukwilaBldgD-11.EDB Plan View - L1 - Z = 302 (ft) lb, in, F o ETABS 2013 13.1.4 10/6/2014 TukwilaBldgD-11.EDB 3-D View lb, in, F LD-8 Structure Data 10/6/2014 1 Structure Data This chapter provides model geometry information, including items such as story levels, point coordinates, and element connectivity. 1.1 Story Data Table 1.1 - Story Data 1 Height Elevation Master Similar Splice Name , ft ft Story To Story L2 j 10.5 ( 323 No None No Mezz 10.5 312.5 No None No L1 j 10.5 302 No None i No P1 0 291.5 I No None f No 1.2 Mass Table 1.2 - Mass Source Include' i Lump j Include Added Include Lateral r ; Load ` at {Multiplier Elements i Loads Only Pattern ; Mass { I Stories ! No No Yes Yes Yes i Dead 1 Table 1.3 - Centers of Mass and Rigidity i t Cumulative Cumulative Mass X I Mass Y XCM i YCM ` XCCM I YCCM Story Diaphragm j X Y lb-s'/ft Ib-s'/ft ft f ft ; ft IIII ft Ib-s'/ft Ib-s'/ft L1 D1 165016.87 165016.87 98.4008 397.5528 165016.87 165016.87 :98.4008 97.5528 Mezz D2 139408.29 39408.29 89.3344 85.8923 39408.29 39408.29 189.3344 85.8923 I L2 D3 1157279.19 157279.19 74.3916 f82.2266 157279.19 1 157279.19 i74.3916 82.2266 Table 1.4 - Mass Summary by Diaphragm Mass X Mass Y Mass Mass X Mass Y Moment Story ; Diaphragm Ib-s'Ift lb-s'/ft of Inertia Center ' Center I lb-ft-sz ft I ft _I L2 D3 j157279.19 157279.19 569372458 74.3916 ff 82.2266 Mezz D2 39408.29 39408.29 132805065 89.3344 185.8923 L1 D1 165016.87 165016.87 560586318 98.4008 197.5528 Table 1.6 - Mass Summary by Story UX UY UZ Story 1 I lb-s'/ft lb-s'/ft Ib-s'/ft L2 157279.19 157279.19 0 Mezz ( 40502.27 40502.27 0 L1 1165581.46 165581.46 0 P1 16782.61 16782.61 0 Page 2 of 58 XCR ft YCR ft Properties 10/6/2014 LD-9 2 Properties This chapter provides property information for materials, frame sections, shell sections, and links. 2.1 Materials Name Type 4000Psi Concrete 5000psi ± Concrete 6000psi Concrete A615Gr60 i Rebar A992Fy50 j Steel 2.2 Frame Sections 2.3 Shell Sections Table 2.1 - Material Pr E Ib1ft2 519119496 0.2 519119496 ? 0.2 519119496 0.2 4176000000 0.3 4176000000 ? 0.3 operties - Summary Unit Weight ` Design Strengths lb/ft3 150 j Fc=576000lb/ft2 150 3 Fc=720000lb/ft2 i 150 i Fc=864000lb/ft2 490 ' Fy=8640000 Ib/ft2, Fu=12960000 Ib/ft2 490 Fy=7200000 Ib/ft2, Fu=9360000 Ib/ft2 Table 2.2 - Frame Sections - Summary Name Materiall Shape Beam10x36 5000psi Concrete Rectangular Beam10x60 5000psi i Concrete Rectangular Beam18x36 ! 5000psi Concrete Rectangular Beam24x40 5000psi I Concrete Rectangular i Beam42x26 5000psi J Concrete Rectangular Beam42x36 5000psi ; Concrete Rectangular Beam48z16 5000psi Concrete Rectangular Beam48x22 5000psi i Concrete Rectangular Beam48x26 5000psi Concrete Rectangular Beam48x36 5000psi I Concrete Rectangular Beam48x36-StdClearances 5000psi Concrete Rectangular Col12x24 5000psi Concrete Rectangular Co112x30 5000psi Concrete Rectangular Col12x36 5000psi ' Concrete Rectangular Co118x18 5000psi Concrete Rectangular Co118x24 5000psi Concrete Rectangular Co118x36 5000psi j Concrete Rectangular Col21 D 5000psi Concrete Circle Name Deckl Slab10 Slabl 2 Slab14 WaII10 Table 2.3 - Shell Sections - Summary Design Element ' Totall Deck Type Material Type Thickness Material ft Deck Membrane 4000Psi j 0.29167 IA992Fy50 Slab Shell -Thin ' 5000psi 0.83333 Slab Shell -Thin ' 5000psi 1 Slab Shell -Thin 5000psi 1.16667 Wall Shell -Thin 5000psi 0.83333 Page 3 of 58 Deck Depth ft 0.25 LD-10 Properties 10/6/2014 Table 2.3 - Shell Sections - Summary (continued) Design' ,ement ? Total i Deck Deck Name El ? Material . Thickness Depth Type : Type I ft Material ft, Wall12 Wall 'Shell -Thin 5000psi 1 Wa118 ` Wall Shell -Thin 5000psi 0.66667 2.4 Reinforcement Sizes Table 2.4 - Reinforcing Bar Sizes Name I Diameter Area ft ft?, #2 1 0.02083 `s0.000347 #3 0.03125 10.000764 #4 0.04167 10.001389 t #5 0.05208 €0.002153 I #6 0.0625 10.003056 #7 0.07292 10.004167 #8 1 0.08333 10.005486 #9 1 0.094 €0.006944 #10 0.10583 w.008819 S #11 0.1175 40.010833 #14 € 0.14108 10.015625 #18 0.18808 10.027778 Page 4 of 58 Il Assignments 10/6/2014 LD-11 3 Assignments This chapter provides a listing of the assignments applied to the model. 3.1 Frame Assignments Table 3.1 - Frame Assignments - Summary (Part 1 of 2) Story Label ;Unique f i ;Design Length! Analysis Section Design Section i Name . Type ft L2 C2 53 ? Column 1 27.5 C0118x18 Col 18x18 L2 C3 54 ` Column 27.5 Co118x18 s C0118x18 L2 C5 j 56 Column 21 Col 18x18 Col 18x18 L2 C6 , 28 Column 21 Co118x24 i Co118x24 L2 C29 i 33 1 Column i 21 Coll 8x18 Coll 8x18 L2 C33 34 j Column 21 Co118x18 { C0I18x18 L2 C38 36 1 Column 21 Co118x18 Coll 18x18 L2 C39 44 Column 21 Co118x18 i Coll 18x18 L2 C67 j 29 Column } 10.5 Co118x18 j Co118x18 L2 C68 i 31 Column 10.5 Co118x18 Co118x18 L2 C4 84 Column 10.5 Col 12x24 = Col 12x24 L2 C14 105 Column 10.5 C0112x30 Co112x30 L2 C34 ; 112 ' Column 10.5 Col 18x18 j Col 18A 8 L2 C35 114 Column 10.5 Co118x18 Co118x18 L2 C37 66 Column 10.5 Co118x18 Co118x18 L2 C40 118 Column 10.5 Col21D Col21D L2 C53 72 ;Column 10.5 j Col21 D Col21 D Mezz C51 24 Column 10.5 Co112x24 CoI12x24 Mezz C67 i 27 1 Column i 10.5 Coll 8x18 Co118x18 Mezz C68 30 Column i 10.5 Co118x18 Co118x18 Mezz C32 69 Column j 10.5 Coll2x24 Coll IW4 Mezz C4 85 Column I 10.5 Co112x24 E Co112x24 Mezz C14 104 Column 10.5 C0112x30 Col 12x30 Mezz C34 93 1 Column 10.5 1 Col 18A 8 Co118x18 Mezz C35 113 Column i 10.5 Col 18x18 Col 18x18 Mezz C37 65 ;Column 10.5 ; Col 18x18 i Co118x18 Mezz C40 j 117 ; Column 10.5 Col21 D Col21 D Mezz C53 68 Column ' 10.5 Co121 D ( Co121 D L1 Cl 1 i Column 10.5 j Co112x24 Co112x24 L1 C7 2 Column I 10.5 Co112x24 Co112x24 L1 C8 3 Column i 10.5 Co112x24 ( Co112x24 L1 C9 4 Column ' 10.5 Co112x24 Co112x24 L1 C10 5 Column 10.5 Col 12x24 Co112x24 L1 C11 I 6 Column I 10.5 Co112x24 Coll IW4 L1 C12 7 Column ? 10.5 Col 12x24 Col 12x24 L1 C13 I 8 l Column 10.5 Co112x24 Co112x24 L1 C15 10 i Column 1 10.5 Co112x24 i Co112x24 L1 C16 11 Column 10.5 Co112x24 E Co112x24 L1 C17 12 Column i 10.5 € Co112x24 Coll 12x24 Page 5 of 58 Axis Angle deg 72.265 72.265 72.265 72.265 162.265 72.625 72.625 72.625 162.265 72.265 72.265 162.265 72.625 72.625 72.625 Max Station Spacing ft 10/6/2014 LD-12 Assignments Story L1 L1 L1 Li L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 Mezz Mezz Mezz Mezz Mezz Mezz Mezz L1 L1 L1 Label Un N a Table 3.1 - Frame Assignments - Summary (Part 1 of 2, continued) i ique ;Design > Length Analysis Section. Design Section me i Type ft C18 ? 13 C19 14 C20 15 3 C21 16 1 C22 j 17 C23 18 C24 19 C25 ' 20 I C27 22 C28 23 C26 21 C31 25 C44 1 43 C43 ? 45 r C46 46 C47 j 47 C48 I 49 C32 57 C50 78 C52 87 B5 63 B13 ! 92 B20 94 B21 95 B35 ? 103 B36 j 96 B37 97 B38 98 B39 99 i B40 100 B41 101 B42 102 t B43 108 B44 ; 109 B5 26 B13 82 B20 89 B21 90 B35 91 B43 ! 106 B44 107 B1 37 B2 38 B3 39 Column 10.5 Column 10.5 Column 10.5 3 Column 1 10.5 Column 10.5 Column 10.5 Column 10.5 Column i 10.5 Column 1 10.5 Column 10.5 Column 10.5 Column 10.5 Column ? 10.5 } Column 10.5 Column I 10.5 Column 10.5 Column j 10.5 Column 10.5 Column 1 10.5 Column ! 10.5 s Beam 8.25476 Beam 120.79167 Beam 21.9952 Beam �21.99399 Beam j10.27083 Beam ! 16.62507 Beam 22 Beam 22.01722 Beam j2l.99055 Beam 124.16677 Beam 120.83333 Beam 12l.48958 Beam 18.70093 Beam ?24.03615 Beam 8.25476 Beam :20.79167 Beam 21.9952 Beam 21.99399 Beam ' 10.27083 Beam 8.70093 Beam 124.03615 Beam `30.02136 Beam 127.01044 Beam 27.01044 Co112x36 Co112x36 Co112x36 Co118x18 Co118x36 Co112x36 Co112x36 Co118x18 Co112x36 Co118x18 Co118xl 8 Coll 2x30 Coll 8x18 Co112x24 Coll 2x24 Co112x24 Co112x24 Co112x24 Co112x24 Co112X24 Beam 18x36 Beam 1046 Beam10x36 I Beam 10x36 Beam10x36 Beam10x60 Beam 10x60 Beam10x60 Beam10x60 Beam10x60 Beam 10x60 Beam 10x60 Beam 18x36 Beam18x36 Beam 10x60 Beam 10x60 Beam10x60 Beam 10x60 Beam 10x60 Beam10x60 Beam10x60 k Beam42x36 { Beam48x36-StdClearances I Beam42x36 Page 6 of 58 Co112x36 Co112x36 Col 12x36 Col 18A 8 Coll 18x36 Col 12x36 Col 12x36 Col 18x18 Coll 12x36 Co118x18 C0118x18 Coll 12x30 Co118x18 Co112x24 Co112x24 Co112x24 Co112x24 Col 12x24 Col 12x24 Coll 12x24 Beam 18x36 Beam 10x36 Beam 10x36 Beam 10x36 Beam 10x36 Beam 10x60 Beam10x60 Beam 10x60 Beam 10x60 Beam 10x60 Beam10x60 Beam10x60 Beam 18x36 Beam 1846 Beam 10x60 Beam10x60 Beam10x60 Beam10x60 Beam10x60 Beam 10x60 Beam 10x60 Beam42x36 Beam48x36-StdClearances Beam42x36 Axis Angle deg 72.265 72.265 72.265 72.265 72.265 72.265 72.265 72.265 72.265 72.265 162.265 72.265 252.265 252.265 252.265 162.265 Max Station Spacing ft 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Assignments 10/6/2014 LD-13 Story L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 Table 3.1 - Frame Assignments - Summary (Part Label i Unique = Design Length Analysis Section Name Type ft B4 40 Beam 127.01044 Beam42x36 B6 42 j Beam 22.27974 Beam42x36 B17 59 Beam 125.500031 Beam48x36 B12 41 Beam 29.86061 Beam48x36 B14 61 j Beam 17.000021 Beam48x36 B18 62 Beam j26.49995 Beam48x36 B11 35 Beam 128.33809 i Beam48x22 B24 60 Beam 115.48166 Beam48)36 B10 s 9 ; Beam 1 � 15.362621 Beam42x36 Bib ? 32 i Beam 18.373531 Beam48x36-StdClearances B19 48 J Beam 118.37353 Beam42x36 B22 55 Beam i 18.373531 Beam42x36 B26 70 Beam 7.86975 1 Beam42x36 B25 1 50 Beam 112.604781 i Beam42x36 B27 51 Beam i 7.87408 Beam42x36 B28 52 Beam 7.87408 Beam42x36 B29 58 Beam 7.87408 Beam48x36-StdClearances B30 ? 67 Beam 16.30033 ' Beam48x26 B31 79 Beam ; 6.30033 j Beam42x26 B32 ; 80 ; Beam 6.30033 Beam42x26 B33 j 81 Beam j 3.89488 Beam42x26 B7 83 Beam 6.95449 > Beam42x26 B8 j 86 j Beam 23.91322 Beam24x40 B34 88 I Beam �23.05427 i Beam48x22 B45 i ; 110 Beam 8.33333 Beam48x26 B46 111 1 Beam 121.41667 Beam48x16 B9 71 Beam 118.373531 Beam42x36 1 of 2, continued) Design Section Beam42x36 Beam42x36 Beam48x36 Beam48x36 Beam48x36 Beam48x36 Beam48x22 Beam48x36 Beam42x36 Beam48x36-StdClearances Beam42x36 Beam42x36 Beam42x36 Beam42x36 Beam42x36 Beam42x36 Beam4846-StdClearances Beam48x26 Beam42x26 Beam42x26 Beam42x26 Beam42x26 Beam24x40 Beam48x22 Beam48x26 Beam48x16 Beam42x36 Table 3.1 - Frame Assignments - Summary (Part 2 of 2) Unique E Min q Story Label Number ;Releases L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 C2 C3 C5 C6 C29 C33 C38 C39 C67 C68 C4 C14 Name 53 54 56 28 33 34 36 44 29 31 84 105 Stations 3 3 3 3 3 3 3 3 3 3 3 3 Page 7 of 58 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Axis Angle deg Max Station Spacing ft 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 10/6/2014 LD-14 Assignments Table 3.1 - Frame As ......_ ..... . Story L2 L2 L2 L2 L2 Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 signments - Sumi ................................. LabelUnique Name C34 112 C35 114 i C37 66 C40 118 C53 72 C51 24 C67 27 C68 30 C32 69 C4 85 C14 104 C34 93 C35 € 113 C37 65 C40 117 C53 68 C1 ( 1 C7 2 C8 3 C9 4 C10 5 C11 6 f C12 7 C13 8 C15 i 10 C16 11 C17 ( 12 C18 13 C19 14 C20 1 15 C21 16 C22 17 C23 18 C24 19 C25 20 C27 22 C28 23 C26 21 C31 i 25 C44 43 C43 45 C46 46 C47 I 47 C48 49 nary (Part Min i Number Stations 3 3 ( 3 i 3 j 3 3 j 3 3 t 3 3 3 3 i i 3 F 3 3 3 4 3 3 3 3 i ' 3 3 3 3 3 3 3 3 1 3 3 3 ! 3 1 3 3 3 3 1 3 3 I 3 3 3 3 3 3 Page 8 of 58 2 of 2, continued) Releases Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes No Yes Yes Yes Yes Yes Yes No No No No No No No No No Yes No Yes Yes No No No Yes Assignments 1oei2@4 d5 Table 31.Frame Assignments - Summary (Part2@2continued) m§ \ k&ry> \f Number s sNmei z tnSus \I � .. \r yw L C32 57 a Yes a 70 2 ` a Yes e c2 ; r 3 Yes e m: e Yes 2 ea ' 92 Yes L &o : 94 | Yes e &, « ( Yes 2 k5 ,e Yes & ` B» : K Yes L m7 : 9 | r 2 B3 : m r, g mg # Yes Q e0 ,g Yes 2 . k1 : 101 ra g s2 : ,Q Yes 2 e3 12 Yes a B44 109 . ) Yes Mezz k : 26 ) ) Yes ee ea ' E Yes m z &o 1 # Yes Me ( &1 90 Yes z | e5 ' g 1 Yes _ &a : 12 | Yes Me _ m4 ,g | Yes e m 37 ! No g B2 : » ) ( No u & : # ( No u | B4 : 40 ) ( No e m : a ' | No w | e7 g | No u e2 ) 41 ! Yes e e4 ! 61 No e ea : 62 ` U e e, : » Yes e &4 60 ( No a e0 : g ) Yes u ee : 3 | ra B e9 : 48 ! Yes u 822 e : Yes e &e : 70 ( Yes u B25 } 50 | No LI &7 e | No u &a ' 52 No o &g : 9 ! No Page gy 58 Ste Assignments Tb131.Frame Assignments .S mmary(Prt2o $continued) Story \Label Min Unique \N me�Number . Releases <.{ftatbn { . » e (� 0 � ... 67 . . No e &1 79 A w ! e2 80 No e k2 : e | No e B 83 | Yes o ; e e | r■ w m4 : 5 | Yes e m5 : go No e : me . g, | No L & 7 | Yes I2Shell Assignments Table 3.2 - Shk Assignments - Summary \Diaphragm Story,\�Labl\��� :Section Pe ^( Name ; L2 w 5 § w m0 P4.7 e ;w4; 73 ;w@ �a� 2 w e @ w @ me 2 w 3 117 w@ R 7 g w 3 i ,a w@ q L w2; 34 w@ m 2w5 136w@ me 2 we 140'w@| @32 2 wg ,m(w@| P22 g : w S 204 : w @ ! m4 2( w 16 208 ) P Z@l 2{ w 2 z e i w@! ( 3 2 : w130 51 w 2 m4 g :w34 170 w@1 |e5 2 w 2 # w m0 P72 e ' w 4 « 1 Zm10 P7, L E w a| 44 w i0 9 a w 4 7 w qo m Q w a 2 w @D| m2 5 w7 p wn0| m: 2 w a' 1Q w 2 me 2 w9 ,@[we m5 2w6 m (wMo P4m 2: w 7; a w mo P42 g w a a w Mo H3 g; w 00; 50; w no ! P,4 Q two( g w@) q: L wg( 53 'w@ P5, 2 w g 54 w@) �5 , Page 1oyS 1oei%2 1 Assignments 108i224 md7 Table 32-Shell Assignments - Summary (continued) ... j \>u . . >r. .. . .. ;.. m2j «. . ... Story Label. Section! Diaphragm\^ee \Name ©«a ; .>........w J j wok @ :w20| mI, 2 :w7 e ;wmD| !@I, 2 W72 Q w rQ| mI, _ ; w 5 g w i0 ) P47 Ue | w 4 70 )-w e , Pa, �= we' r wei me Me w 3 ge w @ ) @ 7 ='way,awe q Me _ w 2 g) w@( ! q Mezz w 5 | ,m w @ ma Me=wa|,m1w@ m3: Me= wg|,# ;w@( �P22 Me = &1 14 | 203 w e � ! P24 Me=.we(&7(w@! |P3 me wl # ewe P23 U w m ,g w I18 me ( w 34 ,@ w @ ma ¥ezz ;w2 37 (Kkg �P72 Ue ! w 4 40 . wk2 ( , P71 Mezz jw3 43 (wio| F Ue w4 4 (wke! . m z w 5 77; w io Pe2 Me=w7 K wke! m: _ ' w a # ' w @ me A= w 9 ,@ w @ ! m5 m=;wo 49wn0 mI, Me= w7| e wqo| e&, e w 22 w MO | P32 2 w 9 e w no| ! m e w1| a ;wmo| q e w 3� 5 w Mn | | H e; w 5 # w ne ! m e w7 4 |wMQ] H w w 3, 42 w mod ` m e| w 4 12 1 w@ R o W8 Y, ;wno| R w w2 113 (wno B w 4 ae ' w m0 q owg 112 )wio q D w 0 114 w m 0 R o | w 5 | « w yo | ! P31 e; w B; e w@! o, e| w 0 a w@( moo u w e i a w@ ee e w 3 ,e w S! m7 Page 11 of 58 ae . Assignments Table 12.5 k Assignments - Summary (continued) \&o ^iLabel � �©Section . N me Diaphragm� P r .. � Ll W£\ 120 w@ P21 e w 7 121 w @ eg o w 9 ,£ w @ PB, e .w3 1281w@ m e w a ,2 w@ R e w2 130;we R e w 5 ,& w @ ma e; w e 142 w@ 1 P13 D w 2 ,e w @ ma e w 3 ,# w e JI P52 e w 4 19 w e( qa u w05 191 W@ e Ala ,g w e | e w07 193 W@ w w2 ,H|w@ a w11 197 W@ P22 o w 2 22 w @ m2 Bwe 21 w@ e w we an w@ e o w @ 213 w n0 Pat ewa|2nw@ P23 o. w G 218 ; w@ P23 u w& 20w@ P2e e iw2 23 Wa | m e &128 | £4 w e | m B i w a 25 w@) e u we £awe| m: g w 2 w @ | mo e {w# ,e w@| m4 u 'w@ 12 w@� m5 ew& ,&w@ @5 e I w a e w@ m, b w o S w e ma e w 9 1we| Pal ww2 Owe R4 e we 17 ;wm0 P4 O wa g wmo m B w 1 1 g' w n0 m o w e g w gD| m e w a| @: w nod H w �w1 @ wno� m B w3 9 .wino m ew2w@| (H! u W » w e � P�2 u w @ w @ | P25 Page 7 ¥m 1oeZa@4 Assignments 1oezQ@4 mqg Table 3.2 - She Assignments - Summary (continued) story . } Label ,. .,. Unique iSection ..�....>� Diaphragm y... «:P r is a f e W11 m w @ ) Gs, e wg; m ewe) P24 G( w 0( e w@ | P24 B w , # w @ P24 w! w 2 72 w@ P24 e (w0) 2 ;w@! P24 w ( w, 1 e w @ P24 o( w e e( w@ . P24 B {w41 E (w@ P24 e w e 1 @ w q0) m e w7 g (wmo| m e 'w9 # 'w10| m e wo e (wi0| q w w ; s ;we| ml e w | 24 |w@| m, e w & (we) |@, o wa K (wno( m o ! W71 g : w mo ! m w W73 a (wio) q u I W74 29 q 2 R ROD|s�Go m 2: e m s s�@4 m 2 e\ FC5 ls�w4 m _ e1 Gm ;s�e2 v Ue { n2 ( R@ \s�G2. D2 �_ ; 84 | pe ;s�G2| D2 Uezz e5|100e s�@2| D2 e n 1;s,eQ) 2 e F ( 2s�G2| 2 e : e ! 2 s,e2� 2 w R { 4 1SU$ 2 Page 13@ 58 Loads LD-20 4 Loads This chapter provides loading information as applied to the model. 4.1 Load Patterns 4.2 Auto Seismic Loading Table 4.1 - Load Patterns Self i Name Type WeightAuto Load MuMplier Dead Dead 1 Live Live 0 EQ Seismic 0 ASCE 7-10 10/6/2014 Page 14 of 58 LD-21 Loads 10/6/2014 ASCE 7-10 Auto Seismic 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 Eccentricity Direction = Multiple Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Program Calculated Coefficient, C t [ASC E Table 12.8-2] C, = 0.02ft Coefficient, x [ASCE Table 12.8-2] x = 0.75 Structure Height Above Base, h r, h, = 21 ft Long -Period Transition Period, T L [ASCE T, = 8 sec 11.4.5] Factors and Coefficients Response Modification Factor, R [ASCE R=5 Table 12.2-1] System Overstrength Factor, D 0 [ASCE Spa = 2.5 Table 12.2-1] Deflection Amplification Factor, C d [ASCE C,=S Table 12.2-1] Importance Factor, I [ASCE Table 11.5-1] I = 1 Ss and S1 Source = User Specified Mapped MCE Spectral Response SS = 1.489g Acceleration, SS[ASCE 11.4.1] Mapped MCE Spectral Response S, = 0.558g Acceleration, S 1 [ASCE 11.4.1] Site Class [ASCE Table 20.3-1] = D - Stiff Soil Site Coefficient, F a [ASCE Table 11.4-1] Fa = 1 Site Coefficient, F v [ASCE Table 11.4-2] F, = 1.5 Seismic Response MCE Spectral Response Acceleration, S Ms [ASCE 11.4.3, Eq. 11.4-1] S,,, = Fa SS SMS = 1.489g MCE Spectral Response Acceleration, S M1 SM, = F, S, SM,=0.837g [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, 2 S ps [ASCE 11.4.4, Eq. 11.4-3] S°S = 3 SMS S� = 0.992667g Design Spectral Response Acceleration, 2 S p1 [ASCE 11.4.4, Eq. 11.4-4] SD1 — 3 SMS SDI =0.558g Page 15 of 58 Loads 10/6/2014 LD-22 Equivalent Lateral Forces Seismic Response Coefficient, C s [ASCE 12.8.1.1, Eq. 12.8-2] [ASCE 12.8.1.1, Eq. 12.8-3] [ASCE 12.8.1.1, Eq. 12.8-5] Calculated Base Shear Applied Story Forces S"s CS=R) Sol Cs' =T(RI) CS,m, = max (0.044 Ss 1, 0.01 ) = 0.043677 CS,mm G C. 5 CS, Direction Period Used CS w(lb (lb) X 0.191 0.198533 6363430.46 1263353.06 Y 0.147 0.198533 6363430.46 1263353.06 X + Ecc. Y 0.191 0.198533 6363430.46 1263353.06 Y + Ecc. X 0.147 0.198533 6363430.46 1263353.06 X - Ex. Y 0.191 0.198533 6363430.46 1263353.06 Y - Ecc. X 0.147 0.198533 6363430.46 1263353.06 Page 16 of 58 Loads 10/6/2014 LD-23 Lateral Load to Stories - X Lateral Load to Stories - Y 111924061b L2 4061b Story Elevation ft X-Dir lb Y-Dir -lb L2 323 1119240.6 0 Mezz 312.5 144112.46 0 L1 302 0 0 P1 291.5 0 0 Page 17 of 58 Story Elevation ft X-Dir lb Y-Dir lb L2 323 0 1119240.6 Mezz 312.5 Q 144112.46 L1 302 0 0 P1 291.5 0 t 0 Loads LD-24 4.3 Load Cases 4.4 Load Combinations Table 4.3 - Load Cases - Summary Name Type Dead 1. Linear Static Live ' Linear Static EQ Linear Static Table 4.4 - Load Combinations Name Load Scale Case/Combo Factor Type 3i Auto 1 ADL Dead ; 1.4 1 ` Linear Add j No 1.2DL + 1.6LL Dead 1.2 Linear Add i1 No 1.2DL + 1.6LL Live 1.6 No 1 ADL + LL + EQ Dead 1.4 Linear Add No 1 ADL + LL + EQ Live 1 f No 1 ADL + LL + EQ EQ 1 No 1.4DL + LL - EQ Dead 1.4 Linear Add j No 1.4DL + LL - EQ Live 1 No 1.4DL + LL - EQ EQ 1 i No 0.7DL + EQ Dead 0.7 Linear Add j No 0.7DL + EQ EQ 1 j No 0.7DL - EQ Dead ( 0.7 1 Linear Add ' i No 0.7DL - EQ EQ # -1 ! No DCmpD1 Dead 1 Linear Add Yes DCmpD2 Dead € 1 j Linear Add Yes DCmpD2 Live 1 No DCmpS1 Dead 1.4 Linear Add Yes DCmpS2 Dead 1.2 € Linear Add Yes DCmpS2 Live 1.6 j No DCmpC1 Dead 1.2 ?Linear Add Yes Page 18 of 58 10/6/2014 Analysis Results LD-25 10/6/2014 5 Analysis Results This chapter provides analysis results. 5.1 Structure Results Table 6.1 - Base Reactions FX FY FZ MX MY MZ X Y Z Load Case/Combo lb lb lb lb-ft lb-ft lb-ft ft ft ft Dead -0.03 0.02 1 12267510.1 ' 1104802817 -1064657548 J ( 1.14 I 0 0 291.5 Live -0.02 -0.01 4767179.21 399700507 E-390343420 [ 11 f 0.68 0 0 291.5 EQ 1 j-1263352.84 0.15 0 -4.79-38282434 104649099 0 ( 0 291.5 EQ 2 0.07 -1263352.6-0.0003874 138282426.05 2.11 -95886243 0 { 0 291.5 EQ 3 j-1263352.89 j 0.11 0 -3.55-38282435 3114686917 0 0 € 291.5 EQ 4 0.12 -1263352.56 i-0.0004465 138282424.79 1 3.87 106038069 0 j 0 291.5 EQ 5 1-1263352.78 I 0.19 -8.457E-05 -6.03 1-38282432 4611280.6 0 0 291.5 EQ 6 0.01 -1263352.64-0.0003282 38282427.32 0., -85734417 ( 0 0 291.5 1.4DL -0.04 -0.03 117174514.14 .1546723943-1490520568 1.59 0 i 0 291.5 1.2DL + 1.6LL -0.07 -0.04 22348498.86 1965284192-1902138530 2.45 0 0 291.5 1.4DL + LL + EQ Max 0.06 0.15 121941693.35 0984706878 A880863984 114686919 0 0 291.5 1.4DL + LL + EQ Min 1-1263352.95 1-1263352.68 j21941693.35 1946424445 1919146423 E106038067 0 I 0 291.5 1.4DL + LL - EQ Max ] 1263352.83 1263352.6 21941693.35 11946424457 1842581552 106038071 0 0 291.5 1.4DL + LL - EQ Min -0.18 -0.23 121941693.35 1908142023-1880863991 -114686914 0 0 291.5 0.7DL + EQ Max 0.1 0.18 8587257.07 811644399 '-745260280 114686917 0 ( 0 291.5 0.7DL + EQ Min -1263352.91 i-1263352.65 8587257.07 773361966 ;-783542719 -106038068 E 0 0 291.5 0.7DL - EQ Max 1263352.87 1263352.63 $ 8587257.07 773361978 `-706977849 106038070 0 1 0 291.5 0.7DL - EQ Min -0.14 -0.2 i 8587257.07 735079544-745260288 -114686916 0 0 291.5 DCmpD1 1 -0.03 j -0.02 j 12267510.1 1104802817 5-1064657548 1.14 0 0 291.5 DCmpD2 -0.05 -0.03 ;17034689.31 1504503324 €-1455000968 1.81 j 0 € 0 291.5 DCmpS1 j -0.04 -0.03 117174514.14 1546723943 L1490520568 4i i 1.59 ! 0 0 291.5 DCmpS2 -0.07 ` -0.04 22348498.86 1965284192 1-1902138530 1 2.45 0 0 291.5 DCmpC1 -0.03 0.02 114721012.12 1325763380 '1-1277589058 1.37 0 0 291.5 5.2 Story Results Table 6.2 - Story Max/Avg Displacements Story Maximum Average ;. ! Load Case/Combo Direction Ratio t ft ft L2 Dead Y 1 0.000412 8.4E-05 j4.904696 Mezz j Dead Y 0.000171 0.000127 1.34258 L1 Dead i X ( 1.3E-05 j 1E-05 1.29385 P1 Dead Y 0 0 L2 Live X 0.000318 8E-05 3.979381 Mezz Live I Y 0.000118 6.7E-05 .1.745593 L1 I Live X 4E-06 4E-06 11.136443 P1 Live Y 0 0 Page 19 of 58 LD-26 Analysis Results Table 5.2 - Story Max/Avg Displacements (continued) Maximum:, Average F Story Load Case/Combo Direction # Ratio ft ft L2 j EQ 1 X 0.007103 1 0.005201 1.365831 Mezz EQ 1 X j 0.003194 0.002447 1.305085 L1 EQ 1 X 0.000283 0.00028 1.010927 P1 EQ 1 j Y ? 0 0 L2 i EQ 2 j Y 0.005282 0.00442 1.195063 Mezz ! EQ 2 I Y 0.002465 1 0.002179 1.131119 L1 EQ 2 Y 0.000275 0.000246 1.115559 P1 EQ 2 3 Y i 0 0 L2 EQ 3 X 0.006324 0.005042 1.254249 Mezz EQ 3 ! X 0.002851 0.002386 1.195121 L1 j EQ 3 X 0.000298 ( 0.000281 1.061174 P1 EQ 3 Y 0 0 L2 j EQ 4 Y 0.006131 0.004623 1.32606 Mezz ? EQ 4 Y 0.00284 0.002291 1.239702 Li i EQ 4 Y i 0.000255 0.000248 1.03026 P1 i EQ4 Y 0 0 L2 j EQ 5 ( X 0.007883 0.005359 1.470803 Mezz ' EQ 5 j X ! 0.003536 ` 0.002509 1.40966 L1 ' EQ 5 X 0.000302 j 0.000278 1.083773 P1 j EQ5 i Y 0 0 L2 EQ 6 j Y 0.004433 0.004216 1.051413 Mezz ? EQ 6 3 Y 0.002089 0.002067 1.010762 L1 EQ 6 j Y 0.000294 i 0.000245 1.201917 P1 EQ 6 Y 0 j 0 L2 1.4DL Y j 0.000577 { 0.000118 4.904696 Mezz 1 ADL Y 3 0.000239 i 0.000178 1.34258 L1 1.4DL X 1.9E-05 1.4E-05 1.29385 P1 1.4DL Y 0 0 L2 } 1.2DL + 1.6LL Y j 0.000959 0.000176 5.454768 Mezz i 1.21DL + 1.6LL Y 0.000393 0.000261 1.509575 L1 1.2DL + 1.61-L j X ? 2.3E-05 1.9E-05 1.241561 P1 1.2DL + 1.61-1- Y ' 0 0 L2 j 1.4DL + LL + EQ Max j X 0.007087 1 0.005713 1.240503 Mezz 1.4DL + LL + EQ Max X 0.003508 0.00282 1.243806 L1 1.4DL + LL.+ EQ Max X 0.000288 ( 0.000275 1.047078 P1 ' 1.4DL + LL + EQ Max Y 0 0 L2 1.4DL + LL + EQ Min Y 0.001352 0.00031 4.367535 Mezz ? 1.4DL + LL + EQ Min X 0.00036 i 0.000176 E2.044037 L1 1.4DL + LL + EQ Min Y ? 3.7E-05 2.3E-051.564757 P1 1 ADL + LL + EQ Min Y i 0 0 L2 1.4DL + LL - EQ Max I Y i 0.003086 10.000638 4.833556 Mezz 1.4DL + LL - EQ Max Y 0.001228 0.000538 2.285544 L1 !! (1.4DL + LL - EQ Max j X 7.2E-05 j 4.1 E-05 1.756997 P1 ; 1.4DL + LL - EQ Maxi Y 0 0 L2 1.41DL + LL - EQ Min X 0.008678 0.005929 1.46355 Page 20 of 58 10/6/2014 Analysis Results 10/6/2014 LD-27 Ta Story Mezz L1 P1 L2 Mezz L1 P1 L2 Mezz L1 P1 L2 Mezz L1 P1 L2 Mezz L1 P1 L2 Mezz L1 P1 L2 Mezz L1 P1 L2 Mezz L1 P1 L2 Mezz L1 P1 L2 Mezz L1 P1 ble 5.2 - Story Max/A Load Case/Combo 1.4DL + LL - EQ Min 1.4DL + LL - EQ Min 1.4DL + LL - EQ Min 0.7DL + EQ Max 0.7DL + EQ Max 0.7DL + EQ Max 0.7DL + EQ Max 0.7DL + EQ Min 0.7DL + EQ Min 0.7DL + EQ Min 0.7DL + EQ Min 0.7DL - EQ Max 0.7DL - EQ Max 0.7DL - EQ Max 0.7DL - EQ Max 0.7DL - EQ Min 0.7DL - EQ Min 0.7DL - EQ Min 0.7DL - EQ Min DCmpDi DCmpD1 DCmpD1 DCmpD1 DCmpD2 DCmpD2 DCmpD2 DCmpD2 DCmpS1 DCmpS1 DCmpS1 DCmpS1 DCmpS2 DCmpS2 DCmpS2 DCmpS2 DCmpC1 DCmpC1 DCmpC1 DCmpC1 vg Displacements (cor Direction Maximum ft i.... ..... Y i 0.003197 X 0.000321 Y 0 X [ 0.007644 X j 0.003545 X ! 0.000296 Y 0 i Y 0.00193 Y l 0.000752 Y 3.3E-05 Y i 0 Y 0.002507 Y 0.000991 X ? 5.9E-05 Y 0 X 0.008121 X 0.003528 X E 0.000308 Y i 0 t Y 0.000412 i Y i 0.000171 X 1.3E-05 i Y j 0 Y 0.000702 Y i 0.000289 X 1.8E-05 i Y 0 Y 0.000577 Y 0.000239 X 1.9E-05 Y ( 0 i Y 0.000959 Y 0.000393 X 2.3E-05 Y 0 Y 0.000494 Y i 0.000205 i X 1.6E-05 Y 0 Page 21 of 58 tinued) Average j Ratio ft 0.002688 1.18939 0.00031 1.037461 0 0.005807 1.316272 0.00277 1.27981 0.000285 1.041107 0 0.000415 4.649761 0.000203 3.706379 2.1 E-05 1.577582 0 0.000533 4.706042 0.000381 2.601568 3E-05 1.947201 0 1 0.005835 1.391736 1 0.002687 1.313067 0.000297 1.034315 0 8.4E-05 4.904696 0.000127 1.34258 1 E-05 1.29385 0 0.000131 5.366469 0.000195 1.4823 i 1.4E-05 1.251081 0 0.000118 4.904696 0.000178 1.34258 1.4E-05 1.29385 0 0.000176 5.454768 0.000261 1.509575 1.9E-05 1.241561 0 1 0.000101 4.904696 0.000153 ,1.34258 1.2E-05 1.29385 0 10/6/2014 LD-28 Analysis Results Table 5.3 - Story Drifts Story Load Case/Combo ' Label Item Drift X Y Z ft ft ft L2 Dead 1 Max Drift X 3.4E-05 1160.9728 10.0531 323 L2 Dead 386 Max Drift Y : 2.5E-05 125.4178 164.375 323 L2 Live 1 1 ( Max Drift X : 2.6E-05 j160.9728 10,0531 323 L2 Live 234 Max Drift Y 1.6E-05 168.0332 32.1152 323 L2 EQ 1 ( 1 j Max Drift X 10.000372 1160.9728 10.0531 323 L2 EQ 1 234 ! Max Drift Y 0.000173 168.0332 : 32.1152 323 L2 EQ 2 1 j Max Drift X 8.9E-05 [160.9728 : 10.0531 1 323 L2 EQ 2 234 Max Drift Y 10.000268'168.0332 : 32.1152 323 L2 EQ 3 1 Max Drift X 140,000331 1160.9728 j 10.0531 323 L2 EQ 3 234 Max Drift Y '0.000128 €168.0332 i 32.1152 323 L2 EQ 4 1 Max Drift X 10.000131 j160.9728 110.0531 323 L2 EQ 4 234 Max Drift Y 10.000313 168.0332 : 32.1152 323 L2 EQ 5 j 1 ( Max Drift X 10.000414 f 160.9728 10.0531 323 L2 EQ 5 234 ; Max Drift Y 10.000217 j168.0332 : 32.1152 323 L2 EQ 6 ( 1 Max Drift X 1 4.6E-05 1160.9728 110.0531 323 L2 EQ 6 234 i Max Drift Y 0.0002231168.0332 32.1152 : 323 L2 1.4DL 1 Max Drift X : 4.7E-05 160.9728 ' 10.0531 323 L2 1.4DL 386 !( € Max Drift Y ' 3.5E-05 25.4178 1164.375 : 323 L2 1.2DL + 1.6LL 1 i [ Max Drift X 8.2E-05 1160.9728 : 10.0531 i 323 L2 1.2DL + 1.6LL 386 I Max Drift Y 5.6E-05 25.4178 ' 164.375 323 L2 1.4DL + LL + EQ Max 1 : Max Drift X 10.000341 1160.9728 10.0531 323 L2 1.4DL + LL + EQ Max- 234 Max Drift Y 0.000265 €168.0332 32.1152 323 L2 1.4DL + LL + EQ Min 1 Max Drift X 2.7E-05 1160.9728 10.0531 323 L2 1.4DL + LL + EQ Min 234 Max Drift Y 8E-05 `168.0332 32.1152 323 L2 1.4DL + LL - EQ Max 1 Max Drift X ( 0.0001191160.9728 :10.0531 323 L2 1.4DL + LL - EQ Max 234 ` Max Drift Y 10.000177 168.0332 32.1152 323 L2 1.4DL + LL - EQ Min ` 1 [ Max Drift X 10.000487 I160.9728 110.0531 1 323 L2 1.4DL + LL - EQ Min 234 Max Drift Y '10.000362 E168.0332 :32.1152 323 L2 0.7DL + EQ Max 1 Max Drift X : 0.00039 1160.9728 10.0531 323 L2 0.7DL + EQ Max 234 Max Drift Y b.000297 168.0332 :32.1152 323 L2 0.7DL + EQ Min 34 Max Drift X 2.4E-05 143.3553 164.375 323 L2 0.7DL + EQ Min 234 Max Drift Y :0.000112 168.0332 132.1152 323 L2 0.7DL - EQ Max j 1 Max Drift X 7E-05 1160.9728 10.0531 s 323 L2 0.7DL - EQ Max 234 Max Drift Y :0.000144 1168.0332 32.1152 1 323 L2 0.7DL - EQ Min 1 f Max Drift X 10.000437 160.9728 10.0531 323 L2 0.7DL - EQ Min 234 1 Max Drift Y 0.000329 1168.0332 32.1152 323 L2 DCmpD1 1 ( Max Drift X 3.4E-05 1160.9728 10.0531 323 L2 DCmpD1 386 Max Drift Y 2.5E-05 25.4178 164.375 323 L2 DCmpD2 1 [ Max Drift X 6E-05 1160.97281 10.0531 323 L2 DCmpD2 386 Max Drift Y 14.1 E-05 125.4178 1164.375 1 323 L2 DCmpS1 1 Max Drift X ' 4.7E-05 '.160.9728 10.0531 323 L2 DCmpS1 386 i Max Drift Y 3.5E-05 25.4178 164.375 : 323 L2 DCmpS2 ? 1 Max Drift X 8.2E-05 160.9728 10.0531 323 L2 DCmpS2 386 Max Drift Y : 5.6E-05 25.4178 1164.375 1 f 323 L2 DCmpC1 1 Max Drift X 4E-05 '160.9728 :10.0531 323 Page 22 of 58 Analysis Results 10/6/2014 LD-29 Table 5.3 - Story Drifts (continued) Story Load Case/Combo `•. Label ; Item Drift X . Y Z ft ft ft L2 DCmpC1 386 ( Max Drift Y 3E-05 ; 25.4178 164.375 = 323 Mezz ; Dead 34 Max Drift X 1 1.2E-05 143.3553 164.375 312.5 Mezz i Dead 386 Max Drift Y 0.0001 25.4178 164.375 312.5 Mezz Live 34 Max Drift X 6E-06 € 43.3553 164.375 312.5 Mezz I Live 386 Max Drift Y 2.8E-05 25.4178 :164.375 312.5 Mezz ; EQ 1 1 f Max Drift X 0.0002771160.9728 i 10.0531 1 312.5 Mezz EQ 1 234 ( Max Drift Y 10.0001151168.0332 32.1152 312.5 Mezz EQ 2 1 ` Max Drift X 1 5.8E-05 160.9728 10.0531 ' 312.5 Mezz EQ 2 234 Max Drift Y 0.000214 (168.0332 '32.1152 312.5 Mezz EQ 3 1 i Max Drift X iO.000246 1160.9728 10.0531 1 312.5 Mezz EQ 3 234 Max Drift Y 1 8.2E-05 1168.0332 32.1152 312.5 Mezz i EQ 4 1 Max Drift X 8.9E-05 160.9728 10.0531 ; 312.5 Mezz EQ 4 234 Max Drift Y `0.000248 1168.0332 132.1152 312.5 Mezz EQ 5 1 Max Drift X 0.000308 160.9728 : 10.0531 312.5 Mezz ; EQ 5 234 ( Max Drift Y 0.000148 ?168.0332 32.1152 312.5 Mezz EQ 6 1 Max Drift X 2.6E-05 '160.9728 10.0531 312.5 Mezz s EQ 6 234 Max Drift Y 0.00018 t168.0332 32,1152 312.5 Mezz 1.4DL 34 Max Drift X' 1.6E-05 € 43.3553 1164.375 312.5 Mezz 1 ADL 386 ' Max Drift Y 0.00014 125.4178 1164.375 312.5 Mezz [ 1.2DL + 1.61-1- 34 Max Drift X 2.4E-05 143.3553 164.375 312.5 Mezz 1.2DL + 1.61-1- 386 I Max Drift Y €0.000165 25.4178 ;164.375 312.5 Mezz 1.4DL + LL + EQ Max 1 f Max Drift X 0.000307 1160.9728 110.0531 312.5 Mezz 1.4DL + LL + EQ Maxi 234 Max Drift Y 10.000213 1168.0332 32.1152 312.5 Mezz i 1.4DL + LL + EQ Min 28 I Max Drift X 3.1 E-05 [ 63.5636 1105.375 312.5 Mezz 1.4DL + LL + EQ Min 386 Max Drift Y .000197 ! 25.4178 :164.375 312.5 Mezz 1.4DL + LL - EQ Max 34 Max Drift X ! 4.8E-05 143.3553 :164.375 312.5 Mezz 1.4DL + LL - EQ Max ; 386 ( Max Drift Y 0.00014 125.4178 ;164.375 312.5 Mezz 1 ADL + LL - EQ Min ; 1 Max Drift X 0.00031 €160.9728' 10.0531 312.5 Mezz 1 ADL + LL - EQ Min ; 234 Max Drift Y 10.000283 1168.0332' 32.1152 ; 312.5 Mezz 0.7DL + EQ Max 1 ( Max Drift X 10.000309 1160.9728 110.0531 312.5 Mezz 0.7DL + EQ Max 234 ! Max Drift Y 10.000236 !168.0332 132.1152 312.5 Mezz ' 0.7DL + EQ Min 1 € Max Drift X 2.8E-05 1160.9728 10.0531 312.5 Mezz 0.7DL + EQ Min 386 ' Max Drift Y 9.9E-05 ' 25.4178 i 164.375 312.5 Mezz 0.7DL - EQ Max 386 ( Max Drift X' 3.6E-05 ; 25.4178 ;164.375 312.5 Mezz 0.7DL - EQ Max 234 i Max Drift Y i 9.4E-05 168.0332 ' 32.1152 312.5 Mezz 0.7DL - EQ Min 1 f Max Drift X ; 0.0003071160.9728 10.0531 ; 312.5 Mezz ? 0.7DL - EQ Min 234 Max Drift Y 10.000259 168.0332 32.1152 312.5 Mezz DCmpD1 34 i Max Drift X 1.2E-05 43.3553 164.375 312.5 Mezz DCmpD1 ` 386 ; Max Drift Y 0.0001 25.4178 164.375 312.5 Mezz DCmpD2 34 ; Max Drift X " 1.8E-05 1,43.3553 1164.375 312.5 Mezz DCmpD2 386 (Max Drift Y [0.000128 25.4178 164.375 312.5 Mezz DCmpS1 34 Max Drift X I 1.6E-05 ? 43.3553 ; 164.375 ; 312.5 Mezz s DCmpS1 386 i Max Drift Y ` 0.00014 [ 25.4178 164.375 312.5 Mezz DCmpS2 34 Max Drift X ; 2.4E-05 i 43.3553 164+375 312.5 Mezz DCmpS2 386 t Max Drift Y ;0.000165 € 25.4178 164.375 3-12.5 Page 23 of 58 LD-30 Analysis Results Table 5.3 - Story Drifts (continued) Story i Load Case/Combo Label Item Drift X Y Z ft ft ft Mezz ' DCmpC1 34 Max Drift X 1.4E-05 143.3553 164.375 312.5 Mezz DCmpC1 386 I Max Drift Y 0.00012 125.4178 164.375 ' 312.5 L1 Dead 65 Max Drift X ` 1 E-06 1167.8136 164.375 i 302 L1 Dead 256 Max Drift Y 1 9.5E-05 25.0949 A64.375 ; 302 L1 Live 256 Max Drift X ( 1 E-06 125.0949 164.375 302 L1 Live 256 Max Drift Y 2.7E-05 '25.0949 164.375 302 L1 E EQ 1 1 j Max Drift X 2.7E-05 j160.9728 10.0531 302 L1 EQ 1 256 Max Drift Y 7E-06 25.0949 164.375 302 L1 EQ 2 ; 256 ( Max Drift X 1 E-05 125.0949 164.375 302 L1 EQ 2 256 Max Drift Y ` 8.5E-05 125.0949 164.375 302 L1 EQ 3 247 Max Drift X 2.8E-05 175.1053 164.375 302 L1 EQ 3 256 Max Drift Y 1.4E-05 125.0949 i 164.375 302 L1 EQ 4 256 f Max Drift X ; 8E-06 ( 25.0949 164.375 302 L1 EQ 4 256 Max Drift Y 7.9E-05 125.0949 164.375 302 L1 EQ 5 1 f Max Drift X 2.9E-05 1160.9728 10.0531 302 L1 EQ 5 234 Max Drift Y 5E-06 1168.0332 32.1152 302 L1 EQ 6 256 ( Max Drift X 1.3E-05 f 25.0949 164.375 302 L1 EQ 6 256 ! Max Drift Y 9.2E-05 125.0949 164.375 302 L1 1.4DL 65 ( Max Drift X 1 2E-06 j167.8136 164.375 302 L1 1.4DL 256 Max Drift Y 0.000134 25.0949 .164.375 302 L1 1.2DL + 1.61-1- 1 247 ( Max Drift X 2E-06 75.1053 164.375 302 L1 1.2DL + 1.61-1- I 256 Max Drift Y 0.000158 25.0949 164.375 302 L1 1.4DL + LL + EQ Max ( 1 ( Max Drift X s 2.7E-05 1160.9728 10.0531 302 L1 1.4DL + LL + EQ Max ' 256 ; Max Drift Y 0.000253 25.0949 164.375 302 L1 1.4DL + LL + EQ Min 256 ( Max Drift X 1 E-05 E 25.0949 164.375 302 L1 1.4DL + LL + EQ Min 256 Max Drift Y 1.10.000162 25.0949 164.375 302 L1 1.4DL + LL - EQ Max 1 65 ( Max Drift X 7E-06 H 67.8136 164.375 302 Li 1.4DL + LL - EQ Max 256 j Max Drift Y 10.00016 125.0949 164.375 ! 302 L1 t 1.4DL + LL - EQ Min 266 j Max Drift X 3.1 E-05 184.9803 164,375 302 L1 1.4DL + LL - EQ Min 256 Max Drift Y 6.9E-05 125.0949 164.375 ; 302 L1 E 0.7DL + EQ Max 1 ( Max Drift X 2.8E-05 {160.9728 ::10.0531 302 L1 0.7DL + EQ Max 256 i Max Drift Y 0.000158 25.0949 ;164.375 302 L1 0.7DL + EQ Min ; 256 ; Max Drift X 9E-06 25.0949 164.375 302 L1 0.7DL + EQ Min 256 Max Drift Y 6.8E-05 125.0949 164.375 302 L1 0.7DL - EQ Max 256 C Max Drift X 8E-06 25.0949 164.375 302 L1 0.7DL - EQ Max 256 i Max Drift Y 6.6E-05 125.0949 164.375 ; 302 L1 0.7DL - EQ Min ( 247 Max Drift X € 2.9E-05 ; 75.1053 164.375 302 L1 0.7DL - EQ Min 182 s Max Drift Y 2.8E-05 10.272 58.2479 302 L1 DCmpD1 65 Max Drift X 1 E-06 1167.8136 164.375 302 L1 DCmpD1 256 Max Drift Y 9.5E-05 [ 25.0949 164.375 302 L1 DCmpD2 65 Max Drift X 2E-06 1167.8136 164.375 302 L1 DCmpD2 256 Max Drift Y 0.000123 25.0949 :164.375 302 L1 ; DCmpS1 65 Max Drift X 2E-06 1167.8136 1164.375 302 L1 0CmpS1 256 ;Max Drift Y 10.000134 25.0949 ; 164.375 302 L1 DCmpS2 ? 247 Max Drift X 2E-06 75.1053 164.375 ; 302 10/6/2014 Page 24 of 58 Analysis Results LD-31 10/6/2014 Table 5.3 - Story Drifts (continued) Story Load Case/Combo Label Item Drift X Y 2 ft ft ft L1 DCmpS2 256 Max Drift Y 10.600158 ( 25.0949 164.375 302 L1 DCmpC1 65 i Max Drift X 2E-06 1167.8136 164.375 302 L1 DCmpC1 256 ( Max Drift Y 10.000115 125,0949 ! 164.375 302 Table 5.4 - Story Forces P W T MX MY Story Load Case/Combo location lb lb lb lb-ft lb-ft lb-ft L2 0.7DL - EQ Max j Top 3383960.01 1119240.42 11119240.17 €92413530.94 1276131202 '-253025830 L2 j 0.7DL - EQ Max Bottom 2723604.72 940491.65 1015711.65 f90860494.79 220301255 i-213301626 Mezz s 0.7DL - EQ Max i Top 3419452.63 1084658.78 11157583.99 104429307 1277636103 -275678004 i Mezz 0.7DL - EQ Max Bottom 1 3623364.88 1084658.78 11157583.99 104429307 l 286213671 -280606893 L1 0.7DL - EQ Max ! Top 7720921.6 1263352.87 1263352.63 1 106038070 1683906140 -650976327 L1 0.7DL - EQ Max j Bottom 8477414.75 : 1263352.87 1263352.63 106038070 1755432330 -705197718 L2 0.7DL - EQ Min Top 3383960.01 -0.14 -0.2 ;-100984501 1276131202 -253025830 L2 0.7DL - EQ Min Bottom 2623865.07 -20469.81 38702.64 -91572906 i218727158 -225724999 Mezz ; 0.7DL - EQ Min Top ! 3220069.18 -20287.72 i 38453.44 105290875 262689143 -289301546 Mezz 0.7DL - EQ Min Bottom 13423981.43 -20287.72 i 38453.44 105290875 283017583 -305832374 L1 0.7DL - EQ Min Top ? 7716647.68 -0.14 -0.2 '-114686916 659485938 -676010035 L1 0.7DL - EQ Min ( Bottom 8473140.83 -0.14 3 -0.2 -114686916 717746923 -743496633 L2 0.7DL + EQ Max Top 3383960.01 0.1 0.18 € 100984503 1276131202 -253025830 L2 j 0.7DL + EQ Max ; Bottom 2846855.86 12157.98 1-56082.47 89205543.74 ; 246854712 '-226019152 Mezz 0.7DL + EQ Max Top ( 3652878.63 12379.71 -55726.58 1 102864076 319122373 -289722003 Mezz 0.7DL + EQ Max Bottom : 3856790.88 12379.71 -55726.58 102864076 1340439703 !-305909822 L1 3 0.7DL + EQ Max Top 1 7724876.05 0.1 0.18 114686917 i 709568895 ;-676076748 L1 0.7DL+ EQ Max ? Bottom 8481369.19 0.1 0.18 l 114686917 ! 794360285 -743563344 L2 0.7DL + EQ Min Top ; 3383960.01 ;-1119240.46 1-1119240.2 -92413529 1276131202 253025830 L2 0.7DL + EQ Min Bottom ; 2747116.21 -948803.48 1033091.49 -93227857 245280614 !-238442526 Mezz ' 0.7DL + EQ Min Top j' 3453495.18 -1092566.79 171174857.14 i-106856105 1304175414 -303345546 Mezz 0.7DL + EQ Min Bottom ! 3657407.43-1092566.79 `-1174857.14 ;-106856105 1337243614 331135303 L1 0.7DL + EQ Min i Top 7720602.13 -1263352.91 1263352.65 !-106038068 1685148694 -701110457 L1 I 0.7DL + EQ Min i Bottom 8477095.27 ;-1263352.91 -1263352.65 -106038068 756674879 ;-781862259 L2 1.2DL + 1.61-L Top 10401011.03 -0.07 -0.04 2.46 ] 850564011 -777476539 L2 1.2DL + 1.6LL i Bottom 8164067.72 !-19278.17 -22014.47 '-3262334.44 690603025 -674182720 Mezz j 1.2DL + 1.61-L ? Top 9978617.57 !-18636.93 -21792.79 -3355163.24 1836329743 847192146 Mezz 1.2DL+ 1.61-1- i Bottom 110328181.43 -18636.93 j-21792.79 -3355163.24 1872099482 -875361216 L1 1.2DL+1.61-1- j Top 20727835.83 -0.07 ( -0.04 2.45 1791733037 A781368375 L1 1.2DL + 1.61-1- Bottom I 22024681.23 ' -0.07 i -0.04 2.45 1914349359 -1897059684 L2 1.4DL Top 16767920.02 -0.04 -0.03 1.6 552262405 -506051660 L2 1 ADL Bottom 5470720.93 -8311.83 -17379.84 `-2367362.61 1465581869 -451744151 Mezz 1.4131- Top ; 6872947.81 -7908.01 -17273.14 ;-2426798.63 i 581811517 -579023549 Mezz ? 1 ADL ' Bottom 7280772.31 1 -7908.01 -17273+14 '-2426798.63 j623457285 !-611742196 L1 1 1.4DL Top 15441523.73 -0.04 -0.03 1.59 1369054834 -1352086784 L1 ? 1.4DL Bottom 16954510.03 -0.04 -0.03 1.59 31512107209 -1487059977 L2 1.4DL + LL - EQ Max Top 9642880.47 1119240.38 11119240.14 z92413532.42 (788010052 3-720875393 L2 1 ADL + LL - EQ Max Bottom 7630764.15 928739.64 1002573.32 88906084.43 635300222 -618532106 Page 25 of 58 LD-32 Analysis Results 10/6/2014 Table 6.4 - Story Forces (continued) Story 'Load Case/Combo `Location P TMX MY lb lb lb lb-ft lb-ft lb-ft Mezz ! 1.4DL + LL - EQ Max I Top i 9410626.19 1073293.12 1144580.4 102419001 779563209 784493683 Mezz ; 1.4131- + LL - EQ Max Bottom 9818450.69 1073293.12 { 1144580.4 s 102419001 809009516-805859717 L1 11.4DL + LL - EQ Max j Top 120124336.01 1263352.83 11263352.6 1 106038071 1754844472 1716042747 L1 1.4DL + LL - EQ Max a Bottom 21637322.3 1263352.83 1263352.6 106038071 11897896850 -1837750736 L2 1.4DL + LL - EQ Min i Top t 9642880.47 -0.18 -0.23 100984499 1788010052 720875393 L2 1.40L + LL - EQ Min Bottom 7531024.5-32221.82 ? 25564.3 93527317 1633726125 '-630955479 Mezz 1.4DL + LL - EQ Min Top 9211242.74 31653.38 25449.85 j-107301181 764616250-798117225 Mezz 1.4DL + LL - EQ Min Bottom ` 9619067.24-31653.38 i 25449.85-107301181 805813427 831085198 L1 1.4DL + LL - EQ Min Top 120120062.09 -0.18 -0.23 114686914 11730424271 :-1741076456 L1 1.4DL + LL - EQ Min Bottom ` 21633048.38 -0.18 -0.23 1-114686914 1860211444 -1876049651 L2 1.4DL + LL + EQ Max Top 1 9642880.47 0.06 0.15 ; 100984504 1788010052 '-720875393 L2 1.4DL + LL + EQ Max j Bottom 7754015.29 ! 405.98-69220.81 87251133.38 661853678 631249633 Mezz 11.4DL + LL + EQ Max f Top 9644052.19 1014.06 i-68730.18i. 100853771 821049480-798537682 Mezz 1.4DL + LL + EQ Max Bottom 10051876.69 1014.06 i-68730.18 100853771 i 863235547-831162646 L1 1.4DL + LL + EQ Max Top ; 20128290.45 0.06 0.15 114686919 11780507228 1741143169 L1 l 1.4DL + LL + EQ Max Bottom ' 21641276.75 i 0.06 I 0.15 114686919 `1936824806 '-1876116361 L2 1.4DL + LL + EQ Mini Top 9642880.47 1119240.5 1119240.22-92413528 i 788010052 720875393 L2 1 ADL + LL + EQ Min Bottom f 7654275.64 s-960555.49 L1046229.82 -95182268 660279581-643673006 Mezz i 1.4DL + LL + EQ Min Top 9444668.74 1103932.44 -1187860.73 108866411 806102520 812161225 Mezz I 1.4DL + LL + EQ Mini Bottom ! 9852493.24 j-1103932.44-1187860.73-108866411 860039459 856388127 L1 1.4DL + LL + EQ Min Top 12,0124016.53 2-1263352.95 1263352.68 -106038067 11756087026=1766176878 L1 1.4131- + LL + EQ Min 1 Bottom 121637002.83 -1263352.95 L1263352.68 -106038067 11899139400=1914415277 L2 DCmpC1 I Top I 5801074.3 1 -0.03 1 -0.02 j 1.37 j 473367775 ?-433758566 L2 DCmpC1 j Bottom 4689189.36 7124.42 -14897 2029167.95 3 399070174-387209273 Mezz ; DCmpC1 Top 5891098.13-6778.29-14805.55 1498695586 -496305899 Mezz DCmpC1 i Bottom ! 6240661.98-6778.29-14805.55-2080113.11 j 534391959 524350453 L1 DCmpC1 I Top ; 13235591.77 -0.03 -0.02 1 1.37 1173475572-1158931529 L1 DCmpC1 Bottom 14532437.16 -0.03 -0.02 1.37 1296091893 1274622838 L2 DCmpD1 Top 4834228.59 -0.03 -0.02 € 1.14 394473146-361465471 L2 DCmpD1 Bottom ! 3907657.8-5937.02-12414.17-1690973.29 332558478 '-322674394 Mezz DCmpD1 Top 4909248.44 5648.58 (-12337.96-1733427.59 j 415579655 '-413588249 Mezz i DCmpD1 j Bottom 5200551.65-5648.58 ;-12337.96 1733427.59 445326632 436958711 L1 DCmpD1 j Top 111029659.81 I -0.03 0.02 1.14 ; 977896310 965776274 L1 DCmpD1 Bottom 12110364.3 -0.03 1 -0.02 1.14 31080076578 i-1062185698 L2 ( DCmpD2 Top 7709189.04 -0.05 -0.03 ( 1.82 630220794-576289205 L2 l DCmpD2 Bottom 1 6079456.77 13533.11 `-16862.59-2461702.35 514766510 1-502032798 Mezz ! DCmpD2 j Top 7463948.09-13060.23-16704.98 1-2530333.92 1626601003 -632892154 Mezz DCmpD2 Bottom 7755251.31 13060.23-16704.98-2530333.92 656393834 1-656340438 L1 j DCmpD2 Top ? 15712312.35 -0.05 0.03 1.81 1364307226 1354799303 i L1 i DCmpD2 1 Bottom i 16793016.84 -0.05 -0.03 1.81 1466487494 1451208727 L2 } DCmpS1 Top 6767920.02 -0.04 -0.03 1.6 552262405-506051660 L2 DCmpS1 Bottom 5470720.93-8311.83-17379.84-2367362.61 1 465581869 451744151 Mezz ( DCmpS1 } Top 6872947.81 7908.01 17273.14 s-2426798.63 1581811517 -579023549 Mezz DCmpS1 Bottom 7280772.31 `:-7908.01-17273.14 2426798.63 623457285 ii-611742196 L1 DCmpS1 Top 15441523.73 -0.04 i -0.03 1.59 11369054834 `-1352086784 Page 26 of 58 n LD-33 Analysis Results 10/6/2014 Table 5.4 - Story Forces (continued) Story ' Load Case/Combo Location P TMY IMIX lb lb' lb Ib-ft lb-ft 1b-ft L1 DCmpS1 Bottom 16954510.03 -0.04 -0.03 1.59 11512107209 -1487059977 L2 DCmpS2 Top 1 10401011.03 -0.07 j 0.04 2.46 j 850564011 -777476539 L2 DCmpS2 Bottom 8164067.72 -19278.17 -22014.47 -3262334.44 1690603025 -674182720 Mezz DCmpS2 Top 1 9978617.57 -18636.93 -21792.79 1-3355163.24 ' 836329743 -847192146 Mezz 1 DCmpS2 Bottom 10328181.43 -18636.93 ;-21792.79 =-3355163.24 1872099482 '-875361216 L1 DCmpS2 Top 120727835.83 -0.07 -0.04 2.45 1791733037 '-1781368375 L1 1 DCmpS2 j Bottom 122024681.23 -0.07 ? -0.04 2.45 1914349359 L1897059684 L2 Dead Top 4834228.59 -0.03 -0.02 1.14 ; 394473146 -361465471 L2 Dead i Bottom 3907657.8 -5937.02 -12414.17 '-1690973.29 1332558478 -322674394 Mezz Dead Top 4909248.44 1-5648.58 -12337.96 -1733427.59 415579655 413588249 Mezz ' Dead 1 Bottom 1 5200551.65 -5648.58 1-12337.96 -1733427.59 1445326632 '-436958711 L1 3 Dead ! Top 11029659.81 -0.03 -0.02 1.14 1977896310 -965776274 L1 Dead Bottom 12110364.3 -0.03 -0.02 1.14 11080076578 -1062185698 L2 1 EQ 1 1 Top 0 1119240.38 s 0.15 92031336.54 1 0.01 -0.01 L2 EQ 1 Bottom 106021.92 -927957.8 '-69845.37 80232004.44 113339540.05 -12478022 Mezz y EQ 1 Top 1 204491.91 -1071934.66 69578.33 i 92836567 3 26603173.3 '-13663815 Mezz 1 EQ 1 Bottom 204491.91 1071934.66 -69578.33 92836567 i, 7333745.74 -24919129 L1 EQ 1 j Top 4108.99 -1263352.84 = 0.15 104649099 625945.62 -25063558 L1 EQ 1 1 Bottom 4108.99 1263352.84 0.15 104649099 625944.02 -38328763 L2 EQ 2 Top 1-0.0002777 0.06 '-1119240.14 -83262091 1 -0.02 0.04 L2 EQ 2 Bottom 17336.6 -667.73 j-1001560.33' -81667672 !13228304.66 -241056.56 Mezz ? EQ 2 i Top 29147.13 -636.27 -1143344.64 -94266795 114912082.45 -383008.5 Mezz EQ 2 1 Bottom 29147.13 -636.27 1-1143344.64 -94266795 26917201.18 '-389689.37 L1 EQ 2 I Top ' -155.8 0.07 1 -1263352.6 ' -95886243 :25036953.37 -36891.94 L1 EQ 2 ; Bottom 1 -155.8 0.07 -1263352.6 1 -95886243 38302155.66 -36891.26 L2 EQ 3 j Top 8.302E-05 -1119240.44 ? 0.11 100984502 0.01 -0.02 L2 ' EQ 3 Bottom 111495.39 -944647.57 47392.56 90389225.04 14063776.77 -12570450 Mezz i EQ 3 Top I 216404.73 -1088612.78 -47090.01 104077476 28216614.91 -13833771 Mezz 1 EQ 3 Bottom 216404.73 -1088612.78 i -47090.01 104077476 �8711060.03 -25264205 L1 EQ 3 Top 4114.18 -1263352.89 ? 0.11 114686917 1 630614.29 -25067065 L1 1 EQ 3 i Bottom 4114.18 -1263352.89 0.11 114686917 ' 630613.1 S-38332271 L2 EQ 4 i Top -0.0003204 0.12 i -1119240.1 -92413530 i -0.02 0.05 L2 EQ 4 y Bottom 11755.74 16313.9 1-1024401.57 -92044176 112489679.27 -147076.62 Mezz EQ 4 1 Top i 17021.27 16333.72 -1166220.56' -105642706 113269655.58 -210228.18 Mezz EQ 4 Bottom 1 17021.27 � 16333.72 1-1166220.56 -105642706 125514971.5 -38724.15 L1 EQ 4 3 Top 1-159.74 0.12 LI263352.56 1-106038069 €25032428.42 -33356.43 L1 EQ 4 Bottom -159.74 0.12 1-1263352.56 1-106038069 138297630.3 -33355.16 L2 i EQ 5 i Top ' 0 '-1119240.33 ` 0.19 83078171.31 0.01 -0.002833 L2 ' EQ 5 1 Bottom 100548.45 -911268.03 -92298.17 70074783.83 112615303.32 -12385595 Mezz EQ 5 i Top 192579.1 -1055256.54 1-92066.64 81595658.29 ` 24989731.7 '-13493860 Mezz ' EQ 5 ' Bottom ' 192579.1 -1055256.54 1-92066.64 `81595658.29 25956431.45 24574053 L1 EQ 5 3 Top i 4103.8 -1263352.78 t 0.19 94611280.6 621276.96 -25060051 L1 EQ 5 t Bottom 4103.8 -1263352.78 ' 0.19 94611280.6 621274.94 '-38325255 L2 EQ 6 Top -0.0002351 0.01 ;-1119240.18 -74110652 -0.02 0.04 L2 EQ 6 Bottom ' 22917.45 €-17649.36 -978719.08 -71291167 113966930.05 1 -335036.5 Page 27 of 58 LD-34 Analysis Results Table 5.4 - Story Forces (continued) Story :Load Case/Combo Location P vx VY lb lb III) Mezz EQ'6 Top 1 41272.99 -17606.26 1-1120468.72 Mezz EQ6 Bottom 41272.99 -17606.26 1-1120468.72 Ll EQ 6 i TOP -151.87 0.01 1-1263352.64 LI EQ 6 Bottom -151.87 0.01 1 -1263352.64 L2 Live Top 2874960.45 -0.02 -0.01 L2 j Live i Bottom i 2171798.97 -7596.1 -4448.42 Mezz i Live Top 2554699.65 -7411.65 -4367.02 Mezz Live Bottom 2554699.65 -7411.65 -4367.02 Ll Live 1 Top 1 4682652.54 -0.02 -0.01 Li Live 1 Bottom 1 4682652.54 -0.02 j -0.01 5.3 Modal Results 10/6/2014 T MX MY lb-ft lb-ft lb-ft -82890885 116554509.33 -555788.81 -82890885 1 8319430.87 -740654.58 -85734417 125041478.31 i-40427.45 -85734417 38306681.02 -40427.35 0.68 235747648 -214823733 -770729.06 182208032 -1179358404 -796906.33 j 211021348 -219303904 -796906.213 j 211067202 -21193811727 0.68 386410916 -389023029 0.68 386410916 -389023029 Table 5.5 - Modal Periods and Frequencies 1. Circular Period Frequency Eigenvalue Case ;Mode 1 : F 1 sec i cycIsec : rad2/sec2 rad/secrequency Modal 1 0.191 5.233 32.8816 1081.1984 Modal 2 0.167 5.971 37.5147 1407.3497 Modal 3 0.147 6.814 42.8158 1833.1949 Modal 4 0.124 8.068 50.6923 2569.71 Modal 5 0.037 27.331 171,7278 29490.4525 Modal j 6 0.033 30.0911 189.069 35747.0791 Modal 7 0.028 35.972 226.0213 51085.6299 Modal 8 1 0.027 36.779 231.0922 53403.6048 Modal 9 0.024 42.07 264.3346 69872.7799 Modal 1 10 j 0.024 42.552 267.3626 j 71482.7381 Modal I 11 0.021 48.186 302.7589 91662.9537 Modal 1 12 0.018 56.845 357.1652 127566.9474 Page 28 of 58 Design Data 10/6/2014 LD-35 6 Design Data This chapter provides design data and results. 6.1 Concrete Frame Design Table 6.1 - Concrete Frame Preferences - ACI 318-11 Item Value Multi -Response Design Step -by -Step - All Seismic Design Category ? D # Interaction Curves 24 # Interaction Points i 11 i Minimum Eccentricity j Yes Phi (Tension) I 0.9 Phi (Compression Tied) 0.65 Phi (Compresseion Spiral)) 0.75 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 6.2 - Concrete Column PMM Envelope Label ! Story !! Section t C2 i L2 C0118x18 C2 L2 Col18x18 C3 L2 C0118x18 C3 L2 C0118x18 C5 L2 Col18x18 C5 L2 Col18x18 C6 L2 Co118x24 C6 L2 Col18x24 C29 L2 C0118x18 C29 L2 C0118x18 C33 L2 Col18x18 ( C33 L2 Col18x18 C38 L2 Col18x18 C38 L2 I Col18x18 C39 L2 Col18x18 C39 L2 Col18x18 C67 L2 C0118x18 C67 L2 Col18x18 C68 L2 I Col18x18 C68 I L2 Col18x18 C4 L2 Col12x24 C4 1 L2 j Col12x24 Location 1 Top . Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom P lb 138551.31 149688.81 162991.32 174128.82 179558.37 188063.37 160327.61 170407.61 -27227.79 -23447.79 111828.41 118308.41 361728.73 370233.73 37124.26 45629.26 97099.88 101352.38 116468.87 118696.37 39745.13 42895.13 i M Major M Minor lb-ft lb-ft 17575.92 19671.14 21948.12 -24344.31 21070.52 22388.48 0 19688.9 0 0 11424.02 12152.86 55545.01 57934.28 3669.72 4565.39 9466.91 9896.2 11160.41 11376.24 0 0 Page 29 of 58 0 0 0 0 0 0 16542.51 0 2586.64 2227.54 0 0 0 0 0 0 0 0 0 0 3223.99 3484.39 PMM Combo 1.20L + 1.6LL 1.2DL + 1.6LL 1.2DL + 1.6LL 1.2DL + 1.6LL 1.2DL + 1.6LL 1.2DL + 1.6LL 1.4DL+LL-EQ 1.4DL + LL - EQ 0.7DL + EQ 0.7DL + EQ 1.2DL + 1.6LL 1.2DL + 1.6LL 1.2DL + 1.6LL 1.2DL + 1.6LL 1.2DL + 1.6LL j 1.2DL + 1.6LL 1.2DL + 1.6LL i 1.2DL + 1.6LL 1.2DL + 1.6LL 1.2DL + 1.6LL II ADL + LL + EQ 1.4DL + LL + EQ PMM Ratio or Rebar 0.172 0.187 0.204 0.219 0.221 0.232 0.138 0.146 0.161 0.138 0.136 0.144 0.461 0.473 0.045 0.056 0.118 0.124 0.142 0.145 0.056 0.061 LD-36 Design Data Label Story C14 C14 C34 C34 C35 C35 C37 C37 C40 C40 C53 C53 C51 C51 C67 C67 C68 C68 C32 C32 C4 C4 C14 C14 C34 C34 C35 C35 C37 C37 C40 C40 C53 C53 C1 C1 C7 C7 C8 C8 C9 C9 C10 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz L1 L1 L1 L1 L1 L1 L1 L1 L1 Table 6.2 - Concrete Column PMM Envelope (continued) t P Section Location i M'Major ' M Minor PMM Combo lb j lb-ft s lb-ft ! C011240 4 Top 296075.75 f [ 0 ( 25801.8 1.2DL+ 1.6LL C0112x30 Bottom ; 299450.75 0 26129.67 1.2DL + 1.6LL Cot 18x18 I Top 509950.08 155940.33 0 1.2DL + 1.6LL Co118x18 Bottom 514202.58 56501.16 0 1 1.2DL + 1.6LL Col 18x18 Top 537826.69 59549.44 E 0 i 1.2DL + 1.6LL Co118x18 Bottom 542079.19 60121.61 € 0 1.2DL + 1.6LL Col 18x18 Top 502968.13 55100.13 0 j 1.2DL + 1.6LL Co118x18 Bottom 507220.63 55658.8 0 1.2DL + 1.6LL Co121 D Top 733795.4 91441.8 0 1.2DL + 1.6LL Co121 D Bottom 1 738341.38 92167.03 € 0 1.2DL + 1.6LL Co121 D € Top 532564.68 j 62642.57 0 1.2DL + 1.61-L Co121 D 5 Bottom 537110.66 63280.16 0 3 1.2DL + 1.6LL Co112x24 Top 140655.93 0 ( 12635.37 1 1.4DL + LL - EQ Co112x24 Bottom 145065.93 0 113087.31 ` 1.4DL + LL - EQ Co118x18 Top 126235.63 12418.17 0 1.2DL + 1.6LL Co118x18 Bottom 1 130488.13 12855.75 0 I 1.2DL + 1.6LL Cot 18x18 Top 1! 139957.6 13825.01 0 1.2DL + 1.6LL Co118x18 Bottom 144755.94 14359.78 i 0 11.4DL + LL + EQ Co112x24 Top 204154.47 0 19395.27 1.4DL + LL + EQ Co112x24 Bottom 208564.47 0 19903.95 IIADL + LL + EQ Co112x24 Top 67491.17 0 5472.29 11.4DL + LL + EQ Co112)Q4 Bottom 69801.17 0 5662.72 11.4DL + LL + EQ C0112x30 Top 351909.97 0 29753.4 1 1.2DL + 1.6LL C0112x30 Bottom 354384.97 0 29977.48 1.2DL + 1.6LL Co118x18 Top 583642.53 65749.78 0 1.2DL + 1.6LL Co118x18 I Bottom 587895.03 66342.6 1. 0 1.2DL + 1.6LL Cot 18x18 Top 661770.86 76177.62 ( 0 1.2DL + 1.6LL Col 18x18 Bottom 666023.36 76801.7 I 0 1.2DL + 1.6LL Col 18x18 Top 630956.28 71756.56 0 ( 1.2DL + 1.6LL Col 18x18 Bottom 635208.78 72365.45 t 0 1.2DL + 1.6LL Co121 D Top 783736.53 99272.66 ( 0 ? 1.2DL + 1.6LL Co121 D f Bottom 788282.51 ( 100023.58 0 1.2DL + 1.6LL Co121 D Top 555768.75 65902.84 0 1.2DL + 1.6LL Co121 D I Bottom 560314.73 66550.96 ! 0 1.2DL + 1.6LL Co112x24 Top 70577.71 0 5984.24 1.4DL + LL - EQ C0112x24 Bottom 74987.71 0 6383.85 1.4DL + LL - EQ Co112x24 1 Top 145833.34 0 13228.47 1.4DL + LL - EQ Co112x24 Bottom 150243.34 0 [ 13687.41 ' 1.4DL + LL - EQ Co112x24 Top 224760.74 0 21960.61 ` 1.4DL + LL - EQ C0112x24 Bottom 229170.74 t 0 22495.79 1.4DL + LL - EQ C0112x24 ` Top 228290.19 0 -22378.74 ! 1.4DL + LL - EQ j Co112x24 Bottom 232700.19 0 € 22917.64 ' 1.4DL + LL - EQ '•. Co112x24 ( Top 293867.91 -160200.23 I-25728.24 1.4DL + LL + EQ i PMM Ratio or Rebar 0.336 0.34 0.623 0.629 0.658 0.663 0.615 0.62 0.807 0.812 0.585 0.59 0.202 0.208 0.154 0.159 0.171 0.176 0.296 0.302 0.096 0.099 0.397 0.4 0.716 0.721 0.813 0.819 0.774 0.78 0.862 0.867 0.611 0.616 0.101 0.107 0.21 0.216 0.327 0.333 0.332 0.339 0.748 10/6/2014 Page 30 of 58 Design Data 10/6/2014 LD-37 Table 6.2 Label "= Story ? Section 1 C10 C11 C11 C12 C12 C13 C13 C15 C15 C16 C16 C17 C17 C18 C18 C19 C19 C20 C20 C21 C21 C22 C22 C23 C23 C24 C24 C25 C25 C27 C27 C28 C28 C26 C26 C31 C31 C44 C44 C43 C43 C46 C46 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 i L1 L1 L1 L1 L1 L1 L1 ( L1 I L1 L1 L1 j L1 L1 t L1 L1 L1 L1 L1 L1 I Ll Li i L1 L1 L1 L1 1 L1 Co112x24 Co112)Q4 Co112)Q4 Co112x24 Co112x24 Co112x24 Co112x24 Co112x24 Co112x24 Co112x24 Co112)Q4 Co112)04 Co112x24 Co112x36 Co112x36 C0112X36 Co112x36 Co112x36 Co112x36 Co118x18 Co118x18 Co118x36 Co118x36 C0112x36 Co112x36 Co112x36 Co112x36 Co118x18 Co118x18 Co112x36 Co112x36 Co118x18 Co118x18 Co118x18 Co118x18 Co112x30 C0112x30 C0118x18 Co118x18 Co112x24 Co112x24 Co112)Q4 Co112x24 - Concrete Column PMM Envelope (continued) PMM P M Major ;Ratio or M Minor =PMM Location lb i lb-ft Combo lb-ft Rebar Bottom 298043.95 0 -23843.52 1 1.4DL + LL - EQ 0.422 Top 139628.79 0 -12600.66 ` 1.4DL + LL + EQ 1 0.201 Bottom 144038.79 0 j-13054.54 1.4DL + LL + EQ 0.207 Top 204798.79 0 1 19639.62 i 1.4DL + LL + EQ i 0.297 Bottom 209208.79 1 0 `-20154.24 j 1.4DL + LL + EQ 0.303 Top 208511.6 0 -20069.69 11.4DL + LL + EQ j 0.302 Bottom 212921.6 0 1-20588.18 i 1.4DL + LL + EQ 0.309 Top 168027.4 (( 0 -15558.31 1.4DL + LL - EQ 1 0.242 Bottom 172437.4 0 -16037.11 1.4DL + LL - EQ j 0.249 Top 215671.53 0 =-20909.38 1.4DL + LL + EQ 0.313 Bottom 220081.53 0 -21435.53 = 1.4DL + LL + EQ ? 0.32 Top 271732.04 0 i -27864.05 i 1.4DL + LL - EQ 0.398 Bottom 276142.04 0 1-28454.71 1.4DL + LL - EQ 0.404 Top 834950.84 -208150.27 =,-66796.07 1.2DL + 1.6LL } 0.828 Bottom 839000.84 0 1-67120.07 j 1.2DL + 1.61-1- 0.773 Top 744379.9 -194517.54 159550.39 11 1.21DL + 1.61-L 0.742 Bottom 748429.9 0 59874.39 1 1.2DL + 1.6LL 0.69 Top i 725585.11 -63156.86 158046.81 1.2DL + 1.61-L 0.684 Bottom 729635.11 0 ( 58370.81 1.2DL+ 1.6LL 0.673 Top 593275.5 -56361.17 -93810.49 1.2DL + 1.61-1- 0.789 Bottom 596313 56649.74 0 ( 1.2DL + 1.6LL ; 0.727 Top 1059498.63 476386.94 1100652.37 1.2DL + 1.61.1- ? 0.752 Bottom 1065573.63 -149180.31 0 1.2DL + 1.61-L i 0.624 Top 583976.08 370175.54 i 46718.09 1.2DL + 1.6LL j 0.791 Bottom 588026.08 0 `-47042.09 l 1.2DL + 1.6LL 0.542 Top 642415.31 411599.9 E-51393.22 1 1.2DL + 1.61-L 10.875 Bottom 646465.31 0 f 1-51717.22 1.2DL + 1.6LL 1 0.596 Top 444766.3 60960.42 147135.14 1.2DL + 1.6LL 10.587 Bottom 447803.8 42541.36 0 ' 1.2DL + 1.6LL 1 0.546 Top 569966.9 366361.19 L45597.35 ! 1.2DL + 1.6LL 0.778 Bottom 574016.9 0 -45921.35 1.2DL + 1.61-1- 1 0.529 Top 480394.22 -52279.52 ( 0 1 1.2DL + 1.61-1- i 0.587 Bottom 484646.72 -52829.82 0 1 1.2DL + 1.61-L 1 0.592 Top 219790.86 164317.42 20880.13 1.4DL + LL - EQ 0.766 Bottom 223728.36 21254.19 0 1.4DL + LL - EQ 1 0.273 Top 644444.99 0 62702.29 1.2DL + 1.61LL 1 0.742 Bottom 647819.99 0 63121.7 1.2DL + 1.6LL 0.746 Top 64827.45 6282.03 j 0 1 1.4DL + LL + EQ 1 0.079 Bottom 69788.7 -6774.45 0 1 1.4DL + LL + EQ 1 0.085 Top 468834.86 ( 55581.69 -37506.79 11.4DL + LL - EQ 0.69 Bottom 472334.86 1 0 -37786.79 1 1.4DL + LL - EQ ' 0.669 Top 182818.1 69623.41 `-14625.45 11.4DL + LL + EQ ' 0.36 Bottom 186318.1 0 1-14905.45 ? 1.4DL + LL + EQ 0.264 Page 31 of 58 LD-38 Design Data Label Story I C47 C47 C48 C48 C32 C32 C50 C50 C52 C52 Label C2 C2 C3 C3 C5 C5 C6 C6 C29 C29 C33 C33 C38 C38 C39 C39 C67 C67 C68 C68 C4 C4 C14 C14 C34 C34 C35 C35 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 Table 6.2 - Concrete Column PMM Envelope (continued) PMM P t M Major G M Minor . Ratio or Section I Location PMM Combo lb I lb-ft lb-ft Rebar I 1 Coll2)Q4 Top j 286542.77 69149.27 22923.42 1.4DL + LL + EQ 0.465 Coll21Q4 Bottom 1290042.77 0 23203.42 1.4DL + LL + EQ 0.411 Col 12X24 Top ! 323497.25 0 30733.84 1.4DL + LL + EQ 0.468 Coll2)Q4 Bottom 326997.25 0 -31136.53 1.4DL + LL + EQ 0.473 Coll2)Q4 Top i 30137.17 0 -2410.97 1.4DL + LL - EQ 0.043 Coll2)Q4 Bottom 34547.17 6181.41 -2763.77 1.4DL + LL - EQ 0.053 Coll2)Q4 Top 23362.34 0 -1868.99 1.4DL + LL + EQ 0.033 Coll2)Q4 Bottom 27033.22 20788.02 -2162.66 1 1.2DL+ 1.61.1- 0.09 Coll2)Q4 Top ;-43207.88 0 '1456.63 f 0.7DL + EQ 0.356 Coll2)Q4 Bottom -41002.88 2554.89 3280:23 j` 0.7DL + EQ 0.338 Table 6.3 - Concrete Column Shear Envelope Story ` Section Location V Major Major Combo Major j V Mti or Minor Minor Combo ! ftz/ft ft=/ft L2 Col 18x18 Top 0 0 0 A 0 L2 Coll8x18 Bottom 0 0 F 0 i 0 L2 Col 18x18 Top 0 0 ( 0 0 L2 Coll8xl8 Bottom 0 0 I 0 0 L2 Coll8x18 Top 0 0 ! ! 0 0 L2 Coll8x18 Bottom 0 0 0 0 L2 Col 18x24 Top 0 0 0 ( 0 L2 Coll8x24 Bottom I 0 0 0 ( 0 L2 Co118x18 Top 0 ( 0 0 0 L2 Coll8x18 Bottom 0 0 0 0 L2 Col 18x18 Top 0 0 0 0 L2 Coll 8x18 Bottom 0 0 0 ! I 0 L2 Col 18x18 Top 0 0 0 III 0 L2 Coll8x18 Bottom j 0 0 0 0 L2 Coll8x18 Top I 0 0 0 0 L2 Co118x18 Bottom 0 0 0 f 0 L2 Col 18x18 Top 0 0 0 0 L2 Coll8x18 Bottom 0 0 0 j 0 L2 Col 18x18 Top 0 0 0 0 L2 Co118x18 Bottom 0 0 0 0 L2 Co112x24 Top i 0 j 0 0 0 L2 Co112x24 Bottom 0 i 0 0 0 L2 C0112x30 Top 0 ( 0 0 0 L2 Co112x30 Bottom 0 0 0 0 L2 Coll 8x18 Top 0 1 0 i 0 f I� 0 L2 Coll8x18 Bottom 0 0 0 0 L2 Col 18x18 Top I 0 0 0 0 L2 Coll 8x18 Bottom 0 0 0 0 Page 32 of 58 10/6/2014 Design Data 10/6/2014 LD-39 Label Story C37 C37 C40 C40 C53 C53 C51 C51 C67 C67 C68 C68 C32 C32 C4 C4 C14 C14 C34 C34 C35 C35 C37 C37 C40 C40 C53 C53 Cl Cl C7 C7 C8 C8 C9 C9 C10 C10 C11 C11 C12 C12 C13 C13 L2 1.2 L2 L2 L2 L2 Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 Li L1 L1 Table 6.3 - Concrete Column Shear Envelope (continued) Section Location V Major At Major Combo Major V Minor; Minor ; ! I lb 3 ftz/ft r lb Combo Coll8x18 Top 0 0 0 Co118x18 Bottom 0 0 F 0 E Col21 D Top 0 ; 0 0 j Col21 D Bottom 0 € 0 0 Col21 D Top 0 0 0 j Col21 D Bottom 0 j 0 0 Co112x24 Top 0 ? 0 1 0 Co112x24 Bottom 0 0 ! 0 Col 18x18 Top 0 j 0 0 Co118x18 Bottom 0 0 0 E Cot 18x18 Top 0 ( 0 0 I Co118x18 Bottom 0 I 0 0 Co112x24 Top 0 1 0 i 0 Co112x24 Bottom 0 1 0 0 Co112x24 Top 0 1 1 0 0 COI12)Q4 Bottom 0 i 0 0 Col 12x30 Top 0 0 0 C0112x30 Bottom 0 0 0 Col 18x18 Top 0 j ( 0 0 Col 18x18 Bottom 0 0 0 Col 18x18 Top 0 ( 0 j 0 Col 18x18 Bottom 0 0 0 Coll 8x18 Top 0 0 0 j Col 18x18 Bottom 0 € 0 0 Co121 D Top 0 ( 0 0 Col21 D Bottom 0 0 0 Co121 D Top 0 1 0 0 Col21 D Bottom 0 0 0 Co112x24 Top 0 0 0 Co112x24 Bottom 0 1 0 0 Col 12x24 Top 0 j 0 0 j Co112x24 Bottom 0 0 0 I Cot 12x24 Top 0 0 1 0 Co112x24 Bottom 0 E 0 0 Coll2x24 Top 0 ! ( 0 i 0 Col 12x24 Bottom 0 ; 0 0 Co112x24 Top 7340.51 0 1200.47 C0112X24 Bottom 7340.51 s i 0 1200.47 Co112x24 Top 0 ( 0 0 C0112x24 Bottom 0 E 0 0 Co112x24 Top 0 ; j 0 j 0 Co112x24 Bottom 0 0 0 Co112x24 Top 0 0 0 CoI12x24 Bottom 0 0 0 Page 33 of 58 At Minor ft2/ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LD-40 Design Data Label 1 Story C15 C15 C16 C16 C17 C17 C18 C18 C19 C19 C20 C20 C21 C21 C22 C22 C23 C23 C24 C24 C25 C25 C27 C27 C28 C28 C26 C26 C31 C31 C44 C44 C43 C43 C46 C46 C47 C47 C48 C48 C32 C32 C50 C50 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 Table 6.3 - Concrete Column Shear Envelope (contim ` Section Location �VMajor! At I Major Combo f Major lb ft2/ft Co112x24 Top 0 I 0 Co112x24 Bottom 0 i 0 CoI12x24 Top 0 ( 0 Co112)24 Bottom 0 0 Co112x24 i Top 0 0 Co112x24 Bottom 0 0 Co112x36 Top 7581.9 0 Co112x36 Bottom 7581.9 0 Co112x36 E Top 7677.84 f I 0 Co112x36 Bottom 7677.84 0 Co112x36 Top 1539.18 0 Co112x36 j Bottom 1539.18 0 Co118x18 Top 998.56 0 Coll 8x18 [ Bottom 998.56 0 Co118x36 [[ Top 60591.35 1 1.4DL + LL - EQ 10.00133 Co118x36 Bottom 60591.35 i 1.4DL + LL - EQ 10.00133 Co112x36 Top 47023 1.4DL + LL - EQ 0.00088 Co112x36 Bottom 47023 1.4DL + LL - EQ 10.00088 Co112x36 i Top i5l567.55 1.4DL + LL - EQ 10.00088 Co112x36 Bottom 51567.55 11.4DL + LL - EQ 10.00088 Co118x18 Top 2772.39 ( 0 Co118x18 Bottom 2772.39 0 Co112x36 Top 46557.41 s 1 ADL + LL - EQ ; 0.00088 Co112x36 Bottom 46557.41 1.4DL + LL - EQ ; 0.00088 Coll 8x18 Top 0 ( 0 C0118x18 Bottom 0 0 Col 18x18 Top 8218.04 0 Coll 8x18 Bottom 8218.04 0 t Co112x30 [ Top 0 0 Co112x30 ( Bottom 0 0 Co118x18 Top 0 ( 0 Co118x18 Bottom 0 ( 0 Co112x24 Top 2742.11 j 0 Co112x24 Bottom 2742.11 } 0 Co112x24 Top 3169.53 0 Co112x24 Bottom 13169.53 € 0 Co112x24 Top 3272.08 0 Co112x24 Bottom 0 Col 12X14 Top 0 ( 0 Co112x24 Bottom 0 0 Co112x24 Top 262.22 j 0 Co112x24 I Bottom 262.22 1 E 0 Co112x24 Top 690.63 0 Cot12x24 Bottom 690.63 0 Page 34 of 58 ied) f V Minor;- Minor lb Combo 0 0 0 0 0 0 810.51 810.51 593.33 593.33 1308.56 1308.56 4762.19 4762.19 1300.16 1300.16 463.93 463.93 746.36 746.36 2070.2 2070.2 881.16 881.16 0 0 561.64 561.64 0 0 0 0 1168.58 1168.58 369.11 369.11 624.91 624.91 0 0 77.25 77.25 68.46 68.46 0.7DL - EQ 0.7DL - EQ 0.7DL - EQ 0.7DL - EQ At Minor ft2/ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00177 0.00177 0.00177 0.00177 10/6/2014 LD-41 Design Data 10/6/2014 Table 6.3 - Concrete Column Shear Envelope (continued) I Label ( Story Section Location V Major At !V Minor • Major Combo { Major Minor At Minor lb lb Combo i ftz/ft ftz/ft C52 L1 Co112)Q4 Top 257.24 0.7DL - EQ i 0.00088 1 63.2 I0.7DL - EQ 10.00177 C52 L1 Co112x24 ( Bottom 257.24 0.7DL - EQ 10.00088 I 63.2 10.7DL - EQ 10.00177 Table 6.4 - Concrete Beam Flexure Envelope (Part 1 of 2) (-) Moment ! As Top ± (+) Label Story Location I Section ! (-) Combo Moment (+) Combo lb-ft ft= lb-ft B5 L2 4 End Beam18x36 -131804.69 1.2DL + 1.6LL .008212 0 0.7DL - EQ B5 L2 j Middle 1 Beam 18x36 -236220.09 i 1.4DL + LL - EQ 0.01475 0 0.7DL - EQ B5 L2 End-J Beam18x36 -162646.9 I 1.21DL + 1.61-1- 0.010158 0 0.7DL - EQ B13 L2 End -I Beam10x36 -92417.35 1 1.4DL + LL + EQ .0.005774 36813.46 1.2DL + 1.61-L B13 I L2 Middle Beam10x36 0 0.7DL - EQ 0 io.002452 132196.85 , 1.2DL + 1.61LL B13 ! L2 End-J Beam1 Ox36 -39546.24 1.4DL + LL - EQ 109110.11 1.4DL + LL + EQ B20 I L2 End -I Beam10x36 -61029.14 1.4DL + LL - EQ 0.003795 57772.77I 1.4DL + LL + EQ B20 s L2 Middle Beam10)Gi6 0 0.7DL - EQ 0 131736.62 11.4DL + LL - EQ B20 {! L2 End-J Beam1Ox36 -103551.22 1.4DL + LL + EQ 0.00648 96082.54 11.4DL + LL - EQ B21 j L2 End -I Beam1046 -20297.31 0.7DL - EQ 0.001255 137283.35 1.4DL + LL + EQ B21 L2 Middle Beam1 Ox36 -5428.73 0.7DL + EQ 0.000335 212717.97 1.2DL + 1.61-L B21 L2 End-J Beam10x36 -347017.82 1.4DL + LL + EQ 0.016917 94909.32 1.2DL + 1.61-1- B35 L2 End -I Beam Ox36 0 1.4DL + LL - EQ 0 14976.49 i 1.4DL + LL - EQ B35 L2 Middle Beam1O)G6 -4740.57 0.7DL+ EQ I 1�0.000292 47401.44 j 1.4DL + LL - EQ B35 L2 End-J Beam Ox36 -20168.12 0.7DL + EQ 0.001247 37637.55 1{ 1.4DL + LL - EQ B36 L2 End -I Beam10x60 -35717.57 0.7DL - EQ 0.001283 191913.22 ;1.4DL + LL + EQ B36 L2 Middle Beam10x60 0 0.7DL - EQ 0 280157.09 ' 1.4DL + LL + EQ B36 L2 End-J Beam10x60 0 1.4DL + LL + EQ 0 215010.75 i E 1.4DL + LL + EQ B37 L2 End -I Beam10x60 -234271.5 1.4DL + LL - EQ 0.008498 310453.36 ' 1.4DL + LL + EQ B37 L2 Middle Beam10x60 0 0.7DL - EQ 0 393093.01 1.4DL + LL - EQ 637 L2 End-J Beam10x60 -230072.9 1.4DL + LL + EQ .008343 335138.91 1 1.4DL + LL - EQ B38 i L2 End -I Beam10x60 -231725.73 1.4DL + LL - EQ 10.008404 344722.04 ;1.4DL + LL + EQ B38 L2 Middle ( Beam10x60 0 0.7DL - EQ 0 391892 i 1.4DL + LL - EQ B38 i L2 End-J Beam Ox60 -8466.04 0.7DL + EQ I f0.000304 333069.1 �I 1.4DL + LL - EQ B39 ' L2 End -I Beam10x60 -131447.32 1.4DL + LL - EQ 0.004744 187796.18 1.4DL + LL + EQ B39 L2 Middle Beam10x60 0 0.7DL - EQ 0 325647.25 1.2DL + 1.6LL B39 L2 End-J Beam10x60 -25217.85 i 0.7DL + EQ 0.000905 237451.58 11.4DL + LL - EQ B40 E L2 i End -I Beam10x60 0 1.4DL + LL - EQ 0 409082.03 I 1 ADL + LL - EQ B40 L2 Middle Beam10x60 -54723.03 0.7DL + EQ 0.001968 572787.76 1.4DL + LL - EQ B40 L2 End-J Beam10x60 i -614174.28 ( I 1 ADL + LL + EQ 0.017033 326344.46 1.4DL + LL - EQ B41 '' f L2 End -I Beam10x60 0 1.4DL + LL + EQ 0 219074.49 1.4DL + LL - EQ 841 L2 Middle ( Beam1 Ox60 0 0.7DL - EQ 0 340340.77 1.4DL + LL - EQ B41 L2 End-J Beam10x60 -55895.91 0.7DL + EQ 0.00201 181189.88 1.4DL + LL - EQ B42 I L2 End -I Beam10x60 -77763.63 1.4DL + LL - EQ 0.002799 226445.03 1.4DL + LL + EQ B42 L2 Middle Beam1Ox60 0 i 0.7DL - EQ 0 346007.52 1.2DL + 1.6LL B42 L2 End-J Beam10x60 I-1582.1 0.7DL + EQ 5.7E-05 156918.31 i 1.4DL + LL - EQ B43 L2 End -I Beam18x36 0 I 0.7DL - EQ 0 36083.14 I! 1.4DL + LL - EQ B43 L2 I Middle i Beam18x36 -93799.27 1.2DL + 1.6LL 0.005826 1 3676.16 0.7DL + EQ Page 35 of 58 LD-42 Design Data 10/6/2014 Table 6.4 - Concrete Beam Flexure Envelope (Part 1 of 2, continued) r (-) Moment � As Top (+) Label Sto ry Location Section (-) Combo Moment ( ) Combo lb-ft ft' ( lb-ft B43 i L2 ( End J Beam 18x36 -96062 55 1.2DL + 1.6LL 005968 32777.27 1.2DL + 1.6LL 644 L2 End -I Beam18x36 1 0 0.7DL - EQ 0 207961.93 ' 1.2DL + 1.6LL B44 L2 Middle Beam 18x36 0 0.7DL - EQ 0 317346.8 1.2DL + 1.6LL 644 L2 End-J Beam18x36 -267978.75 II ADL + LL - EQ 0.01475 i 135883.25 1.2DL + 1.61LL B5 j Mezz End -I ! Beam10x60 0 0.7DL - EQ 0 39385.47 1.4DL + LL - EQ B5 Mezz Middle Beam10x60 -22629.65 1.4DL + LL + EQ .0008121 76634.7 1.4DL + LL - EQ B5 Mezz ; End-J ( Beam10x60 j-44473.85 :1.4DL + LL + EQ 0.001598 0 0.7DL - EQ B13 Mezz j End -I € Beam10x60 -21953.67 1.4DL + LL + EQ 0.000788 53392.86 1.4DL + LL - EQ 613 Mezz ( Middle ( Beam10x60 0 0.7DL - EQ 0 119339.67 II ADL + LL + EQ B13 Mezz I End-J Beam10x60 0 1.4DL + LL - EQ 0 110659.03 ! II ADL + LL + EQ B20 Mezz End-] Beam10x60 0 0.7DL - EQ 0 ( 75158.76 ( II ADL + LL + EQ 620 Mezz ! Middle E Beam10x60 0 0.7DL - EQ 0 ; 158444.84 1.4DL + LL - EQ B20 Mezz End-J Beam10x60 0 1.2DL + 1.6LL 0 (111450.54 1.4DL + LL - EQ B21 i Mezz I End -I € Beam 10x60 ' 0 0.7DL - EQ 0 ii 132003.56 II ADL + LL + EQ B21 Mezz I Middle ( Beam10x60 I 0 0.7DL - EQ 0 1 236857.81 1.2DL + 1.6LL B21 j Mezz 1 End-J { ; Beam 10x60 -50537.84 II ADL + LL + EQ 0.001817 = 135501.04 1 II ADL + LL - EQ B35 Mezz End -I Beam10x60 ; 0 1.4DL + LL - EQ 0 ; 33066.85 II ADL + LL - EQ B35 i Mezz ! Middle Beam10x60 I-1382.89 0.7DL + EQ 5E-05 [ 42233.86 1.4DL + LL - EQ B35 i Mezz ! End-J Beam10x60 1-18314.94 0.71DL + EQ 0.000657 42114.44 1.4DL + LL - EQ 643 Mezz j End -I ( Beam10x60 0 0.7DL - EQ 0 119981.82 II ADL + LL - EQ B43 i Mezz Middle ( Beam10x60 0 0.7DL - EQ 0 115680.89 II ADL + LL - EQ 843 j Mezz End-J I Beam10x60 3 0 II ADL + LL - EQ 0 57378.15 1.4DL + LL - EQ 644 I Mezz ( End -I ( Beam10x60 ( 0 0.7DL - EQ 0 80469.88 1.41DL + LL - EQ B44 i Mezz Middle [ Beam10x60 0 0.7DL - EQ 0 92976.43 ` 1.4DL + LL - EQ B44 Mezz End-J j Beam10x60 -25589.89 1.4DL + LL + EQ .000919 j 47297.08 II ADL + LL - EQ B1 L1 End -I Beam42x36 .-1271381.39 1.2DL + 1.61LL .061532 1878984.55 1.2DL + 1.6LL B1 € L1 ? Middle Beam42x36 0 0.7DL - EQ 0 2624127.82 1.2DL + 1.6LL B1 L1 End-J i Beam42x36 1 -1789115.97 1.2DL + 1.61LL U.088392 1398756.75 1.2DL + 1.6LL B2 L1 End -I ( Beam4846-StdClearances I-1791169.47 1.21DL + 1.61-1- .087701 11371924.27 1.2DL + 1.6LL B2 L1 Middle Beam48x36-StdClearances 0 i 0.7DL - EQ 0 1391653.15 1.2DL + 1.6LL B2 L1 i End-J Beam48x36-StdClearances '-1255182.98 ' 1.2DL + 1.6LL A.060349 € 580327.87 i 1.2DL + 1.6LL B3 L1 i End -I i Beam42x36 -1171432.72 1.2DL + 1.61LL .056478 879935.38 1.2DL + 1.6LL B3 L1 ( Middle 1 Beam42x36 0 0.7DL - EQ 0 [ 2533675.9 1.2DL + 1.6LL B3 L1 End-J ( Beam42x36 -1489964.67 1.2DL + 1.6LL p.072729 765300.68 1.2DL + 1.6LL B4 j L1 End -I Beam42x36 3-1288264.05 1.21DL + 1.6LL ? 0.06239 ' 1363310.66 1.2DL + 1.6LL B4 L1 Middle I Beam42x36 0 0.7DL - EQ 0 2881444.75 1.2DL + 1.61LL B4 L1 E End-J E Beam42x36 j-2093663.96 i 1.2DL + 1.6LL .104767 809335.91 1.2DL + 1.6LL B6 L1 ( End -I Beam42x36 -984812.48 1.2DL + 1.6LL i0.047148 i 867940.06 1.2DL + 1.61LL B6 L1 (. Middle Beam42x36 0 0.7DL - EQ ( 0 2362803.43 1.2DL + 1.61LL B6 L1 € End-J Beam42x36 -1344747.27 1.2DL + 1.61LL 1((0.065268 1811299.21 1.2DL + 1.6LL B17 L1 End -I Beam48x36 -1553986.43 II ADL + LL - EQ p.078059 I 0 0.7DL - EQ B17 L1 Middle I Beam48x36 416381.81 1.4DL + LL + EQ [ .026816 1810055.39 1.21DL + 1.6LL B17 L1 End-J i Beam48x36 397059.27 1.4DL + LL - EQ �.025556 E 646875.3 1.4DL + LL + EQ B12 L1 End -I Beam48x36 180259.61 1.2DL + 1.6LL ,0.011522 335666.34 1.2DL + 1.6LL Page 36 of 58 Design Data 10/6/2014 LD-43 Label B12 B12 B14 B14 B14 B18 B18 B18 611 B11 611 B24 B24 B24 B10 B10 B10 B16 B16 B16 B19 B19 B19 B22 B22 B22 B26 B26 B26 B25 B25 B25 B27 B27 B27 B28 B28 B28 B29 B29 B29 B30 B30 B30 Table 6.4 - Concrete Beam Flexure Envelope (Part 1 of 2, continued) (-) Moment ; As Top Story Location Section lb-ft (-) Combo fe L1 Middle ! Beam48X36 L1 End-J Beam48)(36 L1 End -I [ BeamOx36 L1 i t Middle Beam4846 L1 End-J Beam48X36 L1 f End -I Beam48x36 L1 E Middle [ Beam4ft36 L1 End-J i Beam4846 L1 ( End -I Beam48X22 L1 Middle Beam48.22 L1 End-J Beam48X12 L1 End -I ; Beam4846 L1 Middle j Beam4846 L1 i End-J ! Beam4846 L1 End -I [ Beam4W6 L1 Middle i Beam4246 L1 ( End-J i Beam4W6 L1 j End -I 1 Beam48)66-StdClearances L1 Middle ! Beam4846-StdClearances i L1 i End-J { j Beam4846-StdClearances L1 € End -I Beam4246 L1 Middle Beam4246 L1 End-J Beam4246 L1 End -I Beam4246 L1 € Middle Beam42X36 L1 i i End-J [ Beam4246 L1 End -I ( Beam4246 L1 Middle [ Beam4246 L1 End-J Beam42x36 L1 € End -I i Beam42x36 L1 Middle Beam4246 L1 End-J Beam4246 Li End -I Beam42X36 L1 s Middle i Beam42�C36 L1 ( End-J Beam42X36 L1 End -I E Beam42)66 L1 [ Middle Beam4246 L1 End-J Beam4246 L1 End -I ; Beam4846-StdClearances Li ` Middle Beam4846-StdClearances L1 ( End-J Beam4&36-StdClearances L1 End -I Beam4W6 L1 ( Middle Beam48)Q6 L1 I End-J Beam48X26 -1632977.12 411924.45 -344423.11 -441755.6 -342663.13 0 -603009.85 -174216.49 -37179.54 196230.4 -798477.8 j-338833.38 0 -71368.61 -540194.63 1-1083153.87 -51614.45 -455976.04 1-1156097.45 -94883.2 -575502.1 -1049149.08 -124096.35 f-752777.85 -1391260.76 1719329.05 -1122330.11 -241987.74 -1360633.16 [-843201.99 I -20624.75 [-1931499.78 -803616.77 0 -1684479.24 -958341.68 0 i 1-1487854.74 -649491.64 0 0 -213119.51 Page 37 of 58 0.7DL - EQ 0 1.4DL + LL - EQ U.082265 1.4DL + LL - EQ 0.026525 1.4DL + LL + EQ 0.02213 1.4DL + LL + EQ 0.028474 1.4DL + LL + EQ 0.022016 0.7DL - EQ 0 1.4DL + LL - EQ 0.038154 1.4131- + LL + EQ 10.019849 1.2DL + 1.61-1- :0.004178 1.4DL + LL - EQ 0.021655 1.4DL + LL + EQ 0.039059 1.4DL + LL + EQ 0.021767 0.7DL - EQ 0 1.2DL + 1.61LL 0.004411 1.2DL + 1.61-1- 0.03393 1.2DL + 1.61-1- .052048 1.2DL + 1.61-1- 0.003187 1.2DL + 1.61-1- .028498 1.2DL+ 1.61-1- ! .055404 1.2DL + 1.61-1- 0.005868 1.2DL+ 1.61-1- 0.034416 1.2DL + 1.61-L 0.050349 1.2DL + 1.6LL 0.007683 1.2DL + 1.61-1- 0.035733 1.2DL + 1.61-L 0.067648 1.2DL + 1.61-1-.084702 1.2DL + 1.6LL 0.05401 1.2DL + 1.61-L 0.015042 1.213L + 1.61-L 0.06608 1.2DL + 1.61-1- r.040158 0.7DL - EQ 10.001272 1.2DL + 1.61-1- 10.095991 1.2DL + 1.6LL 0.038217 0.7DL - EQ ([( 0 1.2DL + 1.6LL b.082867 1.2DL + 1.61-L0.045836 0.7DL - EQ 0 1.2DL + 1.61-1- .072094 1.4DL + LL - EQ .039333 0.7DL - EQ 0 0.7131- - EQ 0 0.7DL - EQ 0 1.4DL + LL - EQ 0.019006 (+) Moment lb-ft 1676911.38 1020241.24 0 0 0 716360.99 777216.68 143693.51 3514.33 571663.64 445460.65 15210.09 209019.14 161364.23 0 0 0 7262.7 0 0 8966.57 0 0 0 0 0 0 0 0 0 39865.4 349873.6 0 85851.45 794508.99 0 165970.6 681366.86 0 400737.08 914240.72 824973.37 477426.06 67372.72 (+) Combo 1.21DL + 1.61-1- 1.2DL + 1.61-L 0.7DL - EQ 0.7DL - EQ 0.7DL - EQ 1.4DL + LL - EQ 1.4DL + LL + EQ 1.2DL + 1.6LL 1.2DL+ 1.61-L 1.4DL + LL - EQ 1.4DL + LL - EQ 0.7DL - EQ 1.4DL + LL - EQ 1.4DL+ILL +EQ 0.7DL - EQ 0.7DL - EQ 0.7DL - EQ II ADL 0.7DL - EQ 0.7DL - EQ 1.2DL+ 1.61-L 0.7DL - EQ 0.7DL - EQ 0.7DL - EQ 0.7DL - EQ 0.7DL - EQ 0.7DL - EQ 0.7DL - EQ 1.4DL 0.7DL - EQ 0.7DL + EQ 1.4DL + LL + EQ 0.7DL - EQ 1.4DL 1.4DL + LL - EQ 0.7DL - EQ 1.4DL+ILL +EQ 1.4DL + LL - EQ 0.7DL - EQ 1.4DL + LL - EQ 1.4DL + LL - EQ 1.4DL + LL - EQ 1.4DL + LL - EQ 1.4DL + LL - EQ LD-44 Design Data 10/6/2014 Table 6.4 - Concrete Beam Flexure Envelope (Part 7 of 2, continued) (+) Label StoryLocation . Section (-) Moment 0Combo As Top Moment (+) Combo lb-ft lb-ft B31 L1 ( End -I Beam4246 1 0 0.7DL - EQ 0 542539.89 1.4DL + LL + EQ B31 L1 Middle ! Beam42x26 0 0.7DL - EQ 0 365940.61 i 1.4DL + LL + EQ B31 L1 End-J ( Beam4246 1 0 0.7DL - EQ 0 15449.58 1.4DL + LL - EQ 832 1 L1 End-1 ' Beam42)Q6 0 0.7DL - EQ [ 0 { 645720.6 1.4DL + LL - EQ B32 L1 ( Middle Beam42x26 j 0 0.7DL - EQ F 0 401031.49 1.4DL + LL - EQ B32 L1 1 End-J j Beam42x26 -109411.78 1.4DL + LL + EQ 0.009704 ( 0 0.7DL - EQ 633 L1 ( End -I Beam42x26 0 0.7DL - EQ 0 1 364531.59 1.4DL + LL + EQ 633 L1 j Middle Beam42x26 0 0.7DL - EQ 1 0 195466.61 1.4DL + LL + EQ B33 L1 ( End-J Beam42x26 -29135.56 ' 1.4DL + LL - EQ 0.00257 74301.13 s 1.4DL + LL + EQ B7 L1 End -I Beam42x26 -2379.09 0.7DL - EQ 0.000209 1 370766.63 ! 1.4DL + LL + EQ B7 L1 Middle Beam42x26 j 4085.03 0.7DL - EQ 0.00036 ( 200851.6 1.4DL + LL + EQ B7 L1 End-J Beam42x26 -5136.04 0.7DL - EQ 10.000452 26124.77 i 1.4DL + LL + EQ 68 L1 End -I Beam24x40 1 -182208.32 1.4DL + LL - EQ .0101181 184501.73 ' 1.2DL + 1.61-1- B8 L1 [ Middle i Beam24x40 0 0.7DL - EQ 0 1 915543.89 1.4DL + LL + EQ B8 L1 ( End-J i Beam24x40 0 i 1.4DL + LL + EQ 0 777970.85 1.4DL + LL + EQ B34 I L1 i End -I Beam48X22 -72146.31 1.4DL + LL - EQ 10.008136 272413.17 i 1.4DL + LL + EQ B34 L1 Middle I Beam48x22 1-7322.88 0.7DL + EQ 0.000821 891636.36 11ADL + LL + EQ B34 L1 E End-J Beam48x22 -131846.51 i 1.4DL + LL + EQ i0.014957 137522.37 1.4DL + LL - EQ B45 L1 End -I Beam48x26 i-218184.78 i 1.4DL + LL - EQ0.019463 0 0.7DL - EQ B45 i L1 ? Middle Beam48x26 -16010.02 1.4DL 10.001411 = 320305.34 1.4DL + LL - EQ B45 j L1 ( End-J 1 Beam48x26 0 0.7DL - EQ 0 500004.57 ' 1.4DL + LL - EQ B46 L1 I End -I 1 Beam48x16 i 0 0.7DL - EQ 0 207859.73 1.4DL + LL - EQ 646 L1 Middle Beam48x16 i 0 0.7DL - EQ 0 192747.38 1.4DL + LL - EQ B46 i L1 End-J 1 Beam48x16 ?-203226.62 1.4DL + LL + EQ 0.02439 37860.24 1.4DL + LL + EQ E B9 i L1 i End -I Beam42x36 j-264927.28 1.2DL + 1.61-1- 016481 = 264927.28 1.2DL + 1.61-1- B9 L1 Middle E Beam4246 471457.77 1.2DL + 1.61-1- .029541 264927.28 1.2DL + 1.61-1- B9 L1 i End-J Beam42x36 i-1059709.13 1.2DL + 1.61-1- �.050876 529854.56 1.2DL + 1.61-1- Table 6.4 - Concrete Beam Flexure Envelope (Part 2 of 2) As Label Story Location s fBot 135 L2 End -I 0 B5 L2 Middle 0 65 L2 End-J 0 B13 L2 End -I 10.002281 B13 L2 Middle ;0.008194 B13 L2 End-J 0.006833 620 L2 End -I 10.003591 B20 L2 Middle 10.008194 B20 L2 End-J 10.006006 B21 L2 I End -I '0.008194 E321 L2 E Middle 10.010149 621 L2 End-J s0.005932 1335 L2 End -I 0.000925 Page 38 of 58 Design Data 10/6/2014 LD-45 Table 6.4 - Concrete Beam Flexure Envelope (Part 2 of 2, continued) € ; As Bot Label Story Location i B35 L2 Middle 10.002942 B35 L2 End-J 10.002333 B36 L2 End -I 1A006947 B36 L2 j Middle 0.010185 B36 L2 End-J 10.007791 B37 L2 End -I 0.011303 637 L2 Middle ;0.014087 B37 L2 End-J j0.012217 B38 L2 End -I 10.012573 B38 L2 Middle 10.014087 B38 L2 ; End-J 10.012141 B39 L2 3 End-i ;u.006796 B39 L2 Middle 10.011866 B39 L2 End-J i0.008614 B40 L2 End-] €0.014087 B40 L2 i Middle 0.015851 B40 [( L2 End-J 10.011891 B41 i L2 End -I = 0.00794 B41 L2 Middle 10.01241 B41 L2 End-J 0.006555 B42 L2 End -I 0.00821 B42 L2 Middle 0.01262 B42 L2 End-J 10.00567 B43 L2 End -I 10.002231 E143 L2 Middle jO.000227 B43 L2 End-J 10.002026 B44 L2 End-[ 10.013037 B44 L2 Middle �A015057 B44 L2 End-J 10.008468 B5 Mezz End -I i0.001415 65 Mezz Middle 10.002758 135 Mezz End-J 0 B13 Mezz End -I 0.00192 B13 Mezz Middle €0.004304 B13 Mezz End-J 0.00399 B20 Mezz End -I 0.002705 B20 Mezz Middle 10.005726 B20 Mezz End-J `0.004018 B21 Mezz End -I 10.004764 B21 Mezz I Middle i0.008592 B21 Mezz End-J jO.004891 B35 Mezz ; End -I i0.001188 B35 Mezz Middle 10.001518 B35 Mezz End-J ;0.001513 B43 Mezz End -I i0.004328 Page 39 of 58 LD-46 Design Data Table 6.4 - Concrete Beam Label B43 B43 B44 B44 B44 B1 B1 B1 B2 B2 B2 B3 B3 B3 B4 134 64 B6 B6 B6 B17 B17 B17 B12 B12 B12 B14 B14 B14 B18 B18 B18 B11 E311 E311 B24 B24 B24 B10 B10 B10 B16 B16 B16 B19 Flexure E story E Mezz Mezz Mezz Mezz I Mezz L1 s L1 L1 L1 1 L1 L1 L1 L1 L1 L1 L1 L1 i L1 L1 L1 L1 L1 L1 i L1 S L1 i L1 L1 L1 L1 L1 L1 L1 1 L1 L1 L1 L1 L1 L1 r L1 L1 L1 L1 L1 L1 L1 nvelope (Part 2 of 2, continued) As Bot Location ftz Middle 10.004172 End-J i0.002063 End -I 10.002897 Middle 10.003349 End-J I 1 0.0017 End -I 10.042001 Middle 10.134756 End-J ! 0.02497 End-] 10.066354 Middle 10.067352 End-J 10.03648 End -I 10.042048 3 Middle 10.12957 End-J '0.036416 End-1 10.066354 Middle i0.149783 End-J 10.038574 Endo 0.041456 Middle 10.119902 End-J 0.03867 i End -I 0 Middle s0.039884 End-J 10.037933 End -I 0.02169 Middle 10.085171 End-J 0.050599 End -I 0 Middle 0 End-J ; 0 Endo 10.037933 s Middle 10.038224 End-J 0.009228 End -I jO.000398 Middle 10.051607 End-J ;0.039626 End -I 110.000973 Middle 10.013451 End-J A010368 End -I 0 Middle 0 End-J j 0 End -I 0.000449 Middle 0 End-J 0 End -I 10.000554 Page 40 of 58 10/6/2014 10/6/2014 LD-47 Design Data Table 6.4 - Concrete Beam Flexure Envelope (Part 2 of 2, continued) .._ . As Bot Label Story Location j ft� B19 L1 Middle j 0 B19 L1 End-J f 0 B22 L1 ( End -I 0 622 L1 Middle 0 B22 L1 ( End-J 0 B26 L1 End -I 0 B26 L1 Middle 0 B26 L1 [ End-J 0 B25 L1 [ End -I 1 0 B25 L1 Middle 10.002466 B25 L1 End-J j0.021871 B27 L1 End -I 0 B27 L1 i Middle 10.005318 B27 L1 End-J 10.037846 B28 L1 End -I 0 B28 L1 Middle 10.010309 B28 L1 End-J 10.034352 B29 L1 End -I 0 B29 L1 Middle 10.025052 B29 L1 End-J 10.043559 B30 L1 End -I 10.057627 B30 L1 Middle iO.032567 B30 L1 End-J E 10.005971 B31 L1 End -I 0.037364 B31 L1 € Middle 10.024866 B31 L1 € End-J 0.001365 B32 L1 End -I 10.044831 B32 L1 Middle U027322 B32 L1 End-J 0 B33 L1 End -I i0.024768 B33 L1 Middle 0.01749 i B33 L1 End-J 0.006592 B7 L1 End -I 0.025203 137 L1 Middle j0.017979 B7 L1 End-J 10.00231 68 L1 Endo 0.010264 B8 L1 l Middle 10.039651 138 L1 End-J 0.033446 B34 L1 End -I t 10.023772 B34 L1 Middle ` 0.08384 B34 L1 i End-J ?0.015776 B45 L1 End -I 3 0 B45 L1 Middle 10.027474 B45 Li End-J 10.034159 i. B46 L1 End -I 10.025097 Page 41 of 58 LD-48 Design Data 10/6/2014 Table 6.4 - Concrete Beam Flexure Envelope (Part 2 of 2, continued) Label Story Location IAs fBot B46 L1 Middle 0.0232 B46 Li End-J 0.005893 B9 L1 End -I 10.016512 B9 L1 Middle 0.016512 B9 L1 End-J i0.033333 Table 6.5 - Concrete Beam Shear Envelope (Part 1 of 2) Label Story Location :I Section V V Combo At i T for At T Combo At s lb ft2/ff lb-ft B5 I L2 End-1 Beam 18x36 84987.82 { 1.2DL + 1 6LL 0.00118 31651.45 1.4DL + LL + EQ B5 L2 Middle Beam18x36 86253.44 1.2DL + 1.61-1- € 0.00125 23047.45 ' 1 ADL + LL - EQ 65 I L2 End-J Beam18x36 232.98 0.7DL + EQ 5E-05 31605.66 ' 1.4DL + LL - EQ 613 L2 I End -I Beam10x36 17854.71 I 0.7DL + EQ t 0.00074 4062.7 1.4DL + LL - EQ B13 L2 Middle Beam10x36 5857.02 0.7DL - EQ 0 € 10061.02 1.2DL + 1.61-1- B13 ':: L2 I End-J Beam 10x36 49 141.39 1.4DL + LL - EQ 0.00076 ( 11570.99 1.2DL + 1.61-1- 10.00074 B20 ? L2 End -I Beam10x36 22759.89 1.4DL + LL - EQ 2804.21 1.4DL + LL - EQ B20 L2 Middle - Beam10x36 4009 0.7DL - EQ i 0 2804.21 1.4DL + LL - EQ B20 L2 End-J Beam10x36 ( 65607.15 11.4DL + LL + EQ 10.00168 7297.75 11.4DL + LL + EQ 621 L2 I End -I Beam10x36 5999.14 0.7DL - EQ 0 1857.09 1.4DL + LL - EQ 621 ? L2 Middle Beam10x36 10566.83 I 0.7DL - EQ 0 2931.56 1.2DL + 1.6LL 621 L2 ( End-J Beam10x36 81328.32 1.4DL + LL + EQ 10.00255 6494.17 1.2DL + 1.61-1- B35 j L2 j End -I Beam10x36 6141.8 0.7DL - EQ 0 0 0.7DL - EQ B35 L2 ( Middle Beam10x36 3506.13 0.7DL - EQ i 0 1945.84 ' 1.4DL + LL + EQ B35 ( L2 i End-J Beam10x36 12147.14 iij 0.7DL - EQ 0 4041.57 1.4DL + LL + EQ E B36 t L2 End -I Beam 10x60 30661.68 0.7DL + EQ 0.00074 203.07 0.7DL - EQ B36 L2 Middle Beam10x60 6575.15 0.7DL - EQ 0 1086.08 0.7DL - EQ B36 ! L2 i End-J Beam10x60 ' 51089.8 { 1.4DL + LL - EQ F 0.00074 690.91 0.7DL - EQ B37 i L2 End -I ` Beam10x60 1201226.02 ( 1.4DL + LL - EQ 10,00453 3454.06 ' 1.4DL + LL - EQ 637 L2 Middle Beam 10x60 18023.39 0.7DL - EQ I 0 7454.88 1.4DL + LL - EQ B37 j L2 End-J Beam10x60 O/S 148382.57 1.4DL + LL + EQ B38 ? L2 End -I i Beam10x60 196843.61 1.4DL + LL - EQ 10.00439 17149.86 1.4DL + LL + EQ B38 L2 Middle Beam10x60 55518.89 1.4DL + LL - EQ 0.00074 3921.08 1.4DL + LL + EQ B38 L2 ` End-J Beam10x60 36823.64 3 0.7DL - EQ 0.00074 3921.08 1.4DL + LL + EQ B39 L2 End -I Beam 10x60 ? 114868.68 1.4DL + LL - EQ 10.00174 IIADL 532.31 0.7DL - EQ B39 L2 Middle Beam10x60 48972.74 + LL - EQ 0.00074 9607.88 AADL + LL + EQ B39 L2 End-J Beam10x60 32 141.16 0.7DL - EQ 0.00074 9607.88 1.4DL + LL + EQ 640 i L2 End -I Beam10x60 47387.84 ° 1.4DL + LL - EQ 0.00074 10321.03 1.4DL + LL + EQ 640 3 L2 j Middle Beam10x60 53204.07 1.4DL + LL - EQ j 0.00074 10321.03 €:1.4DL + LL + EQ B40 L2 ! End-J Beam10x60 180822.69 1.4DL + LL + EQ ( 0.00387 22376.73 1.2DL + 1.6LL B41 L2 End -I Beam10x60 35139.75 ( 1.4DL + LL - EQ 10.00074 2168.48 0.7DL - EQ B41 L2 Middle Beam 10x60 39313.63 f 1.4DL + LL - EQ 10.00074 488.47 0.7DL -EQ 841 L2 End-J ( Beam10x60 42668.42 ? 1.4DL + LL - EQ 10.00074 1507.46 0.7DL - EQ B42 I L2 End -I Beam 10x60 47891.51 1.4DL + LL + EQ € 0.00074 6143.76 1.2DL + 1.61-1- B42 ? L2 Middle Beam 10x60 14728.74 0.7DL - EQ i 0 5571.65 1.4DL + LL + EQ B42 L2 End-J Beam 10x60 31688.99 E 1.4DL + LL - EQ 0.00074 i 5571.65 1.4DL + LL + EQ Page 42 of 58 LD-49 Design Data 10/6/2014 Table 6.5 - Concrete Beam Shear Envelope (Part 1 of 2, continued) V At j T for At Label ;Story ;Location Section V Combo T Combo At lb ftl/ft lb-ft B43 I L2 End -I Beam18x36 i 5080 89 0.7DL - EQ 0 56084.22 ; 1.2DL + 1.6LL B43 L2 Middle Beam18x36 758.65 0.7DL - EQ 0 50664.7 1.2DL+ 1.6LL B43 L2 End-J Beam18x36 O/S ( 46651.37 1.2DL+1.6LL B44 ± L2 i End -I Beam18x36 150914.93 1.2DL + 1.6LL 0.00484 11697.64 1.2DL + 1.6LL B44 L2 Middle Beam18x36 34432.17 1.4DL I0.00133 7013.03 1.2DL+ 1.6LL B44 L2 End-J Beam18x36 O/S 19371.59 1.2DL+1.61-1. B5 i Mezz End -I Beam1 px60 14013.95 [ 0.7DL - EQ 0 108.51 0.7DL - EQ B5 Mezz Middle Beam10x60 5672.76 0.7DL - EQ i 0 26346.54 1.4DL + LL - EQ B5 Mezz End-J Beam10x60 6763.83 I 0.7DL - EQ ( 0 26346.54 1.4DL + LL - EQ B13 Mezz i End -I Beam IOx6Q 5401 i 0.7DL - EQ ! 0 3343.08 0.7DL - EQ B13 Mezz I Middle Beam 10x60 5455.51 0.713L - EQ 0 5662.94 ' 1.4DL + LL - EQ B13 Mezz End-J Beam10x60 32381.29 1 1.4DL + LL + EQ 10.00074 5207.63 0.7DL - EQ B20 Mezz End -I Beam10x60 9934.27 ( 0.7DL - EQ 0 1104.72 0.7DL - EQ B20 Mezz Middle Beam 10x60 7744.84 0.7DL - EQ 1 0 3546.75 1.4DL + LL + EQ B20 [ Mezz j End-J Beam10x60 16441.51 0.7DL - EQ j 0 12397.79 1.4DL + LL + EQ B21 Mezz End -I Beam10x60 31274.36 11ADL + LL + EQ 0.00074 836.17 0.7DL - EQ 621 - Mezz Middle Beam10x60 7930.01 ( 0.7DL - EQ [ 0 8222.19 1.2DL + 1.6LL B21 Mezz End-J Beam10x60 15367 1 0.7DL - EQ [ 0 11653.35 1.2DL + 1.6LL B35 Mezz ! End -I Beam10x60 5106.55 0.7DL - EQ 0 807.6 0.7DL - EQ 635 Mezz Middle Beam10x60 2444.25 0.7DL - EQ 0 1526.29 1.4131. + LL + EQ 635 I Mezz End-J Beam10x60 15521.4 0.7DL - EQ 0 3004.99 1.4DL + LL + EQ B43 Mezz I End -I Beam10x60 864.52 0.7DL - EQ 0 16000.56 1.2DL+ 1.6LL B43 Mezz Middle Beam10x60 9466.61 € 0.7DL - EQ I 0 16000.56 1.2131- + 1.6LL 543 Mezz i End-J Beam10x60 8192.28 ! 0.7DL - EQ 0 7081.04 ` 1 ADL + LL - EQ 644 # Mezz I End -I Beam10x60 3070.86 ( 0.7DL - EQ ? 0 3517.42 0.7DL - EQ B44 Mezz Middle Beam10x60 5933.54 € 0.7DL - EQ 0 6857.3 1.4DL + LL - EQ B44 j Mezz End-J Beam10x60 I 6339.81 0.7DL - EQ 0 6686.72 1.4DL + LL - EQ B1 1 L1 1 End -I Beam42x36 350647.22 € 1.2DL + 1.6LL i 0.01122 73295.49 1.20L + 1.6LL B1 L1 Middle Beam42x36 294923.97 1.2DL + 1.6LL 10.00815 81907.18 1.2DL + 1.6LL B1 L1 End-J Beam42x36 284487.82 ; 1.2DL + 1.6LL 10.00757 I149296.94 1.4DL + LL - EQ B2 L1 I End -I Beam48x36-StdClearances ` 778985.88 1.2DL + 1.6LL = 0.03381 98884.09 1.4DL + LL + EQ B2 L1 i Middle Beam4806-StdClearances 234843.55 € 1.2DL+1.6LL 10.00363 I110405.91 1.4DL+LL+EQ B2 L1 End-J Beam4846-StdClearances < 299054.86 1.2DL + 1.6LL 0.00718 117647.79 1.4DL + LL + EQ B3 L1 j End4 Beam42x36 373340.29 1.2DL + 1.6LL 10.01248 3295.42 0.7DL - EQ 63 L1 I Middle Beam42x36 ` 310384.93 1.2DL + 1.6LL i 0.009 4011.96 0.7DL - EQ B3 L1 End-J Beam42x36 319985.22 t 1.2DL + 1.6LL 10.00952 1402.64 0.7DL - EQ B4 L1 I End -I Beam42x36 419347.16 1.2DL + 1.6LL 0.01503 7076,59 0.7DL - EQ B4 L1 Middle Beam42x36 352991.15 ` 1.2DL + 1.6LL 0.01137 3.37 0.7DL - EQ B4 L1 End-J Beam42x36 339200.21 1.21)L + 1.6LL i 0.01059 4195.55 0.7DL - EQ B6 L1 End -I Beam42x36 273692.04 1.2DL + 1.6LL 0.00697 180392.36 1.2DL + 1.6LL B6 L1 Middle Beam42x36 300826.42 ; 1.2DL + 1.6LL 10.00847 i 93443.9 1.2DL + 1.6LL B6 L1 I End-J Beam42x36 363686.94 ( 1.2DL + 1.6LL 0.01195 120480.52 1.2DL + 1.6LL B17 € L1 Endd Beam48x36 158163.45 11ADL + LL + EQ 10.00354 140406.03 1 1.2DL + 1.6LL B17 1 L1 Middle Beam48x36 105901.18 1.4DL + LL - EQ 10.00354 f 81140.73 1.2DL + 1.6LL 617 L1 End-J Beam48x36 € 359410.84 1.4DL + LL + EQ 0.01125 98694.88 1.2DL + 1.6LL Page 43 of 58 LD-50 Design Data 10/6/2014 Table 6.5 - Concrete Beam Shear Envelope (Part 1 of 2, continued) Label Story ! Location I Section V V Combo At T for At T Combo At lb. ftz/ft lb-ft B12 L1 End -I Beam48x36 219385.18 1.2DL + 1 6LL 0.00319 172800.26 1.4DL + LL - EQ 612 L1 Middle Beam48x36 281954.97 1.2DL + 1.61-1- 0.00679 126138.24 1.4DL + LL - EQ B12 ? L1 End-J Beam48x36 285537.35 1.2DL + 1.61-1- 0.007 80144.33 1.4DL + LL + EQ B14 L1 3 End -I Beam48x36 14171.32 0.7DL - EQ ( 0 10176.05 0.7DL - EQ B14 j Li Middle Beam48x36 ( 6927.9 0.7DL - EQ 0 18976.81 0.7DL - EQ B14 L1 End-J Beam48x36 9763.89 1.2DL + 1.6LL 10.00211 79641.17 s 1.4DL + LL - EQ B18 { L1 i End -I Beam48x36 [ 339586.17 1.2DL + 1.61-L € 10.01005 8648.52 0.7DL - EQ B18 L1 I Middle Beam48x36 87273.79 `1.4DL + LL + EQ 0.00354 14831.32 0.7DL - EQ B18 L1 End-J Beam48x36 86842.19 1.4DL + LL + EQ 10.00354 15892.37 0.7DL - EQ 811 ' L1 I End -I Beam4842 1360.42 0.7DL - EQ 0 5056.04 0.7DL - EQ 611 L1 Middle Beam4842 1195.53 1.41DL 1 0.00241 48995.11 1.4DL + LL - EQ B11 L1 End-J Beam48x22 384747.27 ( 1.2DL + 1.61-1- 0.02975 48340.28 1.4DL + LL + EQ B24 L1 End -I Beam48x36 106830.32 1.4DL + LL - EQ 1 0.00354 20262.56 0.7DL - EQ B24 1 L1 Middle Beam4846 137898.75 [ 1 ADL + LL - EQ E 0.00354 16094.38 0.7DL - EQ B24 ; L1 1 End-J Beam48x36 1111.17 0.7DL - EQ 0 15393.78 0.7DL - EQ 610 i L1 ? End -I Beam42x36 23790.49 1.4DL 10.00148 104582.98 1.21DL+1.6LL B10 1 L1 Middle Beam4246 i 28023.08 1.4DL 10.00148 130442.94 1.2DL+1.61-1- B10 1 L1 End-J Beam42x36 75929.35 € 1.4DL 0.00108 147142.36 1.2DL+ 1.61LL 616 1 L1 1 End -I Beam48x36-StdClearances 8932.89 0.7DL - EQ 1 0 19865.2 0.7DL - EQ B16 4 L1 Middle Beam4846-StdClearances 92877.75 1.4DL + LL - EQ j 0.00354 22768.78 s 0.7DL - EQ 816 L1 1 End-J Beam48x36-StdClearances 95973.55 1.4DL + LL - EQ 10.00354 23180.48 0.7DL - EQ B19 L1 1 End -I Beam42x36 27840.83 1.4DL + LL - EQ 0.00171 79158.96 1.2DL + 1.61-L B19 L1 Middle Beam42x36 83918.74 1.4DL + LL - EQ 10.00309 79158.96 1.2DL + 1.61-1- B19 Li End-J Beam42x36 ! 117890.62 1.4DL + LL - EQ € 0.00309 9665.86 0.7DL - EQ B22 1 L1 End -I Beam42x36 ( 21245.11 1.4DL 0.00172 104111.98 1.2DL + 1.61-1- B22 L1 Middle Beam42x36 74740.63 1.4DL 0.00309 104111.98 1.2DL + 1.61-L B22 L1 End-J Beam42x36 ( 125303.9 1.4DL + LL - EQ t 0.00309 74865.35 € 1.2DL + 1.61-1- B26 i L1 End -I Beam4246 277427.84 1.2DL + 1.61-L 0.00716 100988.53 1.4DL + LL - EQ B26 1 L1 Middle Beam42x36 i 273330.48 1.2DL + 1.61-1- 0.00693 112925.08 1.4DL + LL - EQ B26 L1 End-J Beam42x36 191815.96 1 1.2DL + 1.6LL 0.00241 112925.08 1.4DL + LL - EQ B25 L1 End -I Beam42x36 174975.56 € 1.2DL + 1.61-1- 10.00147 158905.24 1.2DL + 1.61-1- B25 L1 1 Middle Beam42x36 1 5143.03 1.4DL 10.00111 162624.36 1 1.21DL + 1.61-1- i B25 i L1 1 End-J Beam4W6 t 45545.44 1.4DL 0.00126 161187.48 1.2DL + 1.6LL B27 ! L1 End -I Beam42x36 352507.7 I 1.2DL + 1.6LL 0.'01133 2864.78 0.7DL - EQ B27 i L1 Middle Beam42x36 333823.91 1.2DL + 1.61-1- 0.01029 2951.44 0.71DL - EQ B27 ? L1 1 End-J Beam42x36 319364.72 1.2DL + 1.61LL 1 0.0095 2951.44 0.7DL - EQ B28 L1 I End -I Beam42x36 309187.83 ( 1.2DL + 1.61-1- 10.00892 5819.13 0.7DL - EQ B28 L1 Middle Beam42x36 305038.68 1.2DL + 1.61-L 10.00869 3349.42 0.7DL - EQ B28 L1 End-J Beam42x36 268941.86 1.2DL + 1.61-1- 0.0067 3349.42 0.7DL - EQ 629 ! L1 End -I Beam4846-StdClearances 322816.14 1.4DL + LL - EQ 10.0085 155071.08 1 ADL + LL + EQ 829 L1 1 Middle III Beam48x36-StdClearances 293656.19 11.4DL + LL - EQ 10.00688 155071.08 AADL + LL + EQ B29 L1 End-J !!! Beam4846-StdClearances 274529.56 t 1.41DL + LL - EQ 10.00583 149422.34 1.4DL + LL + EQ B30 L1 ? End -I Beam48x26 66602.72 0.7DL - EQ 0.00354 12588.95 0.7DL - EQ B30 i L1 1 Middle Beam48x26 69354.39 0.7DL - EQ 0.00354 2209.32 0.7DL - EQ B30 1 L1 j End-J i Beam48x26 167259.42 1.4DL + LL - EQ 10.00385 2209.32 0.7DL - EQ Page 44 of 58 Design Data LD-51 10/6/2014 Table 6.5 - Concrete Beam Shear Envelope (Part 1 of 2, continued) V At T for At Label Story Location Section V Combo T Combo At i lb ft-/ft ( lb-ft B31 L1 ? End -I ( Beam42x26 87340.7 1.4DL + LL - EQ 0.00309 6761.33 0.7DL - EQ 631 L1 ? Middle Beam42x26 101237.45 I II ADL + LL - EQ 0.00309 7636.43 0.7DL - EQ B31 L1 J End-J Beam42x26 103973.91 1 1.4DL + LL - EQ 0.00309 7636.43 0.7DL - EQ 632 L1 End -I Beam42x26 110284.59 i 1.4DL + LL - EQ 10.00309 8960.34 0.7DL - EQ pp.21 B32 L1 ( Middle Beam42x26 903161.4DL + LL - EQ 10.00309 3398.43 0.7DL - EQ 632 € L1 End-J Beam42x26 90258.48 ( 1.4DL + LL - EQ 10.00309 3398.43 0.7DL - EQ B33 L1 End -I Beam42x26 1 53575.82 0.7DL + EQ 10.00309 4857.94 0.7DL - EQ 633 L1 I Middle Beam42x26 EQ 0.00309 4857.94 0.7DL - EQ B33 f L1 End-J Beam42x26 ? 87088.27 [1.4DL + LL - EQ 10.00309 4857.94 0.7DL - EQ B7 L1 End -I Beam42x26 67422.55 1.4DL + LL + EQ (0.00309 47740.78 1.4DL + LL + EQ 87 L1 Middle Beam42x26 ' 7791.42 0.7DL + EQ 10.00182 42230 1.4DL + LL + EQ 137 L1 End-J Beam42x26 7348.6 0.7DL + EQ 0.00185 42230 II ADL + LL + EQ B8 L1 End -I Beam24x40 154416.95 1.4DL + LL - EQ 10.00294 43806.67 1.41DL + LL + EQ 68 L1 ? Middle Beam24x40 ` 21232.99 1.4DL + LL + EQ 0.00064 `176356.15 s 1.4DL + LL + EQ 68 L1 j End-J Beam24x40 109109.29 1.4DL + LL + EQ 0.0007 71301.65 1.4DL + LL + EQ 834 L1 I End -I Beam48x22 138080.55 11.4DL + LL + EQ 0.00463 52723.18 I ADL + LL + EQ 634 ' L1 Middle Beam48x22 176903.43 1.4DL + LL + EQ 0.00858 i 86248.63 1.4DL + LL + EQ B34 L1 End-J Beam48x22 774.72 0.7DL - EQ 0.00091 102192.19 1.4DL + LL - EQ B45 L1 End -I Beam48x26 61267.99 1.41DL + LL - EQ 10.00354 56926.49 1.4DL + LL + EQ B45 L1 Middle Beam48x26 76275.03 1.4DL ! 0.00224 84933.84 AADL + LL + EQ B45 ? L1 End-J i Beam48x26 ( 41649.14 1.4DL 10.00165 96243.5 1.4DL + LL + EQ B46 L1 1 End -I Beam48x16 312.86 0.7DL + EQ = 0.00253 24811.73 1.4DL + LL - EQ B46 L1 ( Middle Beam48x16 1173.28 0.7DL + EQ € 0.00253 - ( 22196.55 1.4DL + LL - EQ B46 L1 } End-J Beam48x16 48307.1 i 1.4DL + LL - EQ 0.00354 4487.87 0.7DL - EQ 69 i L1 End -I I Beam42x36 ! 88397.84 07DL + EQ 0.00491 59456.65 ! 1.2DL + 1.61-1- B9 I L1 Middle Beam42x36 ` 107839.58 0.7DL - EQ 0.00598 65714.92 1.2DL + 1.6LL B9 L1 End-J Beam42x36 124667.51 0.7DL - EQ 0.00692 66501.05 1.2DL + 1.61-1- Table 6.5 - Concrete Beam Shear Envelope (Part 2 of 2) At ':; T for iTorsion Label Story Location :Torsion ` b fis T Combo As ftz/ft . ftz B5 L2 End -I 0.00088 31651.45 1.4DL + LL + EQ 10.02133 65 L2 Middle 0.00143 { 23047.45 1.4DL + LL - EQ 10.021509 B5 L2 End-J 0.00188 23047.45 1.4DL + LL - EQ ,b.021509 B13 L2 End -I 0.00063 i 4063.53 1.4DL + LL - EQ !0.012214 613 L2 Middle ' 0.00178 4062.7 j 1.4DL + LL - EQ 10.012211 613 L2 End-J 0.00196 11570.99 1.2DL + 1.61-1- 0.012751 620 L2 End -I 3 0.00053 i 2804.21 1.4DL + LL - EQ 10.011612 B20 L2 Middle 0.00053 2804.21 1.4DL + LL - EQ D.011612 B20 L2 End-J 0.00059 1 7297.75 II ADL + LL + EQ (0.011796 621 L2 End -I 0.0004 1857.09 1.4DL + LL - EQ !0.012153 621 L2 Middle 0.00063 2931.56 1.2DL + 1.61-1-.012189 B21 L2 End-J 0.0014 € 2931.56 1.2DL + 1.61-1-.012189 B35 L2 End -I 0 1 0 0.7DL - EQ 0 Page 45 of 58 LD-52 Design Data Table 6.6 - Concrete Beam Shear Envelope (Part 2 of 2, continued) At As T for As Label Story Location `Torsion' T Combo As :Torsion ,. lb-ft ft:/ft ft2 B35 L2 Middle 0.00075 , 1945.84 1.4DL + LL + EQ P.011816 B35 L2 End-J 0.00109 4041.57 1.4DL + LL + EQ `0.011848 B36 L2 End -I 0 203.07 0.7DL - EQ ( 0 B36 L2 Middle 0 1086.08 0.7DL - EQ ( 0 B36 L2 End-J j 0 E 690.91 0.7DL - EQ ( 0 B37 L2 End -I 0.0005 j 3454.06 E 1.4DL + LL - EQ 10.020239 637 L2 Middle 0.00084 3454.06 1.4DL + LL - EQ P.020239 B37 L2 End-J 0.00528 ! 148382.57 1.4DL + LL + EQ y0.055456 B38 L2 End -I ( 0.0007 ! 9421.46 ' 1.4DL + LL + EQ 10.019868 B38 L2 Middle 0.00053 ? 3824.65 1 ADL + LL + EQ 1.0.020234 638 L2 End-J 0.00053 3921.08 1.4DL + LL + EQ P.020129 B39 L2 End -I 0 532.31 0.7DL - EQ 0 B39 L2 Middle 0.00109 ! 8826.31 1.4DL + LL + EQ P.020077 B39 ! L2 End-J 0.00109 6773.29 1.4DL + LL + EQ A.020182 B40 L2 End -I 0.00045 ( 3609.51 1.4DL + LL + EQ (.019954 B40 L2 Middle 0.00045 10321.03 1.4DL + LL + EQ b.019838 B40 L2 End-J 0.00084 22376.73 1.2DL + 1.61-L P.018975 B41 L2 End -I 0 2168.48 0.7DL - EQ 0 641 L2 Middle ( 0 j 488.47 0.7DL - EQ 0 B41 L2 End-J 0 € 1507.46 0.7DL - EQ 0 B42 L2 End -I 0.00065 11727.42 1.4DL + LL - EQ ; 0.02024 B42 L2 Middle 10.00086 6123.56 1.2DL + 1.61-1- �1.020057 B42 L2 End-J j 0.00086 j 5454.91 1.4DL + LL + EQ (0.019714 B43 L2 End -I 0.00477 € 56084.22 1.2DL + 1.61-1- 0.037342 B43 L2 Middle ? 0.00425 ( 50664.7 1.2DL + 1.61-1- P.033327 B43 L2 End-J 0.00385 46651.37 1.2DL + 1.6LL A.030156 B44 j L2 End -I 0.00117 39146.39 1.2DL + 1.61-1- P.021417 B44 L2 Middle 0.00076 ! 20002.33 1.2DL + 1.61-L.021621 644 L2 End-J 10.00153 1 19371.59 1.2DL + 1.61-1- 0.021621 B5 Mezz End -I 0 108.51 ? 0.7DL - EQ 0 65 Mezz Middle 0.00223 26346.54 1.4DL + LL - EQ 10.023386 135 j Mezz End-J 0.00223 j 26346.54 1.4DL + LL - EQ io.023386 B13 Mezz End -I 0 3343.08 0.7DL - EQ 0 B13 Mezz Middle 0.00048 i 5167.45 1.4DL + LL - EQ b.020284 B13 •: Mezz End-J 0 [ 5207.63 € 0.7DL - EQ 0 B20 Mezz End -I 0 1104.72 0.7DL - EQ ! 0 B20 Mezz ' Middle 0.00046 3546.75 1.4DL + LL + EQ 10.02029 B20 Mezz End-J 0.0012 j 3546.75 1.4DL + LL + EQ 0.02029 B21 Mezz End -I 0 ( 836.17 0.7DL - EQ 0 B21 Mezz Middle ' 0.00123 4305.51 1.2DL + 1.6LL 0.019362 B21 Mezz End-J 0.00161 ; 11653.35 1.21DL + 1.61-1- P.020197 B35 i Mezz 1 End -I 0 i 807.6 1 0.7DL - EQ 0 B35 Mezz Middle 0.00046 { 1526.29 1.4DL + LL + EQ P.019706 835 Mezz End-J 0.00076 i 1526.29 ' 1.4DL + LL + EQ D.019706 10/6/2014 Page 46 of 58 Design Data 10/6/2014 LD-53 Table 6.5 - Concrete Beam Shear Envelope (Part 2 of 2, continued) Label B43 B43 B43 B44 B44 B44 61 B1 81 62 62 B2 133 B3 B3 B4 B4 B4 B6 136 B6 B17 B17 B17 B12 B12 B12 B14 B14 B14 B18 B18 B18 811 811 B11 B24 B24 B24 B10 B10 B10 B16 B16 Story ? Location Mezz Mezz Mezz Mezz Mezz Mezz L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle End-J End -I Middle At Torsion ft2/ft 0.00147 0.00147 0.0006 0 i 0.00053 0.00047 0.00213 0.0023 € t 0.00156 0.0009 0.00101 0.00108 0 0 0 0 0 0 0.00188 0.00103 { 0.00135 0.00128 0.00075 0.00089 0.00369 0.00262 0.00167 j 0 0 0.00072 0 0 0 0 E 0.00176 0.00176 E 0 0 0 0.00116 0.00144 j 0.00154 0 0 T for As lb-ft 16000.56 7081.04 7081.04 3517.42 6686.72 6686.72 73295.49 149296.94 149296.94 91179.56 110405.91 117647.79 3295.42 4011.96 1402.64 7076.59 3.37 4195.55 113527.8 93443.9 120480.52 81140.73 81140.73 98694.88 126138.24 180000.92 98630.44 10176.05 18976.81 79641.17 8648.52 14831.32 15892.37 5056.04 48119.97 47450.99 20262.56 16094.38 15393.78 104582.98 130442.94 147142.36 19865.2 22768.78 Page 47 of 58 As T Combo As '( Torsion ft' 1.21DL + 1.61-1- 1,0.018572 1.4DL + LL - EQ `0.019484 1.4DL + LL - EQ 0.019484 0.7DL - EQ 0 f 1.4DL + LL - EQ P.020285 1.4DL + LL - EQ 0.020285 1.2DL + 1.61-1- 0.044615 1.4DL + LL - EQ 0.044615 1.4DL + LL - EQ P.044615 1.4DL + LL + EQ 0.049322 1 1.4DL + LL + EQ �.049322 1.4DL + LL + EQ 0.049322 i 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ ( 0 0.7DL - EQ 1 0 0.7DL - EQ € 0 0.7DL - EQ 0 1.2DL + 1.61-1- P.044615 i 1.2DL + 1.61-1- .0.044615 1.2DL + 1.61-1- P.044615 1.2DL + 1.61-1- 110.049322 1.2DL + 1.61-1- P.049322 1.2DL + 1.61-1- 0.049322 1.4DL + LL - EQ ;0.049322 1.41DL + LL + EQ 0.049322 1.4DL + LL + EQ 0.049322 0.7DL - EQ [ 0 f 0.7DL - EQ j 0 1.4DL + LL - EQ 0.049322 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ € 0 1.4DL + LL + EQ [ .025712 1.4DL + LL + EQ 0.025712 0.7DL - EQ 0 0.7DL - EQ 0 0.7DL - EQ 0 1.2DL + 1.61-1- 10.044615 1.2DL + 1.61-1- P.044615 1.2DL + 1.61-1- 0.044615 0.7DL - EQ ! 0 0.7DL - EQ 0 LD-54 Design Data Table 6.5 - Concrete Beam Shear Envelope (Part 2 of 2, continued) At i. T for As As Label Story :Location Torsion T Combo As 1 Torsion - lb-ft ft2/ft L_ B16 L1 End J . .... 0 23180.48 0.7DL - EQ 0 B19 L1 End -I 0.00091 1 79158.96 1.2DL + 1.6LL E0.044615 B19 L1 Middle 0.00091 65219.95 ! 1.2DL+1.6LL P.044615 619 L1 End-J 0 4 9665.86 0.7DL - EQ 0 B22 € L1 End -I 0.0012 1 104111.98 1.2DL+ 1.6LL P.044615 B22 L1 Middle 0.0012 1 74865.35 1.2DL + 1.6LL P.044615 B22 L1 End-J 0.00086 ( 60030.45 1.2DL + 1.6LL P.044615 B26 L1 End -I 0.00106 1 100988.53 a 1.4DL + LL - EQ 0.044615 B26 I i L1 Middle 0.00118 1112925.08 1.4DL + LL - EQ b.044615 626 L1 End-J 10.00118 1112925.08 1.4DL + LL - EQ P0.044615 B25 L1 End4 0.00166 158905.24 1.2DL + 1.6LL P.044615 B25 L1 Middle 0.0017 1161187.48 1.2DL + 1.6LL A.044615 B25 L1 End-J i 0.00168 ( 134858.32 1.2DL + 1.6LL P.044615 B27 L1 End -I 0 2864.78 0.7DL - EQ 0 B27 j L1 Middle 0 I 2951.44 0.7DL - EQ 0 B27 L1 End-J 0 2951.44 0.7DL - EQ 0 B28 L1 End -I 0 I 5819.13 0.7DL - EQ ( 0 B28 L1 Middle 0 3349.42 0.7DL - EQ 1 0 B28 L1 End-J 1 0 1 3349.42 ` 0.7DL - EQ { 0 B29 L1 End -I 0.00143 155071.08 1.4DL + LL + EQ i -0.049322 B29 L1 Middle 0.00143 { 149422.34 1.4DL + LL + EQ 0.049322 B29 L1 End-J 0.00137 149422.34 11.4DL + LL + EQ fl.049322 B30 ? L1 End -I 0 ( 12588.95 0.7DL - EQ 0 B30 Li Middle 0 2209.32 0.7DL - EQ 0 B30 L1 End-J 0 [ 2209.32 ` 0.7DL - EQ ( 0 B31 Li i End -I 0 i 6761.33 0.7DL - EQ € 0 631 L1 Middle 0 { 7636.43 0.7DL - EQ ( 0 B31 L1 End-J 0 i 7636.43 s 0.7DL - EQ 1 0 B32 L1 End -I 0 8960.34 0.7DL - EQ ; 0 B32 L1 € Middle 0 3398.43 0.7DL - EQ 0 B32 L1 End-J 1 0 3398.43 1 0.7DL - EQ 0 B33 L1 End-1 1 0 i 4857.94 F 0.7DL - EQ 0 B33 L1 Middle 0 4857.94 0.7DL - EQ 0 B33 i L1 End-J 0 4857.94 0.7DL - EQ [ 0 67 L1 End -I 10.00096 { 47740.78 1.4DL + LL + EQ 0.029859 67 L1 Middle 0.00123 `_: 42230 1.4DL + LL + EQ .029859 137 j L1 End-J 1 0.00123 41160.71 { 1.4DL + LL + EQ 10.029859 B8 L1 End -I 0.00195 ` 43806.67 = 1.4DL + LL + EQ b.031367 B8 L1 Middle 0.00308 34004.22 ' 1.4DL + LL + EQ b.031367 B8 I L1 End-J 0.00342 71301.65 E ` 1.4DL + LL + EQ P.032503 B34 L1 End -I 0.00219 144781.97 1.4DL + LL + EQ (0.025712 634 L1 Middle 0.00336 [ 86248.63 1.4DL + LL + EQ A.035253 634 L1 End-J 0.00409 ` 102192.19 1.4DL + LL - EQ K1.042912 B45 L1 End -I 0.00079 1 56926.49 1.4DL + LL + EQ 0.032458 Page 48 of 58 10/6/2014 Design Data 10/6/2014 LD-55 Table 6.5 - Concrete Beam Shear Envelope (Part 2 of 2, continued) At As T for As ' Label Story Location :Torsion ; T Combo As ;Torsion lb-ft ft'/ft ft2 B45 L1 I Middle 0.00116 84933.84 ' 1.4DL + LL + EQ 10.032458 B45 L1 End-J 0.0013 96243.5 1.4DL + LL + EQ 0.032458 B46 L1 End -I 0.00139 ! 22196.55 1.4DL + LL - EQ j0.015594 B46 L1 Middle 0.00123 32643.03 1.4DL + LL + EQ 0.015594 B46 L1 End-J 0 ( 4487.87 0.7DL - EQ 0 69 L1 End -I 0.00196 59456.65 j 1.2DL + 1.61-1- 0.044615 69 L1 Middle 0.00211 66501.05 1.2DL + 1.61-1- Ib.044615 B9 L1 End-J 0.00208 49173.51 1.2DL + 1.61-1-b.044615 Label Story C2 C3 C5 C6 C29 C33 C38 C39 C67 C68 C4 C14 C34 C35 C37 C40 C53 C51 C67 C68 C32 C4 C14 C34 C35 C37 C40 C53 Cl C7 C8 C9 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz Mezz L1 L1 L1 L1 Table 6.6 - Concrete Joint Envelope i B/C B/C i B/C B/C ' JS Section Major Major ` Minor Minor € Major Combo; Ratio ' Combo Ratio 'Combo Co118x18 C0118x18 E C0118x18 Co118x24 I f Co118x18 Co118x18 Co118x18 € [ Co118x18 C0118x18 Co118x18 Co112x24 Co112x30 Coll 8x18 j Co118x18 ; Co118x18 i y i Col21 D s j F Col21 D Co112x24 I f Co118x18 Co118x18 j f S C0112x24 j CoI12x24 I Co112x30 Co118x18 i E Col 18x18 j Co118x18 I i Col21 D Col21 D ' Co112x24 Co112x24 l Co112x24 Co112x24 Page 49 of 58 JS JS Major Minor Ratio Combo JS Minor Ratio Design Data Label Story C10 C11 C12 C13 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 C25 C27 C28 C26 C31 C44 C43 C46 C47 C48 C32 C50 C52 L1 L1 L1 Ll L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 6.2 Shear Wall Design Table 6.6 - Concrete Joint Envelope (continued) BIC BIC BIC BIC € JS Section ! Major Major i Minor Minor Major "Combo Ratio .Combo Ratio :;:Combo _. Co112x24 ! € Co112x24 Col 12x24 C0112x24 Co112x24 C0112x24 ' I Co112x24 Co112x36 I Co112x36 Co112x36 I ? € Co118x18 ! [ Coll 846 I I f � I Co112x36 ( I { Co112x36 ! i Col 18x18 ( ( ( 1 C011246 f { Coll 8x18 Coll 8x18 [ i k j Co112x30 ( ` i 3 Co118x18 j I C0112x24 j Co112x24 # I Co112x24 € I Co112x24 Co112x24 I CoI12x24 Co112x24 i I I Table 6.7 - Shear Wall Preferences - ACI 318-11 Item j Value Rebar Material A615Gr60 Rebar Shear Material A615Gr60 Importance Factor 1 System C d 5.5 I 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 11 Edge Design PT -Max 0.06 Edge Design PC -Max ( ' 0.04 LD-56 10/6/2014 JS JS JS Major Minor Minor Ratio Combo Ratio Page 50 of 58 Design Data 10/6/2014 LD-57 I i Story Pier Label L1 L1 L1 L1 L2 L2 Mezz Mezz L1 L1 L1 Li L2 L2 Mezz Mezz L1 L1 L2 L2 L1 L1 L1 L1 L1 L1 L2 L2 Mezz Mezz L2 L2 Mezz Mezz L2 L2 Mezz Mezz P5 P5 P2 P2 P15 P15 P15 P15 P15 P15 P1 P1 P1.1 P1.1 P1.1 P1.1 P1.1 P1.1 P5.1 P5.1 P5.2 P5.2 P5.3 P5.3 P13 P13 P13.1 P13.1 P13.1 P13.1 P13.2 P13.2 P13.2 P13.2 P18 P18 P18 P18 Table 6.7 - Shear Wall Preferences - ACI 318-11 (continued) Item Value Section Design IP-Max 6.04 Section Design IP-Min 0.0025 D/C Ratio Limit 0.95 Table 6.8 - Shear Wall Pier Summary - ACI 318-11 (Part 1 of 2) I Design ; Edge k End Rebar D/C Leg X1 t Leg Y1 Station Type :Rebar ;Rebar Spacing : Ratio Pier Leg ft ft ; ft Top Uniform #5 j #5 1 0.285 Top Leg 1 1 10.27195 58.24794 Bottom Uniform #5 #5 1 0.046 Bottom Leg 1 10.27195 58.24794 Top Uniform #5 ( #5 2 0.797 Top Leg 1 167.81362E 58.14931 Bottom Uniform #5 #5 2 0.114 Bottom Leg 1 .167.81362 (58.14931 Top Uniform #5 ( #5 2 0.529 Top Leg 1 12.00112 1130.16668 Bottom Uniform #5 #5 2 0.4 Bottom Leg 1 12.00112 1130.16668 Top Uniform #5 #5 2 0.207 Top Leg 1 12.00112 ` 130.16668 Bottom Uniform #5 ? #5 2 i 0.872 Bottom Leg 1 12.00112 130.16668 Top Uniform #5 #5 2 0.53 Top Leg 1 10.27195 ( 130.16668 Bottom Uniform #5 E #5 2 0.461 Bottom Leg 1 10.27195 130.16668 ((( Top Uniform #5 #5 [ 2 0.058 Top Leg 1 66.69904 ? 164.37501 Bottom Uniform #5 ( #5 2 0.047 ;Bottom Leg 1 66.69904 164.37501 Top Uniform #5 ` #5 1 0.631 Top Leg 1 35.68862 164.37501 Bottom Uniform #5 #5 1 0.455 :Bottom Leg 1 35.68862 1164.37501 Top Uniform #5 ( #5 1 0.405 i Top Leg 1 35.68862 164.37501 I Bottom Uniform #5 #5 1 0.457 Bottom Leg 1 35.68862 i 164.37501 Top Uniform #5 i #5 2 0.626 Top Leg 1 25.09487 164.37501 Bottom Uniform #5 1 #5 2 0.474 Bottom Leg 1 25.09487 164.37501 Top Uniform #5 #8 1 0.628 Top Leg 1 12.00112 130.16668 I Bottom Uniform #5 #8 1 0.901 Bottom Leg 1 12.00112 1130.16668 Top Uniform #5 #8 1 0.394 Top Leg 1 12.00112 ' 130.16668 ( Bottom Uniform £ f #5 #8 1 0.365 ? Bottom Leg 1 12.00112 F i 130.16668 Top Uniform #5 € #8 1 0.457 Top Leg 1 12.00112 1136.22918 Bottom Uniform #5 ( #8 1 0.424 Bottom Leg 1 12.00112 1136.22918 Top Uniform ( #5 #5 2 0.34 Top Leg 1 33.52195 ( 94.58191 Bottom Uniform t #5 1 #5 2 0.26 Bottom Leg 1 33.52195 94.58191 Top Uniform #5 #5 1 0.35 Top Leg 1 33.52195 89.75517 I Bottom Uniform #5 #5 1 0.313 Bottom Leg 1 33.52195 89.75517 Top Uniform [ #5 #5 1 0.292 I Top Leg 1 33.52195 ( 89.75517 i Bottom Uniform j #5 #5 1 0.408 s Bottom Leg 1 ; 33.52195 [ 89.75517 Top Uniform [ #5 E #5 2 1.48 Top Leg 1 33.52195 1134.00001 Bottom F Uniform ' i #5 € #5 2 0.846 ' Bottom Leg 1 33.52195 134.00001 Top Uniform #5 #5 2 0.943 Top Leg 1 33.52195 134.00001 Bottom Uniform E #5 #5 2 1.243 Bottom Leg 1 33.52195 1134.00001 i ( Top I Uniform #5 #8 2 0.723 Top Leg 1 40.08445 1127.33334 Bottom i Uniform i e #5 #8 2 0.487 Bottom Leg 1 40.08445 E 127.33334 Top f ( Uniform i #5 #8 2 0.421 Top Leg 1 40.08445 127.33334 Bottom £ Uniform #5 #8 2 0.527 Bottom Leg 1 40.08445 127.33334 Page 51 of 58 Leg X2 ft 10.27195 10.27195 167.81362 167.81362 33.52276 33.52276 33.52276 33.52276 29.52195 29.52195 167.81362 167.81362 43.35529 43.35529 43.35529 43.35529 43.35529 43.35529 12.00112 12.00112 12.00112 12.00112 12.00112 12.00112 33.52276 33.52276 33.52276 33.52276 33.52276 33.52276 33.52276 33.52276 33.52276 33.52276 40.08445 40.08445 40.08445 40.08445 LD-58 Design Data Table 6.8 - Shear Wall Pier Summary - ACI 318-11 (Part 1 of 2, continued) Story Pier Station = Design Edge End Rebar Spacing ; D/C Pier Leg Leg X1 Label E Type Rebar Rebar Ratio ft ft L1 j P18 € Top Uniform #5 #8 2 0.421 Top Leg 1 40.08445 L1 € P18 Bottom j Uniform #5 ! #8 2 0.186 Bottom Leg 1 40.08445 L2 P8 Top (€ Uniform #5 #5 2 0.463 Top Leg 1 43.35529 L2 P8 i Bottom Uniform #5 #5 2 0.436 Bottom Leg 1 43.35529 Mezz P8 Top Uniform #5 s #5 2 0.569 Top Leg 1 43.35529 Mezz i P8 { Bottom ( Uniform #5 #5 2 0.97 Bottom Leg 1 43.35529 L1 P8 Top Uniform #5 #5 2 0.562 Top Leg 1 43.35529 L1 P8 Bottom Uniform #5 #5 2 0.552 Bottom Leg 1 43.35529 L2 P8.1 Top Uniform #5 E #8 2 0.7 Top Leg 1 43,35529 L2 P8.1 ; Bottom Uniform #5 ! #8 2 0.703 :Bottom Leg 1 43.35529 Mezz P8.1 Top Uniform ( #5 #8 E 2 0.649 Top Leg 1 43.35529 Mezz P8.1 Bottom Uniform ( #5 i #8 2 0.56 Bottom Leg 1 43.35529 L1 138.1 Top Uniform #5 1 #8 2 0.202 Top Leg 1 43.35529 L1 i P8.1 Bottom Uniform E #5 E #8 2 0.158 Bottom Leg 1 43.35529 L2 P9 ± Top Uniform #5 #5 2 0.558 ! Top Leg 1 ! 49.41779 L2 ii P9 Bottom Uniform i #5 j #5 2 0.531 Bottom Leg 1 49.41779 Mezz P9 Top Uniform #5 ( #5 2 0.578 Top Leg 1 49.41779 (((� Mezz P9 Bottom Uniform , #5 j #5 2 1.199 Bottom Leg 1 49.41779 L1 P9 Top Uniform #5 ! #5 2 0.407 Top Leg 1 49.41779 L1 P9 Bottom Uniform #5 ( #5 2 0.348 Bottom Leg 1 49.41779 L2 P6 ( Top Uniform #6 #10 1 0.665 s Top Leg 1 63.56362 L2 P6 Bottom Uniform #6 #10 1 0.316 j Bottom Leg 1 63.56362 Mezz P6 Top Uniform #6 E #10 1 0.749 Top Leg 1 63.56362 Mezz P6 ;Bottom Uniform #6 #10 1 1.003 ' Bottom Leg 1 1 63.56362 L1 P6.1 i Top Uniform ( #5 ( #5 2 0.17 Top Leg 1 69.77195 L1 P6.1 Bottom Uniform #5 ( #5 2 0.105 i Bottom Leg 1 69.77195 L1 i P19 j Top Uniform #5 j #5 2 0.627 Top Leg 1 75.10529 L1 P19 1 Bottom Uniform #5 #5 2 0.42 Bottom Leg 1 75.10529 L1 P21 {{{ Top ( Uniform #5 #5 2 0.334 Top Leg 1 84.98029 L1 P21 i Bottom I Uniform j #5 I #5 2 0.08 Bottom Leg 1 84.98029 L1 P10 Top Uniform #5 #5 i 2 0.15 Top Leg 1 33.52276 L1 P10 Bottom Uniform #5 #5 2 0.054 ` Bottom Leg 1 ' 33.52276 L2 P17 Top Uniform #5 #9 1 0.972 Top Leg 1 44.93862 L2 P17 Bottom Uniform #5 #9 1 0.79 Bottom Leg 1 44.93862 Mezz P17 Top Uniform #5 #9 1 0.261 j Top Leg 1 44.93862 Mezz P17 Bottom Uniform111 #5 #9 1 0.355 Bottom Leg 1 44.93862 L1 P17 Top Uniform #5 #9 ( 1 0.239 Top Leg 1 44.93862 L1 I P17 Bottom Uniform #5 #9 1 0.183 Bottom Leg 1 44.93862 L2 ( P14 i Top Uniform ( #5 #5 2 0.339 Top Leg 1 12.00112 L2 i P14 Bottom Uniform #5 i #5 2 0.312 Bottom Leg 1 12.00112 Mezz j P14 Top Uniform #5 #5 2 0.15 Top Leg 1 12.00112 Mezz P14 Bottom Uniform j #5 #5 2 0.715 Bottom Leg 1 12.00112 L1 P14 Top Uniform #5 #5 2 0.777 Top Leg 1 12,00112 L1 P14 Bottom Uniform i #5 #5 2 0.692 Bottom Leg 1 12.00112 10/6/2014 Leg Y1 Leg X2 ft ft 127.33334 40.08445 .127.33334 40.08445 145.95758 43.35529 145.95758 43.35529 145.95758 43.35529 145.95758 43.35529 1145.95758 1 43.35529 145.95758 43.35529 1139.89508 49.41779 139.89508 49.41779 1139.89508 i 49.41779 139.89508 49.41779 139.89508 49.41779 139.89508 49.41779 127.33334 ( 49.41779 127.33334 j 49.41779 1127.33334 49.41779 127.33334 49.41779 122.60418 49.41779 122.60418 49.41779 105.37501 63.56362 105.37501 ' 63.56362 1105.37501 63.56362 F 105.37501 63.56362 151.59642 ' 69.77195 151.59642 69.77195 1146.95834 € 75.10529 146.95834 75.10529 1146,95834 ( 84.98029 146.95834 84.98029 118.77084 55.23029 118.77084 55.23029 1127.33334 49.41779 127.33334 49.41779 1127.33334 49.41779 127.33334 49.41779 1127.33334 149.41779 1127.33334 1 49.41779 j 139.50001 33.52276 139.50001 33.52276 139.50001 33.52276 139.50001 33.52276 139.50001 33.52276 139.50001 33.52276 0 Page 52 of 58 LD-59 Design Data 10/6/2014 Table 6.8 - Shear Wall Pier Summary - ACI 318-11 (Part 1 of 2, continued) Rebar Pier Design Edge End D/C Leg X1 Leg Y1 Leg X2 Story Station! Spacing : Pier Leg Label Type Rebar r Rebar Ratio ft ft ft ft L1 P20 Top Uniform #5 i #5 2 0.861 Top Leg 1 74.41002 1146.95834 . 80.98029 L1 P20 Bottom Uniform E #5 I #5 2 0.493 Bottom Leg 1 74.41002 1146.95834 80.98029 L1 P20.1 Top Uniform #5 #5 2 0.193 Top Leg 1 69.77195 1146.95834 ` 74.41002 L1 P20.1 Bottom Uniform #5 #5 2 0.119 Bottom Leg 1 69.77195 E 146.95834 74.41002 L1 P3.1 Top Uniform I #5 #5 1 0.037 Top Leg 1 160.97285 [ 10.05308 1168.03315 L1 P3.1 Bottom Uniform I€ #5 #5 1 0.05 Bottom Leg 1 160.97285 ( 10.05308 ' 168.03315 L1 P4 Top Uniform €, #5 #5 1 0.056 Top Leg 1 10.27195 [ 10.05308 160.97285 L1 P4 E Bottom Uniform ; #5 ; #5 1 0.05 Bottom Leg 1 ' 10.27195 10.05308 :160.97285 L1 P4.1 I Top Uniform #5 j #5 2 0.326 Top Leg 1 159.40515 ( 32.11958 168.01941 L1 P4.1 €Bottom Uniform #5 #5 2 0.169 Bottom Leg 1 1159.40515 32.11518 168.03315 L2 P4.3 Top Uniform f #5 #10 0.5 0.703 Top Leg 1 80.36954 ` 33.39884 ! 87.9728 L2 P4.3 j Bottom Uniform € #5 #10 0.5 0.508 ' Bottom Leg 1 1 80.36954 E 33.39884 1 87.9728 L1 P11 Top Uniform [ #5 #5 2 0.585 ' Top Leg 1 48.76111 ' 89.70861 ' 55.64695 L1 P11 Bottom Uniform #5 #5 2 0.099 Bottom Leg 1 48.76111 89.70861 ' 55.64695 L1 P26 Top Uniform ( #5 #5 ( 2 0.207 Top Leg 1 134.063 18.65898 135.81081 L1 P26 Bottom Uniform € #5 i #5 2 0.214 Bottom Leg 1 134.063 i 18.65898 1135.81081 L1 P26.1 Top Uniform #5 #5 2 0.401 Top Leg 1 137.66893 ( 29.94298 139.86779 L1 P26.1 i Bottom i Uniform #5 ; #5 2 0.167 Bottom Leg 1 137.66893 29.94298 139.86779 L2 P23 E Top Uniform € #5 #5 1 0.6 Top Leg 1 j 155.34844 47.61029 1159.44301 L2 P23 Bottom Uniform ( #5 #5 1 0.678 ' Bottom Leg 1 155.34844 47.61029 159.44301 Mezz P23 € Top Uniform E #5 #5 1 0.552 Top Leg 1 155.34844 47.61029 (159.44301 Mezz P23 i Bottom Uniform 1 #5 #5 1 0.948 ' Bottom Leg 1 155.34844 47.61029 159.44301 L1 P23 Top Uniform 1 #5 #5 1 0.452 Top Leg 1 154.04799 43.53791 159.44301 L1 P23 Bottom Uniform #5 #5 1 0.421 Bottom Leg 1 154.04799 ( 43.53791 1159.44301 L1 P3.2 Top Uniform ( #5 #5 2 0.379 ' Top Leg 1 158.16104 ( 30.97849 159.40515 L1 P3.2 Bottom Uniform #5 #5 1 2 0.267 Bottom Leg 1 158.16104 30.97849 ` 159.40515 L2 P3 Top Uniform #5 #5 1 0.508 Top Leg 1 ! 163.61745 45.00888 167.69954 L2 P3 Bottom Uniform #5 € #5 1 0.585 Bottom Leg 1 163.61745 ' 45.00888 ' 167.69954 Mezz P3 Top Uniform #5 #5 1 0.354 Top Leg 1 163.61745E 45.00888 167.69954 Mezz P3 :Bottom Uniform #5 #5 1 0.901 Bottom Leg 1 163.61745 45.00888 ' 167.69954 L1 P3 Top Uniform #5 i #5 1 0.268 Top Leg 1 162.30453 40.89743 167.69954 L1 P3 Bottom Uniform j #5 I #5 1 0.21 Bottom Leg 1 162.30453E 40.89743 167.69954 L1 P25 Top UniformI #5 #5 2 0.045 Top Leg 1 139.86779 ( 30,97849 1158.16104 L1 P25 Bottom Uniform #5 € #5 f 2 0.05 Bottom Leg 1 139.86779 30.97849 158.16104 L2 P24 Top Uniform #6 i #18 1 0.927 Top Leg 1 154.04799 40.89743 162.30453 L2 P24 Bottom Uniform #6 [ #18 1 0.612 ' Bottom Leg 1 154.04799 40.89743 162.30453 Mezz P24 Top Uniform #6 ( #18 1 0.316 Top Leg 1 154.04799 € 40.89743 162.30453 Mezz P24 Bottom + Uniform #6 #18 1 0.364 Bottom Leg 1 154.04799 40.89743 162.30453 L1 P24 Top Uniform #6 ( #9 1 0.134 Top Leg 1 154.04799 1 40.89743 .162.30453 L1 P24 Bottom ( Uniform i #6 #9 1 0.098 Bottom Leg 1 154.04799 40.89743 '162.30453 L1 P12 ' Top [( Uniform i #5 j #5 2 0.284 Top Leg 1 33,52276 89.70861 s 48.76111 L1 P12 Bottom Uniform #5 ( #5 2 0.205 Bottom Leg 1 33.52276 ' 89.70861 48.76111 L2 P22 [ Top Uniform i #5 #9 1 0.336 Top Leg 1 159.44301 j 57.79207 167.69954 L2 P22 Bottom `f Uniform #5 #9 1 0.293 s Bottom Leg 1 159.44301 57.79207 f 167.69954 Page 53 of 58 LD-60 Design Data 10/6/2014 Table 6.8 - Shear Wall Pier Summary - ACI 318-11 (Part 1 of 2, continued) Story Pier Station Design j Edge End Rebar D/C Spacing Leg X1 Pier Leg Leg Y1 Leg X2 Label Type Rebar Rebar Ratio ft ft ft Mezz P22 Top Uniform e #5 #9 1 0.703 Top Leg 1 1159.44301 57.79207 167.69954 Mezz P22 Bottom Uniform #5 #9 i 1 + 0.844 Bottom Leg 1 ! 159.44301 . 57.79207 167.69954 L1 P22 Top Uniform #5 ( #9 1 0.417 Top Leg 1 1159.44301 i 57.79207 167.69954 L1 P22 Bottom Uniform #5 #9 1 0.336 Bottom Leg 1 159.44301 j 57.79207 167.69954 L2 P7 Top Uniform #6 #10 0.5 0.314 I ! Top Leg 1 1151.88745 65.89929 1161.18872 L2 P7 Bottom Uniform #6 #10 0.5 0.161 i j Bottom Leg 1 151.88745 1 65.89929 1161.18872 Mezz P7 Top Uniform #6 #10 I 0.5 1 0.097 1 Top Leg 1 1151.88745 65.89929 161.18872 Mezz P7 Bottom Uniform #6 #10 ! 0.5 0.151 1 Bottom Leg 1 1151.88745 65.89929 i161.18872 1 L2 P7.1 Top Uniform #6 #10 j 0.5 0.76 Top Leg 1 1123.31463 75.5734 ! 130.93865 L2 P7.1 Bottom Uniform #6 #10 0.5 0.625 i Bottom Leg 1 123.31463 75.5734 1130.93865 Mezz P7.1 Top Uniform #6 #10 0.5 0.385 Top Leg 1 123.31463 75.5734 130.93865 Mezz P7.1 Bottom Uniform 96 #10 ji 3 0.5 0.536 Bottom Leg 1 1123.31463 75.5734 130.93865 L2 P7.2 Top Uniform #6 #10 0.5 0.944 i Top Leg 1 ( 94.74498 84.71149 102.36468 L2 P7.2 Bottom Uniform #6 #10 0.5 0.504 I Bottom Leg 1 94.74498 184.71149 102.36468 Mezz P7.2 Top Uniform #6 #10 i 0.5 j 0.253 Top Leg 1 j 94.74498 184.71149 1102.36468 Mezz P7.2 Bottom Uniform #6 #10 0.5 I 0.415 Bottom Leg 1 94.74498 i 84.71149 102.36468 L2 P4.5 Top Uniform #5 #10 { 0.5 0.914 Top Leg 1 108.94373 24.25538 1116.56355 L2 P4.5 Bottom Uniform #5 #10 ' 0.5 0.609 Bottom Leg 1 " 108.94373 24.25538 1116.56355 L2 P16 Top Uniform #5 #9 2 0.62 ( Top Leg 1 40.08445 1135.89584 49.41779 L2 P16 Bottom Uniform #5 #9 2 0.494 Bottom Leg 1 40.08445 1135.89584 49.41779 Mezz P16 Top Uniform #5 #9 2 0.207 Top Leg 1 140.08445 1135.89584 49.41779 Mezz P16 Bottom Uniform #5 #9 2 0.34 I Bottom Leg 1 140.08445 135.89584 49.41779 L1 P16 Top Uniform #5 #9 2 0.202 Top Leg 1 44.93862 ( 135.89586 49.41779 L1 P16 Bottom Uniform #5 #9 2 0.167 Bottom Leg 1 i 44.93862 135.89686 49.41779 L2 P6.2 Top Uniform #6 #10 1 0.844 I Top Leg 1 1 63.56362 1130.16668 63.56362 L2 P6.2 Bottom Uniform #6 #10 I 1 0.463 I 1 Bottom Leg 1 63.56362 1130.16668 ; 63.56362 Mezz P6.2 Top Uniform #6 #10 II 1 0.345 j Top Leg 1 63.56362 1130.16668 63.56362 Mezz P6.2 Bottom Uniform #6 #10 1 0.664 Bottom Leg 1 ( 63.56362 ? 130.16668 1 63.56362 L2 P4.7 Top Uniform #6 #18 0.5 i 0.883 Top Leg 1 1137.51807 15.11719 ! 145.13784 L2 P4.7 Bottom Uniform #6 #18 ! j 0.5 0.488 Bottom Leg 1 1137.51807 15.11719 145.13784 Mezz P4.7 Top Uniform #6 j #18 0.5 0.159 i Top Leg 1 1 137.51807 ( 15.11719 145.13784 Mezz P4.7 Bottom Uniform #6 #18 1 0.5 0.263 1 Bottom Leg 1 1137.51807 15.11719 1145.13784 L2 P5.4 Top Uniform #5 #5 i 1 I 0.334 Ij Top Leg 1 i 10.27195 1100.66668 10.27195 L2 P5.4 Bottom Uniform #5 #5 1 1 0.391 f Bottom Leg 1 10.27195 1 100.66668 ` 10.27195 L2 P4.1.1 Top Uniform #5 #10 ! 0.5 0.571 Top Leg 1 51.79513 42.52887 j 59.42402 L2 P4.1.1 Bottom Uniform #5 #10 ! 0.5 0.486 Bottom Leg 1 1 51.79513 142.52887 E 59.42402 Table 6.8 - Shear Wall Pier Summary - ACI 318-11 (Part 2 of 2) Shear 1 Boundary i ry, , B Zone Story Pier ;Label Station Leg Y2 Rebar Zone Left i Warnings ft fts/ft ft Right ft L1 ! P5 Top ( 130.16668 1 0.00208 1 No Message L1 i P5 Bottom 130.16668 10.00208 ' No Message L1 I P2 + Top 1164.37501 10.00167 No Message Page 54 of 58 10/6/2014 LD-61 Design Data Table 6.8 - Shear Wall Pier Summary - ACI 318-11 (Part 2 of 2, continued) Shear i Boundary 'Boundary Story Pier Station ! LsftY2 Rebar ; Zone Left ; R,ght . Warnings Label ft2/ft ft ft L1 _.. P2 . i Bottom 1164.37501 i 0.00167 No Message L2 P15 j Top 130.16668 0.00167 = ( No Message L2 P15 1 Bottom 130.16668 0.00167 j No Message Mezz P15 Top < 130.16668 0.00167 1No Message Mezz P15 f Bottom 130.16668 10.00167 f j No Message L1 P15 Top 130.16668 0.00167 j No Message L1 P15 E Bottom 130.16668 0.00167 ( No Message L1 P1 i Top 164.37501 0.00167 ! No Message L1 P1 Bottom = 164.37501 0.00167 j No Message L2 P1.1 Top { 164.37501 0.00208 j No Message L2 P1.1 Bottom 164.37501 ` 0.00208 No Message Mezz P1.1 Top 164.37501 i 0.00208 ' No Message Mezz P1.1 Bottom 164.37501 ` 0.00208 j No Message L1 P1.1 Top 164.37501 0.00167 t ( No Message L1 P1.1 Bottom 164.37501 0.00167 j No Message L2 P5.1 Top , 139.50001 0.00167 ; No Message L2 P5.1 Bottom ' 139.50001 0.00167 1 No Message L1 P5.2 Top j 132.89584 10.00167 j No Message L1 P5.2 ( Bottom 132.89584 10.00167 j No Message L1 P5.3 Top 139.50001 0.00167 No Message L1 P5.3 Bottom 139.50001 0.00167 ! No Message Li P13 Top ! 139.50001 0.00167 No Message L1 P13 Bottom 139.50001 ' 0.00167 I No Message L2 P13.1 Top 107.75001 0.00208 ; No Message L2 P13.1 , Bottom 107.75001 10.00208 j No Message Mezz P13.1 I Top 102.25001 ! 0.00208 ? 1.9217 j No Message Mezz P13.1 1 Bottom [ 102.25001 0.00208 1.97431 No Message L2 P13.2 [[ Top 11139.50001 ' 0.00167 No Message L2 P13.2 E Bottom 1139.50001 0.00167 No Message Mezz P13.2 Top 1139.50001 ° 0.00167 ? No Message Mezz P13.2 Bottom 1139.50001 0.00167 j ( No Message L2 P18 E Top 135.89584 = 0.00167 ' ; No Message L2 P18 Bottom ( 135.89584 0.00167 I No Message Mezz P18 Top 135.89584 0.00167 [ No Message Mezz t P18 ( Bottom € 135.89584 j 0.00167 ? No Message L1 P18 Top ! 135.89584 0.00167 € No Message L1 P18 Bottom j 135.89584 . 0.00167 s No Message L2 P8 Top 164.37501 0.00167 i No Message L2 P8 j Bottom j 164.37501 0.00167 No Message Mezz P8 Top { 164.37501 0.00167 ( No Message Mezz P8 ( Bottom 164.37501 0.00167 ( No Message L1 !( ( P8 1? i Top 164.37501 0.00167 No Message L1 P8 ( Bottom 164.37501 0.00167 [ No Message L2 P8.1 Top 145.95758 0.00254 No Message Page 55 of 58 LD-62 Design Data 10/6/2014 Table 6.8 - Shear Wall Pier Summary - ACI 318-11 (Part 2 of 2, continued) Boundary Shear Boundary ' Story Pier Le Y2 one ' Station 9 Rebar .Zone Left Warnings Labe Right ' ff/ft ft ft L2 P8.1 Bottom j 145.95758 . 0.00254 j No Message Mezz P8.1 I Top 145.95758 0.00167 No Message Mezz P8.1 Bottom 145.95758 0.00167 No Message L1 P8.1 € Top € 145.95758 0.00167E ' No Message L1 P8.1 Bottom 1145.95758 0.00167 ( No Message L2 P9 Top 139.89508 0.0021 No Message L2 P9 Bottom 139.89508 0.0021 € No Message Mezz P9 Top E 139.89508 0.00167 j No Message Mezz P9 Bottom ` 139.89508 0.00167 j [ No Message L1 P9 Top 139.89508 ' 0.00167E ( No Message L1 P9 Bottom € 139.89508 0.00167 ( No Message L2 P6 '_; Top 109.37501 0.00208E E No Message L2 P6 Bottom ( 109.37501 0.00208 ? No Message Mezz P6 Top F 109.37501 10.00296 1No Message Mezz P6 Bottom 109.37501 0.00296 ! No Message L1 P6.1 Top 1164.37501 10.00167 ( No Message L1 P6.1 Bottom j 164.37501 10.00167 ( ! No Message L1 P19 Top € 164.37501 0.00167E No Message L1 P19 Bottom 1164.37501 10.00167 No Message L1 P21 Top 1164.37501 0.00167 i No Message L1 P21 Bottom 164.37501 0.00167 No Message L1 P10 Top E 118.77084 10.00167 i No Message L1 P10 Bottom 118.77084 j 0.00167 € No Message L2 P17 Top 127.33334 10.00295 ? No Message L2 P17 Bottom j 127.33334 i 0.00295 j No Message Mezz P17 Top = 127.33334 0.00167 ` No Message Mezz P17 [' Bottom 127.33334 0.00167 I No Message L1 P17 [ Top ( 127.33334 0.00167 E j No Message L1 i � P17 ! Bottom 127.33334 0.00167 E No Message L2 P14 j Top .139.50001 0.00167 No Message L2 P14 !j Bottom 139.50001 0.00167 E No Message Mezz P14 Top E 139.50001 0.00167 i E No Message Mezz P14 Bottom 139.50001 j 0.00167 ( j No Message L1 P14 Top 1139.50001 10.00167 e s No Message L1 P14 Bottom € 139.50001 0.00167 ( No Message L1 P20 Top 146.95834 0.00167 j I No Message L1 P20 Bottom 146.95834 10.00167 [ No Message L1 P20.1 I Top 151.59642 10.00167 i No Message L1 P20.1 i Bottom 151.59642 € 0.00167 ( No Message L1 P3.1 Top j 32.11518 0.00208 No Message L1 P3.1 Bottom s 32.11518 0.00208 [ No Message L1 P4 Top 58.24794 0.00208 ' No Message L1 P4 i Bottom 58.24794 0.00208 No Message L1 P4.1 Top 34.87446 0.00167 ! ' No Message Page 56 of 58 LD-63 Design Data Table 6.8 - Shear Wall Pier Summar Pier Story Label Station ; LegtY2 L1 L2 L2 L1 L1 L1 L1 L1 L1 L2 L2 Mezz Mezz L1 L1 L1 L1 L2 L2 Mezz Mezz L1 L1 L1 L1 L2 L2 Mezz Mezz L1 L1 L1 L1 L2 L2 Mezz Mezz L1 L1 L2 L2 Mezz Mezz L2 P4.1 P4.3 P4.3 P11 P11 P26 P26 P26.1 P26.1 P23 P23 P23 P23 P23 P23 P3.2 P3.2 P3 P3 P3 P3 P3 P3 P25 P25 P24 P24 P24 P24 P24 P24 P12 P12 P22 P22 P22 P22 P22 P22 P7 P7 P7 P7 P7.1 Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top 34.87446 35.8304 35.8304 111.2718 111.2718 24.12421 24.12421 36.82875 36.82875 60.43255 60.43255 60.43255 60.43255 60.43255 60.43255 34.87446 34.87446 57.79207 57.79207 57.79207 57.79207 57.79207 57.79207 36.82875 36.82875 43.53791 43.53791 43.53791 43.53791 43.53791 43.53791 94.58191 94.58191 60.43255 60.43255 60.43255 60.43255 60.43255 60.43255 68.87388 68.87388 68.87388 68.87388 78.0116 f - ACI 318-11 (Part 2 of 2, contin Shear i Boundary ;Boundary ; ' Zone Rebar ; Zone Left a Right ftz/ft ft ft _i 0.00167 0.00208 0.00208 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00167 0.00208 0.00208 0.00208 0.00208 0.00208 Page 57 of 58 1.43003 1.4625 1.82611 1.85858 1.85858 ued) Warnings No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message 10/6/2014 LD-64 Design Data 10/6/2014 Table 6.8 - Shear Wall Pier Summary - ACI 318-11 (Part 2 of 2, continued) r Story Pier < Station Leg Y2 i Shear ;Boundary ;Boundary. Rebar ` Zone Left Zone Warnings Label ft .i ftz/ft ft ( Right I ft L2 P7.1 I Bottom 78.0116 0.00208 ( No Message Mezz P7.1 Top ( 78.0116 0.00318 No Message Mezz P7.1 Bottom { 78.0116 0.00318 j 1.434 No Message L2 P7.2 Top 87.14831 0.00208 `:; 1.20954 No Message L2 P7.2 Bottom ( 87.14831 10.00208 ( No Message Mezz P7.2 ( Top 87.14831 0.00208 No Message Mezz P7.2 Bottom [ 87.14831 10.00208 ( 1.48634 ; No Message L2 P4.5 Top j 26.69224 0.00208 i No Message L2 P4.5 Bottom ( 26.69224 10.00208 € 1.15232 1.14922 No Message L2 P16 Top .135.89586 0.00167 i No Message L2 P16 Bottom 135.89586 0.00167 No Message Mezz P16 1 Top 135.89586 0.00167 # No Message Mezz P16 Bottom 135.89586 0.00167 No Message L1 P16 Top i 135.89586 0.00167 No Message L1 P16 Bottom 135.89586 ' 0.00167 ( No Message L2 P6.2 Top 140.95834 0.00208 i No Message L2 P6.2 Bottom :140.95834 0.00208 [ i No Message Mezz P6.2 Top 140.95834 10.00208 j'E i ( No Message Mezz P6.2 Bottom 140.95834 0.00208 ( No Message L2 P4.7 Top 3; ( 17.55403 0.00208 1.28379 ! ( No Message L2 P4.7 Bottom 17.55403 ` 0.00208 i No Message Mezz P4.7 Top 117.55403 10.00208 j No Message Mezz P4.7 1 Bottom 17.55403 0.00208 1.45291 1.46142 1 No Message L2 P5.4 € Top 108.67709 0.00208 ( 1 No Message L2 P5.4 Bottom (108.67709 0.00208 No Message L2 P4.1.1 Top E 44.96863 0.00208 [ No Message L2 P4.1.1 1 Bottom 44.96863 0.00208 No Message Page 58 of 58 LD-65 Beam design forces taken from Etabs envelope output. D W SRi0 N 0 N O Q N a 0 0 (O tV O 9 9 i 0 0 t0 O n M O VC 9 NC O O O Q aOD. O O f0 tO0, .M- S m O V N O O N f0 S m O N O O M O O N o � 00 L N (V m H C m N pp�� R i # W m* W # &? # *h # # o `•c_y :Jqo. E aE aE aE aE nE aE aE aE nE aEa E a E a0 Eo aE E Fa o o o o O os o o o o 0o0 0 9 0 ofo o o 0 o 0000 o aE 0 0 n o a °oE 0o M Co m m m m m m o m m o m m O m m m m m F- m m •-, O� m Q Q O O M M O? O OOD pp p p p po m m N N N N N r n r � � n n 0 0 A m C C as m aN E m m m m lQ�l c1 V V R O N_ I� r Q Q m m N N^ n m m 0 0 m m N N m N N N N M M W m Z m m m m m m m m m m m m Co m m m m m m m m m m m m m m m m m R m m N N m m N N m m M M m m M M m m m m m m m m Q m m Q Qm m m m m m m m m m m ma? m m m WJ CI J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J CO LD-66 Beam design forces taken from Etabs envelope output. # 7 D W Q O Q O N O O Q O p N O N 0 0 F• m N m m V� N M m a a u m # v a f m o C Ol 0 o 0 o m m a o F• O N o o 0 o r- N n o M O m m m N M o 0 n m n M o M O N a O O N N O O M Q N O^ N O O N 9 W m O C m O N f0 pMj Op O m pp 0 0 Omi m O O Q M M ((pp r m O O N U �C U! N C m W QQ M m q N m N m O> # # # # # # # # # # # # # # # # # # # it no no no ao no no ao a a ao m n j F-- o m o m r o Co r o F o CD o~ o m r o� m o m o m F o� m o m t rn J m m 0 0 0 OnD M m 0 0 tnD N N N pp tp tOD MW MW E •••• A m m N N r F- t+01 CO'1 m m m m N N F- I� c0'1 m m m m N N N N M M m C na ti N E v m m OI m m m m N N m m I� r N N m m m m m N N M M Wm Z in in m Co m m m m m m m m m m Co m i0 `t r. r QI Co F. M Co m nnr m a? F• a? I? mm m a? mm m m m m m m m m m m m m m m m m T rn mmm m m m m d m LD-67 Beam design forces taken from Etabs envelope output. -� Vl v m W C O O M O O O O O O O O O O O O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O p C O O C O 0 0 0 0 0 0 C O O p O O C O 0 0 0 0 C 0 C A N 9 N L C m O O c^] m N N N M O m m O Q A p N N 0 Q m Am N o S ppO p Op 0 o Q p Op Q o � Q�tt O 0 m p m N A m 0 0 N '- Q p Op 0 0 N 0 O O 0 Q p Op 0 0 0 0 C C 0 0 O C 0 O O O C O C O 0 C O O O O O O O O O O O O 0 Ci 0 0 0 0 0 0 C O O C 0 0 O 0 0 0 0 0 0 0 C C C O C A _ N C W C 0 0 N O m pp N N N Q Q N N pp N O O V M t o 0 g o iN0 0 0 Q 0 0 M 0 0 M V 0 0 Q 0 0 O O 0 0 O •- o O g o M 0 0 0 0 M N o? o O O 0 0? o 0 .- o 0 0 0 G O O O O O C C O O O C O O O O C p O 0 0 0 0 0 C p O p O 0 0 0 0 0 C C NQ� # q N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N C w C•0d'. C O C O C O C O(� C O C C C `CO ` CO T LN w Lyw N L N w Z 0 L 0 0 wY L yC L HC FN0N0N N FO N` (p` Fn (nFCO (Ln NL FHC NL FNC N F L m m o o u0i c v N mm `(�, S o^^� o o^ A 0 0 J� of ni a6 m of of M M � of of vi vi A n q (d (� N N O1 �' O ui ui o o m °J c^n m m A A m m M M m O c C M nL .-- N N E — N N M M Q Q N N N N N N N N M M M M N N a A E m m m m m m N M m m V O m m V 0 m N_ N A A m Q Q m m m m N N^^ m 0 0 m m N N� m N N m m N N m m W m Z CO CO m CO m COin m m CO m CO m m CO m m N m m N N m m N N m m M M m m M M m m Q Q m m Q Q I?,? Q Q I? I? Q Q I?m Q p I?m Q Q m m N N m m N N m m N N m m m m m m m m m m m m m m m m m m q J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J d m LD-68 Beam design forces taken from Etabs envelope output. •V A N 7 <n 9 W C M O Q O O N 7OV O O O N N OO N N N M O M O O M N' N MO M0 c o 0 o c o 0 0 0 0 0 0 0 0 0 0 T 0 6 6 0 0 0 .0 c Ctp A IO m O) O ID m Q N N m m N 9 N 9 O n m mOm pOp o O QM pO O O '- pO p M O � N N g �QO �pp pO M N n OpO pO M O Q n N N M O M M N pO (^•1 S .0 tC c C ODD -• CL aD � fD m N .. Oi :.' m O :. Q CO m _ C W y O Q O O p fg O O O 1� O W � O O M O O N O NO OO C;p O Ci 0 0 Ci O G O 0 0 0 T 0 G G O G pN� J # N N Q N Q N N N N N Q N Q N N N N N Q N N N N N mN N N N N N N N N N N N N N N N N N N N N N N N N O O O CC_ O OOO C O _C_ OO C L N L y L N L N L N L y J U)N F U) N Fc- V) U) In N W Ic- IA J M m 0 0 w M M O O m m S M p Z. E E 0^D. MM 0t0 m� N N f` h m m m (O N N N N fh M m O C Nq •- N N M M M M .- N N M M M M •- .- N N M M M M as N N M N E O m M M m N N M M (y N N Q Q m N N M tN� m m m m N m N N m lM'J W m Z m CO m m m CO m m m m m m m m m m m m I? m m R1 I? IO f0 I? m IO m m m m m m m m m m m m 07 m q J J J J J J J J J J J J J J J J J J J J J J J J d m a m v FD-1 Davido Consulting Group civil structural 1 land use STRUCTURAL CALCULATIONS FOUNDATION DESIGN TUKWILA VILLAGE - BLDG D 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 2LL DAVIDO CONSULTING GROUP, Inc. Made By: JN Civil - Structural - Land Use Date: 9/12/2014 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Foundation Loads Job Name: Tukwila Village Bldg D Walls Allowable Soil Pressure = 5500 psf F'c = 3000 psi Soil Above Footings = 12 in Fy = 60 ksi Loading taken from Etabs model. See Lateral Design section. * Indicates a wall footing fully or partially designed separately for retaining wall "L" footings against shoring ETABS Pier Load P (kips) Length (ft) Load (klf) Soil Check (DL+LL) 0ooting Dimensions (ft) Footing Reinforcement Soil Pressure Check (including EQ Loads) Pi Pi P3 DEAD LIVE 338.73 63.69 101.1 101.1 3.35 0.63 1547 OK Length = Width = D (in) = 102.6 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (inZ) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 3338.0 Wall Width (in) = 8 P1.1 P1.1 P1.1 DEAD LIVE 146.59 55.08 18.3 18.3 1 8.03 3.02 3643 OK Length = Width = D (in) = 19.8 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (inZ) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 679.7 Wall Width (in) = 8 P2 P2 P2 DEAD LIVE 347.00 45.45 106.2 106.2 3.27 1 0.43 1454 OK Length = Width = D (in) = 107.7 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (inZ) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 8249.9 Wall Width (in) = 8 P3 P3 P3 DEAD LIVE 142.88 51.79 17.7 17.7 8.06 2:92 5452 OK t.£.'s':'%? = 4.'idtt - rt . 1..9,`7 4,0 .% 13,rn Reinf. 4 at '12 in O.L: k:` ' Soil P=,sire OK stirF p s. 1 #5 at 6 "OX: ii,:.:.. ....... �f € Y `1 ::.. NR EQ Mmax (kip-ft) 995.4 Wall Width (in) = 8 P3,1 P3.1 P3.1 DEAD LIVE 146.31 55.67 23.2 23.2 6.32 2.40 2965 OK t.r 'sj t€', " 'Yyi! tli i ;irii .'.>' 3,0 t R.:nf; 3 45 t, ' 2 ire 0K! :t4 :A t kvar J, at 6 c :a, M i1< EQ Mmax (kip-ft) 722.8 Wall Width (in) = 10 P3.2 P3.2 P3.2 DEAD LIVE 77.21 33.36 10.7 10.7 1 7.21 3.11 3258 OK Length = Width = D (in) = 12.2 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (in) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 256.4 Wall Width (in) = 9 P4 P4 P4 DEAD LIVE 1215.62 485.82 158.2 158.2 7.683 3.071 3784 OK 1.;: nt,t >. v'i; 'r.ri ::. to n" 3.t? Btm RIninf: 3 16 at :1.2 in ox, OKI !col omr, swe OK stirv-lps: L t. 6 „ ,c: ,'; :.:. , r 3 L.; t'•i'; i .::: H' 15 EQ Mmax (kip-ft) 12618.9 Wall Width (in) = 10 P4.1 P4.1 P4.1 DEAD LIVE 25.26 9.14 9.1 9.1 2.79 1.01 3311 OK i..ennt'q -- %Ikth On) , 10.6 10 131m Reinf, 3 it5 at 12 in o.t- OKI 51ium- 1 45 r;. 0,9 3 Av, -4 NR EQ Mmax (kip-ft) 144.6 Wall Width (in) = 8 P5 P5 P5 DEAD LIVE 427.55 165.89 71.9 71.9 5.94 2.31 2928 OK Length = Width = D (in) = 73.4 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (inZ) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 2159.1 Wall Width (in) = 10 0 DAVIDO CONSULTING GROUP, Inc. Made By: JN Civil - Structural - Land Use Date: 9/12/2014 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Foundation Loads Job Name: Tukwila Village Bldg D Walls Allowable Soil Pressure = 5500 psf F'c = 3000 psi * Indicates a wall footing fully or partially designed separately for retaining wall "L" Soil Above Footings = 12 in Fy = 60 ksi footings against shoring ETABS Pier Load P (kips) Length (ft) Load (klf) Soil Check (DL+LL) Footing Dimensions (ft) Footing Reinforcement Soil Pressure Check (including EQ Loads) PS.2 P5.2 P5.2 DEAD LIVE 16.84 5.49 2.7 2.7 6.17 2.01 3961 OK Length = Width = D (in) = 4.7 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (inZ) = 1.24 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 46.4 Wall Width (in) = 8 PS.3 P5.3 P5.3 DEAD LIVE 25.99 9.77 3.3 3.3 7.94 2.99 3936 OK Length = Width = D (in) = 5.3 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (inZ) = 1.24 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 51.5 Wall Width (in) = 8 P6.1 P6.1 P6.1 DEAD LIVE 148.65 59.32 12.8 12.8 11.63 4.64 5097 OK Length = Width = D (in) = 14.3 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (inZ) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 241.2 Wall Width (in) = 8 P8 P8 P8 DEAD LIVE 236.32 100.15 18.4 18.4 12.83 5.44 4368 OK Length = Width = D (in) = 20.4 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (inZ) = 1.24 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 798.7 Wall Width (in) = 8 P8.1 P8.1 P8.1 DEAD LIVE 144.28 57.74 8.6 8.6 16.83 6.73 5026 OK Length = Width = D (in) = 10.6 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (inZ) = 1.24 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 80.0 Wall Width (in) = 8 P9 P9 P9 DEAD LIVE 239.75 95.06 17.3 1 17.3 13.87 5.50 4587 OK Length = Width = D (in) = 19.3 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 I.O.C. As (inZ) = 1.24 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 623.6 Wall Width (in) = 8 P10 P30 P30 DEAD LIVE 91.47 35.88 21.7 21.7 4.21 1.65 2070 OK Length = Width = D (in) = 23.2 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 ..o.c. As (inZ) = 0.93 AV (in) = 1.24 NR EQ Mmax (kip-ft) 539.3 Wall Width (in) = 8 P11 PH P11 DEAD LIVE 224.84 69.75 22.6 22.6 1 9.93 3.08 4309 OK Length = Width = D (in) = 24.1 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (inZ) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 599.6 Wall Width (in) = 8 P12 P12 P12 DEAD LIVE 331.87 179.36 16.0 1 16.0 20.74 11.21 4764 OK Length = Width = D (in) = 19.0 6.0 14 Btm Reinf: 6 #S at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (inZ) = 1.86 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 326.6 Wall Width (in) = 8 -n v Cn DAVIDO CONSULTING GROUP, Inc. Made By: JN Civil - Structural - Land Use Date: 9/12/2014 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Foundation Loads Job Name: Tukwila Village Bldg D Walls Allowable Soil Pressure = 5500 psf F'c = 3000 psi * Indicates a wall footing fully or partially designed separately for retaining wall "L" Soil Above Footings = 12 in Fy = 60 ksi footings against shoring ETABS Pier Load P (kips) Length (ft) Load (klf) Soil Check (DL+LL) Footing Dimensions (ft) Footing Reinforcement Soil Pressure Check (including EQ Loads) P13 P13 P13 DEAD LIVE 518.18 259.05 44.9 44.9 11.54 5.77 4388 OK Length = Width = D (in) = 46.9 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 4323.4 Wall Width (in) = 8 P14 P14 P14 DEAD LIVE 185.42 69.49 21.5 21.5 8.62 3.23 4939 OK Length = Width = D (in) = 24.0 5.0 12 Btm Reinf: 5 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 I.O.C. As (in2) = 1.55 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 1721.8 Wall Width (in) = 8 P15 P15 P15 DEAD LIVE 166.94 63.78 19.3 19.3 1 8.67 3.31 3948 OK Length = Width = D (in) = 20.8 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure within 33%, OK Stirrups: 1 #5 at 6 I.O.C. As (inZ) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 1104.8 Wall Width (in) = 8 P16 P16 P16 DEAD LIVE 72.86 28.92 4.5 4.5 16.27 1 6.46 4179 OK Length = Width = D (in) = 6.5 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (in2) = 1.24 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 33.2 Wall Width (in) = 8 P17 P17 P17 DEAD LIVE 59.38 22.25 4.5 4.5 13.26 4.97 4796 OK Length = Width = D (in) = 6.0 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 41.7 Wall Width (in) = 8 P18 P38 P18 DEAD LIVE 109.69 42.00 8.6 8.6 12.81 1 4.91 5268 OK Length = Width = D (in) = 10.1 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (in2) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 42.4 Wall Width (in) = 8 P19 P19 P39 DEAD LIVE 12.07 0.71 17.4 17.4 1 0.69 0.04 1730 OK Length = Width = D (in) = 19.9 5.0 12 Btm Reinf: 5 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (in2) = 1.55 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 373.0 Wall Width (in) = 8 P20 P20 P20 DEAD LIVE 26.91 4.13 6.6 6.6 4.10 0.63 4561 OK Length = Width = D (in) = 8.1 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (in) = 0.93 Av (in2) = 1.24 NR EQ Mmax (kip-ft) 115.6 Wall Width (in) = 8 P20.1 P20.1 P20.1 DEAD LIVE 85.62 26.62 6.6 6.6 13.05 4.06 4886 OK Length = Width = D (in) = 8.1 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 I.O.C. As (in2) = 0.93 Av (in') = 1.24 NR EQ Mmax (kip-ft) 83.3 Wall Width (in) = 8 0 in DAVIDO CONSULTING GROUP, Inc. Made By: JN Civil - Structural - Land Use Date: 9/12/2014 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Foundation Loads Job Name: Tukwila Village Bldg D Walls Allowable Soil Pressure = Soil Above Footings = 5500 psf F'c = 3000 psi 12 in Fy = 60 ksi * Indicates a wall footing fully or partially designed separately for retaining wall "L" footings against shoring ETABS Pier Load P (kips) Length (ft) Load (klf) Soil Check DL+LL ( ) Footing Dimensions ft ( ) Footing Reinforcement Soil Pressure Check (including EQ Loads) P21 P21 P21 DEAD LIVE 97.10 12.30 17.4 17.4 5.58 0.71 2169 OK Length = Width = D (in) = 18.9 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (inZ) = 0.93 Av (inz) = 1.24 NR EQ Mmax (kip-ft) 348.8 Wall Width (in) = 8 P22 P22 P22 DEAD LIVE 51.28 11.23 8.7 8.7 5.92 1.30 2292 OK Length = Width = D (in) = 10.2 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 O.C." As (inZ) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 75.9 Wall Width (in) = 8 P23 P23 P23 DEAD LIVE 208.21 94.40 17.7 17.7 11.74 5.32 4081 1 OK Length = Width = D (in) = 19.7 4.0 12 Btm Reinf: 4 #5 at 12 in o.c. OKI Soil Pressure within 33%, OK Stirrups: 1 #5 at 6 O.C." As (inZ) = 1.24 Av (inz) = 1.24 NR EQ Mmax (kip-ft) 1107.2 Wall Width (in) = 8 P24 P24 P24 DEAD LIVE 67.16 31.65 8.7 8.7 7.75 3.65 3482 OK Length = Width = D (in) = 10.2 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (inZ) = 0.93 Av (inZ) = 1.24 NR 1EQ Mmax (kip-ft) 85.6 Wall Width (in) = 8 P25 P25 P25 DEAD LIVE 90.73 46.69 19.2 19.2 1 4.72 2.43 2453 OK Length = Width = D (in) = 20.7 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 I.O.C. As (inz) = 0.93 Av (inz) = 1.24 NR EQ Mmax (kip-ft) 404.2 Wall Width (in) = 8 P26 P26 P26 1EQ DEAD LIVE 25.77 9.19 5.7 5.7 4.49 1.60 1855 OK Length = Width = D (in) = 7.2 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 "o.c. As (inZ) = 0.93 Av (inz) = 1.24 NR Mmax (kip-ft) 63.6 Wall Width (in) = 8 P26.1 P26.1 P26.1 DEAD LIVE 20.60 6.49 7.2 7.2 2.85 0.90 3159 OK Length = Width = D (in) = 8.7 3.0 12 Btm Reinf: 3 #5 at 12 in o.c. OKI Soil Pressure OK Stirrups: 1 #5 at 6 I.O.C. As (in) = 0.93 Av (inZ) = 1.24 NR EQ Mmax (kip-ft) 94.2 Wall Width (in) = 8 -n P 4 FD-8 DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 9/12/2014 Civil - Structural - Land Use 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Foundation Loads Job Name: Tukwila Village Bldg D I Columns Total Load Footing(kips) Column Load P (kips) Vert EQ (k) Size C1 DEAD 46.48 0.57 54.74 F4 C1 LIVE 8.26 C2 DEAD 73.23 0.12 111.84 F6 C2 LIVE 38.61 C3 DEAD 83.91 3.71 129.82 F6 C3 LIVE 45.91 C7 DEAD 94.93 0.07 112.06 F6 C7 LIVE 17.12 C8 DEAD 143.38 0.00 171.70 F6 C8 LIVE 28.32 C9 DEAD 145.31 0.13 174.31 F6 C9 LIVE 29.00 C10 DEAD 183.53 1.53 222.70 F8 C10 LIVE 39.17 C11 DEAD 91.82 0.34 106.97 F6 C11 LIVE 15.16 C12 DEAD 132.00 0.06 156.34 F6 C12 LIVE 24.35 C13 DEAD 134.45 0.08 159.06 F6 C13 LIVE 24.61 C15 DEAD 108.88 0.50 127.86 F6 C15 LIVE 18.99 C16 DEAD 139.27 0.34 164.01 F6 C16 LIVE 24.74 C17 DEAD 173.91 0.04 206.21 F8 C17 LIVE 32.29 C18 DEAD 420.48 0.00 629.48 F12 C18 LIVE 209.00 C19 DEAD 390.43 0.85 565.38 F12 C19 LIVE 174.95 C20 DEAD 395.41 0.79 554.96 F12 C20 LIVE 159.55 C21 DEAD 309.30 1.34 449.99 F10 C21 LIVE 140.68 C22 DEAD 519.03 1.00 795.73 F14 C22 LIVE 276.71 Loading taken from Etabs model. Footing size capacities are taken from Strucalc analysis (attached). FD-9 DAVIDO CONSULTING GROUP, Inc. Made By: JN Date: 9/12/2014 Civil - Structural - Land Use 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Foundation Loads Job Name: Tukwila Village Bldg D I Columns Total Load Footing Column Load P (kips) Vert EQ (k) (kips) Size C23 DEAD 292.02 0.05 440.53 F10 C23 LIVE 148.51 C24 DEAD 310.97 0.57 481.65 F10 C24 LIVE 170.69 C25 DEAD 210.45 1.05 330.56 F8 C25 LIVE 120.11 C26 DEAD 119.09 6.83 164.43 F6 C26 LIVE 45.34 C27 DEAD 280.97 0.49 428.94 F10 C27 LIVE 147.97 C28 DEAD 226.40 0.59 360.11 F10 C28 LIVE 133.71 C31 DEAD 308.74 5.02 481.54 F10 C31 LIVE 172.80 C32 DEAD 20.84 0.36 24.99 F4 C32 LIVE 4.16 C43 DEAD 278.31 0.16 352.77 F10 C43 LIVE 74.46 C44 DEAD 31.94 0.77 43.41 F4 C44 LIVE 11.47 C46 DEAD 111.95 2.66 138.61 F6 C46 LIVE 26.66 C47 DEAD 171.51 2.46 219.12 F8 C47 LIVE 47.60 C48 DEAD 187.79 20.95 247.05 F8 C4.8 LIVE 43.51 Project: Tukwila Village Foundation Location: F8 Footing [2009 International Building Code(2005 NDS)] Footing Size: 8.0 FT x 8.0 FT x 22.00 IN Reinforcement: #7 Bars @ 12.00 IN. O.C. E/W / (8) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 5500 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 = 8 ft Length: L = 8 ft Depth: Depth = 22 in Effective Depth to Top Layer of Steel: d = 17.69 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m = 12 in Column Depth: n = 24 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 5219 psf Effective Allowable Soil Bearing Pressure: Qe = 5225 psf Required Footing Area: Areq = 63.92 sf Area Provided: A = 64.00 sf Baseplate Bearing: Bearing Required: Bear = 444400 lb Allowable Bearing: Bear -A = 954720 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 112547 lb Allowable Beam Shear: Vc1 = 139505 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 142.75 in Punching Shear: Vu2 = 384722 lb Allowable Punching Shear (ACI 11-35): vc2-a = 414882 lb Allowable Punching Shear (ACI 11-36): vc2-b = 721502 lb Allowable Punching Shear (ACI 11-37): vc2-c = 414882 lb Controlling Allowable Punching Shear: vc2 = 414882 lb Bending Calculations: Factored Moment: Mu = 4082925 in-Ib Nominal Moment Strength: Mn = 4439373 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 1.18 in Steel Required Based on Moment: As(1) = 4.41 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 3.80 in2 Controlling Reinforcing Steel: As-reqd = 4.41 in2 Selected Reinforcement: #7's @ 12.0 in. o.c. e/w (8) Min. Reinforcement Area Provided: As = 4.81 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 39 in FD-10 i page Joshua D Nelson, PE, LEED AP Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 8/21/2014 10:26:09 AM i 24 in 22 in ' i 3 in 7 �-12in--� T 22 in 1 �I 3 in T 8ft FOOTING LOADING Live Load: PL = 109000 lb Dead Load: PD = 225000 lb Total Load: PT = 334000 lb Ultimate Factored Load: Pu = 444400 lb I Weight to resist uplift w/ 1.5 F.S.: U.R. = 11342 lb FD-11 Project: Tukwila Village Foundation Location: F4 Footing (2009 International Building Code(2005 NDS)j Footing Size: 4.0 FT x 4.0 FT x 14.00 IN Reinforcement: #5 Bars @ 13.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 5500 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 = 4 ft Length: L = 4 ft Depth: Depth = 14 in Effective Depth to Top Layer of Steel: d = 10.06 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m = 12 in Column Depth: n = 24 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: -Reinforcement Calculations: Qu = 5313 psf Qe = 5325 psf Areq = 15.96 sf A = 16.00 sf Bear = 120000 lb Bear -A = 954720 lb Vu1 = 19844 lb Vc1 = 39683 lb Bo = 112.25 in Vu2 = 80859 lb vc2-a = 185598 lb vc2-b = 259176 lb vc2-c = 185598 lb vc2 = 185598 lb page Joshua D Nelson, PE, LEED AP Davido Consulting Group 15029 Bothell Way NE Suite 600 of Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 8/21/2014 10:26:10 AM Mu = 405000 in-16 Mn = 646572 in -lb Concrete Compressive Block Depth: a = 0.60 in Steel Required Based on Moment: As(1) = 0.76 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACIA0.5.4): As(2) = 1.21 in2 Controlling Reinforcing Steel: As-reqd = 1.21 in2 Selected Reinforcement: #5's @ 13.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 1.23 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in LOADING DIAGRAM 24 in 14 in 3 in 4 ft �12 in� 14 in O n n n 3 in 4 rs Live Load: PL = 45000 lb Dead Load: PD = 40000 lb Total Load: PT = 85000 lb Ultimate Factored Load: Pu = 120000 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 1804 lb FD-12 Project: Tukwila Village Foundation Location: F6 Footing [2009 International Building Code(2005 NDS)] Footing Size: 6.0 FT x 6.0 FT x 16.00 IN Reinforcement: #6 Bars @ 10.00 IN. O.C. ENV/ (7) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 5500 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 = 6 It Length: L = 6 ft Depth: Depth = 16 in Effective Depth to Top Layer of Steel: d = 11.88 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m = 12 in Column Depth: n = 24 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 5278 psf Effective Allowable Soil Bearing Pressure: Qe = 5300 psf Required Footing Area: Areq = 35.85 sf Area Provided: A = 36.00 sf Baseplate Bearing: Bearing Required: Bear = 268000 lb Allowable Bearing: Bear -A = 954720 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 67465 lb Allowable Beam Shear: Vc1 = 70245 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 119.5 in Punching Shear: Vu2 = 223720 lb Allowable Punching Shear (ACI 11-35): vc2-a = 233176 lb Allowable Punching Shear (ACI 11-36): vc2-b = 348300 lb Allowable Punching Shear (ACI 11-37): vc2-c = 233176 lb Controlling Allowable Punching Shear: vc2 = 233176 lb Bending Calculations: Factored Moment: Mu = 1675000 ind Nominal Moment Strength: Mn = 1897765 in-] Reinforcement Calculations: Concrete Compressive Block Depth: a = 1.01 in Steel Required Based on Moment: As(1) = 2.71 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 2.07 in2 Controlling Reinforcing Steel: As-regd = 2.71 in2 Selected Reinforcement: #6's @ 10.0 in. o.c. e/w (7) Min. Reinforcement Area Provided: As = 3.09 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 27 in b b page Joshua D Nelson, PE, LEED AP Davido Consulting Group 15029 Bothell Way NE Suite 600 of Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 8/21/2014 10:26:10 AM �24in { I1 T #16 in 1 I� 1 3 In T i 6 It I i �12in—{ T � 16 in I n 3 In T 6 st FOOTING LOADING Live Load: PL = 100000 lb Dead Load: PD = 90000 lb Total Load: PT = 190000 lb Ultimate Factored Load: Pu = 268000 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 4640 lb FD-13 Project: Tukwila Village Foundation Location: F10 =ooting 2009 International Building Code(2005 NDS)] Footing Size: 10.0 FT x 10.0 FT x 30.00 IN Reinforcement: #8 Bars @ 14.00 IN. O.C. E/W / (9) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 5500 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 = 10 ft Length: L = 10 ft Depth: Depth = 30 in Effective Depth to Top Layer of Steel: d = 25.5 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m = 12 in Column Depth: n = 24 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Qu = 5100 psf Qe = 5125 psf Areq = 99.51 sf A = 100.00 sf Bear = 736000 lb Bear -A = 954720 lb Vul = 174800 lb Vc1 = 251405 lb Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = page Joshua D Nelson, PE, LEED AP Davido Consulting Group 15029 Bothell Way NE Suite 600 of Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 8/21 /2014 10:26:10 AM �--24 in T 30 in T i loft �-12in-] T 30 in Ta{° loft 174 in I I 641125 lb FOOTING LOADING 729074 lb Live Load: PL = 310000 lb 1433007 lb Dead Load: PD = 200000 lb 729074 lb Total Load: PT = 510000 lb 729074 lb Ultimate Factored Load: Pu = 736000 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 24167 lb 8942400 in -lb 9464253 in -lb Concrete Compressive Block Depth: a = 1.39 in Steel Required Based on Moment: As(1) = 6.66 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 6.48 in2 Controlling Reinforcing Steel: As-reqd = 6.66 in2 Selected Reinforcement: #8's @ 14.0 in. o.c. e/w (9) Min. Reinforcement Area Provided: As = 7.07 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 51 in Project: Tukwila Village Foundation Location: F12 Footing [2009 International Building Code(2005 NDS)] Footing Size: 12.0 FT x 12.0 FT x 32.00 IN Reinforcement: #8 Bars @ 12.00 IN. O.C. ENV / (12) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 5500 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 = 12 ft Length: L = 12 ft Depth: Depth = 32 in Effective Depth to Top Layer of Steel: d = 27.5 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m = 12 in Column Depth: n = 36 in CITING CALCULATIO FD-14 page Joshua D Nelson, PE, LEED AP Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 8/21/2014 10:26:10 AM Bearing Calculations: Ultimate Bearing Pressure: Qu = 4514 ps Effective Allowable Soil Bearing Pressure: Qe = 5100 ps Required Footing Area: Areq = 127.45 sf Area Provided: A = 144.00 sf Baseplate Bearing: Bearing Required: Bear = 880000 lb Allowable Bearing: Bear -A = 1432080 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 235278 lb Allowable Beam Shear: Vc1 = 325347 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 206 in Punching Shear: Vu2 = 773554 lb Allowable Punching Shear (ACI 11-35): vc2-a = 775712 lb Allowable Punching Shear (ACI 11-36): vc2-b = 1708073 lb Allowable Punching Shear (ACI 11-37): vc2-c = 930855 lb Controlling Allowable Punching Shear: vc2 = 775712 lb Bending Calculations: Factored Moment: Mu = 13310000 in -It Nominal Moment Strength: Mn = 13597220 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 1.54 in Steel Required Based on Moment: As(1) = 9.22 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 8.29 in2 Controlling Reinforcing Steel: As-reqd = 9.22 in2 Selected Reinforcement: #8's @ 12.0 in. o.c. e/w (12) Min. Reinforcement Area Provided: As = 9.42 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 63 in 1 36 in T '] 32 in 1 3-M 12 ft k12inj T 1 32 in I 1 3�''n 12 ft Live Load: PL = 250000 lb Dead Load: PD = 400000 lb Total Load: PT = 650000 lb Ultimate Factored Load: Pu = 880000 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 37120 lb FD-15 Project: Tukwila Village Foundation Location: F14 sooting 2009 International Building Code(2005 NDS)] Footing Size: 14.0 FT x 14.0 FT x 36.00 IN Reinforcement: #8 Bars @ 11.00 IN. O.C. E/W / (15) min. iection Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 5500 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 = 14 ft Length: L = 14 ft Depth: Depth = 36 in Effective Depth to Top Layer of Steel: d = 31.5 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m = 12 in Column Depth: n = 42 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Qu = 3878 Qe = 5050 Areq = 150.5 A = 196.00 Bear= 1016000 Bear -A = 1670760 page Joshua D Nelson, PE, LEED AP Davido Consulting Group 15029 Bothell Way NE Suite 600 or Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 8/21/2014 10:26:10 AM Vu1 = 281214 lb Vc1 = 434782 lb Bo = 234 in Vu2 = 900906 lb vc2-a = 951641 lb vc2-b = 2236023 lb vc2-c = 1211179 lb vc2 = 951641 lb Mu = 18396860 in -I Mn = 19504970 in -lb Concrete Compressive Block Depth: a = 1.65 in Steel Required Based on Moment: As(1) = 11.09 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 10.89 in2 Controlling Reinforcing Steel: As-reqd = 11.09 in2 Selected Reinforcement: I #8's @ 11.0 in. o.c. e/w (15) Min. Reinforcement Area Provided: As = 11.78 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 75 in Live Load: Dead Load: Total Load: Ultimate Factored Load: Weioht to resist uolift w/ 1.5 F.S. PL = 260000 lb PD = 500000 lb PT = 760000 lb Pu = 1016000 lb U.R. = 56840 lb FD-16 Davido Consulting Group Title Typical Basement Wall Page: 15029 Bothell Way NE Job # Tukwila Vil Dsgnr: JN Date: SEP 5,2014 Lake Forest Park, WA 98155 Description.... Checking out -of -plane forces on basement walls. This Wall in File: P:1ClientslJohnson Braund Design GrouplTi Retain Pro 9 @ 1989 - 2011 Ver. 9.27 $171 Registration #: RP-1110606 RP9.27 Restrained Retaining Wall Design Code: IBC 2009 Criteria Soil Data Retained Height = 10.00 ft Wall height above soil = 0.00ft Total Wall Height = 10.00ft Top Support Height = 10.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 5,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads lUniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 10.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 2,733 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 5.17 in Wall Weight = 100.0 psf fc = 3,000 psi Soil Pressure @ Toe = 911 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 911 psf OK Allowable = 5,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 152 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 2,035 psf Design Height Above Ftg = 10.00 ft 4.22 ft 0.00 ft Footing Shear @ Toe = 3.9 psi OK Rebar Size = # 5 # 5 # 4 Footing Shear @ Heel = 1.7 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 = 833.3 Ibs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 2,191.7 Ibs Design Data fb/FB + fa/Fa = 0.000 0.996 0.000 Sliding Calcs Slab Resists All Slidingg ! Mu .... Actual = 0.0 ft-# 5,132.0 ft-# 0.0 ft-# Lateral Sliding Force = 2,191.71bs Mn' Phi..... Allowable = 5,154.8 ft-# 5,154.8 ft-# 3,423.0ft-# Shear Force @ this height = 1,333.3 Ibs 2,666.7lbs Shear..... Actual = 27.78 psi 55.56 psi Shear..... Allowable = 109.54 psi 82.16 psi Load Factors Rebar Lap Required = 21.36 in 21.36 in Building Code IBC 2009 Hooked embedment into footing = 7.67 in Dead Load 1.200 Other Acceptable Sizes & Spacings: Live Load 1.600 Toe: # 5 @ 18.00 in -or- Not req'd, Mu < S " Fr Earth, H 1.600 Heel: # 5 @ 18.00 in -or- Not req'd, Mu < S' Fr Wind, W 1.600 Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on Seismic, E 1.000 i FD-17 Davido Consulting Group 15029 Bothell Way NE Lake Forest Park, WA 98155 Title Typical Basement Wall Job # Tukwila Vil Dsgnr: JN Description.... Page: Date: SEP 5,2014 This Wall in File: P:1ClientsWohnson Braund Design GrouplTi Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration #: RP-1110505 RP9.27 Restrained Retaining Wall Design Code: IBC 2009 Footing Strengths & Dimensions Toe Width = 1.17 ft Heel Width = 1.83 Total Footing Width = 3.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 3,000psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Toe eel Factored Pressure = 152 2,035 psf Mu': Upward = 269 1,219 ft-# Mu': Downward = 123 1,021 ft-# Mu: Design = 147 -198 ft-# Actual 1-Way Shear = 3.87 1.73 psi Allow 1-Way Shear = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing I Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft Axial Dead Load on Stem = Ibs ft Soil Over Toe = Ibs ft Adjacent Footing Load = Ibs ft Surcharge Over Toe = Ibs ft Stem Weight = 1,000.01bs 1.50 ft Soil Over Heel = 1,283.3lbs 2.42 ft Footing Weight = 450.Olbs 1.50 ft Total Vertical Force = 2,733.3lbs Moment = Net Mom. at Stem/Ftg Interface =-1,176.9 ft-# Allow. Mom. @ Stem/Ftg Interface = 2,139.4 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 911.1 psf DESIGNER NOTES: ft-# ft-# ft-# ft-# ft_# 1,500.Oft-# 3,101.4ft-# 675.5ft-# 5,276.9ft-# FD-18 FD-19 Pp= 0.# 2191.7# 911.11psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. File #: 19731 [WA][PUBLIC][COPY:EST] I Customer: Recording Requested by and Return to: I P.O. #: STEELER INC I Project: C/O JUDIMARYJO INC DBA LIENDATA USA I Rec ID: P.O. BOX 1643 Job #: WOODINVILLE, WA 98072 Cert No.: LOYD III INC 238222 BLDG D 4F02CCC9-E2FF-47A6-8F94-465381145867_ 06170740.179 PRELIMINARY NOTICE OF INTENT TO CLAIM AGAINST BOND (Wash. Rev. Code Section 39.08.065) >> TO THE PUBLIC ENTITY OR REPUTED CITY OF TUKWILA 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 >> TO ORIGINAL OR REPUTED CONTRACTOR INTER -CITY CONTRACTORS INC PO BOX 82405 KENMORE, WA 98028 >> TO LENDER, SURETY OR BONDING CO. OR >> REPUTED LENDER, SURETY, BONDING CO. 1. The following is a general description of the labor, service, equipment or materials furnished or to be furnished by the undersigned: STEEL STUDS/FASTENERS/D/W MATERIALS 2. Estimated Price: $11,000.00 3. The name of the person who furnished that labor, service, equipment or materials is: STEELER INC C/O JUDIMARYJO INC DBA LIENDATA USA P.O. BOX 1643 WOODINVILLE, WA 98072 4. The name of the person who contracted for purchase of that labor, service, equipment or material is: LOYD III INC PO BOX 1468 AUBURN, WA 98071 P.O.: 238222 5. The description of the jobsite is: BLDG D 14400 TUKWILA INTERNATIONAL BLVD TUKWILA, WA County of KING REQUEST FOR COPY OF PAYMENT BOND AND NAME OF SURETY COMPANY TO CONTRACTING BODY: CITY OF TUKWILA or State Comptroller The undersigned Claimant hereby declares that he has supplied or will supply labor or materials as described above, that payment has not yet been made therefore; and that he hereby requests that the contracting body furnish a certified copy of the Payment Bond, if any, to the Claimant, at the address listed above, and the current address of the contracting public entity. NOTICE TO PUBLIC ENTITY OR AGENCY ALSO PLEASE TAKE NOTICE THAT CONTRACTOR AND HIS BOND WILL BE HELD FOR THE PAYMENT OF SAID MATERIALS, SUPPLIES, OR PROVISIONS. NO SUIT OR ACTION SHALL BE MAINTAINED IN ANY COURT AGAINST THE CONTRACTOR OR HIS BOND TO RECOVER FOR SUCH MATERIAL, SUPPLIES, OR PROVISIONS OR ANY PART THEREOF UNLESS THE PROVISIONS OF WASH. REV. CODE SECTION 39.08.065 HAVE BEEN COMPLIED WITH. I declare that I am authorized to file this claim on behalf of the Claimant. I have read the foregoing document and know the contents thereof; the same is true of my own knowledge. I declare under penalty of perjury that the foregoing is true and correct. Executed at WOODINVILLE, Washington on 06/30/2017 for STEELER INC C/O JUDIMARYJO INC DBA LIENDATA USA. Prepared by: 'Gy JOHN ELSBREE E PR S OF LIENDATA, AGENT FOR CLAIMANT Phone: (425) 481-1131 Fax: (425) 481-1139 PROOF OF SERVICE BY MAIL AFFIDAVIT I declare that I served a copy of the above document, and any related documents, by certified or registered mail, postage prepaid, or other certified delivery, addressed to the above named parties, at the addresses listed above, on 06/30/2017. I declare under penalty of perjury that the foregoing is true and correct. Executed at WOODINVILLE, Washington on 06/30 2017.' Prepared by: `/ JOHN ELSBREE P S OF LIENDATA, AGENT FOR CLAIMANT �(� D a IMPORTANT INFORMATION FOR YOUR PROTECTION! This notice is sent to inform you that we have or will provide materials, professional services, or equipment for the repair, remodel, or alteration of your property. We expect to be paid by the person who ordered our services, but if we are not paid, we have the right to enforce our claim by filing a construction lien against your property. LEARN more about the lien laws and the meaning of this notice by discussing it with your contractor, suppliers, the department of labor and industries, the firm sending you this notice, your lender, or your attorney. COMMON METHODS TO AVOID CONSTRUCTION LIENS: There are several methods available to protect your property from construction liens. The following are two of the more commonly used methods: * 1) DUAL PAYCHECKS (Joint Checks) When paying your contractor for services or materials, you may make checks payable jointly to the contractor and the firms furnishing you this notice; * 2) LIEN RELEASES: You may require your contractor to provide lien releases signed by all the suppliers and subcontractors from whom you have received this notice. If they cannot obtain lien releases because you have not paid them, you may use the dual payee check method to protect yourself. YOU SHOULD TAKE APPROPRIATE STEPS TO PROTECT YOUR PROPERTY FROM LIENS. YOUR PRIME CONTRACTOR AND YOUR CONSTRUCTION LENDER ARE REQUIRED BY LAW TO GIVE YOU WRITTEN INFORMATION ABOUT LIEN CLAIMS. IF YOU HAVE NOT RECEIVED IT, ASK THEM FOR IT. STEELER INC CIO JUDIMARYJO INC DBA LIENDATA USA P.O. BOX 1643 WOODINVILLE, WA 98072 Phone: (425) 481-1131 Fax: (425) 481-1139 CITY OF TUKWILA 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 06/30/2017 RE: NOTICE TO OWNER OR PUBLIC ENTITY Dear Sir or Madam: We are required by the laws of this state to notify you that we are furnishing labor, services, equipment or materials of the type described on the enclosed standard form for the work of improvement known as the: BLDG D project, located at 14400 TUKWILA INTERNATIONAL BLVD, TUKWILA, WA . Such labor, services, equipment or materials were contracted for by: LOYD III INC, PO BOX 1468, AUBURN, WA 98071 , who is one of the owners, general contractors or subcontractors of this project. We are further required by law to notify you at this time that if bills are not paid in full for labor, services, equipment or materials furnished, or to be furnished, the improved property may be subject to mechanic's liens or stop notices, or a notice to withhold funds may be filed where applicable.The enclosed notice is not intended to reflect in any way on the integrity or credit standing of the contractors involved in this job, but is given merely to comply with the laws of this state. However, to fully protect yourself you may consider (1) requiring your contractor to furnish a signed release from the person or firm giving you this notice before making payment to your contractor, or (2) any other method or device which is appropriate under the circumstances to guarantee payment of this debt.We appreciate the opportunity of furnishing our services for this job and we hope it is progressing to your satisfaction. Should you have any questions concerning this request, please feel free to call me personally at (425) 481-1131. Thank you. Sincerely, Prepared by:��� JOHN ELSBREE E P ES OF LIENDATA, AGENT FOR CLAIMANT Phone: (425) 481-1131 Fax: (425) 481-1 9 Diana Keys From: Al Metzler <AI.Metzler@TukwilaWA.gov> Sent: Tuesday, November 15, 2016 3:59 PM To: Diana Keys Cc: Allen Johannessen; Al Metzler, Don Tomaso Subject: RE: Elevator Lobbies . FILE 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, 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 of opportunity, the community ofcholce. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2017 City of Tukwila BUILDING DIVISION REVISION NO: 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). RECEIVED CITY OF TUKWILA MAY 262017 PERMIT CENTER From: Diana Keys [mailto:dianak@johnsonbraund.comj 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 (1314-0326) 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 (D14-0389) 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(Mohnsonbraund.com www.'ohnsonbraund.com From: Al Metzler [mailto:AI.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, '' G c Diana Keys From: Al Metzler <AI.Metzier@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, FILE 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. ao v TUKWILA - The city of opportunity, the community ofchoice. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2017 City of Tukwila BUILDING DIVISION NOTICE: All 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). RECEIVED CITY OF TUKWILA From: Diana Keys[mailto:dianak@johnsonbraund.com] MAY 2 6 4017 Sent: Monday, February 13, 2017 10:34 AM To: Jerry Hight <Jerry.Hight@TukwilaWA.gov> PERMIT CENTER 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 L4 "n-0:3 2 (o 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. DBeci< oellet.ue,.^a.acv 0anaKeys RE: 16-129615 BB Crossroads Senior Living om Diana — JUN 2 0 2017 This can be addressed via 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 -co Of lla 2. Opening protections would be required to be 3-hour rated. '�SION 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 <• , Mon 1;23'201" 2:4Z Phi Tanya Elder <TElder@ kirklandwa,gov> RE: Park Lane Stairs at concrete levels To Deana Keys Cc Andre. Macdonald(amacdonaldgContinent&txoperties -wx.com): Christopher Tayior; Scott Brewer (58re verrcontlnentaooPerte Ed Segat(ESegatrconbwtaOoperbes-ex.com); ft*eh$compass-gc.cam 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 here to find all related messages or to open the original flagged mes! Action Items Hello Diana, + Get n Our building official has decided to allow the option that matches what Bellevue accepted (rather than what allows). Please email the completed Code Alternate Request directly to me, with the design justification for t rated enclosure with wood stairs. Then upload the revised plan sheets to MyBuildingPermit.com so the modifications can be reviewed, approved, and given back for use in the field. Thank you, Tanya Tanya Elder Building Plans Examiner kirklandpermits.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 LEED AP JOHNSON BRAUND, Inc. 15200 52nd Ave S Seattle, WA 98188 Direct line: 206-204-0518 (ext 118) T 206-766-8300 dianak(Moh nsonbrau nd. com www. iohnsonbraund.com Total Control Panel To: dianak@eohnsonbraund.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. Logi n 14 j FILE May 26, 2017 4b JOHNSON BRAUND 1NC Allen Johannessen City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Tukwila Village Building D Post Permit revisions Site Address: 14400 Tukwila International Boulevard Project No. D14-0326 Dear Allen, REVIEWEU FOR CODE COMPLIANCE APPROVED JUN 2 0 2017 City of Tukwila BUILDING DIVISION REVISION Please find attached (4) copies of the revised sheets for the post -permit revisions to the approved permit for Tukwila Village Building D #D14-0326. The revisions have been made in response to the following: Smoke Control permit coordination a. Remove elevator pressurization for ease of smoke control performance & testing. b. Provide smoke doors at the elevator hoistway in the Type IA construction.* c. Provide elevator lobbies, as required by TMC 16.05.0080, in the Type VA construction (5 stories).* d. Provide 2-hour rating at fire command center. Add wall and rated corridor/doors to fire command center level P1. e. Provide additional shaft for smoke control levels 2-roof at the SW end of building f. Remove shaft not used behind trash chute shaft. *These items were previously reviewed via email with building department and fire department. See attached email. They have also been approved with the smoke control permit. Seattle City Light existing vault on TIB: New SCL electrical vault requirements require non- combustible 3 hour rated construction within 10 ft. radius (horizontally and vertically) from existing below grade vault. a. Provided a 3 hour -rated concrete wall (non -load bearing) within 10 ft. radius proximity of vault. Wall to be located behind existing storefront to maintain design review approve D streetscape design aesthetic. b. Revised storefront to spandrel glazing / tempered glass. CITY OF TUKWILA c. Raised canopies to be above 10 ft. radius from vault. MAY 2 6 2017 3. Alternate Methods & Materials Request: Stairway Construction in podium building. Per my previous correspondence with Jerry Hight, we are proposing an AMMR to all - MIT CENTER wood frame stairway construction to continue down from the type VA construction throughthe type I construction podium. Exit enclosure in the type 1A construction is increased to 3-hour 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 www.johnsonbraund.com ICI- 0 3*Z f e Page 2 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. Note also that this request has been approved by City of Bellevue and City of Kirkland. 4. Commercial Tenant Space revisions: We have been working with the new Office tenant for the commercial shell space. While this TI work will be under separate permit, we have revised the mezzanine restrooms that were included under this core & shell permit. The mezzanine restrooms were originally approved with separate men's & women's restrooms with a sink and (2) WC each. The proposed revision is to provide (4) single occupant restrooms. This allows for tenant requested privacy and still meets the required accessibility and plumbing fixture counts (sink count increases by 2 fixtures). 5. Ongoing Construction coordination: a. Revised spot grades at FF adjacent to 144`h per ROW coordination. b. Revise tub location, unit 209 to accommodate transfer beam and plumbing below. c. Revised level 3 corridor floor assembly type 8B1 to 11'7/8" joists framed parallel to corridor to accommodate plumbing in corridors and maintain ceiling height. See attached RFI response from structural. d. Revised levels 4 -6 corridor floor assembly type 8B to utilize 2x6 framing and suspended GWB to accommodate plumbing in corridors and maintain ceiling height. See attached RFI response from structural. e. Added wall type for fire barrier walls at trash room. f. Removed concrete walls at hoistway door opening, replace with 2-hour rated shaft wall. g. Revised west elevator door location levels P1,1 & M to accommodate stretcher at double access (front & rear opening) elevator levels. h. Revised floor ceiling assembly 8A, 8A1 & 8A2 as required STC/IIC floor coverings noted in previous assemblies are no longer available. i. Revised window location in south stair to avoid need for fire rated glass. 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. 3. ASO]: Corrected grades at residential lobby and stair] per 144`h ROW work. 4. A005: a. Revise stair enclosure wall tags at stairs in Type 1 A construction (levels P1, 1 & M), b. Add poche for 3 hour rated stair enclosure walls per AMMR. c. Add wall tags for 3-hour wall, level 1 adjacent to SCL vault. d. Add wall tags for 2-hour rated corridor to fire command center. e. Revised wall tags at elevator hoistway door. a Page 3 f. Add note for 2-hour rated fire command center. g. Add fire resistive construction note for AMMR. 5. A005a: Revised wall tags at elevator hoistway door. 6. A006: Add wall type lA3 for 3-hour non -load bearing wall adjacent to SCL vault. 7. A006a: Add wall type 4K for 2 hour rated wall at fire command center & corridor. 8. A006b: Add wall types 7E & 7E1 for fire barrier wall at trash room. 9. A006c: Revise floor types 8A, 8A 1 & 8A2. 10. A006d: Revise floor types 8B & 8B 1. 11. A100: a. Revised stair enclosure to 3 hour rated per AMMR. b. Revised fire command center & new corridor/door P116 to 2-hour rated per IBC 911 WA state amendments. c. Added smoke door E1 at elevator hoistway to residential lobby. d. Elevator lobby now utilized to garage, revised doors P104 and P105 accordingly. e. Relocated west elevator door for stretcher. f. Removed concrete walls at hoistway doors. 12. A101: a. Added non -load bearing concrete wall within 10 ft of existing SCL vault. Revised storefront accordingly. b. Stair enclosures revised to 3-hour construction per AMMR. c. Smoke door El added to elevator hoistway. Removed concrete walls at hoistway doors. Revised door location for stretcher. 13. A102: a. See items a,b,c, above. b. Revised restrooms per office tenant request from separate men's & women's restrooms to (4) single occupant restrooms. 14. A103: a. Added elevator lobby. b. Remove shaft behind trash chute. c. Added shaft for smoke control adjacent to unit stack -17. d. Revised tub location in unit 209 to accommodate plumbing & transfer beam below. 15. A] 04,105,106 & ] 07: a. Added elevator lobby. b. Remove shaft behind trash chute. c. Added shaft for smoke control adjacent to unit stack -17. 16. A108: a. Removed elevator pressurization equipment. b. Remove shaft behind trash chute. c. Added smoke control / corridor supply air shaft. 17. A200: a. Storefront revisions west elevation per SCL vault — spandrel glass. b. Storefront revision — south elevation per TI plans. c. Revised stair window location. 18. A201: Storefront & canopy coordination. 19. A313: a. Revised corridor floor framing — wall section 1. b. Removed shaft behind trash chute — wall section 2. Page 4 20. A400 & A401: a. Add smoke door to elevator east side. Lobby west side. b. Removed concrete walls at elevator door. c. Revised west side elevator door location for stretcher. d. Revise stair enclosure to 3 hour walls. e. Revised sliding door/storefront to glass wall system. f. Added interior elevation E at office. g. Revised RFP / lighting. 21. A402: Revised mezzanine level restrooms to (4) single occupant rooms. 22. A404: a. Revision to terrace storefront to accommodate new elevator lobby. b. Removed shaft, added storage room behind trash room. 23. A423: New smoke control shaft in unit type I BED-C2 & C3. 24. A450,451 & 453: AMMR request for wood stairs in type 1 A construction — 3 hour enclosure and opening protectives. 25. A460: a. Elevator pressurization note removed. Hoistway ventilation note added. b. Add smoke doors levels P1,1&2. c. Add elevator lobbies levels 2-6. d. Removed concrete walls at hoistway doors, replace with 2 hr. shaftwall. e. Revise west door location for stretcher levels Pl, l & M. 26. A600: Door schedule revisions per items noted above. 27. A610: Added relite at elevator lobby. 28. A620 & 621 storefront revisions per items above and submittal review. 29. Structural framing plans sheets S6-S 10 and details sheets S 17 — 517.1 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 1, dated 05-15-2017. 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: Email from Al Metzler, dated Nov. 15, 2016 Stair Construction AMMR form Email from Al Metzler, dated Feb. 13, 2017 Structural calculations, dated May 4, 2017. REVIEWED FOR JUN 2 0 2017 City of Tukwila BUILDING DIVISION FILE For Department Use Only Alternate Materials, Methods or Modifications Request Form Alt M #: Date Received: Date Reviewed: Date Completed: Approval: ❑ Yes ❑ No Project Name: Permit Number: Application Date: Tukwila Village Building D D14-0326 05-26-2017 Project Address: Property Owner: 14400 Tukwila International Blvd. 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: (4 Building ❑ Electrical ❑ Mechanical ❑ Plumbing ❑ Fire ❑ Land Surface Modification Type of Request: [3 Alternate Materials ❑ Alternate Methods [3 Modification of Code or Standard Has the installation been made? Has a violation been noted? Date: Inspector/Plans Examiner: ❑ Yes CK No ❑ Yes IN 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 H� vimm 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. RECEIVED CITY OF TUKWILA Page lof 2 PERMIT CENTER 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 1A 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 Date05-26-2017 Print Name. Diana Keys For Department Use Only. Reviewed by: Date: Recommendation: ❑ Approve ❑ Den Comments: Reviewed by: r Date: Recommendation: 1 ❑ Approve ❑ Den Comments: Reviewed by: Date: Recommendation: ❑ Approve ❑ Den Comments: Final Review: Date: Final Status: ❑ Approved ❑ Denied Comments/Conditions: Page 2 of 2 FILE STRUCTURAL CALCULATIONS ADDENDUM CORRIDOR REVISION TUKWILA VILLAGE — BLDG D TUKWILA, WASHINGTON MAY 41 2017 .� C SC ��' WAS , REVISION.-,NO-111' ` -1 cF gl a ed by REVIEWED FOR CODE COMPLIANCE APPROVED '• JUN 2 0 2017 City of Tukwila BUILDING DIVISION tth chmitter, RECEIVED SE CITY OF TUKWILA ,., e: 2 17. 5.10 s 33 :3 '00' � 730 GCTVRA L 6la MAY 2 6 2017 0 �SS��NAL ENG 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 Document2 L2-2 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group, Inc. vaaH :vn vaaH :vn U) _ 0 go a J M WN J Q�YM J J 0 j m Z LLJ LLJ J Y gQ U) LL �- r O R T E • MEMBER REPORT Corridor, C: FJ6 1 piece(s) 11 7/8" T3I® 110 @ 16" OC PASSED Overall Length: 10' 7" 10, a o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 820 @ 3 1/2" 910 (l.75") Passed (90%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 820 @ 3 1/2" 1560 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2050 @ T 3 1/2" 3160 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.119 @ 5' 3 1/2" 0.250 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.147 @ 5' 3 1/2" 1 0.500 1 Passed (L/818) 1.0 D + 1.0 L (All Spans) T]-Pro'" Rating 60 1 40 1 Passed Deflection criteria: LL (L/480) and TL (1./240). Top Edge Bracing (W): Top compression edge must be braced at 3' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' o/c unless detailed otherwise. A structural analysis of the deck has rat 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: None Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Fu� Total 1. - Hanger on 11 7/8" DF beam 3.50" Hanger' 1.75" / 1.75" 2 162 706 868 See note 1 2 - Hanger on 11 7/8" DF beam 3.50" Hanger' 1.75" / 1.75" 2 162 706 868 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • I See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web stiffeners System : Floor Member Type : Joist Building Use: Residential Building Code : IBC 2009 Design Methodology: ASO Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1- Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d x 1-1/2 N/A 2 - Face Mount Hanger IUS1.81/11.88 2.00" N/A to-10d x 1-1/2 N/A Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 7" 16" 23.0 100.0 Corridor Load 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. 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.coriVservices/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 Davido Consulting Group (360)899-1110 lacy@3dcgengr.com 0 SUSTAINABLE FORESTRY INITIATIVE 5/4/2017 10:37:22 AM Forte v5.2, Design Engine: V6.6.0.14 Corridor Framing Revised.4te Page 1 of 1 1' F O R T E` MEMBER REPORT Corridor, C:81-Max 2 piece(s) 13/4" x 7 1/4" 2.0E Microllam0 LVL PASSED Overall Length: 6' 7" 6 0 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 3712 @ 3 1/2" 3938 (1.50") Passed (94%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2965 @ 10 3/4" 4821 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5568 @ 3' 3 1/2" 7115 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load DeFl. (in) 0.152 @ 3' 3 1/2" 0.150 Passed (L/475) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.188 @ 3' 3 1/2" 0.300 Passed (L/384) -- 1.0 D + 1.0 L (Al Spans) Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (W): Top compression edge must be braced at 6 o/c unless detailed otherwise. Bottom Edge Bracing (W): Bottom compression edge must be braced at 6' o/c unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 7 1/4" DF beam 3.50" Hanger' 1.50" 779 3292 4071 See note' 2 - Hanger on 7 1/4" DF beam 3.50" Hanger' 1.50" 779 3292 4071 See note' • 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: ASO Connector: Simpson Strom -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger HHUS48 3.00" N/A 22-16d common 8-16d double shear 2 - Face Mount Hanger HHUS48 3.00" N/A 22-16d common 8-16d double shear Loads location (Side) Tributary Width Dead (0.90) Floor Live (1.00) comments 0 - Self Weight (PLF) 3 1/2" to 6' 3 1/2" N/A 7.4 1 - Uniform (PSF) 0 to 6' 7" (Front) 10' 23.0 100.0 Corridor Load 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, Blocldng 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_CDdeReports.asp)L The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Lacy Williams Davido Consulting Group (360)899-1110 lacy@dcgengr.com 0 SUSTAINABLE FORESTRY INITIATIVE 5/4/2017 10:30:54 AM Forte v5.2, Design Engine: V6.6.0.14 Corridor Framing Revised.4te Page 1 of 1 b214H :tn b210H :bn CO w z � J a u Y04 Ch M J LU i Ym�Q J � IX� LL �; F 0 R T E MEMBER REPORT Corridor, C: FJ1A y ' 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 @ 12" OC PASSED Overall Length: 6' 3" 6' 6 E a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 369 @ 1 1/2" 1406 (1.50") Passed (26%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 313 @ 7" 990 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 554 @ 3' 1 1/2" 848 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.088 @ 3' 1 1/2" 0.150 Passed (U822) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.108 @ 3' 1 1/2" 1 0.300 Passed (U668) 1.0 D + 1.0 L (All Spans) 7J-Pros" Rating N/A I N/A Deflection criteria: LL (I/480) and TL (L/240). Top Edge Bracing (W): Top compression edge must be braced at 6' o/c unless detailed otherwise. Bottom Edge Bracing (W): Bottom compression edge must be braced at G 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 anatysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor oo Live Total 1 - Hanger on 5 1/2" DF beam 1.50" Hanger' 1.50" 72 313 385 See note ' 2 - Hanger on 5 1/2" DF beam 1.50" Hanger' 1.50" 72 313 385 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • I See Connector grid below for additional information and/or requirements. System : Floor Member Type : 3oist Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1- Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 6' 3" 12" 23.0 100.0 Corridor Load 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. 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 ht4)://www.woodbywy.com/services/s_GodeReports.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 Davido Consulting Group (360)899-1110 _ lacy@dcgengr.com SUSTAINABLE FORESTRY INITIATIVE 5/4/2017 10:37:42 AM Forte v5.2, Design Engine: V6.6.0.14 Corridor Framing Revised.4te Page 1 of 1 24•P ?q• p �; � sT 2q"P� PET M Reviewed se and Resubmit No Exceptions Taken ❑Rejected '4p-oS� ❑ 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: 6/7/2017 BY: Matthew C. Schmitter, PE, SE �V a� lO da47i/ 1/S1g 24�• p yl� �pET c 0 3 3e 0 3 O2 o� m� 1 0p 00 --DEFERRED SUBMITTAL # u,iaN l'ELevelIII *Eq, I & Truss Tecluncian CL'RTIFIED PLeV�'T 12• pA V N O I) C) CD D F R CO PL NCE AP V D JUN�4�` 6QN 017 M� N z a N > c �3`° N C)REVIE W �� F 2 z Q 0 ukWI , BUIL IN' .D1VI ION E m co ECEIVM;� 0 CD o� CI T OF TUKWILA r ,.`_° H .. I _ JINN 0.8 20171, Co 0 `° e f ERIT11- CENTER � Y S O ~ �'�� 4 RT m a - 1 CD C) U) 0 CIS cn co Cc Lo C) CD 0o C 0 CD :5 CD -C3 -CJ CD cn a 0 CJ p 0 a C5 0 0 LL ?� "6 a -0 0 — . 2 CD co V > > 2 2 A. 0- w CL Fl. < ME WALL - 2-06-00' - 19-09-12 -- -- — 24-01-04 w N 0 C?- 1 9 A02 a m O a g. U — I N Oz q � 04 2-00 BALLOON FRAME WALL o o 4 4 N N 7-11-00 b v 3 ow I LL I z WELDED HANGER F w' CONNECTION BY OTHERS. 3e 02 / me I 14-03-04 —^ 24-01-04 A25 A24 12-08-00 v,onmmw.. EE,? I �1�lIA�f �4 w CD W c d m r Reviewed ❑ Revise and Resubmit 0 mNa. midWo [] No Exceptions Taken ❑ Rejected a9 a m� „a.y ❑ Make Corrections as Noted ❑ Not Reviewed QLL9 H-5owb � w32Q z �.`-'vss ay .i: V 5 This review is only for general conformance with the design concept of the a H �. project and general compliance with the information given in the Contract a 9 8 `o d t° 9 = o e Documents. Corrections or comments made on the shop drawings durring this N ; ' E r, tg " °�mla-i259 review do not relieve the contractor from compliance with the requirments of 69y= H „ the plans and specifications. F„ w 9° o s m y= e I `"2��'i uavo3ca mzH c DAVIDG CONSULTING GROUP, INC. F 12" PARAPET 4 TE: 6/7/2017 BY: Matthew C. Schmitter, PE, SE o LO ?o O CO U O O Q ?4"P ° o ,� A�PFT 1pp.05_p 6 o , i N Q M �.. o ; cV N r ON kn U 32 m i o 0 . LL a Jimc > _ C \` U L� _ L ^r fee O r C RT-1 w as K °D a 0 N a6 P Reviewed ❑ Revise am I Resubmi t t 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 UIX JI INC. DATE: 6/7/2017 BY: Matthew C. Schmitter, pE, SE 0 0 N 2400-00 17-08-08 20-00-00 1 14-04-12 i 403-OS i 0 0 36" PARAPET - 1 BALLOON FRAME WALL 1 I A02B WS24 (2) 14-03.04 1 Isi A22 A25 A24 PARAPET 0 0 N e��aa�an ww TTT Level 111 0 {mANf 0 7Tuss Technician CERTIFIED PL.�\� 1' 1,1 REVIEW L=D FOR CODE CORhPLIAHCE AppnCV1M JUG! 16 2017 I DUILDO ISION I 24+PA '% Pe Rn M WNW Z aN N (D C) N m � bA ti O 00 N � a � m 8 �® 0 0 ca CU Do L C Q U f° U L� _6 L r w O F— _ BALLOON FRAME WALL RT-1 WELDED HANGER CONNECTION BY OTHERS. gWi T'C1'Level Ill 0 WIA�f � 0 T., Technician CIiR'nFIIiD PL.4C•T �ilif _ �] Reviewed ❑ 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: 6/7/2017 By: Matthew C. Schmitter, PE, SE a�T rE IEMD FOR COMPLIANCE APPROVED JUN 16 2017 City Of Tukwila BUILDING DIVISION N O '0 W r kn W en .�-i O W N �i N z 00 O N � M c � O ~ LI eq RT - 1 11 T N. Associated Earth Sciences, Inc. El H1 4 a El RJ Serving the Pacific .-Vorthiwest Since 1981 March 18, 2013 Project No. KE110238A Pacific Northern Construction 201 27`h Avenue, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park REVIEWED FOR CODE COMPLIANCE. APPROVED JUL 08 2016 Ci f %1 ifs BUILD G DIVISION Subject: Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Proposed Tukwila Village Tukwila International Boulevard and South 1441h Street Tukwila, Washington Dear Mr. Park: _.L OCT �.,�. 17 2014 REIDD ��flDD�ET Q�f � Ii��D. 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 dhe 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 RECEIVED CITY OF TUKWILA 0 C T 10 2014 Kurt D. Merriman, P.E. Senior Principal Engineer PERMIT CENTER KDM/pc KE110238A5 Projects\20110238\KEMP s Kirkland Everett Tacoma . 425-827-7701 425-259-0522 253-722-2992 www.aesgeo..com GeotechnicaCEnghmering -Water Resources Environiai.entaCAssessntients and Remediation. .f i e t Sustainable Devecopn2ent Services Geologic _Assessvnents Associated Earth Sciences, Inc, Serving the Pac fic Northwest Since 1981 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 Em UPDATED SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND GEOTECHNICAL ENGINEERING REPORT Tukwila, Washingt®n 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 A ` Updated Subsurface Exploration, Geologic Hazards, and Proposed Tubvila Village Geotechnical Engineering Report Tu vila, Washington Project and Site Conditions 1. 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 11 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 physicalproperties 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. 6WG/pc - KE110238A5 - Projects1201102381KEMP Page I Updated Subsiuface Exploration, Geologic Hazards, and Proposed TulRvila 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 Mardi 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects 1201102381KEI WP Page 2 A 11 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tuklvila Village Geotechnical Engineering Report Titkivila, 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. BWG/pc - KE1102.3EA5 - ProjecW201102331KEMP Page 3 Updated Substuface Exploratiotz, Geologic Hazards, arid Proposed Tukwila Village Geotechnical Engineering Report Tubvila, Washington Project 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. BWC/pc — KEI 10238A5 - Projects1201102381KE1WP Page 4 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tuhvila Village Geotechnical Engineering Report Tubvila, Washington Protect 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 suriicial 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. BWG/pc - KEI10238A5 - Projects 1201102381KEIWP Page 5 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila 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. Mardi 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Project51201102381KEIWP Page 6 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, 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 Tubvila 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 Mach 18, 201.3 ASSOCIATED EARTH SCIENCES, INC. BWG/1)c — KEI10238A5 - Projects1201102381KEIWP Page 7 Updated Subsenface 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 50 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. BWG/pc - KEJ10238A5 - Projects1201102381KEIWP Page 8 Updated Suhsutface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tttbvila, 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 (TESL) 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 3151), 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, 201.3 ASSOCIATED EARTH SCIENCES, INC. BWGIpc — KE110238A5 - Projects t201101381KEIWP Page 9 Updated Subsurface 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. awcipc - xE1 ro238As - Projects 120110238IKEIwP Page 10 Updated Subs►uface 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 151 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 - Project-020110238WEMP Page 11 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotecltnical Engineering Report Tukwila, Washington Preliminary 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. DWGlpc - KE110238A5 - Projects 1201102381KE1 WP Page 12 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukivila, 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. BWG/pc — KE110238A5 - Projects 1201102381KEI WP Page 13 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, 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 500x 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 - Projects 1201102381KEIWP Page 14 Updated 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 recompaetion. 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 - Projecrs120110238IKEIWP Page 15 Updated Subsraface 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 Conditio 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 1201102381KEIWP Page 16 Updated Substuface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, 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 211:1V. 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 fill soils present on -site contained significant amounts of March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc — KE110238A5 - Projects1201102381KEIWP Page 17 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechni.cal Engineering Report Titbvila, 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. BIVG/pc - KE110238A5 - Projects I 201102381KEI WP Page 18 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tubvila Village Geotechnical Engineering Report Tukwila, Washington Preliminary 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/a 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 1201102381KEI WP Page 19 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila 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 Mardi 18, 2013 ASSOCIATED EARTH SCIENCES, INC. QWG/pc — KE110238A5 - Projects1201102381KEMP Page 20 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tubvila 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 211:1V 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 1011 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. DWG/pc - KE110238A5 - Projects 1201102381KEIWP Page 21 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Preliminary 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/z inches March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc — KE110238A5 - Projects 1201102381KEI WP Page 22 Updated Subsurface Exploration, Geologic Hazards, and Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Preliminary Design Recommendations of asphaltic concrete pavement (ACP) underlain by 4 inches of 1'/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 1'/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 project 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 '/a 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 Tul`wila Village Geotechnical Engineering Report Tubvila, 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 l: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs Laboratory Testing Results Ground Water Measurement Data March 18, 2013 BWG/pc - KE110238A5 - Projects 1201102381KEI WP Kurt D. Merriman, P.E. Senior Principal Engineer ASSOCIATED EARTH SCIENCES, INC. Page 24 1 f • . .1 f p(tl I1 In :' < k �'-� 4 JJ'7� }^ 'y r t ; -'. . . ELI —� in 7owao} yy >'11 P.M I1 ,V - 1 e 1 .� I ''tty,, y 1 pp1. •, tl? 1 ' 5 , S, \} ♦ t v, \ .'Ya1f2i 2 y i / v at y l r' . f I sril�i'lilrVr + I i i '..�"` ..`�,' ,t i I i •c i—+ �1' i 4 � fi• s(rrLr r Ily T Ji G i .` 3 'rz,• r -- I '• � .. I _ Upuk g Lit ,.� A�ia �i�3"H It It i,� �' �j '.1 _ �A ' i li '•`.t �Tr r� �-' n"Cf - r ro �I f. { 1 P(+ : \ t.... nnll �n.� 'R .I ±` SIi� Nfir t'1� i t 7 } � 1 �• i �� � ) i i r _ �•.-. ,. I' I 33111t c3i_:r "' ' ' _i_. _-i-r._._. .._ \ - r__� t... i I _ I 1l ' ` t. b ,� ✓<iel(I 1 i{ $td I l ? ���` ! _ �� i `•r Fncrro l '\ 1 ��t t _ � ��e �, 'j 1 -tt ` �'ri� � "` I:� \��e Op} j t1� b ' I � 13 1 ' �r !� u� S� 9 E 'tV it l r f __ _ : f : _ ` jj 1 4 S •, i t \ \ i t f Fi i1 1 }# 7 i! �i1 Ir 11s� `i"I , r n \ Lr___ \kl i.�`�g I ..�, ..14 \�.� i ., �'•, _ 1 �Ar 'fie tl` ., .. ��'"'.:. ' .-,�1 1 r riYff .. `I " :•� c. � � ,�wp 4w•.;a.. ,,,� -+... i.l� I -1 { -i} Iu \ 1 t 1) t� ) '• j / t `^t `..`�.... I 7 (J�,l ll(r ILt E. i411 .r. k ,� a_":.� , 1f ' .t.,• �\ ,\ •. ; f�49T!! : r e �� '- r - i -\ it I , ''" , ih1 W)3 I ! ,r-�• t,l ,. � .. % '�� 3`4.` I �\, �\i: i f._ V � 3i m �" i •.I. k ..' � } 1, .. 1 �, (�Ir;•l t ST,�`� �>�.' lss rE � � `� w �cs'�9; f _ I v fare: h \, itt t tiuti t t L I ,, YJi r (res r f e 1 I �, I t x f �a p �' 164T•1 Yi ! it ,''�° I i �,. I l yti 'f } lJl 3�'113'• S 1, r i � _� I~_ c iy„�r I y 1 �__I I - ; — I ,ij: fL' ,pss Lit rtr/ r� N ' 1 z 0 1000 2000 /ti FEET m REFERENCE: USGSTOPO! Associated Earth Sciences, Inc. VICINITY MAP FIGURE 1 TUKWILA VILLAGE DATE 9/11 El i _µ TUKWILA, WASHINGTON PROD, NO. KE110238A E EP-16..�- 3.6' DEPTH O-F'EXISTING FILL (FTj 'MW' INDICATES MONITORING TYP APPROXIMATE LOCATION OF EXPLORATION PIT WITH DEPTH OF EXISTING FILL (FT) TYP z� o <a ao FEET Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE a `s ❑ ❑ ® TUKWILA VILLAGE DATE vII TUKWILAKWILA, WASHINGTON PROJ. NO. KE1102JBA i_ 4�=� `�` `' i' o ; o ; o Well -graded gravel and Terms Describing Reiet.ive Density and Consistency " ravel with sand, little to Density SPTtzlblows/foot U. 0; ; go fines Very Loose O to 4 p > o Coarse Loose 4to10 ro 0 D,opo wo°oDo Poorly graded gravel Grained Soils Medium Dense 10 to 30 Test Symbols R rn rn o o GP g Dense 30to50 and ravel with sand, <r o0000 ,oeo, little to no fines Very Dense >50 G = Grain Size 0 0 a o Do °D °o M = Moisture Content Consistency SPTtztblows/foot A = Atterberg Limits z � 0 Silty gravel and silty Very Soft 0 to 2 C = Chemical o ro m " ° GM gravel with sand Fine- Soft 2 to 4 DD = Dry Density 0 ° U ° Grained Soils Medium Stiff 4 to 8 K = Permeability 5 Stiff 8 to 15 CD I Clayey gravel and Very Stiff 15 to 30 Nt GC clayey gravel with sand Hard >30 o Component Definitions Well -graded sand and Descriptive Term Size Range and Sieve Number ° ° sw sand with gravel, little Boulders Larger than 12' y ° U to no fines Cobbles 3" to 12' n; LL N u ..... Gravel 3° to No. 4 (4.75 mm) N @ a) ' ; _' : Poorly -graded sand Coarse Gravel 3" to 3/4' � �j �� SP and sand with gravel, Fine Gravel 3/4' to No. 4 (4.75 mm) � o y� little to no fines Sand No- 4 (4.75 mm) to No.. 20D (0.075 mm) 0 z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) silty sand and Medium Sand No.10 (2.00 mm) to No- 40 (0.425 mm) ° N _ " SfVi silty sand with Fine Sand No. 40 (0.425 mm) to No. 20D (0-075 mm) o CoCU gravel Slit and Clay Smaller than No. 20D (0.075 mm) K. Clayey sand and (3) Es4iaraafee� Percentage dilloisf�are Content ° m Ni SC clayey sand with gravel Dry - Absence of moisture, Percentage by UM) Component dusty, dry to the touch Weight Trace Slightly Moist - Perceptible Sift, sandy silt, gravelly silt, moisture 5 t Few 5 01D cu u) Me" silt with sand or ravel g tittle 15 to 25 Moist -Damp but no visible N c`ac With - Non -primary coarse water O ro J Clay of low to medium constituents: > 15% Very Moist - Water visible but N 0 plasticity; silty, sandy, or Fines content between not free draining z m = �� gravelly clay, lean clay 5°o and 15% Wet - Visible free water, usually m i2 E from below water table D = Organic clay or silt of low Symbols o � � — _ — �'11- plasticity Blows/G"-or o sampler portion of 6" Cement grout — — Type surface seal Elastic silt, clayey silt, silt Sampler Type 2.0 OD Benlonite a with micaceous or : Description rat seal fVI H Split -Spoon tn o diatomaceous fine sand or Sampler 3.0" OD Split -Spoon Sampler - Filter pack with yr @ 2`o slit (SPT) blank casing 3.25' OD Split -Spoon Ring Sampler tq : 9 Clay of high plasticity, section En 0 o 0 Lo Bulk sample - Cif sandy or gravelly clay, fat 3.0" OD Thin -Wall Tube Sampler =' Screened casing m E clay with sand or ravel inctudin Shelby tube -= or Hfilter p y g ( g Y ) '; with filler pack m L J U Grab Sample End cap c 'rr �,�,, ��"% Organic clay or silt of 0 Portion not recovered J ;:%;�� oo-f medium to high nl (4) Percentage by dry weight Depth of ground water plasticity (1) SP Standard Penetration Test ( T7 Y ATD = At time of drilling (ASTM D-1586) Q Static water level (date) o rn o, o Peat, muck and other (3) In General Accordance with P T highly organic soils Standard Practice for Description t51 Combined USCS symbols used for = 0` cn and Identification of Soils (ASTM D-2488) fines between 5% and 15% Classifications of soils in this report are based on visual field and/or laboratory observations, which include densrtytconsssrency, moisture conutuon, gram site, dt w -' plasticity estimates and should not be construed to imply field orlaboralory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2467 and D-2488 were used as an identification guide for the Unified Soil Classification System. 0 Associated Earth Sciences, Inc. EXPLORATION LOG KEY FIGURE Al 0 LOG OF EXPLORATION PIT NO. EP-1 L This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be m read together with that report for complete interpretation. This summary applies only to the location of this trench at the time Subsurface this location the time. The data of excavation. conditions may change at with passage of presented are p a simplfication 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 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 N ^l E Tukwila Village a Tukwila, WA a' C? Associated Earth Sciences, Inc. Project No. KE110238A o Logged by: BWG Approved by: fJ a i' 8/16/11 a r U Y LOG OF EXPLORATION PIT NO. EP-2 r This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be location CL read together with that report for complete interpretation. This summary applies only to the of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are m o a simplrication 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 Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Project No. KE110238A I'�'- 8/16/11 LOG OF EXPLORATION PIT NO. EP-3 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 this location the time. The data time of excavation. Subsurface conditions may change at with passage of presented are o a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 292 feet Concrete rubble. 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 Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Project No. KE110238A ( LOG OF EXPLORATION PIT NO. EP-4 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 simpification of actual conditions encountered. DESCRIPTION Approximate Elev, 288 feet Topsoil Fill 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 i 19 Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Project No. KE110238A ;'" 8/16/11 LOG OF EXPLORATION PIT NO. EP-5 F This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be C CL 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, 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 19 620 E Tukwila Village Tukwila, WA a' Associated Earth Sciences, Inc. project No. KE110238A Logged by: BWG o E] IT]S] Approved by: �;, 8116111 a U Y LOG OF EXPLORATION PIT NO. EP-6 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 o a simpification 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 Bolcom of exploration pit at depth 10 feet 11 Weak ground water seepage zones below 6 feet No caving 12 13 14 15 16 17 18 19 020 Tukwila Village Tukwila, WA 'a Associated Earth Sciences, Inc. Project No. KE110238A o Logged by: BWG a I� �" Approved by: 8/16/11 ;::. a , U Y LOG OF EXPLORATION PIT NO. EP-7 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 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). 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 feet. Moderate caving 5 to 12 feet. 16 17 18 19 Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Garth Sciences, Inc. Project No. KE110238A oq.: r 114 `� 8116/11 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 aa, 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 5 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 N20 E Tukwila Village Tukwila, WA 'a Associated Earth Sciences, Inc. Project No. KE110238A g Logged by: BWG Approved by: �' 8I16/11 a U X 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 LOG OF EXPLORATION POT 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 simplrication of actual conditions encountered DESCRIPTION Elev. 292 feet Topsoil with asphalt and concrete rubble. 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 101 /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 r a N 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 LOG OF EXPLORATION PIS" NO.. EP-10 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 simpirication of actual conditions encountered. DESCRIPTION s, Elev. 289 feet Ice Contact Sediments Medium stiff, very moist, mottled light brown, SILT, little fine sand, fine sand stringers (ML with SP). Medium dense, very moist to wet, reddish brown, fine to coarse SAND, few silt, little fine gravel (SW). Bottom of exploration pit at depth 11 feet Weak ground water seepage zones below 8 feel. No caving. 020 E Tukwila Village a N Tukwila, WA a Associated Eafth Sciences, Inc. Project No. KE110238A g Logged by, BWG Approved by:El El E E 8/16/11 a U U Y LOG OF EXPLORATION PET NO. EP-11 2 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 appplies only to the location of this trench at the a read 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. 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: BWG Associated Earth Sciences, Inc. Project No. KE110238A 1 Approved by: _�`� 8/16/11 El El., LOG OF EXPLORATION PIT NO. EP-12 z 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 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 Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Project No. KE110238A ar-- 8/16/11 LOG OF EXPLORATION PIT NO. EP-13 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 a time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfication 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 pit at depth 11 feet 12 No ground water seepage No caving. 13 14 15 16 17 18 19 Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Project No. KE110238A El4` 8116111 LOG OF EXPLORATION PIT NO. EP-14 2 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 d 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. 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 !tillage Tukwila, WA Associated Earth Sciences, Inc. Project No. KE110238A Logged by: : EA ❑ ❑ KE Approved by: �' ,,,., --� " M 8/16/11 LOG OF EXPLORATION PIT NO. EP-15 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 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 (SM). 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 26 E Tukwila Village v Tukwila, WA a' Associated Earth Sciences, Inc. a Project No. KE110238A Logged by: BWG a Approved by: El :� Y 8/16111 U U Y LOG OF EXPLORATION PIT NO. EP-16 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 a 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 N20 E Tukwila Village N Tukwila, WA 'a Associated Earth Sciences, Inc. Project No. KE110238A Logged by: BWG M Approved by: IJ El El KJ j. i ` 8/16111 a L) U Y 1 I Associated Earth Sciences, Inc. Exploration Lo Project Number Exploration Number Sheet KE110238A EB-1 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 287 feel Location Tukwila, WA Datum BaLghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish 8/17/11 8117/11 Hammer WeighUDrop 140# / 30" Hole Diameter (in) 7 inrhas v N U p L E c O> — m - N Blows/Foot N F_ aS CL)Q E m rn 2 E o u o `m L T Um)0 DESCRIPTION " in 10 20 30 40 O Fill Medium dense, very moist, gray to olive -brown, fine to medium SAND, brown, silty fine sand inclusions, few slit. S-1 3 ®1 12 5 Medium dense, wet, olive -brown, fine to coarse SAND, with fine gravel, 6 A24 S-2 trace to few silt, trace charcoal. $ 10 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 slit, few fine to 22 501 " medium gravel. 20 Very dense, wet, gray, fine fo medium SAND, with silt, little gravel. 01 S-5 SOI " Bottom of exploration boring at 20 1/2 feel Ground water seepage at 6 feet. 25 30 35 8 t o 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 Shelby Tube Sample g Water Level at time of drilling (ATD) x Assucialed Icarth Sciences, Itic, Exploration L® �5 Project Number Exploration Number Sheet 1 KE110238A EB-2 i 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 /R 17/11,8/17/1 f Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7. innhPG L o _ U O a E c O m N Blows/Foot N F— T E m t N DESCRIPTION o " m 3 10 20 3D 40 ° Fill Dense, moist, oxidized light brown, silty fine to medium SAND, with gravel. S•1 9 15 113D, 15 5 Ice Contact Sediments 13 S-2 Medium dense, moist, brown, silly fine to medium SAND, with gravel. I I 21 10 10 Dense, moist to very moist, oxidized brown, silty fine to medium SAND, g S-3 with gravel. 15 3g 24 Lodgement Till 15 Dense, wet, oxidized gray, silty fine to medium SAND, with gravel 12 S 4 21 A 4 24 20 Very dense, very moist, light gray, fine SAND, with silt, few fine gravel. 21 S-5 30 50! 1/ _ ..__...._.__..............._._................_....... 0/ 1/2 Bottom of exploration boring at 21 1/2 feel Slight ground water seepage at 15 feel 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 SZ Water Level() Approved by: 1 © Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD) Associated Ga1111 Sciences, tnc Exploration Log Ed—i 2 Project Number Exploration Number Sheet I 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# 130" Hole Diameter (in) 7-1nrhP,, ry L c — C a1 N N Blows/Foot N a S E 10 T �E 2o a`) T rn C7 rn DESCRIPTION ° 0 m m 3: 10 20 30 40 L O Fill Loose, moist, oxidized light gray and brown, fine to medium SAND to gray, g 0 S-1 silty fine SAND. 3 4 5 S-2 Ice Contact Sediments Medium dense, moist, light gray, fine sandy SILT/silty fine SAND, trace fine 4 7 ©18 gravel. II 10 Medium dense, wet, gray -brown , silty fine to medium SAND, few gravel. s 6 5-3 6 A24 16 Lodgement Till 15 S 4 Dense, wet, gray, fine to medium SAND, with sill. 26 0 16 3 20 20 S-5 Very dense, wet, gray, fine to medium SAND, few silt 28 501 Bottom of exploration boring al 21 feet Ground water seepage at 10 feel 25 30 - 35 E v "n i 7 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG m Y OD Split Spoon Sampler (D & M) ® Ring Sample Water Level() Approved by: $ N Grab Sample 0 Shelby Tube Sample Water Level at time of drilling (ATD) c .� Assnciated k,11.111 Sciences, Inc. Exploration Log J I� t;� Project Number Exploration Number Sheet KE110238A EB-4 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 287 feet Location Tukwila WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish 8/17/11,8/17/1 1 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inr.has t a U a O a� N Ke J Blows/Foot 1/1 a o S E T in m T 0u) E 0 o 10 m d L DESCRIPTION " 3: 10 20 30 40 0 Fill S-1 Medium dense, dry, oxidized brown, fine SAND, with silt 5 8 13 5 5 S 2 Medium dense, moist, gray -brown, silty fine SAND, with gravel_ 6 A 6 14 6 10 S-3 Medium dense, wet, brown -gray, fine to medium SAND, with sill, few 8 A2 gravel, brown silt inclusions. 12 13 Lodgement Till 15 Very dense, very moist, gray, fine to medium SAND, trace to few silt, few 16 S4 gravel. Y- 25 A L54 29 20 S-5 ....... ..... ......_... or ° 50 Bottom of exploration boring at 20 feel Ground water seepage at 16 feet 25 30 35 s 0 i r Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) El No Recovery M - Moisture Logged by: BWG m 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) c Astiu[i,,tctl Earth stir„«s, Int• Geologic & Monitoring Well Construction Log F� El U Project Number Well Number Sheet f�.] 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 Dale Start/Finish RP17/1 1 R117/11 Drilling/Equipment Geologic Drill/ifailer Mounted HSA Hole Diameter (in) 7 Inches Hammer Weight/Drop 140# 1 30" L a� > J V = U O OM E N N WELL CONSTRUCTION O (D T m �' DESCRIPTION Concrete Fill Solid pipe 7 Medium dense, moist, oxidized brown and light gray, silty fine to Bentonite 7 medium SAND, few gravel. s 5 5 Medium dense, very moist to wet, oxidized light gray, silty fine to 5 medium SAND, few gravel. Sand 8 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, silly Fine to medium SAND, few fine to coarse 35 gravel. 5016" 20 Cap 50/61• Very dense, wet, gray, fine to medium SAND, with sill, few gravel 11 Boring terminated at 20 1/2 feet on 8117/11 Ground water seepage at 5 feet. 25 30 35 r Z z Y 7 9 'a d Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: BWG w3 m 3" OD Split Spoon Sampler (D & M) ® Ring Sample SZ Water Level (8126/1 1) Approved by: Z ® Grab Sample Qf Shelby Tube Sample Water Level at time of drilling (ATD) I Associated E,11111 Sciences, Inc. Geolo ie & Monitoring Well Construction Log J Project Number Well Number Sheet + - KE 110238A EB-6 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/Finish $L1 R/11 R/1 R/1 1 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" L d) _ U — a` — a) � Laa 2 T !a) WELL CONSTRUCTION T co �`� DESCRIPTION Concrete Fill Solid pipe 3 Medium dense, very moist, gray, fine sandy SILT to silty fine to Bentonile 5 medium SAND, with fine gravel. s 5 Q _ 5 Ice Contact Sediments 10 Medium dense, moist, oxidized olive, very fine SAND, with sill to Sand 13 SILT with fine sand. 10 9 Dense, moist, light gray with horizontal oxidation staining, silty fine 16 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. 34 50/61, 20 Cap 42 Very dense, wet, gray, fine to coarse SAND, few fine gravel 50/6" Boring terminated at 21 feet on 8/18/11 Ground water seepage at 16 feet. 25 30 35 i 2 0 7 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) a No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample �-Z Water Level (8/26111) Approved by: ® Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD) Assn,i,,lcd I_,,rth Sciences, Inc. Geolo is & Monitoring Well Construction Log -- '...: � El �'�-;-;, : ; Project Number Well Number Sheet KE 110238A EB-7 1 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 R/11 R/1 R/1 1 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weighl/Drop 140# / 30" L N U O aE cc WELL CONSTRUCTION T m 0 U' DESCRIPTION Concrete Fill Loose, moist, gray, fine to medium SAND, few sill. Solid pipe Bentonite 1 3 3 5 4 Loose, moist, dark brown, fine sandy SILT, with gray, fine sand, few Sand 3 organics. Ice Contact Sediments 10 5 Medium dense, moist, oxidized brown, silty fine SAND, few fine - :- 8 tf gravel. 15 Screen 9 Medium dense, wet, gray -brown, fine to medium SAND, trace sill, 8 with fine to medium gravel. Y 10 Lodgement Till 20 Cap 78 Very dense, wet, gray, fine to medium SAND, with sill, with fine to 35 medium gravel. 50/6" ------------------- — — .._.._._.- Boring terminated at 21 1/2 feel on 8/18/11 Ground water seepage at 17 feel. 25 30 35 n L Y i a i 7 a Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M -Moisture Logged by: BWG y 3" OD Split Spoon Sampler (D & M) ® Ring Sample SZ Water Level (8/26/11) Approved by: z® Grab Sample © Shelby Tube Sample Water Level at time of drilling (ATD) Assot iated Farlh Sciences, Inc. eolo iy & Monitoring Well Construction ion Log ID((��j LL�� I 2 Project Number Well Number Sheet 1 L�:'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 Date Start/Finish 871M 1 R/1 8111 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" N U — a� 3 CL WELL CONSTRUCTION T E. DESCRIPTION Concrete Fill Solid pipe I Loose, very moist, oxidized gray and brown, fine to medium silly Bentonile 1 SAND, trace fine gravel. 4 9 Ice Contact Sediments 4 Medium dense, very moist to wet, brown, fine to medium SAND, with Sand 8 silt, trace gravel. 17 10 7 Medium dense, very moist to wet, gray, fine to medium SAND, with 7 sill, 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 50/8" Very dense, very moist, gray, silty fine to medium SAND, few gravel. Boring terminated at 20 1/2 feet on 8/18111 Ground water seepage at 14 feet. 25 30 35 r z Y J 9 1 f7 m 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 Water Level (8/26/11) Approved by: ® Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD) Associated Earth Scicnc", tnt. Exploration Lo f-1� r`` H5 Project Number Exploration Number Sheet 1 — I KE110238A EB-9 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 296 feet Location Tukwila WA Datum Barghausen Alta Survey DrilledEquipment Geologic Drill/Trailer Mounted HSA Date Start/Finish 8/1All 1 R/1R/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhac Z v— to o >' �� Blows/Foot � S E T 2 E (7 v) E o @ z Q �' DESCRIPTION " 3 m 10 20 30 40 ° Fill S-1 Dense, moist, brown and light brown, silty fine to medium SAND, with fine 15 A3 gravel, trace organics. 15 20 5 Medium dense, very moist, olive, silty fine to medium SAND, few gravel 5 S 2 8 A18 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 silt in tip of sample 27 A 671 44 Lodgement Till 15 S_q Very dense, moist, gray, silty fine to medium SAND, trace gravel. 0 " 50/ " 20 S-5 0/ 501 „ Bottom of exploration boring at 20 112 feet Ground water seepage at 12 112 feet 25 30 35 t i i Sampler Type (ST): 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 Q Shelby Tube Sample water Level at time of drilling (ATD) Associated L11th Sciences, Inc. Exploration Log I'-r, Y _� I� Project Number Exploration Number Sheet Lim 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 R/18/11 8/119/11 Hammer Welght/Drop 140# / 30" Hole Diameter (in) 7 inr.haG ua E c ° a m u� 3 BIOWS/FOOL N L 'aS E T ` u) o m in ru t7 Um)0 DESCRIPTION 031 10 20 30 40 ° Fill S-1 Medium dense, very moist, gray, fine SAND, with silt, to red -brown, silty 3 9 fine SAND. 5 7 12 Ice Contact Sediments 6 S-2 Medium dense, very moist, red -brown, silty fine to medium SAND, with fine 12 2 29 to medium gravel. 17 10 S-3 Dense, very moist, oxidized gray, silty fine to medium SAND, with gravel. 12 ®. 13 7 24 Lodgement Till 15 Very dense, very moist, gray, fine to medium SAND, with gravel, trace silt P5 S-4 44 soi Vi Of „ Very -moist, gray, silty fine to medium SAND, with gravel. Bottom of exploration boring at 20 feet Ground water seepage at 16 112 feet 25 30 35 L 3 U n L Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG Y m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Q Water Level () Approved by: U ® Grab Sample Z Shelby Tube Sample T. Water Level at time of drilling (ATD) Associated r_,,l-u1 sciences, 111r, Exploration Log ('. Project Number Exploration Number Sheet ,_. eI KE110238A EB-11 1 of 1 Project Name Tukwila Village Ground Surface Elevation (fl) 291 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date StarUFinish 8/1 19/118/1R/11 Hammer WeighUDrop 140# / 30" Hole Diameter (in) 7 innhas r N a U - .0 0 O �, a) N i _J Blows/Foot N n S E T `i (7 fA �E2 o m m L OD DESCRIPTION 0 " 10 20 30 40 ° Fill Loose, moist, gray, fine to medium SAND, with silt. 6 A. S 1 4 3 5 Loose, moist, gray, fine to medium SAND, with silt 3 S-2 3 A6 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 sill and 16 S-4 gravel. 26 70 44 Lodgement Till 20 Very dense, wet, green -gray, fine to medium SAND, with silt and gravel. OI" S 5 50l ' Bottom of exploration boring at 20 112 feet Ground water seepage at 17 feel 25 30 35 u L l o Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: BWG Y OD Split Spoon Sampler (D & M) ® Ring Sample SZ Water Level () Approved by: Grab Sample 0 Shelby Tube Sample Y Water Level at time of drilling (ATD) Associated Earth sciences, Inc. � Exploration Log I� =7 1--t Project Number Exploration Number Sheet KE110238A EB-12 1 of 1 Project Name Tukwila Village Ground Surface. Elevation (ft) 293 feet Location Tukwila WA Datum BaMhausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish Ali Rd I'8/18/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhPS a a° C O�� v) N N Blows/Foot N N F t m S E 2 El }'E m° ° T An DESCRIPTION U m � 10 20 30 40 c O Fill S 1 Very loose, moist, brown and gray, silty fine to medium SAND. 2 A3 1 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 ®1 S-3 SAND, with gravel 9 7 15 Very dense, wet, gray, fine to medium SAND, few silt. 8 S•4 22 150 28 Lodgement Till 20 Very dense, very moist, gray, silty fine to medium SAND, with gravel. 22 S 5 28 . 0! 5 " _-.......--................_....._._..__._... ..I Of ,. Bottom of exploration boring at 21 112 feel Ground water seepage at 17 feet. 25 30 35 E n i a Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG m Y OD Split Spoon Sampler (D & M) ® Ring Sample Water Level () Approved by: w ® Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD) a ASSncialed G,11111 Sciences, Inc. Exploration Log '�j �;� FE EJ fy- � Project Number Exploration Number Sheet 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 Start/Finish 8118111 8/1 R/1 1 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhPc v a E D c O - _ w tp Blows/Foot N l- o S T An 10 E c9 rn o m m DESCRIPTION 5 3: 10 20 30 40 ° Fill S-1 Loose, wet, oxidized yellow -brown, silty 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 15 ®4 Dense, moist, oxidized gray, fine SAND, with silt 22 24 10 Dense, moist, gray -brown, silty fine to coarse SAND, with gravel. 12 5-3 22 &4 24 Lodgement Till 15 Dense, wet, gray, silty SAND, with gravel. 12 S 4 $ 22 3 9 17 20 S 5 Becomes very dense OR " SDI Bottom of exploration boring at 20 1/2 feel Ground water seepage at 16 feel 25 30 35 i u 9 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 SL Water Level () Approved by: g ® Grab Sample Q Shelby Tube Sample Water Level at time of drilling (ATD) c A;silciated E,1tth Science;, InC. Exploration Log -- ! —� 1; Project Number Exploration Number Sheet T1 KE110238A EB-14 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 DateStart/Finish 8/1 R/11'8/18111 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhaG N a U 6 a' c O a) ar N -1 N Blows/Foot N ,- L a S E 2 T CL E o d Q T to 0 rn DESCRIPTION a " m m 10 20 30 40 r_ ° Fill S-1 Very loose, moist, light brown, silty fine SAND. 3 1 ®3 2 5 . Loose, moist, oxidized light brown, silty fine SAND ®6 S-2 3 3 Ice Contact Sediments t0 Stiff, wet, brown, SILT, wilh sand and trace gravel. � 3 &14 S-3 7 7 15 Dense, moist, oxidized brown and gray, fine to medium SAND, with silt, 10 ®3 S-4 few gravel 16 19 Lodgement Till 0/ " 20 S•5 Gravelly/cobbly drilling conditions. 50/ " 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. 0/ 50/ " 30 Very dense, moist, gray, fine to medium SAND, with silt, few gravel. 0/ " J1504, 5-7 Bottom of exploration boring at 30 1/2 feet Ground water seepage at 10 feet 35 S a E w 'a m Sampler Type (ST): o m 2" OD Split Spoon Sampler (SPT) O No Recovery M - Moisture Logged by: BWG o m 3" OD Split Spoon Sampler (D & M) Ring Sample �Z Water Level () Approved by: w ® Grab Sample © Shelby Tube Sample $ Water Level at time of drilling (ATD) a Associated r_.11-111 sciences, Inc. Exploration D_o � Project Number Exploration Number Sheet '..1 ;_'•__� r KE110238A EB-15 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 292 feet Location Tukwila, WA Datum Barahausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish 8/1 R/11 R/19/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhas c N n U n E. c O > `m Blows/Foot Vl a S E m E o `m 0o T� (7 0 DESCRIPTION o 0 m m 3: 10 20 30 40 t ° Fill Asphalt on surface Loose, moist, dark brown and orange -brown, silly fine to medium SAND, S i with gravel. —-.....- — 7 4 ®s Ice Contact Sediments 2 5 Medium dense, very moist, light brown, fine to medium SAND, with silt and g S•2 gravel to silly fine to medium SAND. g ®t 7 10 Very dense, moist, oxidized, gray, fine to medium silty SAND, with gravel. 18 S-3 40 ea _.......... 40 Bottom of exploration boring at 11 1/2 feet No ground water seepage. 15 20 25 30 35 V J 0 L Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) n No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample SZ Water Level () Approved by: 5 ® Grab Sample 0 Shelby Tube Sample X Water Level at time of drilling (ATD). Assnrialed r_,1tu1 Scicnces' tnr. Exploration Lo --1 Lz �^ h" Project Number Exploration Number Sheet 1 _ I KE110238A EB-16 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 290 feet Location Tukwila, WA Datum Barahausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA DateStart/Finish All R/11 A/18/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inr.hr?s a ° ° aE � m a)`U) N Blows/Foot L a S E T �E o m o T � DESCRIPTION ° 0 mm 10 20 30 40 L ° Fill S-1 Medium dense, moist, light brown and gray, silty fine to medium SAND, 7 ®1 with silt, orange oxidation staining. 7 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 10 Medium dense, wet, brown -gray, silty fine to medium SAND, few gravel. Y g ® S-3 13 7 14 Lodgement Till 15 S-4 Verydense, wet, gray, sill fine to medium SAND, trace ravel. 9 Y� Y 9 32 01l J 150/ " 20 S-5 Very dense, wet, gray, silty fine to medium SAND, trace gravel. 27 01 " 501 " Bottom of exploration boring at 21 feet Groundwater seepage at 10 feet 25 30 35 L .J L n i 7 o 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: L Grab Sample © Shelby Tube Sample T Water Level at time of drilling (ATD) S ASsncialed r_.,tlh Sciences, Inc. Exploration Lo --t I i _- El Project Number Exploration Number Sheet 1 i I I '��. �� KE110238A EB-17 1 of 1 Project Name Tukwila Village Ground Surface Elevation (fl) 286 feet Location Tukwila WA Datum Barkhausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date StarUFinish 8118/11 R/18/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhpc � N U c m BIOWs/Foot a In f- `tea 3:E�o `m CDT DESCRIPTION o V in 10 20 30 40 L 0 Fill 2 inches asphalt paving on surface. S 1 Very loose, wet, black and brown, SILT, with fine sand. 1 A Ice Contact Sediments 1 t 2 5 S-2 Medium dense, very moist, light gray, silty fine SAND, with gravel, orange 5 A14 oxidation staining. 8 6 10 Very stiff, very moist, gray, SILT, with fine 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 JL55 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 V U L 7 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: u Grab Sample Z Shelby Tube Sampled Water Level at time of drilling (ATD) z Associaied r_a1.1h Science~, tnt. Geologic & Monitoring Well Construction Log " I [Ir—� � � r � Project Number Well Number Sheet 1 } KE110238A EB-18 1 of 1 Project Name Tulmila Village _ Location Tukwila, WA Elevation (Top of Well Casing) Surface Elevation (ft) 288 feet Water Level Elevation DateStart/Finish a/1q/11,f3/1q/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# 130" ar j � 3- U— an° coWELL CONSTRUCTION T m 0�' 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 lip of sampler 2 5 - 3 Loose, wet, black and green, fine to medium SAND, with gravel. Sand 13 --- Ice Contact Sediments _17 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, silly fine SAND to fine to medium SAND, with silt, with gravel. Boring terminated at 20 1/2 feet on B/19/11 Ground water seepage at 5 feet. 25 30 35 i 7 i i t Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) p No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample V Water Level (8/26/11) Approved by: ® Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD) \ssnii.,tcd I_,,rli, siicniCS, Inc. Geologic & Monitoring Well Construction Log ((��, ' . El Ed ilk'.;f Project Number Well Number Sheet 1 =J I_.j 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 DateStarVFinish R/iNj R!1A/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer WeighVDrop 140# / 30" t a U > 3= O- U — O o . E 2 T 0v WELL CONSTRUCTION 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. 3 Ice Contact Sediments 6 Stiff, moist, dark brown, SILT, trace organics. Sand B 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 5ors" Very dense, wet, gray, silty fine SAND, few gravel. .._—.on/19......119 8_..... ing—feet..l11 Bor6-r—-----terminatedat20--_1/2 Ground water seepage at 10 feet 25 30 35 0 d z E O m 'a l� m Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) O No Recovery M - Moisture Logged by: BWG w m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Water Level (8126/11) Approved by: Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD) \ssucialt:d [:,It III Sciences, Inc. Exploration Log El(—� (� �� 'I'F•„'-I �t Project Number Exploration Number Sheet I-1 !_J KE110238A EB-20 1 of 1 Project Name Tukwila Village Ground Surface Elevation (ft) 288 feet _ Location Tukwila, WA Datum Ba[ghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish 8/1AM 1 8/1A/1 1 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhaG .c a L a c E c O — a) °t > ° � Blows/Foot N w a T 0 CL o 3 `° m L U(0) DESCRIPTION 0 10 20 30 40 ° Fill Grass surface. S 1 Medium dense, moist, light brown, silly fine SAND, few fine gravel. 3 A 1B 6 12 Ice Contact Sediments B S-2 Dense, moist, light gray, silty SAND, with fine to medium gravel 18 39 21 10 Very dense, moist, light gray -brown, silty fine to medium SAND, with fine to 23 S-3 medium gravel. 33 AL55 22 Gravelly/cobbly drill action — 15 S-4 Very dense, moist, gray, silly fine to medium SAND, few gravel. 0/1 50l " Bollom of exploration baring at 17 1/2 feel No ground water seepage 20 25 30 35 c 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 �Z 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 Orqanic Matter of Peat ;r 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 EP-2 6' EP-3 8' EP-4 2' EP-7 5' EP-11 3' Wet Weight + Pan 372.76 326.54 415.26 551.61 463.83 Dry Weight + Pan 289.07 247.16 338.47 489.91 400.31 Weight of Pan 99.19 97.67 99.87 100.75 98.44 Weight of Moisture 83.69 79.38 76.79 61.70 63.52 Dry Weight of Soil 189.88 149.49 238.60 389.16 301.87 % Moisture 44.08 53.10 32.18 15.85 21.04 Organic Matter and Ash Content Dry Soil Befor Burn + Pan 529.34 498.00 486.09 485.44 431.65 Dry Soil After Burn + Pan 513.33 474.59 466.95 476.37 415.26 Weight of Pan 339.45 348.42 247.51 140.33 136.36 Wt. Loss Due to Ignition 16.01 23.41 19.14 9.07 16.39 Actual Wt. Of Soil After Burt 173.88 126.17 219.44 336.04 278.90 % Organics 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 ASTM D 2216 Date Sampled Project Project No. Soil Description 9/8/2011 Tukwilla Village KE110238A Tested By Location EB/EP No. Depth is 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. 911 51h Ave, Suite 100 Kirkland. WA 98033 425.827-7701 FAX 425-827-5424 Associated Earth Sciences, Inc. Moisture Content ASTM D 2216 LA I n Date Sampled Project Project No. Soil Description 9/8/2011 Tukwilla Village KE1 10238A 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 235.7 339.0 203.6 % 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 5th 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 + Tal 328.71 Total Sample Tare 519.02 Wt. of moisture dry Sample + Tare 303.81 Total Sample wt + tare 1083.66 M11 97.82 205.99 12% Rnprifirnfinn Ranniramantc 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 2.38 121.54 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. 3" 3/4" NO 4 NO 18 NO 40 NO 200 100 . 80 d 60 UZ C N U 40 N .. . . a 20 ::.. . 0 100 10 1 0 1 Grain Size, mm ASSO'CIATED EARTH SCIENCES, INC. 911 5th Ave. Suile 100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424 001 GRAIN SIZE ANALYSIS m MECHANICAL Date 9/8/2011 Project Tukwila Village Project No. KE110238A Soil Description Tested By Jc Location EB/EP No EB-1 Depth 120' _ Wt. of moisture wet sample + Tai 214.83 Total Sample Tare 313.34 Wt. of moisture dry Sample + Tare 199.15 JTotal 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 9 .2 Snarifiratinn RPrminzrnPntC 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 88.82 318 9.51 26.78 13.65 66.35 #4 4.76 _ w 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 US STANDARD SIEVE NOS. 3" 3/4" NO 4 NO 16 NO 40 NO 200 100 80 20 0 100 10 1 0 1 001 Grain Size, mm ASSOCIATE® EARTH SCIENCES, INC. 911 5lh Ave . Suite 100 Kirkland WA 98033 425-827.7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS o MECHANICAL Date Project Project No Soil Description 9/812011 Tukwila Village KE110238A Tested By Location EB/EP No Depth Jc EB-8 5- Wt. of moisture wet sample + Tail 341.43 Total Sample Tare 391 55 Wt. of moisture dry Sample + Tare 308.05 Total Sample wt + tare _ 741.43 Wt. of Tare 101.7 ITotal Sample Wt 3499 206.35 16% Soecific2tion Renuirements Sieve No. Diam. mm Wt. Retained 21- % 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 24.56 8.16 91.84 #20 0.85 34.43 11.43 88.57 _ #40 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 0.074 174.83 58.05 41.95 US STANDARD SIEVE NOS. 3" 3/4" NO 4 NO 10 NO 40 NO 200 100 80 20 0 100 10 1 0 1 Grain Size, mm ASS®CIA TED EARTH SCIENCES, INC. 911 5th Ave , Suite 100 Kirkland. WA 98033 425-827-7701 FAX 425.827-5424 001 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 + Ta1 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 3505 Wt. of moisture Dry Sample 148.78 Total Sample Dry Wt 305.6 Moisture % 15% SDecification Reauirements 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.B5 59.50 40.50 #200 0.074 199.24 65.19 34.81 US STANDARD SIEVE NOS. 3" 3/4" 1404 NO 16 NO 40 NO 200 100 80 20 0 100 10 1 0 1 Grain Size, mm ASSC/ATE® EARTH SCIENCES, INC. 911 51h Ave , Suile 100 Kirkland, WA 98033 425.827-7701 FAX 425-827-5424 001 Date 9/8/2011 Project Tukwila Village Project No. KE110238A 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 lTotal Sample wt + tare 654-55 Wt. of Tare 101.42 ITotal Sample Wt 356.3 Wt. of moisture Dry Sample 198.4 JTotal Sample Dry Wt 322.6 Snprifiratinn RPnuiraments 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 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 0.074 227.18 70.43 29.57 US STANDARD SIEVE NOS. Y 3/4" NO 4 NO 16 NO 40 NO 200 100 80 `w ILC 60 C U1 a; 40:::. a 20 0 100 10 1 01 Grain Size, mm ASS®CIATE® EARTH SCIENCES, INC. 911 51h Ave , Suite 100 Kirkland. WA 98033 425-827.7701 FAX 425-827-5424 001 r- `��'fT'i.�i'�.4I(;rZn.i- Date 9/8/2011 Project Tukwila Village Project No, KE1 10238A Soil Description Tested By Jc Location EB/EP No EB-8 Depth 20' Wt. of moisture wet sample + Tat 230.92 Total Sample Tare 519.58 Wt. of moisture d ample + Tare 217.19 JTotal Sample wt + tare _ 738.68 Wt. of Tare 101.34 Total Sample Wt 219.1 Wt. of moisture Dry Sample 115.85 JTotal Sample Dry Wt 1959 12% Snacifin;i inn RPnuirements Sieve No. Diam. mrn 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 1 116.56 59.50 40.50 #200 _ 0.074 1 126.92 64.79 35.21 US STANDARD SIEVE NOS. 3- 314" NO 4 NO 16 11040 NO 200 100 - 80 60 LL 20 0 100 10 1 0.1 Grain Size, mm ASS®CIATE® EARTH SCIENCES, INC. 911 5lh Ave. Suite 100 Kirkland, WA 98033 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 EP- 9 6' Wt of moisture wet sample + Tai 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 02.2 Wt. of moisture Dry Sample 182.63 Total Sample Dry Wt 2767 Moisture % 9% Snerifim; inn RP.m lrnmP.ntC 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 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 US STANDARD SIEVE NOS. 3" 3l4" NO 4 14016 NO 40 100 80 ;..... ..., . v E 60 c v n. 40:::1.. 20 0 100 10 1 Grain Size, mm NO 200 01 ASSOCIATE® EARTH SCIENCES, INC. 911 5th Ave . Suile 100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424 001 GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Project Tukwila Village Project No KE110238A Soil Description Tested By Jc Location EB/EP No EB-14 Depth 110, _ _ Wt. of moisture wet sample + Tat 381.77 Total Sample Tare 395.49 Wt. of moisture dry Sample + Tare 326.12 Total Sample wt + tare 66 Wt. of Tare 100.96 Total Sample Wt 265 5 Wt. of moisture Dry Sample 225.16 Total Sample Dry Wt 212.9 Moisture % 25% 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 - 100.00 1 _ 25.4 _ - 100.00 3/4 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" 3/4" NO 4 NO 16 NO 40 NO 200 0.1 ASSOCIATED EARTH SCIENCES, INC. 91 1 5th Ave , Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 0.01 Date 9/8/2011 Project Tukwila Village Project No. KE1 10238A Soil Description Tested By Jc Location EB/EP No EB-14 Depth 115, Wt. of moisture wet sample + Tai 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 Total Sample Dry Wt 435.8 Moisture % 12% 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 38.1 100.00 1 25.4 100.00 3/4 19 0 100.00 3/8 -- - 9.51 _ 14.76-Y_ 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 0.074 277.46 63.66 36.34 US STANDARD SIEVE NOS. 3" 3/4" N0 4 NO 10 l40 40 NO 200 0 100 10 1 0 1 0.01 Grain Size, mm ASS®CIATE® EARTH SCIENCES, INC. 911 51h Ave . Suile 100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424 Date 9/812011 Project Tukwila Village Project No KE1 10238A Soil Description Tested By Jc Location EB/EP No EB-14 Depth 120' Wt. of moisture wet sample + Tail 220.24 Total Sample Tare 296.84 Wt. of moisture dry Sample + Tare 1 211.92 Total Sample wt + tare 435.24 Wt. of Tare 1 100.43 Total Sample Wt 138.4 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 - 100.00 1 25.4 - 100.00 314 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 80.24 #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 US STANDARD SIEVE NOS. 3" 3/4" NO 4 NO 16 NO 40 NO 200 M ASS0"C1A TED EARTH SCIENCES, INC. 911 5th Ave . Sui(e 100 Kirkland WA 98033 425-827-7701 FAX 425-827-5424 001 GRAIN SIZE ANALYSIS m MECHANICAL 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 + Tai 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 Total Sample Dry Wt -2-7T-2- 254. Wt. of moisture Dry Sample 156.16 Moisture % 9% Sieve No. Diam. mm Wt. Retained -°/a Retained % Passing Minimum Nlaximunl 3.5 90 100.00 _ 3 _ _ 76.1 _ 100.00 - __ 2.5 64� _ 100.00 2 50.8 �38.1 100.00 _1.5 100.00 1 _i 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 0.85 73.26 28.80 71.20 #40 _ 0.42 108.45� 42.64 _ r 57.36 v #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 31.51 US STANDARD SIEVE NOS. 3" 3/4" NO 4 NO 16 NO 40 100 i 80 I 60 LL c d 40CL I 20 i L . 0 100 10 1 Grain Size, mm NO 200 01 ASSOCIATED EARTH SCIENCES, INC. 911 5Ih Ave , Suile 100 Kirkland, WA 98033 425-827-7701 FAX 425-827.5424 001 ff, 0 0 0 0 0 0 0 0 0 0 N N N N N N N N N N peAe/ung;oN M UOIIBA013 ja;eM alewixojddy £ M60 ZL/9U 6 Z UO 6/LO Z 6/ 40/b0 6 6/£Z/Z 6 6 t 6/60 6 U90/90 00 f'. Lo I MII MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: J 1605024 Tukwila Village - Building ; 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: K3269467 thru K3269529 My license renewal date for the state of Washington is September 28, 2018. VE IR EWED FOR CODE COMPLIANCE APPROVED JON 16 2011 City of Tukwila BUILDING DIVISION OG 2 WASA,�0 y Ox r' 54074 k� ;Z, �ACIglhl� AL �R� Zhao, Xiaoming ® Reviewed ❑ 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: 6/7/2 17 BY: Matthew C. Schmitter, PE, SE June 2,2017 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 JUN 0 8 2017 PERMIT CENTER DEFERRED SUBMITTAL# Truss Truss Type Qty Ply Tukwila Village - Building IJob K3269467 h11605024 A01 ROOF SPECIAL 4 1 I Job Reference o tional ProBuild Arlington, Adington,WA 98223 6-2-8 5x12 = 5-10-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:06 2017 Page 1 ID:5pNbgixegAX1 gtFff5mCyzXm7z-msgc55uZO9z80 W V6loged4Y31 WByel 5htxryclzAM6N 5-11-8 6-1-12 Scale = 1:41.1 6x10 = 13 11 - - 7 3x4 I! 6x10 = 8x16 MT20HS = 6X10 = 3x4 SPACING- 2-0-0 CSI. T(ps2 CLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.73 TCDL 10.0 Lumber DOL 1.15 BC 0.93 BCLL 0.0 Rep Stress Incr YES WB 0.77 BCDL 10.0 Code IBC2015/TPI2014 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) Wlnd(LL) in (loc) I/deft Ud PLATES GRIP -0.42 8-9 >682 360 MT20 185/148 -0.70 8-9 >410 240 MT20HS 139/111 0.07 7 n/a n/a i 0.11 8-9 >999 240 Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-6 cc purlins, except 1-4: 2x4 OF 180OF 1.6E end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2x4 HF Stud *Except* 2-2-0 cc bracing: 8-9. 11-12,7-13: 2x6 DF No.2, 1-10,6-8: 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) 11=1069/0-5-8, 7=1069/0-5-8 Max Horz 11=-285(LC 6) Max Upliftl 1=-69(LC 6), 7=-67(LC 7) Max Grav l l=1214(LC 11), 7=1190(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1149/95, 1-14=-2921/143, 2-14=-2932/142, 2-3=-4387/113, 3-4=-4348/103, 4-5=-4358/100, 5-15=-3805/206, 15-16=-3805/204, 6-16=-3814/204, 6-7=-1113/92 BOT CHORD 10-11=-265/306, 9-10=-266/2919, 8-9=-98/3802, 7-8=-130/265 WEBS 1-10=-149/3001, 2-10=-915/113, 2-9=-127/1530, 3-9=-485/69, 5-9=-122/558, 5-8=-643/110, 6-8=-243/3652 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 23-11-12; 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=1.1 3) Unbalanced snow loads have been considered for this design. �jdJII1G �r> 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. r WASIrr, 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 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 11 and 67 lb uplift at joint y 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �¢+ 54074 s`rZONALG� " June 2,2017 I WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev. 10/03/T015 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 ANSIITP11 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 �132 K3269468� J1605024 A02 ROOF SPECIAL 1 I Job Reference o tional ProBuild Arlington, Adington,WA 98223 U--8 6-2-8 5x12 = 5-10-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:07 2017 Page 1 ID:5pNbgixegAX1 gtFlf5rnCyzXm7z-E2E_JRvB9T5?eg4Jl VCIAH5CUwXBNT_r5baV8BzAM6M 5-10-4 6-1-12 2-11-4 12 11 lu 9 8 3x4 11 6x10 = 6x10 = 8x8 = 4x4 II Scale = 1:44.8 l�l LOADING (psf) SPACING- 2-0-0 TCLL 25.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.15 (Roof Snow 25.0) TC 0.89 Vert(LL) -0.41 9-10 >693 360 MT20 185/148 Lumber DOL 1.15 TCDL 10.0 BC 0.93 Vert(CT) -0.68 9-10 >418 240 BCLL 0.0 Rep Stress Incr YES ' WB 0.79 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code IBC2015ITP12014 (Matrix) Wind(LL) 0.11 9-10 >999 240 Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins, 5-7: 2x6 DF No.2 except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 2-2-0 oc bracing: 9-10. 12-13: 2x6 DF No.2, 1-11,6-9: 2x4 HF No.2 i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer j Installation guide. REACTIONS. (lb/size) 12=1054/0-5-8, 8=1298/0-5-8 Max Horz 12=-173(LC 6) Max Uplift12=-54(LC 6), 8=-101(LC 7) Max Grav 12=1211(LC 12), 8=1450(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1146/80, 1-14=-2902/177, 2-14=-2912/176, 2-3=-4312/167, 3-4=-4322/165, 4-5=-4327/161, 5-15=-3908/93, 6-15=-3909/90, 6-8=-1374/126 BOT CHORD 10-11 =-1 64/2900, 9-10=-90/3829 WEBS 1 - 11 =-1 0 1 /2979, 2-11=-909/96, 2-10=-65/1483, 4-10=-453/69, 5-1 0=-72/49 1, 5-9=-601/84, 6-9=-119/3762 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 27-0-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. ON"NG- 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. `r'jASpr, O 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C� 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 54 lb uplift at joint 12 and 101 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. June 2,2017 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 T � ',Job (Truss I A1605024 A02A ProBuild Arlington, Ariington,WA 98223 61=8 6-2-8 5x12 = I I3 Truss Type ROOF SPECIAL _1.2- 17-11_f 5-10-12 5-104 Qty Ply Tukwila Village - Building 4 1 K3269469 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:08 2017 Page 1 ID:5pNbgixegAX1 gtFlf5rnCyzXm7z-jFnNWnvpwnDsGgfVsDj6iVdM?Ku86wT_KFK3hezAM6L 6-1-12 12 11 10 9 B 3x4 11 6x10 = 5x12 = 6x10 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.40 9-10 >707 360 BCDL 10.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.66 9-10 >429 240 BCLL 0.0 * Rep Stress Incr �� YES 1 WB 0.78 Horz( C� 0.07 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) I I Wind(LL) 0.11 10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD 5-7: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 HF Stud *Except* 12-13: 2x6 DF No.2, 1-11,6-9: 2x4 HF No.2 REACTIONS. (lb/size) 12=1040/0-5-8, 8=1416/0-5-8, 7=94/Mechanical Max Horz 12=-177(LC 6) Max Uplift I 2=-54(LC 6), 8=-87(LC 7), 7=-28(LC 6) Max Grav 12=1204(LC 12), 8=1615(LC 12), 7=94(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 2=-1 1 39/80,1-14=-2872/181, 2-14=-2882/180, 2-3=-4227/176, 3-4=-4238/173, 4-5=-4243/170, 5-6=-3702/110, 6-8=-1541/112 BOT CHORD 10-11 =-1 66/2869, 9-1 0=-1 05/3622 WEBS 1 -11 =-1 00/2946, 2-11=-897/96, 2-10=-64/1426, 4-10=-465/69, 5-10=-63/617, 5-9=-584/86, 6-9=-126/3689 6-0-0 Scale = 151.6 PLATES GRIP MT20 185/148 Weight: 119 Ib FT = 20% Structural wood sheathing directly applied or 1-10-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. I 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=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 29-10-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 54 lb uplift at joint 12, 87 lb uplift at joint 8 and 28 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7' ON"NG 2�`[ June 2,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10J0312015 BEFORE USE. j 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 ANSITfP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss I Truss Type ;Qty Ply Tukwila Village - Building K3269470 Jk1605024 A02B ROOF SPECIAL 1 1 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 6-2-8 6x6 = 5x8 = 5-10-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:09 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-BRLIk7wSh4Lju_DhQwELFiAenjJJrMd8Zv3cD4zAM6K 4x8 = 5-10-4 Infix,] 6x6 = Scale = 1:33.5 7 3x4 lv c9 I� LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.18 9-10 >999 360 MT20 185/148 BCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.31 9-10 >756 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code IBC2015/TPI, (Matrix) Wind(LL) 0.05 9-10 >999 240 Weight: 88 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-12 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. 11-12,6-7: 2x6 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=871/0-5-8, 7=871/Mechanical Max Horz 11=-174(LC 6) Max Uplift 11 =-55(LC 6), 7=-50(LC 7) Max Grav 11=975(LC 11), 7=970(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-912/81, 1-13=-2205/170, 2-13=-2215/169, 2-3=-2749/142, 3-4=-2759/139 4-14=-2749/136, 5-14=-2759/134, 5-15=-1160/47, 6-15=-1164/47, 6-7=-980/41 BOT CHORD 9-10=-171/2204, 8-9=-66/1166 WEBS 1-10=-101/2245, 2-10=-653/95, 2-9=-64/572, 4-9=-466(70, 5-9=-85/1629, 5-8=-885/98, 6-8=-72/1524 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 19-7-0; 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=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0:)TQING 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. WAS O 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 11 and 50 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �¢+ 54074 �A �GISTER� �SSI�NAL�� June 2,2017 WARNING - Verry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11191-7473 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 of trusses and truss systems, see ANSIRPII 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 Truss Type A02G I ROOF SPECIAL Tukwila Village - Building K3269471 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:09 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-BRLIk7wSh4Lju_DhQwELFiAZEjF?rL18Zv3cD4zAM6K �62_6 12-1 17_1J_8 20- 241-4 3014 6-2-8 5-10-12 5-10-4 2-3-8 3-10-4 6-0-0 Scale = 1:51.6 6x10 = 14 13 12 11 10 9 3x6 i I 6x10 = 8x16 MT20HS = 6x6 = 2x4 I 5x12 MT20HS = LOADING (psf) TCLL 25.0 i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.42 12 >671 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.78 Vert(CT) -0.71 11-12 >402 240 MT20HS 139/111 BCLL * Rep Stress Incr NO WB 0.93 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.14 12 >999 240 Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E *Except* TOP CHORD 5-8: 2x6 DF 240OF 2.0E BOT CHORD 2x6 DF No.2 *Except* BOT CHORD 9-12: 2x6 DF 240OF 2.0E WEBS WEBS 2x4 HF Stud *Except* 14-15,7-9: 2x6 DF No.2, 1-13: 2x4 HF No.2 REACTIONS. (lb/size) 14=1212/0-5-8, 9=2828/0-5-8, 8=22/Mechanical Max Horz 14=-174(LC 6) Max Uplift 1 4=-67(LC 6), 9=-163(LC 6), 8=-49(LC 5) Max Grav 14=1376(LC 12), 9=3027(LC 12), 8=22(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 4=-1 282/92, 1-16=-3511/196, 2-16=-3522/195, 2-3=-5517/206, 3-4=-5527/203, 4-5=-5535/200, 5-6=-6281/204, 6-7=-488/27, 7-9=-1363/115 BOT CHORD 12-13=-180/3508, 11-12=-180/6217, 10-11=-157/4615, 9-10=-157/4606 WEBS 1-1 3=-1 45/3561, 2-13=-1067/109, 2-12=-119/2102, 4-12=-411/69, 5-12=-868/112, 5-11=-621/78, 6-11=-84/1884, 6-10=41/775, 6-9=-4386/172 Structural wood sheathing directly applied or 2-3-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-9 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=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-14, Interior(1) 3-2-14 to 29-10-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 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 67 lb uplift at joint 14, 163 lb uplift at joint 9 and 49 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1103 lb down and 78 lb up at 20-3-0 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). LOAD CASE(S) Standard Continued on page 2 r OWNG Z June 2,2017 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 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 , Truss Truss Type A02G ROOF SPECIAL Qty IPly i Tukwila Village - Building K3269471 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: 1-6=-70, 6-7=-200(F=-130), 7-8=-70, 9-14=-20 Concentrated Loads (Ib) Vert: 10=-1045(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:09 2017 Page 2 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-BRLlk7wSh4Lju_DhQwELFiAZEjF?rLl8Zv3cD4zAM6K A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 I 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 I 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss I Truss Type Qty Ply Tukwila Village - Building J1605024 IA02T ROOF SPECIAL 3 1 K3269472 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 638 1? 1 4 6-2-8 5-10-12 5x12 = I3 5-10-4 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:10 2017 Page 1 ID:5pNbgixegAX 1 gtFtf5rnCyzXm7z-fdv7xSx4SOUaV7ou_elaowjhV7ZcagyHnZp91 WzAM6J 6-1-12 12 11 10 9 6 3x4 I I 6x10 = 5x12 = 6x10 = 4x6 = TOADING (ps25 O CLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.40 9-10 >707 360 TCDL 10.0 Lumber DOL 1.15 1 BC 0.88 1 Vert(CT) -0.66 9-10 >429 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 8 n/a n/a BCDL ion ICode IBC2015/TP12014 I (Matrix) Wind(LL) 0.11 10 >999 240 LUMBER - TOP CHORD 2x4 DF No.2 *Except* 5-7: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 12-13: 2x6 OF No.2, 1-11,6-9: 2x4 HF No.2 REACTIONS. (lb/size) 12=1040/0-5-8, 8=1416/0-5-8, 7=94/Mechanical Max Horz 12=-177(LC 6) Max Uplift12=-54(LC 6), 8=-87(LC 7), 7=-28(LC 6) Max Grav 12=1204(LC 12), 8=1615(LC 12), 7=94(LC 1) 6-0-0 Scale = 1:51.6 PLATES GRIP MT20 185/148 Weight: 119 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins, 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. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1139/80, 1-14=-2872/181, 2-14=-2882/180, 2-3=-4227/176, 3-4=-4238/173, 4-5=-4243/170, 5-6=-3702/110, 6-8=-1541/112 BOT CHORD 10-11=-166/2869, 9-10=-105/3622 WEBS 1-11=-100/2946, 2-11=-897/96, 2-10=-64/1426, 4-10=-465/69, 5-10=-63/617, 5-9=-584/86, 6-9=-126/3689 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior()) 3-2-12 to 29-10-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent 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 54 lb uplift at joint 12, 87 Ib uplift at joint 8 and 28 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 547074, Gl IWO- June 2,2017 AWARNING • Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 property incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 Truss Truss Type A02X ROOF SPECIAL Qty Ply Tukwila Village -Building 10 1 K3269473 ProBuild Arlington, Arlington,WA 98223 I 6-28 6-2--8 6x10 = 5-10-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:11 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-7gTV9oyiDicR7HN4XLGpK7FsRXuLJ FYQODYjHyzAM6I 5-10-4 6-1-12 2-11-4 Scale = 1:44.8 IIIII 101� 12 ii w a 8 3x4 II 6x10 = 6x10 = 8x8 = 4x6 II LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES 0.0 * BCLL _BCDL 10.0 Code IBC2015/TP12014 CSI. TC 0.90 BC 0.91 WB 0.95 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.40 9-10 >708 360 Vert(CT) -0.66 9-10 >427 240 Horz(CT) 0.07 8 n/a n/a Wind(LL) 0.24 9-10 >999 240 PLATES GRIP MT20 185/148 Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins, 5-7: 2x6 DF No.2 except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 5-10, 6-9 12-13,6-8: 2x6 DF No.2, 1-11,6-9: 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=1049/0-5-8, 8=1301/0-5-8 Max Horz 12=-199(LC 24) Max Uplift12=-344(LC 23), 8=-657(LC 26) Max Grav 12=1239(LC 22), 8=1641(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 2=-1 176/369,1-14=-3109/1071, 2-14=-2905/775, 2-3=-4277/688, 3-4=-4346/1113, 4-5=-5363/2459, 5-15=4949/2349, 6-15=-5010/2429, 6-8=-1562/673 BOT CHORD 11-12=-1597/1663, 10-11=-2225/3990, 9-10=-895/3758, 8-9=-1239/1449 WEBS 1-11=-1043/3217, 2-11=-990/421, 2-10=-1248/2128, 4-10=456176, 5-10=-1713/1880, 5-9=-789/503, 6-9=-2290/4678 NOTES- 1) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 27-0-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 344 lb uplift at joint 12 and 657 lb uplift at joint 8. 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 251.1 plf. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r ON"NG 2A`e June 2,2017 ® 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 li 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 budding 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 ANSIITPI1 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 IQty Ply Tukwila Village - Building Jt605O24 A03 ROOF SPECIAL 6 1 K32694741 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 6-2-8 6-2-8 5x12 = 5-10-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:11 2017 Page 1 ID:5pNbgixegAX1 gtFlf5mCyzXm7z-7gTV9oyiDicR7HN4XLGpK7FsjXw?JGNQODYjHyzAM61 5-10A 6-1-12 2-11-4 Scale = 1:44.8 I19 r' 12 'u a 8 3x4 11 6x10 = 8x16 MT20HS = 8x8 = 4x6 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Re Stress Incr NO p Code IBC2015/TP12014 CS1. TC 0.94 BC 0.81 WB 0.89 (Matrix) DEFL. in Vert(LL) -0.43 Vert(CT) -0.72 Horz(CT) 0.07 Wind(LL) 0.13 (loc) I/defl Ud PLATES GRIP 9-10 >659 360 MT20 185/148 9-10 >396 240 MT20HS 139/111 8 n/a n/a 9-10 >999 240 Weight: 115 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins, except 3-5: 2x4 DF 180OF 1.6E, 1-3: 2x4 DF No.2 end verticals. BOT CHORD 2x4 DF 180OF 1.6E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-12: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud *Except* be installed during truss erection, in accordance with Stabilizer 12-13: 2x6 DF No.2, 1-11,6-9: 2x4 HF No.2 Installation guide. REACTIONS. (lb/size) 12=1097/0-5-8, 8=1774/0-5-8 Max Horz 12=-173(LC 6) Max Uplift12=-58(LC 6), 8=-113(LC 7) Max Grav 12=1255(LC 12), 8=1927(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 2=-1 190/83, 1-14=-3036/181, 2-14=-3046/179, 2-3=-4605/175, 3-4=-4615/172, 4-5=-4621/168, 5-15=-4471/107, 15-16=-4494/105, 6-16=-4495/105, 6-8=-1842/138 BOT CHORD 10-11=-167/3033, 9-1 0=-1 04/4400, 8-9=0/299 WEBS 1-11=-111/3120, 2-11=-957/99, 2-10=-78/1652, 4-10=-438/68, 5-9=-705/87, 6-9=-131 /4248 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 27-0-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 58 lb uplift at joint 12 and 113 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274 lb down and 19 lb up at 20-0-0, and 274 lb down and 19 lb up at 24-0-0 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). Q®d &GA SE(ftdtandard rAQrNNG June 2,2017 ® 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 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 ANSIrrPlt 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 Truss Type ROOF SPECIAL Ply I Tukwila Village - Building K3269474 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: 1-6=-70, 6-7=-70, 8-12=-20 Concentrated Loads (lb) Vert: 6=-260(F) 15=-260(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:11 2017 Page 2 I D:5pNbgixegAX 1 gtFlf5mCyzXm7z-7gTV9oyiDicR7HN4XLGpK7FsjXw?JG NQODYjHyzAM61 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111II-7473 rev. 10103120I S 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 I 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 Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r , ,Job Truss Truss Type Qty Ply Tukwila Village - Building Jt605O24 A03T ROOF SPECIAL I2 1 K3269475 I Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:12 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-b01 tM8zK_?kllRyG53n2tLo8vxKg2j_aFtl GgPzAM6H 6-2-8 6x6 = 11 3x4 5x8 = 5-10-12 6x10 = 5-10-4 2-2-14 Scale = 1:34.2 7 3x4 O � LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCLL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.47 BC 0.58 WB 0.87 (Matrix) DEFL. in Vert(LL) -0.19 Vert(CT) -0.33 Horz(CT) 0.04 Wind(LL) 0.06 (loc) I/defl Ud 9-10 >999 360 9-10 >728 240 7 n/a n/a 9-10 >999 240 PLATES GRIP MT20 185/148 I Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-15 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. 11-12,6-7: 2x6 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=888/0-5-8, 7=888/Mechanical Max Horz 11=-174(LC 6) Max Uplift 11 =-55(LC 6), 7=-50(LC 7) Max Grav 11=996(LC 11), 7=990(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-933/81, 1-13=-2267/172, 2-13=-2277/171, 2-3=-2890/147, 3-4=-2900/144, 4-14=-2890/141, 5-14=-2900/139, 5-15=-1383/57, 6-15=-1388/56. 6-7=-985/47 BOT CHORD 9-10=-172/2265, 8-9=-75/1388 WEBS 1-10=-101/2310, 2-10=-676/95, 2-9=-64/655, 4-9=-470/70, 5-9=-81/1546, 5-8=-842/93, 6-8=-77/1665 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B, enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 19-11-10; 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=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OWNG 2vtr . 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 O fit between the bottom chord and any other members.OF WA$p, 6) Refer to girder(s) for truss to truss connections. ti `WG, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 11 and 50 lb uplift at joint 0 7. ; 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 ��CISTEV sSI�NAL��� June 2,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7477 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, enaction and bracing of trusses and truss systems, see ANSI/TPIt 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 J1605024 A03X ROOF SPECIAL 1 1 K3269476 Job Reference optional) ProBuild Arlington, Arlington,WA 98223 62� — 6-2-8 6x10 = 5-10-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:13 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-3CbGaUzylJsBMbXTfml HPYLEjLcZn9tjUX 1 gMrzAM6G 5-10-4 6-1-12 2-11-4 Scale = 1:44.8 I01— 12 II 1u a 8 3x4 11 6x10 = 8x8 = 10x10 = 3x6 II LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 BCDL 10.0 Rep Stress Incr NO BCLL 0.0 * BCDL 10.0 Code IBC2015ITP12014 CSI. TC 0.78 i BC 0.80 I WB 0.96 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.42 9-10 >677 360 Vert(CT) -0.70 9-10 >406 240 Horz(CT) 0.07 8 n/a n/a Wind(LL) 0.25 9-10 >999 240 PLATES GRIP MT20 185/148 MT18H 185/148 Weight: 116 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, except 3-5: 2x4 OF 180OF 1.6E, 1-3: 2x4 OF No.2 end verticals. BOT CHORD 2x4 OF 180OF 1.6E *Except* BOT CHORD Rigid ceiling directly applied or 3-9-7 oc bracing. 10-12: 2x4 HF No.2 WEBS 1 Row at midpt 5-10, 6-9 WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 12-13,6-8: 2x6 OF No.2, 1-11,6-9: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1092/0-5-8, 8=1778/0-5-8 Max Horz 12=-199(LC 24) Max Uplift I 2=-347(LC 23), 8=-669(LC 26) Max Grav 12=1276(LC 22), 8=2119(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1212/372, 1-14=-3221/1074, 2-14=-3028/778, 2-3=-4567/696, 3-4=-4595/1120, 4-5=-5727/2465,5-15=-4753/1474,15-16=-5439/2362,6-16=-5500/2442,6-8=-2032/684 BOT CHORD 11-12=-1597/1663, 10-11=-2228/4103, 9-10=-908/4315, 8-9=-1252/1572 WEBS 1-11=-1053/3336, 2-11=-1031/425, 2-10=-1262/2273, 4-10=-443/76, 5-10=-1707/1708, 5-9=-866/507, 6-9=-2299/5019 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 27-0-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. Z, 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 OMING - 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. r 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 12 and 669 lb uplift at joint 8. 9) This truss has been designed for a total drag load of 250 Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss drag Vd 54074� c{,� 0Coll,, plf. grip to resist loads along bottom chord from 0-0-0 to 24-0-0 for 251.1 plf. "Semi A�, CIS j 6it' 10) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. s_ CS ZONAL 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274 lb down and 19 lb up at 20-0-0, and 274 lb down and 19 lb up at 24-0-0 on top chord. The design/selection of such connection device(s) is the responsibility Contlnfued on page 2 June 2,2017 ®WARNING -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^ 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 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 K3269476 J`1605024 A03X ROOF SPECIAL 1 1 -. Job Reference o tion>al ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:13 2017 Page 2 I D:5pNbgixegAX 1 gtFlf5mCyzXm7z-3CbGaUzylJs8MbXTfml HPYLEjLcZn9tjUX1 gMrzAM6G NOTES- 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: 1-6=-70, 6-7=-70, 8-12=-20 Concentrated Loads (lb) Vert: 6=-260(F) 15=-260(F) WARNING - Vei design parameters and READ NOTES ON THIS AND INCLUDED 1 NY g pa 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 a truss system. Before use, the building designer must verity 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 Mug 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 K3269477 IJ1605024 A04 ROOF SPECIAL 14 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:13 2017 Page 1 I D:5pNbgixegAX 1 gtFlf5mCyzXm7z-3CbGaUzylJs8MbXTfrnl HPYLEVLbNnBLjUX 1 gMrzAM6G �0_1�14 6-1-13 112=9 17�-6 0-11-14 5-1-15 5-0-11 6-1-13 1Q 3x6 = 6x10 — Scale = 1:29.0 3x4 ; I Plate Offsets (X.)O-- [2:0-3-8 0-2-0] [5 0-3-11 0-2-6J,_[6:0-2-1 0-0-91[7:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 5.0) Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.24 7-8 >854 360 MT20 185/148 10. Lumber DOL 1.15 BC 0.88 10.0 Vert(CT) -0.40 7-8 >502 240 Rep Stress Incr NO WB 0.80 BCDLL Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.09 7-8 >999 240 Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 2-4-12 oc purlins, except 3-5: 2x4 HF 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' WEBS 1 Row at midpt 2-9 5-7: 2x4 HF No.2, 5-6: 2x6 DF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 DF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1035/0-7-0, 6=1006/Mechanical Max Horz 9=-135(LC 6) Max Uplift9=-66(LC 6), 6=-60(LC 7) Max Grav 9=1118(LC 11), 6=1089(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2969/189, 3-12=-2978/188, 4-12=-2995/188, 4-13=-3276/174, 5-13=-3286/173, 5-6=-1012/86 BOT CHORD 8-9=-197/2975, 7-8=-187/3273 WEBS 2-9=-2975/161, 2-8=0/276, 4-8=-311/43, 4-7=-564/91, 5-7=-172/3146 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 17-1-10; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 66 lb uplift at joint 9 and 60 lb uplift at joint 6. 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) 277 Ito down and 19 lb up at 6-3-1, and 277 lb down and 19 lb up at 10-3-3 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�OWNG 2�w! June 2,2017 I ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 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 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 1► . 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 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 iJob Truss Truss Type Oily Ply Tukwila Village - Building K3269477 J1605024 A04 ROOF SPECIAL 14 1 ProBuitd Arlington, Adington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 6-9=-20 Concentrated Loads (lb) Vert:2=-260(F) 12=-260(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:13 2017 Page 2 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-3CbGaUzylJs8MbXTfml HPYLEVLbNnBLjUX1 qM rzAM6G WARNING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev. }0/03/Y015 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 WIF 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 ANSII P11 Quality Criteria, DSB-89 and BCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1Corona, CA 92880 Job Truss Truss Type Oty Ply Tukwila Village - Building K3269478 J1605024 A05 ROOF SPECIAL i1 1 I Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:14 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-XP9enq_aWd_?_16fDTq WymtVFkOJ WgbtiBnNuHzAM6F 0-11-14 3-1-6 5-10-12 5-11-8 1-10-4 Scale = 1:30.0 4x6 = 4x4 = 0.50 L12_ 11 4x4 = 3x4 I; 5x8 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) BCDL 10.0 BC0.0 BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TIC 0.41 Lumber DOL 1.15 BC 0.57 Rep Stress Incr YES WB 0.67 Code IBC2015/TPI2014 (Matrix) i DEFL. in Vert(LL) -0.12 Vert(CT) -0.21 Horz(CT) 0.04 Wind(LL) 0.04 (loc) I/defl Ud 9-10 >999 360 9-10 >985 240 7 n/a n/a 9 >999 240 PLATES GRIP MT20 185/148 Weight: 78 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 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. 6-7: 2x6 DF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 DF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=781/Mechanical, 11=781/0-7-1 Max Horz 11=-134(LC 6) Max Uplift7=-42(LC 7), 11=-45(LC 6) Max Grav7=868(LC 11), 11=868(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-878/33, 2-3=-1456/105, 3-4=-2289/100, 4-14=-2299/99, 5-14=-2309/97, 5-6=-1041/37 BOT CHORD 10-11 =-1 12/1444, 9-1 0=-1 13/2297, 8-9=-56/1043 WEBS 6-8=-60/1369, 5-8=-784/90, 5-9=-58/1291, 3-10=-888/53, 2-10=0/358, 2-11 =-1 582/66 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B, enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 17-7-0, 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. QN�G Z 6) Refer to girder(s) for truss to truss connections. O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 7 and 45 lb uplift at joint W/�S1�_ G 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i �p 54 7741,p w4 ��CISTE�'• SSIONAL�� " June 2,2017 A 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 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 K3269479 J1605024 A06 ROOF SPECIAL 1 1 ProBuild Arlington, Ariington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:14 2017 Page 1 ID:5pNbgixegAX1 gtFlf5mCyzXm7z-XP9enq_aWd_?_I6fDTgWymtXXk5OWl?tiBnNuHzAM6F 0-11-14 3-10-12 4-9-10 2x4 11 4x6 = Scale = 1:20.3 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 (Roof Snow25.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2015(rP12014 CSI. TC 0.27 BC 0.21 WB 0.32 (Matrix) DEFL. VertLL () Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft' J VL/d PLATES GRIP -0.02 5 >999 360 MT20 185/148 -0.03 4-5 >999 240 0.01 4 n/a n/a 0.01 5 >999 240 Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 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. OTHERS 2x6 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) 6=419/0-7-0, 4=419/Mechanical Max Horz 6=-156(LC 6) Max Uplift6=-73(LC 6), 4=-66(LC 7) Max Grav 6=447(LC 11), 4=447(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-629/84, 3-9=-643/83, 3-4=-401/84 BOT CHORD 5-6=-108/636 WEBS 2-6=-636/100, 3-5=-93/628 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 9-6-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 73 lb uplift at joint 6 and 66 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. lh-nNUNG2�� `N WAS 0 0 54074 �cr �s'rjONAL June 2,2017 A 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, 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 j fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component I 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 J1605024 A07 ROOF SPECIAL 1 1 K3269480 _i Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:14 2017 Page 1 ID:5pNbgixegAXlgtFlf5rnCyzXm7z-XP9enq_aWd_?_16fDTgV4ymtMRkw1 WcktiBnNuHzAM6F 17912 0-11-14 5-1-15 5-6-1 6-1-13 Scale = 1:30.0 0.50 12 10 5x12 MT20HS = a 8x8 = E 4x6 11 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 0.98 Vert(LL) -0.22 7-9 >953 360 MT20 185/148 TCLL 10.0 Lumber DOL 1.15 BC 0.91 Vert(CT) -0.38 7-9 >551 240 MT20HS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.09 7-9 >999 240 Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins, except BOT CHORD 2x6 DF No.2 *Except* end verticals. 6-8: 2x6 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 2-10 5-6: 2x6 DF No.2, 5-7: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 DF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1282/0-7-0, 6=1142/Mechanical Max Horz 10=-131(LC 6) Max Uplift 10=-82(LC 6), 6=-68(LC 7) Max Grav 10=1369(LC 11), 6=1229(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-287/51, 2-14=-3453/219, 3-14=-3465/219, 3-4=-3476/217, 4-15=-3607/195, 5-15=-3617/194, 5-6=-1109/91 BOT CHORD 9-10=-227/3462, 8-9=-209/3604, 8-16=-209/3604, 7-16=-209/3604, 6-7=-28/307 WEBS 2-10=-3418/191, 2-9=0/327, 4-7=-468/84, 5-7=-185/3377 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 17-7-0; 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=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 0 G 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�,� WAS O 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 82 lb uplift at joint 10 and 68 lb uplift at joint 6. r 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) 277 lb down and 19 lb up at ,p 4-0-11, and 277 lb down and 19 lb up at 8-0-11 on top chord, and 364 lb down and 26 lb up at 9-8-4 on bottom chord. The 54074 c{, 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). CS S 'SIGNAL LOAD CASE(S) Standard Continued on page 2 June 2,2017 A 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 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 ANSVTPIf 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 22314.1 Corona, CA 92880 :Job (Truss ITruss Type Oty Ply Tukwila Village - Building I K3269480 ^J1605024 IA07 1 ROOF SPECIAL 11 1 ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:14 2017 Page 2 I D:5pNbgixegAX1 gtFlf5rnCyzXm7z-XP9enq_aWd_?_I6fDTq WymtM Rkw1 WcktiBnNuHzAM6F 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=-20 Concentrated Loads (lb) Vert: 13=-260(F) 14=-260(F) 16=-342(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE senee 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 budding 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 JT605024 A08 ROOF SPECIAL 3 Tukwila Village -Building K3269481 1 , Job Reference o tional ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:15 2017 Page 1 ID:5pNbgixegAX1 gtFlf5rnCyzXm7z-?bj0_A?CHw6scvhrmBLIVzQYp8JYF5JOxrWwRkzAM6E 641.3 1J_7_A5 17-9-12 0-11-14 5-1-15 5-6-1 6-1-13 Scale = 1:30.0 101 3X6 = 96X10 = 3.4 11 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) j Plate Grip DOL 1.15 I TC 0.94 Vert(LL) -0.20 7-8 >999 360 MT20 185/148 TCLL 10.0 Lumber DOL 1.15 BC 0.77 Vert(CT) -0.34 7-8 >619 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.07 7-8 >999 240 i Weight: 77 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-11 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. 5-6: 2x6 DF No.2, 5-7: 2x4 HF No.2 WEBS 1 Row at midpt 2-9 OTHERS 2x6 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) 9=1126/0-7-0, 6=956/Mechanical Max Horz 9=-134(LC 6) Max Uplift9=-71(LC 6), 6=-55(LC 7) MaxGrav9=1213(LC 11), 6=1042(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-288/51, 2-13=-2845/176, 3-13=-2857/176, 3-4=-2868/175, 4-14=-2839/139, 5-14=-2849/137, 5-6=-972/80 BOT CHORD 8-9=-186/2854, 7-8=-154/2837 WEBS 2-9=-2849/151, 4-7=-525/90, 5-7=-139/2745 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed, C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 17-7-0; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 71 lb uplift at joint 9 and 55 lb uplift at joint 6. 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) 277 lb down and 19 lb up at 4-0-11, and 277 lb down and 19 lb up at 8-0-11 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 ,r ONUNG 2,`R 54074 GISTER� ONAL�O� - June 2,2017 A WARNING - VerNy 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 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 Klug Circle SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building K3269481 J1605024 A08 ROOF SPECIAL 3 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: 1-5=-70, 6-9=-20 Concentrated Loads (Ib) Vert: 12=-260(F) 13=-260(F) 7.640 s Sep 29 2015 MTek Industries, Inc. Fri Jun 02 09:04:15 2017 Page 2 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-?bjO_A?CHw6scvhrmBLIVzQYpBJYF5JOxrWW RkzAM6E A 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 Mt 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 �Y� 11 A'Te l.R° 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 Type ROOF SPECIAL Ply I Tukwila Village - Building K3269482 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:15 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-?bjC_A?CHw6scvhnmBLlVzQfm8NOF9hOxrWwRkzAM6E 1-12 14_3 4 7-4-0 0-2- 6-5-9 0-3-8 4x6 = 6 4x6 _ 4x6 � I Scale = 1:26.1 7-0-0 Z$ 14-34 7-4_0 0-'2_3 6-9-1 Plate Offsets (X•Y)— [3:0-3 10,0-2-Oj[4:0-3 0 0=0-41 LOADING (psf) TCLL 25.0(Roof SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP Plate Grip DOL 1.15 TIC0.49 Vert(LL) -0.07 5 >999 360 MT20 185/148 TCDLSnow=210.0 Lumber DOL 1.15 BC 0.48 Vert(CT) 0.15 5 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.02 5 >999 240 Weight: 65 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 5-4-12 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. 6-7: 2x6 DF No.2 WEBS 1 Row at midpt 2-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=612/0-5-8, 4=612/Mechanical Max Horz 6=-146(LC 6) Max Uplift6=-65(LC 6), 4=-59(LC 7) Max Grav6=669(LC 11), 4=669(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1422/134, 3-9=-1430/132 BOT CHORD 5-6=-128/1423 WEBS 3-4=-614/82, 2-6=-1359/124, 3-5=-132/1467 NOTES- 1) Wind: ASCE 7-10; VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=4.8psf; h=25ft; Cat. 11; Exp B, enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 13-10-0; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 ONUNG 2 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 65 lb uplift at joint 6 and 59 lb uplift at jointt{ 4. Fti �O 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 540 47 ��A �GISTF SSIONAL��� June 2,2017 I eenee A 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 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 ANSITrPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Mug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type iQty Ply Tukwila Vllage - Building 1. K3269483 J1605024 A11 I ROOF SPECIAL 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:16 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-UnGOCWOrl EEjD2G1 Kus_t BzgmYjC_bLAAVGUzA2AM6D 7-4-0 7-64 5x16 - Scale=1:30.8 6 4x6 = 4X = 3x6 = 7=4-0 14-10-4 7-4-0 7-6-4 Plate Offf_sets (X Y)-- [3:0-10-8.0-2-14] LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.08 5 >999 360 MT20 185/148 TCDLSnow-210.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.16 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 ! (Matrix) Wind(LL) 0.03 5 >999 240 j Weight: 77 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x6 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6,2-5,3-5: 2x4 HF Stud WEBS 1 Row at midpt 2-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=638/0-5-8, 4=638/0-5-8 Max Horz 6=-334(LC 6) Max Uplift6=-101(LC 6), 4=-110(LC 7) Max Grav 6=698(LC 11), 4=698(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-250/60, 2-10=-1521/101, 3-10=-1531/99, 3-4=-627/139 BOT CHORD 5-6=-162/1520 WEBS 2-6=-1456/271.3-5=-339/1396 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat.[[; Exp B, enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 14-4-12; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 101 lb uplift at joint 6 and 110 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 2,2017 ® 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 very 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 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, Alexandra, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building K3269484; J1605024 Al2 Roof Special 1 1 I ,. Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:16 2017 Page 1 ID:5pNbgixegAX1 gtFlf5rnCyzXm7z-UnGOCWOr1 EEjD2G1 Kus_t BzgmYez_XDAAVGUzAzAM6D 4-1-5 11 -1 15-10c5 5-10-12 5-10-4 6-1-12 2-11-3 Scale = 1:41.3 6x6 = 0.50 12 I 12 I W M NI I N I 11 o 7 3x4 6x6 = 6x10 = 6x10 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.30 8-9 >852 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.51 8-9 >508 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.08 8-9 >999 240 Weight: 103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E *Except` TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins, except 4-6: 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 Stud *Except* MiTek recommends that Stabilizers and required cross bracing 11-12: 2x6 DF No.2, 5-8: 2x4 HF No.2 bInstallation uide.e installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 7=1204/0-5-8, 11=958/0-5-8 Max Horz 11=-134(LC 6) Max Uplift7=-98(LC 7), 11=-46(LC 6) Max Grav 7=1 348(LC 12), 11=1094(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-1274/124, 1-13=-1886/111, 2-13=-1893/109, 2-3=-3559/118, 3-4=-3563/111, 4-5=-3419/59, 1-11=-1058/60 BOT CHORD 9-10=-99/1885, 8-9=-57/3349 WEBS 5-8=-89/3289, 4-8=-512/78, 3-9=474/72, 2-9=-58/1749, 2-10=-900/84, 1 -1 0=-68/2098 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf, h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior()) 3-2-12 to 24-11-4; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. A -5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.roNlING `'96) ' 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 ,� W G fit between the bottom chord and any other members. C� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 7 and 46 lb uplift at joint 11. 1 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54 'IS17 TSIONAL��� June 2,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS 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 budding 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 ANSIr PI1 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 O Job Truss Truss Type Qty Ply Tukwila Village - Building 31605024 A13 Roof Special 1 1 K3269485 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 38 9_�4� 1.5=L-8 3A-8 5-10-12 5-1 OA 0.50 12 3x10 = 4x8 = 2x4 1 2 3 3x4 11 4x8 = 5x12 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:17 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5rnCyzXm7z-yzgmPsOToYMarCrEucNDaOVO6y_OjOpJO9?1 VczAM6C SxR = 6-1-12 3x4 = 2-11-3 Scale = 1:40.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) C10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.44 Lumber COL 1.15 I BC 0.77 Rep Stress Incr YES WB 0.70 Code IBC2015/TPI2014 (Matrix) I I DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(ILL) in (loc) I/deft Lid -0.27 8-9 >927 360 -0.46 8-9 >551 240 0.05 7 n/a n/a 0.07 8-9 >999 240 PLATES GRIP MT20 185/148 Weight: 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E `Except' TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc puffins, except 4-6: 2x6 DF No.2 end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud `Except" 6-0-0 oc bracing: 7-8. 5-8: 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) 7=1176/0-5-8, 11=928/Mechanical Max Horz 11=-81(LC 6) Max Uplift7=-93(LC 7), 11=-40(LC 6) Max Grav 7=1316(LC 12), 11=1058(LC 12) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-1245/119, 1-2=-1596/52, 2-3=-3322/73, 3-4=-3323/67, 4-5=-3188/63, 1-11=-1034/48 BOT CHORD 9-10=-41/1587, 8-9=-29/3122 WEBS 5-8=-61/3067, 4-8=-467/72, 3-9=-496f74, 2-9=-45/1813, 2-10=-913/82, 1-10=-58/1869 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph, TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 3-7-6, Interior(1) 3-7-6 to 24-5-6; 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; Exit B, Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 ON"G Z 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, W 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 G fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 to uplift at joint 7 and 40 lb uplift at joint 11. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 44 STER� June 2,2017 WARNING -Verity 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 I MiTek' l.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 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 I Ply Tukwila Village - Building K3269486 J1605024 A14 Roof Special 1 1 I Jab Reference (optional 'R N ProBuild Arlington, Adington,WA 98223 15x8 = 6-6-7 5-10-4 o.50 L12_ 2x4 10 2 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:17 2017 Page 1 I D:5pNbgixegAX1 gtFlf5rnCyzXm7z-yzgmPsOToYMarCrEucNDaOV?Wy?dyxJO9?1 VczAM6C 5x8 = 6-1-12 9 _ 6 3x4 11 8x8 = 6x6 - 3x4 II 2-11-3 Scale = 1:35.6 T(ps2 CLL 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 0.47 Vert(LL) -0.21 7-8 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.35 7-8 >627 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(ILL) 0.06 7-8 >999 240 Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins, except 3-5: 2x6 DF 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer j Installation guide. REACTIONS. (lb/size) 6=1055/0-5-8, 9=803/Mechanical Max Horz 9=-78(LC 6) Max Uplift6=-97(LC 7), 9=-35(LC 6) Max Grav 6=1183(LC 12), 9=906(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-1112/123, 1-10=-2367/57, 2-10=-2379/55, 2-3=-2380/50, 3-4=-2638/49, 1-9=-839/62 BOT CHORD 7-8=-15/2585 WEBS 4-7=-50/2529, 3-7=-368/68, 2-8=-527/85, 1-8=-71/2375 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 3-4-10, Interior(1) 3-4-10 to 21-8-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 97 lb uplift at joint 6 and 35 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. June 2,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 K3269487 J1605024 A15 Roof Special 1 1 Job Reference ProBuild Arlington, Adington,WA 98223 3- 9_ T 3-9-9 1 5x8 = 2x4 10 2 v N 1 5-10-4 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:18 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-QA09dB 15ZrURTMPQSJuS6c2BsMNOSSPSdpib 12zAM6B 5x8 = 6-1-12 0.50 12 9 4x8 = 6x6 = 6 3x4 1 3x4 11 2-11-3 Scale = 1:31.0 LOADING (ps2 TCLL 5.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.12 7-8 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.20 7-8 >910 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code IBC20151TP12014 (Matrix) Wind(LL) 0.03 7-8 >999 240 Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 *Except* TOP CHORD 1-3: 2x4 OF No.2 BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 HF Stud REACTIONS. (lb/size) 6=935/0-5-8, 9=676/Mechanical Max Horz 9=-76(LC 6) Max Uplift6=-100(LC 7), 9=-36(LC 6) Max Grav 6=1051(LC 12), 9=754(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-984/126, 1-10=-1370/42, 2-10=-1373/41, 2-3=-1378/37, 3-4=-2054/44, 1-9=-724/48 BOT CHORD 7-8=-11/2013 WEBS 4-7=-47/1981, 3-7=-261/72, 3-8=-666/13, 2-8=-429/72, 1-8=-55/1506 Structural wood sheathing directly applied or 4-6-10 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=25ft; Cat. II; Exp B; enclosed, C-C Exterior(2) 0-4-10 to 3-4-10, Interior(1) 3-4-10 to 18-11-10; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 100 lb uplift atjoint 6 and 36 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7-,OWNG Z June 2,2017 ®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 ANSITfPl1 Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type IQty Ply Tukwila Village - Building K3269488 IJ1605024 �A116 Roof Special 1 1 i I _ Job Reference (optional) m 0 N ProBuild Arlington, Adington,WA 98223 4X6 11 7 4X4 = 6-10-15 0.50 i12 5x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:18 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-QA09dB 15ZrURTMPQSJuS6c28dMO?SU2Sdplbl2zAM6B 6-1-12 3x4 11 2-11-3 Scale = 126.4 q j 1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 . BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.58 BC 0.46 WB 0.58 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d PLATES GRIP -0.09 6 >999 360 MT20 185/148 -0.16 6-7 >935 240 0.02 5 n/a n/a 0.03 6 >999 240 Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except 2-4: 2x6 DF 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 WEBS 1 Row at midpt 2-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=549/Mechanical, 5=816/0-5-8 Max Horz 7=-74(LC 6) Max Uplift7=-41(LC 6), 5=-103(LC 7) Max Grav 7=605(LC 12), 5=908(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-252/56, 2-3=-1566/54, 3-5=844/126 BOT CHORD 6-7=-17/1537 WEBS 2-7=-1437/64, 3-6=-55/1531 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 3-4-10, Interior(1) 3-4-10 to 16-2-13; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. �r1SING 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 41 lb uplift atjoint 7 and 103 lb uplift at joint 5. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074 w� �A CIS �OsloNAL June 2,2017 ® WARNING - Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-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 ANSlfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle j 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 K3269489 J'1605024 A17 Roof Special 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 4-2-2 0.50 12 3x4 11 4x4 = 5x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:19 2017 Page 1 ID:5pNbgixegAXlgtFlf5rnCyzXm7z-uMyXgX2jK9cl4W c?1PhfpbOWln9B?DcsTU8aVzAM6A 6-1-12 3x4 11 2-11-3 Scale = 1:21.9 T 0 W 1 4-2-2 4-2-2 'L03-12 6-1-10 10 14 0- _Plate Offset�X,Y�[2:0-2-12 Edaej __2 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.04 5-6 >999 360 MT20 185/148 BCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.09 5-6 >999 240 i BCLL 0.0 * Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.01 6 >999 240 Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD 2-4: 2x6 DF No.2 SOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 HF Stud REACTIONS. (lb/size) 7=418/Mechanical, 5=700/0-5-8 Max Horz 7=-74(LC 6) Max Uplift7=-53(LC 6), 5=-106(LC 7) Max Grav 7=455(LC 12), 5=769(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-868/57, 3-5=-707/132 BOT CHORD 6-7=-13/850 WEBS 2-7=-846770.3-6=-48/823 Structural wood sheathing directly applied or 6-0-0 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 L Installation guide. NOTES- 1) Wind: ASCE 7-10, Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 4-6-12, Interior(1) 4-6-12 to 13-5-15; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 53 lb uplift at joint 7 and 106 lb uplift at joint 5. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7'ljO ING Zb'[ June 2,2017 AWARN/NG - 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 i �^ 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 IPly=TukwilaVillageg K3269490 Jt605024 A18 Roof Special ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:19 2017 Page 1 ID:5pNbgixegAXlgtFlf5mCyzXm7z-uMyXgX2jK9d4W c?1PhfpbNDIjTB4ocsTU8aVzAM6A -- 7_7--0 1i 7-7-0 2-11-3 Scale = 1:20.0 0.50 h2 2x4 1 1 6 5 44 = 44 = 2 4 2x4 11 3 LOADING (psf) TCLL 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 0.33 Vert(LL) -0.15 4-5 >589 360 MT20 185/148 BCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.30 4-5 >295 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix-M ) i Wind(LL) 0.00 "" n 5 240 Weight: 43 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 DF No.2 end verticals. WEBS 2x4 HF Stud *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-5: 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) 5=283/Mechanical, 4=589/0-5-8 Max Horz 5=-67(LC 6) Max Uplift5=-48(LC 6), 4=-111(LC 7) Max Grav 5=303(LC 12), 4=638(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-4=-565/146 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 3-4-10, Interior(1) 3-4-10 to 10-9-2; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. QN�G Z - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift atjoint 5 and 111 lb uplift at joint e O a. `N O� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C- �� 54074 w� ��•�' FGISTER� S40NAL June 2,2017 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7477 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 is ahNays required for stability and to prevent collapse with possible personal injury and properly 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 ukwila Village - Building K3269491 TJT.b A605024 A19 Roof Special 1 Reference o tiona0 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MTek Industries, Inc. Fri Jun 02 09:04:19 2017 Page 1 ID:5pNbgixegAXlgtFlfSrnCyzXm7z-uMyXgX2jK9cl4W c?1PhfpbOjloOB45csTUBaVzAM6A r 4�.0.3 7-9-6 4-10-3 2-11-3 Scale = 1:15.0 0.50 h2_ 12x4 11 4x4 = 5 4 4x4 = 2x4 11 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.30 BC 0.22 WB 0.01 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.03 4-5 >999 360 Vert(CT) -0.06 4-5 >983 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.00 5 "" 240 PLATES GRIP MT20 185/148 Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 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=132/Mechanical, 4=493/0-5-8 Max Horz 5=-66(LC 6) Max Uplift5=-45(LC 6), 4=-121(LC 7) Max Grav 5=138(LC 12), 4=525(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-479/143 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 3-4-10, Interior(1) 3-4-10 to 8-0-4; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 45 lb uplift at joint 5 and 121 lb uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. June 2,2017 I ®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 ANSIrrioll 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 K3269492 J1605024 A20 Roof Special 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:20 2017 Page 1 I D:5pNbgixegAX 1 gtFlf5mCyzXm7z-MYWv2t3L5Tk9igZpZkwwC17Zb9BDwXN157Eh6xzAM69 2-1-4 2-11-4 1 2x4 I 0.50 12 5 4x4 = 2x4 I Scale = 1:11.1 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 (Roof Snow=25.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2015/TPI2014 CSI. TC 0.29 BC 0.03 WB 0.01 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d PLATES GRIP -0.00 5 >999 360 MT20 185/148 -0.00 4-5 >999 240 1 0.00 4 n/a n/a 0.00 5 '"' 240 Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-2 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 I be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS. (lb/size) 5=-102/Mechanical, 4=481/0-5-8 Max Horz 5=-62(LC 6) Max Uplift5=-147(LC 10), 4=-176(LC 7) Max Grav 5=82(LC 7), 4=481(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-463/185 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph, TCDL=6.Opsf; BCDL=4.Bpsf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 4-7-9, Interior(1) 4-7-9 to 5-3-6; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. 'N 0�pG - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 5 and 176 lb uplift at ° ZA joint 4. �jJ 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �c/3ti `K 'OP 54 74 �SS61S WO IDNAL��� - June 2,2017 AWARNING - Verify design parameters and READ NOTES ON THIS 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 budding 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 lQty Ply Tukwila Village - Building K3269493605024 J1 Roof Special 1 1 IA21 Job Reference (motional _ ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:20 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-MYWv2t3L5Tk9igZpZkwwC17Zc9BNwXN157Eh6xzAM69 1-" 2-11-4 1 2x4 11 0.50 '12 5 4x4 = 2x4 1 Scale = 1:11.0 LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.29 Lumber DOL 1.15 BC 0.02 Rep Stress Incr YES WB 0.01 Code IBC2015/TPI2014 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.00 5 >999 360 Vert(CT) -0.00 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.00 5 '*" 240 PLATES GRIP MT20 185/148 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-4 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=-156/Mechanical, 4=506/0-5-8 Max Horz 5=-61(LC 6) Max Uplift5=-193(LC 10), 4=-194(LC 7) Max Grav 5=102(LC 7), 4=506(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-491/202 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 4-7-9, Interior(1) 4-7-9 to 4-11-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 Ib uplift at joint 5 and 194 Ib uplift at joint 4.O9) IVO�G;�8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '4�+ 54 74 w� �.t `'GrsTE? �SSIDNAL��� - June 2,2017 li & WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111II-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 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 Truss Type Qty Ply Tukwila Village - Building K3269494 J1605024 A22 Roof Special ;1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:20 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-MYWv2t3L5Tk9igZpZkwwC 17ZT99mwXM157Eh6xzAM69 4-6-4 7-5-8 4-6 4 2-11-4 0.5o 12 Scale = 1:14.4 1 2x4 ! 4x4 = 2 5 4x4 = 4 2x4 ! I (ps2 TCLL 5.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TIC 0.30 Vert(LL) -0.02 4-5 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(CT) 0.04 4-5 >999 240 * Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 4 n/a nia BCDL 10.0 Code IBC2015ITPI2014 (Matrix) Wind(LL) 0.00 **** 5 240 u Weight: 28 lb FT = 20 /o LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc pudins, 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=112/Mechanical, 4=485/0-5-8 Max Horz 5=-66(LC 6) Max Uplift5=-46(LC 6), 4=-123(LC 7) Max Grav 5=117(LC 14), 4=514(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-4=-472/144 NOTES- 1) Wind: ASCE 7-10, Vult=110mph (3-second gust) Vasd=87mph, TCDL=6.Opsf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 4-7-6, Interior(1) 4-7-6 to 7-8-6; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. D�;J��o 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 Ib uplift at joint 5 and 123 Ib uplift at joint9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �w 54074 rya �A �GISTE� �,(� S tONALZ; " June 2.2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-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/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 K3269495 J1605024 A23 Roof Special 1 1 Job Reference (optional)_ ProBuild Arlington, Ariington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:21 2017 Page 1 ID:5pNbgixegAXlgtFlf5mCyzXm7z-gl4HFD3zsmsOKg8?7SS9kEgbSZORf IvJnzFeNzAM68 7--3-2 102-6 � 7-3-2 2-11 A Scale = 1:19.4 0.50 12 2x4 b 4 4x4 = 2x4 II LOADING (psf) TCLL 25.0 SPACING- 2. Plate GripDOL 15 115 (Roof Snow=25.0) TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 I Code IBC2015/TP12014 CSI. TC 0.86 BC 0.61 WB 0.03 (Matrix) DEFL. in Vert(LL) -0.15 Vert(CT) -0.30 Horz(CT) 0.00 Wind(LL) 0.00 (]cc) I/deft L/d PLATES GRIP 4-5 >549 360 MT20 185/148 4-5 >275 240 4 n/a n/a 5 "" 240 Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) 5=463/Mechanical, 4=798/0-5-8 Max Horz 5=-68(LC 6) Max Uplift5=-98(LC 6), 4=-126(LC 7) Max Grav 5=481(LC 12), 4=844(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-412/125, 2-4=-775/159 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 4-7-9, Interior(1) 4-7-9 to 10-5-4; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 98 lb uplift at joint 5 and 126 lb uplift at joint 4. 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) 228 lb down and 43 lb up at 2-9-11, and 228 lb down and 43 lb up at 5-3-12 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 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 4-5=-20 Continued on page 2 ON"NG 24,71 June 2,2017 __ A 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 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, 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 K3269495 J1605024 A23 Roof Special 1 t Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:21 2017 Page 2 ID:5pNbgixegAXlgtFlf5mCyzXm7z-gl4HFD3zsmsOKg8?7SS9kEgbSZORf IvJnzFeNzAM68 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-209(F) 8=-209(F) AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 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 buildingcomponent, 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 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 Truss Type IQty Ply Tukwila Village - Building K3269496 Roof Special I1 1 ProBuild Arlington, Artington,WA 98223 3-10-3 0.50 L2_ 2x4 5x8 = 1 2 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:21 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-gl4HFD3zsmsOKg8?7SS9kEgglZSpfuAvJnzFeNzAM68 6-1-12 r 44 = 5 3x4 11 2-11-4 Scale = 1:21.4 4 W TCLL (Ps25 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 0.52 Vert(LL) -0.04 5-6 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.10 5-6 >999 240 BCLL 0.0 + Rep Stress Incr NO WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.02 6 >999 240 Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD 2-4: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 HF Stud REACTIONS. (lb/size) 7=544/Mechanical, 5=963/0-5-8 Max Horz 7=-73(LC 6) Max Uplift7=-76(LC 6), 5=-121(LC 7) Max Grav 7=579(LC 12), 5=1030(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-12061123, 8-9=-1210/123, 9-10=-1222/123, 3-10=-12421124, 3-5=-963/147 BOT CHORD 6-7=-80/1210 WEBS 2-7=-1245/142, 3-6=-96/1069 Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc 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=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 4-7-9, Interior(1) 4-7-9 to 13-2-1; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. OMING 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 fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. C 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 7 and 121 lb uplift at joint lOx 5. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 226 lb down and 33 lb up at 5-6-9, and 226 lb down and 33 lb up at 8-0-10 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). �� 54074 cy �•�' FCIST'ER� LOAD CASE(S) Standard �s`rIONALG� Continued on page 2 June 2,2017 AWARNING - 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 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 budding 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 bradng of trusses and truss systems, see ANSI/TPH 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 K3269496 J1605024 A24 Roof Special 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:21 2017 Page 2 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-q(4HFD3zsmsOKg8?7SS9kEgglZSpfuAvJnzFeNzAM68 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-7=-20 Concentrated Loads (lb) Vert: 9=-209(F) 10=-209(F) 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, 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 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 K3269497 J1605024 A25 Roof Special 11 1 I i I Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:22 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5rnCyzXm7z-IxefSZ4bd4_txJBh9zOHSDq WzkjOH92YRjoAgzAM67 �I 6-7-1 0.50112 44 it 5x8 = 6-1-12 7 4x4 = 5 3x4 2-114 Scale = 1:25.9 Plate Offsets (X Y)-- r0-2-8 Edael f3_0-3366 0_2-8L�6:0-3 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.11 6 >999 360 MT20 185/148 TCDLSnow=25000 Lumber DOL 1.15 BC 0.60 i Vert(CT) -0.19 6-7 >793 240 1 TCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(CT) 0.02 5 n/a n/a RCni ton Code IBC2015/TP12014 (Matrix) Wind(LL) 0.04 6 >999 240 j Weight: 61 lb FT = 20% LUMBER - TOP CHORD 2x4 DF N0.2 *Except* 2-4: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 7=644/Mechanical, 5=1110/0-5-8 Max Horz 7=-74(LC 6) Max Uplift7=-54(LC 6), 5=-116(LC 7) Max Grav 7=698(LC 12), 5=1199(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1997/117, 9-10=-2010/116, 3-10=-2029/117, 3-5=-1129/140 BOT CHORD 6-7=-73/1983 WEBS 2-7=-1903/128, 3-6=-95/1854 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-7 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=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 3-4-10, Interior(1) 3-4-10 to 15-10-15; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 54 lb uplift at joint 7 and 116 lb uplift at joint 5. 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 devioe(s) shall be provided sufficient to support concentrated load(s) 224 lb down and 25 lb up at 8-3-6, and 224 lb down and 25 lb up at 10-9-8 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 77AONUNG ZAr7 June 2,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. j 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 budding 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 I 250 Nug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 _- Truss 1605024 IA25 Truss Type Roof Special Qty I Ply I Tukwila Village - Building K3269497I ProBuild Arlington, Adington,WA 96223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-7=20 Concentrated Loads (lb) Vert: 9=-209(F) 10=-209(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:22 2017 Page 2 I D:5pNbgixegAX1 gtFlf5rnCyzXm7z-IxefSZ4bd4_txJ Bh9zOHSDq WzkjOH92YRjoAgzAM67 ! ® WARNING - Verlfy 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 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 iQty Ply Tukwila Village - Building K3269498 J1�605024 A26 Roof Special 1 1 Job Reference (optional ProBuild Arlington, Ariington,WA 98223 4-6-3 3x4 1 10 4x4 = 2 4-9-11 5x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:22 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-IxefSZ4bd4_tx_jBh9zOHSDowzjnOEC2YRjoAgzAM67 6-1-12 0.50 d4x4 = 4x4 = 3x4 = 2-11-4 Scale=1:30.5 LOADING (psf) TCLL 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 0.75 Vert(LL) -0.14 7-8 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(CT) -0.23 7-8 >792 240 1 BCLL 0.0 ' Rep Stress Incr NO I WB 0.89 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.05 7-8 >999 240 i Weight: 73 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 4-4-15 oc purlins, except 1-3: 2x4 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=1248/0-5-8, 9=752/Mechanical Max Horz 9=-76(LC 6) Max Uplift6=-112(LC 7), 9=-45(LC 6) Max Grav 6=1362(LC 12), 9=827(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-1287/139, 2-3=-1712/58, 3-11=-2544/96, 11-12=-2556/96, 4-12=-2577/96 BOT CHORD 8-9=-46/1698, 7-8=54/2517, 6-7=0/261 WEBS 4-7=-75/2356, 3-7=-351f72, 3-8=-850/39, 2-8=0/349, 2-9=-1767/81 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 3-4-10, Interior(1) 3-4-10 to 18-7-13; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. ONUNG 2 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. pF 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 112 lb uplift at joint 6 and 45 lb uplift at joint 9. �x 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) 223 lb down and 19 lb up at j 11-0-4, and 223 lb down and 19 lb up at 13-6-4 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 June 2,2017 WARNING - Verffy 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 budding 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 ANSITfPl1 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 K3269498 J1605024 A26 j Roof Special 1 1 Job Reference Coptional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:22 2017 Page 2 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-IxefSZ4bd4_tx_jBh9zOHSDowzjnOEC2YRjoAgzAM67 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 6-9=-20 Concentrated Loads (lb) Vert: 11=-209(F) 12=-209(F) ® WARNING - Verffy 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 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 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 K3269499 J1605024 A27 'Roof Special 1 1 Job Reference o tional _ ProBuild Arlington, Arlington,WA 98223 3x4 1 5-10-10 10 0.50 J2_ 46 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:23 2017 Page 1 I D:5pNbgixegAX 1 gtFlf5mCyzXm7z-m7B 1 gv5EO06kZ71OEsUdpflxPN?R7koCn5SMjGzAM66 2=0-13 1_83-9 ,21J_-12 6-2-2 6-1-12 2-11-4 Scale = 1:35.1 5x8 = 4x6 = 4x4 = 5x8 = 4x4 II LOADING (psf) TCLL 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 1 TC 0.83 Vert(LL) -0.23 7-8 >935 360 MT20 185/148 10.0 Lumber DOL 1.15TCDL BC 0.89 Vert(CT) 0.40 7-8 >538 240 BCLL " Rep Stress Incr NO j WB 0.67 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.07 7-8 >999 240 Weight: 83 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, 3-5: 2x6 OF No.2 except 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* WEBS 1 Row at midpt 2-9 4-7: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer I_ Installation guide. REACTIONS. (lb/size) 6=1382/0-5-8, 9=865/Mechanical Max Horz 9=-78(LC 6) Max Uplift6=-108(LC 7), 9=-41(LC 6) Max Grav 6=1509(LC 12), 9=965(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-1433/133, 2-3=-2439/64, 3-1 1=-3269/101,11-12=-3282/100, 4-12=-3302/100 BOT CHORD 8-9=-54/2422, 7-8=-58/3229, 6-7=0/269 WEBS 4-7=-82/3072, 3-7=-473/79, 3-8=-826/38, 2-8=0/377, 2-9=-2451/86 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=4.8psf, h=25ft; Cat. 11; Exp B; enclosed; C-C Extenor(2) 0-4-10 to 3-4-10, Interior(1) 3-4-10 to 21-4-10; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. �NIING ZA 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 - `9O 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. P/A$ 7) Refer to girder(s) for truss to truss connections. 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 6 and 41 lb uplift at joint C-0 ?� 9. 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) 222 lb down and 16 lb up at �� 13-9-2, and 222 lb down and 16 lb up at 16-3-4 on top chord. The design/selection of such connection device(s) is the responsibility 54074 c{, 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). S+ G `SIGNAL LOAD CASE(S) Standard Continued on page 2 June 2,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f 0/0312015 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, 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 1 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ! !Job i Truss Truss Type QIy Ply Tukwila Village - Building K3269499 J1605024 IA27 Roof Special 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:23 2017 Page 2 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-m7B 1 gv5EO06kZ71OEsUdpflxPN?R7koCn5SMjGzAM66 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 6-9=-20 Concentrated Loads (lb) Vert: 11 =-209(F) 12=-209(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-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 ANSITfPl1 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 Ji605O24 A28 ROOF SPECIAL ProBuild Arlington, Adington,WA 98223 1-9-6 5-10-12 6x10 = 2x4 11 1 2 12 I r� M 1 0.50 112 06 = 3 5-10-4 Tukwila Village - Building K3269500 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:23 2017 Page 1 I D:5pNbgixegAX 1 gtFlf5rnCyzXm7z-m7B 1 gv5EO06kZ71OEsUdpflzVN_g7jOCn5SMjGzAM66 5x8 = 6-1-12 11 - - - 7 3x4 1 8x8 4x6 = 8x8 = 4x6 1 I_t-9F 1 7-8-2_ 2-11-4 Scale = 1:37.5 4 W 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 0.76 Vert1(tQ -0.26 8-9 >892 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.94 Vert(CT) -0.45 8-9 >519 240 TCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.15 8-9 >999 240 1 Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except 1-4: 2x4 DF 180OF 1.6E end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing. WEBS 2x4 HF Stud 'Except` WEBS 1 Row at midpt 5-8, 4-9, 3-10 5-7: 2x6 DF No.2, 5-8: 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) 7=1457/0-5-8, 11=920/Mechanical Max Horz 11=-80(LC 24) Max Uplift7=-614(LC 26), 11=-327(LC 23) Max Grav 7=1747(LC 37), 11=1092(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-1667/632, 1-2=-957/254, 2-12=-1081/533, 3-12=-2113/1665, 3-4=-4173/2049, 4-13=-3849/1059, 13-14=-3859/1754, 5-14=-4716/2243, 1-11=-11091323 BOT CHORD 10-11=-453/471, 9-10=-913/3216, 8-9=-912/3695, 7-8=-1271/1606 WEBS 5-8=-2055/4190, 4-8=-703/459, 4-9=-1857/1538, 3-9=-284/532, 3-10=-2634/1118, 2-10=-427/85, 1-10=-451/1546 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-4-10 to 3-4-10, Interior(1) 3-4-10 to 22-10-4; 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=1.1 3) Unbalanced snow loads have been considered for this design. ONUNG Z, 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 `'Y non -concurrent with other live loads. WAS 0 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C� 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. y G� 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 614 lb uplift at joint 7 and 327 lb uplift at joint 11. a 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 54074 loads along bottom chord from 0-0-0 to 19-8-2 for 250.0 plf. Or{,�' �G74 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 222 lb down and 16 lb up at I�1VAL 15-p2-11, and 222 lb down and 16 lb up at 17-8-13 on top chord. The design/selection of such connection device(s) is the Continued on page°others. Julie 2,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/T015 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 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 ANSI/TPI1 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 605024 IA28 Truss Type ROOF SPECIAL City ,Ply Tukwila Village - Building K3269500 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:23 2017 Page 2 I D:5pNbgixegAX1 gtFtt5mCyzXm7z-m7B 1 gv5EO06kZ71OEsUdpflzVN_g7jOCn5SMjGzAM66 NOTES- 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: 1-5=-70, 5-6=-70, 7-11=-20 Concentrated Loads (lb) Vert: 13=-209(F) 14=-209(F) ® WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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 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• jis ahvays 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 Ply Tukwila Village- Building iQty K3269501 J1605024 A29 ROOF SPECIAL � 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 4-3-3 3x4 i I 6 44 = 44 = 2 5 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:24 2017 Page 1 1 D:5pNbgixegAX1 gtFlf5mCyzXm7z-FKIQtF6s9h EbBHtaoa?sMtl BnmT5sF?L?ICvFizAM65 7-2-12 Scale = 1:19.5 0.50 12 4 3x4 I I LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 BCDL 10.0 Rep Stress Incr YES BCLL 0.0 ' BCDL 10.0 Code IBC2015/TP12014 CSI. TC 0.54 BC 0.35 WB 0.42 (Matrix) DEFL. in Vert(LL) -0.08 Vert(CT) -0.16 Horz(CT) 0.01 Wind(LL) 0.01 (loc) I/defl L L L/d 4-5 >999 360 4-5 >848 240 4 n/a n/a 5 >999 240 PLATES GRIP MT20 185/148 Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E 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 guide. REACTIONS. (lb/size) 6=504/Mechanical, 4=504/Mechanical Max Horz 6=-87(LC 6) Max Uplift6=-49(LC 6), 4=-46(LC 7) Max Grav6=544(LC 11), 4=544(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-926/54, 3-8=-936/52, 3-4=-472/76 BOT CHORD 5-6=-73/925 WEBS 2-6=-1004/65, 3-5=-52/809 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-4-3; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. 0I G Z�tr 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 6 and 46 lb uplift at joint `9 4. `N �JJAS O 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��n- �� 54 74 w� GIST 4 �sSjGNAL�G� June 2,2017 A WARNING -Verify design parameters and READ NOTES ON THIS 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 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• i is always required for stability and to prevent collapse vdth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSItTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Truss Type iQty I Ply I Tukwila Village - Building i K3269502 ROOF SPECIAL ProBuild Arlington, Arlington,WA 98223 5-5-4 3x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:24 2017 Page 1 ID:5pNbgixegAX1 gtFlf5mCyzXm7z-FKIQtF6s9hEbBHtaoa?sMtlBjmSasBoL?ICvFizAM65 12-8-0 7-2-12 Scale = 1:22.1 6 46 = 4 3x4 11 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code ISC2015ITP12014 CSI. TC 0.54 BC 0.39 WB 0.69 (Matrix) DEFL. in Vert(LL) -0.08 Vert(CT) -0.16 Horz(CT) 0.01 Wind(LL) 0.02 (loc) I/deft L/d 4-5 >999 360 4-5 >907 240 4 n/a n/a 5 >999 240 PLATES GRIP MT20 185/148 0 Weight: 56 lb FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 5-9-15 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. 6-7: 2x6 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) 6=553/0-5-8, 4=553/Mechanical Max Horz 6=-146(LC 6) Max Uplift6=-60(LC 6), 4=-54(LC 7) Max Grav6=600(LC 11), 4=600(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1135/97, 3-9=-1146/95, 3-4=-528/84 BOT CHORD 5-6=-116/1134 WEBS 2-6=-1156/93, 3-5=-96/1022 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 12-6-4; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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. �jdilNG 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 6 and 54 lb uplift at joint �w 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C- ��a &, 540 w� �.{, 61STa SSIDNAL�G� June 2,2017 WARNING -Verify design parameters and READ NOTES ON THIS 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 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 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 j Truss Type ROOF SPECIAL Tukwila Village - Building K3269503 ProBuild Arlington, Arlington,WA 98223 N N� 7-4-1 7-4-2 46 = 0.50 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:25 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5rnCyzXm7z-j WJo5b7Uw?MSoRSmMH W5v4gKtAfgbbSUEPxSn8zAM64 7-5-2 10 V 5x8 WB = 6 5x8 = 4x4 = 6x10 - 4x6 = 2-11-7 Scale = 1:41.2 j I LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.64 Lumber DOL 1.15 BC 0.96 Rep Stress Incr YES WB 0.85 Code IBC2015/TP12014 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (lac) I/deft L/d -0.39 7-9 >662 360 0.67 7-9 >389 240 0.09 6 n/a n/a 0.11 7-9 >999 240 PLATES GRIP MT20 185/148 Weight: 104 lb FT = 20% i LUMBER- BRACING - TOP CHORD 2x6 DF No.2 "Except" TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except 1-3: 2x4 DF 180OF 1.6E end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud `Except' WEBS 2 Rows at 1/3 pts 2-10 10-11: 2x6 DF No.2, 3-9,4-7: 2x4 HF 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. (lb/size) 10=962/0-5-8, 6=1210/0-5-8 Max Horz 10=-133(LC 6) Max Uplift I O=-46(LC 6), 6=-98(LC 7) Max Grav 10=1100(LC 12), 6=1354(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-263/52, 2-3=-3136/117, 3-4=-3826/79, 4-6=-1270/129 BOT CHORD 9-10=-114/3116, 8-9=-75/3766, 7-8=-75/3766, 6-7=0/251 WEBS 2-10=-3081/99, 2-9=0/383, 3-9=-661/31, 3-7=-423/92, 4-7=-109/3600 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 25-0-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=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=1.1 3) Unbalanced snow loads have been considered for this design. 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 46 lb uplift at joint 10 and 98 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r OMING 2A,7 June 2,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4VI-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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Nug Circle i 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 K3269504i J1605024 B01 ROOF SPECIAL GIRDER 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:25 2017 Page 1 ID:5pNbgixegAX1 gtFlf5mCyzXm7z-j WJo5b7Uw?MSoRSmMH W5v4gl4AiFbaOUEPxSn8zAM64 �26,2�___-9 9-1-1➢ ]3$-11 18-3_3 22A0_15 � 2-6-2 2-2-6 4-5-1 4-5-1 4-8-8 4-7-12 0.40 L_ 4x4 11 5x8 = 6x6 — 3x6 = 1 2 3 4 N 1 4x12 = 8x8 = 8x16 MT20HS = 8x12 = 5x12 = 8 4x6 Scale = 1:37.6 26-2 4 -9 9_UO - 13-6-11 26_2 2-2-6 4_5_1 . 4-5-1 4-8-8 Plate Offsets (X,Y)— [1:0-2-0,0-1-2], [2:0-3-8,0-1-8], [5:0-2-4,Edge], [6:0-4-4,0-1-12], [8:Edge, 0-2-0], [9:0-3-8,0-2-0], [10:0-3-8,0-4-4], [11:0-8-0,0-4-8], [12:0-3-8,0-4-0], [13:0-5-12 .0-1-81 LOADING (Ps25 0 CLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.28 10 >737 360 1 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.81 Vert(CT) -0.51 10 >408 240 i MT20HS 139/111 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) -0.06 13 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.16 10 >999 240 Weight: 218 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except 1-5: 2x4 DF 240OF 2.0E end verticals. BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 1-13,6-8: 2x6 DF No.2, 6-9: 2x4 DF 180OF 1.6E, 2-12: 2x4 HF No.2 REACTIONS. (lb/size) 8=4377/0-5-8, 13=7145/Mechanical Max Horz 8=-49(LC 4) Max Uplift8=-364(LC 4), 13=-535(LC 5) Max Grav8=4438(LC 11), 13=7506(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7123/506, 3-4=-13461/956, 4-5=-17276/1226, 5-6=-12424/876, 6-8=-3966/355 BOT CHORD 12-13=-508/7118, 11-12=-961/13452, 10-11 =-1 235/17260, 9-10=-870/12219, 8-9=-83/1128 WEBS 2-13=-9496/677, 3-11=-289/4635, 4-11=-4011/289, 4-10=-35/1244, 5-10=-392/5231, 5-9=-1553/165, 6-9=-830/11591, 2-12=-436/6396, 3-12=-7851/562 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 0-4-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 13-2 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 to distribute loads ZIt provided only noted as (F) or (B), unless otherwise indicated. O�G - Wind: 3) nd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C b' w O Exterior(2); 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=1.1 CEO 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 non -concurrent with other live loads. 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. 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. 54074 w� 9) Refer to girder(s) for truss to truss connections. 10) Provide metal or equivalent at bearing(s) 13 to O �� IST�R� SSjONAL� plate support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 Ib uplift at joint 8 and 535 Ib uplift at joint 13. Continued on page 2 June 2,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 019I-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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Tukwila Village - Building J1605024 Boll ROOF SPECIAL GIRDER 1 2 K32695041 I Job Reference o tiona0 ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:25 2017 Page 2 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-j WJo5b7Uw?MSoRSmMH W5v4g14AiFbaOUEPxSn8zAM64 NOTES- 12) "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: 1-6=-70, 6-7=-70 Trapezoidal Loads (plf) Vert: 13=-1123(F=-484, B=-619)-to-8=-20(F=O, B=0) WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7477 rev. 10/03/2075 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 K3269505 I11605024 B02 ROOF SPECIAL GIRDER 1 4 Job Reference (option 31 ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:26 2017 Page 1 ID:5pNbgixegAXlgtFif5rnCyzXm7z-BitAlx76hJVIQblyw?1KRINana6DK2geT3hOJbzAM63 � 4-0- 7_ 0A � 11-711 T 1 r5-1 T 1927�?2-11,.3T 27-0_12 3Q-9_5� 4-0-14 3-9-6 3-9-6 3-9-6 3-9-6 3-9-6 4-0-15 3-8-9 Scale = 1:50.8 4x6 = 0.40 L12 jet 19 10 11 1b 14 13 12 11 5x12 = 8x8 = 6x6 = 8x16 MT20HS — 6x6 — 5x8 = WO = 4x6 F4-014 7-10c �U_7�1_�15�`c1 19^27 �22]1,_1 279_1.2� TOADING (ps25 O CLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.42 14-16 >754 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.76 14-16 >418 240 MT20HS 139/111 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.23 14-16 >999 240 Weight: 667 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 2x6 DF 240OF 2.0E end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 19-20,9-11: 2x6 DF No.2, 2-19,8-13,9-12: 2x4 HF No.2 REACTIONS. (lb/size) 19=9504/0-5-8, 11=5657/0-6-4 Max Horz 19=-132(LC 4) Max Uplift 1 9=-717(LC 4), 11=-445(LC 4) Max Grav 19=9856(LC 10), 11=5753(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-464/58, 1-2=-1048/156, 2-3=-16717/1280, 3-4=-27338/2039, 4-5=-32546/2407, 5-6=-32331/2383, 6-7=-32336/2382, 7-8=-26847/1974, 8-9=-15499/1133, 9-11=-5199/426 BOT CHORD 18-19=-1270/16685, 17-18=-2032/27301, 16-17=-2404/32506, 15-16=-2383/32294, 14-15=-2383/32294, 13-14=-1977/26812, 12-13=-1140/15446, 11-12=-162/2158 WEBS 2-19=-17308/1254, 2-18=-535/8015, 3-18=-11626/851, 3-17=-310/4842, 4-17=-5631/419, 4-16=-113/2112, 5-14=-272/66, 7-14=-429/5801, 7-13=-2396/221, 8-13=-878/11905, 8-12=-3452/301,9-12=-1013/13785 NOTES- 1) 4-ply truss to be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ Simpson SIDS 1/4x6 or USP WS6 as follow: 2X6- 2 rows spaced at 2-0-0 o.c 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=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2), 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=1.1 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 non -concurrent with other live loads. 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. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 717 lb uplift at joint 19 and 445 lb uplift at joint 11. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 7- p1AWG `t971 v 54074.,p �O.C' '�AGISTE SSIONAL��� - June 2,2017 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.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, 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 K3269505'. J1605024 B02 ROOF SPECIAL GIRDER 1 4 Jab Reference�tional ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:26 2017 Page 2 I D:5pNbgixegAX 1 gtFlf5rnCyzXm7z-BltAlx76hJVl Qb 1 yw?1 KRINana6DK2geT3hOJbzAM63 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-9=-70, 9-10=-70 Trapezoidal Loads (plf) Vert: 19=-959(F=-469, B=469)-to-11=-20 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 properly incorporate this design into the overall t^ 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 K3269506 J1605024 C01 Flat 1 1 Job Reference optional ProBuild Arlington, Ariington,WA 98223 7.640 s Sep 29 2015 MiTek .Industries, Inc. Fri Jun 02 09:04:26 2017 Page 1 I D:5pNbgixegAX 1 gtFlf5mCyzXm7z-BitAlx76hJVIQb1 yw?1 KRI NXUa9h K7eeT3hOJbzAM63 7_3_1 14-6-2 7-3-1 7-3-1 Scale = 1:25.1 2x4 I I 3xB = 1 3x8 = 6 4x12 = 3x4 I I 3x4 11 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.08 5 >999 360 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.17 4-5 >999 240 BCLL Rep Stress Incr YES WB 0.54 Horz(CT) 0.00 4 n/a n/a Rnnl 1nnnn Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.03 5 >999 240 LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (lb/size) 6=640/0-5-8.4=640/Mechanical Max Horz 6=-71(LC 4) Max Uplift6=41(LC 4), 4=41(LC 5) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-569/69, 1-7=-1492/59, 2-7=-1492/59, 2-8=-1492/59, 3-8=-1492/59, 3-4=-569/69 WEBS 1-5=-67/1429, 2-5=-555/105, 3-5=-68/1429 PLATES GRIP MT20 185/148 Weight: 58 lb FT = 20% Structural wood sheathing directly applied or 5-4-9 oc pudins, 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=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-4-6; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 41 lb uplift at joint 6 and 41 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7' O �IUNG Z -'q �O� � 54y 74 k,'� �s'SIONAL�G� - June 2,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-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 i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 IQty Ply Tukwila Village - Building K32695 77 J1605024 CO2 Flat 11 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:27 2017 Page 1 ID:5pNbgixegAXlgtFlf5mCyzXm7z-fvRYWG8kScd92lc9TiYZ_Vwkf W33bCniiQZslzAM62 66=5 1,Ln_10 6-6-5 Scale = 1:22.5 2x4 11 1 3x6 = US = 6 412 = 3x4 II 3x4 11 LOADING (psf) TCLL 25.0 TCDL (Roof Snow=25.0) 0.0 BCLL 10.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.37 BC 0.27 WB 0.45 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d PLATES GRIP -0.06 5 >999 360 MT20 185/148 -0.11 5-6 >999 240 0.00 4 n/a n/a 0.02 5 >999 240 1 Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E 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. i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=574/0-5-8, 4=574/Mechanical Max Horz 6=69(LC 6) Max Uplift6=-43(LC 4), 4=-43(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-510/68, 1-7=-1256/58, 2-7=-1256/58, 2-8=-1256/58, 3-8=-1256/58, 3-4=-510/68 WEBS 1-5=-65/1206, 2-5=-496/98, 3-5=-66/1206 NOTES- 1) Wind: ASCE 7-10, Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-10-14; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 43 lb uplift at joint 6 and 43 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �Q.DI�NG ZO 54074 k, °.tl crs R �sSIONALG June 2,2017 ® 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 j 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' l.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MY� 1 R 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 K3269508 J1605024 CO3 (Flat 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:27 2017 Page 1 ID:5pNbgixegAX1 gtFlf5rnCyzXm7z-fvRYWG8kScd92lc9TiYZ_Vwlw_X23dRniiQZs1 zAM62 5 9— 11-7-1 5-9-9 5-9-9 Scale = 1:19.9 3x6 = 1 2x4 II 2 3x6 = 3 6 3x4 3x4 11 LOADING (psf) TCLL 25.0 (Roof Snow=225.)Plate TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Grip DOL 1.15 i TC 0.29 Lumber DOL 1.15 BC 0.21 Rep Stress Incr YES WB 0.37 Code IBC2015/TPI2014 (Matrix) DEFL. in Vert(LL) -0.04 Vert(CT) -0.07 Horz(CT) 0.00 Wind(LL) 0.01 (loc) I/deft L/d 5 >999 360 5-6 >999 240 4 n/a n/a 5 >999 240 PLATES GRIP MT20 185/148 Weight: 47 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 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=508/0-5-8, 4=508/Mechanical Max Horz 6=-67(LC 4) Max Uplift6=-46(LC 4), 4=-46(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-451/68, 1-7=-1031/56, 2-7=-1031/56, 2-8=-1031/56, 3-8=-1031/56, 3-4=-451/68 WEBS 1-5=-63/994, 2-5=-438/91, 3-5=-63/994 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-5-5; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 46 lb uplift at joint 6 and 46 lb uplift at joint a. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O1�iiNG 2 0� 54074 �'Y-rONAL ST5�� " June 2,2017 I -- WARNING - Verify design parameters an dy g Pa d READ NOTES ON AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/T015 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 very 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 K3269509 J1605024 C04 Flat 1 1 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:28 2017 Page 1 I D:5pNbgixegAX1 gtFlf5rnCyzXm7z-75?wjc9MDw10fvAL1 Q4oNSxnOu6o5sxwMA6OTzAM61 5-0-12 10-1- 5-0-12 5-0-12 Scale = 1:17.4 3x4 = 1 2x4 2 3x4 3 6 3x4 3x4 11 (Ps25.0 TOADING CLL(Roof SPACING- 2-0-0 i CSI. DEFL. in (loc) I/defi Ud PLATES GRIP Snow=25.0) Plate Grip DOL 1.15 ! TC 0.22 Vert(LL) -0.03 5 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(CT) -0.05 5-6 >999 240 BCDL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.01 5 >999 240 i Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc 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=443/0-5-8, 4=443/Mechanical Max Horz 6=-65(LC 4) Max Uplift6=-49(LC 4), 4=-49(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-392/67, 1-7=-820/54, 2-7=-820/54, 2-8=-820/54, 3-8=-820/54, 3-4=-392/67 WEBS 1-5=-61/795, 2-5=-380/85, 3-5=-62/795 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-11-13; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 49 lb uplift at joint 6 and 49 lb uplift at joint a. �MING 2 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 54074� .� GISTF June 2,2017 A 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 ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Inforrnation 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 J1605024 C05 Flat 1 1 K3269510 Inh Gcfnronro /nn}inn�l\ ProBuild Arlington, Arlington,WA 98223 4-4-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:28 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-75?wjc9M DvAOfvAL1 Q4oWjSxiOvZo5WxwMA6OTzAM61 6=" 4-0-0 Scale = 1:16.6 3x4 = 2x4 1 7 2 8 3x4 = 3 6 2x4 I I 2x4 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP (Roof Snow=25.0) Plate Grip COL 1.15 TC 0.22 Vert(LL) 0.02 5 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 4 n/a n/a Rrnl inn Code IBC2015lfP12014 (Matrix) Wind(LL) 0.01 5 >999 240 i Weight: 35lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (lb/size) 6=377/0-5-8, 4=377/Mechanical Max Horz 6=-63(LC 4) Max Uplift6=-51(LC 4), 4=-51(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-341/66, 1-7=-646/55, 2-7=-646/55, 2-8=-646/55, 3-8=-646/55, 3-4=-341/66 WEBS 1-5=-71/684, 2-5=-354/87, 3-5=-71/684 Structural wood sheathing directly applied or 6-0-0 cc 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=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B, enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-6-4; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 51 lb uplift at joint 6 and 51 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7" ONUNG 2 'R �7074� ,(4 �SSIGNAL��� - June 2,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 116II-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 OF 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 i 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 J 1605024 C06 Flat 1 1 K3269511 Job Reference (optional r-roouaa mnmgton, mningion,vvri ydZZ3 7-2-8 /.64o s Sep 29 2U15 MiTek Industries, Inc. Fri Jun 02 09:04:28 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-75 ?wjc9MDwl0fvAL1 Q4o WjSmaOo4o92xwMA6OTzAM61 Scale = 1:14.0 3x6 = 1 5 2x4 6 2 4 2x4 3x6 = LOADING (psf) 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 0.93 Vert(LL) -0.15 3-4 >562 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.30 3-4 >281 240 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.00 4 ���� 240 , Weight: 29 lb FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=311/0-5-8, 3=31 1 /Mechanical Max Horz 4=61(LC 6) Max Uplift4=-54(LC 4), 3=-54(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied, 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 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=25ft; Cat. ll; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-0-12; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 54 lb uplift at joint 4 and 54 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r pNiING Z -*I -'�- -0 540 � �GISTER ssIONAL�G� - June 2,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE iY01-717J rev. 10/03/2015 BEFORE USE. il 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'li 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 ANSII P11 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 Truss Truss Type Qty Ply Tukwila Village - Building K3269512 ,Job J1605024 C07 IFlat 1 1 i Job Reference (ooptiontaI -- ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:29 2017 Page 1 ID:5pNbgixegAXlgtFlf5mCyzXm7z-bHZJwyA EttH21Xb7b13w?1BnBjXcT490vgwwzAM60 5-8-15 5-8-15 3x6 — 2x4 ' Scale = 1:11.6 1 5 F 2 2x4 I I 3x6 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP Plate Grip (Roof Snow=25.0) p DOL 1.15 TC 0.56 Vert(LL) -0.06 3-4 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.11 3-4 >572 240 BCLL 0.0 ' Rep Stress Incr YES j WB 0.02 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC20151TPI2014 (Matrix) Wind(LL) 0.00 4 "" 240 Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-15 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) 4=245/0-5-8, 3=245/Mechanical Max Horz 4=-59(LC 4) Max Uplift4=-56(LC 4), 3=-56(LC 5) 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=25ft; Cat. II; Exp B, enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-7-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip COL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 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 56 lb uplift at joint 4 and 56 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7' ON"NG 2k� June 2,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 I MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Hug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job ITruss Truss Type Qty Ply Tukwila Village - Building K3269513 J1605024 C08 Flat i1 1 Job Reference optional ProBuild Arlington, Ariington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:29 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-bHZJwyA_EftH21Xb7bl3w?5OnEAXcc490vgwwzAM60 __2 4-3-12 1 3x4 = 5 a 2 2x4 I I Scale = 1:10.5 3x4 = 2x4 11 (ps25.0 TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 3-4 >999 360 I MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(CT) -0.03 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(ILL) 0.00 4 .... 240 Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 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) 4=181/0-5-8, 3=1 81 /Mechanical Max Horz 4=-56(LC 4) Max LIplift4=-51(LC 4), 3=-51(LC 5) 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=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-2-0; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 51 lb uplift at joint 4 and 51 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o� wAs� o �w c GO 54074� �SS'ONAL G� " June 2,2017 A WARNING - Verfry 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 I�^ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall'i 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 passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV Pl1 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 K3269514 J1605024 C09 Flat 1 1 Job Reference o tional ProBuild Arlington, Arlingtorl 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:30 2017 Page 1 I D:5pNbgixegAX 1 gtFff5rnCyzXm7z-3U7h81AdkX?kvCKk9r6Gc8YGTBYmG_IDOgfDSMzAM6? 5-840 11_5-3 5-8-10 5-8-10 Scale = 1:19.6 1 3x6 = 2x4 11 2 3x6 = 3 6 3x4 11 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 BCDL 10.0 Rep Stress Incr YES WB 0.34 BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.03 5 >999 360 Vert(CT) -0.06 5-6 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(ILL) 0.01 5 >999 240 PLATES GRIP MT20 185/148 e Weight: 47 lb FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E 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 Do bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS. (lb/size) 6=501/0-5-8, 4=501/Mechanical Max Horz 6=-74(LC 4) Max Uplift6=-47(LC 4), 4=-47(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-446/69, 1-7=-916/51, 2-7=-916/51, 2-8=-916/51, 3-8=-916/51, 3-4=-446/69 WEBS 1-5=-61/896, 2-5=-436/91, 3-5=-62/896 NOTES- 1) Wind: ASCE 7-10, Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-3-7; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 47 lb uplift at joint 6 and 47 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OMING Z �'04 was, o OZ: co O � 54074� w ,{, Gis �SSIDNALG June 2,2017 A 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 ANSIRPI7 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 J1605024 !C10 ProBuild Arlington, Artington,WA 98223 1 3x4 - 6 2x4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud ,Truss Type Flat -4-41-1Z- 4-11-13 4-11-1 _ SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 REACTIONS. (lb/size) 6=43610-5-8, 4=436/Mechanical Max Harz 6=72(LC 4) Max Uplif:6=50(1_C 4), 4=-50(LC 5) 7 Qty Ply Tukwila Village - Building 1 1 K3269515, Job Reference (optonal _- 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:30 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5rnCyzXm7z-3U7h81AdkX?kvCKk9r8Gc8YGXBZbG?gDOgfDSMzAM6? 4-11-13 2x4 i 1 3x4 -_-_ 2 8 3 lam- ---- -- ----- - Scale = 1:19.0 ---- CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.26 Vert(LL) -0.02 5 >999 360 MT20 185/148 BC 0.16 Vert(CT) -0.04 5-6 >999 240 WB 0.27 Horz(CT) 0.00 4 n/a n/a (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 41 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-387/68, 1-7=-722/50, 2-7=-722/50, 2-8=-722/50, 3-8=-722/50, 3-4=387/69 WEBS 1-5=-60U13, 2-5=-378/85, 3-5=-60/713 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-9-15; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 50 lb uplift at joint 6 and 50 lb uplift atjoint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING - Verfry deign paameters and READ NOTES ON THIS AND INCLUDED N/TEK REFERENCE PAGE MI-7473 rov. 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 is aWays 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7' OWNG ZAV7 June 2,2017 W. MiTek' 250 Klug Circle Corona, CA 92880 Job (Truss Truss Type Qty Ply Tukwila Village - Building K3269516 IJ1605024 C11 Flat 1 1 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MliTek Industries, Inc. Fri Jun 02 09:04:30 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-3U7h81AdkX?kvCKk9r6Gc8YHFBa2GOTDOgfDSMzAM6? 43- R.62 43-1 4-3-1 Scale = 1:16.3 3x4 2x4 11 3x4 = = 1 7 2 R 3 u ILJI I i i I Ll LA I 5 4 3x8 = 2x4 11 2x4 1! T(ps2 CLL 5.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.22 BC 0.13 WB 0.23 (Matrix) DEFL. in Vert(LL) -0.01 Vert(CT) -0.03 Horz(CT) 0.00 Wind(LL) 0.01 (loc) I/deft L/d PLATES GRIP 5 >999 360 MT20 185/148 5-6 >999 240 4 n/a n/a 5 >999 240 Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 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 guide. REACTIONS. (lb/size) 6=370/0-5-8, 4=370/Mechanical Max Horz 6=-71(LC 4) Max Uplift6=-53(LC 4), 4=-53(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-335/67, 1-7=-562/50, 2-7=-562/50, 2-8=-562/50, 3-8=-562/50, 3-4=-335/67 WEBS 1-5=-68/605, 2-5=-350/86, 3-5=-68/605 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-4-6; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 53 lb uplift at joint 6 and 53 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. June 2,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7477 rev. f0/03/2015 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/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 K3269517 J1605024 C12 Flat 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:31 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-Xgg3LeBFVr7b WMvwiYdV8L41YbpC? WkNcKOn?ozAM6_ L-0_9 7-0-9 Scale = 1:13.7 3x6 = 2x4 11 1 F a 2 2x4 3x6 — LOADING (psf) TCLL 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 0.89 Vert(LL) -0.13 3-4 >602 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.27 3-4 >301 240 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.00 4 "" 240 Weight: 28 lb FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=304/0-5-8, 3=304/Mechanical Max Horz 4=-69(LC 4) Max Uplift4=-56(LC 4), 3=-56(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied, 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 ouide._ NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-10-13; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 56 lb uplift at joint 4 and 56 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � o WAS 9 co 54074� kf� �.� cxs1�R sSIONAL�� June 2,2017 ®WARNING - Ve ' design rdy g 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 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 ANSIfTP11 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 s Truss Type Qty Ply Tukwila Village - Building TC K3269518 IJ1605024 Flat 1 1 Job Reference (o tional ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:31 2017 Page 1 1 D:5pNbgixegAX1 gtFlf5mCyzXm7z-Xgg3LeBFVr7bWMvwiYdV8L4NEbtV?WxNcKOn?ozAM6_ i 5�-1 5-7-1 3x4 = 2x4 11 Scale = 1:12.3 1 s a 2 4 2x4 11 3x4 = (Ps25.0 LOADING CLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TIC 0.52 Vert(LL) -0.05 3-4 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(CT) -0.10 3-4 >626 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.00 4 *`** 240 Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-1 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) 4=238/0-5-8, 3=238/Mechanical Max Horz 4=-67(LC 4) Max Uplift4=-58(LC 4), 3=-58(LC 5) 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=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-5-5; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 58 lb uplift at joint 4 and 58 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. June 2,2017 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-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, 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 ANSI7rPl1 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 K3269519 J1605024 C14 Flat 1 1 Job Reference o tionaU ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:31 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-Xgg3LeBFVr7b WMvwiYdV8L4RLbvu?W5NcKOn?ozAM6_ 4_1_8 4-1-8 1 3x4 = F = 2 2x4 !I Scale = 1:11.4 4 2.4 LOADING (psf) TCLL 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 0.26 Vert(LL) -0.01 3-4 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(CT) -0.03 3-4 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Wind(LL) 0.00 4 """ 240 Weight: 17 lb FT = 20% g LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-8 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) 4=173/0-5-8, 3=173/Mechanical Max Horz 4=-64(LC 4) Max Uplift4=-52(LC 4), 3=-52(LC 5) 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=25ft; Cat. Il; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-11-12; Cantilever left and right exposed ; end vertical left and right exposed, Lumber D0L=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=1.1 3) Provide adequate drainage to prevent water ponding. 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 52 lb uplift at joint 4 and 52 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7'. oiAING z - R O 71 54074 w� I� o.t� 91sTE A sSjONAL��G June 2,2017 -- AWARNING - Ver((y 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 ANSVTPIt 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 IJob Truss Truss Type Qty Ply Tukwila Village - Building K3269520 jJ1605024 C15 Flat 1 1 i Job Reference ( ptional ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:32 2017 Page 1 ID:5pNbgixegAX1gtFlf5mCyzXm7z-OsERZ_CtG9FS8WU6GF8khZdfj?HfkzNWr 8KWFzAM5z 2-7-15 3x4 = 2 2x4 II 4 2x4 Scale = 1:11.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.09 BC 0.05 WB 0.01 (Matrix) DEFL. in Vert(LL) -0.00 Vert(CT) -0.00 Horz(CT) 0.00 Wind(ILL) 0.00 (loc) Udell Ud PLATES GRIP 3-4 >999 360 MT20 185/148 3-4 >999 240 3 n/a n/a -�#* a 4 240 Weight: 12 lb FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-15 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. j MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=107/0-5-8, 3=107/Mechanical Max Horz 4=60(LC 5) Max Uplift4=-43(LC 4), 3=-43(LC 5) Max Grav 4=114(LC 9), 3=114(LC 10) 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=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 43 to uplift at joint 4 and 43 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ONIANG June 2,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/09/2015 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 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 iQty, Ply Tukvrila Village - Building K3269521 J1605024 D01 Roof Special 1 1 Job Reference (optional ProBuild Arlington, Adington,WA 98223 3-M 0.50 12 1 2x4 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:32 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-OsERZ_CtG9FS8WU6GF8khZdfg?C6kv3Wr_8KWFzAM5z 6_8=8 3-5-B 6x10 = 2x4 II 6 4 4x4 = 4x4 = Scale = 1:13.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 j CSI. TC 0.09 BC 0.34 WB 0.29 (Matrix) DEFL. in Vert(LL) -0.02 Vert(CT) -0.03 Horz(CT) 0.01 Wind(LL) 0.01 w (loc) I/deft Ud PLATES GRIP 5 >999 360 MT20 185/148 5 >999 240 4 n/a n/a 5 >999 240 Weight: 37 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 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) 6=676/0-3-0, 4=482/0-5-8 Max Horz 6=49(LC 7) Max Uplift6=-137(LC 6), 4=-95(LC 7) Max Grav 6=693(LC 14), 4=488(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-173/1006, 4-5=-173/1006 WEBS 2-6=-1022/178, 2-5=-22/356, 2-4=-1036/170 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-3-0, Intedor(1) 3-3-0 to 6-6-12; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 6 and 95 lb uplift at joint ONUNG ZA 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.�F - W O 9) 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) CASE(S) Standard C 51 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70 "dd 54074 Trapezoidal Loads (plf) Ap Vert:6=-201(F=-181)-to-4=-20 r+1$TER� Oslo L June 2,2017 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 aKNays 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 Mug 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 K3269522 J1605024 E01 MONOPITCH 4 1 _ Job Reference (optional) rrobuna Arlington, Anington,VVA 9a123 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:32 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-OsERZ_CtG9FS8WU6GF8khZddg?DbktrWr_8KWFzAM5z 7 4-6-2 4-9-2 6 2x4 I I 4 4x6 = Scale = 1,17.4 8 TOADING (PsCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015ITP12014 CSI. TC 0.22 BC 0.31 WB 0.43 (Matrix) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.05 5 >999 360 MT20 185/148 Vert(CT) -0.08 5 >999 240 Horz(CT) 0.01 4 n/a n/a Wlnd(LL) 0.02 5 >999 240 Weight: 41 lb FT = 20% i LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc puffins, 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. 6-7,4-8: 2x6 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) 6=397/0-5-8, 4=397/0-5-8 Max Horz 6=173(LC 7) Max Uplift6=-68(LC 6), 4=-70(LC 7) Max Grav 6=422(LC 10), 4=422(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-363/83, 1-9=-1102/69, 2-9=-1093170 BOT CHORD 4-5=-156/1095 WEBS 1-5=-179/917, 2-4=-978/161 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 9-0-8; 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=1.1 3) Unbalanced snow loads have been considered for this design. 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 68 lb uplift at joint 6 and 70 lb uplift at joint �rdNG 2A - 4. `4 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r �,r WAS;, G ¢+ ,� 14074,4G,r �s`rI0NAL June 2,2017 A 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 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/TPl1 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circe 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 " K3269523 J1605024 F01 FLAT GIRDER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:33 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5rnCyzXm7z-U2opmKDV 1 SNJmg3JgzfzDmAghP WGTQTg4eff2hzAM5y 0 1-8 2-6-0 0 1-8 2-4-8 1 2 3x4 = 3 2x4 11 2x4 11 3x4 = Scale = 1:13.3 LOADING (psf) TCLL 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 0.08 Vert(LL) -0.01 4-5 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.01 4-5 >999 240 Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins, except BOT CHORD 2x4 OF 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=289/Mechanical, 5=342/Mechanical Max Horz 5=-48(LC 4) Max Uplift4=-84(LC 5), 5=-92(LC 4) Max Grav 4=314(LC 10), 5=346(LC 10) 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=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2); 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 84 lb uplift at joint 4 and 92 lb uplift at joint 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) 460 lb down and 103 lb up at 1-3-0 0r1iING 2�tr 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).�� WASJrf„ , LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) T Vert: 1-3=-70, 4-6=-20 j Concentrated Loads (lb) Vert:7=-419(F) ��+ 54074 w 10NAL June 2,2017 A 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 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 I 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 ANSlrrPlt 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 I Truss Type Ioty Ply Tukwila Village - Building K3269524 J1605024 G01 Monopitch 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 5-6-7 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:33 2017 Page 1 I D:SpNbgixegAX 1 gtFlfSrnCyzXm7z-U2opmKDV 1 SNJmg3JgzfzDmAcLPPITEUg4ett2hzAM5y 10-9-5 16-3-12 5-2-15 5-6-7 Scale = 1:27.0 46 = 11 i L ' 12x12 = 6x10 = 44 = 5 4x6 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0)0.0 TCDL BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.99 Lumber DOL 1.15 BC 0.96 Rep Stress Incr NO WB 0.79 Code IBC2015/TP12014 (Matrix) DEFL. in Vert(LL) -0.38 Vert(CT) -0.68 Horz(CT) 0.06 Wind(LL) 0.16 (loc) I/deft L/d PLATES GRIP 6-7 >505 360 MT20 185/148 6-7 >279 240 5 n/a n/a 6-7 >999 240 Weight: 78 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-9: 2x4 HF No.2 7-3-2 oc bracing: 8-9. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-5 9-10,5-11: 2x6 DF No.2, 1-7: 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) 9=1020/0-5-8, 5=825/0-5-8 Max Harz 9=314(LC 5) Max Uplift9=-103(LC 4), 5=-87(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-934/123, 1-12=-4265/321, 12-13=-4257/321, 2-13=-4257/321, 2-14=-3411/239, 3-14=-3403/240, 3-15=-367/313, 4-15=-364/314 BOT CHORD 8-9=-614/815, 7-8=-480/4258, 6-7=-480/4258, 5-6=-161/3402 WEBS 1-8=-476/3808, 2-7=-491/125, 2-6=-1039/323, 3-6=0/313, 3-5=-3208/335 NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed, C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 16-1-0; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 :)HUNG 2A fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 9 and 87 lb uplift at joint `90 f WASJ7, 5. "Semi c� 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 18 lb up at 2-9-6, GO and 223 lb down and 18 lb up at 6-1-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 54074 'w 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform LoadsVert (4=-70, �S`rI�NAL � 1 5-9=-20 Continued on page 2 June 2,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101ON2015 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 roe incorporate this design into the overall Y 9 9 N PP ty 9 P property M� rP 9 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 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 IJob ITruss Truss Type J1605024 G01 Monopitch ProBuild Arlington, Adington,WA 98223 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12=-209(F) 14=-209(F) Qty Ply Tukwila Village - Building 3 1 K3269524 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:33 2017 Page 2 ID:5pNbgixegAX 1 gtFlf5rnCyzXm7z-U2opmKDV1 SNJmg3JgzfzDmAcLPPITEUg4eft2hzAM5y A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 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 ITe k• 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 ANSIfrPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Nug Circle SafetyInformation 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 K3269525 IJ1605024 G02 Monopitch 4 1 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:34 2017 Page 1 ID:5pNbgixegAX1 gtFtf5mCyzXm7z-yFMC_gE7omVANgeVOgBCm_izNovoCpJpJldRa7zAM5x 7_2-0� 6-4-0 3-4-0 3-6-0 Scale = 1:26.3 8 2x4 11 4x4 = 5 46 = d-4-0 3-4-0 3-6-0 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 0.21 Vert(LL) -0.02 6-7 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT) 0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.02 6-7 >999 240 Weight: 34 lb FT = 20% g LUMBER- BRACING - TOP CHORD 2x4 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. 5-9: 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=308/0-5-8, 8=314/Mechanical Max Horz 5=204(LC 5) Max Uplift5=-121(LC 5), 8=-103(LC 4) Max Grav 5=330(LC 9), 8=321(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-669/269, 3-10=-667/269, 3-4=-405/350 BOT CHORD 5-6=-267/667 WEBS 3-5=-616/224, 2-7=-330/132, 2-6=-278/694 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 121 lb uplift at joint 5 and 103 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. ,7-,ON"NG ZA,71 June 2,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 1 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 1 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 ob J.- Truss Truss Type Qty Ply Tukwila Vllage -Building ' K3269526 iJ1605024 G03 i MONOPITCH 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 5-6-7 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:34 2017 Page 1 I D:SpNbgixegAX 1 gtFtfSmCyzXm7z-yFMC_gE7omVANgeVOgBCm_iw3oo6CenpJldRa7zAM5x 19-9_5 16_3_12 5-2-15 5-6-7 Scale = 1:27.0 3x6 = 11 A ' 10x10 — 1202 = 4x4 = 5 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr NO BCLL 0.0' BCDL 10.0 Code IBC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E *Except* 8-9: 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 9-10,5-11: 2x6 DF No.2 REACTIONS. (lb/size) 9=1205/0-5-8, 5=1098/0-5-8 Max Horz 9=314(LC 5) Max Uplift9=-119(LC 4), 5=-110(LC 5) Max Grav 9=1214(LC 10), 5=1100(LC 9) 4x6 = CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.42 Vert(LL) -0.28 6-7 >680 360 MT20 185/148 BC 0.76 Vert(CT) -0.51 6-7 >376 240 WB 0.91 Horz(CT) 0.04 5 n/a n/a (Matrix) Wind(LL) 0.13 6-7 >999 240 Weight: 156 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-1137/139, 1-12=-5429/420, 12-13=-5422/420, 2-13=-5421/421, 2-14=-5003/373, 3-14=-4996/374, 3-15=-405/316, 4-15=-403/317 BOT CHORD 8-9=-618/890, 7-8=-579/5494, 7-16=-579/5494, 6-16=-579/5494, 5-6=-294/4995 WEBS 1-8=-567/4985, 2-7=-562/131, 2-6=-579/289, 3-6=-25/631, 3-5=-4865/467 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, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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 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=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 16-1-0; 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=1.1 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 119 lb uplift at joint 9 and 110 lb uplift at joint 5. 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) 223 lb down and 18 lb up at 2-9-6, and 223 lb down and 18 lb up at 6-1-6 on top chord, and 488 lb down and 38 lb up at 9-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 0:0MOAS1E(8td�andard ,7-,O LING 21y�[ June 2,2017 WARNING design ammeters and A Verify g p e READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 101O312018 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 iJob (Truss Truss Type Qty Ply Tukwila Village - Building K3269526 J1605024 �G03 MONOPITCH 1 A/ ` Inh Rafcronro lnntinnnll 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: 1-4=-70, 5-9=-20 Concentrated Loads (lb) Vert: 12=-209(F) 14=-209(F) 16=-458(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:34 2017 Page 2 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-yFMC_gE7omVANgeVOgBCm_iw3oo6CenpJld Ra7zAM5x ,& 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 cemponent, 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 ANSITfPl1 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 1 I2 K3269527 J1605024 G04 Monopitch 1 Job Reference (motional I ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:35 2017 Page 1 ID:5pNbgixegAX1 gtFlf5mCyzXm7z-QRwaB?EIZ4d1?zDhxOiRIBF7gCEBxBfzXyM_7ZzAM5w 3-11-1 5-6-7 3x6 = 7 2x4 1 44 = 5 4x6 = Scale: 12"=l' 0-2-0 3-11-1 LOA(ps25 0 SPACING- 2-0-0 TCLL CSI. DEFL. in (loc) I/defi L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 i TC 0.29 Vert(LL) -0.04 6 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.08 5-6 >999 240 BCLL 0'0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wind(LL) 0.02 6 >999 240 Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-9 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. 5-9: 2x6 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) 5=408/0-5-8, 7=437/Mechanical Max Horz 7=188(LC 5) Max Uplift5=-93(LC 5), 7=-86(LC 4) Max Grav5=412(LC 9), 7=437(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-1 077/234, 3-1 0=-1 074/235, 3-11=-388/341, 4-11=-387/341 BOT CHORD 5-6=-77/1064 WEBS 2-6=-239/1103, 3-5=-978/261, 2-7=-391/100 NOTES- 1) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 6-8-4 to 9-8-4, Interior(1) 9-8-4 to 16-1-0; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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. ONJING 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 5 and 86 lb uplift at joint p. 7. O `N 0� wASJ4, 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r7 rd 54074� .{� -ISTER �s`rIONAL�Cs June 2,2017 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473rev. 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/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 Tru: J1605024 1<01 Truss Type FLAT GIRDER Qty IPly I Tukwila Village - Building K3269528 ProBuild Arlington, Adington,WA 98223 2x4 I I 4 3-7-8 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04,35 2017 Page 1 I D:5pNbgixegAX1 gtFlf5mCyzXm7z-QRwaB?EIZ4d 1 ?zDhxOiRI BF1 rCA5xJ7zXyM_7ZzAM5w 4x4 = Scale = 1:11.0 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.02 3-4 >999 360 MT20 185/148 T DLSnow=210.0 Lumber DOL 1.15 BC 0.58 Vert(CT) -0.04 3-4 >999 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Wlnd(LL) 0.01 3-4 >999 240 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=1045/Mechanical, 3=1045/Mechanical Max Horz 4=-56(LC 4) Max Uplift4=-286(LC 4), 3=-286(LC 5) Max Grav 4=1159(LC 10), 3=1174(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-339/116, 2-3=-347/106 BRACING - TOP CHORD 2-0-0 cc 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 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-5-12; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 286 lb uplift at joint 4 and 286 lb uplift at joint 3. 8) Girder carries tie-in span(s): 20-2-7 from 0-0-0 to 3-7-8 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) 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=-200(F=-130), 3-4=-427(F=-407) June 2,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 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/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, Carona, CA 92880 Truss Type iQty Ply i Tukwila Village - Building K3269529 FLAT GIRDER ProBuild Arlington, Adington,WA 98223 2x4 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Jun 02 09:04:35 2017 Page 1 ID:5pNbgixegAX 1 gtFlf5mCyzXm7z-QRwaB?EIZ4d1?zDhxOiRI BF7AC8_xJAzXyM_7ZzAM5w 3x6 = Scale = 1:8.6 LOADING (psf) TCLL 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 0.27 Vert(LL) -0.05 3-4 >892 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.10 3-4 >443 240 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IBC2015lTP12014 (Matrix) Wind(LL) 0.03 3 4 >999 240 Weight: 14 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=458/Mechanical, 3=458/Mechanical Max Horz 3=-39(LC 4) Max Uplift4=-125(LC 4), 3=-125(LC 5) Max Grav4=501(LC 9), 3=501(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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 Duide. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-8-4; 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=1.1 3) Provide adequate drainage to prevent water ponding. 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 125 lb uplift at joint 4 and 125 lb uplift at joint 3. 8) Girder carries tie-in span(s): 9-7-8 from 0-0-0 to 3-10-0 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) 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=-189(F=-169) 540 4 �°A �_61STER� sSIONALG� " June 2,2017 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE. j 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 ANSI1IPI11 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 j Symbols PLATE LOCATION AND ORIENTATION 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. 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 width measured perpendicular 4 x 4 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. 0 ly O U a O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 BOTTOM CHORDS 8 7 6 5 0 cc O 2 U a O I- 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. C 2012 MiTek® All Rights Reserved MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 ANSI/TPI 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/TPI 1 Quality Criteria. a s s o c i a t e d earth sciences incorporated March 28, 2018 Project No. 110238EO15 Pacific Northern Construction 20127th Avenue SE, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park Subject: Building D Geotechnical Completion Summary Tukwila Village - Building D Permit D14-0326 14400 Tukwila International Boulevard Tukwila, Washington Dear Mr. Park: As requested, this letter summarizes our geotechnical engineering observations made during construction of Building D 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 D Geotechnical features of Building D of the Tukwila Village project included site grading, construction of a shoring wall, 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 D, and observed geotechnical engineering aspects of construction. We prepared a geotechnical engineering design report for Building D, and prepared geotechnical engineering field reports for each construction site visit. The shoring wall for Building D is a cantilevered shoring wall with no tiebacks, designed by Davido Consulting Group. Pile installation, and survey monitoring of wall deflections were observed and reviewed by AESI with acceptable results, in our opinion. Further details of shoring wall geotechnical construction observations are contained in AESI Daily Field Reports which 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 Y: Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1425.827.5424 Tacoma Office 1 1552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com The Geopiers for Building D were designed by Geopier Northwest using inputs that included geotechnical engineering data and recommendations from AESI. AESI observed Geopier installation at Building D, 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. In addition to the shoring and Geopiers, AESI observed other related geotechnical aspects of the construction of Building D 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. To the best of our knowledge geotechnical engineering aspects of construction of Building D 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 Brrute W. Guenzler, L.E.G. Associate Geologist BWG/Id 110238E015-9 Projects\20110238\KE\WP 2 Kurt D. Merriman, P.E. Senior Principal Engineer .JOHNSON BRAUNU INC. July 19, 2016 Jerry Hight, Building Official City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Building Permit Phasing Request Tukwila Village Building D Site Address: 14400 Tukwila International Boulevard Project No. D14-0326 Dear Jerry, Per our email correspondence on July 6", this letter is to formally request permit phasing for the Tukwila Village Building D project. We request that the drawing set be maintained in its entirety as originally submitted/approved and that the permit be issued in two phases: Phase 1 permit to include foundation through concrete podium (Level 2 slab), Phase 2 permit to include remainder of construction to roof (Level 2-Roof). The description for the Phase 1 permit for Building D (D14-0326) to be revised to read as follows: Construction of a six -story mixed -use apartment building containing 68 dwelling units and commercial shell tenant space. Includes (1) level of parking in structured garage for (49) vehicles. This permit is for Phase I only. Work for this permit encompasses all work below grade up to and including slab at LEVEL 2 at 323.00 (See red line and note on partial sheet A301 attached to plans). No work is to proceed beyond noted LEVEL 2 at 323.00. Any work above LEVEL 2 / 323.00 Red Line will result in Double Permit Fee for work performed. No Exceptions. The requested valuations for the portion of the building to be permitted under each phase will be calculated per the City standard formula per the current ICC BVD with a modifier. The building area and occupancy breakdown by level is included on sheet A001 and attached here for reference. Sincerely, JOHNSON BRAUND, INC. �40 Diana Keys, Director of Housing Attachments: Partial sheet A301 / redline extent of work Partial sheet A001 / square footage by level & occupancy 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN �-� 5 1 g a j 3 A313 I 12 nz13VMAX.�37079tF�AW3 ABLE HT. D PARAPET HT. - - F 372.28,- - - -- - - - - 370.28 ( J > TOP PLATE __- _ - - 367.68 r BED -A I IIIIII..L R 2BFD E• \ I I O o 6 i Uj � 359.58 zWZ 1¢UwN � U m' BED-A1 corridor B D- 2 5 5 w c� LEVELS Z 4 -.. _...�.. i-.--I•_ - 350.44 U Ell LL o O j m w o I g ww^ a <1 > BED -At N I ;� I I O ID ED I I i I 9 +-a -m i L 341.29 i. COJ z ¢5� i I � ¢>ao� Zg3: [BED -Al OR1IDb 28E w w Y y w y 3 LEVEL 3 332.15 P° rn O H N a [IBED-Al I I BED- s 2 , I I ".� LEVEL z AdI �hase I [Building D D14-03261 o _ - 323.00 All work below grade up to and including slab at LEVEL 2 at 323.00 (Red Line). No work is to proceed beyond Level 2. Office , � ; Any work above LEVEL 2 / 323.00 o °-� 312.50 Red Line will result in Double Permit U I - i Fee for work performed. No Exceptions. -_ Office Phase 11 [Building D D14-03261 See permit for Phase 11. 1 L. _ VFL P2 pROJECT#. 1D26.04302.,o PLANE E DRAWN BY: CMR 300.72 o I I I I I( 300.72 0 PARKING I �,, 1� I— I i ;CHECKED BY: Checker I I i GARAGE LEVEL P1 BUILDING SECTIONS o 1-4 _ 2soso A301 PERMIT SET 3732" = T-o^ -- I FROM SHEET A001 TUKWILA VILLAGE - BUILDING D (D14-0326) PROPOSED BUILDING AREAS BY OCCUPANCY LEVEL OCCUPANCY GROUP S-1 S-2 B M A-2 R-2 AREA(SF) LEVEL 6 216 9,811 10,027 LEVEL 5 216 12,074 12,290 LEVEL 4 216 12,074 12,290 LEVEL 3 216 12,074 12,290 LEVEL 2 216 12.009 12,225 MEZZ. 65 5,271 463 5,799 LEVEL 1 63 10,528 10,591 LEVEL P1 1,724 17,311 1,114 20,149 Subtotal 2,932 17,311 16,913 58,505 [TOTAL 95,661 PROPOSED .FLOOR AREA 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. B A EAS EXTERIOR TOTAL GROSS ALLOWABLE TYPE i-A COVERED AREAS FLOOR AREA FLOOR AREA LEE 20,149 SF 0 SF 20,149 SF UNLIMITED LEVEL 1 0,5 i ,_ , 808 SF 11,399 SF UNLIMITED MEZZ. 99 F 0 SF 5,799 SF UNLIMITED TOTAL 36,539 SF 808 SF 37,347 SF UNLIMITED " 3 HOUR HORIZONTAL SEPARATION -UPPER BLDG. BLDG. AREAS EXTERIOR TOTAL GROSS ALLOWABLE TYPE V-A COVERED AREAS FLOOR AREA FLOOR AREA LEVEL 2 12,225 SF 0 SF 12,225 SF 36,000 SF LEVEL 3 12,290 SF 0 SF 12,290 SF LEVEL 4 12.290 SF 0 SF 12,290 SF MAX. SINGLE FLOOR LEVEL 5 12,290 SF 0 SF 12,290 SF LEVEL 6 10,027 SF 0 SF 10,027 SF TOTAL 59,122 SF 0 SF 59,122 SF 108,000 SF GRAND 95,661 SF 808 SF 96,469 SF TOTAL . City of Tukwila Jim Haggerton, Mayor • Department of Community Development Jack Pace, Director July 8, 2016 Diana Keys Johnson Braund Inc. 15200 52nd Ave S, Suite 300 Tukwila, WA 98188 RE: Request for Extension #4 Development Application No. D14-0326 Tukwila Village Building D —14400 Tukwila International Blvd Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0326. 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 January 10, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, a Bill Rambo Permit Technician File: Permit No. D14-0326 WAPermit CenteAExtension Letters\Applications\2014\D14-0326 App Extension Letter #4.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo From: Jerry Hight Sent: Friday, July 08, 2016 2:42 PM To: 'Chris Petersen' Cc: Diana Keys; Ayla Mull; Brenda Holt; Bill Rambo; Derek Speck Subject: RE: Tukwila Village Bldg. D - Building Permit no. D140326 extension Hello Chris, Yes, we have received of your request to extend the application for D14-0326 and will process it for approval. Thank you Jerry E Hight MCP Building Official I City of Tukwila 6300 Southcenter BLVD, Suite 100 1 Tukwila, WA 98188 T: 206/431-3675 1 F: 206/431-3665 JeKEy.Hight2TukwilaWA.gov I http://www.TukwilaWA.Rov The City of opportunity, the community of choice. **My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 ** From: Chris Petersen [mailto:ChrisP@thelastudio.net] Sent: Friday, July 08, 2016 2:39 PM RECEIVED To: Jerry Hight CITY OF TUKWILA Cc: Diana Keys; Ayla Mull JUL. 0 8 2016 Subject: Tukwila Village Bldg. D - Building Permit no. D140326 extension Jerry, PERMIT CENTER On behalf of the project architect, Johnson Braund (contact: Diana Keys) we respectfully request an extension for building permit no. D140326 for Tukwila Village Building D, which is set to expire this Sunday, July 10, 2016. 1 am the project landscape architect and work closely with Diana, who is unavailable this week but is aware of this request. Please reply to all confirming you have received this request. Thank you. Chris Petersen, PLA, ASLA Landscape Architect / Senior Associate theLAstudiOLLC 15200 52nd Avenue South, Suite 210 Seattle, WA 98188 206-204-0507, ext. 215 chrispAthelastudio. net www.thelastudio.net Request for Extension # L C, Current Expiration Date: �1�0—)P Extension Request: L. Approved for — �— days ❑ Denied (provide explanation) Signature/Initials �b JOHNSON BRAUND INC. June 21, 2016 Bill Rambo City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Responses to Correction Letter #2 Site Address: 14400 Tukwila International Boulevard Project No. D14-0326 Dear Bill, Please find attached our responses to your correction letter dated April 28, 2015. The responses are noted in italic text under each item on the attached correction letter. Structural responses to correction items are included in attached letter from Davido Consulting Engineers, dated May 17, 2016. In addition to the revisions made per City of Tukwila comments, the following items have been revised from the permit submittal set per VE items and miscellaneous coordination: 1. CS: Shoring drawings have been removed from plan set. Shoring is now a separate permit application for phased construction. 2. A004a Series: Level P1, lobby area recalculated at 15 SF/occupant. Swing entry door out. 3. A005: Corrected wall type tag at Fire Command room and Elevator Machine room for required l hour fire barrier (4132). 4. A006a: Added wall type 4B2 for one -hour fire barrier. 5. A007: Corrected # of layers of GWB at detail 17/A007. 6. A100: Revised SE corner of parking garage wall to accommodate SCL transformer located on level above. 7. A100-A102: Removed Sheet Notes not applicable to construction type / levels. 8. A103-A107: Removed Sheet Notes not applicable to construction type / levels. 9. A108, A200 & A201. Upper level sunshades, short return at bays have been removed for VE item. Steel member still wraps corner to maintain approved design aesthetic. 10. A200 & A201: Lower level sunshade canopies have been revised to weather protection canopies typical per VE comments. Approved design aesthetic maintained. 11. A510 & A511: Steel canopy & sunshade details revised per VE comments. Approved design aesthetic maintained. 12. A600: Door schedule corrections: -P100 Garage door height corrected to maintain required 8'-2" clearance (varofff OF `TUKWILA -P 102 Exterior Stair door corrected to Non -Rated. -P112 Elevator machine room corrected to 45 minute for 1 hr. fire barrier wall. �UN 2 3 Z��6 -PI 13 Fire Command room corrected to 45 minute for 1 hr. fire barrier wall. Door schedule keynote corrections as clouded. 13. A620: Add note regarding safety glazing to storefront schedule. PERMIT CENTER CORRECTION 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 LTR# Im Phone206.766.8300 www.johnsonbraund.com Page 2 ' , ' The plans sets have been replaced in their entirety. Any changes on the sheets have been clearly identified by clouding the changes and denoted with delta, dated 06-02-2016. 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 Correction Letter #2 Davido Response Letter & Calculations, dated 05-17-2016 AES Geotechnical review letter dated 01-28-2015 Email from Jerry Hight, dated 02-25-2015 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Date: April 28, 2015 To: Diana Keys 15200 52 Ave. S, STE #300 Tukwila WA, 98188 From: Allen Johannessen 6300 Southcenter BLVD Suite 4100 Tukwila WA, 98188 Re: Tukwila Village Building #D (D14-0326) Dear Diana Keys, This is a standard letter for plans that need more information or clarification. The following items are required in order to complete our review process. If some of the items below are already shown on your submitted drawings identify the location of the item in your itemized response letter. Please provide the following; Provide an itemized response to each correction. 2. All corrections are to be made to original tracings and reprinted. 3. Cloud and delta all revisions. 4. Architect to wet sign two sets of complete plans. Per correspondence with Jerry Hight, Building Official, only the coversheet need to be wet signed with a letter noting that entire set has been completed under signing architect's supervision. 5. Provide two wet signed copies of truss calculations with 1/4" scale truss layout. Per email correspondence with Jerry Hight, Building Official (see attached), the truss shop drawings for Tukwila Village will be allowed to be a deferred submittal. 6. Provide plans and details complying with HB 1848 for exterior building moisture protection. Once the property transfer has occurred, A Sale Prohibition Covenant will be recorded against the property in satisfaction with the requirements of RCW64.55.010 thru 64.55.090. 7. Clarify location of structural observation requirements on plans. See attached letter from Davido Consulting Engineers, dated May 17t", 2016 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 8. Provide construction cross section of stone column footings on page GPO, concrete pier footing and built up finish slab. See attached letter from Davido Consulting Engineers, dated May 17`h, 2016 9. Clarify compliance on plans of WAC 51-50-009 Recyclable Materials and Solid Waste Storage. All local jurisdictions shall require that space be provided for the storage of recycled materials and solid waste for all new buildings. The storage area shall be designed to meet the needs of the occupancy, efficiency of pickup, and shall be available to occupants and haulers. Reference sheet A100 for location of trash / recycle storage room in the below grade parking garage. This room is the termination room for a trash chute and a recycle chute that serves both the commercial (office) and residential floors. The room is sized to accommodate the chute termination dumpsters as well as storage of additional dumpsters to accommodate the occupancy, efficiency of pick-up etc. The dumpsters will be hauled to the designated trash pick-up location shown on sheet A020 & L0L 10. Revise building elevation/cross section (minimum one) to reflecting new soil/building pad, geotextile fabric, subgrade fill, subgrade sand -quarry spalls, and excavation and fill minimum five (5) feet outside of building perimeter, et cetera, per geotechnical report. Wall sections sheets A310-A313 note the slab on grade floor type as 2A or 2A1. Sheet A006, item 2A & 2A1 note the reference to the Geotechnical report. Additional specification has been added to this reference per the report. 11. Clarify how soil cleanup areas shown on Figure 2 of Environmental Site Assessment has been completed. Provide receipts of soil disposal. The three areas noted in Figure 2 of the Phase 2 Environmental Report as "On -site soil clean-up area, typ. " Indicate areas where previous soil clean-up has occurred on the site. Reference the Phase I Environmental Report, Section 3.8 Prior Reports. This work was completed in 2000, 2004 & 2006 There is no known on -site clean-up action required for the current development of Tukwila Village. 12. Provide elevator lobby with one hour fire partitions at each floor per TMC 16.05.080. Per TMC 16.05.080, item 7: As an alternate to providing an elevator lobby, the elevator shaft enclosure is to be pressurized per IBC section 713.14.1, exception 6 and 909.21. Sheet A460, elevator flag note #8 indicates the requirements for elevator hoistway pressurization. 13. Provide a complete list of all chemicals to be used and stored in the building. Provide MSD sheets and indicate the amounts of hazardous material to be used and stored within the building. Hazardous materials will not be stored within the building. 14. Provide room finish schedule showing compliance with flame spread and smoke density ratings of IBC chapter 8. Reference general note on sheet A002, item F Materials, 3 Finishes regarding compliance with flame spread & smoke density ratings per IBC Ch.8. Page 2 of 9 15. Provide rain fall calculations for roof scuppers (1" per hour / 0.010 GPM sq. ft.). The rainfall calculations and the roof drain sizes will be determined by the design -build plumbing subcontractor.. 16. Indicate size and detail for roof drains and scuppers on sheet A108. The roof drain sizes will be determined by the design -build plumbing subcontractor. Note 13 / sheet A108 provides references to details for roof drains. See details I & 4 /A505. 17. Provide ICC report number or other approved third party testing for the following: a. "Fire Blanket' in detail 2B 1 on sheet A0006. Fire Blanket note has been corrected to WMP insulation facing. A note has been added to A006 indicating code requirement for flame spread & smoke development at exposed insulation, b. Water proofing material to be used between planters and building. A detail reference to waterproofing notes & details has been added for waterproofing at planter / building interface, see 5A/A312. Inclusion of ICC reports require a proprietary specification of product. We do not provide product specification for this project. The product submittal during construction will include code compliance reference. Products are called out as a generic category or "basis of design" to allow flexibility for project bidding. 18. Clarify brick veneer application will conform to IBC 1405.6.2 for seismic requirements for Seismic Design Category D. See attached letter from Davido Consulting Engineers, dated May 17h, 2016 19. Clarify location on plans of UL listing of rated roof access hatch top of north stair. Roof hatch is not required to be rated. Unprotected opening in roof, i. e. similar to a skylight. Shaft to through roof to roof hatch is required to be one -hour rated as shown per Roof/Ceiling assembly 9A/A006d.. 20. Clarify on plans size/type of elevator Hostway ventilation per IBC 3004. The elevator histway is to be pressurized (see response to item 12 above.) Per WA State IBC section 909.21.12, Hoistway venting required by section 3004 need not. be provided in pressurized shafts. 21. Provide engineering calculations for the following: a. Concrete curb used as vehicle barrier as shown in detail 11 sheet S 14 per IBC 406.4.3. and 1607.8.3 (6,000#). b. Revise rebar in F 14 pier in footing schedule on sheet S2 to reflect minimum 15 #8 bars to match same on page FD-15 of engineering calculations. Page 3 of 9 c. Steel canopy ledger / connections to building as shown on sheet A511. d. Ponding for flat roof per 1611.2. e. "Tree column" in detail 20 a&b on sheet A511. f. Steel lentil and attachment for brick veneer on sheet A504. g. Clarify location of department access vehicles and other similar emergency vehicles loads on elevated parking structure per IBC 1607.7.2. See attached letter from Davido Consulting Engineers, dated May 17`h, 2016 22. Revise engineering calculations to reflect 2012 IBC (Page FD-16 2009 shown). See attached letter from Davido Consulting Engineers, dated May 17`h, 2016 23. Revise basement wall design on page FD-16 (10') to reflect twelve (12) foot high retaining wall shown on sheet A00005 elevation #4. See attached letter from Davido Consulting Engineers, dated May 17`h, 2016 24. Clarify parking areas adjacent to walls has a surcharge equivalent to 2 feet of soil has been added to wall height in determining the lateral design forces as noted on page 21 section 13 of the geotechnical report. See attached letter from Davido Consulting Engineers, dated May I7h, 2016 25. Clarify allowable soils bearing pressure. Structural design calculations (DC-3) indicates 5,500 psi and geotechnical report (page 19) recommends maximum 5,000 psi. See attached letter from Davido Consulting Engineers, dated May 17th, 2016 26. Engineer is to verify all framing members, shearwalls, schedules, holdowns, details, notes, footings, et cetera in engineering calculations are correctly shown on the plans. See attached letter from Davido Consulting Engineers, dated May I rh, 2016. 27. Revise sheet S2 to clearly reflect (shade/hatch) location of basement parking retaining wall location. See attached letter from Davido Consulting Engineers, dated May 17`h, 2016 28. Designer to incorporate all provisions and requirements of geotechnical report into plans and details. The Geotechnical report is submitted to General Contractor as apart of the Contract Documents. All requirements are included with inclusion of report. The Geotechnical Engineer has conducted a review of the plans for compliance with Geotechnical report. See attached letter from AES, dated 01-28-2015. Page 4 of 9 29. Clarify how low ground water table indicted in geotechnical report will be addressed. a. Indicate termination / collection area for roof drains, basement sumps, surface water, et cetera (storm pond?). Note: 4.3 page 6 of geotechnical report indicates storm water does not rely on infiltration. The storm water collection is included on the approved Public Works permit. Reference permit PW14-0141. b. Clarify site slope stability and erosion control measures (sediment traps storm drains and ponds, exposed earth, et cetera). Provide note on plans stating that street are to be kept free of dirt at all times. The temporary erosion control measures are included on the approved Public Works permit. Reference permit PW14-0141. c. Clarify drain size, location and drain termination for planters. The drains will be sized per the design/build plumbing subcontractor. d. Clarify how site will be dewatered during excavation and placing of footing (slope 3% for 10' page 14 of geotechnical report). The temporary dewatering measures are included on the approved Public Works permit. Reference permit PW14-0141. 30. Provide the following for walls and slab below grade (revise plans to reflect same): a. Groundwater control system per IBC 1805. b. Indicate type of retaining wall and garage slab water proofing material to be used. c. ICC report number or other approved third party testing for material to be used. Note: Geotechnical report indicated ground water average at five (5) foot below grade. The lowest level FF is set at elev. 290.5 (level PI). The Geotechnical Report Exploration Borings indicate groundwater levels at elev. 202 (EB14), no water indicated to 280.5 (EB15) and elev. 283 (EB18 & monitor well). The highest groundwater level at 283 is 7.5 ft below our finished floor level. No groundwater control system is proposed. No slab on grade waterproofing is proposed. Retaining wall waterproofing is indicated on details 2, 5, 6/A500. Inclusion of ICC reports require a proprietary specification of product. We do not provide product specification for this project. The product submittal during construction will include code compliance reference. Products are called out as a generic category or "basis of design" to allow flexibility for project bidding. Page 5 of 9 31. Clarify termination of area drains receiving grease and oil from garage floor drains (sump?). The garage floor drains will be routed through an oil -water separator before being discharged to sewer. The drains will be included on the design/build plumbing plans. A sheet note has been added to sheet PI referencing these drains (note 251A100.) 32. Provide parking garage exhaust per IBC 406.6.2. Parking garage exhaust to be per design -build mechanical. Garage ventilation concept shown on level PI plan sheet A100. Intake air at garage door. Exhaust vents out south garage wall louvers. 33. Clarify length of 3/4 anchor bolt length in plate connection on shear wall schedule. Clarify 7" embedment with double sill plates (D 1 on sheet S 16.1) See attached letter from Davido Consulting Engineers, dated May I7Ih, 2016. 34. Clarify type of roofing material at sun deck (Dex-O-Tex?). Indicate ICC report number or other approved third party testing for material to be used. Sun Deck built-up waterproofing/roofing membrane is covered by protection board and pedestal pavers as shown on detail IOIA505. Inclusion of ICC reports require a proprietary specification of product. We do not provide product specification for this project. The product submittal during construction will include code compliance reference. Products are called out as a generic category or "basis of design " to allow flexibility for project bidding. 35. Provide drinking fountain per IBC 1109.5.1 Two required public drinking fountains are shown on sheet A101 and enlarged plan & interior elevation sheet A402. 36. Provide guard at mezzanine per IBC 1013 (include detail). A note has been added to sheet A101 indicating that guardrail is required prior to occupancy and that Mezzanine guardrail detail to be included in separate tenant improvement permit. 37. Clarify type of interior or trash shaft. UL listed trash & recycle chute to be enclosed in 2 hour rated shaft per wall types noted on A006 series. A006a, item V shaft closure wall = I " proprietary type x gypsum panels and a006c, item V = (2) layers 518" Type X GWB. 38. Revise doors P 104 & P 105 to reflect 1-hour UL listed doors (P 1 Level lobby). Elevator hoistway is pressurized, see item 12 above. Doors P104 & PI05 are not located in rated elevator lobby enclosure walls. Reference sheet A004 for general note regarding non - separated occupancies, levels P1, I & mezzanine. The Type IA construction contains non - separated occupancies per 508.3.1. No separation is required per non -separated uses per IBC 508.3.3. Doors to be non -rated as shown. Page 6 of 9 39. Revise side door clearance in detail 2 on sheet A402 (door MO5/MO6) to reflect minimum 12" side clearance per Al 17.1-2009 section 404.2.3.2. The required 12 " latch push side clearance is only required where the door has BOTH a latch and a closer. The restroom doors are provided only with a closure. No latch is provided. Required door clearance is correctly shown. 40. Provide 18" side door clearance on all doors in Unit 213ed-D 1 on sheet A424 (Type B unit). Type B units only require maneuvering clearance per section 404 on the Primary Entrance Door. Reference ICC A117.1-2009, section 1004.5.1. All other user passage doors have requirements only for clear width & threshold. Doors are shown correctly on sheet A424. 41. Revise plans to reflect type of roofing material. "Built-up Modified Bitumen Roofing" material type is included on roof plan A108 and on roof details sheet A505 42. Provide roof cross ventilation per IBC 1203.2. Roof does not qualify for unvented attic, see IBC 1203.2 exception #4 & 4.1. The proposed unventilated attic space does comply with all items noted in exception 4. The complete code references/ requirements have been added to the sheet notes on roof plan sheet A108. 43. Clarify type of fireplace and venting system (termination) in lobby. Indicate ICC report number or other approved third party testing for unit. The gas fireplace is a vented fireplace. It is ducted up and over to the exterior wall — see interior elevation sheet 3BIA400. Inclusion of ICC reports require a proprietary specification of product. We do not provide product specification for this project. The product submittal during construction will include code compliance reference. Products are called out as a generic category or "basis of design " to allow flexibility for project bidding. 44. Provide Type I Hood and exhaust for range in Community Room. The community room is intended for non-commercial resident use only. The proposed appliance is a residential range and vent hood, as is typical for this type of application: Domestic kitchen & exhaust equipment. Please indicate where code would require Type I Commercial hood exhaust. If this will be required, range & hood will be removed from community room. 45. Clarify window type "D" referenced in detail 2 on sheet A424 meets egress required in IBC 1009. Will middle bar support a fireman with gear (interior window grid)? Our building is equipped with an automatic sprinkler system per NFPA 13, is an R-2 occupancy with TWO exits provided per story. Windows are not required to be used for emergency escape & rescue per 1029. Section 1029 applies only to R-2 occupancies at stories with access to only ONE exit. See attached for Code Handbook commentary on this code section. Page 7 of 9 46. Clarify on plans that windows at stairs are safety glazing. Stair 1, window type BB I A450: Per IBC 2406. 4.7 glazing adjacent to bottom stair landing. Window is 36" above landing and greater than 60" horizontally from bottom of tread = safety glazing is not required. Stair 2, window type AA I A451 Per IBC 2406. 4.6 Glazing adjacent to stairs, window is required to be safety glazed. See revised window schedule sheet A610. 47. Clarify dryer exhaust duct is separate from kitchen exhaust duct per 501.2. A note has been added to detail 15/A007 indicating that dryer & kitchen exhaust ducts cannot be combined with any other exhaust ducts. 48. Revise plans to reflect location of water heat and furnace in units. Units do not contain hot water heaters or furnaces. The unit hot water is provided by a central system (several condensing hot water tanks) located in central "boiler room " in parking garage level Pl. Reference sheet A100. Mechanical system is "design/build" under separate permit. The unit heat source is electric baseboard heat. The electrical system is "design/build" under separate permit. 49. Clarify clothes dryer exhaust duct penetration through walls per IMC 504.2. A note referencing IMC504.2 dryer exhaust requirements has been added to general notes sheet A002, item G.9. Ventilation & Exhaust. 50. Clarify clothes dryer cfin / makeup air per IMC 504.5 (louvered doors?). A sidewall vent louver will be provided at WD closet for required make-up air. A note has been added to unit plan sheets A420 series. 51. ' Clarify location of carbon monoxide detectors in units. A combination smoke and CO detector is already shown on unit plans. Reference legend on A420 series. 52. Revise sheet A108 to reflect guard (roof edge) per IBC section 1009.16.2. Roof edge protection at roof hatch is.already noted on sheetA108. 53. Provide detail of complete enclosed reference in detail 2 on sheet S 10. See attached letter from Davido Consulting Engineers, dated May 17h, 2016.1026 54. Revise sheet A453 to reflect minimum stair sign size of 18" x 12" per IBC 1022.9.1. (Revise stair notes/details to reflect same). Stair notes acid detail have been updated on sheet A453. Page 8 of 9 55. Plan references "Boiler" on sheet A100, Indicate how pressure relief line will to terminate outside the building without being trapped per UPC Section 608. The plumbing & mechanical systems are "design/build" under separate permit. Boiler room refers to location for multiple condensing hot water heaters for building central hot water. This plan review is conditional and may not be complete. Review of revised plans may require further corrections. It is the responsibility of the applicant to install erosion control measures prior to calling to schedule an inspection. All erosion control measures are to be installed prior to scheduling an inspection. An erosion control inspection must be scheduled and approved prior to issuing your permit. A permit for this structure will not be issued without approval of all other departments. If you have any questions regarding any of the above items you can email them to me at AI.Johannessen@TukwilaWA.gov or call me directly at 206-433-7163 Respectfully, Allen Johannessen Plans Examiner Page 9 of 9 �b JOHNSON BRAUND INC. June 21, 2016 Jerry Hight City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Wet Stamp & Signature Site Address: 14400 Tukwila International Boulevard Project No. D14-0326 Dear Jerry, This letter is to accompany the permit comment #2 submittal response documents. The submitted drawings were prepared under my supervision. The documents contain an electronic copy of my stamp & signature. My wet stamp & signature are provided below. REGISTERED �CHI'I"Efi�T Ij G L ALLWINE OF WASHINGTON Sincerely, JOHNSON BRAUND, INC. CORRECTION LTR# RECF-1 PD CITY OF o URILt� Greg L. Allwine, AIA JUN 2 3 2016 Principal biLi, PERMIT CENTER 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 www.johnsonbraund.com Iry s s ,5k o V Ak► L J I`V�I IS From: Jerry Findlay" Y e / e _Vyr To: "AI Findlay" �G �'(/f r (.r I Y ` 11' 111 """��V `y� (/ Vt_.• Cc: "Corbin Hammer"; Diana Keys Brenda Holt: Bill Rambo Subject: FW: Truss calculations Date: Wednesday, February 25, 2015 2:29:25 PM Al, I wanted to clarify the deferred truss submittal requirements for Tukwila Village. I have been corresponding with Diana Keys regarding the deferred truss submittals issue. I had cc'ed Corbin and realized after reading my own email below I may have been a bit cryptic when I wrote, "...I called you back yesterday to explain that I would work with you. " I should have been clearer in the email and explained that I had explain to Diana that I was willing to allow the permits to be issued without truss calculations on currently submitted buildings for this project. However, future buildings would require truss calculations at submittal. I explain to Corbin that the `general rule' for deferred submittals was only for unusual items as I explained below. Since Tukwila Village has already submitted plans under the past policy I am willing to work with them. Please call me if you have any questions Jerry E Hight MCP Building Official I City of Tukwila 63oo Southcenter BLVD, Suite ioo I Tukwila, WA 98188 T: 2o6/43r-3675 1 F: 2o6/431-3665 lerU.Hight(aTukwilaWA.gov I http://www.TukwilaWA.g The City of opportunity, the community of choice. **My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 ** From: Jerry Hight Sent: Friday, February 20, 2015 8:40 AM To:'Diana Keys' Cc: Allen Johannessen;'Corbin Hammer'; 'Greg Herring (gregh@intercitycontractors.com)';'Matt Schmitter'; 'bryanp@housing4seniors.com'; Brenda Holt;'KC Ellis' Subject: RE: Truss calculations Diana, I apologize for any confusion, the email below was not intended to describe the process you proposed (?). Per our phone conversation it was intended to demonstrate a few of the items that we review during our plan review of the truss calculations. As further explained deferred submittals are allowed by the code and intended for unusual or uncommon design items such as a prefabricated aluminum stairs, window walls, terra cotta veneer, et cetera, truss documents however are common items. I realize that requiring truss calculations at submittal is a scheduling issue and will take time. Since this process is new to your team 1 wanted to be fair and explain the reasons for requiring the truss calculations. It is also why I called you back yesterday to explain that I would work with you, your team, and the contractor regarding Tukwila Village. However, in the future we will be requiring two wet signed copies of truss calculations at time of submittal. You requested the status of your permits, I believe there have been several plans submitted for the Tukwila Village Project, including the King County Library. I am not aware of the current status of each of these projects. If you email your request with permit numbers to our Permit Coordinator Brenda Holt she could give you an accurate status of each permit. Respectfully CORRECTION Jerry E Hight MCP a : . Building Official I City of Tukwila CITY OF TU Kk A LA 6300 Southcenter BLVD, Suite ioo I Tukwila, WA 98188 JUN 2 3 2016 T: 2o6/431-3675 1 F: 2o6/43i-3665 PERMIT CENTER The City of opportunity, the community of choice. **My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 ** From: Diana Keys [mailto:dianak(@iohnsonbraund.com] Sent: Thursday, February 19, 2015 11:04 AM To: Jerry Hight Cc: Allen Johannessen;'Corbin Hammer'; Greg Herring (greght7a intercitycontractors.com); Matt Schmitter, Subject: RE: Truss calculations Jerry, Thanks for discussing the issue of deferred submittals with me for our Tukwila Village project. The email that you sent (below) regarding your concern with roof trusses does not describe the process that we are proposing with our request for deferred submittals for the pre-engineered roof trusses (or other deferred submittal items.) Once permits are issued, the general contractor accepts bids, finalizes contract with owner, and subcontractors & suppliers are awarded contracts. The pre-engineered roof truss supplier is engaged with a purchase order for the trusses. This occurs after construction is underway per the schedule/sequencing of the project. They engineer the roof trusses, prepare the calculations and truss shop drawings. Drawings and calculations are stamped signed by their structural engineer and submitted to the general contractor. The general contractor reviews the shop drawings for compliance with the construction documents and once approved, forwards them to the structural engineer of record, who reviews them for compliance with CD's, the engineer stamps their review of the submittal and forwards to the architect of record who reviews them for compliance with the design intent. Architect stamps their review of the submittal and returns to the general contractor. Once all parties have "approved" the submittal, the contractor then forwards the shop drawings/calculations to the jurisdiction for final approval. Deferred submittals are not installed until approved by the building department. This process insures that the building department has the opportunity to review the deferred submittals prior to installation and allows the construction / contract / procurement sequencing to follow industry standard practices. This is consistent with the process outlined in IBC 107.3.4.1. Please confirm that this deferred submittal process is acceptable for the Tukwila Village projects as permits are ready to issue awaiting the lot consolidation approval. Thanks, Diana Keys [ Director of Housing [ LEED AP JOHNSON BRAUND, Inc. 15200 52nd Ave S Seattle, WA 98188 Direct line: 206-204-0518 (ext 118) T 206-766-8300 dianakMohnsonbraund.c om www, *ohnsonbra u nd. com From: Jerry Hight [mailto:Jerry.Higbtt7a TukWIIaWA.eoV] Sent: Wednesday, February 18, 2015 3:45 PM To: Diana Keys Cc: Allen Johannessen; 'Corbin Hammer' Subject: Truss calculations Diana, " This is part of an email I sent out about 2-3 weeks ago. If you, or the contractor, have any questions please contact me directly at the number below. IR a s s o c 1 a t e a earth sciences i n c o r p o r a t e d January 28, 2015 Project No. KE110238A Pacific Northern Construction 201 27th Avenue, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park Subject: Building D Geotechnical Engineering Plan Review Proposed Tukwila Village Tukwila International Boulevard and South 144th Street Tukwila, Washington References: Tukwila Village Building D — Full Plan Set Johnson Braund Design Group Cover Sheet Revision Dated October 8, 2014 Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Proposed Tukwila Village Tukwila International Boulevard and South 144th Street Tukwila, Washington Associated Earth Sciences, Inc. March 18, 2013 Dear Mr. Park: ;E licE CITY OF WKVVILA JUN 23 2016 PERMIT CENTER As requested, this letter provides our geotechnical engineering review comments of the above - referenced plan set. We reviewed geotechnical engineering aspects of the plans, focusing primarily on structural engineering sheets related to foundation elements, Geopier plans, and civil engineering sheets related to earthwork. In our opinion the reviewed documents adequately incorporate our geotechnical engineering recommendations as detailed in the referenced geotechnical engineering report for the project. CORRECTION LTR#--&_ Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 FI 425.827.5424 Everett Office 12911 % Hewitt Avenue, Suite 2 I Everett, WA 98201 P 1425.259.0522 F 1425.252.3408 Tacoma Office 11552 Commerce Street, Suite 102 I Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com Closure We appreciate the opportunity to submit this letter and hope that it meets your needs. If you have any questions, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Bruce W. 6uenzler, L.G., L.E.G. Senior Project Geologist �y \ .BWG/Pt KE110238Al2 P1rCject*20h1023%4(E\WP• ,,, Kurt D. Merriman, P.E. Senior Principal Engineer 2 May 17, 2016 Allen Johannessen City of Tukwila 6300 Southcenter BLVD Suite #100 Tukwila WA, 98188 Re: Correction Letter #2 Structural Response Tukwila Village Bldg #D (D14-0326) Dear Allen, CORRECTION LTR# 2m% CITY OF WKWILA JUN 23 2016 The following is in response to the structural aspects of the correction letter dated April 28, 2015 for the above noted project. Please note that a structural review of the project was already provided for and signed off by Reid Middleton; repetitive comments will be referenced to those responses. 7. The structural observation requirements are specified on sheets S1.1. 8. Sections of the typical Geopier are provided on GPO. There is no reason to indicate these piers on the structural drawings because there is no direct connection from piers to footings. The piers are used for ground modification. A note has been added to the foundation plan, referencing the Geopier sheets. 18. IBC 1405.6.2 references ACI 530 Section 6.2.2.10 which relies on 6.2.2.5.6 for anchor spacing. The requirements specified on sheet S1 under "Brick Veneer Anchorage" are stricter then what is required in the code section. Therefore the code requirement is met. Note that S1 is referenced on all details that indicate 21. brick veneer. No modification is necessary. a. This comment was covered in the Reid Middleton plan review. b. The area of steel required in the referenced calculation is 11.09 sq in; (14) #8 has 11.06 sq in of reinforcing. This is acceptable. No modification is necessary. c. The canopy and awnings of A511 are all detailed on sheets S20 and S20.1. These sheets were covered in the Reid Middleton plan review. d. The roofs have a slope of %"/ft which makes these roofs except from section 8.4. e. The tree column is architectural in nature and does not support any load. The structural portion of the column is the concrete core in the center. No modification is necessary. f. The brick lentils on the project are specifically called out on the structural detail 20/S16. This detail references a''/:" thick angle bolted at 24" o.c. to support the brick. This member is far greater in strength than what is necessary. Its size is chosen due to wall thickness. No calculation is necessary. g. Emergency vehicles can not access the elevated parking structure due to a height restriction bar set at 8'- 2", refer to A101. Therefore the loading on the slab is correct as designed. 22. The building code change from 2009 to 2012 will not affect the calculation's results. No modification is necessary. 23. The floor to floor height of the building is 11'-6" under the building which relates to a 10'-8" tall basement wall. While that is 8" taller than the calculation, those walls are also 10" thick versus the 8" wall I the calculation. Therefore, by inspection, the design as indicated is valid without calculation. Where the basement I Ll q6- f) lk 0) Mount Vernon Office Lake Forest Park Office W ey Island oflici 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 Tukwila Village Correction Letter#2 Structural Response May 17, 2016 walls are 8" thick under the parking area, the wall height reduces to a maximum 9ft tall; therefore the original calculation covers these walls. No modification is necessary. 24. The geotechnical report specifies that the 2ft of added surcharge are to be added where the wall is adjacent to parking areas. There are no parking areas adjacent to the basement retaining walls on this project; therefore the 2ft surcharge is not necessary. 25. The geotechnical report provided an assumed design value for the footings over rammed aggregate piers (RAP) however the actually value comes from the designer of the RAP. Enclosed is the calculation and memo for the RAP designers that specifies that an allowable bearing pressure of 5,500psf is to be used for the design .of the foundations. This document shouj�have been submitted with the original permit submittal. No modification is necessary. .� 26. Verified. All calculations are accurately translated to the final building plans. 27. All full height walls on sheet S2 are hatched as requested. 33. Detail 1/S16.1 already specifies the minimum embedment depth, which is also specified on S1. There is no need to indicate the total length of the bolt. No modification is necessary. 53. The bubbled reference of 2/S10 refers to the raised roof of the elevator penthouse. The framing of this roof is already detailed. No further clarification is necessary. • In addition to the comment above, the L1 level parking area has been revised slightly from the previously submitted drawings. The resubmitted plans indicate these revised areas. Refer to the enclosed structural calculations for this revision. Sincerely, Davido Consulting Group, Inc. was Ct Dig* P d�ned ��� ew C. itte ` Da : 016. - 14: 3: 6 - �.� 7 0 Matthew C. Schmitter, PE, SE s��L 37334 Vice President/Principal OAF OrURALENNG���` SSIONAL E r Davido Consulting Group, Inc. Page 2 City of Tukwila Allan Ekberg, Mavor Department of Community Development Jack Pace, Director 6/1/2016 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Permit Application No. D14-0326 TUKWILA VILLAGE BUILDING D 14400 TUKWILA INTERNATIONAL BL Dear DIANA KEYS, In reviewing our current application files, it appears that your permit applied for on 10/10/2014, 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 COMMENTS OUT and is due to expire on 7/10/2016. 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, r4ftItI� r/011 q,P Rachelle Ri le Permit Technician File No: D14-0326 6300 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 9 Phone 206-431-3670 • Fax 206-431-3665 • City of Tukwila Jinz 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 #3 Development Application No. D14-0326 Tukwila Village Building D —14400 Tukwila International Blvd Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0326. 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 July 10, 2016. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, J Bill Rambo Permit Technician File: Permit No. D14-0326 WAPerinit Cente7NExtension Letters\Applications\2014\D14-0326App Extension Letter #3.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 4 JOHNSON BRAUND INC. December 07, 2015 Rachelle Ripley / 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: 14400 Tukwila International Boulevard Project No. D14-0326 RECEIVED CITY OF TUKWILA DEC 0 8 2015 PERMIT CENTER Dear Rachelle / Bill, We received your letter dated November 4, 2015 notifying us that the building permit application for the Tukwila Village Building D is set to expire on January 10"', 2015. At this point in time, there are building plan review comments that are outstanding. The project is currently out to bid. Plans will be resubmitted with permit comment responses once bids and VE comments are received. In addition, 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. Diana Keys, Director of Housing Attachments: City of Tukwila Letter, dated 1 ]-04-2015 www.johnsonbraund.com E / Request for Extension # 3 Current Expiration Date: I - 10 10 Extension Request: Approved for days ❑ Denied (provide explanation) Signature/Initials 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 ARCHITECTURE INTERIOR DESIGN City of Tukwila Department of Community Development November 4, 2015 DIANNA KEYS 15200 52ND AVE S, STE 300 TUKWILA, WA 98188 RE: Application No. D14-0326 TUKWILA VILLAGE BUILDING D 14404 TUKWILA INTERNATIONAL BLVD Dear DIANNA KEYS: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0326 for the work proposed at TUKWILA VILLAGE BUILDING D (14404 TUKWILA INTERNATIONAL BLVD) 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 1/10/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is 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, w4"I 11� Rachelle Ripley P Y Permit Technician File No: D 14-0326 6300 Southcenter Boulevard Suite #100 • Tukwila, Washin,aton 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 52nd Ave S, Suite 300 Tukwila, WA 98188 RE: Request for Extension #2 Development Application No. D14-0326 Tukwila Village Building D —14400 Tukwila International Blvd Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D 14-0326. 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 January 10, 2016. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, c� Bill Rambo Permit Technician File: Permit No. D14-0326 WAPermit Center\Extension Letters\Applications\2014\D14-0326 App Extension Letter #2.docx JOHNSON BRAUND INC. June 19, 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`h Street Project No. D14-0389 RECEIVED CITY OF TUKWILA JUN 19,2015 PERMIT CENTER Dear Bill, We received your letter dated May 1, 2015 notifying us that the building permit application for the Tukwila Village Building E is set to expire on June 22`h, 2015. At this point in time, the plans have been resubmitted back to the City for review. The project is currently out to bid. 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. Request for Extension # J— Sincerely, Current Expiration Date:1 �5 JOHNSON BRAUND, INC. Extension Request: Approved for � days ❑ Denied (provide explanation) Diana Keys, Director of Housing Signature/Initials Attachments: City of Tukwila Letter, dated 05-1-2015 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director April 28, 2015 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D 14-0326 TUKWILA VILLAGE BUILDING D - 14400 TUKWILA INTERNATIONAL BL 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: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. Date: January 27, 2015 To: Diana Keys 15200 52 Ave. S, STE #300 Tukwila WA, 98188 From: Allen Johannessen Review: Building division. 6300 Southcenter BLVD Suite #100 Tukwila WA, 98188 Re: Tukwila Village Building #D (D14-0326) Dear Diana Keys, This is a standard letter for plans that need more information or clarification. The following items are required in order to complete our review process. If some of the items below are already shown on your submitted drawings identify the location of the item in your itemized response letter. Please provide the following; 1. Provide an itemized response to each correction. 2. All corrections are to be made to original tracings and reprinted. 3. Cloud and delta all revisions. 4. Architect to wet sign two sets of complete plans. 5. Provide two wet signed copies of truss calculations with scale truss layout. 6. Provide plans and details complying with HB 1848 for exterior building moisture protection. 7. Clarify location of structural observation requirements on plans. 8. Provide construction cross section of stone column footings on page GPO, concrete pier footing and built up finish slab. 9. Clarify compliance on plans of WAC 51-50-009 Recyclable Materials and Solid Waste Storage. All local jurisdictions shall require that space be provided for the storage of recycled materials and solid waste for all new buildings. The storage area shall be designed to meet the needs of the occupancy, efficiency of pickup, and shall be available to occupants and haulers. 10. Revise building elevation/cross section (minimum one) to reflecting new soillbuilding pad, geotextile fabric, subgrade fill, subgrade sand -quarry spalls, and excavation and fill minimum five (5) feet outside of building perimeter, et cetera, per geotechnical report. 11. Clarify how soil cleanup areas shown on Figure 2 of Environmental Site Assessment has been completed. Provide receipts of soil disposal. 12. Provide elevator lobby with one hour fire partitions at each floor per TMC 16.05.080. 6 gnn.,zn,jthrant0Y Rniilovn rii .C�iito ii ion a T,,ln ;/n WV A;­f. OR IRR PL.,,.,.., 111K A21 2.<7/1 - 27 244C 13. Provide a complete list of all chemicals to be used and stored in the building. Provide MSD sheets and indicate the amounts of hazardous material to be used and stored within the building. 14. Provide room finish schedule showing compliance with flame spread and smoke density ratings of IBC chapter 8. 15. Provide rain fall calculations for roof scuppers (1" per hour 10.010 GPM sq. ft.). 16. Indicate size and detail for roof drains and scuppers on sheet A108. 17. Provide ICC report number or other approved third party testing for the following: a. "Fire Blanket' in detail 2B1 on sheet A0006. b. Water proofing material to be used between planters and building. 18. Clarify brick veneer application will conform to IBC 1405.6.2 for seismic requirements for Seismic Design Category D. 19. Clarify location on plans of UL listing of rated roof access hatch top of north stair. 20. Clarify on plans size/type of elevator Hostway ventilation per IBC 3004. 21. Provide engineering calculations for the following: a. Concrete curb used as vehicle barrier as shown in detail 11 sheet S14 per IBC 406.4.3. and 1607.8.3 (6,000#). b. Revise rebar in F14 pier in footing schedule on sheet S2 to reflect minimum 15 #8 bars to match same on page FD-15 of engineering calculations. c. Steel canopy ledger / connections to building as shown on sheet A511. d. Ponding for flat roof per 1611.2. e. "Tree column" in detail 20 A&B on sheet A511. f. Steel lentil and attachment for brick veneer on sheet A504. g. Clarify location of department access vehicles and other similar emergency vehicles loads on elevated parking structure per IBC 1607.7.2. 22. Revise engineering calculations to reflect 2012 IBC (Page FD-16 2009 shown). 23. Revise basement wall design on page FD-16 (10') to reflect twelve (12) foot high retaining wall shown on sheet A00005 elevation #4. 24. Clarify parking areas adjacent to walls has a surcharge equivalent to 2 feet of soil has been added to wall height in determining the lateral design forces as noted on page 21 section 13 of the geotechnical report. 25. Clarify allowable soils bearing pressure. Structural design calculations (DC-3) indicates 5,500 psi and geotechnical report (page 19) recommends maximum 5,000 psi. 26. Engineer is to verify all framing members, shearwalls, schedules, holddowns, details, notes, footings, et cetera in engineering calculations are correctly shown on the plans. 27. Revise sheet S2 to clearly reflect (shade/hatch) location of basement parking retaining wall location. 28. Designer to incorporate all provisions and requirements of geotechnical report into plans and details. 29. Clarify how low ground water table indicted in geotechnical report will be addressed. a. Indicate termination / collection area for roof drains, basement sumps, surface water, et cetera (storm pond?). Note: 4.3 page 6 of geotechnical report indicates storm water does not rely on infiltration. b. Clarify site slope stability and erosion control measures (sediment traps storm drains and ponds, exposed earth, etcetera). Provide note on plans stating that street are to be kept free of dirt at all times. c. Clarify drain size, location and drain termination for planters. d. Clarify how site will be dewatered during excavation and placing of footing (slope 3% for 10' page 14 of geotechnical report). 30. Provide the following for walls and slab below grade (revise plans to reflect same): a. Groundwater control system per IBC 1805. b. Indicate type of retaining wall and garage slab water proofing material to be used. c. ICC report number or other approved third party testing for material to be used. Note: Geotechnical report indicated ground water average at five (5) foot below grade. 31. Clarify termination of area drains receiving grease and oil from garage floor drains (sump?). 32. Provide parking garage exhaust per IBC 406.6.2. 33. Clarify length of 3/4 anchor bolt length in plate connection on shear wall schedule. Clarify 7" embedment with double sill plates (D1 on sheet S16.1) 34. Clarify type of roofing material at sun deck (Dex-O-Tex?). Indicate ICC report number or other approved third party testing for material to be used. 35. Provide drinking fountain per IBC 1109.5.1 36. Provide guard at mezzanine per IBC 1013 (include detail). 37. Clarify type of interior or trash shaft. 38. Revise doors P104 & P105 to reflect 1-hour UL listed doors (P1 Level lobby). 39. Revise side door clearance in detail 2 on sheet A402 (door MO5/MO6) to reflect minimum 12" side clearance per Al17.1-2009 section 404.2.3.2. 40. Provide 18" side door clearance on all doors in Unit 2Bed-DI on sheet A424 (Type B unit). 41. Revise plans to reflect type of roofing material. 6300.gnuthr.-nt.-r Rnul.-vnrd .quit. - #inn • Tukwila Wnchinotnn 9RIRR • Phnno m6-d3l-3671) • Fnr ?06-d31-3665 42. Provide roof cross ventilation per IBC 1203.2. Roof does not qualify for unvented attic, see IBC 1203.2 exception #4 & 4.1. 43. Clarify type of fireplace and venting system (termination) in lobby. Indicate ICC report number or other approved third party testing for unit. 44. Provide Type I Hood and exhaust for range in Community Room. 45. Clarify window type " M referenced in detail 2 on sheet A424 meets egress required in IBC 1009. Will middle bar support a fireman with gear (interior window grid)? 46. Clarify on plans that windows at stairs are safety glazing. 47. Clarify dryer exhaust duct is separate from kitchen exhaust duct per 501.2. 48. Revise plans to reflect location of water heat and furnace in units. 49. Clarify clothes dryer exhaust duct penetration through walls per IMC 504.2. 50. Clarify clothes dryer cfm / makeup air per IMC 504.5 (louvered doors?). 51. Clarify location of carbon monoxide detectors in units. 52. Revise sheet A108 to reflect guard (roof edge) per IBC section 1009.16.2. 53. Provide detail of complete enclosed reference in detail 2 on sheet S10. 54. Revise sheet A453 to reflect minimum stair sign size of 18" x 12" per IBC 1022.9.1. (Revise stair notes/details to reflect same). 55. Plan references "Boiler" on sheet A100, Indicate how pressure relief line will to terminate outside the building without being trapped per UPC Section 608. ***Plan review has excessive corrections*** This plan review is conditional and may not be complete. Review of revised plans may require further corrections. It is the responsibility of the applicant to install erosion control measures prior to calling to schedule an inspection. All erosion control measures are to be installed prior to scheduling an inspection. An erosion control inspection must be scheduled and approved prior to issuing your permit. A permit for this structure will not be issued without approval of all other departments. If you have any questions regarding any of the above items you can email them to me at A1.Johannessen@TukwilaWA.gov or call me directly at 206-433-7163 Respectfully, Allen Johannessen Plans Examiner 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 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0326 6300.Cnuthnantar Rnij1Pvnrd.C'1/it0##Inn • Tnlrwiln Wnchinatnn ORIRR a John— MA-Q?I_?F7/) � v.,, )n,< A?1 ?.<.<C ReidrAiddleton April 1, 2015 File No. 262014.005/01003 Mr. 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 D (D 14-0326) Dear Mr. Hight: RECEIVED CITV r+C rt tWN*JM A APR Oz 2015 PERM17 CEUMA 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 second plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are: S1, S1.1, S2 ' S3,S4,S5,S5.1,S6,S7,S8,S9,S10,S11,S11.1,S12,S12.1toS12.4,S13,S14,S14.1, S 15, S 15.1, S 16, S 16.1, S 17, S 17.1, S 18, and S 19. Note that revised structural sheets were submitted for all of the original structural sheets. New structural sheets not included in the drawings that we reviewed initially were also submitted with the revised drawings for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These new sheets are: Sheet S20 and S20.1. 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: 1. Concrete mix designs. 2. Placing drawings for prestressed post -tensioned concrete floor systems. 3. Design drawings for prefabricated stair systems. 4. Design drawings for prefabricated metal -plate -connected wood trusses. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila April 1, 2015 File No. 262014.005/01003 Page 2 5. Design drawings for hold-down systems at wood -framed shear walls (e.g., Earthbound, see also ICC-ES AC316 and ESR-2848). 6. Design drawings for elevator machine beams. 7. 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, dated March 18, 2013. The following is a summary: 1. Site excavation and grading. 2. Installation of shoring system. 3. Verification of soldier pile capacities. 4. Overexcavation for placement of structural fill, where applicable. 5. Construction dewatering, where applicable. 6. Installation of piles. See also IBC Section 1705.7. 7. Installation of aggregate foundation reinforcement system (e.g., Geopier). 8. Placement of structural fill and soil compaction. 9. Verification of soil -bearing capacity. 10. Installation of foundation wall subsurface drainage system. 11. Placement and compaction of foundation wall backfill. Structural special inspections. Special inspections by qualified special inspectors should be provided. We assume the prefabricated structural steel members and steel structure will be fabricated by registered and approved fabricators. The following is a summary: 1. Installation of piles: continuous. 2. Concrete placement at concrete construction including, prestressed post - tensioned concrete floor systems: continuous. 3. Reinforcement at concrete construction, including prestressing tendons, and headed shear stud reinforcement: periodic. 4. Application of prestressing forces at post -tensioned concrete: continuous. 5. Installation of steel anchor bolts/rods in concrete: continuous. 6. Installation of steel anchor bolts/rods in concrete at hold-downs of wood -framed, lateral force -resisting system: continuous. Reid iddleton Mr. Hight, Building Official City of Tukwila April 1, 2015 File No. 262014.005/01003 Page 3 7. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). 8. Adhesive installation of concrete reinforcement, where applicable: continuous. 9. Installation and fastening of brick masonry veneer: periodic. 10. Fabrication of structural steel: periodic. 11. Installation of structural steel: periodic. 12. Welding of structural steel members for single -pass fillet welds (maximum 5/16- inch): periodic. 13. Welding of structural steel- members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. 14. Installation and fastening of prefabricated steel structure: periodic. 15. Fastening at wood -framed, lateral force -resisting system: periodic. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete, including post -tensioned 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 DI A 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. Reid iddleton Mr. Hight, Building Official City of Tukwila April 1, 2015 File No. 262014.005/01003 Page 4 The section of the structural notes on structural observation, Sheet 51.1, specifies structural observation by the structural engineer. Enclosed are two sets of the structural drawings (both stamped by Reid Middleton),the original architectural and structural drawings, the geotechnical report, and structural calculations. If you have any questions or need additional clarification, please contact US. Sincerely, Reid Middleton, Inc. Vex"L& lflc�� FD J' Corbin Hammer, P.E., S.E. Senior Engineer Enclosures cc: Diana Keys, Johnson Braund (by e-mail) Alan D. Findlay, P.E. Project Engineer 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\14\tOlOr3.doc\adf Reid iddleton City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director March 31, 2015 Diana Keys Johnson Braund Inc. 15200 52nd Ave S, Suite 300 Tukwila, WA 98188 RE: Request for Extension #1 Development Application No. D14-0326 Tukwila Village Building D —14400 Tukwila International Blvd Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0326. 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 ninety days from the date of expiration, through July 10, 2015. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D14-0326 WAPermit CenteAExtension Letters\4pplications\2014\D14-0326App Extension Letter#l.docx 6300Smithrontor Rnulpvnrd .Cti;tp #100 • Tribal;ln Wnch;"at— OR IRR • Pb— 'InA-J21_ 2A7n . L'-- ')ll.< A? 1 ?��G Davido Consulting Group civil I structural I land use March 19, 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 D (D14-0326) Reid Middleton Comments Dear Mr. Hammer and Mr. Findlay, The following is in response to the plan review comments regarding the structural aspects for the referenced project dated March 16, 2015: General 5. The note on the special inspection table has been updated to include boundary zone reinforcing requirements. 10. The ASTM requirement for headed shear stud reinforcement is now on sheet S1, in the "Reinforcing Steel" section, note 6. Foundation 15. Per ACI 318-11 Section 7.6.5 our maximum spacing for reinforcing in the structural slab on -grade is limited to 12" on center (three times the depth). Plans have been updated to show #3 at 12" on center. Vertical 16. Tendons have been updated to have a CGS at end bays of 2.25", for the 1.8" requirements, including the ones missing from the previous plan review. Plans have been updated accordingly. Refer to attached slab calculations. 18. The shearwall sheets indicated in the notes on the framing plans have been updated to the correct sheet numbers on all framing plans. 19. This callout should refer to detail 1/S17, and has been updated accordingly. 20. Detail 2/S16 is erroneously noted on S4 and has been updated to the correct detail, 3/S16. Lateral 23. This note has been corrected to reference detail 1/S19 for the window straps. 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 Tukwila Building D Plan Review #2 Response Reid Middleton, Inc C/O City of Tukwila Dept of Community Development March 19, 2015 Page 2 24. There is some confusion on the shearwall callouts from the calculations and the referenced sheet. Shearwalls 6.1, 13.2 and C.1 on sheet LD-11 refer to corridor walls on the eastern portion of the project, near grids A & 2, shown in the calculations in the front -back direction as part of the "A" portion of the building (eastern leg). These walls have the correct holdowns on plan matching those in the shearwall calculations on sheet LD-10 to LD-13. However, this comment references walls 6.1, 6.2 and CA as being located on plan near grids 3.5/E.6. These walls occur in the calculations in the front -back direction as part of the "B" portion of the building (western leg). The calculated holdown force for these walls is negative, meaning that the wall's dead load overcomes any seismic overturning force and holdowns are not required. Refer to the attached pages from the original calculations. No plan modification is necessary. 25. All holdown systems are referenced on the level the system originates on, and are therefore shown on S11(the first wood level). The holdown schedule, on both sheet S11 and S11.1, indicates the level(s) each holdown system is required on as well as the required design load values for each level. There are no holdowns on level 6, as noted on the holdown schedule. No modification necessary. 26. Crosstie maximum distance from top/bottom of slabs/footing is now indicated in detail 6/S14.1 to meet ACI 318-11 Section 7.10.5.5 and 2012 IBC Section 1901.2. Per ACI 318-11 Section 21.13.3 and 21.13.4, columns that are not part of the seismic -force -resisting system must have minimum transverse reinforcing outlined in those sections. These minimums are related to the gross capacity of the column, and columns with factored loads exceeding 10% of the gross capacity are to be designed per 21.6.4.3 and 21.6.4.4, which is the method we take in design all our columns. Calculations for minimum transverse reinforcing were included in the previous response to this comment. No modification is necessary. Please contact our office directly if there are any further questions or comments. Sincerely, Davido Consulting Group, Inc. Digitally signed by Joshua Nelson, PE Date:2015.03.19 15:03:00-07'00' Joshua Nelson, PE, LEED AP Project Engineer Reviewed by, ',*OF WASy .y� o Matthew C. Schmitter, PE, SE F Vice-President/Principal of Structural Engineering SS/ONAL EN� Davido Consulting Group, Inc. Page 2 Comment #24 Comment #24 SHEARWALL NOTES.- L INDICATES SHEARWALL ON SPECIFIED FLOOR REFER TO SCHEOBLE ON T1415 SHEET FOR REOOIREYENTS 2 C516 INDICATES STRAP AND TYPE OF STRAP AT TO' AND BOY OF WINOOW. REFER TO DETAIL 1/SIB FOR INSTALLATION REOIAREYENTS 3 INDICATES HOLDOWN SYSIEY REFER TO :HEFT SIB FOR INSTAI LA VON. 4 SEE ROOF FRAYING PLANS FOR SHEARWALL TO ROOF CONNECTION OE1 tin I _ vVV !L cp AN + w � - r t � ' I � �^ ` t 'fit'-c r • `, `� -.. ti i G 0 f LEVEL 2-5 SHEARWAL PLAN S) t SCALE 3/32• = 1'-0' 8.3 Comment #24 Comment #24 (A) F/B SIDE TUKWILA VILLAGE BLDG D KEY PLANS SCALE: 1/8" = 1'-0" LEVEL 2 - LEVEL 5 Comment #24 Comment #24 (A) FIB SIDE TUKWILA VILLAGE BLDG D KEY PLANS SCALE: 1/8" = V-0" Davido Consulting Group Date: 10/6/2014 . civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 6th story Side Direction Story shear(kips) = 19.92 Story height (ft) = 8.00 Total Width(ft)= 66.50 0 0 3 m 3 N A Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Width % Sharing (it) Story Sum Story Sum Panel V(kips) V(kips) DL(kll) DL(ld Shear (pll) Panel Edge Nailing Plate Shear (pll) BTM Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Windoi Strap 6 A.1 7.00 0.00 0.00 0.00 0.00 66.50 0.05 0.97 0.97 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.45 NA NA 6 A.2 7.00 0.00 0.00 0.00 0.00 66.50 0.05 0.97 0.97 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.45 NA NA 6 A.3 7.00 0.00 0.00 0.00 0.00 66.50 0.05 0.97 0.97 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.45 NA NA 6 A.4 4.50 0.00 0.00 0.00 0.00 66.50 0.03 0.62 0.62 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.75 NA NA 6 B.3 5.25 0.00 0.00 0.00 0.00 66.50 0.04 0.73 0.73 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.65 NA NA 6 BA 9.50 0.00 0.00 0.00 0.00 66.50 0.07 1.32 1.32 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.18 NA NA 6 B.5 20.00 0.00 0.00 0.00 0.00 66.50 0.14 2.78 2.78 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. -0.89 NA NA 6 13.6 11.00 0.00 0.00 0.00 0.00 66.50 0.08 1.53 1.53 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.02 NA NA 6 C.2 9.50 0.00 0.00 0.00 0.00 66.50 0.07 1.32 1.32 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.18 NA NA 6 C.3 20.00 0.00 0.00 0.00 0.00 66.50 0.14 2.78 2.78 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" O.C. -0.89 NA NA 6 CA 9.25 0.00 0.00 0.00 0.00 66.50 0.06 1.28 1.28 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.21 NA NA 6 D.2.2 18.00 5.00 4.00 4.25 2.00 66.50 0.09 1.80 1.80 0.33 0.33 139 6" o.c. 100 16d at 6" o.c. at 24" o.c. -1.00 1.18 CMSTC 16 6 D.3 7.00 0.00 0.00 0.00 0.00 66.50 0.05 0.97 0.97 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. 0.45 NA NA 6 D.2.1 13.50 0.00 0.00 0.00 0.00 66.50 0.09 1.87 1.87 0.33 0.33 139 6" o.c. 139 16d at 6" o.c. at 24" o.c. -0.23 NA NA Sum 135.00 19.92 19.92 0 0 3 3 CD r At0 Davido Consulting Group Date: 10/6/2014 . civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 5th Story Side Direction Story shear(kips) = 34.80 Accumulated shear(kips)= 54.72 Story height (ft) = 8.00 Total Width(ft)= 66.50 n 0 3 3 (D W A Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Width % Sharing (ft) Story Sum Story Sum Panel d V(kips) V(kips) DL(klf) DL(klf) Shear (pl Panel Edge Nailing Plate Shear (plc) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 5 A.1 10.75 0.00 0.00 0.00 0.00 66.50 0.06 2.09 2.09 0.16 0.16 194 6" o.c. 194 16d at 6" ox. at 24" o.c. 1.11 NA NA 5 A.2 10.75 5.00 4.00 3.00 2.00 66.50 0.03 1.12 2.58 0.10 0.60 448 4" o.c. 240 16d at 6" o.c. at 24" o.c. -0.01 2.69 CMSTCI6 5 A.3 11.25 5.00 4.00 3.00 2.00 66.50 0.03 1.22 2.67 0.10 0.60 428 4" o.c. 238 16d at 6" o.c. at 24" O.C. -0.12 2.57 CMSTCI6 5 A.4 4.50 0.00 0.00 0.00 0.00 66.50 0.03 0.88 1.50 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" O.C. 234 NA NA 5 13.1 7.75 0.00 0.00 0.00 0.00 66.50 0.04 1.51 1.51 0.16 0.16 194 6" o.c. 194 16d at 6" o.c. at 24" o.c. 1.28 NA NA 5 13.2 11.00 0.00 0.00 0.00 0.00 66.50 0.06 2.14 2.14 0.16 0.16 194 6" o.c. 194 16d at 6" o.c. at 24" o.c. 1.09 NA NA 5 13.3 5.25 0.00 0.00 0.00 0.00 66.50 0.03 1.02 1.75 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" O.C. 3.42 NA NA 5 13.4 9.50 0.00 0.00 0.00 0.00 66.50 0.05 1.85 3.17 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 2.69 NA NA 5 B.5 20.00 0.00 0.00 0.00 0.00 66.50 0.11 3.89 6.67 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 1.21 NA NA 5 13.6 11.00 0.00 0.00 0.00 0.00 66.50 0.06 2.14 3.67 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" O.C. 2.46 NA NA 5 CA 11.00 0.00 0.00 0.00 0.00 66.50 0.06 2.14 2.14 0.16 0.16 194 6" o.c. 194 16d at 6" o.c. at 24" O.C. 1.09 NA NA 5 C.2 9.50 0.00 0.00 0.00 0.00 66.50 0.05 1.85 3.17 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" O.C. 2.69 NA NA 5 C.3 20.00 0.00 0.00 0.00 0.00 66.50 0.11 3.89 6.67 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 1.21 NA NA 5 CA 9.25 0.00 0.00 0.00 0.00 66.50 0.05 1.80 3.08 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 2.72 NA NA 5 D.1 9.18 0.00 0.00 0.00 0.00 66.50 0.05 1.79 1.79 0.16 0.16 194 6" o.c. 194 16d at 6" o.c. at 24" o.c. 1.19 NA NA 5 D.2.2 13.50 5.00 4.00 4.15 2.00 66.50 0.05 1.65 3.46 0.10 0.43 407 4" o.c. 256 16d at 6" o.c. at 24" o.c. 031 338 CMSTCI6 5 D.3 11.25 5.00 4.00 3.00 2.00 66.50 0.03 1.22 2.19 0.10 0.43 350 4" o.c. 194 16d at 6" o.c. at 24" o.c. 0.10 2.10 CMSTCI6 5 D.2.1 13.50 0.00 0.00 0.00 0.00 66.50 0.08 2.63 4.50 0.10 0.43 333 4" o.c. 333 16d at 4" o.c. at 16" o.c. 2.10 NA NA Sum 198.93 34.80 54.72 0 O 3 3 CD 40 AD Davido Consulting Group Date: 10/6/2014 . civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 4th story Side Direction Story shear(kips) = 29.99 Accumulated shear(kips)= 84.71 Story height (ft) = 8.00 Total Width(ft)= 66.50 n O 3' 3 CD 7 W A Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Width % Sharing (ft) Story Sum Story Sum Panel V(kips) V(kips) DL(kIQ DL(ldo Shear (plf) Panel Edge Nailing Plate Shear (plO Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Windoe Strap 4 A.I 10.75 0.00 0.00 0.00 0.00 66.50 0.06 1.80 3.89 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 3.80 NA NA 4 A.2 10.75 5.00 4.00 3.00 2.00 66.50 0.03 0.96 3.54 0.10 0.70 616 2" o.c. 329 16d at 4" o.c. at 16" o.c. 2.41 3.69 CMSTC16 4 A.3 11.25 5.00 4.00 3.00 2.00 66.50 0.03 1.05 3.72 0.10 0.70 595 3" o.c. 331 16d at 4" o.c. at 16" o.c. 2.29 3.57 CMSTC16 4 A.4 4.50 0.00 0.00 0.00 0.00 66.50 0.03 0.75 2.25 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 6.69 NA NA 4 B.l 7.75 0.00 0.00 0.00 0.00 66.50 0.04 1.30 2.81 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 4.12 NA NA 4 B.2 11.00 0.00 0.00 0.00 0.00 66.50 0.06 1.84 3.98 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 3.77 NA NA 4 13.3 5.25 0.00 0.00 0.00 0.00 66.50 0.03 0.88 2.63 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 7.67 NA NA 4 BA 9.50 0.00 0.00 0.00 0.00 66.50 0.05 1.59 4.76 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 6.61 NA NA 4 13.5 20.00 0.00 0.00 0.00 0.00 66.50 0.11 335 10.02 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 4.69 NA NA 4 B.6 11.00 0.00 0.00 0.00 0.00 66.50 0.06 1.84 5.51 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" O.C. 6.30 NA NA 4 CA 11.00 0.00 0.00 0.00 0.00 66.50 0.06 1.84 3.98 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 3.77 NA NA 4 C.2 9.50 0.00 0.00 0.00 0.00 66.50 0.05 1.59 4.76 0.10 0.54 501 3" o.c. Sol 16d at 3" o.c. at 12" o.c. 6.61 NA NA 4 C.3 20.00 0.00 0.00 0.00 0.00 66.50 0.11 3.35 10.02 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 4.69 NA NA 4 CA 9.25 0.00 0.00 0.00 0.00 66.50 0.05 1.55 4.63 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 6.66 NA NA 4 D.1 9.18 0.00 0.00 0.00 0.00 66.50 0.05 1.54 3.32 0.10 0.26 362 4" o.c. 362 16d at 4" o.c. at 16" o.c. 3.96 NA NA 4 D.2.2 13.50 5.00 4.00 4A5 2.00 66.50 0.05 1.42 4.88 0.10 0.54 574 3" o.c. 362 16d at 4" o.c. at 16" o.c. 2.88 4.77 CMST14 4 D.5 11.25 5.00 4.00 3.00 2.00 66.50 0.03 1.05 3.23 0.10 0.54 518 3" o.c. 288 16d at 6" o.c. at 16" o.c. 2.14 3.11 CMSTC16 4 D.2.1 13.50 0.00 0.00 0.00 0.00 66.50 0.08 2.26 6.76 0.10 0.54 501 3" o.c. 501 16d at 3" o.c. at 12" o.c. 5.83 NA NA Sum 198.93 29.99 84.71 n O 3 3 CD A_. Davido Consulting Group Date: 10/6/201, . civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt 3rd story Side Direction Story shear(kips) = 14.33 Story height (ft) = 8.00 Total Width(Ft) = 66.50 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 99.04 0 0 3 3 CD N A Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Width % Sharing (ft) Story Sum Story Sum Panel V(kips) V(kips) DL(klf) DL(klf) Shear (plf) Panel Edge Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Windov Strap 3 A.1 10.75 0.00 0.00 0.00 0.00 66.50 0.06 0.86 4.75 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" O.C. 7.16 NA NA 3 A.2 10.75 5.00 4.00 3.00 2.00 66.50 0.03 0.46 4.00 0.10 0.80 696 2" o.c. 372 16d at 4" o.c. at 16" o.c. 5.18 4.17 CMSTCI6 3 A.3 11.25 5.00 4.00 3.00 2.00 66.50 0.03 0.50 4.22 0.10 0.80 675 2" o.c. 375 16d at 4" o.c. at 16" o.c. 5.06 4.05 CMSTCI6 3 A.4 4.50 0.00 0.00 0.00 0.00 66.50 0.03 0.36 2.61 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 11.77 NA NA 3 B.1 7.75 0.00 0.00 0.00 0.00 66.50 0.04 0.62 3.43 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" O.C. 7.64 NA NA 3 13.2 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.88 4.86 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" o.c. 7.12 NA NA 3 13.3 5.25 0.00 0.00 0.00 0.00 66.50 0.03 0.42 3.05 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 12.63 NA NA 3 B.4 9.50 0.00 0.00 0.00 0.00 66.50 0.05 0.76 5.52 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 11.20 NA NA 3 B.5 20.00 0.00 0.00 0.00 0.00 66.50 0.11 1.60 11.62 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 8.82 NA NA 3 B.6 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.88 6.39 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 10.82 NA NA 3 CA 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.88 4.86 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" O.C. 7.12 NA NA 3 C.2 9.50 0.00 0.00 0.00 0.00 66.50 0.05 0.76 5.52 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 11.20 NA NA 3 C.3 20.00 0.00 0.00 0.00 0.00 66.50 0.11 1.60 11.62 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 8.82 NA NA 3 CA 9.25 0.00 0.00 0.00 0.00 66.50 0.05 0.74 5.37 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. at 8" o.c. 11.27 NA NA 3 D.1 9.18 0.00 0.00 0.00 0.00 66.50 0.05 0.74 4.06 0.10 0.36 442 4" o.c. 442 16d at 4" o.c. at 12" o.c. 7.40 NA NA 3 D.2.2 13.50 5.00 4.00 4.15 2.00 66.50 0.05 0.68 5.56 0.10 0.64 654 2" o.c. 412 16d at 4" o.c. at 12" o.c. 5.87 5.43 CMST14 3 D.5 11.25 5.00 4.00 3.00 2.00 66.50 0.03 0.50 3.74 0.10 0.64 598 3" o.c. 332 16d at 4" o.c. at 16" o.c. 4.56 3.59 CMSTC 16 3 D.2.1 13.50 0.00 0.00 0.00 0.00 66.50 0.08 1.08 7.84 0.10 0.64 581 3" o.c. 581 16d at 3" o.c. st 8" o.c 10.23 NA NA JUm IYn.Y3 14.33 vv.vv 0 0 3 3 to Davido Consulting Group Date: 10/6/2014 . civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 2nd story Side Direction Story shear(kips) = 8.67 Accumulated shear(kips)- 107.71 Story height (11) = 8.00 Total Width(Ft)= 66.50 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Width % Sharing (it) Story Sum Story Sum Panel V(kips) V(kips) DL(klf) DL(kIQ Shear (pli) Panel Edge Nailing Plate Shear (plO A. Bolt Spacing Top Plate 1,TP4 Resultant RD(kips) Force at Window (kips) Windov Strap 2 A.1 10.75 0.00 0.00 0.00 0.00 66.50 0.06 0.52 5.27 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 12" o.c. J 10.93 NA NA 2 A.2 10.75 5.00 4.00 3.00 2.00 66.50 0.03 0.28 4.28 0.10 0.91 744 2" o.c. 398 2x at 48" o.c. at 16" o.c. 0 8.17 4.46 CMST14 2 A.3 11.25 5.00 4.00 3.00 2.00 66.50 0.03 0.30 4.52 0.10 0.91 724 2" o.c. 402 2x at 48" o.c. at 16" o.c. 8.07 434 CMSTCI6 2 A.4 4.50 0.00 0.00 0.00 0.00 66.50 0.03 0.22 2.83 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 0 17.28 NA NA 2 B.1 7.75 0.00 0.00 0.00 0.00 66.50 0.04 0.38 3.80 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 12" o.c. 0 11.58 NA NA 2 B.2 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.53 5.40 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 12" o.c. 10.88 NA NA 2 B.3 5.25 0.00 0.00 0.00 0.00 66.50 0.03 0.25 3.30 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. ® 18.02 NA NA 2 BA 9.50 0.00 0.00 0.00 0.00 66.50 0.05 0.46 5.98 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 0 16.21 NA NA 2 B.5 20.00 0.00 0.00 0.00 0.00 66.50 0.11 0.97 12.59 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 0 1335 NA NA 2 B.6 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.53 6.92 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 0 15.74 NA NA 2 CA 11.00 0.00 0.00 0.00 0.00 66.50 0.06 0.53 5.40 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 1.2" o.c. 10.88 NA NA 2 C.2 9.50 0.00 0.00 0.00 0.00 66.50 0.05 0.46 5.98 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 0 16.21 NA NA 2 C.3 20.00 0.00 0.00 0.00 0.00 66.50 0.11 0.97 12.59 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 1335 NA NA 2 CA 9.25 0.00 0.00 0.00 0.00 66.50 0.05 0.45 5.82 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. © 16.29 NA NA 2 D.1 9.18 0.00 0.00 0.00 0.00 66.50 0.05 0.44 4.50 0.10 0.46 491 3" o.c. 491 2x at 32" o.c. at 12" o.c. 0 11.25 NA NA 2 D.2.2 13.50 5.00 4.00 4.15 2.00 66.50 0.05 0.41 5.98 0.10 0.74 703 2" o.c. 443 2x at 32" o.c. at 12" o.c. 0 9.11 5.83 CMST14 2 D.5 11.25 5.00 4.00 3.00 2.00 66.50 0.03 0.30 4.04 0.10 0.74 646 2" o.c. 359 2x at 48" o.c. at 16" o.c. 0 7.20 3.88 CMSTCI6 2 D.2.1 13.50 0.00 0.00 0.00 0.00 66.50 0.08 0.65 8.50 0.10 0.74 629 2" o.c. 629 2x at 32" o.c. at 8" o.c. 0 15.02 NA NA Sum 198.93 8.67 107.71 0 O 3 3 cu ac iz%L, NW Davido Consulting Group Date: 10/6/2014 . civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design -Side (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 6th story Side Direction Story shear(kips) = 19.92 Story height (ft) = 8.00 Total Area(sq ft) = 3445.00 0 O 3 3 CD N Ja Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft) Opening (ft) Trib.Area % Sharing (sq ft) Story Sum Story Sum Panel V(kips) V(kips) DL(kIQ DL(klf) Shear (plt) Panel Edge Nailing Plate Shear (plO BTM Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) WindoH Strap 6 2.1 18.25 0.00 0.00 0.00 0.00 180.00 1.00 1.04 1.04 0.11 0.11 57 6" o.c. 57 16d at 6" o.c. at 24" o.c. -0.15 NA NA 6 2.2 14.00 0.00 0.00 0.00 0.00 255.00 1.00 1.47 1.47 0.11 0.11 105 6" o.c. 105 16d at 6" o.c. at 24" o.c. 039 NA NA 6 3.1 24.50 0.00 0.00 0.00 0.00 555.00 1.00 3.21 3.21 0.11 0.11 131 6" o.c. 131 16d at 6" o.c. at 24" o.c. 0.24 NA NA 6 3.2 12.50 0.00 0.00 0.00 0.00 365.00 1.00 2.11 2.11 0.11 0.11 169 6" o.c. 169 16d at 6" o.c. at 24" o.c. 0.98 NA NA 6 4.1 24.00 0.00 0.00 0.00 0.00 685.00 1.00 3.96 3.96 0.11 0.11 165 6" o.c. 165 16d at 6" o.c. at 24" o.c. 0.54 NA NA 6 4.2 24.00 0.00 0.00 0.00 0.00 775.00 1.00 4.48 4.48 0.11 0.11 187 6" o.c. 187 16d at 6" o.c. at 24" o.c. 0.72 NA NA 6 5.0 24.00 0.00 0.00 0.00 0.00 630.00 1.00 3.64 3.64 0.11 0.11 152 6" o.c. 152 16d at 6" o.c. at 24" o.c. 0.43 NA NA gum 141.23 5th story Side Direction Story shear(kips) = 34.80 Story height (ft) = 8.00 Total Area(sq ft) = 5055.00 19.92 19.92 Accumulatedshear(kips)= 54.72 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft) Opening (ft) Trib.Area % Sharing (sq ft) Story Sum Story Sum Panel V(kips) V(kips) DL(kIQ DL(klQ Shear (plo Panel Edge Nailing Plate Shear (p1Q Plate Nailing Top Plate I LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 5 1.1 5.75 0.00 0.00 0.00 0.00 250.00 1.00 1.72 1.72 1.05 1.05 299 6" o.c. 299 16d at 6" o.c. at 16" o.c. 0.64 NA NA 5 1.2 7.00 0.00 0.00 0.00 0.00 445.00 0.55 1.68 1.68 1.05 1.05 240 6" o.c. 240 16d at 6" o.c. at 24" o.c. -030 NA NA 5 1.3 5.75 0.00 0.00 0.00 0.00 445.00 0.45 1.38 1.38 1.05 1.05 240 6" o.c. 240 16d at 6" o.c. at 24" o.c. 0.13 NA NA 5 2.1 18.25 0.00 0.00 0.00 0.00 620.00 1.00 4.27 5.31 0.53 0.64 291 6" o.c. 291 16d at 6" o.c. at 16" o.c. -0.75 NA NA 5 2.2 24.75 0.00 0.00 0.00 0.00 660.00 1.00 4.54 6.02 0.53 0.64 243 6" o.c. 243 16d at 6" o.c. at 24" o.c. -2.88 NA NA 5 3.1 24.50 0.00 0.00 0.00 0.00 570.00 1.00 3.92 7.13 0.53 0.64 291 6" o.c. 291 16d at 6" o.c. at 16" o.c. -139 NA NA 5 3.2 12.50 0.00 0.00 0.00 0.00 375.00 1.00 2.58 4.69 0.53 0.64 375 4" o.c. 375 16d at 4" o.c. at 16" o.c. 2.02 NA NA 5 4.1 24.00 0.00 0,00 0.00 0.00 695.00 1.00 4.78 8.75 0.63 0.74 364 4" o.c. 364 16d at 4" o.c. at 16" o.c. -1.12 NA NA 5 4.2 24.00 0.00 0.00 0.00 0.00 800.00 1.00 5.51 9.99 0.63 0.74 416 4" o.c. 416 16d at 4" o.c. at 12" o.c. -0.52 NA NA 5 5.0 24.00 0.00 0.00 0.00 0.00 640.00 1.00 4.41 8.05 0.80 0.91 335 4" o.c. 335 1 16d at 4" o.c. at 16" o.c. -2.70 NA NA Sum 1 /U.W 34.SU �-4.72 0 O 3 3 CD P. P Davido Consulting Group Date: 10/6/201 icivil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design -Side (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt 4th story Side Direction Story shear(kips) = 29.99 Story height (ft) = 8.00 Total Area(sgft) = 5055.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)-- 84.71 O 3 3 CD N A Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Area % Sharing (sq ft) Story Sum Story Sum Panel V(kips) V(kips) DL(kIQ DL(kIQ Shear (pIQ Panel Edge Nailing Plate Shear (pIQ Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 4 1.1 5.75 0.00 0.00 0.00 0.00 250.00 1.00 1.48 3.20 0.38 1.42 557 3" o.c. 557 16d at 3" o.c. at 8" o.c. 4.81 NA NA 4 1.2 7.00 0.00 0.00 0.00 0.00 445.00 0.55 1.45 3.13 0.38 1.42 447 4" o.c. 447 16d at 4" o.c. at 12" o.c. 2.70 NA NA 4 1.3 5.75 0.00 0.00 0.00 0.00 445.00 0.45 1.19 2.57 0.38 1.42 447 4" o.c. 447 16d at 4" o.c. at 12" o.c. 333 NA NA 4 2.1 18.25 0.00 0.00 0.00 0.00 620.00 1.00 3.68 8.99 0.53 1.17 492 3" o.c. 492 16d at 3" o.c. at 12" o.c. 030 NA NA 4 2.2 24.75 0.00 0.00 0.00 0.00 660.00 1.00 3.92 9.93 0.53 1.17 401 4" o.c. 401 16d at 4" o.c. at 16" o.c. -3.63 NA NA 4 3.1 24.50 0.00 0.00 0.00 0.00 570.00 1.00 3.38 10.51 0.53 1.18 429 4" o.c. 429 16d at 4" o.c. at 12" o.c. -1.89 NA NA 4 3.2 12.00 0.00 0.00 0.00 0.00 375.00 1.00 2.22 6.92 0.53 1.18 576 3" o.c. 576 16d at 3" o.c. at 8" o.c. 5.12 NA NA 4 4.1 24.00 0.00 0.00 0.00 0.00 695.00 1.00 4.12 12.87 0.63 1.37 536 3" o.c. 536 16d at 3" o.c. at 12" o.c. -138 NA NA 4 4.2 24.00 0.00 0.00 0.00 0.00 800.00 1.00 4.75 14.73 0.63 1.37 614 2" o.c. 614 16d at 3" o.c. at 8" o.c. -0.14 NA NA 4 5.0 24.00 0.00 0.00 0.00 0.00 640.00 1.00 3.80 11.85 0.80 1.71 494 1 3" o.c. 494 16d at 3" o.c. at 12" o.c. -4.54 NA NA Sum I N.UU 3rd story Side Direction Story shear(kips) = 14.33 Story height (ft) = 8.00 Total Area(sq ft) = 5055.00 LY.ri 64.11 Accumulated shear(kips)= 99.04 Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Area % Sharing (sq ft) Story Sum Story Sum Panel V(kips) V(kips) DL(klt) DL(klf) Shear (pIQ Panel Edge Nailing Plate Shear (pit) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Window (kips) Window Strap 3 1.1 5.75 0.00 0.00 0.00 0.00 250.00 1.00 0.71 3.91 0.38 1.80 681 2" o.c. 681 16d at 2" o.c. at 8" o.c. 10.07 NA NA 3 1.2 7.00 0.00 0.00 0.00 0.00 445.00 0.55 0.69 3.82 0.38 1.80 546 3" o.c. 546 16d at 3" o.c. at 8" o.c. 6.56 NA NA 3 1.3 5.75 0.00 0.00 0.00 0.00 445.00 0.45 0.57 3.14 0.38 1.80 546 3" o.c. 546 16d at 3" o.c. at 8" o.c. 7.41 NA NA 3 2.1 18.25 0.00 0.00 0.00 0.00 620.00 1.00 1.76 10.74 0.53 1.71 589 3" o.c. 589 16d at 3" o.c. at 8" o.c. 2.15 NA NA 3 2.2 24.75 0.00 0.00 0.00 0.00 660.00 1.00 1.87 11.80 0.53 1.71 477 3" o.c. 477 16d at 4" o.c. at 12" o.c. -3.77 NA NA 3 3.1 24.50 0.00 0.00 0.00 0.00 570.00 1.00 1.62 12.13 0.53 1.71 495 3" o.c. 495 16d at 3" o.c. at 12" o.c. -1.85 NA NA 3 3.2 12.00 0.00 0.00 0.00 0.00 375.00 1.00 1.06 7.98 0.53 1.71 665 2" o.c. 665 16d at 2" o.c. at 8" o.c. 8.66 NA NA 3 4.1 24.00 0.00 0.00 0.00 0.00 695.00 1.00 1.97 14.84 0.63 2.00 618 2" o.c. 618 16d at 3" o.c. at 8" o.c. -0.97 NA NA 3 4.2 24.00 0.00 0.00 0.00 0.00 800.00 1.00 2.27 17.00 0.63 2.00 708 2" o.c. 708 16d at 2" o.c. at 8" o.c. 1.01 NA NA 3 5.0 24.00 0.00 0.00 0.00 0.00 640.00 1.00 1.81 13.66 0.80 2.51 569 1 3" o.c. 569 1 16d at 3" o.c. I at 8" o.c. 1 -5.77 NA NA Sum 170.00 14.33 99.04 0 O 3 3 m 0 11W Davido Consulting Group Date: 10/6/2014 . civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design -Side (A) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 2nd story Side Direction Story shear(kips) = 8.67 Accumulated shear(kips)= 107.71 Story height (ft) = 8.00 Total Area(sq ft) = 5055.00 0 0 3 3 CD N A Story Wall Wall D(ft) Opening Width (ft) Opening Opening Plate to Height (ft) to Edge (ft) Opening (ft) Trib.Area % Sharing (sq ft) Story Sum Story Sum Panel V(kips) V(kips) DL(klf) D[4klf) Shear (plf) I Panel Edge Nailing Plate Shear (plf) A. Bolt Spacing Top Plate I LTP4 Resultant HD(kips) Force at Window (kips) Windom Strap 2 1.1 5.75 0.00 0.00 0.00 0.00 250.00 1.00 0.43 4.34 0.38 2.18 755 2" o.c. 755 2x at 16" o.c. at 8" o.c. J 15.97 NA NA 2 1.2 7.00 0.00 0.00 0.00 0.00 445.00 0.55 0.42 4.24 0.38 2.38 606 2" o.c. 606 2x at 32" o.c. at 8" O.C. 10.47 NA NA 2 1.3 5.75 0.00 0.00 0.00 0.00 445.00 0.45 0.34 3.49 0.38 2.38 606 2" o.c. 606 2x at 32" o.c. at 8" O.C. 11.63 NA NA 2 2.1 18.25 0.00 0.00 0.00 0.00 620.00 1.00 1.06 11.81 0.53 3.04 647 2" o.c. 647 2x at 16" o.c. at 8" O.C. -0.03 NA NA 2 2.2 24.75 0.00 0.00 0.00 0.00 660.00 1.00 1.13 12.94 0.53 0.53 523 3" o.c. 523 2x at 32" o.c. at 12" o.c. 939 NA NA 2 3.1 24.50 0.00 0.00 0.00 0.00 570.00 1.00 0.98 13.11 0.53 0.53 535 3" o.c. 535 2x at 32" o.c. at 12" o.c. 1136 NA NA 2 3.2 12.00 0.00 0.00 0.00 0.00 375.00 1.00 0.64 8.62 0.53 0.53 719 2" o.c. 719 2x at 16" o.c. at 8" O.C. 19.09 NA NA 2 4.1 24.00 0.00 0.00 0.00 0.00 695.00 1.00 1.19 16.03 0.63 0.63 668 2" o.c. 668 2x at 16" o.c. at 8" o.c. 1458 NA NA 2 4.2 24.00 0.00 0.00 0.00 0.00 800.00 1.00 1.37 18.37 0.63 0.63 766 2" o.c. 766 2x at 16" o.c. at 8" O.C. 1735 NA NA 2 5.0 24.00 0.00 0.00 0.00 0.00 640.00 1.00 1.10 14.76 0.82 0.82 615 2" o.c. 615 2x at 32" o.c. at 8" o.c. 11.64 NA NA Sum 170.00 8.67 107.71 0 0 3 3 W �O :mot. Davido Consulting Group Date: 10/6/2014 . civil ( structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (B) Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 6th story Side Direction Story shear(kips) = 29.52 Story height (ft) = 8.00 Total Area(sq ft) = 7225.00 0 0 3 3 m N A Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (f: Trib.Area (sq ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear (plf) BTM Plat Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow (ki Window Strap 6 A 24.00 0.00 0.00 0.00 0.00 575.00 1.00 2.35 2.35 0.11 98 6" o.c. 98 6d at 6" o. at 24" o.c. -0.01 NA NA 6 13.1 24.00 0.00 0.00 0.00 0.00 700.00 1.00 2.86 2.86 0.11 119 6" o.c. 119 6d at 6" o. at 24" o.c. 0.16 NA NA 6 B.2 24.00 0.00 0.00 0.00 0.00 755.00 1.00 3.08 3.08 0.11 129 6" o.c. 129 6d at 6" o. at 24" o.c. 0.24 NA NA 6 C. l 24.00 0.00 0.00 0.00 0.00 710.00 1.00 2.90 2.90 0.11 121 6" o.c. 121 6d at 6" o. at 24" o.c. 0.18 NA NA 6 C.2 24.00 0.00 0.00 0.00 0.00 815.00 1.00 3.33 3.33 0.11 139 6" o.c. 139 6d at 6" o. at 24" o.c. 0.32 NA NA 6 D 24.00 0.00 0.00 0.00 0.00 515.00 1.00 2.10 2.10 0.11 88 6" o.c. 88 6d at 6" o. at 24" o.c. -0.09 NA NA 6 E 24.00 0.00 0.00 0.00 0.00 815.00 1.00 3.33 3.33 0.11 139 6" o.c. 139 6d at 6" o. at 24" o.c. 0.32 NA NA 6 F 24.00 0.00 0.00 0.00 0.00 665.00 1.00 2.72 2.72 0.11 113 6" o.c. 113 6d at 6" o. at 24" o.c. 0.12 NA NA 6 G 24.00 0.00 0.00 0.00 0.00 800.00 1.00 3.27 3.27 0.11 136 6" o.c. 136 6d at 6" o. at 24" o.c. 0.30 NA NA 6 H 19.25 0.00 0.00 0.00 0.00 520.00 1.00 2.12 2.12 0.11 116 6" o.c. 116 6d at 6" o. at 24" o.c. 0.34 NA NA 6 1 13.95 0.00 0.00 0.00 0.00 90.00 1.00 0.37 0.37 0.11 26 6" o.c. 26 6d at 6" o. at 24" o.c. -0.26 NA NA 6 J 14.00 3.00 4.00 4.00 2.00 265.00 1.00 1.08 1.08 0.11 98 6" o.c. 77 6d at 6" o. at 24" o.c. 0.16 0.79 CMSTC16 Sum 262.20 29.52 29.52 0 0 3 3 Davido Consulting Group Date: 10/6/2011 . civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (B) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 5th story Side Direction Story shear(kips) = 51.95 Accumulated shear(kips)-- 81.47 Story height (ft) = 8.00 Total Area(sq ft) = 7545.00 n 0 3 3 m W A Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Area (sq ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Panel Shear (plf) Panel Edg Nailing Plate Shear (plf) Plate Nailing I Top Plate LTP4 Resultant HD(kips) Force at Vindow (ki Window Strap 5 A 24.00 0.00 0.00 0.00 0.00 590.00 1.00 4.06 6.41 0.38 267 6" o.c. 267 6d at 6" o. at 24" o.c. -0.59 NA NA 5 B. l 24.00 0.00 0.00 0.00 0.00 715.00 1.00 4.92 7.78 0.72 324 4" o.c. 324 6d at 6" o. at 16" o.c. -2.47 NA NA 5 13.2 24.00 0.00 0.00 0.00 0.00 805.00 1.00 5.54 8.63 0.72 359 4" o.c. 359 6d at 4" o. at 16" o.c. -2.10 NA NA 5 C.1 24.00 0.00 0.00 0.00 0.00 745.00 1.00 5.13 8.03 0.62 335 4" o.c. 335 6d at 4" o. at 16" o.c. -1.67 NA NA 5 C.2 24.00 0.00 0.00 0.00 0.00 855.00 1.00 5.89 9.22 0.62 384 4" o.c. 384 6d at 4" o. at 16" o.c. -1.12 NA NA 5 D 24.00 0.00 0.00 0.00 0.00 545.00 1.00 3.75 5.86 0.42 244 6" o.c. 244 6d at 6" o. at 24" o.c. -1.18 NA NA 5 E 24.00 0.00 0.00 0.00 0.00 865.00 1.00 5.96 9.29 0.30 387 4" o.c. 387 6d at 4" o. at 16" ox. 1.25 NA NA 5 F 24.00 0.00 0.00 0.00 0.00 700.00 1.00 4.82 7.54 0.42 314 4" o.c. 314 6d at 6" o. at 16" ox. -0.43 NA NA 5 G 24.00 0.00 0.00 0.00 0.00 825.00 1.00 5.68 8.95 0.43 373 4" o.c. 373 6d at 4" o. at 16" o.c. 0.21 NA NA 5 H 18.25 0.00 0.00 0.00 0.00 545.00 1.00 3.75 5.88 0.27 322 4" o.c. 322 6d at 6" o. at 16" o.c. 1.46 NA NA 5 1 13.95 0.00 0.00 0.00 0.00 90.00 1.00 0.62 0.99 0.31 71 6" o.c. 71 6d at 6" o. at 24" o.c. -1.01 NA NA 5 J.l 11.50 3.00 4.00 3.75 2.00 265.00 0.59 1.07 2.15 0.31 253 6" o.c. 187 6d at 6" o. at 24" o.c. 0.05 1.90 CMSTCI 5 J.2 6.00 0.00 0.00 0.00 0.00 265.00 0.41 0.76 0.76 0.21 126 1 6" o.c. 1 126 16d at 6" o.1 at 24" o.c. 0.69 NA NA Sum 265.70 51.95 81.47 n O 3 3 n) 49 App Davido Consulting Group Date: 10/6/2014 . civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (B) Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 4th story 7810 Side Direction Story shear(kips) = 44.77 Accumulated shear(kips)= 126.24 Story height (ft) = 8.00 Total Area(sq ft) = 7545.00 0 0 3 m N a Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Area (sq ft) % Sharing Story V(kips) Sum V(kips) Story DL(klf) Panel Shear (plf) Panel Edg Nailing Plate Shear (plf) Plate Nailing I Top Plate LTP4 Resultant }}D(kips) Force at Vindow (ki Window Strap 4 A 24.00 0.00 0.00 0.00 0.00 590.00 1.00 3.50 9.91 0.38 413 4" o.c. 413 6d at 4" o. at 12" o.c. 0.02 NA NA 4 B.1 24.00 0.00 0.00 0.00 0.00 715.00 1.00 4.24 12.03 0.72 501 3" o.c. 501 6d at 3" o. at 12" o.c. -3.65 NA NA 4 B.2 24.00 0.00 0.00 0.00 0.00 805.00 1.00 4.78 13.40 0.72 559 3" o.c. 559 6d at 3" o. at 8" o.c. -2.82 NA NA 4 C. I 24.00 0.00 0.00 0.00 0.00 745.00 1.00 4.42 12.45 0.62 519 3" o.c. 519 6d at 3" o. at 12" o.c. -2.02 NA NA 4 C.2 24.00 0.00 0.00 0.00 0.00 855.00 1.00 5.07 14.29 0.62 595 3" o.c. 595 6d at 3" o. at 8" o.c. -0.85 NA NA 4 D 24.00 0.00 0.00 0.00 0.00 545.00 1.00 3.23 9.09 0.42 379 4" o.c. 379 6d at 4" o. at 16" o.c. -1.16 NA NA 4 E 24.00 0.00 0.00 0.00 0.00 865.00 1.00 5.13 14.42 0.30 601 2" o.c. 601 6d at 3" o. at 8" o.c. 3.99 NA NA 4 F 24.00 0.00 0.00 0.00 0.00 700.00 1.00 4.15 11.69 0.42 487 3" o.c. 487 6d at 3" o. at 12" o.c. 0.44 NA NA 4 G 24.00 0.00 0.00 0.00 0.00 825.00 1.00 4.90 13.84 0.43 577 3" o.c. 577 6d at 3" o. at 8" o.c. 1.79 NA NA 4 H 18.25 0.00 0.00 0.00 0.00 545.00 1.00 3.23 9.11 0.27 499 3" o.c. 499 6d at 3" o. at 12" o.c. 4.03 NA NA 4 1 13.95 0.00 0.00 0.00 0.00 90.00 1.00 0.53 1.52 0.31 109 6" o.c. 109 6d at 6" o. at 24" o.c. -1.45 NA NA 4 J.1 11.50 3.00 4.00 3.75 2.00 265.00 0.59 0.92 3.07 0.31 362 4" o.c. 267 6d at 6" o. at 24" o.c. 1.1.8 2.71 CMSTC1 4 J.2 6.00 0.00 0.00 0.00 0.00 265.00 0.41 0.65 1.41 0.21 234 6" o.c 234 6d at 6" o. at 24" o.c. 2.33 NA NA Jum LOJ. /u 44.// 120.24 0 O 3 3 M -P(O Davido Consulting Group Date: 10/6/2014 civil j structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (8) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt 3rd story Side Direction Story shear(kips) = 21.38 Story height (li) = 8.00 Total Area(sq ft) = 7545.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 147.62 0 0 3 m N .p Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Area (sq ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow (ki Windoe Strap 3 A 24.00 0.00 0.00 0.00 0.00 590.00 1.00 1.67 11.58 0.38 483 3" o.c. 483 6d at 4" o. at 12" o.c. 1.20 NA NA 3 13.1 24.00 0.00 0.00 0.00 0.00 715.00 1.00 2.03 14.05 0.72 585 3" o.c. 585 6d at 3" o. at 8" o.c. -4.15 NA NA 3 13.2 24.00 0.00 0.00 0.00 0.00 805.00 1.00 2.28 15.69 0.72 654 2" o.c. 654 6d at 2" o. at 8" o.c. -2.76 NA NA 3 C. I 24.00 0.00 0.00 0.00 0.00 745.00 1.00 2.11 14.56 0.62 607 2" o.c. 607 6d at 3" o. at 8" o.c. -1.65 NA NA 3 C.2 24.00 0.00 0.00 0.00 0.00 855.00 1.00 2.42 16.71 0.62 696 2" o.c. 696 6d at 2" o. at 8" o.c. 0.26 NA NA 3 D 24.00 0.00 0.00 0.00 0.00 545.00 1.00 1.54 10.63 0.42 443 4" o.c. 443 6d at 4" o. at 12" o.c. -0.62 NA NA 3 E 24.00 0.00 0.00 0.00 0.00 865.00 1.00 2.45 16.87 0.30 703 2" o.c. 703 6d at 2" o. at 8" o.c. 7.49 NA NA 3 F 24.00 0.00 0.00 0.00 0.00 700.00 1.00 1.98 13.67 0.42 570 3" o.c. 570 6d at 3" o. at 8" o.c. 1.98 NA NA 3 G 24.00 0.00 0.00 0.00 0.00 825.00 1.00 2.34 16.18 0.43 674 2" o.c. 674 6d at 2" o. at 8" o.c. 4.16 NA NA 3 H 18.25 0.00 0.00 0.00 0.00 545.00 1.00 1.54 10.66 0.27 584 3" o.c. 584 6d at 3" o. at 8" o.c. 7.30 NA NA 3 I 13.95 0.00 0.00 0.00 0.00 90.00 1.00 0.26 1.78 0.31 127 6" o.c. 127 6d at 6" o. at 24" o.c. -1.73 NA NA 3 J.1 11.50 3.00 4.00 3.75 2.00 265.00 0.59 0.44 3.51 0.31 413 4" o.c. 306 6d at 6" o. at 16" o.c. 2.62 3.10 CMSTCl 3 J.2 6.00 0.00 0.00 0.00 0.00 265.00 0.41 0.31 1.72 0.21 286 1 6" o.c. 1 286 16d at 6" o.1 at 16" o.c. 4.42 NA NA Sum 265.70 21.38 147.62 n 0 3 3 m n�av ++o Davido Consulting Group Date: 10/6/2014 civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Front/Back (B) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 2nd story Side Direction Story shear(kips) = 12.94 Accumulated shear(kips)= 160.56 Story height (ft) = 8.00 Total Area(sq ft) = 7545.00 0 0 3 3 m 0 N A Story Wan Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Area (sq ft) %Sharing Story V(kips) Sum V(kips) Story DL(klf) Panel Shear (plf) Panel Edg Nailing Plate Shear (plf) A. Bolt Spacing Top Plate LTP4 Resultant HD(kips) Force at Vindow (ki Windor. Strap 2 A 24.00 0.00 0.00 0.00 0.00 590.00 1.00 1.01 12.60 0.38 525 3" o.c. 525 x at 32" o. at 12" o.c. 2.73 NA NA 2 13.1 24.00 0.00 0.00 0.00 0.00 715.00 1.00 1.23 15.28 0.72 637 2" o.c. 637 x at 16" o. at 8" o.c. -4.23 NA NA 2 13.2 24.00 0.00 0.00 0.00 0.00 805.00 1.00 1.38 17.07 0.72 711 2" o.c. 711 x at 16" o. at 8" o.c. -2.23 NA NA 2 CA 24.00 0.00 0.00 0.00 0.00 745.00 1.00 1.28 15.84 0.62 660 2" o.c. 660 x at 16" o. at 8" ox. -0.84 NA NA 2 C.2 24.00 0.00 0.00 0.00 0.00 855.00 1.00 1.47 18.18 0.62 757 2" o.c. 757 x at 16" o. at 8" o.c. 1.86 NA NA 2 D 24.00 0.00 0.00 0.00 0.00 545.00 1.00 0.93 11.57 0.42 482 3" o.c. 482 x at 32" o. at 12" o.c. 0.24 NA NA 2 E 24.00 0.00 0.00 0.00 0.00 865.00 1.00 1.48 18.35 0.30 765 2" o.c. 765 x at 16" o. at 8" o.c. 11.51 NA NA 2 F 24.00 0.00 0.00 0.00 0.00 700.00 1.00 1.20 14.87 0.42 620 2" o.c. 620 x at 32" o. at 8" o.c. 0 3.93 NA NA 2 G 24.00 0.00 0.00 0.00 0.00 825.00 1.00 1.41 17.60 0.43 733 2" o.c. 733 x at 16" o. at 8" o.c. 0 7.01 NA NA 2 H 18.25 0.00 0.00 0.00 0.00 545.00 1.00 0.93 11.59 0.30 635 2" o.c. 635 x at 16" o. at 8" o.c. -' 10.86 NA NA 2 1 13.95 0.00 0.00 0.00 0.00 90.00 1.00 0.15 1.93 0.31 138 6" o.c. 138 x at 48" o. at 24" o.c. 0 -1.93 NA NA 2 J.l 11.50 3.00 4.00 3.75 2.00 265.00 0.59 0.27 3.78 0.31 445 4" o.c. 329 x at 48" o. at 16" o.c. 4.25 3.34 CMSTCI 2 J.2 6.00 0.00 0.00 0.00 0.00 265.00 0.41 0.19 1.90 0.21 317 4" o.c. 317 x at 48" o. at 16" o.c. 0 6.79 NA NA Jnm GOJ./V lL.Y4 IOU.30 0 0 3 3 m Nv A- Davido Consulting Group Date: 10/6/2014 civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (B) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 6th story Side Direction Story shear(kips) = 29.52 Story height (ft) = 8.00 Total Width(ft)= 55.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear (pli) BTM Platl Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow(ki Window Strap 6 1.1 4.75 0.00 0.00 0.00 0.00 55.00 0.02 0.51 0.51 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.51 NA NA 6 1.2 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.49 0.49 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.54 NA NA 6 1.3 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.49 0.49 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.54 NA NA 6 1.4 4.75 0.00 0.00 0.00 0.00 55.00 0.02 0.51 0.51 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.51 NA NA 6 2.0 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.00 1.00 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.07 NA NA 6 3.1 23.50 0.00 0.00 0.00 0.00 55.00 0.09 2.54 2.54 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.18 NA NA 6 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 1.94 1.94 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.70 NA NA 6 3.3 1.5.25 0.00 0.00 0.00 0.00 55.00 0.06 1.65 1.65 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.46 NA NA 6 3.4 18.00 0.00 0.00 0.00 0.00 55.00 0.07 1.94 1.94 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.70 NA NA 6 3.5 15.00 0.00 0.00 0.00 0.00 55.00 0.05 1.62 1.62 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.44 NA NA 6 4.1 10.75 0.00 0.00 0.00 0.00 55.00 0.04 1.16 1.16 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -0.06 NA NA 6 4.2 23.50 0.00 0.00 0.00 0.00 55.00 0.09 2.54 2.54 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.18 NA NA 6 4.3 25.00 0.00 0.00 0.00 0.00 55.00 0.09 2.70 2.70 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.31 NA NA 6 4.4 25.00 0.00 0.00 0.00 0.00 55.00 0.09 2.70 2.70 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.31 NA NA 6 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 2.32 2.32 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. -1.01 NA NA 6 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.00 1.00 0.29 108 6" o.c. 108 6d at 6" o. at 24" o c. 0.07 NA NA 6 5.1 5.75 0.00 0.00 0.00 0.00 55.00 0.02 0.62 0.62 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.41 NA NA 6 5.2 7.00 0.00 0.00 0.00 0.00 55.00 0.03 0.76 0.76 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.28 NA NA 6 5.3 6.50 0.00 0.00 0.00 0.00 55.00 0.02 0.70 0.70 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.33 NA NA 6 5.4 4.80 0.00 0.00 0.00 0.00 55.00 0.02 0.52 0.52 0.29 1.08 6" o.c. 108 6d at 6" o. at 24" o.c. 0.50 NA NA 6 5.5 4.75 0.00 0.00 0.00 0.00 55.00 0.02 0.51 0.51 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.51 NA NA 6 5.6 4.90 0.00 0.00 0.00 0.00 55.00 0.02 0.53 0.53 0.29 108 6" o.c. 108 6d at 6" o. at 24" o.c. 0.49 NA NA 6 5.7 7.00 0.00 0.00 0.00 0.00 55.00 0.03 0.76 0.76 0.29 108 1 6" o.c. 1 108 16d at 6" o. at 24" o.c. 0.28 NA NA Sum 273.20 29.52 29.52 0 0 3 3 CD N A 0 0 3 3 m Davido Consulting Group Date: 10/6/201. . civil I structural ( land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (B) Nails and Sheathing: IOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 5th story Side Direction Story shear(kips) = 51.95 Accumulated shear(kips)= 81.47 Story height (ft) = 8.00 Total Width(ft)= 55.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (fC Trib.Width % Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear (plt) Plate Nailing Top Plate I LTP4 Resultant HD(kips) Force at Vindow (ki Window Strap 5 1.1 10.00 5.00 4.00 3.00 2.00 55.00 0.02 0.96 1.47 0.10 295 6" o.c. 147 6d at 6" o. at 24" o.c. 0.01 1.77 CMSTCI6 5 1.2 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.82 1.30 0.10 307 6" o.c. 141 6d at 6" o. at 24" o.c. 0.05 1.38 CMSTCI6 5 1.3 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.82 1.30 0.10 307 6" o.c. 141 6d at 6" o. at 24" o.c. 0.05 1.38 CMSTCI6 5 1.4 10.00 5.00 4.00 2.25 2.00 55.00 0.02 0.96 1.47 0.10 295 6" o.c. 147 6d at 6" o. at 24" o.c. 0.01 1.33 CMSTCI6 5 2.0 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.78 2.78 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 2.31 NA NA 5 3.1 23.50 0.00 0.00 0.00 0.00 55.00 0.09 4.52 7.06 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 0.53 NA NA 5 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 3.46 5.41 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 1.20 NA NA 5 3.3 15.25 0.00 0.00 0.00 0.00 55.00 0.06 2.93 4.58 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 1.54 NA NA 5 3.4 18.00 0.00 0.00 0.00 0.00 55.00 0.07 3.46 5.41 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 1.20 NA NA 5 3.5 15.00 0.00 0.00 0.00 0.00 55.00 0.06 2.88 4.50 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 1.57 NA NA 5 4.1 10.75 0.00 0.00 0.00 0.00 55.00 0.04 2.07 3.23 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 2.11 NA NA 5 4.2 23.50 0.00 0.00 0.00 0.00 55.00 0.09 4.52 7.06 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 0.53 NA NA 5 4.3 25.00 0.00 0.00 0.00 0.00 55.00 0.09 4.81 7.51 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 0.35 NA NA 5 4.4 25.00 0.00 0.00 0.00 0.00 55.00 0.09 4.81 7.51 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 0.35 NA NA 5 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 4.13 6.46 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 0.77 NA NA 5 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.78 2.78 0.10 300 6" o.c. 300 6d at 6" o. at 16" o.c. 2.31 NA NA 5 5.1 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.87 1.49 0.10 330 4" o.c. 330 6d at 4" o. at 16" o.c. 2.38 NA NA 5 5.2 11.00 5.00 4.00 3.15 2.00 55.00 0.02 1.15 1.91 0.10 318 4" o.c. 174 6d at 6" o. at 24" o.c. 0.11 2.01 CMSTCI 5 5.3 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.87 1.57 0.10 348 4" o.c. 165 6d at 6" o. at 24 ox 0.22 1.50 CMSTCI6 5 5.4 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.87 1.38 0.10 308 6" o.c. 146 6d at 6" o. at 24" o.c. 0.06 1.32 CMSTCI 5 5.5 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.87 1.38 0.10 306 6" o.c. 145 6d at 6" o. at 24" o.c. 0.05 1.32 CMSTCI 5 5.6 10.50 5.00 4.00 2.15 2.00 55.00 0.02 1.06 1.59 0.10 289 6" ox. 151 6d at 6" o. at 24" ox -0.02 1.24 CMSTCI6 5 5.7 8.20 0.00 0.00 0.00 0.00 55.00 0.03 1.58 2.33 0.10 285 6" o.c. 285 6d at 6" o. at 16" ox 1.40 NA NA Sum 315.2u 51.95 81.47 0 0 3 ' 3 co N A n O 3 3 rD ac fz�j Aw Davido Consulting Group Date: 10/6/201 . civil ( structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (B) Nails and Sheathing: 10d-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 4th story Side Direction Story shear(kips) = 44.77 Accumulated shear(kips)= 126.24 Story height (ft) = 8.00 Total Width(ft) = 55.00 Story Wan Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear (plf) Plate Nailing Top Plate I LTP4 Resultant HD(kips) Force at Vindow(ldpi Window Strap 4 1.1 10.00 5.00 4.00 3.00 2.00 55.00 0.02 0.83 2.30 0.10 461 3" o.c. 230 6d at 6" o. at 24" o.c. 1.63 2.76 CMSTCI 4 1.2 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.70 2.01 0.10 472 3" o.c. 217 6d at 6" o. at 24" o.c. 1.58 2.13 CMSTCI 4 1.3 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.70 2.01 0.10 472 3" o.c. 217 6d at 6" o. at 24" o.c. 1.58 2.13 CMSTCI 4 1.4 10.00 5.00 4.00 2.25 2.00 55.00 0.02 0.83 2.30 0.10 461 3" o.c. 230 6d at 6" o. at 24" o.c. 1.63 2.07 CMSTCI 4 2.0 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.53 4.31 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 5.95 NA NA 4 3.1 23.50 0.00 0.00 0.00 0.00 55.00 0.09 3.89 1.0.95 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.60 NA NA 4 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 2.98 8.39 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 4.46 NA NA 4 3.3 15.25 0.00 0.00 0.00 0.00 55.00 0.06 2.53 T 11 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 4.90 NA NA 4 3.4 18.00 0.00 0.00 0.00 0.00 55.00 0.07 2.98 8.39 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 4.46 NA NA 4 3.5 15.00 0.00 0.00 0.00 0.00 55.00 0.06 2.49 6.99 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 4.94 NA NA 4 4.1 10.75 0.00 0.00 0.00 0.00 55.00 0.04 1.78 5.01 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 5.67 NA NA 4 4.2 23.50 0.00 0.00 0.00 0.00 55.00 0.09 3.89 10.95 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.60 NA NA 4 4.3 25.00 0.00 0.00 0.00 0.00 55.00 0.09 4.14 11.65 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.37 NA NA 4 4.4 25.00 0.00 0.00 0.00 0.00 55.00 0.09 4.14 11.65 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.37 NA NA 4 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 3.56 10.02 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 3.91 NA NA 4 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 1.53 4.31 0.10 466 3" o.c. 466 6d at 4" o. at 12" o.c. 5.95 NA NA 4 5.1 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.75 2.23 0.10 496 3" o.c. 496 6d at 3" o. at 12" o.c. 6.69 NA NA 4 5.2 11.00 5.00 4.00 3.15 2.00 55.00 0.02 0.99 2.90 0.10 484 3" o.c. 264 6d at 6" o. at 24" o.c. 1.97 3.05 CMSTCI 4 5.3 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.75 2.31 0.10 514 3" o.c. 243 6d at 6" o. at 24" o.c. 1.97 2.21 CMSTCI 4 5.4 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.75 2.13 0.10 473 3" o.c. 224 6d at 6" o. at 24" o.c. 1.64 2.03 CMSTCI 4 5.5 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.75 2.12 0.10 472 3" o.c. 224 6d at 6" o. at 24" o.c. 1.63 2.03 CMSTCI 4 5.6 10.50 5.00 4.00 2.15 2.00 55.00 0.02 0.91 2.50 0.10 454 4" o.c. 238 6d at 6" o. at 24" o.c. 1.64 1.95 CMSTCI 4 5.7 8.20 0.00 0.00 0.00 0.00 55.00 0.03 1.36 3.69 0.10 450 1 4" o.c. 1 450 16d at 4" o. at 12" o.c. 4.97 NA NA Sum 31J.LU 44.// ILo.24 0 O 3 3 m N A 0 O 3 3 (D 1�) AA Davido Consulting Group Date: 10/6/2014 . civil j structural ( land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (B) Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Anchor Bolts: 3/4" 0 A. Bolt 3rd story Side Direction Story shear(kips) = 21.38 Story height (ft) = 8.00 Total Width(Ft)= 55.00 Assumptions Controlling Case: Seismic Accumulated shear(kips)= 147.62 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear (plf) Plate Nailing Top Plate LTP4 Resultant HD(kips) Force at Vindow (ki Window Strap 3 1.1 10.00 5.00 4.00 3.00 2.00 55.00 0.02 0.40 2.70 0.10 540 3" o.c. 270 6d at 6" o. at 24" o.c. 3.57 3.24 CMSTCI 3 1.2 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.34 2.34 0.10 551 3" o.c. 253 6d at 6" o. at 24" ox. 3.42 2.48 CMSTCI 3 1.3 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.34 2.34 0.10 551 3" ox. 253 6d at 6" o. at 24" o.c. 3.42 2.48 CMSTCI6 3 1.4 10.00 5.00 4.00 2.25 2.00 55.00 0.02 0.40 2.70 0.10 540 3" ox. 270 6d at 6" o. at 24" ox. 3.57 2.43 CMSTCI6 3 2.0 9.25 0.00 0.00 0.00 0.00 55.00 0.03 0.73 5.04 0.10 545 3" ox. 545 6d at 3" o. at 8" o.c. 10.26 NA NA 3 3.1 23.50 0.00 0.00 0.00 0.00 55.00 0.09 1.86 12.81 0.10 545 3" o.c. 545 6d at 3" o. at 8" o.c. 7.32 NA NA 3 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 1.42 9.81 0.10 545 3" o.c. 545 6d at 3" o. at 8" o.c. 8.37 NA NA 3 3.3 15.25 0.00 0.00 0.00 0.00 55.00 0.06 1.21 8.31 0.10 545 3" o.e. 545 6d at 3" o. at 8" o.c. 8.93 NA NA 3 3.4 18.00 0.00 0.00 0.00 0.00 55.00 0.07 1.42 9.81 0.10 545 3" ox. 545 6d at 3" o. at 8" ox. 8.37 NA NA 3 3.5 15.00 0.00 0.00 0.00 0.00 55.00 0.06 1.19 8.18 0.10 545 3" o.c. 545 6d at 3" o. at 8" o.c. 8.98 NA NA 3 4.1 10.75 0.00 0.00 0.00 0.00 55.00 0.04 0.85 5.86 0.10 545 3" ox. 545 6d at 3" o. at 8" ox. 9.90 NA NA 3 4.2 23.50 0.00 0.00 0.00 0.00 55.00 0.09 1.86 12.81 0.10 545 3" o.c. 545 6d at 3" o. at 8" o.c. 7.32 NA NA 3 4.3 25.00 0.00 0.00 0.00 0.00 55.00 0.09 1.98 13.63 0.10 545 3" ox. 545 6d at 3" o. at 8" ox. 7.03 NA NA 3 4.4 25.00 0.00 0.00 0.00 0.00 55.00 0.09 1.98 13.63 0.10 545 3" ox. 545 6d at 3" o. at 8" o.c. 7.03 NA NA 3 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 1.70 11.72 0.10 545 3" o.c. 545 6d at 3" o. at 8" ox. 7.70 NA NA 3 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 0.73 5.04 0.10 545 3" o.c. 545 6d at 3" o. at 8" ox. 10.26 NA NA 3 5.1 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.36 2.59 0.10 575 3" o.c. 575 6d at 3" o. at 8" o.c. 11.71 NA NA 3 5.2 11.00 5.00 4.00 3.15 2.00 55.00 0.02 0.47 3.38 0.10 563 3" o.c. 307 6d at 6" o. at 16" ox. 4.18 3.55 CMSTCI 3 5.3 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.36 2.67 0.10 593 3" o.c. 281 6d at 6" o. at 16" ox. 4.03 2.55 CMSTCI6 3 5.4 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.36 2.49 0.10 552 3" o.c. 262 6d at 6" o. at 24" ox. 3.54 2.38 CMSTCI 3 5.5 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.36 2.48 0.10 551 3" o.c. 261 6d at 6" o. at 24" ox. 3.53 2.37 CMSTCI. 3 5.6 10.50 5.00 4.00 2.15 2.00 55.00 0.02 0.44 2.93 0.10 533 3" o.c. 279 6d at 6" o. at 16" ox. 3.65 2.29 CMSTCI 3 5.7 8.20 0.00 0.00 0.00 0.00 55.00 0.03 0.65 4.34 0.10 529 1 3" o.c. 1 529 16d at 3" o. at 12" o c. 9.21 NA NA Sum 315.20 21.38 147.62 n 0 3' 3 m N A 0 0 3 3 cu �O Acn Davido Consulting Group Date: 10/6/201, civil I structural I land use Made By: LW Project: Tukwila Village - Bldg D Description: Shear Wall Design - Side (B) Nails and Sheathing: lOd-15/32 Assumes Studs at 16" o.c. Assumptions Anchor Bolts: 3/4" 0 A. Bolt Controlling Case: Seismic 2nd story Side Direction Story shear(kips) = 12.94 Accumulated shear(kips)= 160.56 Story height (11) = 8.00 Total Width(Ft)= 55.00 Story Wall Wall D(ft) Opening Opening Opening Plate to Width (ft) Height (ft) to Edge (ft)Opening (ft; Trib.Width %Sharing (ft) Story V(kips) Sum V(kips) Story DL(klf) Panel Shear(plf)l Panel Edg Nailing Plate Shear (plf) A. Bolt Spacing Top Plate I LTP4 Resultant HD(kips) Force at Vindow(kipl Window Strap 2 1.1 10.00 5.00 4.00 3.00 2.00 55.00 0.02 0.24 2.94 0.10 588 3" o.c. 294 x at 48" o. at 16" o.c. 5.72 3.53 CMSTCI 2 1.2 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.20 2.55 0.10 599 3" o.c. 275 x at 48" o. at 16" o.c. 5.45 2.70 CMSTCI 2 1.3 9.25 5.00 4.00 2.25 2.00 55.00 0.02 0.20 2.55 0.10 599 3" o.c. 275 x at 48" o. at 16" o.c. 5.45 2.70 CMSTCI 2 1.4 10.00 5.00 4.00 2.25 2.00 55.00 0.02 0.24 2.94 0.10 588 3" o.c. 294 x at 48" o. at 16" o.c. 5.72 2.64 CMSTCI 2 2.0 9.25 0.00 0.00 0.00 0.00 55.00 0.03 0.44 5.49 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. 14.97 NA NA 2 3.1 23.50 0.00 0.00 0.00 0.00 55.00 0.09 1.13 13.94 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. Q 11.42 NA NA 2 3.2 18.00 0.00 0.00 0.00 0.00 55.00 0.07 0.86 10.67 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. Q 12.68 NA NA 2 3.3 15.25 0.00 0.00 0.00 0.00 55.00 0.06 0.73 9.04 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. tQ 13.34 NA NA 2 3.4 18.00 0.00 0.00 0.00 0.00 55.00 0.07 0.86 1.0.67 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. 12.68 NA NA 2 3.5 15.00 0.00 0.00 0.00 0.00 55.00 0.06 0.72 8.90 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. Q 13.41 NA NA 2 4.1 10.75 0.00 0.00 0.00 0.00 55.00 0.04 0.51 6.38 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. Q 14.52 NA NA 2 4.2 23.50 0.00 0.00 0.00 0.00 55.00 0.09 1.13 13.94 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. a 11.42 NA NA 2 4.3 25.00 0.00 0.00 0.00 0.00 55.00 0.09 1.20 14.83 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. Q 11.09 NA NA 2 4.4 25.00 0.00 0.00 0.00 0.00 55.00 0.09 1.20 14.83 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. 11.09 NA NA 2 4.5 21.50 0.00 0.00 0.00 0.00 55.00 0.08 1.03 12.75 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. Q 11.87 NA NA 2 4.6 9.25 0.00 0.00 0.00 0.00 55.00 0.03 0.44 5.49 0.10 593 3" o.c. 593 x at 32" o. at 8" o.c. 14.97 NA NA 2 5.1 4.50 0.00 0.00 0.00 0.00 55.00 0.02 0.22 2.80 0.10 623 2" o.c. 623 x at 32" o. at 8" o.c. 17.16 NA NA 2 5.2 11.00 5.00 4.00 3.15 2.00 55.00 0.02 0.29 3.67 0.10 611 2" o.c. 333 x at 48" o. at 16" o.c. 6.62 3.85 CMSTCI 2 5.3 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.22 2.88 0.10 641 2" o.c. 304 x at 48" o. at 16" o.c. 6.29 2.76 CMSTCI6 2 5.4 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.22 2.70 0.10 600 2" o.c. 284 x at 48" o. at 16" o.c. 5.63 2.58 CMSTCI6 2 5.5 9.50 5.00 4.00 2.15 2.00 55.00 0.02 0.22 2.70 0.10 599 3" o.c. 284 x at 48" o. at 16" o.c. 5.61 2.58 CMSTCI 2 5.6 10.50 5.00 4.00 2.15 2.00 55.00 0.02 0.26 3.20 0.10 581 3" o.c. 304 x at 48" o. at 16" o.c. 5.86 2.50 CMSTCI 2 5.7 8.20 0.00 0.00 0.00 0.00 55.00 0.03 0.39 4.73 0.10 577 3" o.c. 577 x at 32" o. at 8" o.c. 13.86 NA NA Sum 315.20 12.94 160.56 0 3 3 m N A 0 O 3 3 (D t�l AO) City of Tukwila Department of Community Development March 5, 2015 Diana Keys 15200 52 Ave S Ste 300 Tukwila, WA 98188 RE: Application No. D14-0326 Tukwila Village Building D 14400 Tukwila Intl Bl Dear Diana Keys: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0326 for the work proposed at Tukwila Village Building D (14400 Tukwila Intl B1) 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 04/10/2015. 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, -I— "- --]�J Bill Rambo Permit Technician File No: D14-0326 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 LAs 1ud iOLLC land planning landscape architecture land entitlement February 26, 2015 Moira Bradshaw City of Tukwila 6300 Southcenter Blvd. Suite #100 Tukwila, WA 98188 RE: Correction Letter #1 Development Permit Application Number D14-0326 Tukwila Village Building D — 14400 Tukwila International Blvd. Dear Moira, Below you will find our responses to your review comments on the Landscape Plans from your Correction Letter #1 dated December 24, 2014: Comment: "Identify exterior light fixture over garage.... Done. See Lighting Legend on sheet L01. Comment: "Relocate water infrastructure to avoid wall screen." The water meter vault (approx. 9'x5') was moved south out of planter area. However, the Post Indicator Valve, Fire Dept. Connection, and two water lines (fire and domestic) must be located in the planter near the screen wall due to location of the fire sprinkler room inside the garage. These water infrastructure items do not leave sufficient space for a concrete screen wall and footing, so we have replaced it with a 6' high Green Screen (see sheet L01 and see detail 5 on sheet L11). Evergreen climbing shrubs (Pyracantha 'Mohave') will be planted adjacent to the Green Screen, one on each side, and trained to grow up the screen. Groundcover will be planted around the base of the screen (see sheet 1-02). Comment: "Create elevation of wall behind the trash recycling area to illustrate trellis placement." See architectural drawing A201 for elevation view. Comment: "Provide ivy on south side of screening wall." See response to comment above about replacement of concrete screening wall with Green Screen and climbing shrubs. Comment: `Identify the possible locations of gas, water and electric meters as well as emergency generator located and specify appropriate screen." Gas and electric meters to be located between the east side of the planter wall (just east of transformer) and the adjacent parking stall. This area is planted with low groundcover to facilitate meter access. 15200 52nd Avenue South Suite 210 Seattle, Washington 98188 206.204.0507 www.thelastudio.net The domestic water meter is in a large (9'x5') vault located in the paved trash collection staging area; the irrigation meter is in a below -ground meter box located in the planting island just south of the trash staging area. The emergency generator is located at the SW corner of the surface parking lot and is screened on the north and west sides by a 42" high raised concrete planter with tree, shrub, and groundcover plants; on the south side by a 42" high concrete parapet wall, and on the east side by a 6' high steel security gate (100% screening — see detail 6, sheet L11). Comment: `Identify elevations for top and bottom of west end of wall in landscape island on the north side of the driveway onto the parking deck. " Grades are shown on civil drawing C5, Grading Plan for Tukwila Village — Phase 2. The top of wall elevation will be 28 inches above the top of curb (on the parking stall side) with a 14-inch high plant pot mounted to the top of wall for a total barrier height of 42 inches. This configuration is essentially mirrored on the south side of the ramp. Comment: "Identify all plants on legend." Done. See sheet L20 for Landscape Legend. In addition to the responses above, other revisions to the drawings have been made in response to Seattle City Light and in response to Owner VE. These revisions are listed below by sheet: Sheet L01: 1. Added transformer at southeast corner of surface parking area, accessible from west side and screened by concrete walls and plant pots. Transformer pad will have a sump (approx. 2'x2'x2') for containment of potential oil leak from transformer and bollard protection on west side. Final design of transformer, sump and bollards will be by Seattle City Light. See sheet L01. 2. One ADA parking stall was added to surface parking lot for a total of two. Access aisle was moved between the two stalls. Ramp was moved to new aisle location and changed to parallel ramps. See sheet L01 and details 2 & 3 on sheet L11. 3. Revised pole lights and sconce light specifications. Changed pole color from black to bronze. See Lighting Legend on sheet L01 and catalog cuts on sheet L12. 4. Added sconce lights at several locations. See sheet L01. 5. Deleted canopy downlights (to be shown on architectural drawings). See sheet L01. 6. Revised callout for roadway T wide accent band color and finish. See sheet L01. 7. Deleted custom bench near generator from plan and Site Furnishings Legend. Replaced with two 64 benches. See sheet L01. If you have any questions regarding our responses please let us know. Sincerely, Chris Petersen, PLA, ASLA Project Manager 2 JOHNSON BRAUN® INC. March 17, 2015 Bill Rambo, Permit Technician RECEIVED CITY OF TUKWILA City of Tukwila Department of Community Development MAR 17 2015 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 PERMIT CENTER Re: Permit Application Extension Request Site Address: 14400 Tukwila International Boulevard Project No. D14-0326 Dear Bill, We received your letter dated March 05, 2014 notifying us that the building permit application for the Tukwila Village Building D is set to expire on April loth, 2014. At this point in time structural plan review comments have been submitted and a second round of comments received. Minor planning review comments have been addressed and will be resubmitted for review this week. 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 resubmittal and 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 is completed in time for issuance of building permits. Thanks for your consideration. \ Sincerely, Request for Extension # JOHNSON BRAUND, INC. Diana Keys, Director of Housing Attachments: City of Tukwila Letter, dated 03-05-2015 www.johnsonbraund.com Current Expiration Date: J,57 Extension Request: YApproved for V days ❑ Denied (provide explanation) Signature/Initials 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 ARCHITECTURE INTERIOR DESIGN JOHNSON BRAUND INC. March 27, 2015 Bill Rambo 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. D14-0326 Dear Bill, Please find below our responses to your correction letter dated December 24, 2014. The correction letter is attached for reference. Structural responses to correction letter dated December 2, 2014 are addressed under separate cover by the Structural Engineer. BUILDING DEPARTMENT (Allen Johannessen) 1. Structural comment responses have been sent directly to Reid -Middleton on 2-27-2015. PLANNING DEPARTMENT (Moira Bradshaw) 1. a. A draft Encroachment Agreement will be sent under separate cover for canopies and bay windows in the 1441h Street R.O.W. b. Door colors have been modified to match adjacent material. c. A vent hood note was added to the material schedule on Sheet A200 rather than on Sheet A501 Drawing 7B. The vent hoods will be painted to match adjacent material color. d. Exterior Lighting is identified on Landscape Sheet L12. e. The screen wall and water infrastructure along the east side of the parking garage has been redesigned. f. The east end elevation 1/A201 has been revised to match landscape design of trellis placement. g. Meters, generator, and transformer locations have been identified on Sheets A020, A101, and A201. h. Refer to Civil Sheet C5 of 9. 2. a. Identify all plants on legend: See attached response from LA Studio. In addition to the revisions made per City of Tukwila comments, the following items have been revised from the permit submittal set per MEP & Fire trades and miscellaneous coordination: 1. A020: FDC, exterior generator and transformers were located. 2. A004 Series: OCC Load Schedules were revised due to room adjustments. 3. A005: Wall Tags were corrected. 4. A006: Wall Types were corrected. 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Page 2 5. A100: Intake and Exhaust louvers and vents were added. Door P110 was relocated. 6. A101: Plumbing chases were added and surface ramp grade corrected. 7. A102: Plumbing chases were added. 8. A 103, A 104, A 105, A 106, and A 107: Note was added. Plumbing chases were added. Mechanical shaft was added. Missing exit signs were added. 9. A108: Stair Pressurization equipment was added. Smoke evacuation equipment was added. Protection at roof openings provided. 10. A313: Detail Callouts were added. 11. A400: A reflected ceiling plan for the residential lobby was added along with a fixture legend. 12. A420, A421, A422, A423, A424, A425, A426, A427, and A428: Detail callouts were corrected. 13. A453: Alternating tread device detail 16 was added. 14. A460: Elevator Basis of Design and Sump note were added. 15. A501: Detail callout was corrected. 16. A600: Door schedule and legend was modified. The plans sets have been replaced in their entirety. Any changes on the sheets have been clearly identified by clouding the changes and denoted with deltal, dated 02-13-2015. 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. 4 0a" ah D- � -� Diana Keys, Director of Housing Attachments: Correction Letter #I LA Studio Letter, dated 02-26-2015 City of Tukwila Department of Community Development December 24, 2014 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0326 TUKWILA VILLAGE BUILDING D - 14400 TUKWILA INTERNATIONAL BL Dear DIANA KEYS, Jim Haggerton, Mayor Jack Pace, Director 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: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • 1) AWAITING STRUCTURAL APPROVAL BY REID MIDDLETON PLANNING DEPARTMENT: Moira Bradshaw at 206-431-3651 if you have questions regarding these comments. Provide a draft Encroachment Agreement or modify right of way dedication for canopies and bay windows in S. 144th Street Right of way. A200 Add color of exit doors on north and south elevations. Sheet A501 Drawing 7B — specify that vent hood is to be painted to match adjacent color. Identify exterior light fixture over garage entry and provide lighting and specification on outdoor balconies/terraces. Relocate water infrastructure to avoid wall screen. Create elevation of wall behind the trash recycling area to illustrate Trellis placement. Provide ivy on south side of screening wall. Identify the possible locations of gas, water and electric meters as well as emergency generator located and specify appropriate screen Identify elevations for top and bottom of west end of wall in landscape island on the north side of the driveway onto the parking deck. Identify all plants on legend. 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. 47nn c,,,,fh--- f— u,,,,1— a V.,;" -srnn - 7-1 .,:i 09IQQ - nz,,.u,. *InA 421 247n - c__.')nc f2, �«< If you have any questions, I can be reached at 206-431-3655. Sincerely, —1��Jj �—� Bill Rambo Permit Technician File No. D14-0326 (i3M .Cnuth,-,ntar a Ty,lr—iln Wnrhinntnn QR1RR a Plnnno ?nA-Qal-�67n a )7-,- 71_2KK5 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director October 15, 2014 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D14-326 Tukwila Village Affordable Senior Apartments — Building D 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, extension 1. Sincerely, Jenn'ferIar all Per it echnl ian encl File: D14-0326 WAPermit CenteAStructural Review\D14-0326 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 ;'ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0326 DATE: 09/29/17 PROJECT NAME: TUKWILA VILLAGE BUILDING D SITE ADDRESS: 14400 TUKWILA INT'L BLVD Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Deferred # 3 after Permit Issued DEPARTMENTS: Building Division u OR ° PRELIMINARY REVIEW: Not Applicable ❑ (no approval review required) AA �e 0-0\5 Fire Prevention It Structural ❑ W 5 4P Planning Division Permit Coordinator ❑ DATE: 10/03/17 Structural Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/31/17 A 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: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0326 DATE: 07/13/17 PROJECT NAME: TUKWILA VILLAGE BUILDING D SITE ADDRESS: 14400 TUKWILA INTERNATIONAL BLVD Original Plan Submittal Response to Correction Letter # DEPARTMENTS: M- Af -7- 19�'7 Building Division J'� 'Public Works PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Revision # before Permit Issued X Deferred Submittal #2 after Permit Issued 1 I Fire Prevention Planning Division Structural Permit Coordinator I DATE: 07/18/17 Structural Review Required Approved 1:1Approved with Conditions Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied (ie: Zoning Issues) DATE: DUE DATE: 08/15/17 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: D14-0326 DATE: 06/12/17 PROJECT NAME: TUKWILA VILLAGE - BLDG D SITE ADDRESS: 14400 TUKWILA INT'L BLVD Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Deferred Submittal #'after Permit Issued DEPARTMENTS: Building Division IF Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 06/13/17 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: DATE: DUE DATE Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 07/11/17 12118/2013 PL ; vCRD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 14-0326 DATE: 05/26/17 PROJECT NAME: TUKWILA VILLAGE BLDG D SITE ADDRESS: 14400 TUKWILA INTERNATIONAL BLVD Original Plan Submittal Revision # before :Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: AT Af s 3,AM AP MC$ A? �_t3-17 Building Division Fire Prevention Planning Division Public Works W Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 05/30/17 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) R.EVI:EWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/27/17 Approved Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12118/2013 PERMIT COORD CORP. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0326 DATE: 06/23/16 PROJECT NAME: TUKWILA VILLAGE BUILDING D SITE ADDRESS: 14400 TUKWILA INTERNATIONAL BLVD Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: I AWo l ng Division Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 06/28/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DUE DATE: Approved with Conditions i Denied ❑ (ie: Zoning Issues) 117.17416 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 07/26/16 12/18/2013 PERMIT COORD COF _ PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0326 DATE: 3-27-15 PROJECT NAME: TUKWILA VILLAGE BLDG D SITE ADDRESS: 14400 TUKWILA INTERNATION BLVD Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # I Revision # after Permit Issued DEPARTMENTS: 06--� QQ � ASS M )8 W () 4441 lS Building Division & Fire Prevention ❑ Planning Division 10 Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 3-31-15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: MAIN APPROVALS OR CORRECTIONS: DUE DATE: 4-28-15 Approved ❑ Approved with Conditions ❑ Corrections Required Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVI:EWER'S INITIALS: DATE: Permit Center Use Only //�� CORRECTION LETTER MAILED: �l� ^ IS -- Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 ?ERMIT COORD COPY ft PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0326 DATE: 10/10/2014 1 PROJECT NAME: TUKWILA VILLAGE BLDG D I SITE ADDRESS: 14400 TUKWILA INTERNATIONAL BLVD I X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Co'l.0L '%' 1 wilding Division ptr\ Sul C �3�I Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: l& /w (- Fire Prevention Wk k Structural tAF--> (vWR l�-mac 1 Planning Division Permit Coordinator ❑ DATE: 10/14/14 Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/11/14 Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) 10.111:1 Permit Center Use Only !� CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Pingjk4— PW ❑ Staff Initials: W�L 12/18/2013 PROJECT NAME: —TJvN L PERMIT NO: 11'I O3� SITE ADDRESS: -tK04 u1F-w�1�. `� I ORIGINAL ISSUE DATE: �� -� REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS s- Summary of Revision: sh��A� `eve Recei d by:CGozrs zel SEA - --- - -- t DeFerY DATE RECEIVED STAFF ISSUED DATE STAFF NO. ( I INITIALS INITIALS WWI w Summary of,cYr W j VICA Received by.! _Z i7E�11 kpiease 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 print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) PROJECT NAME:law%Ia \.i t. tt"� "WL D SITE ADDRESS: Fq�{OU Toti.-T+'I1TQd PERMIT NO: '4 - V ORIGINAL ISSUE L A E: • DEFERRED SUBMITTAL LOG 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: S (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Rev��t(lwakv— Receivedby' _ (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) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.aov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I �2 t0/Z. (� Plan Check/Permit Number: 21 L4 --0 321p- ❑ 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 # 1 Project Name: Project Addre; Contact Person: P f6L[&A kwCi Phone Number: W6P— Summary of Revision: RECEIVED SEP 2 6 2017 CENTER Sheet Number(s): V "Cloud" or highlight all areas of revision including da4e o. f;revon,—� Received at the City of Tukwila Permit Cei ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Formdoc 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.Vov REVISION SUBMITTAL Revision submittals must he submitted in person at the Permit Center. Revisions will not he accepted through the mail, fax, etc. Date: �] �J — 201-1 Plan Check/Permit Number: 121 I — D 3 2.& ❑ 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 Address Contact Person: Summary of Revision: Phone Number: _ ` -li -7Uy -02M Sheet Number(s): TJA "Cloud" or highlight all areas of revision including date of rev' .'on Received at the City of Tukwila Permit Center by: — —!�2 [ i— Entered in TRAKiT on -7 - ( 3- ( :7 W:Termit CenteATemplatesTorms\Revision Submittal Formdoc Revised: August 2015 City of Tukwila Department of Community Deve! 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: htta://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: &—D$— W l] Plan Check/Permit Number: NH D 32& i� 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 # 1 Project Project Contact Person: IGI a Phone Number: 2.b(1 16g& ;3 00 Summary of Revision: RECEIVED CITY OF TUK-WILA JUN U 8 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including,date of, reviVon Received at the City of Tukwila Permit Cei ❑ Entered in TRAKiT on W:\Pcrmit CenteATemplates\Fmms\Rcvision Submittal Formdoc 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.Tukwi]aWA.gov REVISION SUBMITTAL 4� Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �!— 'ice i-7 Plan Check/Permit Number: 171 %4 632(P ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Addre Contact Person: 121"a JeWs Phone Number: 206o P) QQ Summary of Revision: RECEIVED -' CDN.'�IG�DI�' VUVlyl6Vl S PERMIT CENTER — Sheet Number(s): 15a A_&W "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: Entered in TRAKiT on — l `i 7 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.Tukwi]aWA.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: 06/23/2016 Response to Incomplete Letter # Plan Check/Permit Number: D14-0326 Response to Correction Letter # 2 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Tukwila Village - Building D Project Address: 14400 Tukwila International Boulevard, 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 April 28, 2015. RECEIVED CITY Of TUKWIL.,A, JUN '2 3 2016 PERMIT CENTER Sheet Number(s)• Plan Set replaced in its entirety, and revisions identified by sheet by sheet delta's dated 06-02-2016. "Cloud" or highlight all areas of revision including da1gof revision Received at the City of Tukwila Permit Center by: � �— Entered in Permits Plus on H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 -Revision Submittal.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: hqq:/Iwww.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at Ilse Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2D11; Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # I ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Tukwila Village Bldg Project Address: 14400 Tukwila International Blvd D14-0326 Contact Person: r Phone Number: 14A Summary of Revision: 3-21-2 c� Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila P Irmit qenter by: fWAIn Entered in TRAKiT on , %2116— J applications\forms-applications on lin6revision submittal Created: 8-13-2004 Revised: City of Tukwila I CERTIFICATE OF WATER AVAILABILITY Department of Community Development 6300 Southcenter Boulevard. Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: Lam:/hvt+lv.ci.hdwila.wu.ur PERMIT NO.: Part A: To be completed by applicant t 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 m/Contact Person Name: Tukwila Village Development Assoc., Inc. Name: 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 Permit ❑ Preliminary Plat ❑ Short Subdivision ❑ Commercial/Industrial Building Permit ❑ Rezone p 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 ncarcst hydrant to the closest point of structure is 40 —ft. Area is served by (Water Utility District): King County Water District No. 125 Owme gent gnature 2/8/2013 Date Part B: To be completed by water utility district f I. The proposed project is within T I t le WLl.f K1tjQ (City/County) ` d 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: (Use sepamic sheet ijmore room is needed) Based upon the improvements listed above, water can be provided and will be available at the site with a flow of _3J-p 0_ gpm at 20 psi residual for a duration of 2 hours at a velocity of 9 . 5, fps as documented by the attached calculations. RECEIVED Water availability: CITY OF TUKWILA D----Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. OCT 10 20,14 ❑ System is not capable of providing service to this project. tr 1 PERMIT CENTER 1 hereby certifi, that the above information is true and correct. K ,.a.j c q ; sT a; cr'ti 2s M 4 t L, a t �-vc_� 2 - t ► - 13 Agcnc Phone B}' Date _ 2DrQ- 2�42-Y5�17 �.�P,RCS {62-it -ILI Primed: 9.1M3 Ra i.d: 8-'=9 D11A aw () A GeitficarE of Water Availal- Hty Kira C,W my •1 its The following tenns and conditions apply to the attached Certificate of Availability ('Certificate") 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 party 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 governmental 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. r Applicant's Signature. !L Date OA 115 District Representative �'Lt�.c.�c PQ «,4, ; Date Z l 1 -13 "►F'OR%LtiG TO LTT 1uV174A1"I SEWER .DISTRICT Residential. $50 (3 Certificate of Sewer Availability 14816 Military 1 South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 Commercial: $100 OR ❑ Certificate of Sewer Non -Availability Part • Applicant) Purpose of Certificate: ® Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family M Residential Multi -Family ZI Commercial ❑ Other Applicants Name: Ali Sadr, Barghausen Consulting Engineers Phone: (425) 251-6222 Property Address or Approximate Location: Tax Lot Number. NEC/SEC International Blvd. & S. 144th St. See attached Legal Description(Attach Map and Legal Description if necessary): See attached plan Agency)Part B: (To Be Completed by Sewer 1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer 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, IN (3) other (describe): cr*.,KICJ-1o+-, of a pc"cloy. Fyfc-Kf o., ftr+.ho�i(i fnr 1+Hc- /tCOGaT+o.+P 2. (Must be completed if 1.b above is checked) 13 a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan 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, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ O , 0 5 / s Z b .,1d: a. District Connection Charges due prior to connection: a�cq GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) A King County/METRO Capacity Charge will be billed directly by King County after connection to the sewer system. b. Easements: CIT 1� Required ❑Maybe Required e. Other. C ti 4. S _J Ro Sr_ cQ;%c df 4-1La 10ole-11 vb, f; x (Ilc �1 Lt LL MIT CENTER I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. fi r. M c, i+uc V J112U! 3 y Title Date RECEIVED ( OF TUKWILA V 10 2014 ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILYMNON-AVAILABILITY The following terms and conditions apply to the attached Val Vue 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 -party 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 requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned 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. I acknowledge that I have received the Certificate ofSewerAvailability/Non-Availability and this Attachment and fully understand the terms and conditions herein. 0u&L4 Applicant's Signature 2/8/2013 Date INTER -CITY CONTRACTORS IIN " Horne Espahol Contact Safety & Health Claims & Insurance Washington 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 Page 1 of 3 Search L&I y-'LTndex Help MyL&I Workplace Rights Trades & Licensing Verify the contractor's active registration / license / certification (depending on trade) and any past violations. C..onstr, .....uction.........Contrac........tor.. Active. ................................ _....... Meets current requirements. License specialties GENERAL License no. INTERC1977PZ Effective — expiration 10/09/2003-10112/2017 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 ............................... Indian Harbor Ins Co $1,000,000.00 Policy no. ESG3000956 Received by L&I Effective date 09/28/2015 10/08/2015 Expiration date 10/08/2016 Insurance history Savings ............... No 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 L&I 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 ....................................................... No license violations during the previous 6 year period. https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602278639&LIC=INTERCI977PZ&SAW= 8/18/2016 • 5/18/2017 5:15:24 PM age Bldg_D_2017.1_diar HLE NAME: PERMIT#: D14-0326 TUKWILA VILLAGE -BUILDING D PHASE TWO 68 AFFORDABLE SENIOR APARTMENTS/ MIXED -USE OFFICE TUKWILA, WASHINGTON PROJECT TEAM PROJECT AGENCIES PROJECT SITE DATA VICINITY MAP l 1 'E..0:1I1[c NORTHWEST CORNER VIEWED FROM 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: COSTA PHILIPPIDES 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 DEPARTM ENT: BUILDING PERMIT: FIRE DEPARTMENT: PUBLIC WORKS DEPARTMENT: CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PLANNING DMSION 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 TEL : (206) 431-3670 CONTACT: MOIRA BRADSHAW CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PLANNING DMSION 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: 14400 TUKWILA INTERNATIONAL.BOULEVARD; TUKWILA, WA 98168 NEW PARCEL A, PER LOT CONSOLIDATION FILE NO. L16-031 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: 09.48 (INCLUDES BOTH BLDG. D & E) PROJECT DESCRIPTION LAND USE APPROVALS TUKWILA VILLAGE IS A THREE PHASE DEVELOPMENT OF A MIXED -USE NEIGHBORHOOD CENTER DESIGNED TOOVIDE RESIDENCES AS WELL AS NEIGHBORHOOD RETAIL AND RESOURCES:,, PROJECT TO FULLFILL THE VISION FOR TUKWILA VILLAGEAND TERMS OF THE DISPOSITION AND DEVELOPMENT AGREEMENT FOR THE PROJECT. PHASE TWO INCLUDES TWO BUILDINGS: BLDG. D & BLDG. E. BOTH BUILDINGS ARE LOCATED ON PARCEL E. BUILDING D IS THE FIRST BUILDING IN PHASE TWO OF TUKWILA VILLAGE AND INCLUDES: CONSTRUCTION OF A SIX STORY BUILDING CONTAINING (68) NEW UNITS OF LOW-INCOME SENIOR APARTMENT RENTAL HOUSING AND GROUND FLOOR OFFICE USES. OFFICE SHELL ONLY, TENANT IMPROVEMENTS UNDER SEPARATE PERMIT. PARKING FOR (49) VEHICLES IS PROVIDED IN ONE LEVEL OF PARKING GARAGE. PARKING FOR ADDITIONAL (29) VEHICLES IS PROVIDED IN SURFACE LOT. (78) TOTAL STALLS ON -SITE. ADDITIONAL PARKING PROVIDED IN BUILDING E. BUILDING E 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 CONSOUDATION: 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 ot.tle ,artf Par 4r PROJECT SITE tJd.-"4 TX _eT-i $' "a" }I REVISIONS No changes shad he made to the scope of i”ork withoLt prior approval of Tu':,-';'a euilding Division, Ifs:; T n r iii require a new plan submittal and may include additional plan review fees. PLANNING APPROVED No changes *can be madeto these plans without approval from the Planning Division of DCD Approved By: PP Irate. (,) - (1,t `] Fst SHEET INDEX REV SHEET # SHEET TITLE ISSUE DATE # 00-ARCHITECTURAL COVER SHEET 05/15/2017 01-CODE SHEETS A001 BUILDING CODE COMPLIANCE NOTES 05/15/2017 1 A002 GENERAL NOTES ACCESSIBILITY NOTES 06/02/2016 1 04-ARCHITECTURAL SITE PLAN ARCHITECTURAL SITE PLAN 05/15/2017 05-ARCHITECTURE A003 MEZZANINE CALCULATIONS 06/022016 A004 OCCUPANCY & EGRESS PLANS 06/02/2016 2 A004a OCCUPANCY & EGRESS PLANS 06/022016 1 A005 FIRE/SOUND ASSEMBLY PLANS 05/15/2017 2 A005a FIRE/ SOUND ASSEMBLY PLANS 05/152017 2 A006 CONCRETE FIRE, SOUND & INSULATION ASSEMBLIES 05/15/2017 3 A006a METAL FIRE, SOUND & INSULATION ASSEMBLIES 05/152017 1 A006b WOOD FIRE, SOUND & INSULATION ASSEMBLIES 05/15/2017 1 A006c WOOD FIRE, SOUND & INSULATION ASSEMBLIES 05/15/2017 1 A006d WOOD FIRE, SOUND & INSULATION ASSEMBLIES 05/15/2017 1 . A007 .. FIRE/PENETRATIONS NOTES & DETAILS 05/15/2017 1 A009 ENERGY CODE CALCULATIONS 06/022016 A009a ENERGY CODE CALCULATIONS 06/022016 A009b ENERGY CODE CALCULATIONS. , 06/022016 A009c ENERGY CODE CALCULATIONS::_ ' `''"':'-'•"' • . : ,.. ..• , 06/022016 A009d ENERGY CODE CALCULATIONS 06/02/2016' :.' A009e ENERGY CODE CALCULATIONS 06/022016 A100 LEVEL P1 05/152017. 5 A101 LEVEL 1 FLOOR PLAN 05/15/2017 - 6 A102 MEZZANINE FLOOR PLAN 05/15/2017 5 A102.1 MEZZANINE FLOOR SLAB EDGE PLAN' 01/27/17 1 A103 LEVEL 2 FLOOR PLAN 05/152017 2 A103.1 LEVEL 2 SLAB:EDGE PLAN 01/27/17 1 A104 LEVEL 3 FLOOR PLAN 05/15/2017 2 A105 LEVEL 4 FLOOR PLAN 05/15/2017 2 A106 LEVEL 5 FLOOR PLAN 05/15/2017 2 A107 LEVEL 6 FLOOR PLAN 05/15/2017 2 A108 ROOF PLAN 05/15/2017 5 A200 EXTERIOR ELEVATIONS 05/15/2017 3 A201 EXTERIOR ELEVATIONS • 05/152017 3 A300 BUILDING SECTIONS , 06/02/2016 1 A301 BUILDING SECTIONS • ;. 06/02/2016 1 A310 WALL SECTIONS 06/02/2016 1 A311 WALL SECTIONS 06/02/2016 1 A312 WALL SECTIONS 06/02/2016 2 A313 INTERIOR WALL SECTIONS' ',° -'( `•. = , 05/15/2017 2 A400 ENLARGED RESIDENTIAL LOBBY PLANS & ELEVATIONS 05/15/2017 3 A401 ENLARGED RESIDENTIAL LOBBY MEZZANINE PLAN & ELEVATIONS ' 05/15/2017 1 A402 ENLARGED COMMERCIAL RESTROOMS PLANS & ELEVATIONS • : 05/15/2017 2 A403 ENLARGED RESIDENTIAL AMENITY PLANS & ELEVATIONS 06/022016 1 A404 ENLARGED RESIDENTIAL COMMON AREA PLANS & ELEVATIONS • '. 05/15/2017 1 A405 ENLARGEDICOMMERCIAL ENTRY AREAS 06/022016 A420 ENLARGED UNIT GENERAL NOTES 06/022016 A421 ENLARGED UNIT PLANS 1-BEDROOM -A 06/022016 A422 ENLARGED UNIT PLANS 1-BEDROOM - C 06/02/2016 1 A423 ENLARGED UNIT 1-BEDROOM - UNIT C 05/15/2017 2 A424 ENLARGED UNIT 2-BEDROOM - UNIT D , 06/022016 2 A425 ENLARGED UNIT 2-BEDROOM - UNIT E 06/02/2016 2 A426 ENLARGED UNIT 1-BEDROOM F1, F1.1 06/022016 2 A427 ENLARGED UNIT 1-BEDROOM TYPE A 06/022016 2 A428 ENLARGED UNIT 2-BEDROOM TYPE A 06/022016 1 A450 STAIR PLANS & SECTIONS - 05/15/2017 2 A451 STAIR PLANS & SECTIONS 05/15/2017 1 A452 MISC. STAIR PLANS & SECTIONS 06/022016 A453 STAIR DETAILS & NOTES 05/15/2017 2 A460 ELEVATOR PLANS, SECTIONS, NOTES AND DETAILS 05/15/2017 3 A500 EXTERIOR CONCRETE/BELOW GRADE & AT -GRADE DETAILS 06/022016 A501 EXTERIOR DETAILS - WEATHER BARRIER & FLASHING SYSTEMS 06/022016 1. A502 EXTERIOR SIDING DETAILS 06/02/2016 1 A503 EXTERIOR METAL PANEL & WOOD SIDING DETAILS 06/022016 A504 EXTERIOR BRICK WALL DETAILS 06/022016 A505 EXTERIOR ROOF DETAILS 06/022016 1 A510 CANOPIES & TRELLISES 06/02/2016 1 A511 CANOPIES & TRELLISES 06/02/2016 1 A520 INTERIOR DETAILS 06/022016 A521 DETAILS -ACCESSIBILITY 06/02/2016 1 A600 DOOR SCHEDULE, ELEVATIONS, & DETAILS 05/15/2017 5 A610 BUILDING WINDOW SCHEDULE & ELEVATIONS 05/15/2017 2 A620 STOREFRONT WINDOW SCHEDULE & ELEVATIONS 05/152017 3 A621 STOREFRONT WINDOW SCHEDULE & ELEVATIONS 05/15/2017 2 06-SURVEY 1 OF 3 ALTNACSM LAND TITLE SURVEY 09/01/11 2 OF 3 ALTA/ACSM LAND TITLE SURVEY 09/01/11 3 OF 3 ALTA/ACSM LAND TITLE SURVEY 09/01/11 07-CIVIL C1 OF 9 COVER SHEET 06/02/2016 C2 OF 9 HORIZONTAL CONTROL PLAN 06/022016 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 05/022016 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 06/022016 08-LANDSCAPE LO1 BUILDING D SITE LAYOUT PLAN 06/02/2016 1 L02 BUILDING D LEVEL 1&6-LANDSCAPE PLAN 06/022016 1 L03 BUILDING D LEVEL 1 IRRIGATION PLAN 06/022016 1 L10 SITE DETAILS 06/02/2016 L11 SITE DETAILS 06/02/2016 1 REV SHEET # SHEET TITLE ISSUE DATE # L12 SITE DETAILS 06/022016 1 L20 LANDSCAPE SCHEDULE, NOTES & DETAILS 06/02/2016 1 L30 IRRIGATION DETAILS 06/022016 L31 IRRIGATION DETAILS, LEGEND, & NOTES 06/02/2016 L32 IRRIGATION SPECIFICATIONS 06/02/2016 09-GEOPIER GEOPIER CONSTRUCTION NOTES & DETAILS 05/26/16 GEOPIER FOUNDATION PLAN 0526/16 SEPARATE PERMIT 10-STRUCTURAL S1 GENERAL NOTES 06/022016 S1.1 GENERAL NOTES CONTINUED 06/022016 S2 LEVEL P1 PLAN 06/022016 S3 LEVEL 1 REBAR PLAN 06/02/2016 S3.1 LEVEL 1 DECK PLAN 06/022016 S4 MEZZANINE PLAN 06/022016 S5 LEVELZREBAR PLAN 06/022016 S5.1 LEVEL 2 PT PLAN 06/02/2016 S6 LEVEL 3 FRAMING PLAN 05/15/2017 S7 LEVEL 4 FRMAING PLAN 05/15/2017 S8 LEVEL 5 FRAMING PLAN 05/15/2017 S9 LEVEL 6 FRAMING PLAN 05/15/2017 =; S10,:,,, ROOF FRAMING PLAN 05/15/2017 ' S11 :=, LEVEL 2-5 SHEARWALL PLAN 06/02/2016 S11 1''• LEVEL 6 SHEARWALL PLAN 06/02/2016 S12 • WALL ELEVATIONS 06/02/2016 S12.1' WALL ELEVATIONS 06/022016 S12.2 WALL ELEVATIONS 06/022016 S12.3 WALL ELEVATIONS 06/02/2016 S12.4 WALL ELEVATIONS 06/022016 S13 BEAM ELEVATIONS 06/022016 ' S14 FOUNDATION DETAILS 06/02/2016 S14.1 COLUMN DETAILS 06/022016 S15 PT DETAILS 06/022016 S15.1 BEAM DETAILS 06/022016 S16 CONCRETE DETAILS 06/022016 S16.1 CONCRETE DETAILS (CONT.) 06/022016 S17 FLOOR FRAMING DETAILS 05/15/2017 S17.1 FLOOR FRAMING DETAILS 05/15/2017 S18 ROOF FRAMING DETAILS 06/022016 S19 MISC DETAILS 06/02/2016 S20 CANOPIES AND TRELLIS DETAILS I ,. 06/022016 •• "''' S20.1 CANOPIES AND TRELLIS DETAILS (CONT.) ? • ; 06/022016 . Grand total: 132 FILE COPY Permit No. L 0 Plan review approval is subject to errors and omissions. Approval of construction documents does not auihorize the violation of any adopted co a or ordinance. Receipt of approved Fiaid Co con tions is acknowledged: By Date: ( -2 I —1 ? City of Tukwila BUILDING DIVISION SEPARATE PERMIT REQUIRED FOR: ('Mechanical (]Electrical 03'Plumbing G-das Piping City of Tukwila BUILDING DIVISION REVIEWED FOR CODECOMPLIANCE APPROVED RECEIVED CITY OF TUKWILA MAY 262011 PERMIT CENTER aI> 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 o a E o i PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET Q r > PERMIT COMMENTS CONTRACT SET 11 POST -PERMIT REVISIONS & SMOKE CONTROL REPORT ~ 69 V' pNpO In N (i N Ns 8 (0 lZ O glg8' (O fO O (O OV (ION (-- in, ci z . N (', V ID (O 1.- VE / REVISION PERMIT COMMENTS POST PERMIT REVISIONS & SMOKE CONTROL (0CD� N E. N 000 �y> ii. •" N (7 '.. '. SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA, WA 98188 OWNER/APPLICANT: 0 w a I5 R USE ON ANY OT 0 Qo � A • re ZF- 0 U ww wo =a PROJECT #: DRAWN BY: CHECKED BY: 1026.04 DWK DWK COVER SHEET POST PERMIT SET 5/18/2017 5:06:12 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D 2017.1_dianak.rvt FILE NAME: BUILDING CODE INFORMATION PROPOSED BUILDING AREAS BY OCCUPANCY PARKING REQUIREMENTS COORDINATION NOTES DEFERRED SUBMITTALS GOVERNING CODES: 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: TUKWILA MUNICIPAL CODE (TMC) TITLE 18 - ZONING ORDINANCE 2326 - TMC 16.05 5-STORY TYPE V-A BUILDINGS ORDINANCE 2330 - TMC 16.46 FIRE PROTECTION IN MID -RISE BUILDINGS (>40 FT / 4 STORIES) LEVEL OCCUPANCY GROUP AREA(SF) S-1 S-2 B M A-2 R-2 LEVEL 6 216 9,811 10,027 LEVEL 5 216 12,074 12,290 LEVEL 4 216 12,074 12,290 LEVEL 3 216 12,074 12,290 LEVEL 2 216 12,009 12,225 MEZZ. 65 5,271 463 5,799 LEVEL 1 63 10,528 10,591 LEVEL P1 1,724 17,311 1,114 20,149 Subtotal 2,932 17,311 16,913 58,505 TOTAL 95,661 w OCCUPANCY GROUPS PROPOSED FLOOR AREA MIXED -USE, NON -SEPARATED USES (PER IBC 508.3): R-2: B: S-1: S-2: RESIDENTIAL APARTMENT & ASSEMBLY USES < 50 OCCUPANTS BUSINESS, OFFICE USE & ASSEMBLY USES < 50 OCCUPANTS GENERAL STORAGE (MODERATE HAZARD) ENCLOSED PARKING GARAGE & LOW HAZARD STORAGE SEE BUILDING AREAS THIS SHEET FOR OCCUPANCY AREA BREAKDOWN SEE SHEETS A004 SERIES FOR DETAILED OCCUPANCY ANALYSIS CONSTRUCTION TYPES / CODE NOTES LEVELS: OCCUPANCY GROUPS: LEVELS 2-6 R-2 / (S-1 ACCESSORY) CONSTRUCTION TYPE: TYPE VA »» THREE HOUR HORIZONTAL SEPARATION «« MEZZANINE B (OFFICE TI) TYPE 1A LEVEL 1 B (OFFICE TI) TYPE 1A LEVEL P1 S-2, S-1,R-2 (LOBBY) TYPE 1A 1. HORIZONTAL BUILDING SEPARATION ALLOWANCE PER IBC 510.2 TYPE 5A CONSTRUCTION OVER PODIUM OF TYPE 1A CONSTRUCTION WITH 3 HOUR HORIZONTAL SEPARATION 2. BUILDING PROTECTED THROUGHOUT BY AN APPROVED AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH 903.3.1.1 (NFPA 13). 3. BUILDING PROVIDED WITH A MONITORED MANUAL AND AUTOMATIC FIRE DETECTION SYSTEM THROUGHOUT WITH AUDIBLE AND VISUAL ALARMS (TMC 16.05.050 B). 4. CLASS 1 STANDPIPE HOSE CONNECTIONS PER TMC 16.05.050D. 5. LEVEL ONE MEZZANINE PER IBC 505.1 MEZZANINE AREA >/= 1/2 FLOOR AREA BELOW PER IBC 505.2.1, EXCEPTION 2: TYPE 1A CONSTRUCTION, SPRINKLERED NFPA 13 & APPROVED EMERGENCY VOICE/ALARM COMMUNICATION PER IBC 907.5.2.2. 6. 2 HOUR RATING OF STRUCTURAL FRAME & LOAD BEARING ELEMENTS PER TMC 16.05.020 B. FIRST LEVEL OF TYPE VA CONSTRUCTION 7. STAIR ENCLOSURES PRESSURIZED PER TMC 16.05.040. 8. ELEVATOR HOISTWAYS ELEVATOR LOBBY (LVLS 2 -6) PER TMC 16.05.080.3 AND SMOKE DOORS LVLS P1,1 & M) 9. STANDBY GENERATOR SET PROVIDED ON PREMISE (NFPA 70) PER TMC 16.05.050 FOR EMERGENCY LIGHTING, STAIR ENCLOSURE & ELEVATOR SHAFT PRESSURIZATION AND ELEVATORS. 10. EMERGENCY COMMUNICATIONS SYSTEM PER TMC 16.46.110. 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. 12. EMERGENCY EVACUATION NOTIFICATION SYSTEM (IBC 403) PER TMC 16.46.130. 13. SMOKE EVACUATION SYSTEM (IBC/IFC 909) PER TMC 16.46.140. 14. ALTERNATE MATERIALS & METHODS REQUEST TO ALLOW WOOD FRAME STAIRWAY CONSTRUCTION BELOW THE PODIUM (LEVEL 2) SLAB - TYPE 1A CONSTRUCTION. A. PROVIDE THREE HOUR NON-COMBUSTIBLE FIRE BARRIER WALLS AT EXIT ENCLOSURE AND EXIT PASSGAEWAYS IN TYPE 1A CONSTRUCTION AT LEVELS P1, 1 & M. B. PROVIDE 3-HOUR OPENING PROTECTIVES AT EXIT ENCLOSURE & EXIT PASSAGEWAY IN TYPE 1A CONSTRUCTION AT LEVELS P1, 1 & M. C. PROVIDE SPRINKLER PROTECTION (NFPA 13) AT BOTH FLOOR LEVEL AND MID -LEVEL LANDINGS AT STAIRWAYS IN TYPE 1A CONSTRUCTION AT LEVELS P1, 1 & M. 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. TYPE I -A BLDG. AREAS EXTERIOR COVERED AREAS TOTAL GROSS FLOOR AREA ALLOWABLE FLOOR AREA LEVEL P1 20,149 SF O SF 20,149 SF UNLIMITED LEVEL 1 10,591 SF 808 SF 11,399 SF UNLIMITED M EZZ. 5,799 SF 0 SF 5,799 SF UNLIMITED TOTAL 36,539 SF 808 SF 37,347 SF UNLIMITED ** 3 HOUR HORIZONTAL SEPARATION ** UPPER BLDG. TYPE V-A BLDG. AREAS EXTERIOR COVERED AREAS TOTAL GROSS FLOOR AREA ALLOWABLE FLOOR AREA LEVEL 2 12,225 SF O SF 12,225 SF LEVEL 3 12,290 SF O SF 12,290 SF LEVEL 4 12,290 SF O SF 12,290 SF LEVEL 5 12,290 SF O SF 12,290 SF LEVEL 6 10,027 SF O SF 10,027 SF 36,000 SF MAX. SINGLE FLOOR TOTAL 59,122 SF O SF 59,122 SF 108,000 SF UNIT MATRIX NAME 'TYPE ONE;BEDROOM UNITS>_.. 1AREPILiVL 1 LVL 2 LVL:3 CLVL4.1LVL5 LVL'6 TOTAL TYPE A 1 BEDA:; 1 BED-A1 1BED:; .. .. 1 BED'EXTENDED-: 475 507 0 0 0 0 0 0 0 2: r. 2 3 1 BED-A1 s;::: 1:BED EXTENDED `WP.SHOWER : 507 0 0 0 1 1 BED=A1.1 .. . 1 BED EXTENDED.'• 491 1 1BED=C: 1'BED. 595 0 0 0 0 ►, 4 3 1BED C wd:w` 1 BED. CORNER: 600 0 0 0 0 0 1BED-C1 1BED-C1 wd A • 1BED=C1 s A : 1 ICE[)=C2 : 1::BED'EXTENDED 1: BED :EXTENDED :::................. . 1 BED EXTENDED W/SHOWER':: 1sBED CORNER: 627 627 :627 679 0 0 0 0 2 .0 1 3 0 t 2 0 3 0 -0 1 BED-C2 W. 1::BED CORNER 679 0 0 0 0 010 1 1 0r 3 r 0 '1 .1 RESIDENTIAL USES (TMC FIGURE 18-7) MIXED -USE / SENIOR CITIZEN HOUSING IN URBAN RENEWAL OVERLAY (URO): 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. (15) SENIOR UNITS (53) SENIOR UNITS RESIDENTIAL TOTAL REQ'D PARKING GARAGE (SECURED) RESIDENTIAL TOTAL PROV'D REQUIRED = 15 STALLS = 27 STALLS = 42 STALLS PROVIDED = 42 STALLS (100%) = 42 STALLS ACCESSIBLE STALLS = 2% OF EACH TYPE OF PARKING SPACE PROVIDED (PER IBC 1106.2) (42) GARAGE STALLS X .02 =1 REQUIRED 1 PROVIDED* * ACCESSIBLE STALLS INCLUDED IN TOTAL, INCLUDES (1) GARAGE VAN STALL STALL LOCATION & SIZES: (SEE SHEET A020, A100) GARAGE STALLS - LEVEL P1 (26) STANDARD STALLS (15) COMPACT STALLS* (01) VAN ACCESSIBLE STALL (42) TOTAL STALLS IN GARAGE = 100% OF TOTAL REQUIRED STALLS TOTAL COMPACT STALLS = 30% OF TOTAL GARAGE PARKING (49 STALLS) COMMERCIAL USES (TMC FIGURE 18-7) CITY OF TUKWILA PARKING DECISION L13-031 - COMPLEMENTARY PARKING REDUCTION & SHARED PARKING OFFICE / COMMERCIAL TENANT: 3 STALLS PER 1,000SF OF USEABLE AREA 14,998 SF X.90 (USEABLE) =13,498 SF X.003 = 41 STALLS REQUIRED PROVIDED 07 GARAGE STALLS 19 SURFACE LOT STALLS 10 SURFACE - SHARED DRIVE 36 STALLS (5) STALLS TO BE LOCATED IN BUILDING E GARAGE (UNDER SEPARATE PERMIT) 41 COMMERCIAL STALLS TOTAL ACCESSIBLE STALLS (PER IBC TABLE 1106.1) 26-50 = 2 REQUIRED 2 PROVIDED* *(1) VAN STALL ON SURFACE LOT (1) ACCESSIBLE STALL ON SURFACE LOT STALL SIZES: (SEE SHEET A020 & A100) ON -SITE STALLS (21) STANDARD STALLS (15) COMPACT STALLS (01) ACCESSIBLE STALL (01) VAN ACCESSIBLE STALL (36) TOTAL ON -SITE STALLS LOADING STALLS (TMC 18.56.060) OFFICE USE 3,000 -100,000 SF *PER PARKING DECISION L13-031 FUTURE GARAGE STALLS (BLDG E) (5) STANDARD STALLS =1 STALL REQ'D 0 STALLS PROV'D* BICYCLE PARKING REQUIRED (TMC 18.56.130 FIGURE 18-7) COMMERCIAL USES: MINIMUM OF (2) STALLS REQUIRED RESIDENTIAL USES: MINIMUM OF (2) STALLS REQUIRED (2) STALLS PROVIDED - SEE SITE PLAN A020 (2) STALLS PROVIDED - IN GARAGE -SEE A100 THE FOLLOWING NOTES SHALL SERVE AS A GUIDE TO THE CONTRACTOR TO VERIFY EACH CONDITION WITH THE PRODUCT MANUFACTURER OR SUPPLIER AND/OR LOCAL JURISDICTION FOR THEIR REQUIREMENTS PRIOR TO SUBMITTING A BID TO THE OWNER OR PROCEEDING WITH WORK. THE ITEMS OUTLINED BELOW ARE NOT INTENDED TO BE AN EXHAUSTIVE ANALYSIS OF ALL POSSIBLE AREAS OF CONCERN OR CONFLICT, BUT RATHER SERVE AS A BEGINNING POINT IN IDENTIFYING COMMONLY OVERLOOKED AREAS IN THE CONSTRUCTION PROCESS. 1. REVIEW MANUFACTURER'S PRODUCT LITERATURE FOR INSTALLATION INSTRUCTIONS UNIQUE TO THE PROJECT CONSTRUCTION TYPE. A. GAS APPLIANCES AND CHASE REQUIREMENTS B. HVAC EQUIPMENT AND DUCTING C. ALL EXHAUST FANS AND DUCTING D. BATHTUB AND SHOWER ENCLOSURES E. RECESSED AND SEMI -RECESSED ELECTRICAL EQUIPMENT F. RECEPTACLE BOXES (I.E.: TELEVISION, TELEPHONE, ELECTRICAL, PLUMBING) G. ANY OTHER BUILT-IN OR RECESSED EQUIPMENT WHICH MAY PENETRATE A FLOOR/CEILING, ROOF/CEILING OR WALL ASSEMBLY. 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 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 B. C. D. E. F. G. CABLE TELEVISION UTILITY POWER UTILITY, VAULT AND EASEMENTS GAS UTILITY TRASH SERVICE AND RECYCLING SERVICE POSTAL AUTHORITY DEPARTMENT OF PUBLIC WORKS FOR: SANITARY SEWER ii. STORM SEWER 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 B. FIRE ALARM SYSTEM C. SMOKE EVACUATION SYSTM D. ELECTRICAL E. PLUMBING F. MECHANICAL THE BIDDER DESIGN/BUILD SYSTEMS SHALL BE SUBMITTED TO THE APPROPRIATE JURISDICTION(S) FOR REVIEW AND APPROVAL. 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. PROVIDE "F" AND/OR "T" RATINGS FOR BOTH MEMBRANE & THROUGH PENETRATIONS, ALONG WITH APPROPRIATE APPROVAL NUMBERS FOR PROPOSED FIRESTOPPING SYSTEMS. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND STAMP THEM WITH 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. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING ITEMS ARE DEFERRED SUBMITTALS: 1. PRE-ENGINEERED ROOF TRUSS SHOP DRAWINGS 2. PRE -MANUFACTURED FLOOR JOIST SHOP DRAWINGS 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) 2. FIRE ALARM SYSTEM 3. MECHANICAL (INCLUDES SMOKE EVACUATION SYSTEM) 4. ELECTRICAL 5. PLUMBING !JOHNSON BRAUNDINc. ENERGY CODE COMPLIANCE 2012 WASHINGTON STATE ENERGY CODE - COMPONENT PERFORMANCE METHOD SEE SHEETS A009 SERIES FOR ENERGY CODE COMPLIANCE FORMS / CALCULATIONS. CONCRETE/ METAL FRAMED - NON-RESIDENTIAL SPACES LEVELS P1,1 & MEZZANINE WOOD FRAMED - RESIDENTIAL SPACES - LEVELS 2-6 SUSTAINABLE PROGRAMS THE PROJECT SHALL COMPLY WITH THE FOLLWOING SUSTAINABLE PROGRAM REQUIREMENTS: 1. EVERGREEN SUSTAINABLE DEVELOPMENT v2.2: REFERENCE EVERGREEN PROJECT PLAN AND COMPLIANCE CHECKLIST PREPARED BY OWNER & GENERAL CONTRACTOR. 2. SEATTLE CITY LIGHT BUILT -SMART PROGRAM FOR AFFORDABLE HOUSING: REFERENCE BUILT SMART USER MANUAL http://wmv.seattle.gov/light/conserve/resident/cv5_abs.htm 1 BEd-C3 wd. 1':BED ;CORNER 658 0 0 Or : 2 SITE DIAGRAM: GRADE PLANE, BUILDING HEIGHT & BASEMENT CA LCULATIONS_ TBED=C3_wd_s 1:BED CORNER W/SHOWER 658 0 0. 0 1 TBED-C3_wd`w: SUBTOTAL. 1<BED CORNER::: 658 fl 0 0 7 0 7 0 7 7 0 6 2 TWO BEDROOM UNITS. ALLOWABLE BUILDING HEIGHT AND AREA 2BED-E::: 2 BED:. 715 0 0 0 0 4� :4 2BED-E :wd 2BED 715 0 0 0. 1 1 PER IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: LEVELS P1, LEVEL 1 & MEZZANINE (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 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 (Stories) Area (SF1 UNLIMITED UNLIMITED UNLIMITED UNLIMITED UNLIMITED UNLIMITED HEIGHT (feet) B (BUSINESS) S-2 (PARKING GARAGE) S-1 (MOD HAZ. STORAGE) LEVEL 1- MEZZANINE AREA (PER IBC 505.2 DOES NOT CONTRIBUTE TO THE FLOOR AREA OR THE NUMBER OF STORIES.) UPPER BUILDING = LEVELS 2- 6 (REQUIRES AREA INCREASES PER IBC 504 & 506) PER TABLE 503, TYPE V-A: HEIGHT (feet) 50 HEIGHT (Stories) Area SF 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 ACTUAL BUILDING HEIGHT: SEE ELEVATIONS SHEETS A200 SERIES ALLOWABLE NUMBER OF STORIES : 4 + 1 = 5 STORIES (PER TMC 16.05) ACTUAL NUMBER OF STORIES: 5 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): TYPE VA ALLOWABLE BUILDING AREA: 12,000 SF (At) per Story Aa={At+[Atxlf]+[Atxls]} FRONTAGE INCREASE If = [F/P-.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 506.4.1.2) ACTUAL AREA: SEE BUILDING AREAS THIS SHEET NO STORY SHALL EXCEED THE ALLOWABLE BUILDING AREA PER STORY (Aa) = 36,000 SF 36,000 SF X 3 =108,000 SF 2BED-E2 2BE:D-E2 s:: 2BED-E2.1_wd 2'BED' 2 BED W[SHOWER :: 2'BED:::: 763 763 765 0 0 0 3 4 0 4 0 1 4 0 1 .0 0 0 r, :15 1 4 2BED-F 2BED': 796 0 0 0 0 0 1 1 2BED=F1 2BED:: 828 0 0 0 0 0 213ED-F1 • Wraf A 2 BED::. 828 0 0 0 1 0 0 .1 2BED F1 s A`' 2; BED WITH SHOWER 828 0 1 0 0 0 2BED-F1 wd 2 BED 828 0 0 0 0 0 r 1 1 2BED D1:wd: 2BED-D1_wd:s 2BED-D1 Wd w 2'BED ':CORNER 2 BED CORNER W/SHOWER: 2 BED CORNER 828 828 828 0 0 0 0 .0 0 8. 1 0 0- 0 0 1' 0 0 :0 2 SUBTOTAL.: 0 7 7 7: 7 6 2 TOTAL 14 14. 14 14 2 68 4 5.88% NOTES ... 1. NO UNITS ON LEVELS P1, LEVEL 1 & MEZZANINE.. 2. ALL UNITS: ARE TYPE B ACCESSIBLE EXCEPT FOR DESIGNATED " A" UNITS WHICH ARE A ACCESSIBLE 3. SEE PLANS FOR CALLOUTS OF "REVERSED' ()NIT PLAN LOCATIONS_ 4. UNIT PLAN NAMING STANDARD: ............................................ TYPICAL.' # BEDROOM - UNIT NAME UNIT.TYPE MODIFIFIERS wd WASHER/DRYER HOOKUP IN UNIT s ROLL IN SHOWER LOCATION (LEVEL:2: ONLY) d DOOR MODIFICATION TO DECK OR PATIO w 'WINDOWTYPE;SIZE OR`LOCATION MODIFICATION A :TYPE A ACCESSIBLE UNITLOCATION ACCESSIBLE UNITS 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 = 68 REQUIRED ACCESSIBLE UNITS: 68 X .05 = 3.4 = 4 TYPE A UNITS PROPORTIONAL DISTRIBUTION: (34) 1 BEDROOM UNITS = 50% (34) 2 BEDROOM UNITS = 50% (68) TOTAL UNITS = 100% = (2)1 BEDROOM TYPE A UNITS = (2) 2 BEDROOM TYPE A UNITS = (4) TYPE A UNITS SEE UNIT MATRIX THIS SHEET FOR TYPE AND LOCATION OF TYPE A ACCESS c E UNITS. TYPE A ACCESSIBLE UNITS ARE NOTED ON THE BUILDING PLANS WITH 294.90 294.97 295.31 -\\ �I 295.50 295.46 296.58 296.60 296.60 296.58 301.00 301.99 302.00 302.42 293.61 301.87 302.00 302.00 302.00 302.00 302.00 302.00 302.00 304.59 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 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 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. 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 TOTAL VALUE TOTAL PERIMETER TOTAL VALUE / TOTAL PERIMETER = GRADE PLANE ELEVATION MAXIMUM ALLOWABLE BUILDING HEIGHT CALCULATION ACTUAL PROPOSED HEIGHT / ELEVATION: 369.10' - SEE SHEETS A200 & A201 BASEMENT CALCULATIONS BASEMENT LEVEL P1 ELEVATION VARIES = 290.50' (HIGHEST FF) NEXT FLOOR ABOVE = LEVEL 1 ELEVATION VARIES = 302.00' (HIGHEST FF) = 1.21 FT ABOVE GRADE PLANE (302.00 - 300.79) »MEETS BASEMENT DEFINITION »PODIUM LOWER BUILDING = (1) STORY ABOVE GRADE PLANE + (1) BASEMENT LEV POINT LENGTH . COMBINED AVERAGE VALUE a rn gra 10.08 1.97 49.21 25.08 6.25 102.08 5,73 9.35 19.46 0.94 4.81 9.13 141.54 6.54 13.80 16.54. 5.29 51.58 1.90 1.90 13.79 2.04 10.96 295-.31 294.97 294.90 301.87 302.00 302.00 302.00 302.00 301.80 302.00 302,00 302.06 302.00 304.59 302.42 302.00 301,99 301.00 302.00 296.58 296.60 295.60 296.58 295.46 295.50 294.97 294.90 293.61 302.00 301.80 302.00 302,00 302,00 302.00 • 302.42 302.00 301.99 301.00 302..00 296.58 296.60 296,60 296.58 295.46 295.50 295.31 590.28 589.87 586.51 603,87 604.00 604.00 604.00 603.80 604.00 60400 604,00 604.42 603,99 602.99 603.00 598.58 593.18 593.20 593.18 592.04 590.96 590.81 295,14 294.94, 294.26 297.74 302:00 302.00 301,90, 301.90 302.00 302.00 302.00 302,21 302.00 301.50 301.50 296.60 296..59 295.48 2975.01 581.02 14480.29 7467.32 1887.09 12822.92 30828.16 1730.46 2822.77 5874.97 283.88 1452.62 2757.26 7606.64 42958.10 1976.45 4167,53 4986.73 1.896.44 15437.38 563.52 2446.95 563.52 4082.12 602.78 3237.64 roof struct actual tfra REVISI 2.61 945 9,15 REVIEWED FOR CODE COMPLIANCE 4:1 APPROVED Olt of Tukwila RECEIVED CITY OF TUKWILA MAY 26 201/ PERMIT CENTER 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. VVilliams, AIR REG L. ALLWINE ATE OF WASHINGTON SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT Ci Decsription POST PERMIT REVISIONS & SMOKE CONTROL Date I. co 0 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 o n. o caul (13 co Lu a. re 0 0 CO 0 0. Lop a. re o EL PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BUILDING CODE COMPLIANCE NOTES POST PERMIT SET / CO (0 (0 Ar 1 _ 0r NI 01 a) m (0 H CD 0 a) U O 0 (0 (0 a) 0) U FILE NAME: f.ii+//. `.vj.i/ V v1 •`i V J 1 .7//• ,4/ f.ridrn�/�;<t;;ti ..n ;iyyf'3�/.Iii//7///// ;/ i'/,/// 221 • y/ , ;J / / /'/ / r r; /% .' /// // /.,,/,.. / .. //! / /.' / //// , ,/ i ;, /i /// // it//"/ /.'R;: ., — • ' ., ".,.: •,� /.%. ) /_ '/C ��� -_ //III j- _;.1_, .. / i; ...: \ 1 �`ti PROPOSED LIBRARY KCLS PARCEL D ZONING: NCC/UROD PROPOSED PLAZA; PARCEL C ZONING: NCC/UROD II J1'' { ill ....:/...,y..,:/ t21 II► III /f--4--'1— : II 4` N -I I ii l ' ' -11I( I; i IIi 11- 1III 1 ,I FL1 lII 1a:_j:_ 1_=f=j 1 1I I11._i-.4. ,) III 1 j it ._r_1-...L. ,,,_- l' 1 _ I II1 1.../hi I II il 1 1 +' I , _ I I_r.- i, ii i,�a_:_ iIII f / 1 I _..---....-' . /I,` L _ I it1 if,i__1 L I _I -I 7 hi I /,I --- I 1:, I!I it _ - Il ' I it 1 • it I I II I. it it Aj TVKWILq eov TERNq r CEVARD IONgC ACCESSIBLE STALL DEDICATED FOR BUILDING E PEDESTRIAN CONNECTION' RESIDENTIAL T STAIR 1 SECOND FRONT z s PUBLIC OFFICE ENTRY 302.00' SIDE OUTLINE OF BUILDING ABOVE w INTERNAL ACCESS DRIVE I , , / 7,, n d a / 5, ;11e, z /'" '7.1; r , FDC, LOCATED WITHIN 50'-0" OF FIR `HYDRANT, & METAL SIGN W/ RAISE LETTERS @ LEAST 1" IN SIZE 1 ' SURFACE PARKING LOT (ABOVE PARKING GARAGE) 19 STALLS , PUBLIC OFFICE ENTRY 302.00' BUILDING D/PARCEL E 6—STORY/68 UNIT AFFORDABLE SENIOR APTS. FRONT RAMP UP -�— PARKIN (. PROPOSED BUILDING E PARCEL E ZONING: HDR/UROD STAIR 2 EXIT 302.00' PRIVATE OFFICE ENTRY 302.00' ASSUMED PROPERTY LINE BETWEEN BUILDINGS (30'-0" MIN.) F.O.C. PROPERTY LINE HEIGHT RESTRICTION BAR, SET CLEARANCE AT 8T-6" (MAX.) 2 ZONING: NCC ARCHITECTURAL SITE PLAN PROJECT DATA OWNER: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC. PROJECT LOCATION: ASSESSOR'S PARCEL NUMBER: 0040000180 per LOT LINE ADJUSTMENT, FILE 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 D: (29) SURFACE STALLS (49) GARAGE STALLS (00) LOADING STALLS (78) TOTAL STALLS ZONING: NEIGHBORHOOD COMMERCIAL CENTER (NCC)(TMC 18.22.080) URBAN RENEWAL OVERLAY DISTRICT (UROHTMC 18.43) & TUKWILA INTERNATIONAL BLVD. DESIGN MANUAL DEVELOPMENT STANDARDS: 1. BUILDING HEIGHT: UP TO 70 FT (PER DEVELOPMENT AGREEMENT). 2. EXISTING NCC SETBACK STANDARDS SECOND FRONT: 8 FT. FROM CURBLINE ON S. 144TH ST. SIDE: 10 FT. REAR (WAN 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 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 -PROVIDE BICYCLE PARKING FOR RESIDENTIAL USE (SEE A001). REVISION _L REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISI RECEIVED CITY OF TUKWILA PERMIT CENTER .A 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 VVITH AND 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 VVITH AND 60,00 FT EAST OF W LINE OF SAID LOT 14 TH NO1-07-07E 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 MARGIN TH S88-52-26E 164.98 FT TO POB (AKA PARCEL "A" DESCRIBED & DELINEATED IN CITY LOT TUKVVILA LOT CONSOLIDATION NO L16-0031 RECORDING NO 20160629900001 AS CORRECTED BY "SURVEY FOR MAP CORRECTION" RECORDING NO 20160809900003) 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 , STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS 1 PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT „JOIN Cl CINC\10.1 ci Decsription PERMIT COMMENTS/MEP COORDBID SET PERMIT COMMENTS POST PERMIT REVISIONS & SMOKE CONTROL cu wo? SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: op- o C‘I Cl- 0 ec a. ce 0 0 0 11.1 Z cc IT 6 Lll ct LEIg 83 111 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR dwk ARCHITECTURAL SITE PLAN AS01 POST PERMIT SET 8/2017 5:06:24 PM TYPE VA CONSTRUCTION PARAPET HT. 372.28 9A 8 8A MAX. ALLOWABLE HT.- 370.79 8A 8A 8B 8A T 8B1 1 8A2 T TYPE VA CONSTRUCTION kTYPE 1A CONSTRUCTION 9A4 III I 1 1 2B 2C MIMS 2B HORIZONTAL ASSEMBLY - NS SECTION 1" = 20'-0" 9A 8 2B PLANE 2B1 rt L 8A 2C 8A T 8A2 III. IIII T4T HORIZONTAL ASSEMBLY - EW SECTION 1" = 20'-0" �3T MEZZ LEVEL ASSEMBLY KEY PLAN 9A2 I 1 I I 1 I LEVEL 6 359.58 LEVEL 5 00 350.44 LEVEL 4 341.29 LEVEL 3 00 332.15 LEVEL 2 323.00 LEVEL 1 302.00 II III RESIDENTIAL LOBBY 00__ .295.50 LEVEL P1 MAX. ALLOWABLE HT.- 370.79 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 LEVEL 1 III I I I I I 302:00 RESIDENTIAL LOBBY T 295.50 LEVEL P1 290.50 I 1 1290.50 LEVEL 1 ASSEMBLY KEY PLAN 1" = 20'-0" TIT P1 LEVEL ASSEMBLY KEY PLAN TYPE IA CONSTRUCTION (HORIZONTAL ASSEMBLY: 3 HOUR SEPARATION 2 HOUR SEPARATION TYPE IA CONSTRUCTION: 3 HOUR EXIT ENCLOSURE WALLS* - - - (*AMMR - SEE CODE NOTES A001) C 2- HOUR SHAFT WALLS TYPICAL INTERIOR WALL: NON -BEARING WALL 10 in 2C 1 B- 1 B- 4B 4B1 REVISI FIRE RESISTIVE CONSTRUCTION REQUIRED FIRE RESISTIVE RATINGS: IBC 601 TYPE IA CONSTRUCTION (P1 LEVEL PARKING, 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 ALL STRUCTURAL & LOAD BEARING ELEMENTS OF THE LOWEST STORY IN TYPE VA BUILDING REQUIRE 2 HOUR RATING PER CITY OF TUKWILA ORDINANCE 2326 TYPE VA CONSTRUCTION (LEVEL 2) LOWEST LEVEL CITY OF TUKWILA ORDINANCE 2326): PRIMARY STRUCTURAL FRAME BEARING WALLS - EXTERIOR BEARING WALLS - INTERIOR NON -BEARING WALLS - EXTERIOR NON -BEARING WALLS - INTERIOR FLOOR CONSTRUCTION & SEC. MEMBERS TYPE VA CONSTRUCTION (LEVELS 3 - 6): 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 (ORDINANCE 2326) SLEEPING UNIT SEPARATION SHAFTS (ORDINANCE 2326) ELEVATOR HOISTWAY (ORDINANCE 2326) STAIR/EXIT ENCLOSURE (ORDINANCE 2326) TRASH CHUTE ACCESS ROOM TRASH CHUTE TERMINATION ROOM FIR CsMMAND CE TE 2 HOUR 2 HOUR 2 HOUR BASED ON TABLE 602 FOR FIRE SEPARATION DIST. 0 HOUR 2 HOUR 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 BARRI 2 HR FIRE BARRIE 1 HOUR FIRE BARRI 2 HOUR FIRE BARRIER 2 HOUFIRE B' RR ER *ALTERNATE METHODS REQUEST - STAIRS IN TYPE 1A CONSTRUCTION FIRE RESISTIVE ASSEMBLIES 1. Yi 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 REVIEWED FOR 'CODE COMPLIANCE APPROVED City of Tukwila BUILD(, G,DIVlS1ON„ RECEIVED 1'CCITY OF TUKWILA MAY 262017 PERMIT CENTER 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 =1 HOUR (OCCUPANCY GROUP M, S-1, A, B, R, S-2) X > 30 = 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 15 FT. TO LESS THAN 20 FT. UNPROTECTED, SPRINKLERED 20 FT. TO LESS THAN 25 FT. UNPROTECTED, SPRINKLERED 30 FT. OR GREATER UNPROTECTED, SPRINKLERED SEE DEGREE OF OPENING CALCULATIONS PER WALL/LEVEL THIS SHEET. SOUTH WALL LEVEL 1 MEZZANINE LEVEL 2 LEVEL 3 LEVEL 4 LEVEL 5 LEVEL 6 45% 75% NO LIMIT NOT REQ'D OPENING CALCULATIONS (ca 10'-2 3/4" FIRE SEPARATION DISTANCE GLAZING 109.79 SF / WALL 578.32 SF = GLAZING 87.20 SF / WALL 581.32 SF = GLAZING 68.17 SF / WALL 515.22 SF = GLAZING 68.17 SF / WALL 515.22 SF = GLAZING 68.17 SF / WALL 515.22 SF = GLAZING 81.50 SF / WALL 515.22 SF = GLAZING 59.00 SF / WALL 582.95 SF = 19.0% (<45% OK) 15.0% (<45% OK) 13.2% (<45% OK) 13.2% (<45% OK) 13.2% (<45% OK) 13.2% (<45% OK) 10.1% (<45% OK) 4V 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. ALLWYINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT <--. 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Decsription PERMIT COMMENTS/MEP COORD/BID SET POST PERMIT REVISIONS & SMOKE CONTROL Date N o Rr N L7 00 a+ ft - N Z J co 1 tw 5 J 5 I• SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 12, w 0 a. a LU w 1- 0 z z a z 0 w 0 0 w 0 z w 1- z 0 oz z� oQ _ 5 w m x (uj 7 5� gZ 2(0 „z x 00 w0 a w a w- ZD U _0- I - a PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR DWK FIRE/SOUND ASSEMBLY PLANS POST PERMIT SET o_ co co O N co C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D 2017.1_dianak.rvt w 2 z w J u_ i LEVEL 6 ASSEMBLY KEY PLAN 1" = 20'-0" L 1 LEVEL 3 ASSEMBLY KEY PLAN 1" = 20'-0" LEVEL 2 ASSEMBLY KEY PLAN 1" = 20'-0" TYPE VA CONSTRUCTION : CORRIDOR WALLS 1 HOUR 2 HOUR .101.111 DEMISING WALL UNITS 1 HOUR 4. 2 HOUR 2 HOUR EXIT ENCLOSURE/SHAFT WALLS TYPICAL WALLS WITHIN UNITS: 1 HOUR NON -BEARING WALL -TYPICAL 1 HOUR LOAD BEARING WALL -TYPICAL 7C 7C2 7D 7D1 7H 7B 7B1 7C1 7C3 7J 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 EVISIt.N REVIEWED FOR CODE COMPLIANCE APPROVED JUN 20 NV City of Tukwila BUIL,,,, 1L RECEIVED CITY OF TUKWILA MAY 262011 PERMIT CENTER 3380 REGISTERED ARCHITECT :.RRG L. ALLSVINR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET 0 E -J a o LL O 0 5 w c . PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT v cn u) CO co (0 n 0 0 0 0 0 0 0 NV CI el (-I CI CI WN lN O O O O O cd O O O O d z .- N co V' to f0 N. Decsription PERMIT COMMENTS/MEP COORD/BID SET POST PERMIT REVISIONS & SMOKE CONTROL Date N 0 O 0 5. C1 Ce •- N 0 Z - J 5 ca 1 W 0 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: F= 0 w 0 O K a 0 w 1- 0 >- z 0 w co D 0 u. w 0 z w z 1- J0Z — IZ ct C/) r5Q w 5 w Ho co,1— gM ow gZ co I s z CI) D D z a w UN 6 2z ,= o o° DI wa caw' a LL! a w a CO ti ce IA w CO 0 D O w� gz Q Ls >Q a. ZD 2 QQz r- J QF N } ww rn� w0 I— N II 1- a PROJECT #: 1026.04 DRAWN BY: CMR CHECKED BY: Checker FIRE/ SOUND ASSEMBLY PLANS POST PERMIT SET C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2017.1_dianak.rvt FILE NAME: 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. - 8" (& GREATER) THICK REINFORCED CONCRETE FLOOR PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR 3C 3-HOUR RATED HORIZONTAL ASSEMBLY IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL SLAB AS ROOF - TYPE IA CONSTRUCTION LOCATION: LEVEL 2 SLAB WHERE EXPOSED a '•°" ° I A d o ° 8" (& GREATER) THICK REINFORCED CONCRETE WALL PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR 1B 1 B1 1B2 1B3 a • z ° • • 4 " • 3-HOUR RATED NON-COMBUSTIBLE WALL (INTERIOR) CONCRETE STRUCTURAL FRAME m w 0 2 IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL FRAME - TYPE IA CONSTRUCTION LOCATION: LOWER LEVEL PARKING, LEVEL 1, AND MEZZANINE LOCATION: MASS WALLS SEPARATING CONDITIONED & UNCONDITIONED SPACES AT P1 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 P1 AND LEVEL 1. OUTSIDE ELEV. & STAIR ENCLOSURES AT P1, LEVEL 1, AND MEZZANINE ADD TO ASSEMBLY 1B, 4A, OR 4A1: 1-1/2" RIGID XPS INSULATION (R-7.5), 7/8" HAT C A NEL AN ' FINISH WITH 5/:" TYPE ' ' G : - PAI TE LOCATION: MASS WALLS SEPARATING CONDITIONED & UNCONDITIONED SPACES AT P1 AND LEVEL 1. OUTSIDE ELEV. & STAIR ENCLOSURES AT P1, LEVEL 1, AND MEZZANINE ALTERNATE TO ASSEMBLY 1B2: SAME AS ASSEMBLY 1B2 EXCEPT ADD 4" METAL STUD REINFORCED CONCRETE WALL PER STRUCTURAL DRAWINGS. 1A 1A1 1A2 EXPOSED CONCRETE ROOF REQUIRED STC: NONE REQUIRED IIC: NONE 8" (& GREATER) THICK REINFORCED CONCRETE FLOOR PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR CONCRETE TRANSFER BEAM PER STRUCTURAL WRAP BEAM WITH POLY -ISO INSULATION (R-14 MIN.). SEE E CALCS. 2TB RGY 3-HOUR RATED HORIZONTAL ASSEMBLY IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL TRANSFER BEAM - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 SLAB SEPARATING CONDITIONED & UNCONDITIONED SPACE 8" (& GREATER) THICK REINFORCED CONCRETE FLOOR PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR 2C 2C1 3-HOUR RATED HORIZONTAL ASSEMBLY 4, ' ' a - <' - d° IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL SLAB - TYPE IA CONSTRUCTION LOCATION: LEVEL 2 SLAB ABOVE/BELOW CONDITIONED APACE LOCATION: LEVEL 2 SLAB V ; // \\ ADD TO ASSEMBLY 2A1: ISH WITH 2X FIR T&G BOARDS - STAINED 8" (& GREATER) THICK REINFORCED CONCRETE FLOOR PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR ASSEMBLY TYPE 2B NON -INSULATED. ASSEMBLY TYPE 2B1: PROVIDE PINNED BATT INSULATION PER ENERGY CODE CALCULATION, INSULATION SHALL BE COVERED WITH WMP INSU °TIIN FACT G. 2B 2B1 2 HOUR RATED FLOOR/CEILING ASSEMBLY IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL SLAB - TYPE IA CONSTRUCTION LOCATION: MEZZANINE LEVEL MASS FLOOR WITHIN CONDITIONED SPACE CONCRETE TRANSFER BEAM LOCATION: MASS FLOORS SEPARATING UNCONDITIONED PARKING GARAGE & CONDITIONED SPACES ADD TO ASSEMBLY 2B: 10.25" PINNED BATT INSULATION (R-38), WITH WMP INSULATION FACING. EXPOSED INSULATION INSTALLATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE- DEVELOPD INDEX OF NOT MORE THAN 450 (IBC720.3)(ASTM E 84 OR UL 723). • REQUIRED STC: NONE REQUIRED IIC: NONE ° 4 CONCRETE SLAB REQUIRED STC: NONE REQUIRED IIC: NONE CONCRETE SLAB REQUIRED STC: NONE REQUIRED IIC: NONE VAPOR BARRIER PER GEOTECH REPORT GRAVEL BASE PER GEOTECH REPORT SOIL BASE PER GEOTECH REPORT 2A 2A1 NON -RATED SLAB ON GRADE • �BASYE � E LARS PER FLOOR TYPES BELOW �ri���: ���� i i'i' III I I+ 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) CONCRETESLAB REQUIRED STC: NONE REQUIRED IIC: NONE REFER TO GEOTECHICAL REPORT PREPARED BY AES, DATED 3-18-2013, FOR DETAILED SUBGRADE ASSEMBLY REQUIREMENTS 3-HOUR RATED NON-COMBUSTIBLE WALL REQUIRED STC: NONE REVIEWED FOR CODE COMPLIANCE APPROVED JUG! 20 2017 City of Tukwila BUILDING .DIVISION 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: BELOW GRADE CONDITIONS AT P1, & LEVEL 1 LOCATION: EXT. WALLS AT CONDITIONED SPACES ADD TO ASSEMBLY: 2" RIGID INSULATION (R-10), 1" AIRSPACE, FINISH WITH 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 WITH 5/8" GYPSUM WALL BOARD AT INTERIOR. REQUIRED STC: NONE RECEIVED CITY OF TUKWILA MAY 262017 PERMIT CENTER LOCATION: EXT. WALLS WITHIN 10 FT/ OF SCL VAULT TYPE: NON-STRUCTURAL / NON-COMBUSTIBLE "BLAST" WALL BEHIND SPANDREL STOREFRONT GLASS 6" MINIMUM THICKNESS PER STRUCTURAL FOR 3-HOUR RATING (NON -LOAD BEARING) FIRE & SOUND ASSEMBLIES GENERAL NOTES 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. 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 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." aI> 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 4REG L. ALLSVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 z 0 ro IC PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT W I -CC; ao sr 0 N in 0 N M 0 Lo 0 N 0 co 0 N s 0 co 0 N Ni 0 co 0 N o 0 0 N 0 ZN m V .0 (0 N- Decsription PERMIT COMMENTS/MEP COORD/BID SET PERMIT COMMENTS POST PERMIT REVISIONS & SMOKE CONTROL Date M CO 1'. Pq� c L O co O ce - N M ♦0 z 6 co f1 tun J 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J v) w <0 UM Ocn Qm zQ w O 2z 0-J w� >m ow ww O� gz J >Q - N N 0 W 00 0 a W 0 z z 0 co 0 0 0 z W z 0 oz (.7 w o r m= 0 0 311-5 gZ ITZ �z O0 o ce Lkj W W3 zfl PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker CONCRETE FIRE, SOUND & INSULATION ASSEMBLIES POST PERMIT SET GYPSUIVI4VALLBOARL TEEL�:ST'UDSi ashy>ri ttr sl type gpi,trrn s w.a`Ilb aard or •gypsttrn near. 640,a ppl(ed paral• iai rir at etglrt>: rarigts4'tr '::i ach Stale t 3 /e" tot ; i t 24" r.c. For. layer ,/e" tyti X•gypsurn s eiltsoarri orgy tnn c i vcer base .ap+pttcct p r 1I!t ear at rC ht arrgl to for: h stile: ith 1 /a" `Type dry ►ells w 12" o,c. Jcirrt lag r 24': e Dyer Id sitta�, Sound;tostoc with 3W/a"asv trer dri icrr tat tiE stff pa (1L � • Thietan€ss: : 8t,ie" Approx. Weight: 12 psf :FindTest Sod WP 154 WHt-495-O236 & 23f 1-20-90)• Sgurtd Test: t�1RCC;918--N1 2-3-81' (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 4" OR 6" METAL STUD WALLS PER PLAN. SEE EXPLANATORY NOTE B. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 2 HOUR RATED NON-COMBUSTIBLE METAL STUD WALL GA FILE: WP 1522 TYPE: FIRE BARRIER - TYPE IA CONSTRUCTION LOCATION: LEVEL P1 - FIRE COMMAND CENTER & ACCESS CORRIDOR WALLS GA FILE 04 .'P 1154.4: PROPRIETARY' GYPSUMPAN LPt Ot UCT , STEEL H: C ,C= " tD1t.l STUDS rnr, i yes t. bwiw "Pray rlu r � X oyp rr )✓ rrieI<p:lnsi rt a1 eerr 2V•i'�flOin J r n•rrtar• " ;+•ith T sep. •n c•':2.!/� • : t C-I-L C-T, t r 1 • •• hr ttv en I:. riet , F PQSITE SI ]E 13 lalrer r/ " (lrc�(tn r',a tyke;': + u ' t3rrr �t�.+ he SnGt'flppIre J ai rtghi :. ar7rJtsss to stF,xis 'M h� 1" Typ r S. dryw ill r us;24' c c am " fr ,rrr F oc ar d r iIirsg RjnrorS. ' t c I � r / " psi prl t. ri�r 'I . g\,tp U *,'us I Ioarc ?fir:: d r81i l-ttD Qli ii-1 ia11 `1 /a' Type ail. : :••••• „ c.o;::and. 3 .€rt�rru /leor aril i rlin €�rrnrters.. Jctbt:s: iE1 r 24" IrGr�� lye i. p rr'( y►q . T1�;rcknF $c ar d 1' i y l . w il.h 11h' gI 'tii r 1 �'.sI91It' rr'frlr t rl "fit In Ot i s s; K : I I4L ) : Rpri; �ede,��t7t; LI p .. • Piro 7r: t: ITS, 8-,3-0701 PROPRIETARY GYPSUM PANEL PRODUCTS ITS Design GRIWA E20-01 GnorgiA Paciro Gp urri LLC 1/2"T t kghrioOrei Fir -mord Off" sound Tos1: RAL TL09-060, i 2.3.0g) Gypsum Board.: (2) LAYERS 5/8" TYPE X GWB 2-1/2" CH STUD, SEE EXPLANATORY NOTE B. 1" PROPRIETARY TYPE 'X' GYPSUM PANELS 4J 4J1 1" D tt•Gla Shaltirnor 2-HOUR RATED NON-COMBUSTIBLE SHAFT WALL •-ti •Jr. SHAFT SIDE SHAFT "CLOSURE" WALL GA FILE: WP 7074 TYPE: FIRE BARRIER - TYPE IA & VA CONSTRUCTION LOCATION: SHAFT CLOSURE AT TRASH RM. LOCATION: ELEVATOR HOISTWAY DOOR WALL & LEVELS LVL 1 & M EZZ - TRASH CHUTE ALTERNATE TO ASSEMBLY 4J: 4" CH -STUD IN LIEU OF 2-1/2" (1) LAYER INTERIOR GWB - TYPE & SIZE TO MATCH REST OF GWB ON PROJECT 2 1/2" METAL STUD R-13 HIGH DENSITY BATT INSULATION, COMPRESSED TO FILL WALL CAVITY 4F 4F2 NON -RATED NON-COMBUSTIBLE FURRING WALL REQUIRED STC: NONE ADJACENT WALL NON -LOAD BEARING INTERIOR WALL GA FILE: NONE TYPE: NON -LOAD BEARING INTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVELS 1 & MEZZ. LOCATION: LEVELS 1 & MEZZ. ALTERNATE TO ASSEMBLY 4E: 6" MTL. STUD IN LIEU OF 2-1/2" REQUIRED STC: NONE REQUIRED STC: NONE GA FILE NO WP'1350: I I GENERIC 1 FIRE GYPSUM: WALLBOARD,: STEEL STUDS One layer,6/s" type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to each side of 35/8" steel -studs 24" oc with 1" Type S drywall screws 8" o c. at vertical joints and 12"!o c. at floor and ceiling runners. and intermediate studs. Joints staggered 24" on opposite sides, (NLB) 5/8" TYPE 'X' GYPSUM SHEATHING 4" OR 6" METAL STUD WALLS PER PLAN. SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 4B 4B1 35 tO 39. STC SOUND Thickness: 471 Approx. Weight: 6 psf` "Fire Test: FM WP-45, 6-19 68; OSU T-1770, ULC 79T484, 79T500, :79T497 ULC Design W415 NGC 2005004, 6 15-0 is RAL TL06 114,:4 11 06 Sound Test: ASSEMBLY TYPE 4B NON -INSULATED, ALTERNATE ASSEMBLY FILL CAVITY WITH BATT INSULATION FOR INCREASED SOUND CONTROL 1 HOUR RATED NON-COMBUSTIBLE METAL STUD WALL NON -LOAD BEARING INTERIOR WALL GA FILE: WP 1350 TYPE: NON -LOAD BEARING INTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 LOCATION: LEVEL 1 BATHROOMS & OFFICES ADD TO ASSEMBLY: FILL CAVITY WITH BATT INSULATION REQUIRED STC: NONE 0 E- co r GA'FII: NO P 05; PRO P:RIR 'ARNJ"" . GLASS MAT GYPSUM SUBSTRAATE, STEEL -STUDS EXTERIOR SIDE One layer ®' prcpri )13ry typd X glass trail ypu .ub sirarlo (sh ra(hii g)_. ,..applied at tY ht Oingle-$ r,o ,3 e/ii" stem struda 24" o cwith 1" Typ S rr:54n tosistanK scrr W.. 8" €f.t at 8ttid arrd '12"• o .. atpr rlr tnr rt.irinOt.s:'Joints rap1k r : ti illa iresrlliIr , rrr r harlr r�lnsl ltitililir sri .Iattt or i>a r d•w'th'i t attic-r expos ri cIa-r.4tlin :: • • br fini s��r syS am INTERIOR' 3(DE: Onelayer:S/s": prcprietiry fi,,ype X gt r; rnak.gypstrs t. strhatratp, �gl s.T rrrat: rater-i sistan9 gyrppyir! backing beard 'gyp i rn walli~�ar 1 w ler�esi I nt • ypaurrt; ,--baekIng boa. + � fitli~`f ttrr�l + rt r t ppl r:�1 r l or t ri!) Ii .ort1Ir.. ir) sttr€do trr+11 `i...Type S drjwalr scrdwa a" t i . al sktde and 12. o.c.; at1 ort and cei ing runners; (NLB) PROPRlETARY tiW UM PANEL PRODUCT. Ge ,rgta P cfi ypsurri;_LLC: - si " DenaG asstid Fireguard. h thing nsArrnor F'fjiegttarf. inter or. Panel EXTERIOR FINISH PER ELEVATIONS 2" MIN. AIRSPACE AT METAL STUD CONDITIONS 2" CONTINUOUS RIGID INSULATION (R-10) PER ENERGY CALCULATIONS 6" METAL STUD WALLS SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 4A 1 HOUR FIRE .A}prD.tr. l,Wight:s... Fine rest: CT C 2171 3: , 1-2 EXTERIOR )7//- R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. NON -RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL (X>30 FIRE SEPARATION DISTANCE) GA FILE: WP 8005 TYPE: NON -LOAD BEARING EXTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 1X6 TONGUE & GROOVE CEDAR SIDING, 1/2" P.T. WOOD FURRING @16" O.C. OVER R-10 RIGID INSULATION 6" METAL STUD WALLS PER PLAN. 5/8" TYPE 'X' GYPSUM SHEATHING 4A1 REQUIRED STC: NONE EXTERIOR I \_ R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. NON -RATED NON-COMBUSTIBLE METAL STUD WALL ti NON -LOAD BEARING WALL GA FILE: NONE TYPE: NON -LOAD BEARING EXTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 CONCRETE BASE, THICKENSS PER DETAILS 2" (MIN.) CONTINUOUS RIGID INSULATION (R-10) PER ENERGY CALCULATIONS 6" METAL STUD WALLS REVISI EXTERIOR REQUIRED STC: NONE RECEIVED CITY OF TU KWILA MAY 232011 ,- n 4 :d PERMIT: CENTER SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 4A2 REQUIRED STC: NONE R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. NON -RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL (X>30 FIRE SEPARATION DISTANCE) GA FILE: WP 8005 TYPE: NON -LOAD BEARING EXTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 FIRE & SOUND ASSEMBLIES GENERAL NOTES 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. J 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." 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." D. 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." OHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 wvwv.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 4REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS 11 PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT W ~ 0d o N O< o N ,1 0 s N 0 u 0 E NNN 0 c' 0 o 0 6tri 0 s 0 0 s N v- 0 d Z e- N M Tr tf (0 1- Decsription POST PERMIT REVISIONS & SMOKE CONTROL Date 0 m IY� Z J 5 co 1 tw OWNER/APPLICANT: 0 J J w 5 M Ill O F, w� < zQ 2z OJ w5 > 0 Cipul w g= J W >Q — F- N . N 1- 0 w 0 a. a W 0 z z 0 co 0 0 LLI 0 Z W z 0 Z Z W oQ } m1- 00 5z 5Z Z ~z 0 00 �o • W 3- a W3 ZD <U w0 ~d REVIEWED FOR CODE COMPLIANCE APPROVED IJUN nil a • Cit Of Tukwila BUIL PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker METAL FIRE, SOUND & INSULATION ASSEMBLIES POST PERMIT SET 0 FIRE & SOUND ASSEMBLIES GENERAL NOTES iLP. 0 iri r` 0 N CO co ca -I ti CN1 01 m a) co ca m C:\Users\dianak\Documents\1026-Tukw w Q z w J A I=I LE NO:. WP 3910 N:ERIC GYi SUM WALLBOAR17,,WOOD.:S'TLIOS Base •Iayer.`,fa" type:X gyps urrtwatlboard ar•gyppur•ro aFe•aseer balk app ie, at r ti ert les tea•:-• • e;a6 si c 2. x 4 wt;ci ^tt tds• 16" io.c., ata Jreil •86'::r iar7 2 •x •61,t,d • ilate;;,:;'Milh 6d eY3Ged nails•, 1rt'ia" tnng;• ..0 tD! ' Shenk. 1/4" �t1P:�.ri�, 24',.0 [:, Feoe lay•er type.' X t er:slit. ilbodrd' or 01),4trrt vt ri r bay•ep jl d at rlgk'll stir les io each -side with Lld: iafr d riallsa 231&." 160...01 f 3' ' hdn k,. J tt�rnr tag it 1 1. ". y h:ll 't r Intl ai ,rt:• a� ri id tested'�'wilt: rt�3ils: l'or• k?t4 : i I t' f ,." � O 6:`; : oc. Het^i antert'vibrating required atcn -t ight (LOAD -BEARING)• (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING WOOD SHEATHING PER STRUCTURAL - SEE EXPLANITORY NOTE F. STAGGERED 2x4 WOOD STUDS OVER 2x6 PLATE 3-1/2" BATT INSULATION LAID IN SERPENTINE FASHION FOR INCREASED SOUND CONTROL (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 2: HOUR FIRE • 1LINI:° :'Thickness Approx Wei Eire Test; Sound Teat: RC CHANNEL ON OPPOSITE SIDE OF WALL FROM STRUCTURAL SHEATHING - SEE NOTE 6. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS i'1i •'4 f,5' (FPS( WP:36O, 0-227.'74}y:°: 'U L Fz_4O24;::1 311 p66 . MG07�, 17Cp co 7E1 2-HOUR RATED WOOD STUD WALL LEVEL 2 ONLY - FIRE BARRIER GA FILE: WP 3910 TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION - SEE NOTE 11 A & DETAIL 10/A007 LOCATION: LEVEL 2 TRASH ROOM REQUIRED STC: 50 TESTED STC: 50-54 7D1 i 7C2 2-HOUR RATED WOOD STUD WALL LEVEL 2 ONLY - LOAD BEARING DEMISING WALL GA FILE: WP 3910 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVEL 2 2-HOUR RATED WOOD STUD WALL REQUIRED STC: 50 TESTED STC: 50-54 LEVEL 2 ONLY- LOAD BEARING CORRIDOR WALL GA FILE: WP 3910 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVEL 2 REQUIRED STC: 50 TESTED STC: 50-54 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 layers/a" type X gypsum wallboard or gypsum veneer base applied at right angles to channels with 1" Type S drywall screws 8" with vertical joints located midway between studs. 3" mineral or glass fiberinsulation 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, 171e" long, 0.0915"shank, 15/M" heads, 7" _o.c. Face layer 'S/a" type X gypsum wallboard or gypsum veneerbase applied at parallel or at right angles to studs with 8d cement coated nails, 23/8" long, 8" o.c. Face layer joints offset 1.6" from base layer joints. Vertical joints. staggered 16" on opposite sides: (LOAD -BEARING) 1 HOUR FIRE 50 to 54 STC. SOUND Thickness: 6" Approx. Weight: 9 psf Fire Test: Based on UL R14196, 05NK05371, 2-15-05, UL Design 1J305 Sound Test: NRC.0 TL-93-116, IRC-IR-761, 3/98 GA.FILE NO. 'WP 3243 GENERIC GYPSUM WALLBOARD, RESILIENT CHANNELS, 'MINERALOR GLASS FIBER. INSULATION, WOOD STUDS Resilient channels 24" o.c,. attached at right.engles to ONE SIDE of 2.x 4 wood studs 24" 0,c. with 1.1/4" Type S drywall screws. One layer 5./8" type X gypsum.w.aillb.oard o.rgypsum 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: •©ne layer 5/c type X gypsum wallboard or gypsum veneer base applied: .parallel or at right, angles to studs with-6d cement coated nails,1T/8" long, 0.0915"shank, 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 VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE EXPLANATORY NOTE B 5/8" TYPE 'X' GYPSUM SHEATHING 1 HOUR FIRE 50 to 54 STC SOUND Thickness: 53/s" Approx. Weight: 7 psf Fire Test: Based on UL R14196, 05NK05371, 2-15-05, UL Design U309. Sound Test: NRCC TL-93-103, IRC-IR-761, 3/98 RC CHANNEL ON OPPOSITE SIDE OF WALL FROM STRUCTURAL SHEATHING - SEE NOTE 6. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS 1' co 7E 1-HOUR RATED WOOD STUD WALL FIRE BARRIER WALL GA FILE: WP 3243 (FIRE) WP 3245 (SOUND) TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION - SEE NOTE 11A & DETAIL 10/A007 SIM. 1 HOUR LOCATION: LEVELS 3-6 TRASH ROOM WALLS REQUIRED STC: 50 TESTED STC: 50-54 7D 7C1 1-HOUR RATED WOOD STUD WALL TYPICAL LOAD BEARING DEMISING WALL GA FILE: WP 3243 (FIRE) WP 3245 (SOUND) TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 3-6 1-HOUR RATED WOOD STUD WALL 7C REQUIRED STC: 50 TESTED STC: 50-54 TYPICAL UNIT CORRIDOR DOOR INSET WALL LOCATION: LEVELS 3-6 ALTERNATE TO ASSEMBLY 7C: USE 2 x 4 WOOD STUDS, AND OMIT STRUCTURAL SHEATHING REQUIRED STC: 50 TESTED STC: 50-54 1-HOUR RATED WOOD STUD WALL TYPICAL LOAD BEARING CORRIDOR WALL GA FILE: WP 3243 (FIRE) WP 3245 (SOUND) TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 3-6 REQUIRED STC: 50 TESTED STC: 50-54 7C1 DOOR INSET co r` GA FILE NO WP 4135' GENERIC GVPSU?ET: WALLBOARD? WOOD: STUDS I aI layer 5W' type :X gypsurrt watlboar o.r..gy purn veneer base applied..at right-arrnles ko>: grit siril 'r f 2 4`wcod 5t1. " o i #'tkt 6 is oaEed r il;,N:liaai 1cemg;' i i.t36 ': shar k, lira": tr ec5s, 24`''o.C: Face l er /�" 1�Ce .:g`1'�`+tam Itxriar� :tkr g�f' .urn'' rrarbast� appIii i1 *tlght a les tty i anti .s"sdr idh ,i_rxia(ed riait5.; 2.31's"'Icntg.: 0:1 i)0`•shank.• 1i'47heads; $" Jctt7Cs':s1 g r r "ef 4" <i�ai.tt l it �r; <rifl sld ,Se irid tested vietith stud, 1t~" nd t itti rl lils fcj 1 ! e Iayrer � ced e' i:).r KLO'AD- EARING): (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 2x4 & 2x6 WALLS USED AT 2 HOUR FIDE i to 44 STC SOUND • Thickness: :App'rX., Weight: Ftrv:.Te 't: • SowSiltsnrETast:. 120f FPrt WP 3t , 9-2'7.r4 NGC 236341 0 VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE EXPLANATORY NOTE B. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 7B2 N 2-HOUR RATED WOOD STUD WALL FRICTION FIT BATT INSULATION AT PLUMBING WALLS. SEE EXPLANATORY NOTE A. LEVEL 2 ONLY - LOAD BEARING INTERIOR WALL GA FILE: WP 4135 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVEL 2 5/8" TYPE 'X' GYPSUM SHEATHING ROTATED 2x4 STUDS USED AT VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS 5/8" TYPE 'X' GYPSUM SHEATHING 7B1 REQUIRED STC: NONE • NON -RATED WOOD STUD WALL TYPICAL NON -LOAD BEARING INTERIOR WALL GA FILE: NONE TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-6 REQUIRED STC: NONE GA"FILE ::NO. 'MCI' 3505 ERIC GYPSUM WALLBOARD., WO 3D:'STUL7S One la:yes 5r'�" typ plain: or prerieccrarad g'pst.am vaalibparrl,;watar-rasstant gypsum tr chiryg iuxh , r* gy,,psur-p Y necr if se ap ll0r rlphc4nrg s 1rs each :side of;. 2 4 t�s ca J ttcd� 16" o c.. v�ith, �,d at d m ils, 17�'4" tora: : 0i S. sinnn:h, +t'a" heads,: "7'` ra r .fotrsts e sa tlwsr odge, bevel 3rx or' prciiidtotaltid biiiIIbtiard mad'' bri loR expor d.: Jcints. staggered 16" cirr opposite .5 ets (LOAD BEARIi G): 5/8" TYPE 'X' GYPSUM SHEATHING 2x4 & 2x6 WALLS USED AT 1 HOUR FIRE to 34 STC SOUND Thickness: Approx. weight: Fire Teat: Sound Test. 478" 7 paf ... : U L R 1 19-4: -6 6,1752, LIB P.2 4"743,1-2]-t* 1,LD:IIltU3 : 1JLe. D "ignW1W: qi OEt:+94:8„, 2-4=0i VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 7B X N 1-HOUR RATED WOOD STUD WALL FRICTION FIT BATT INSULATION AT PLUMBING WALLS. SEE EXPLANATORY NOTE A. c0 TYPICAL NON -LOAD BEARING INTERIOR WALL GA FILE: WP 3605 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-6 REQUIRED STC: NONE a A FILE WP l4'I8 ;GI Ia ERtD GYPSUM SIHEATHIN4 0" PS JM WALLBOARD,: OOD STUDS EXTEf IO SIDE' Baeta I4t/or;t+1i" tea .X gypsums:.sat.aching applied parnite4 or`etright; Ong 's try •c+i' r i <lids 1E�"r,,a t+, trt l / " ir�faeW�ieywa 5fa" th e X oypsurn sFaea9hFrig'app sad parallels or at i.ght arig a to-studa vritF t71a7iType,: '�4/ r l' v It ea�rr"d� 12".:0 . aln ciffs'c 6t" fr m Sur' w lt1 basw I;) e ktortio claiidlrtg.• . rltRsli.h r! tir xis li i#ha Ihing•t Marls iNTFRI or4 S : Base fairer 5,"a'.g type X 1ypsurrl �rrr+ard rir:: rt r t� r t .at. 1g1t4.irigleis to stirs. wi1}`t 1'tfss TyrP8 W drrf3vall o:c; Fa t • } 1yp!�.I1ifl ,waiik', :3r1 fir' tilt r h e,r� ,pirerI paraIIeI cir itng[ t �afiiIt ti .:gftpals wsIii t7'1 . Type W ctr1 wtall. srr ots•12" a,c a.nd of stet '!6" fromlase Ivor. Joints.stagge d 16p each foyer nd fide (LCrA t-BEARIMG);' FINISH PER ELEVATIONS 1" MIN. AIRSPACE AT WOOD STUD CONDITIONS 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. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING, BOTH SIDES 7A2 2-HOUR RATED WOOD STUD WALL EXTERIOR HOUR FIRE Tftic-kr :S: 61/8" witt",ctit exIerkirckiddd)r'g Apprcix Weight '12 psi Firo Tot: alto 'WP (SVoni; t:tf 5Ci2tl;'h1+f R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. INTERIOR co co EXTERIOR WALL (>10' FIRE SEPARATION DISTANCE) IBC 705.5 AND TABLE 721.1(2) GA FILE: WP 8418 TYPE: LOAD BEARING EXTERIOR WALL - TYPE VA CONSTRUCTION LOCATION: LEVEL 2 FINISH PER ELEVATIONS REQUIRED STC: NONE 12 FIRE -RATED '.WOOD -FRAME 'WALL AND ;FLOOR/CEILING 'ASSEMBLIES`,: W56-1.5 :one -Hour Fire -Resistive Wood -Frame Wall Assembly 2x6 Wood Stud WaiI -:100%:Design Laad ASTM'E 119/NFPA_251. 1 Framing-;Norninal ?x6 wood studs, spaeed 16 m o e :double. top, plates, single bobbin plate Interior Sheathing;- 5/8 in. Type X gypstun wallboard, 4 ft.: wide; applied vertically. All panes edges backed b fianving or;blocking r.. 3 Sheathingm tarood structural Panels on . Exterior . B p ( euted strand board), applied vertically, lionzontallotuts blocked 4 Gypstun Fasteners 2 1/4 m #6 Type S;drywall;scteil,s: spaced 7 ' o c 'S Panel Fasteners 6d conunon nails (bright) 12 in o c in the field, 6 m o c : panel edges 6 lasulahon - R-19 fiberglass insulation 7 Joints :and Fastener. Heads LVallboardjoirrts codesed minis paper tape and joint conipotuyd, astener.head.S covered with joint:compound;; Tests conducted at the NGC Testing Ser1=ices Test No: WP i408 (Fire Endurance & Hose Strewn) Augus#-13 2001 Tiuid Party Witness; NGC Testing :Services 1" MIN. AIRSPACE AT WOOD STUD CONDITIONS 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 REVS N This asseiubly svas•tested lit 100%design load;.calculated in accordance •With:the 20t35 Natipngf-Design: • Speczfication®for:irooii Construction,• The authority having jurtsdietion should:be consulted to assure: acceptance of tins iepoit::.. _ ... ... . EXTERIOR RATED ASSEMBLY J RECEIVED CITY OF TUIKWILA -MAY-2011 -PERMi ENTER SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 7A R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. INTERIOR (FIRE SIDE) 1-HOUR RATED WOOD STUD WALL EXTERIOR WALL (>10' FIRE SEPARATION DISTANCE) IBC 705.5 TEST NO: WP 1408 TYPE: LOAD BEARING EXTERIOR WALL - TYPE VA CONSTRUCTION LOCATION: LEVELS 3 - 6 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 LESS 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 A006 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." 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." 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 IN1 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." D. 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 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 R1 G L. ALLWVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT w <0 0 V 0 N er u) 0 N N 0 N 0 N t� u 0 CO 0 NNNN 0 vi 0 CO 0 0 (O 0 (0 0 0 U7 0 1'- 0 r CI') 0 d 2 .- N cn V u9 (0 n Decsription POST PERMIT REVISIONS & SMOKE CONTROL vus CI o a> z Luca. 0 J SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: rn 1- z w 2 a 0 J w w 0 J rn 0 z 0 J 5 m ws z w Q ti M co co a J 0 w 0 0 a w 1 0 ›- 0 0 w 0 2 w z 0 02 zw oQ r m2 5z z z 0 _ 00 .© a w a_ w3 0 ZE Q t3 w0 1=- a REVIEWED FOR CODE COMPLIANCE t APPROVED i JUN Z011 City Of `�lakwila BU I LNel IVISietul PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker WOOD FIRE, SOUND & INSULATION ASSEMBLIES A006b POST PERMIT SET LL ;7,4) FIRE & SOUND ASSEMBLIES GENERAL NOTES c r` 0 N co u, m CO -al F O cJI I rn CO a) 0) to C:\Users\dianak\Documents\1026-Tuk w 2 z w -J J2/2" UL L538 Wood.Engineered Joist Fire Rating Unrestrained-2 hour Sound Test RAL-0T03-05/06 System Thickness N/A Assembly Options : Floor Underlayment Min. 3/4 in. (19 mrn) thick; min:;compressive strength 1804 psi . ▪ IJSG Leveirocke Brand Floor Underlayment 2500 (UL Type LRK) • .USG Levelrock® Brand Floor Underl:yment 4500'(UL Type HSLRKI USG Levelrack5 Brand Floor Underlayment 3500 (UL Type LRK) . Subfloor-:23/32 in. (18 mrn) thick plywood underlayment Structural Members - Min:' 9-1/2 in. (241 mm) deep engineered wood 1 Joists spaced max.19.2(}4 in. (488 mm) OC Gypsum Board -.5/8 'in.. (16 mm) thick gypsum board USGSheetrock® Brand AR Firecode., X Panels- 5/8" (16 riml (Ul. Type AR) • USG Sheetrock® Brand Firecode® C Panels -1 /2" or 5/8" (12 mn1 or 16 mm) (tiL Tvpe C).: • USGSheetrock® Brand Glass -Mat Panels Mold Tough® AR Firecode®X - 518" (16 mm}'(Ut, Tvpe AR) • USG Sheetrock® Brand Glass -Mat Panels Mold Tough®VHI Firecode® X = 5/8"(16inni) (UL Tvae AR) • USG Sheetrock i;Brand Mold Tough® vHLFirecode®' X'Panels - 5/8" (16 mm) (UL Tyne AR) • USG Sheetrock® Brand MH Gypsum Base Board Firecode® C - 5/8!`(16 mm) (UL Type 0 • USG Sheetrock® Brand Mold Tough® AR Firecode® X Panels = 5/8" (16 mm) (UL Tyne AR) • USG Sheetrock® Brand Mold Tough® Firecode® C Panels -1/2" or 5/8". (12 mm or 16 nim) (UL Type el • USG Sheetrock® Brand Gypsum Base lmperlal5. Firecode® X -1/2" or 5/8" mm or 16 mml (UL Tva a -X2 1. JP Ceiling Support Resilient channels spaced max. 16 in.406 mm QC. thick Finished Ceiling -Two layers of 5// 8 in. (16 mm) gypsum board • USG Sheetrock® Brand AR Firecode® X Panels - 5/8" (16 mm) (UL Type AR). • USG Sheetrock® Brand Firecode® C Panels =1/2" or 5/8" (12 mm`or 16 mm) (UL Tyne C) • USG Sheetrock® Brand Glass -Mat Panels Mold To gh® F(recodeb0 X,- 5(8" (16 m ))'(UL: Tope AR) • USG Sheetrock®Brand Glass=Mat Panels Mold Toughe. VHI Firecodee X - 5/8" (16 min) (UL.. Type AR) • USG Sheetrock® Brand MoldTouoh® VHI.Firecode® X Panels- 5/8"'(16 min) (UL Type AR) • USG Sheetrock® Brand MH Gypsum Base Beard Firecode® C - 5/8" (16 trim) (UL Type Cl • USG Sheetrock® Brand Mold Toug-he AR Firecode® X Panels - 5/8" (16 mm) (UL Tvoe AR) • USG Sheetrock®'Brand Mold Tough® Firecode® C Panels -1/2" or 5/8' (12 mm or 16 rnm) (UL Type C) • USG Sheetrock® Brand Gypsum Base Imperial®, Firecode X -1/2" or 5/8" (12 mm or 16 mm). (ULTYpe IP-X2) Stud :size is minirnumunless 'otherwise stated in design. For the most up-to-date information refer to the UL Fire resistance directory L538 C4' FINISHED FLOORING OVER 1" (MIN.) GYPSUM FLOOR TOPPING OVER 1/4" SOUND MAT PER PROPRIETARY ASSEMBLY 11-7/8" I -JOISTS, SPACED PER STRUCTURAL @ 16" O.C. 3-1/2" GLASS FIBER INSULATION IS NOT OPTIONAL. (3) LAYERS 5/8" TYPE 'X' GWB PER PROPIETARY ASSEMBLY 2-HOUR RATED FLOOR/CEILING ASSEMBLY 8A2 N RC CHANNEL IS NOT OPTIONAL. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS, SEE NOTE 6. LOWEST LEVEL TYPE VA UNIT FLOOR UL DESIGN NO: UL538 TYPE: VA CONSTRUCTION LOCATION: LEVEL 2 UNITS CEILING/LEVEL 3 FLOOR REQUIRED STC: 50 REQUIRED IIC: 50 GA. FILE NO. FC 5011 PROPRIETARY* WOOD I -JOISTS, WOOD STRUCTURAL PANELS, GYPSUM FLOOR TOPPING, RESILIENT CHANNELS, GLASS FIBER BATT OR LOOSE FILL INSULATION, GYPSUM WALLBOARD Base layer 1/2" proprietary type X 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 continuous channels and attachedwith screws 8" to additional pieces of channel 60" long located 3" back on either side of end joint.: Resilient channels applied at right angles to minimum 10" deep wood a joists.. spaced -a maximum of 19" o.c. with 11/4" Type S drywall screws. Face layer 1/2"`proprietary type X gypsum wallboard or gypsum veneer baseapplied at right angles to resilient furrinchannels 15/a" 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 andringshank subfloor alied at right angles to oasts with construction adhesive6d h nk pp g 9 j nails 12" o.c. Minimum 1/2" gypsum floortopping applied over subfloor. proprietary STCrated with I joits spaced 24" o.c., 312" 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 when sheet vinyl orengineered wood laminate is applied to floor; STC 66 when tested with ile>a applied to floor. ) ceramic t ppll PROPRIETARY GYPSUM COMPONENTS United States Gypsum Company - 1/2" SHEETROCKO Brand FIRECODEO C Core Gypsum Panels LEVELROCK®'Brand Floor Underlayment. FINISHED FLOORING OVER 1" (MIN.) GYPSUM FLOOR TOPPING OVER 1/4" SOUND MAT PER PROPRIETARY ASSEMBLY 11-7/8" I -JOISTS, SPACED PER STRUCTURAL, SEE NOTE C. 3-1/2" GLASS FIBER INSULATION IS NOT OPTIONAL. (2) LAYERS 5/8" TYPE 'X' GWB PER PROPRIETARY ASSEMBLY 1 HOUR FIRE 60 to 64 STC SOUND Approx, Ceiling Weight; Fire Test: 3 psf UL R131.9, 05NK04589, 2-4-05; UL R1319, 05NK09496, 3-31-05; UL Design L570 Sound Test RAL OT03-05, 4-22-03 RAL OT03-07, 4-29-03; RAL OT03=09, 6-18-03 IIC & Test: (58 sheet vinyl); RAL OT03-06, 4-22-03 (62 engineered wood od 9 0 laminate) RAL 0T03-08, 4-29-03; (54 ceramic tile), RAL OT03-10, 6-18-03 NOTE: AT CONCEALED SPACES EXCEEDING 160 CUBIC FT. INSTALL MINERAL WOOL OR OTHER NON-COMBUSTIBLE INSULATION ALONG LENGTH OF JOIST (AT RC CHANNEL VOID) TO DIVIDE SPACE NOT TO EXCEED 160 CUBIC FT. (NFPA 13, 8.15.1.2.8) 8A 8A1 1-HOUR RATED FLOOR/CEILING ASSEMBLY RC CHANNEL IS NOT OPTIONAL. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS, SEE NOTE 6. TYPICAL UNIT FLOOR GA FILE NO: 5011 TYPE: VA CONSTRUCTION LOCATION: LEVELS 3-6 UNITS i 1-HOUR RATED FLOOR/CEILING ASSEMBLY REQUIRED STC: 50 REQUIRED IIC: 50 AMENITY SPACE LOCATION: LEVEL 6 AMENITY SPACE ALTERNATE TO ASSEMBLY 8A: USE 16" TJI IN LIEU OF 11-7/8" REQUIRED STC: 50 REQUIRED IIC: 50 GA FILE NO. WP 4136 GENERIC GYPSUM WALLBOARD WOOD STUDS Base layer 5/a" type X gypsum wallboard or veneer base applied parallel or at right angles toh16" 112" each side of 2 x 4 wood studs o.c. with 1 /a' Type: W drywall screws o.c. Face layer 5/0" type X gypsum wallboard or veneer base applied parallel or at right angles to each side with 17/8Type W drywall screws 12 o.c. and offset 6" from screws in base layer. 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 NOTED PER PLANS (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING FRAMING PER PLAN @ 16" 0.C. STUD SIZE 2X6. SEE PLANS FOR LOCATIONS. SEE EXPLANATORY NOTE B (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 7J 7H 2-HOUR RATED WOOD STUD WALL 2 HOUR FIRE: 40 to 44 STC SOUND Thickness: Approx. Weight: Fire Test: Sound Test: FRICTION FIT BATT INSULATION FOR INCREASED SOUND CONTROL. SEE EXPLANATORY NOTE A. 61/a" 12 psf SW RI 0.1-..5920-614, 12-5-94 See WP 4135 (NGG 2363, 4-1 70) R ro ED CITY OF T KWILA MAY 26 2017 PERMIT CENTER SHAFT ENCLOSURE WALL GA FILE: WP 4136 TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-6 2-HOUR RATED WOOD STUD WALL EVISI REQUIRED STC: NONE EXIT ENCLOSURE WALL GA FILE: WP 4136 TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-6 REQUIRED STC: NONE 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 MANUA L GENE RAL 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." 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." D. 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 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 ..RRG L. ALLWVINR ATE OF WASHINGTON STAM P SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET co z 0 FO PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT W Q o N O 7 s N <- o o Of (N N 0 0 Of O 0 0 N O 0 0 N O 0 0 N idO 0 d z •- N M d' In CO h. Decsription POST PERMIT REVISIONS & SMOKE CONTROL Date n Uli > CD Et z co 1 V J SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U -J J rn w Qo Um cn Ow ¢ rn 1— w C7 dp Oj wm ui Du) ww J �z w H >Q U W 00 a. a W 1- 0 } z 0 W co 0 W 0 z W z 0 oz zW OQ } mLu gQ z g m z �0 Z 00 ito a W a. 0� �g 0 Z, U _EC Cl. REVIEWED FOR CODE COMPLIANCE APPROVED I JUN a 0 2011 4.1 City of Tukwila BUILDIN 1MISJON PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker WOOD FIRE, SOUND & INSULATION ASSEMBLIES POST PERMIT SET GA'FfLE NO B 2 GENE IC BUR (BUILT-UP ROOFING) SYSTEM u, 0 N CO w Q z w J STEEL,:1`I AME,. GYPSUM WALLBOARD, 1 a . T $e. S y all 6pSurn wallboard hoar For gypsum veneer base applied to beam cage with: ase a et � e:;.type gypsum Oval oard o 1 1ype SFace Mayer s/n",fie X gypsum wa16board or gypsum veneer: base'applled to beam. cage.. with 1 /a Type..5:drywallscrews::S"' HOUR FIRE • , ::tated o : ly installed beam gleS .: (25,9...'Ste . h .. g .1".. 2" neegs) IgocatedEnot ass the a1/2 €rom ,bearnttangles 1`1 gs.af the.upper angles secured trr steel deck units:wttti ifz ":Type: S pari head screws .12".v.c. " U" shaped. biacirets fortned g " " .... . .. 0 25: a. U shaped steel. chpnne s(1tyis".wi+de with l°legs).24" e:c: susp00,0d.:froGri. upper: ogles with .?/z":Type S. pan head screws -'arid supported 1" .x 2i' angles at lower: corners .etteuhed..ta' brackets: v lth 1/ ": Type; 5 pan. heed scraws.: Cutsltte ';comers cUypsum,. board protected. by"0.020". thick 'Metal cornertbeads- cr roped ornailec,:: Minimum e • 1+ir Test::: .beam size W8x24.: (Two `hour restrained or unrestrained .beau:) UL R4024-5,. 9-14-66, UL Design N501,. ULO: Design 0501 2 HOUR PROTECTED STEEL BEAM GA FILE: BM 2120 LOCATION: LEVEL 2 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION GA:FILE .NO., BM 1137 PROPRIETARY* STEEL FRAME,>GYPSUM WALLBt ICRf .: Base. layer proprietary type X gypsum wallboard applied to beam cage with 1" Type S-12 drywall screw s 12":o.c, Face layer 1/2 proprietary type X gypsum wallbaarct;applied to beam cage with Isle Type S-12: drywall screws 1:2" o.c. Joints offset from base layer Joints. Bearrl cage fabricated from 24 ga z/a" ic.1s/s" steel angles screw attached to steel joists at beam top flange and 25 ga 21/2". steel runners . hooked : over beam lower Verve and. supporting 15/5" . steel studs 24" . o:c. Minimum beam size,:W8x15: (Onehour unrestrained beam.) PROPRIETARY American Gypsum Company. CertainTeed Gypsum Inc. :Geoigia.Pacific Gypsurn LLC. Lafarge North America Inc. National .Gypsum: Company PABCO Gypsum TermP Ie tnlsnd:.:. United States Oypsum Company GYPSUM BOARD �/2" FireBio Type:C, /z C'ertainTeed® Type C Gypsum Board 1f2":ToughRocke) Fireguard . ? Gypsum Hoard 1/e'" Firecheckc,Type C. 1/2"'Gold;Bona) Brand FIRE -SHIELD C Gypsum Board -i,r7":FIAME. CUR S• Stl,t/2,� pec `TG.CCT `. - 1/2";SHE:ETROCK° Brand .FIRECODEs'C Core Gypsum Panels FIRE Fr:Test ULR119-133, 7-1f3 75;. Based on UL R 3660-7. &:-8, 11-12-87; , ...' .._ UL Design 1.524 ._ 10C 1 HOUR PROTECTED STEEL BEAM GA FILE: BM 1137 LOCATION: LEVELS 3 - 5 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION (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. 2 HOUR PROTECTED TUBE STEEL COLUMN 10B MIN. HSS TUBE PER STRUCT. z 2 IBC TABLE: 721.1.(1) ITEM NO. 1-7.1 LOCATION: LEVEL 2 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION (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. GAUGE STEEL WIRE TIES SPACED 15" O.C.. EXPOSED CORNERS TAPED AND TREATED. MIN. 1 HOUR PROTECTED TUBE STEEL COLUMN HSS TUBE PER STRUCT. Z 2 IB C TABLE: 721.1.(1) ITEM NO. 1-7.1 LOCATION: LEVELS 3 - 5 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION ROOF PAVER SYSTEM PROTECTION BOARD OVER MEMBRANE ROOFING SYSTEM AIR -IMPERMEABLE INSULATION, ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 TABLE 1203.2. SEE ENERGY CALCS. AIR BARRIER OVER ROOF SHEATHING. SHEATHING PER STRUCTURAL. 9-1/2" I -JOISTS, SPACED PER STRUCTURAL, SEE NOTE C. AIR -PERMEABLE INSULATION , BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING NOTE: AT CONCEALED SPACES EXCEEDING 160 CUBIC FT. INSTALL MINERAL WOOL OR OTHER NON-COMBUSTIBLE INSULATION ALONG LENGTH OF JOIST (AT RC CHANNEL VOID) TO DIVIDE SPACE NOT TO EXCEED 160 CUBIC FT. (NFPA 13, 8.15.1.2.8) 9A4 1-HOUR RATED ROOF/CEILING ASSEMBLY RC CHANNEL IS NOT OPTIONAL. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS TERRACE ROOF ESR DESIGN NO: 1153 - ASSEMBLY B, SOUND ASSEMBLY B OPT. 2 (SEE SHEET A006c FOR SYSTEM DETAILS) TYPE: VA CONSTRUCTION LOCATION: LEVEL 6 NE TERRACE ROOF REQUIRED STC: 50 REQUIRED IIC: 50 AIR -IMPERMEABLE INSULATION, ABOVE AIR BARRIER. 3" (MIN.) R-15 `TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 TABLE 1203.2. SEE ENERGY CALCS. 11-7/8" I -JOISTS, SPACED PER STRUCTURAL, SEE NOTE C. AIR -PERMEABLE INSULATION , BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING NOTE: AT CONCEALED SPACES EXCEEDING 160 CUBIC FT. INSTALL MINERAL WOOL OR OTHER NON-COMBUSTIBLE INSULATION ALONG LENGTH OF JOIST (AT RC CHANNEL VOID) TO DIVIDE SPACE NOT TO EXCEED 160 CUBIC FT. (NFPA 13, 8.1 5.1.2.8) 1-HOUR RATED ROOF/CEILING ASSEMBLY 9A3 RC CHANNEL IS NOT OPTIONAL. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS UNIT OVERHANG ROOF ESR DESIGN NO: 1153 - ASSEMBLY B, SOUND ASSEMBLY B OPT. 2 (SEE SHEET A006c FOR SYSTEM DETAILS) TYPE: VA CONSTRUCTION LOCATION: LEVEL 6 UNIT OVERHANG ROOF ROOF PAVER SYSTEM PROTECTION BOARD OVER MEMBRANE ROOFING SYSTEM AIR -IMPERMEABLE INSULATION, ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 TABLE 1203.2. SEE ENERGY CALCS. AIR BARRIER OVER ROOF - SHEATHING. SHEATHING PER STRUCTURAL. AIR -PERMEABLE INSULATION BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. 2X10 JOISTS @ 16" O.C.; PER STRUCTURAL (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 9A2 1-HOUR RATED ROOF/CEILING ASSEMBLY REQUIRED STC: 50 REQUIRED IIC: 50 AMENITY TERRACE GA FILE: RC 2601 TYPE: VA CONSTRUCTION LOCATION: LEVELS 6 AMENITY TERRACE BUR (BUILT-UP ROOFING) SYSTEM 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. AIR BARRIER OVER ROOF SHEATHING. SHEATHING PER STRUCTURAL. AIR -PERMEABLE INSULATION , 2/3rd R-VALUE BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. PRE-ENGINEERED OPEN -WEB FLOOR JOISTS PER STRUCTURAL, SLOPE TOP CHORD TO DRAIN. 9A1 I 1-HOUR RATED ROOF/CEILING ASSEMBLY REQUIRED STC: NONE REQUIRED IIC: NONE r RATED ASSEMBLY RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS RAISED ROOF ASSEMBLY GA FILE: RC 2610 TYPE: VA CONSTRUCTION LOCATION: LEVEL 6 RAISED ROOF AT RAMP TO TERRACE & ELEV. ROOF REQUIRED STC: NONE REQUIRED IIC: NONE GA FILE IO, RC 2610 PROPRITAR)" W00DROOF TRUSSES, RESILIENT• CHANNELS,GLASS FIBER INSULATION, CEILING. ',GAMPER, , GYPSUM WALLBOARD, Onh 1... lay .. r.54: • n.�znr :IU tsar.. pli .. X. gypsum vlreUklo�rd anntied at right u a I .s. faarcirF ;: >hannels 1 w�, c,.c. (12` a: when it laticn Is.'dk4ped • 6.Vlcr cha.nnr„ s) with •i :Type:S: ti vaII sc cw § 5": r :r�, .Cayp r�tw7it rti ere add�fiQnal xecesr Qtctl8rnef endi, b" e� P ed cf boardnd Iccatnd 3 bark pan r � and .the sidK c r�rrri c/rat T �* ilil>nt chaar,n I: ap l€ d t i` t t nt �: 1a t oticrn t' f _) � [� � rat � n .itw:� • r - 1 P � art. cwr: p�� �11�3 C.rd. ���]:krna!x�r �; �'"l:: rx.�a. w�'+ih 1 1.4Tyr.N : a. srrwYl;t:."f6ss: fitter • Iitsu1ationa sacured 1c i .*d slru!:ural p"arl iir. drapr c otli• clirrnrir is 'card • Irtrsaca;: tic i l i`iJ T / ".: t' st:t' r1. strut lur is pa raek applied : t righR . Irt, .' truates truth: titf. rirr . shank nails Pr atapl's•ha‘iirn equal Or a;idt lateral resiS.tan*e'Strength-: 12`pc. Optic t,r ailing hrnper (r'efer.t•or markttf1ch.irer.for inforrnatinni.o iiile:tY r�tri xsper), 9'ROPRtIETARY:•GYPS UM BOARD: Q. 7ii` lij,.;Pnt ifia: yp"ilr�i:Li C• BUR (BUILT-UP ROOFING) SYSTEM ;ra".TTl,hRE k', Fi*iard CO. • Gyp tirn. Board 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. AIR BARRIER OVER ROOF SHEATHING. SHEATHING PER STRUCTURAL. AIR -PERMEABLE INSULATION , 2/3rd R-VALUE BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. PRE-ENGINEERED OPEN -WEB FLOOR JOISTS PER STRUCTURAL, SLOPE TOP CHORD TO DRAIN PER PLANS. 9A 1-HOUR RATED ROOF/CEILING ASSEMBLY 1 HOUR FIRE. Approx.. C:iling �>t'kreighti�:. Fire Test; u psfi.: .. . tJ R2.7'17i Ot1CA1t4.22,, 5-13-09 Ll� Itmsign P552 RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS ROOF ASSEMBLY W/ PRE-ENGINEERED TRUSSES GA FILE: RC 2610 TYPE: VA CONSTRUCTION LOCATION: LEVEL 6 REQUIRED STC: 50 REQUIRED IIC: 50 FINISHED FLOORING OVER GYPSUM FLOOR TOPPING, THICKNESS TO MATCH UNIT FLOORING SEE ASSEMBLY 8A2 FOR COMPLETE DETAIL FOR UL DESIGN L538 3/4" SUBFLOOR PER STRUCTURAL 3-1/2" GLASS FIBER INSULATION 7-1/4" BEAM PER STRUCTURAL - PERPENDICULAR TO CORRIDOR 11-7/8" I -JOISTS, SPACED PER STRUCTURAL @ 16" 0.C. - PARALLEL TO CORRIDOR (3) LAYERS 5/8" TYPE 'X' GWB PER PROPIETARY ASSEMBLY 2-HOUR RATED FLOOR/CEILING ASSEMBLY 8611 1-1 MECHANICAL CHASE RC CHANNEL IS NOT OPTIONAL. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS, SEE NOTE 6. LOWEST LEVEL (LVL 2) TYPE VA CORRIDOR UL DESIGN: UL L538 TYPE: VA CONSTRUCTION LOCATION: LEVEL 2 CORRIDOR REQUIRED STC: NONE REQUIRED IIC: NONE FIRE RESISTANCE E PROVIDED E 'ti'r GYPSUM BOARD MEMBRANE PROTECTION (GA:610-02) One -Hour .Ceiling (Based on GA File Nos. FC 6406 and: RC.2601) 'The. ceiling met ibrane consists of- two Dyers of type 9YPum' board -.directly applied •to framing ar ftarrlrig_ ;The.:base::layer of gypsum board is .applied 'at right angles to ceiling • ,framing 24'.' (610 mrp)'o_t and,' attached.:witti 1!! (25 •mm T e S or •• S-12 d. a f stee yp ryW;l 11 screws (or I framing).or 1 114" (32 mm) :Type.W or.S drywall screws (for wood framing) spaced 24'7 (610 rnm)'o_C, Tha • face layer Of surf board is a lied at rt ht' n les` to the from n and attached; yith 1=b18" . 41 mm Y _ gYP... pP 9 9 9 �. ). Type •S'or S.12• ;drywall framin screws (for°.steel framing) .or;1=718" `(48 mrn) Type:;W yr .S drywall screws (for wood • g) 1� (305 mm) a c. at end Joints and:,intermediate jflistsYand '1;112a (38 inn)) Type, G dfy�lvall;_ . screws 12_:'; (305: ram) o.c: placed.:2"' (50; mm) back pan .either.:.side of end. joints_::. Joints>af the`face Ia er lace Y rr :offset 24 •0 ifs• •. .. t •the' base. layer '.Fate layer. (61 mm) f ,m Vie) m s in h a . 1 y e I �+ joints and fasteners are finished t0 Lever lassr� le G - ,� ec fi d In A 214 Lel�el�, of ,gum Board �F/ra/ h i-' a _.. GYPSUM FLOOR TOPPING TO MATCH UNIT FLOOR LEVEL 2X6 JOISTS @ 12" 0.C. USED PER STRUCTURAL (NOTE PER IBC 722.6.2(2) TIME ASSIGNED TO WOOD FRAMED FLOOR (16" 0.C. MAX. & 2" NOMINAL THICKNESS) = 10 MIN. (2) LAYERS 5/8" TYPE X (NOTE PER IBC 722.6.2(1) TIME ASSIGNED TO MATERIAL): = 40 MIN. + 40 MIN. *(2) LAYERS 5/8" TYPE X SUSPENDED GYPSUM BOARD CEILING ON 1/2" RESILIENT CHANNELS 8B REVISION.NL MECHANICAL CHASE 7" AT PLUMBING MAIN LEVEL 3 CEILING 3" AT TYPICAL FLOORS z J w 0 w J U Bid 0 ♦ RECEIVED CITY OF TUKWILA MAY 26 2011 *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" 0.C. SUSPENDED FROM JOISTS BY 8 GA. WIRE HANGERS SPACED NOT GRATER THAN 48" 0.C. 1-HOUR RATED FLOOR/CEILING ASSEMBLY - MEMBRANE PROTECTION ERMIT CENTER TYPICAL CORRIDOR IBC 2012 722.6.2.4 CALCULATED FIRE RESISTANCE AND GA-610-02 FIRE RESISTANCE PROVIDED BY GYPSUM MEMBRANE PROTECTION TYPE: VA CONSTRUCTION LOCATION: LEVELS 3-6 CORRIDOR REQUIRED STC: NONE REQUIRED IIC: NONE FIRE & SOUND ASSEMBLIES GENERAL NOTES 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 SHEETA007 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 E G NERAL EXPL ANATORY NOTE #11: "WHEN NO T 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." 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." D. 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." <0> JOHNSON BRAUNDINC• 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 ,REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE rDESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT „,, F. .,- N O U 0 N ••r 0 (0 0 (NN N 0 (0 0 N 0 0 CO 0 N 0 0 (0 0 N Oui 0 N- 0 N 0 Z e- N 00 V u1 (0 1` Decsription POST PERMIT REVISIONS & SMOKE CONTROL Date n 0 cc z co 1 rw 5 J 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J vi < (M Uw Ocn cn am zQ wO 2z a. 0 O-J w �m w 0 ww 0 gz J w H 0 W 0 a_ a re 1 0 z z 0 W 0) Ir 0 w 0 Z w z 0 az Z W Q } m= (9Ljj U 5z gZ ~z 0_ °0 ito a W a w Q Lj 83 z' QF U w0 �a REVIEWED FOR CODE COMPLIANCE ..r:;. APPROVED IJUN202011 City of,.lkwila BUIL PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker WOOD FIRE, SOUND & INSULATION ASSEMBLIES A006d POST PERMIT SET w 5/18/2017 5:07:08 PM FILE NAME: 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. MINIM ASSEMBLY NOTE: THIS DETAIL IS FOR VENTING WITHIN A SINGLE DWELLING UNIT IN SPRINKLERED BUILDINGS ONLY. 17 DUCT THROUGH JOIST BAY ❑ ASSEMBLY 1 1/2" = 1'-0" (16\ FIRE DAMPERS 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 8A 8A1 i 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. QUICK 90 METAL ANGLE SOFFIT FRAMING EXHAUST DUCTS PER PLAN NOTE: KITCHEN HOOD EXHAUST AND DRYER EXHAUST MAY NOT BE COMBINED WITH ANY OTHER EXHAUST DUCTING. 15 DROPPED SOFFIT 0 w ASSEMBLY 1" = 1'-0" DUCT FAN BOX 14� PROTECTED FAN IN 1 1/2" = 1'-0" DUCT 7-0" AFF MIN CLR. DUCT z a w w OIST SPACE 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. TUB SANITARY SEALANT AT SURROUND JOINTS PER MANUF. INSTALLATION MULTI -PIECE ACRYLIC TUB/SHOWER SURROUND 5/8" GWB TYPE 'X' W.R. GWB r 5/8" TYPE 'X' W.R. GWB, TYPICAL AT BATH ROOM SIDE (OVER SHEATHING WHERE OCCURS PER STRUCTURAL) - VERIFY R.O. FOR TUB & SHOWER- (-1- 3 TUB AT I HR WALL 1" = 1'-0" (1) LAYER 3/4" APA RATED " EXPOSURE 1" SHEATHING OVER SUBFLOORING BELOW TUB IN LIEU OF GYPSUM CONCRETE TUBAS SCHEDULED SANITARY SEALANT FLOOR FINISH GYPSUM CONCRETE FLOOR TOPPING FLOOR SHEATHING 12 SUBFLOOR 0 BATHTUB 3" = 1'-0" GLASS OR MINERAL FIBER INSULATION 1/4" CONCRETE FtOQR / CEILING • 8A 8A1 UNIT 1 OR 2-HOUR FLR/CL'G PER ASSEMBLIES <<t 1 OR 2-HOUR FLR/CL'G ASSEMBLY UNIT ACOUSTICAL SEALANT & TAPE 1/4" GAP (TYP.) 7C2 7 CORRIDOR 2X6 JOISTS ON 2X8 RIM PER STRUCTURAL < MECHANICAL CHASE e 1-HOUR CORRIDOR WALL CORRIDOR 8B SIMILAR AT LEVEL 2 (2 HOUR) ASSEMBLY 8B1 SHEATHING WHERE REQ'D BY STRUCTURAL TYP. 9CORRIDOR 0 UPPER FLOORS 1 1/2" = 1'-0" 7D1 7D 1 OR 2-HOUR DEMISING WALL PER ASSEMBLIES s 2 6 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 11 STEEL STUD PARTITION - TOP OF WALL 3" = 1'-0" 7B2 7C2 7D1 7J1 7J 7H 10 2HR FIRE BARRIER CONTINUITY 1 1/2" = 1'-0" 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) UNIT 7D1 7D 2 UNIT 1 OR 2-HOUR FLR/CL'G PER ASSEMBLIES (83 FLOOR 0 UNIT DEMISING WALL 8A 8A1 1 1/2" = 1'-0" 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. RECESSED FIRE EXT. CABINET 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 OPP.SIDES 1 1/2" = 1'-0" 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" EVISI N RECEIVED CITY OF TUKWILA MAY 262017 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 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. 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. 1� FIREBLOCKING & DRAFTSTOPPING NOTES 12" = 1'-0" 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 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: 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. 1. HORIZONTAL THROUGH -PENETRATION FIRESTOP PER IBC 714.4.1.1.2 CVCTCIIA 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 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 RESIOTAniC•C 1An EXCEPTIONLL NOT BE REDUCED. 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 ACCORDANCI 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. 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. 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. THE ANNULAR SPACE CREATED BY THE PENETRATION OF A FIRE SPRINKLER, PROVIDED IT IS COVERED BYA 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 ACCf=MARI V PENETRATIONS OF HORIZONTAL ASSEMBLIES BY DUCTS OR AIR TRANSFER OPENING SHALL COMPLY WITH SECTION 717. 5. 6. 7. 1. 2. 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 xREG L. ALLWVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT W ~ CI N O l o N M 0 10 0 �Nj (1] 0 <0 0 N O 0 CO 0 N O 0 CO 0 N O 0 1- 0 N 0 6 z .- N CO 'Cr in m n Decsription PERMIT COMMENTS Date co R A 5. Ir- rw 1- SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: M co rn 5 a >- a 0 W 0 cc a w 0 0 } z z 0 W 0 W z W z z 0 oz z� oa w m= (Lij 70 gZ c3 Z �zz o= LL o uJo a W a_ a (0 (83 QZZ U w0 1-0- REVIEWED FOR CODE COMPLIANCE APPROVED :t JUN 20 Mil • City of Tukwila BUILDIN !..L1,ON PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE DWK FIRE/PENETRATIONS NOTES & DETAILS POST PERMIT SET /18/2017 5:07:16 PM A200 > C:\Users\dianak\Documents\1026-Tuk w 2 z w 1 A400 co CONDENSERS PER MEP DESIGN BUILD; W/ FLOOR DRAIN 2'-2" NIF 10'-71/2" P01 9T`r° ` IAL LOBBY 7011111/ A310 TRASH & RECYCLE CHUTES FROM ABOVE TRASH COMPACTOR & DUMPSTER STORAGE MAINTAIN 8'-2" MIN. VERTICAL CLEARANCE ROUTE TO VAN ACCESSIBLE STALL (3)4" DIA. EXHAUST VENTS PER M.E.P DESIGN BUILD INTAKE VENTS PER M.E.P. DESIGN BUILD 158' - 31 /2" 40'-41/2" A201 aVONWHISMOROMMIkena COMMERCIAL 20 � TANDEM / FLEX CAR CONDENSER PER r. MEP DESIGN BUILD; W/ FLOOR DRAIN (15) COMPACT STALLS / (34) LARGE STALLS (49) TOTAL STALLS / ELECTRIC CAR CHARGING STATION INSIIMOSIONSAMMINAINWMASSOMFINEWNBO COMMERCIAL nJ COMMERCIAL GUARD WALL @ SLAB STEP PER STRUCT. +287.26 +290.5 LEVEL P1 FLOOR PLAN 3/32" = 1'-0" COMMERCIAL - r (21 COMMERCIAL, (22 COMMERCIAL 11' - 2"+/- (2) ELECTRIC CAR CHARGING STATIONS 1 A201 (2)30x30 EXHAUST LOVUER PER M.E.P DESIGN BUILD REVIEWED FOR CODE COMPLIANCE APPROVED . ' I Jt.11kt 20 am City of Tukwila BUILDING DIVISION 0' 4' 8' 16' 32' SHEET NOTES EV 1. LEVEL P1 CONSTRUCTION TYPE IA, OCCUPANCIES S-2, S-1, 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 3- HOUR RATED PER ALTERNATE METHODS REQUEST — . . . O . . . ® 0 . . — 6. ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. 7. EXTERIOR WALLS (NON -BEARING TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. DOOR TYPE - SEE 10. Q SCHEDULE SHEET A600 WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS 15. REFER TO ACCESSIBILITY NOTES ON SHEET A002. PROVIDE MECHANICALLY FASTENED 16. INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R-VALUES. 17. REFER TO DESIGN/BUILD MECHANICAL PLANS. 18. BF.E.C.RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 19-F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER TFC. 20 EXIT SIGN PER IBC 1011. REFER TO DESIGN/BUILD PLUMBING 21. PLANS. REFER TO DESIGN/BUILD ELECTRICAL 22. PLANS. REFER TO SHEET A007 FOR 23. PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. 24. FIRE COMMAND CENTER REQUIRED PER TMC 16.46.120. TO COMPLY WITH REQUIREMENTS OF IBC 911. TO BE ENCLOSED WITH 2-HOURIRE BARRIER. OEM ®® 111212111 ®® GSM 25 REFER TO DESIGN/BUILD PLUMBING PLANS FOR GARAGE FLOOR DRAINS. DRAINS TO BE ROUTED THROUGH OILNVATER SEPARATOR BEFORE DISCHARGE TO SEWER. SION NO;1L RECEIVED CITY OF TUKWILA MAY 26 2017 PERMIT CENTER SHEET NOTES SEE SHEET A001 FOR REQUIRED PARKING CALCULATIONS. PARKING STALL SIZE 16'-0"MIN. = 8'-6" X 19' - 0" L 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 wvwv.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 'REG L. ALLWVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET o z 0 7) 5 IL CY PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT ? U) N (o (o (o (- 0 0 0 0 0 0 0 w F— N ed 0 N ai Cl (V fV N o N N o N c. O N < 0 d o.1 vi «i (d ro «5 0 0 0 0 0 0 6 z _ N M of u) (o (- Decsription PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION CONTRACT SET SMOKE CONTROL POST PERMIT REVISIONS & SMOKE CONTROL Date N N N N N (, 4Q 26 N o 0 N LA O O m CZ e- N a) a (n OWNER/APPLICANT: M a) 0 W 0 0_ o_ W 0 0 )- 0 W 7 cc 0 w 0 z W z 0 oz z it } m= F- 00 z gZ ~z 0 = Oo � ° a w a_ a H PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE DWK LEVEL P1 POST PERMIT SET A200 Village Bldg_D 2017.1_dianak.rvt - z c0 N 0 c a) E U O a co c cv L a) U' FILE NAME: A300 2'-2" mg Ili' • • (107) +303.5 9' - 7 1/4" r - )351 /4109) STAIR TO MEZZANINE • INCLUDED IN TENANT---,, IMPROVEMENTS SCOPE OF WORK A201 "a 158' - 3 1/2" 40' - 4 1/2" TENANT IMPROVEMENTS UNDER SEPARATE PERMIT 3-HOUR CONCRETE WALL PROTECTION FROM ADJACENT SCL VAULT TO HEIGHT OF 11'-6" (313.50) INTERNATIONAL. BOULEVARD TRASH PICK-UP LOCATION 1 INTERNAL ACCESS DRIVE SURFACE PARKING -.i r, • — HEIGHT RESTRICTION BAR, SET CLEARANCE AT 8'-6" (MAX.) RAMP WIDTH ELECTRIC VEHICLE CHARGING STATION LEVEL 1 FLOOR PLAN 3/32" = 1'-0" ;TO CONC. 61 WALL AT STAIR 11'-2"+/- 0'-71/4" ./- -r_--®-e-IMMO-® FOZ/00 0' 4' 0-3) 8' A201 REVISI$N. 16' 32' 13. 14. SHEET NOTES • LEVEL 1 & MEZZANINE CONSTRUCTION TYPE IA, OCCUPANCIES B, S-1 SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE TYPE VA OVER 1A WITH 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. INDICATES CONCRETE WALL OR COLUMN T EXIT STAIR ENCLOSURES SHALL BE 3- HOUR RATED PER ALTERNATE METHODS] REQUEST - TYPE 1A CONST. e • • • ® • • • r • • • OM AL -TI (L A S HL: 2-'O RATED PER IBC 713.4. 0,111111111110 • • - • • _ • • 8. EXTERIOR WALLS (NON -BEARING TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, NON- RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. NOT USED 10. NOT USED 11. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE 12. SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. NOT USED 15. NOT USED 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. REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. ®F.E.C.RECESSED/FIRE EXTINGUISHER CA: SET - SEE DETAIL: A007 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. REVIEWED FOR CODE COMPLIANCE APPROVED 1JUN 20 1017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 261017 PERMIT CENTER OHNSON BRAUND!Nc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 vwwv.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLSVINE ATE OF WASHINGTON STAMP ISET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET z 0 iii w x PERMIT COMMENTS CONTRACT SET POST•PERMIT REVISIONS & SMOKE CONTROL REPORT sr,0 L) CO CO(0 1, w 0 N 0 N 0 0 (V 0 N 0 N 0 N ~ ,.-0 O .M- ((N�� N 0 O 0000 O O 0 Z .-- N M er u) (0 h Decsription PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION CONTRACT SET RFI 010 SMOKE CONTROL POST PERMIT REVISIONS & SMOKE CONTROL Date N�! N N N Nl N 0� 6 l� l7 .QQ- QN ' M tb 11 N. 0000 0 A CD N> IX .- N (9 V' (0 CO z -J 5 co 1 rw —J 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 -J J w Q Uw O- < 0)) Z `c O • -J uJ 5 W m w 0 w w O � gZ J w H > 0 W 00 a w 1- 0 >- a Z 0 w w 0 w 0 Z 1- z 0 Z Zw Q m= C70 5z z ~z = EC • 0 0 a Lj ZD HZ 00 _CY �a PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker LEVEL 1 FLOOR PLAN POST PERMIT SET 5/18/2017 5:07:35 PM A200 C:\Users\dianak\Documents\1026-Tuk 2 z w A300 A300 O • jno.31 -'� r�4au 0 / 1 161.E 'II� eta I' lillllllII 1 ID351 STAIR TO MEZZANINE INCLUDED IN TENANT IMPROVEMENTS SCOPE OF WORK Ilui�fi.�l;li► �illE' A201 158' - 31 /2" 40'-41/2" TENANT IMPROVEMENTS / UNDER SEPARATE PERMIT/ ♦ 2B1 ♦ 11241442212, 17' - p„ 127, 21/2 GUARDRAIL AT 42" AFF INCLUDED IN TENANT IMPROVEMENTS SCOPE OF WORK. ♦ eittleitab 1 MEZZANINE FLOOR PLAN 3/32" = 1'-0" "1/141111146 eft ♦ 4100040016 fleb i MIND axe GIMP son .1111.111111. SIM 411111"..111 A201 REVISIIN 0' 4' 8' 16' 32' SHEET NOTES . LEVEL 1 & MEZZANINE CONSTRUCTION TYPE IA, OCCUPANCIES B, S-1 SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE TYPE VA OVER 1A WITH 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. INDICATES CONCRETE WALL OR COLUMN E- ST UC U L. EXIT STAIR ENCLOSURES SHALL BE 3- HOUR RATED PER ALTERNATE METHODS REQUEST - TYPE 1A CONST. ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. 8. EXTERIOR WALLS (NON -BEARING TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, NON- RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. NOT USED 10. NOT USED 11. 0 DOOR TYPE - SEE SCHEDULE SHEET A600 12. WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS 13. 14. NOT USED 15. NOT USED 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. REFER TO DESIGN/BUILD MECHANICAL PLANS. 19 SF.E.C.RECESSED/FIRE EXTINGUISHER CA: ET - SEE DETAIL: 6 A007 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. REVIEWED FOR CODE COMPLIANCE APPROVED •'�. IJUN 20 zrni • City of Tukwila BUILDING DIVISION RECEIVED CITY OP TUKWILA MAY 262011 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 REGISTERED ARCHITECT 'REG L. ALLSVIN) ATE OF WASHINGTON STAM P SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT < V' N 00 o cn N (+I 00 cn 0 wV N 0 cO 0 o 0 CO 0 fV (col CO 0 cV 0 0 N. N T 0 ci Z . N m V co co I -- Decsription PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION PERMIT COMMENTS SMOKE CONTROL POST PERMIT REVISIONS & SMOKE CONTROL Date Ill c0 CO CO I- ON N N qN pN NDo.LA O O ce -NM•f cn OWNER/APPLICANT: U W 0 a W 0 0 >- z z 0 co 0 0 W 0 z w z 0 Z Z0 o< 3w (Lu 0U z z ,z 0. 0 _ 00 � o w ZD U w0 I-- 0 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker MEZZANINE FLOOR PLAN POST PERMIT SET 8/2017 5:07:46 PM A200 1 A310 CO N O NI aI m a) Q) co as IT N cn a) U O 0 CO cv L a) U- w 2 z w J cMo N 26'-0" 14' - 0" 12' 6' 0" 66'-3" 34'-3" 1 BED-C2 A201 ID350 FITNES ROO (207) (204) (205 LOBBY 14, '2" 2s eft s 1/2„ 7 et* ittittesma r, .1116 30' + 0 1/2„ 118'+ O„ 2p. LEVEL 2 FLOOR PLAN 3/32" = 1'-0" I 1 1 i i i i i i i i i i 1 0' 4' 8' A201 EVIS$N. 16' 32' 3. SHEET NOTES LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. 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). 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. ® ® ® ® ® ®.,mow 6. ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. , ®® ®® 00 -rn EXTERIOR WALLS (TYPE VA) ARE 1-HOUR ▪ RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNO. 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 11. WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 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-A428 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. NOT USED. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. ®F.E.C.RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 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. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 20 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 262017 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 3380 REGISTERED ARCHITECT .REG L. ALLWVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION - PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT U) an 0 co co 0 0 0 0 0 0 0 w N N N N N N < 0 M ryNry N 0 0 0 n- �C 0 0 0 0 0 0 0 Z ..- N ro et 1n co 1.-- Decsription PERMIT COMMENTS/MEP COORD/BID SET SMOKE CONTROL Date an (1) N N 0 .- Ce .- N z co 1 rw SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U 0 07 co - z w 2 n. 0 J w w F- co Q z 0 J 5 O 0 w 0 a uJ w 1 0 a Z 0 w ce 0 0 w 0 Z w Z 0 Z zw o< mw 0Lij 50 gZ Z °o Wo w L.c 0 ZrZ U 11.1 w0 Ice - 0 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker LEVEL 2 FLOOR PLAN POST PERMIT SET 2 a c0 ti ti 0 N CO A200 C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2017.1_dianak. ry w 2 z w SIM. 0 4' - 1 1/2" 1 i 1 1 BED-C2 1 BED-C1 306 66'-3" (312) (301) E EV. LOBBY 2BED-F1 Br/ 11 1111 gIL&i1 CRAFT ROOM / INTERNET (303) (307) 1/2,. LEd309 ETRM. ral LAUNDRY 306)STOR (304) 305 CORRIDO 30' _ 0„ 2BED-E2 2BED-E2 11„ 20' _ 7„ tiab 30' _ 0„ 1 BED-A1 120; 100 20'-2„ 1 BED-A1.1 2o' 0 „ 2-BED-E2 1g',11, 20' 2BED-E2.1 wd 1 BED-C3 wd N / ®/ 27',0„ •(Th LEVEL 3 FLOOR PLAN 3/32" = 1'-0" 1/2" t§- , A201 0' REVISION. 32' SHEET NOTES • LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. 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. EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10. (Do 00 M00 ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. o0 00 . 00 7 EXTERIOR WALLS (TYPE VA) ARE 1-HOUR RA<3.0FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNOTED. 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 RATED PER IBC 708 W/ MINIMUM STC 50. 10. _ DOOR TYPE - SEE SCHEDULE SHEET A600 11. WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 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-A428 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. NOT USED. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. REFER TO SHEET A007 FOR 24. PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. 25. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVIEWED FOR CODE COMPLIANCE APPROVED • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 26 2011 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 3380 REGISTERED ARCHITECT ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET Ca 0 PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT d Decsription PERMIT COMMENTS/MEP COORD/BID SET SMOKE CONTROL tO CO CD 25 co SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 III caur o co co ce ce >- cn re CO a. a. Lrg 12 15 CO n I CC PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker LEVEL 3 FLOOR PLAN POST PERMIT SET 5/18/2017 5:08:04 PM A200 C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2017.1_dianak.rvt FILE NAME: C4) / A201 8B SEE TYPICAL OVERALL LEVEL 3 FLOOR PLAN AT 1/A104 FOR REMAINDER OF DIMENSIONS& CALLOUT IN COMMON. LEVEL 4 FLOOR PLAN 3/32" = 1'-0" / REFER TO LEVEL 3 FOR BUILDING DIMENSIONS / / 1 1 1 • A312 1 1 1 1 A201 0' 4' 8' 16' 32' SHEET NOTES . LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. ' 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. o o 0 0 0 0 6. ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. o0 00 00 7 EXTERIOR WALLS (TYPE VA) ARE 1-HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNO. 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 RATED PER IBC 708 W/ MINIMUM STC 50. 10. _ DOOR TYPE - SEE SCHEDULE SHEET A600 11. WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 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-A428 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. NOT USED. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. ®F.E.C.RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 21. EXIT SIGN PER IBC 1011. 22. REFER TO DESIGN/BUILD PLUMBING PLANS. 23. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 4 REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. 25. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVIEWED FOR CODE COMPLIANCE APPROVED IJUN 2 0 2017 City of Tukwila BUILDING MOON RECEIVED CITY OF TUKWILA MAY 262011 PERMIT CENTER <1V JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. AI!wine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLTVIN) ATE OF WASHINGTON' STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET co Z 0 w ce PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT w �o �- v ,,- N to 0 N 0 cn 0 N 0 to 0 N 0 0 co 0 N 0 0 co 0 N 0 0 I-- 0 N tri 0 d Z e- N C of V) c0 t Decsription PERMIT COMMENTS/MEP COORDBID SET SMOKE CONTROL cl COco N N o� CD re .- N z J 5 co 1 rWn V -J 1- SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: PROJECT #: DRAWN BY: CHECKED BY: M co rn 5 0- J ›- a. 0 w 0 a_ w 0 0 co z 0 w ct 0 0 Z w z 0 oz zw o< r CO )- Lu 0 c gz ~z = 00 Wo a. w a_ wl (0 '- U w0 I-OO. 1026.04 Author Checker LEVEL 4 FLOOR PLAN POST PERMIT SET 5/18/2017 5:08:15 PM A200 a Village Bldg_D_2017.1 _dianak. rvt C:\Users\dianak\Documents\1026-Tukwi FILE NAME: A201 8A REFER TO LEVEL 3 FOR BUILDING DIMENSIONS A201 REVISI SEE TYPICAL OVERALL LEVEL 3 FLOOR PLAN AT 1/A104 FOR REMAINDER OF DIMENSIONS& CALLOUT IN COMMON. • 1 LEVEL 5 FLOOR PLAN 3/32" = 1'-0" SHEET NOTES • LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. 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. 10. EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10. 00 00 00 ALL VERTICAL SHAFTS SHALL BE 2-HOUR RATED PER IBC 713.4. 00 00 00 EXTERIOR WALLS (TYPE VA) ARE 1-HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNO. 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 11. WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 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-A428 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. NOT USED. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. F.E.C.RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 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. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. molmmosioemolodimo REVIEQVED FOR CODE COMPLIANCE APPROVED 1JUN 2, 0 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 262011 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 3380 REGISTERED ARCHITECT >REG L. ALLWINE ATE OF WASHINGTON STAM P SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS &SMOKE CONTROL REPORT a U) o U1 s CO(0s s o 0 0 w N N N N N N N H Q ad O Hi fV O Oi O O O 0 0 0 0 0 d Z .- N M V' to co F- Decsription PERMIT COMMENTS/MEP COORD/BID SET SMOKE CONTROL Date M cl >4) Y. .— N z J 5 co 1 rw J i SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker LEVEL 5 FLOOR PLAN POST PERMIT SET 5/18/2017 5:08:23 PM A200 C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2017.1_dianak.rvt w Q z w J LL +/- 79' -101 /4" m r Fr) 1 A310 I 24'-0" 1 BED-C SUNROOM 62'-3" +364.0 30'-0" - 9 1 /2"--- 360 43 (614) 11 ELEV. LOBBY (605) (609) LEd611 (606) 1 BED-C LAUNDRY (608 OR 2BED-E 1 A426 2BED-E OPP. HAND A201 1 BED A 109, - 100,_ 81/2„ / s 1/2,, 1 BED -A 2BED-E wd 2BED-E Wig LEVEL 6 FLOOR PLAN 3/32" = 1'-0" 1 BED-C wd w 0' 4' 8' 'r SHEET NOTES A201 EVtSON.NOJ 16' 32' 2. 1. LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. 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. MIMED ®® GED • 7 EXTERIOR WALLS (TYPE VA) ARE 1-HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNO. 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 11. WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 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-A428 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. NOT USED. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. ®F.E.C.RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 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. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 20 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 26 2017 PERVIIT CENTER <1V 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 :.R) G L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE z 0 a CC 0 W 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT W 1-00 < 0 0 N O 0 0 N « [NI O 0 (-1N N (V Lei 0 CO 0 0 ai O CO 0 N (.4 0 (U 0 CO 0 N N 0 (O 0 0 N ui r ui 0 0 Z .- N CO ' to CO h Decsription PERMIT COMMENTS/MEP COORD/BID SET SMOKE CONTROL Date (O t0N_ N Cis; IX ,- N V 9 co 1 rw V J 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J J vD w < M Uw O _ cn a� zQ w0 O-J Cal 21 ow u) W z J w r� Q H 0 3 0 a w 0 0 z z 0 CD CC 0 W 0 Z W 2 0 az Z' < Jui mx 0 5z gZ �ZZ x 00 )ca re a. W 0 n. Lj )r- 0D QZZD U U.I IL W0 d' I-- 4. PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker LEVEL 6 FLOOR PLAN POST PERMIT SET 5/18/2017 5:08:29 PM ROOF HATCH ACCESS W/ ALTERNATING TREAD ROOF HATCH SIZE = 16 SF MIN. WITH A MIN. DIM. OF 24" 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. A200 C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2017.1_dianak. rvt FILE NAME: 12" PARAPET ABOVE ROOF PLANE (TYP.) 24" PARAPET (TYP.) CRICKET (TYP.) STAIR PRESSURIZATION -EQUIPMENT; MIN. 10'-0" FROM PARAPET EDGE 1. SLOPE ROOF 1/2712" (TYP.) I I 1! 24" PARAPET (TYP.) ' LEVEL 6 TERRACE -BELOW' '— I 36" PARAPET ABOVE Al,„„ROOF PLANE (TYP.) 1-- 611/2" 10'-31/2" HAFT & - ELEVATOR OVI1RRUN CRICKET (TYP.) 9' - 9 1/2 i_._. j. GUTTER TO D.S. TO ROOF BELOW 7/2j7. -- SLOPE ROOF 1/2'/12" (TYP.) CRICKET (TYP.) 12" PARAPET ABOVE ROOF PLANE (TYP.) ! /`' CRIC E TRASH CHUTES y% (TYP.)' UNOCCUPIED ROOF / / UNVENTILATED 24" PARAPET (TYP.) 24" PARAPET (TYP.) DAYLIGHT DRAINS TO PERIMETER WALL AND DOWN TO LAMB'S TONGUE AT LEVEL 6 TERRACE (TYP.) 1/ A201 / / 24" PARAPET / (TYP.) CRICKET, (TYP.),;'' 24" / (TYP.) CRICKET (TYP.) /!/24" PARAPET ,/ (TYP.) ;/!. CRICKET (TYP.) BUILT-UP (BUR) ROOF W/ BASE, INTERPLY, & CAP SHEET SLOPE UNIT ROOF TO /CENTER DRAIN, TIE INTO ,i INTERNAL BLDG. DRAIN 4`--,PIPE SYSTEM (TYP.)`'_ STAIR PRESSURIZATION EQUIPMENT; MIN. 10'-0" FROM PARAPET EDGE '! CORRIDOR SUPPLY AIR SHAFT, PER MECH.' ROOF PLAN 3/32" = 1'-0" 12" PARAPET ABOVE ROOF PLANE (TYP.) I 12" PARAPET ABOVE ROOF PLANE (TYP.) 32' A201 REVIEWED FOR CODE COMPLIANCE APPROVED ; JUN 0 2 1? City of Tukwila BUILDING DIVISION REVS N SHEET NOTES i 1. SEE STRUCTURAL DRAWINGS FOR ROOF FRAMING. 2. ALL ROOFING TO BE CLASS B MINIMUM PER IBC 1505 AND TABLE 1505.1. 3. ALL ROOF SLOPES ARE 1/2"/FT. U.N.O 4. PROVIDE OVERFRAMING AT CRICKETS, SLOPE 1/2"/FT. TO ROOF DRAINS AS SHOWN. PROVIDE 12x12 CUTOUTS IN MAIN ROOF SHEATHING FOR VENTILATION. 5. ATTIC SPACE COMPLETELY FILLED WITH INSULATION TO ELIMINATE "CONCEALED SPACE" PER NFPA 13 SEC 8.15.1.2 AND 8.15.1.2.7. 6. 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 SELECTED FOR USE. 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 (AMC FLOOR) OF THE UNVENTILATE' 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. 3 8. 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. CID 0 0 CID 0 0 CM 11. SHAFTS & STAIR ENCLOSUR EXTEND THROUGH ATTIC TO UNDERSIDE OF ROOF SHEATHING UNLESS NOTED OTHERWISE COID ®® GEO 00 111212, 00 111109119 12. SHAFTS THAT DO NOT EXTE 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: / y \ 12 505 RECEIVED CITY OF TUKWILA MAY 262011 PERMIT CENTER <1V JOHNSON BRAUNDINC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 wvwv.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 ,REG L. ALLWVIN> rATE OF WASHINGTON • STAMP rSET ISSUANCE DESCRIPTION _ PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT W r-cd Qo a v N c In N 0 ") N i 0 6 CNN s 0 6 o 0 6 N (,;1 0 , N r 0 0 Z s- N M V' u) CO t` Decsription PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION PERMIT COMMENTS SMOKE CONTROL POST PERMIT REVISIONS & SMOKE CONTROL Date 10 CO CO CO 1, 000.-o 5: ix - N M V' In Z co 1 tw V 5 J 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 PROJECT #: DRAWN BY: CHECKED BY: OWNER/APPLICANT: 0 J —J w 0 — Uw 0— < zQ w O 0-J w� caul d" w uj = co gw� an 3 >-- I—(NI Q. U w 0 a. re W 0 0 z z 0 W CC 0 0 0 z W 2 0 oz (.9 LlJ sa J � „ m= (� gZ z °o �o a a. a zF- 1 U R 1026.04 CMR Checker ROOF PLAN POST PERMIT SET 5/18/2C)17 5:16:03 PM C;\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2017.1_dianak.rvt FILE NAME: 1 309 0� 00 00 M60006,I r I PM NORTH ELEVATION 3/32" = 1'-0" 1 MI faimir tMI II lU■■II i■�i 11111111111111111111111111111111111111111111111111111111MWMWWWWMWMW 17 s.i"�YL1t„0 t= f's Si7`tU ai!! n5�{> i�i F111 IIRpi I1111I ll MIKIS 1_■I1� III IN=MII■ 116 1111111111 .1111.111 MRI■ MI ICkrforma HATCHED AREA INDICATES SPANDREL GLASS WITH CONCRETE WALL (3 HR RATED) BEHIND DUE TO PROXIMITY TO SCL VAULT ratemo mammal A510 TYP. IIDIPPONINSMATOWARAMT II1111.1 RAISE CANOPIES DUE TO PROXIMITY TO SCL VAULT 13 PARAPET HT. 372.28 MAX. ALLOWABLE HT. 370.79 ROOF 370.28 TOP PLATE 367.68 LEVEL 6 359.58 LEVEL 5 60 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 MEZZ. LEVEL 312.50 LEVEL 1 302.00 GRADE PLANE 300.79 RESIDENTIAL LOBBY 295.50 LEVEL P1 290.50 LOWER Li WL PARKING 288.50 r 16 I lIltIllilllIII Illflll I 111 (2\ SOUTH END ELEVATION 3/32" = 1'-0" PARAPET HT. 372.28 MAX. ALLOWABLE HT. 370.79 J J ROOF 370.28 rn 367.68 oo 0 M o) i0 0 ♦ PARAPET HT. 372.28 MAX. ALLOWABLE HT. 370.79 ROOF 370.28 TOP PLATE 367.68 LEVEL 6 359.58 LEVEL 5 350,44 LEVE11:1-10._ 341.29 LEVEL 3 332.15 f LE_VEL 2 323.00 TOP PLATE LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 0 MEZZ. LEVEL 312.50 LEVEL 1 302.00 ♦ �GGYADE PLANE RESIDENTIAL LOBBY LEVEL P1 LOWER LEVEL PAI?90.50 288.50 300.79 295.50 ITEM MATERIAL MANUFACTURER / COLOR NOTES ITEM MATERIAL MANUFACTURER / COLOR NOTES ITEM MATERIAL MANUFACTURER/COLOR NOTES ITEM MATERIAL MEZZ. LEVEL 312.50 LEVEL 1 02.00 REVIEWED FOR CODE COMPLIANCE APPROVED 1 JUN 2 0 2011. (1� City of Tukwila BUILDII i-DiVJSInN RECEIVED CITY OF TUKWILA MAY 262011 PERMIT CENTER WEST ELEVATION 3/32" = 1'-0" AN ACTURER 30LOR NOTES 1 2 3 MASONRY BASE MASONRY ACCENT MASONRY COPING BRICK MUTUAL MATERIALS / TEAL BROWN - MISSION BRICK SOLDIER COURSE BRICK COPING MUTUAL MATERIALS / MANUA LOA - MISSION MUTUAL MATERIALS / MANUA LOA - MISSION GRAFFITI RESIST COATING SOLDIER COURSE CAST COPING 9 10 11 SIDING ACCENT SIDING ACCENT HORIZONTAL TRIM BAND METAL FLAT PANEL 1/2"X6"T&G CEDAR WOOD 5/4 X 10 FIBER CEMENT TRIM AEP SPAN "FLUSH PANEL" / COPPER - COTE CLEAR COAT SHERWIN WILLIAMS SW 7573 - EAGLET BEIGE HORIZONTAL CLEAR / TIGHT KNOT 17 18 19 CANOPIES 1 NOT USED FEATURE CANOPY 4 CONCRETE CAST -IN PLACE CONCRETE NATURAL GRAY PATCHED & SACKED 5 SIDING FIBER CEMENT LAP SIDING JAMES HARDIE-PLANK SHERWIN WILLIAMS SW 6272 - PLUM BROWN GRAFFITI RESIST COATING 11" EXPOSURE SMOOTH 12 HORIZONTAL TRIM BAND 5/4 X 10 FIBER CEMENT TRIM SHERWIN WILLIAMS SW 7038 - TONY TAUPE 20 SUNSHADE TRELLIS 13 WINDOW TRIM 5/4 x 4 FIBER CEMENT TRIM SHERWIN WILLIAMS SW 7573 - EAGLET BEIGE 21 SOFFIT POWDER COATED POWDER COATED FABRICATED STEEL POWDER COATED FABRICATED STEEL CEDAR COLOR TO MATCH - DARK BRONZE COLOR TO MATCH - COPPER -COTE FASCIA TO MATCH - DARK BRONZE TRELLIS TO MATCH - COPPER COTE WEATHER P:0 C 2 25 26 27 28 GUARDRAILS SWING GARAGE DOOR SIGNAGE DECORATIVE SCONCE LIGHTS ALUMINUM METAL - PAINTED TBD ANNODIZED BRONZE COLOR TO MATCH ANNODIZED BRONZE REVISION ® e. • W / MESH PANEL PRIVACY SCREEN CLEAR STAIN AT CANTILEVER SLAB 29 MECH. LOUVER FACTORY FINISH - BRONZE 6 SIDING FIBER CEMENT PANELS W/ REVEALS JAMES HARDIE-PANEL SHERWIN WILLIAMS SW 7038 - TONY TAUPE SMOOTH I14I WINDOW VINYL / DOUBLE PANE ALMOND I22I DECORATIVE COLUMNS METAL - PAINTED COLOR TO MATCH FIR WOOD 30 VENT SHROUD METAL - PAINTED COLOR TO MATCH ADJACENT SURROUNDING FINISHES 7 SIDING FIBER CEMENT PANELS W/ 1X2 BATTENS JAMES HARDIE-PANEL SHERWIN WILLIAMS SW 7573 - EAGLET BEIGE SMOOTH 15 EXTERIOR DOORS INSULATED FIBERGLASS SHERWIN WILLIAMS SW 7573 - EAGLET BEIGE 23 STOREFRONT ALUMINUM 8 SIDING ACCENT CORRUGATED METAL AEP SPAN "NU -WAVE CORRUGATED" / CHAMPAGNE HORIZONTAL 16 PARAPET CAP AND FLASHING POWDER COATED METAL FLASHING COLOR TO MATCH CHAMPAGNE 24 METAL PLANTER CORTEN ANNODIZED BRONZE W/ACCENT COLOR MULLIONS REFER TO LANDSCAPE DRAWINGS 31 GREENSCREENS METAL - PAINTED ANNODIZED BRONZE CUSTOM FABRICATION DESIGN PER LANDSCAPE 3 ,J'JF]IVIJOIVI DRAY VVINC. 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 PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT w Q O •:1- p N O o er p(V s N er p N g N 0 8 N 0 g N 0 8 N 8 ZZ .- N el V' 10 (O n Decsription PERMIT COMMENTS/MEP COORDBID SET VE / REVISION POST PERMIT REVISIONS & SMOKE CONTROL own N 6 N cn 6 0 0 0 0 u. .- N (7\ CO 1 tw J 5 SITE ADDRESS : OWNER/APPLICANT: 0 w 0_ a fi z 0 w 0) cc 0 0 z w 4- Z �O z zw }Q} 0 >z zzQEQ 4m z IT Z _ 00 ww:A Eb a_ a w� rzz Z 00 ww co ice PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker EXTERIOR ELEVATIONS POST PERMIT SET 5/18/2017 5:16:43 PM age Bldg_D_2017.1 dianak.rvt C:\Users\dianak\Documents\1026- FILE NAME: 1 EAST ELEVATION (BEYOND) 3/32" = 1'-0" .1 kla .'l"YPtYW u3'�" 43 �'3 nz meg t 13 II II II II II IL GAS METER LOCATION PER DESIGN -BUILD 30 TYP. ;'R " ItsAtttN i TYP. = I4) 111I�--1 i 11 tetttatt -I LEVEL P2 303.50 (3) 4"DIA. EXHAUST VENTS -:I WARM a. II SOUTH ELEVATION 3/32" = 1'-0" 19 1 \ EAST END ELEVATION .A ; NEI� HOIRIAMMERRI ce/ I mmI• rIllWel(M4 WIVE PARAPET HT. 372.28 MAX. ALLOWABLE HT. 370.79 ROOF 370.28 TOP PLATE 367.68 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL341.29 LEVEL___ 332.15 LEVEL 323.00 MEZZ. LEVEL 312.50 LEVEL 1 302.00 GRADE PLANE 300.79 RESIDENTIAL LOBBY 295.50 LEVEL P1 LOWER LEVEL PAI?90.50 288.50 PARAPET HT. 372.28 MAX. ALLOWABLE HT. 370.79 ROOF 370.28 TOP PLATE 367.68 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 s s s MEZZ. LEVEL 312.50 27 LEVEL 1 302.00 GRADE PLANE 300.79 RESIDENTIAL LOBBY MAY 262011 3/32" = 1'-0" REVISIGN. NO L 295.50 LEVEL P1 ?90-..50 EVEL PARKING PERMIT CENTER 288.50 JOHNSON BRAUNDINc. 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. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE Z 0 F- a 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT w F ¢ 0 dpp' (V aD O o Op (V 7 O N CV N 8 (O N O 8 (0 N (V O 8 (0 N (V O 8 r ( tri 8 izi Z .- N M V' O (O (� Decsription PERMIT COMMENTS/MEP COORD/BID SET BID SET POST PERMIT REVISIONS & SMOKE CONTROL Date per_ 1p0 N. (V (N N d) (V )1) N (L(o(h O O O at z 6 J 5 co 1 rWn J SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J vi w < Uw O� Q� z w O n2. z Oa w >m ww z J w I-N w O fi 1- O z z O w w 0 0 z w z z 0 oz Z w Od J (O = w 0 go gZ 10 Z �zZ 00 we ww 0. a w3 CO ZD 5~ Z 0V (w w r=- a. REVIEWED FOR CODE COMPLIANCE APPROVED 'JUN 2 0 2011 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker EXTERIOR ELEVATIONS A201 POST PERMIT SET 2 d 0 ai 0 iri O N CO C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2017.1_dianak.ry FILE NAME: 2 REMOVED SHAFT FLASHING CAP VENT CAP -� O 0 ct 0 O w •,9* 4 Sod �.4...., 14.44)•♦/./;I.1 v&v41A'ap*'&l TOP PLATE t$4jft$jPr$r 367.68 BALLOON FRAMED TO PARAPET METAL COLLAR -SOLDERED TO CHUTE SLOPED METAL FLASHING FIBER CEMENT SIDING & FURRING OVER WRB ON PLYWOOD & 2X6 WOOD STUD WALL i 1-HR FIRE STORAGE PARTITION 7D414 1 ASSEBLY (111111111b11111111111111b1441444111111 ,1 7J 2-HR SHAFT WALL 2-HR SHAFT WALL 4J 1 8A TRASH 623 1-HR FLOOR / CEILING ASSEMBLY 7D 1-HR FIR: PARTITI• ASSEBLY LEVEL 3-6 YPE 5A STORAGE W1 T11M1111111M 7J 2-HR SHAFT 4J 1 2-HR SHAFT WALL TRASH 323 8A2 2-HR FLOOR / CEILING ASSEMBLY 1�it!tr111t1t1t1t1t1t1t1tr1t1/rtr1/1t1t1�1t1t1t1t1t1t1t1�1tr11 7D, 2-HR FIR PARTITIO ASSEBL LEVEL 2 TYPE 5A STORAGE 7J ti 2-HR SHAFT 4J 2-HR SHAFT WALL 2C 3-HR HORIZONTAL FIRE BARRIER TRASH 223 ii ape ®,® 4 a 4: ®00 MEZZ. LEVEL TYPE 1A 2-HR FLOOR/CEILING ASSEMBLY 4J1 ti 2-HR SHAFT WALL 4J 2-HR SHAFT WALL TRASH 30 2B1 LEVEL L1 TYPE 1A 2-HR FLOOR/CEILING ASSEMBLY SELF -CLOSING 'B' LABELED DOOR W/ FUSABLE LINK 90 MIN. RATED ASSEMBLY - BRACE AS REQUIRED. LEVEL P1 TYPE 1A 4J1 2-HR SHAFT WALL 4J 15"X18" 'B' LABELED SELF -CLOSING INTAKE DOOR 90 MIN. RATED ASSEMBLY, TYP. 2-HR TRASH SHAFT WALL 29 COMPACTOR 4 p ' 4 -ik >kw Jk WALL SECTION 0 TRASH CHUTE 1/2" = 1'-0" LEVEL 6 359.58 LEVEL 3 TOP PLATE 367.68 332.15 LEVEL 2 323.00 MEZZ. LEVEL 312.50 LEVEL 1 302.00 LEVEL P1 290.50 UNIT 9A TYPICAL 1-HR ROOF/CEILING ASSFMBLY i�' WES1 EaW ti UNIT UNIT 7D TYPICAL 1-HR FIRE PARTITION ASSEMBLY V ,v v V TYPICAL 1-HR FIRE PARTITION ASSEMBLY 7D UNIT 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY 141141�144 i111111 41111111111111/111111 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY LEVEL 3-6 TYPE 5A 7D TYPICAL 1-HR FIRE ASSEMBL ARTITION UNIT UNIT 8A2 TYPICAL 2-HR FLOOR/CEILING ASSEMBLY LEVEL 2 TYPE 5A 2C 3-HR HORIZONTAL F RE BARRIER 7D TYPICAL 2-HR FIRE PARTITION ASSEMBLY • O '® 2B MEZZ. LEVEL TYPE 1A MEZZ. .44 0 0 ® *O • ROOF 370.28 LEVEL 6 TOP PLATE 359.58 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 MEZZ. LEVEL LEVEL 1 TYPE 1A LEVEL 1 ip0A 114.1p4k. oR47 LEVEL P1 TYPE 1A 2B1 2-HR FLOOR/CEILING ASSEMBLY PARKING GARAGE 4 ,4 cc; Irf x �{ (--; WALL SECTION - TYPICAL UNIT DEMISING WALL 1/2" = 1'-0" 312.50 LEVEL 1 302.00 LEVEL P1 290.50 367.68 9A TYPICAL 1-HR RO&F/CEILIN( ASSEMBLY ����.���jr�����1��,�a'�♦,tom♦,:�, � � �`I'i�r'•r•�'ir.'•y.'♦ir�•♦ii� EMi %• VI?)IAV1 MallptttfttfttttttMrttf,f, 7C TYPICAL 1 HR FIRE PARTITION ASSEMBLY ti 7C is, UNIT I� CORRIDOR I • � UNIT 9 A007 �� 1-HR CORRIDOR �� TYPICAL 1-HR iliil �' FLOOR/CEILING 8B �� FLOOR/CEILING ASSEMBLY TYP. ASSEMBLY �• -.... i ►111- 4- �1'1t1Itltt''�It`t ►11 II MECH. CHASE II �►Mt'�' 611111u1i •il P i11111111 � i1♦ I. -Ad ti MECH. CHASE IXT 8B 8A 1-HR FLOOR/CEILING ASSEMBLY TIPICAL UPPER FLOOR UNIT LEVEL 3-6 TYPE 5A 7C 8B1 ti 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY TYPICAL 1 HR FIRE PARTITION ASSEMBLY CORRIDOR 2-HR CORRIDOR FLOOR/CEILING ASSEMBLY 7C UNIT 8A2 TYPICAL 2-HR FLOOR/CEILING ASSEMBLY VAL IVO 8A2 4 r 7C TYPICAL 2-HR FIRE PARTITION ASSEMBLY MECH. CHASE UNIT LEVEL 2 TYPE 5A CORRIDOR 2C ti 4 3-HR HORIZONTAL FIRE BARRIER 7C UNIT 0.0 00 ®i ®'`0 0 0.0. 0 0, • 0 0 0' • o•ko.COD MEZZ. LEVEL TYPE 1A MEZZ. LEVEL 1 LEVEL 1 TYPE 1A 1101 TIP v4,4%, IP IP?* .! `4I11 iPQ�:�ra;�l�' �►���•• 1- ► ►ram !%►/L� �i "• -0i►11 3 I- �.��r✓!�Q►/ '--i�..•i�i:�l�.:.� - - ��.:i�Fr1�i_..i1 =- �i�..i�i•�;i�i.:ie �-=d�i�i�i:i�t�:�� - 2B1 LEVEL P1 TYPE 1A 2-HR FLOOR/CEILING ASSEMBLY 2A PARKING GARAGE 24 LEVEL 6 359.58 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 LEVEL 1 302.00 LEVEL P1 4 i'- f tw ( �[ r1 I III 1 WALL SECTION - TYPICAL CORRIDOR WALL 1/2" = 1'-0" 290.50 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. REVIEWED FOR 9ODE COMPLIANCE APPROVED IJUN 20 2017 City of Tukwila BUILDING DIVISION CITY OF TUKWILA MAY 26 2017 PERMIT CENTER VD 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. ALLWVINR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT W 1- Q a 0 N 03 0 U) 0 N M 0 U(0 0 N c] 0 0 N 0 0 W 0 N � 0 0 W 0 N 0 0 t, 0 N u 0 0 Z.- N m ct ,n .p r` Decsription PERMIT COMMENTS/MEP COORD/BID SET POST PERMIT REVISIONS & SMOKE CONTROL Date oa d C4 •,N z co 1 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J , u) <0 UM Ow !-- - u) < z.t wO O• -J w5 Lm O w w w O� gZ -J w •> Q H ti M co O W 0 0_ a w 1- O z z O W co cc 0 0 0 z W z 0 oz 0 W 6< 5w CO �o 5z gZ z z 00 La a La a_ a wI zF oU LL1 al w0 Xa PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker INTERIOR WALL SECTIONS POST PERMIT SET 1 1 C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2017.1_dianak. rvt FILE NAME: LEGEND v 2X4 TROFFER LIGHT FIXTURE 0 6" RECESSED CAN LIGHT FIXTURES 4 5" RECESSED CAN LIGHT FIXTURES 0 oO DECORATIVE O PENDANT DOWNLIGHTS v v TRACK LIGHT FIXTURE 2X2 ACT GWB HARD CEILING WOOD CEILING 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 OIIANITY (101 5" / (151 6" SUSPENDED DECORATIVE DOWNLIGHTS AT ENTRY LOBBY BASIS OF DESIGN: EVERLY COLLECTION BY KICHLER LIGHTING OI IANITY (5V(9) nF PAr..H IN COLLECTION TRACK LIGHT FIXTURES BASIS OF DESIGN: ORBIS LED VERTICAL ROUND TRACK LUMINAIRE QUANITY (2) OBI TRACK LIGHTS CEILING FAN SELECTION: SUSPENDED CEILING FAN LIGHT FIXTURES BASIS OF DESIGN: BIGASS FANS HAIKU 60 WITH LED MODULE rpy I L ` RCP RESIDENTIAL LOBBY 1/4" = 1'-0" AFF • . . GWB CEIUNG ' RESIDENTIAL -• LOBBY, " FILLER FILLER 181 1/4" (NET) r.' 24" 36" 58 1/4" 36" 24" f / / SOFFIT i- z / / \ — —<— —\•--_\._--/ /^ / \ \ — — /\ / ----> \---_—_z— " \ \\ \ \ \ Ni / \ ../ / / > / _/ — / PRINTER PRINTER < \ — \_ —\ — LATERAL FILE LATERAL FILE LATERAL FILE / — .._7/— \ \ / / 24" , 42" v ..• 42" .1... 42" 24" FILLER FILLE FILLER FILLER INTERIOR ELEVATIONS - LEASING OFFICE sf CEILING HT. •-TRANSITION•" 4 A310 • , OFFICE 12'-0" ACT-1 d®0. 8'- 103/4 r FF 'I: ' '10'-'0",-AFF ' .GWB CEILING _- . - I ' 155 5/8" 31 1/8" 31 1/8" 31 1/8" 31 1/8" 31 1/8" co in I \ q . F r, / M\ MAILROOM - EAST / / to 62 1/4" 31 1/8" 31 1/8" I. II. I I. =. . — — = MUM.P M = .o . . rl r-i rl rZ MAILROOM - WEST '741- 1'-6" P101 (T- GAS FIREPLACE B VENT TO EXTERIOR FIREPLACE MANTLE AND MILLWORK PER INTERIOR DESIG DRAWINGS GAS FIREPLACE VENT THRU EXTERIOR WALL / \ LOBBY FIREPLACE +295.50 10'-71/2" —4A1 RESIDENTIAL J LOBBY GAS FIRE PLACE; SIDE VENTED ELEV. MACH. RM. 5'-51/2" r---- rifirtir 6 A twit VA 'f a ENLARGED RESIDENTIAL LOBBY ALUM. / GLASS PANEL GUARDRAIL AT 42" AFF io 'En • GLASS PRIVACY WALL & SLIDING DOOR BY STEELCASE 12'-8" iA INTERIOR ELEVATIONS - OFFICE ENTRY (3 l ENLARGED RESIDENTIAL LOBBY ELEVATIONS 10'-3" GLASS PRIVACY WALL PARTITION W/ LOCKABLE SLIDING DOOR BY STEELCASE 2A4B1 w- w MAIL STAIR 1 1/4" = 1'- 0" MAILBOXE 5'-103/4" 4'-10" 1A1 03 ELEVATOR LOBBY ID350 _.i.. Ill P104 <11V 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. ALLIVINR ATE OF WASHINGTON STAMP ISET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT �0mso(po� ��000000 at NN U) NNNNw CO(0 0 CO ti 0 Z .- N m v In (0 r Decsription PERMIT COMMENTS/MEP COORDBID SET PERMIT COMMENTS POST PERMIT REVISIONS & SMOKE CONTROL Date ion Om n N N N c•SN 0 O O O d IX.•-•NM V z -J 5 co 1 V J EV\Stt.N REVIEWED FOR CODE COMPLIANCE APPROVED IJUN 20 ?017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 262017 PERMIT CENTER SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 PROJECT #: DRAWN BY: CHECKED BY: OWNER/APPLICANT: 0 0 w 0 0_ a O 0 z Z 0 w re 0 0 w 0 Z w z 0 0Z 0w Z EQ J_ w m= (Ljj 0 51 gZ ~z 00 w0 CC • • w re a w- 0 ZF ww wo I -a 1026.04 Author Checker ENLARGED RESIDENTIAL LOBBY PLANS & ELEVATIONS POST PERMIT SET 2 a_ u� 5/18/2017 5: (a as 0 NI I co m a) c3) t(5 w 2 Z w 1 1 rilliol iu in N i a • RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE RESTROOM T f J I - --L - j , RESTROOM 3 ENLARGED RESIDENTIAL LOBBY ELEVATIONS 1/4" = 1'- 0" 111111111111111111111111111111111111111111111111 111111111111111111111111111111111111111111 N1B2 OPEN TO BELOW 32' - 5'-51/2" A400 A 4B GRAB BAR SEE: ACCESSIBLE WATERCLOSET SEE: 54" \12I; 41" 42" ti A RESTROOM MIRROR SOAP DISPENSER 42" 36" \ \ 00 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. SURFACE MOUNTED LIGHT FIXTURE ACCESSIBLE SINK & FAUCET SEE A521 36" /17 GRAB BARS & BLOCKING A521 0 T -1 N [m L RESTROOM 1 0 i ALUM./GLASS PANEL GUARDRAIL @ 42" AFF 7'-4" 4B1 GAME ROOM =4 04,71111471'1 W1Y1WIAVATATIATAVI1MM 1.��...figkei..mk.ak.dh.dihrr.ilikrrr.ami.gmh.riiiM r.s. 1 ENLARGED MNINE LEVEL 1/4" =1'-0" 4B1 20 1/8" 4'-10" 7'-4" 1B 1B EVI 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 CO z 0 w Ce PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT V' to N CO CO CD w 0 N 0 N 0 0 NNNNN 0 0 0 < o o .- ,- 0 N 0 0 O c, 0 0 0 c- . d Z — N i' VY (0 (0 N. Decsription POST PERMIT REVISIONS & SMOKE CONTROL N. ++ cc N Lh o. >� C D z co W 0 J 5 1- OWNER/APPLICANT: U -J J Qo UM OLw cn n < zQ wo o-J w5 >c ow _ J_ w •> Q H 4- 0 w O n. w _ 0 >- Z z 0 w D NY 0 0 w 0 Z w z 0 oz zir oQ m= ,4- U` 0 J Q 5Z TZ N-� 0Z 0u.0 a w NY a Lj �E qZZ U wO If REVIEWED FOR CODE COMPLIANCE APPROVED I JUN 2 0 2t117 City of Tukwila BUILDING DIVISION RECEIVED ITY OF TUKWILA MAY 26 2011 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker ENLARGED. RESIDENTIAL LOBBY MEZZANINE PLAN & ELEVATIONS POST PERMIT SET w z w J 2 LOCKERS cr w w 12"112"112" 1" FILLER-' 24" IA PUBLIC RESTROOM 39" 1 EQ EQ 15" 15" 36" 12" " 00 N c_ KS 17" /M\ PUBLIC RESTROOM SURFACE MOUNTED LIGHT FIXTURE ACCESSIBLE COUNTER & SINK A521 TYP. 46" CO SOAP DISPENSER CO 2 EE ZN T 1 12" / 34" / / / / / / \ \ 1 1 \ 1 PUBLIC RESTROOM / 45" Al PUBLIC RESTROOM SCHLUTER SCHIENE @ ALL EXPOSED EDGES TOILET SEAT COVER DISPENSER TEEM 1, COVE SCHLUTER/ KNEESPACE @ T@TILE BASE COUNTER PUBLIC RESTROOM SEE J/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. 17" EQ EQ 15" 15" '- L— KS PUBLIC RESTROOM ACCESSIBLE COUNTER & SINK ( 7 TY 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. 1 1/4\ PUBLIC RESTROOM GRAB BARS & BLOCKING 36" /12" / / /— 17" 1 TPUBLIC RESTROOM SEE J/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. /I:\ PUBLIC RESTROOM IW PUBLIC RESTROOM PUBLIC RESTROOM CO / \ PUBLIC RESTROOM GRAB BARS & BLOCKING 4 2 z A521 TYP. KS 42" 42" 12" co t /3\ PUBLIC RESTROOM / 54" 41" / 12" 42" / / • Co o KT) 42" AWATER FOUNTAIN SEE B/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. /G\ PUBLIC RESTROOM SEE J/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. (A) PUBLIC RESTROOM SEE A/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. q_ EQ EQ 15" 15" / KS PUBLIC RESTROOM AiPUBLIC RESTROOM SEE F/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. PUBLIC RESTROOM 3 INTERIOR ELEVATIONS 1/4"=1'-0" rn ti 0) co 0o tO 4B1 17' - 9" 8' - 10 1 /2" DOUBLE WALL FOR SOUND SEPARATION 8' - 10 1/2" �u.uu.u.a.uuu..u.u.uuuuuuuu.u.uuiiii.��� �•iiuiii0i.ui.uuiidiiiPi4•ii.•i.SliiJii•.WiiS•ii•❖i•PiWdii!: trttttt�tt♦lltttt�lr��t���tttlttrttt�t1l�tt��Itv. . fit.„ „. tt �1111111./11/♦11.1.11.1.1.1.1.11r1111.1.1.1.1/111�11111.1111.1111.1.1.11111/1.1.1.11111.11111/11/ RESTRM. vv ......v... .I. .4/.41.. I f 73-1M I I 14 ID351 ^ 16 L—_J 9 1/2"--- M07\ RESTRM. TRASH 8' -1" RESTRM. T.❖.6LaL'_L6 s4L•.LS1SLaN..•.. .❖SS .4❖.19L4ti•.4a•.4❖..S.W.V NA.0V PROVIDE ACOUSTICAL INSULATION IN ALL RESTROOM & TRASH ROOM WALLS 9' - 10" ENLARGED RESTROOM CORE MEZZANINE 1/4" = 1'-0" N CO N 17'-9" ♦♦ 44Aa41,..........••....NM MOM A• OO .•AMOPPh.•P..' ?PAWN •dA4..•M'a! O WOMEN'S ;Ammo a (109) (110L MEN'S J ♦ 4B1 EVI( ; % 1 ENLARGED RESTROOM CORE - LEVEL 1 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 20 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 26 2011 PERMIT CENTER JOHNSON BRAUNDINc. 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 'REG L. ALLWINR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST•PERMIT REVISIONS & SMOKE CONTROL REPORT 1-COCOq Q o •I. ..- N o ci ") 0 N 0 (() 0 N lV 0 CO 0 N 0 0 CO 0 N N 0 0 CO 0 N N 0 0 I-- 0 N krk 0 O Z •- : N c' VV (n CO n Decsription PERMIT COMMENTS/MEP COORD/BID SET POST PERMIT REVISIONS & SMOKE CONTROL 43.3 o2 kr;N. 02 N(A 0 0 ce .- N 0 Z co 1 J 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J v) w Q (0 Ill O1- cn zQ 2Z o-I W= m o w w g• Z J w > Q — N . N PROJECT #: DRAWN BY: CHECKED BY: ENLARGED 0 w 0 a. a w 0 0 >- z 0 w 0) 0 0 w 0 w 1- z 0 oz zw oa -J iu m= (LLI 50 sz gZ �c m z z O_ o Lu• w Leg QZ D ( wLLJ �a 1026.04 Author Checker COMMERCIAL RESTROOMS PLANS & ELEVATIONS POST PERMIT SET 1.0 co N 0 NI aI 0) 0 m a) o) 0) C:\Users\dianak\Documents\1026-Tuk z w METAL GUARDRAIL 42" AFF MOUNT TO CURB ENLARGED SUN TERRACED LEVEL 6 1/4" = 1'-0" 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. MIRROR ACCESSIBLE SINK & FAUCET SEE LL \ PUBLIC RESTROOM 42" IPUBLIC RESTROOM INTERIOR ELEVATIONS 1/4" = 1'- 0" ENLARGED COMMON AREA LEVEL 2-6 1/4" =1'-0" fi C\ PUBLIC RESTROOM SOAP DISPENSER 19" 36" / . —17 12" . / I I± i I I1--- — - - ---f--- — F + - I -I- 1 Emu] 11 Ak PUBLIC RESTROOM GRAB BARS & BLOCKING ACCESSIBLE WATER CLOSET SEE: ADA COMPLIANT FRONT LOAD WASHER/DRYER REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2011 City of Tukwila BUILDING DIVISION CITY OF TUKWILA MAY 262017 PERMIT CENTER 0 DOOR DESINATION LEVEL DESINATION SEE A600 FOR SIMILAR DOORS FOR REMAINING LEVELS. 41> 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 rATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET co Z 0 c W et PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT U U (0 (0 (0 n 0 0 0 0 0 0 0 W E- ¢ N m O N vi N N O N N O N c4 0 N r O 0 0 0 O O O Z .- N <n er 10 (0 n Decsription POST PERMIT REVISIONS & SMOKE CONTROL ram+ n 0 G J- 0 d z J 5 CO 1 rw J_ 5 U J -J W < M UW < 2 Wa. C7 O-J w c0 Oj rn - > <( 0- � J N < PROJECT #: DRAWN BY: CHECKED BY: ENLARGED U W 0 O a_ re W >- Z Z 0 0) CO re O W 0 Z W z 0 Z 0 al 6< w co 0 N_ o z x 0 w• 0© a w a_ w� n 1026.04 Author Checker RESIDENTIAL COMMON AREA PLANS & ELEVATIONS POST PERMIT SET 8/2017 5:10:51 PM co N NI of m a) co co N N 0 0 CD co co U z w L. —A420 1 BED-C3 wd s UNIT PLAN 1/4" =1'-0" 2 HOUR RATED SHAFT FOR SMOKE CONTROL SYSTEM c L BEDROOM 0 I I \ii L--I---1I KITCHEN I I / L��J LIVING L- - SEE TYPICAL UNIT TYPE C3 FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. 10'-6" 1 BE-D-C3 wd w UNIT PLAN 1/4" = 1'-0" 30" TUB SHELF & POLE i BEDROOM 10' - 11 3/4" TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 658 SF GROSS 2 HOUR RATED SHAFT FOR SMOKE CONTROL SYSTEM LREFRIG. KITCHEN LIVING 11'-10" 9'-7" 16'-3" SEE GENERAL NOTE 1 ON THIS SHEET 1 BED-C3 wd UNIT PLAN 1/4" = 1'-0" TOTAL #:2 (0 REVERSED) TYPE B ACCESSIBLE 658 SF GROSS ao co LV 5 KITCHEN HOOD SEE GENERAL NOTE 1 ON THIS SHEET NOTE A: PROVIDE SIDEWALL LOUVER VENT (BETWEEN STUD BAYS) FOR REQUIRED DRYER INTAKE AIR (SIZED BY MECHANICAL) LV3,&4 8' - 311 LIVING SEE TYPICAL UNIT TYPE C2 FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. BEDROOM 1 I I I L �J I Io10 Io 'I I �I KITCHEN L 11 11 I I I I I I 11 11 I I 1 BED-C2 w UNIT PLAN 1/4" = 1'-0" 26'-0" IL 1 I I 11 II II — L J Icy 11 I II I I II I BATH— — II II — —IJ L-- 1 TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 679 SF GROSS LV 5 SEE GENERAL NOTE 1 ON THIS SHEET 14'-0" 12'-0" 9'-7" 6'-5" kr N ON THIS SHEET SEE GENERAL NOT LIVING REFRIG. 24" DWG — SINK i / LC I J RANGE W/ L— IHOODJ A420 A 1 ' L OPP. 3' - 9" co 10 BATH FAN M N 0 BEDROOM 13'-7" r 1JI A400 wkA w 2'-4" KITCHEN 0 I I 1'-91/2" I5'-7" L 1 10'-1" \ \ CV Co L L J (1h 1 BED-C2 UNIT PLAN 1/4" = 1'-0" LV2,3,&4 TOTAL #:3 (0 REVERSED) TYPE B ACCESSIBLE 679 SF GROSS Cc" co REaIVED CITY OF TUKWILA MAY 26 2017 PERMIT CENTER GENERAL UNIT PLAN NOTES 1 LEVELS 2-6: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. 2. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: TYPICAL WALL TYPES: LEVELS 2 - TYPE V-A CONSTRUCTION LEVELS 3 TO 6 - TYPE V-A CONSTRUCTION -7C2 2HR CORRIDOR -7D1 2HR UNIT DEMISING WALLS 7C CORRIDOR 7A 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 A422, 425 & A426 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 MECHANICA 8. < INDICATES LOCATION OF EXHAUST DUCTING FOR DUCTS WITHIN JOIST SPACE- SEE DETAIL 9. \\\\\INDICATES LOCATION OF DROPPED SOFFIT @ 7'-0" MIN. SEE DETAIL 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 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 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. 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 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, DRAPE 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 b1 b2 b3 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 0 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 3380 ,REG L. ALLIVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0) z 0 0 w IX PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT F Q 0 o N 0 O d 10 s N rN N o 10 E N �V 6 0 (0 s N 0 f7 0 (0 s N 0 (U 0 CO s N N 0 f0 0 I, a N T vi O 0 Z .- N C') V 00 CO N- Decsription PERMIT COMMENTS POST PERMIT REVISIONS & SMOKE CONTROL Date f0 h RE N L) 0 d le5 3 03 w i20 3 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 w 00 a w 0 0 z z 0 w 0) re 0 w 0 Z w Z 0 z Z w 0< m= U'U 0 gZ C3 m cz 0= 0Lr.0 �o a Lj a irk 0 ZD tarZ MI wo ce I-0 REVIEWED FOR CODE COMPLIANCE APPROVED IJUN 2 A 2011 City of Tukwila BUILDING DIVISION PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker ENLARGED UNIT 1-BEDROOM - UNIT C 2 o_ 0 0 iri ti 0 N co co ea 151 N NI 13)) m N co (a C:\Users\d i a n a k\Documents\1026-Tu kw w 2 z w do mum 1 - 1 iMINIM P rm'ars0 dms .._. ■'mm■ mum Ea mom ammo lam 1. -�� .■._—■ �MIME .■._1■ 1101111 MIMEO �1•0� .■.—■ 101100 MINIM — MIME E■ 1- .:_■ -• ..—■ E=� II MN 1t� 1A1 MOM -I1 o --1IMM� �_III 111011=1 ■.■ sue■ 1110. ummou .:■l ■im�■IIII' ■.adm mom ■ EMMEN -- 1110=11 ■.1■ E ME■ 000 111111111 ALTERNATING TREAD DEVICE SEE 16/A453 l y ` WALL SECTION Cca STAIR 1 1/4" =1'-0" jib (8) TREADS @ 11" EA. STANDPIPE PER DESIGN BUILD STAIR 1 - LEVEL 6 NDING 1/4" = 1'-0" 18'-2" 14 A453 5' - 10 1/2" 7H 1'-0" TY 6'-5" l / (7) TREADS (I 11" EA.I 5' -10 1/2" 15 A453 9 A450 7A 1• OM ® O COO 0 0 4100 0 0 10110 0 0 • • 5, 6 1 11 a / C5 w 2 TYP: 1'-0" —YP 0 , emmm! 0 0 COM 0 0 00000000111000 6 � (301) 11 a 0 0 10 7H • 7J emr 0 STANDPIPE PER DESIGN BUILD 15 7H 7H % 13\ 45y STAIR 1 - LEVEL 3 - 5 LANDING 1/4" =1'-0" 18'-2" 14 A453 5' - 10 1/2" 6'-5" 5' - 10 1/2" (7) TREADS 11" EA. c7F ==tom 7D 0 0 •® 0 • • 7A C T kr N i P. 5'-2" "-1' - 0"TYP. II 5'-2 (201) 10 3'-10" 4J ^\V 1! 7B P. 1' - 0"TYP.- i 0 • 7H 7J • 7J •1 • STANDPIPE PER DESIGN BUILD 7H 13 A453 STAIR 1 - LEVEL 2 LANDING ill 1/4" =1'-0" 7D 4J rn cn 0) '-103/4" GENERAL NOTES SEE SHEET A453 FOR ALL NOTES RELATED TO STAIRS INDICATES STAIR FLAG NOTES - SEE A453 • • • • • • 2-HR ASSEMBLY GMED0000211000CEED3-HR ASSEMBLY WOOD STAIRWAY CONSTRUCTION IN TYPE 1A PODIUM ALTERNATE MATERIALS & METHODS REQUEST (AMMR) SEE CODE NOTES A001 & A453 28'-8" 6' - 6 3/4" 5' -11 3/4" 8'-3" 14'-5114" 1A1 1B2 / ..- i 1A STANDPIPE PER DESIGN BUILD i i (9) TREADS @ 11" EA. 05• ; 0 O 0 COP O.0 "0 CM • O•• seem. o •'• 0 OW • m1. er jab er • • . emmmq 0 0111010 7 1B / / 6'-03/4" TYP. 9' 8,, 4B1 � \ 1 P. 000410000 CEO'O • er:•Oem ••-•'emmo0• 8'-3" (9) TREADS @ 11" EA. STAIR 1 - MEZZ. LANDING 12'-7 111141111111, 0 0 • emmm. 1B3 1/4" = 1'-0" 22' - 1 1/4" /4" 5'-113/4" 8'-3" 7' -10 1/2" (9) THE DS©11"EA. STANDPIPE PER DESIGN BUILD STANDPIPE PER DESIGN BUILD (7) TREADS @ 11" EA. / L \ STAIR 1 - LEVEL 1 LANDING 1B2 1B3 1B2 '-10" MO1 10 10 M02 1 B2 1/4" =11-0" (10)TREADS @ 11" EA. la ' STAIR 1 - P1 LANDING 1/4" =1'-0" - 0 1/2' 41> 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 >RRG L. ALLIYINR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS &SMOKE CONTROL REPORT 0) In CO CO CO 1- ...- CI N N N N N 1- CO CO (((��1j (NI O O O ui p O N 6 (.i ui ui ui 0 0 0 0 O O Z e- N (M et ul CO - Decsription PERMIT COMMENTS/MEP COORD/BID SET POST PERMIT REVISIONS & SMOKE CONTROL a) In n A LAO 0 a> IX — N o 0 To- 0) O Ca f'- z Zi o co co J w o- IY Q <w Z v) 0 M 1b ce 5 J J } CL U w 00 a. a w 0 z z 0 w 0) CC 0 0 w 0 z w Z 0 oz z 'L ca m= 1 1- C7 0 50 gZ ca ~z °o ce w d wg ZD OLL. U s5 1- a REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 262017 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker STAIR PLANS & SECTIONS POST PERMIT SET C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D 2017 1_dianak.rvt FILE NAME: TQP PLATE TYPE VA CONSTRUCTION TYPE IA CONSTRUCTION 36'.68 RISERS @ 6.8 co Ua w U) — ♦ co .(0 En (0 RP - co ce ' w 0) CO O Co ti co co cci IY w 0) Ib (o Co r- I w OD rn (o V co w 0) rn (o N a Is`- w Cl) \co r` Ua w 0) M io to TYP. (9) RISERS @ 7" (9) RISERS @ 7" / s !i!i!i!i!i!i!�!i!i!�rir� ��r�r�r�rd�r�r�LrJ�Lr&rrr4r�rrd�rr®i`.rr,Z'liti1t►�M Vir,ffiriF 1,1FrfIFYYTYVYT Y Iv( j-- o +355.1 +345.9 +336.8 A453 +327.6 +317.7 +296.7 A453 TYP. 370.28 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 EZZ. LEVEL 312.50 LEVEL 1 302.00 LEVEL P1 290.50 WALL SECTION 0 STAIR 2 1/4" = 1'-0" 1 9 A451 STANDPIPE PER DESIGN BUILD 18'-2" 5' - 10 1/2" 6'-5" 5' - 10 1/2" 3'-0" (7) TREADS @ 11" EA. 7A 7 P. 3' 7 P. TY 1'- 0' - 2" 6 - 11" 7H A 363.08 10 (604) OMB ®® 4220 0 0 CEO 0 0 020 0 0 002 0 0 002 0 0 STANDPIPE PER DESIGN BUILD 13 A453/TYP. ° STAIR 2 - LEVEL 6 LANDING 14 A453 TYP. 1/4" = 1'-0" 18'-2" 7H 5' - 10 1/2" 6' - 5" 5' - 10 1/2" / 3' - 0" / (7) TREADS @ 11" EA. / 7A2 • _ ,_ ' 1, _ 0"TYP. ,..- .... / / 5'-2" 6-11' TYP. \ 5'-2" \ t U 11 ' TY . 1' - 0"TYP. /� 10 m. r 4 1 STAIR 2- LEVEL 2- 5 LANDING 1/4" = L 1A1 STANDPIPE PER DESIGN BUILD 0 M 1A1 / / / GENERAL NOTES 0 SEE SHEET A453 FOR ALL NOTES RELATED TO STAIRS INDICATES STAIR FLAG NOTES - SEE A453 0 ® 0 ® 2-HR ASSEMBLY 000 00 3-HR ASSEMBLY WOOD STAIRWAY CONSTRUCTION IN TYPE 1A PODIUM ALTERNATE MATERIALS & METHODS REQUEST (AMMR) SEE CODE NOTES A001 & A453 18'-41/2" 5'-41/4" 7'-4" / 3'-0" 1'-7" (8) TREADS 11" EA. 111111I 9 1111 / 111111111 III ////////////////////////// '// .. a a t 6 �10�tTj1 6� \ 1 / TYP: t \ 4' \411 7 2 -4" 11-11311T/P 10 / /'\ AP \ ��II -/ Mom. 04,0 O. *0.0 0 O. 0 11= 0.:0 0 1B .1_ 1B2 STAIR 2 - M.EZ2. LANDING 11 TYP. 1/4" = 1'-0" 18'-41/2" 5'-41/4" / 7'-4" ____(B)-TREADS © 11" EA. / z_/ r/ / / / / / / / / / / / / / / / / / / / / / 8" (105) // • / - _ \ '-01 fi'P. 1A1 7'- 4" j 3 � / ♦ 1/4' - 8 1/4" / 1A1�--:` / 1 / ` a 1' - 0"TYP. 1' - 0" ,(106) i .� / / 09o-oa; -0"0 • ego '0'O • 'COD'O;0 r L 1B2 STANDPIPE PER DESIGN BUILD STANDPIPE PER DESIGN BUILD 1B 1B2 2� STAIR 2 - LEVEL 1 LANDING 0 ih 1131 1/4" = 1'-0" 20' - 2 1/2" 5' - 4 1/4" 4'- 8 1/4" • 9'-2" (10) TREADS @ 11" EA. 1' - 0"TYP. 1' -0"T%P. 9'-2" TYP os• 0,: ®0O oso 00• 0coo o.• 20' - 2 1/2" 3'-61/4" 1A 3'-10" 11 coo Ci ®o 0• o -® 1B1 2'-2" kr 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. ALLWI'INR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT cr 1n CO CO CO CO Ili N N �Nj N N N N Q 0 •- (V O O G 0 0 0 0 0 0 d z .- N M 'Q to co h Decsription POST PERMIT REVISIONS & SMOKE CONTROL Date 1` a 0 IY — 0 z co 1 rw V SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: ww 0 a. n. w 0 0 z z 0 w 0 0 w 0 z w 1- z 0 oz z'L o< m= H Lu (5 5z 3Z ,Tz z 0= 00 0 w a. a w- 0 zF U w0 I-- a. REVIEWED FOR CODE COMPLIANCE c;; APPROVED tXC IJUN202011 City of Tukwila Bulutituttissau RECEIVED CI OF TUKWILA MAY 262011 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker STAIR PLANS & SECTIONS POST PERMIT SET 5/18/2017 5:11:15 P C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2017.1_dianak.rvt z w 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 SECTION 1012. TREAD WIDTH 7"MIN. TREADS OF ALTERNATING TREAD DEVICE(IBC 1009.13.2): % 16' ALTERNATING TREAD DEVICE REQUIREMENTS 1 /2" = 1'-0" 1 HR EXTERIOR WALL ASSEMBLY I JOIST HANGER - REF STRUCTURAL BEAM PER STRUCTURAL 15 FLOOR FRAMING AT RATED ENCLOSURE 1 1/2" = 1'-0" UNIT 8B 8B1 @ LEVEL 3-6 @ LEVEL RIMBOARD is 2 LAYERS TYPE X EXTERIOR - GYP SHEATHING (DENSGLAS) APPLIED DURING FRAMING FURRED WALL WHERE OCCURS ON PLAN UNIT 14� STAIR - LANDING AT UNIT WALL 1 1/2" = 1'-0" 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 5/4x6 HARDWOOD CAP TRIM 2x4 STUDS @ 16" 0.C. W/ 5/8" TYPE "X" GWB EA. SIDE - DOUBLE STUDS © EACH END OF WALL SLOPED WALL PLATE +42" ABOVE STAIR NOSE & LANDING +36" ABOVE STAIR NOSE & LANDING 1x WOOD KICKBOARD WOOD TREAD STAIR NOSING PER IFI SIM 2X12 STRINGER SLOPED HEADER AT CENTER WALL 12 DETAIL - STAIR TREAD AT LOW WALL HOLD TREAD SHORT FOR CARPET TURN -DOWN TERMINATION 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 2HR STAIR ENCLOSURE WALL. NO THROUGH PENETRATIONS PERMITTED. BASE STAIR ENCLOSURE PLYWOOD - SEE STRUCTURAL FRAME AS NEEDED PER STRUCTURAL 13STAIR - MID -LANDING BM AT 2 HR WALL 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" 11" 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 GYPCRETE AT FLR LEVEL LANDING ONLY - SEE FLOOR ASSEMBLIES BEAM - SEE STRUCTURAL 10 BOTTOM OF STAIR AT LANDING 1 1/2" = 1'-0" 'THRUST BLOCK' w/ ANCHOR BOLTS - REF STRUCTURAL FINISH FLOOR 9� BOTTOM OF STAIR PT SLAB 5/8" TYPE 'X' GWB PLATE @ CONCRETE 1 1/2" = 1'-0" 2-HOUR WALL ASSEMBLY PER FLOOR PLANS 1x12 KICKBOARD (OR 3/4"MDF) FINISH FLOORING ON WOOD TREADS /Z 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 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/A453 FOR ADDITIONAL REQ'TS 1 1/2" CLR.- TOP OF TREAD OR LANDING SEE 18/A452 FOR TRIM & CAP DETAIL 1 1/2" CLR. A 2x6 SOLID BLOCKING TYPICAL CONDITION SEE SECTIONS FOR CONDITION 7 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 in z -14 NOTE: ALL TEXT TO BE SAN SERIF OR HELVETICAL BLOCK LETTERING FILOOI1 RAXIFEPIIOFLOOe� NOJRQQF_ACCESS _Q4WrLTQELQQR 1 EQBEXLT_DISCHA6GE 1'-0" r l STAIR SIGNAGE 3" = 1'-0" RECEIVE, CITY OF TUKWILA MAY 262017 PERMIT CENTER 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): 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. 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 (IBC1 011.4 ! ICC A117.1-2009 504.9 & 703.4): THE EXIT DOOR DISCHARGING TO 10. 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. 06 REVISION. 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. ALLIVINI ATE OF WASHINGTON STAM P SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT V'tO U) CO CD CO in N 0 N NNN 0 . 1- a CO O CO NoNN 0 0 ci O O O O O O 0 Z •- N CO d' N CO r Decsription PERMIT COMMENTS/MEP COORD/BID SET POST PERMIT REVISIONS & SMOKE CONTROL Date in n 6 aye ♦X - N 0 Z J 5 co 1 rw V SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U -J -J w < O OI Uw ¢ 0) za wa. ch O � w5 cad w • LL1 J_ w : N I- N wW 0 a. a W 0 0 z a z 0 w a: 0 0 W 0 Z W z 0 oz Zc oa m= (7 U 5z gZ z I- _ 00 X• W a. a w� Zt- 0 U F.-a- REVIEWED FOR CODE COMPLIANCE ;•.; APPROVED ►JUN ©2017 City of Tukwila BUILDING...01YI1ON PROJECT #: DRAWN BY: CHECKED BY: 1026.04 LJ STAIR DETAILS & NOTES POST PERMIT SET 3 Village Bldg_D_2017.1_dianak.rvt -REMOVE ELEVATOR PRESSURIZATION PER SMOKE CONTROL -ADD HOISTWAY SMOKE DOORS LEVELS P1,1 & MEZZ. -ADD ELEVTOR LOBBIES LEVELS 2-6 -REVISE HOISTWALL DOOR WALL TO 2 HOUR SHAFT - WALL ASSEMBLY ,u:)x,..." ��uuuu(.�•uu� pier(��t!apep(�;;-�.+p'crr'�°y�c�4fii��:il��i��i' MAX. ALLOWABLE HT. 370.79 ROOF 370.28 9 ELEVATOR - LEVEL 2-6 PLAN (LVL. 6 SIMI 1] J ] EN- I E � G 6 �® liMMI SP MP WOW MP PIP • 7' -10 3/4"CLR. /z L J� 1--SUMP HOLE, MIN. 18"X18"X18" WITH FLUSH MOUNTED 1. STEEL GRATE - COORDINAT WITH ELEV. MFR. 1/4" = 1'-0" 5 ELEVATOR - LEVEL P1 PLAN 1/4" = 1'-0" USE12"LAPS& TAPE ALL EDGES/SEALS W/ APPROVED SEAM TAPE @ VAPOR RETARDER 10 MIL. VAPOR RETARDER GRANULAR FILL WATERPROOF CONCRETE MIX BENTONITE ROPE BENTONITE PANEL CONTINUOUS UNDER ELEVATOR PIT GRANULAR FILL PER SOILS REPORT i i•.• i.•�i �i i i i i i. i iiiiiiiiij • 1 •III 1 1 • •� -III, III III III C 4C ELEVATOR PIT WATERPROOFING 1 1/2" =1'-0" 3"x3/8" STEEL BAR STRINGERS WITH 20" WIDE X 3/4" DIAM RUNGS @12"O.C. *GROUND FLOOR 2 1/2" x 2 1/2" x 3/8" STEEL ANGLE WELDED TO STRINGER - BOLT TO PIT FLOOR in PIT DEPTH ELEVATOR PIT LADDER 1/2" = 1'-0" HOISTWAY SIGNS DOOR REOPENING HALL SIGNALS c_ 0 I o ( \ 3"X3/8" STEEL ANCHOR - BOLT TO WALL (TYP.) CONCRETE SLAB ON GRADE - SEE STRUCTURAL CONCRETE PIT - SEE STRUCTURAL DAMPPROOFING CAR POSITION INDICATOR C 10D CAR CONTROLS C 9) EMERGENCY CONTROL BUTTONS CID CAB ELEVATION EMERGENCY PHONE ELEVATOR ACCESSIBILITY GUIDELINES 1/4" = 1'-0" SIDE OPENING DOOR STAR OF LIFE SYMBOL 8' - 8" CLEAR HOISTWAY 3'-6" 5" RADIUS CORNER (IBC 3002 4) #3500 THYSSENKRUPP SIDE OPENING DOOR ( \ ELEVATOR STRETCHER REQUIREMENTS ACCESSIBLE ELEVATOR REQUIREMENTS C OC 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. C4 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. 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. 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# BACK TO BACK 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 XX GENERAL ELEVATOR NOTES 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. STAN Y ALBE PROVIDED IN ACCORDANCE WITH CH. 27 AND S CTI N 3003. C. PR NAGE 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 EXCEPT IN TYPE VA 15 STORY STRUCTURE PER TMC. 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 P1,1 & M): ADDITIONAL SMOKE AND DRAFT CONTROL DOORS PROVIDED AT HOISTWAY FOR CORRIDOR CONTINUITY REQUIREMENTS PER 1018.6 AND 716.5.3.1. TYPE VA / 5 STORIES: PROVIDE ELEVATOR LOBBY PER TMC 16.05.080.3 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 UNITL 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. EVISIIIN: REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 262011 PERMIT CENTER 41> OHNSON BRAUNDINC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. AIIWine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLIVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT ,i, <0 �e-000000• [{ 0 N N 0 N C4 (() 0 N CO 0 N 000� CO 0 N CO 0 N I, 0 N 0 Z .- N (n V• 'n CO N. Decsription PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION POST PERMIT REVISIONS & SMOKE CONTROL • ❑ L4(nn 2 QN N c 0 (0h 0 Z -J 5 1 rw 5 J_ 5 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 W 0 Ir a W 0 >- z z O co re 0 W z Z W z 0 oz Z K oa Dw m= (i- U'U 5z gZ c Z 1- 0 a z x °O (0° a_ w a. a (0 0 z� w0 I=- a PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker ELEVATOR PLANS, SECTIONS, NOTES AND DETAILS POST PERMIT SET 2 c Cri ti 0 N op w 2 Z w -J 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. 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 7 .5.'. ,71•.56.3) 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 (FROM INSIDE STAIR TO CORRIDOR AT STAIRWELLS) 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 « 14. PROVIDE 'VACANT / OCCUPIED" INDICATOR HARDWARE 4 15. ALL RATED DOUBLE DOORS SHALL HAVE A 9. 1/2" UNDERCUT ("UNDERCUT" IS IN ADDITION TO UNDERCUT REQUIRED FOR FLOORING MATERIAL) COORDINATOR AND ASTRAGAL. 16. SELF -CLOSING, NO LATCH. 2 4 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 ACCESSIBLE DOOR OPENING DEVICE 21. BASIS OF DESIGN: SEE STOREFRONT SCHEDULE A602 / 4 \ 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. -PERFORATED METAL W/ OPENINGS FOR GARAGE EXHAUST INTAKE AIR. CONFIRM % OPENINGS WITH MECHANICAL. -MUST PROVIDE 8'-2" MIN. VERTICAL CLEARANCE FOR VAN ACCESIBLE STALL. 23. BASIS OF DESIGN: PRIVACY WALL AND SLIDING DOOR BY STEELCASE. SEE ELEVATION 3A/A400 GENERAL DOOR NOTES (APPLIES TO ALL DOORS) 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 1/A521 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 0 i 0 k 23' - 0" FIELD VERIFY \ \ / / 22'-0" 2 co / / / / / \ \ \ \ \ / / \ \ '\ \ \/ / / \ \ / / \ \ / / \ \ / / \ 1/ 0 PUBLIC DOOR SCHEDULE SEE SHEETA420 FOR UNIT DOOR SCHEDULE SYM. DESCRIPTION DOOR NFRC CPD # IU-NACU NOTES SIZE THICKMATERIAL CORE FRAME RATING TYPE P100 P1 LEVEL GARAGE ENTRY VERIFY STEEL PICKETS NR L 22 P101 RESIDENTIAL LOBBY 3670 1 3/4" ALUM/GLASS STOREFRONT NR B P-KAW-5466 0.34 2,3,5,8,12,17,19,20,21 P102 LEVEL P1 STAIR 1 - EXTERIOR EXIT 3070 1 3/4" INSUUMETAL SC HM NR , 3 F 2, 3,12,17,19 P103 LEVEL P1 STAIR 1 3070 1 3/4" INSUUMETAL SC HM 11,13,17, 19 180 MIN C P104 LEVEL P1 ELEVATOR LOBBY 3070 1 3/4" INSUUMETAL SC HM 20 MIN - F 8,11,12,17 P105 LEVEL P1 ELEVATORJ.QB.Y 3070 1 3/4" METAL SC HM 20 MIN F 8,11,12,17 5 P106 LEVEL P1 STAIR 2 3070 1 3/4" METAL SC HM 180 MIN C 11,13, P107 ELECTRICAL ROOM 1 3/4" METAL SC HM R C 3,7,17 / )3070 1 3/4" METAL SC HM NR D 3,7,17 ELECTRICAL ROOM cP1� 1 OFFICE -GLASS WALL / SLDING DOOR 4070 - ALUM/GLASS BY STEELCASE NR H 3,12,23 5 �10,9� P110 BOILER/FIRE SPRINKLER 3070 1 3/4" METAL SC HM NR C 3, 17``' P111 TRASH/RECYCLE ROOM (2)3070 1 3/4" METAL SC HM Og IN D 3,11,15,17,18 P112 ELEV. MACHINE 3070 1 3/4" METAL SC HM 5 90 MIN. C 3, 11,17 P113 FIRE COMMAND CENTER 397 1 3/4" METAL SC HM MI_,IN. C 3, 11,17, 19 5 1�4r,,h STORAGE / \ (2)3070 1 3/4" METAL SC HM , T1R D 3, 17 P115 NOT USED P116 FIRE COMMAND CENTER CORRIDOR 3070 1 3/4" METAL SC HM 90 MIN. C 11,17 1 FF E T \- (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 2,3,5,8,12,17,19,20,21 102 OFFICE ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 2,3,5,8,12,17,19,20,21 103 OFFICE ENTRY 3070 1 3/4" ALUM/ LA S 4 ' 1� 5 B P-KAW-5466 0.34 2,3,8,12,17,21 104 LEVEL 1 STAIR 1 3070 1 3/4" � S 180 MIN C aidlliadpaair A Y ET 105 LEVEL 1 STAIR 2 -EXTERIOR EXIT 3070 1 3/4" INSUUMETAL SC HM0I® C i 106 LEVEL 1 STAIR 2 3070 1 3/4" METAL SC HM J1,1,13�17 v 8,11,13,17 8' M C 107 OFFICE ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT IR 5 A 3,5,8,12,17,20 108 OFFICE ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A 3,5,8,12,17,20 109 RESTROOM ENTRY 3070 1 3/8" WOOD SC WD C 16 110 RESTROOM ENTRY 3070 1 3/8" WOOD SC WD NR C 16 111 TRASH ROOM ENTRY 3070 1 3/4" METAL SC HM r�� F 11,12,17 MO1 MEZZ. STAIR 1 3070 1 3/4" METAL SC HM 180NR MIN C 8,11,13,17 M02 MEZZ. STAIR 1 3070 1 3/4" METAL SC HM 180 MIN C 8,11,13,17 M03 MEZZ. STAIR 2 3070 1 3/4" METAL SC HM 180 MIN , C 8,11,13,17 M04 GAMEROOM RESTROOM 3070 1 3/8" WOOD SC WD R C 1 M05 RESTROOM ENTRY 3070 1 3/8" WOOD SC WD NR C 3,14,17 M06 RESTROOM ENTRY 3070 1 3/8" WOOD SC WD NR C 3,14,17 n M07 TRASH ROOM 3070 1 3/4" METAL SC HM 45 MIN F 11,12,17 201 LEVEL 2 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 202 LEVEL 2 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 203 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 204 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 205 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MINA 3, 11, 17 208 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MINU_.,_,,yi 207 TRASH 3068 1 3/4" METAL SC HM 45 MIN 11,12,17�18 206 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 3,11,17 209 ELECTRICAL ROOM 3068 1 3/8" WOOD SC WD NR C 3, 17 210 STORAGE 3068 1 3/8" WOOD SC WD NR C 3 211 S OR GE 3068 1 3/8" WOOD SC WD 20 MIN. C 3,11,17 ELEVATOR LOBBY J 3068 1 3/8" WOOD / GLASS SC WD 20 MIN. J 3,4,11,12,17 212 "-/'-}31:fl&-jL 1 3068 1 3/4" WOOD SC HM 90 MIN C 8,11,13,17 302 LEVEL 3 STAIR 1 3068 1 3/4" WOOD SC HM 90 MIN C 8,11,13,17 303 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 304 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 305 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN 3, 11,17 308 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 0 \ 11,12,17,18 307 TRASH 3068 1 3/4" METAL SC HM 45 MIN 11,12,17 306 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 3,11,17 309 ELECTRICAL ROOM 3068 1 3/8" WOOD SC WD NR C 3, 17 310 STORAGE, 3068 1 3/8" WOOD SC WD NR C 3 311 S OR GE 3068 1 3/8" WOOD SC WD 20 MIN. C 3,11,17 312 ELEVATOR LL_OBBBY� 3068 1 3/8" WOOD / GLASS 20 MIN. J 3,4,11, 12,17 `�`41f1 ZEVEL4�IAIK1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 402 LEVEL 4 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 403 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 404 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 405 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN 3, 11, 17 408 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 11,12,17,18 407 TRASH 3068 1 3/4" METAL SC HM 45 MIN 11,12,17 406 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 3,11,17 409 ELECTRICAL ROOM 3068 1 3/8" WOOD SC WD NR C 3, 17 410 STORAGE 3068 13/8" WOOD SC WD NR C 3 4 S OR GE-Th 3068 1 3/8" WOOD SC WD 20 MIN. C 3,11,17 ELEVATOR LOBBY 3068 1 3/8" WOOD / GLASS 20 MIN. J 3,4,11, 12, 17 �412 E L T 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 502 LEVEL 5 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 503 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 504 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 505 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN 3, 11, 17 508 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J -/ ' \ 11,12,17,18 507 TRASH 3068 1 3/4" METAL SC HM 45 MIN 11,12,17 506 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 509 JANITOR ROOM 3068 1 3/8" WOOD SC WD NR C 3, 17 510 STORAGE 3068 1 3/8" WOOD SC WD NR C 3 511 S OR GE 3068 1 3/8" WOOD SC WD 20 MIN. C 3,11,17 ELEVATOR LOBBY 3068 1 3/8" WOOD / GLASS 20 MIN. J 3,4,11,12,17 512 `-/Atif---'-'151klEr4CONY DOOR 3070 1 3/4" ALUM./GLASS STOREFRONT NR B P-KAW-5466 0.34 2,3,12,17,21 602 SUN ROOF (2)3070 1 3/4" ALUM./GLASS STOREFRONT NR A P-KAW-5466 0.34 2,3,12,17,21 603 LEVEL 6 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 604 LEVEL 6 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 605 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 606 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 607 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN 3, 11, 17 610 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 1 11,12,17,18 609 TRASH 3068 1 3/4" METAL SC HM 45 MIN 11,12,17 608 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 611 ELECTRICAL ROOM 3068 1 3/8" WOOD SC WD NR C 3, 17 612 STORAGE 3068 1 3/8" WOOD SC WD NR C 3 613 S OR GE 3068 1 3/8" WOOD SC WD 20 MIN. C 3,11,17 614 ELEVATOR LOBBY 3068 1 3/8" WOOD / GLASS 20 MIN. J 3,4,11,12,17 El ELEVATOR HOISTWAY SMOKE DOOR VERIFY 1 3/4" METAL SC HM 20 MIN C 4,11,17 REVIEWED FOR CODE COMPLIANCE . APPROVED JUNa0 nil City of Tukwila BUILDING DIVISION EVISI N.N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RECEIVED CITY OF TUKWILA MAY 262051 PERMIT CENTER VD 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. ALLIVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET 0) 0 m N w CO a 1 a OFFICIAL BID SET VE- REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT U U) CO CO CO O 0 0 O 0 0 0 ,L N NN NNNN 0 fy 6 O N o Ntri o <o a 0 G N 0 (0 0 ai 0 <O 0 ui 0 '0 0 d Z .- N M a (0 ro . Decsription PERMIT COMMENTS/MEP COORDBID SET VE / REVISION PERMIT COMMENTS CONTRACT SET POST PERMIT REVISIONS & SMOKE CONTROL Date 10 CD CO CO n N N QN QN QQN N 0 0 0 0 0 0 0 0 0 12 N (0'? to z co 1 rW V 1 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J v) w <0 UM OI:12 < zQ wZ o � u! WWw • W rn 5• a N } I=-ccvv0= wW 0 0- W O 0 >- z z 0 w cc 0 u. w 0 z w 1- z 0 oz Z W J_ W mx 50 gZ 2co ~z 0x 00 W L� 0 zF DU w0 1-re a.. /3\ PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker DOOR SCHEDULE, ELEVATIONS, & DETAILS POST PERMIT SET a_ LO M 10 ti O N co Village Bldg_D_2017.1_dianak.ry C;\Users\dianak\Documents\1026-Tuk w Q z w J LL BUILDING WINDOW SCHEDULE SYM.//\\ DESCRIPTION SIZE U-VALUE SHGC VT CR NFRC CPD NUMBER NOTES CHf'VFIXED �. 3036 0.24 0.29 0.53 45 PWG-M-132-00642-00001 3� FIXED 2040 0.24 0.29 0.53 45 PWG-M-132-00642-00001 3 • FIXED 3040 0.24 0.29 0.53 45 PWG-M-132-00642-00001 3 FIXED 2040 — — — — 5, 6 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. SEPARATION B. ALL WINDOWS ARE VINYL FRAME, INSULATED DOUBLE TO OPERABLE OPENING). GLAZED. REFER TO ENERGY CALCULATIONS FOR MIN. U- VALUES. 2. NOTE ONE SIDE OF WINDOW MAY BE FIXED IF WITHIN 3'-0" OF EXHAUST OUTLET. C. MULL OPERABLE UPPER WINDOWS TO LOWERED FIXED WINDOWS, TYP. 3. BASIS OF DESIGN: FIXED, CASEMENT, & AWING - PLYGEM PRO SERIES 700 VINYL WINDOW, HP2+ (LOW-E) D. PROVIDE SAFETY GLAZING (TEMPERED UNLESS NOTED OTHERWISE) @ WINDOWS IN THE FOLLOWING LOCATIONS: 4. BASIS OF DESIGN: SLIDING - PLYGEM PRO SERIES 200 VINYL WITHIN 24" OF ANY DOOR EDGE IN CLOSED POSITION, WITHIN Di , "2+ LO -E) 18" OF FLOOR. 5. SAFETY GLAZING E. ALL OPERABLE WINDOWS TO HAVE INSECT SCREENS. 6. INTERIOR RELITE / 20 MINUTE RATED F. ALL OPERABLE WINDOWS SHALL HAVE LOCKING DEVICES CAPABLE OF WITHSTANDING A FORCE OF 200 POUNDS IN ANY 2 DIRECTION. G. WINDOW HEAD & JAMBS TO BE GWB WRAPPED, SILL TO HAVE STOOL & APRON PER FINISH SCHEDULE. 3'-0" to M (5) WINDOWS 2'-0" (13) WINDOWS 3'-0" (5) WINDOWS REVI( jar REVIEWED FOR CODE COMPLIANCE APPROVED I JUN 2 0 2011 • City of 'Tukwila BUILD„ , " >1ON RECEIVED CITY OF TUKWILA MAY 26 2011 PERMIT CENTER 41> 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 ,R) G L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE z 0 I:: E2 0 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET to o 5 w > PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT v in 0 (0 m CO n 0 0 0 0 0 0 0 w I- a N cc; 0 N ai N (•j (V N O N (V O N O 0 N a- 0 0 0 0 0 0 d z - N co et u-3 tp N- Decsription PERMIT COMMENTS POST PERMIT REVISIONS & SMOKE CONTROL • Date u, n ALA `A 00 m IX .-N OWNER/APPLICANT: PROJECT #: 1026.04 DRAWN BY: GLEE CHECKED BY: Checker BUILDING WINDOW SCHEDULE & ELEVATIONS POST PERMIT SET co C:\Users\dianak\Documents\1026-Tuk FILE NAME: 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 10'- 7" x 16'-6" ALUM. 0.34 0.24 P-KAW-5466 1,3 • STOREFRONT 17 OFFICE 22'-0" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ' • STOREFRONT 29b MEZZANINE 2'-0" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ® STOREFRONT 2 RES. LOBBY 6'-11" x 16'-6" ALUM. 0.34 0.24 P-KAW-5466 1 ti + STOREFRONT 18 OFFICE 22'-0 x 4-0" ALUM. 0.34 0.24 P-KAW-5466 1 4) STOREFRONT 30 RES. LOBBY 5'-10 1/2" x 12'-8" ALUM. 0.34 0.24 P-KAW-5466 1 ® STOREFRONT 3 OFFICE 10'-3" x 12'-8" ALUM. 0.34 0.24 P-KAW-5466 1 `t STOREFRONT 19 OFFICE 17'-2" x 5'-0" ALUM. 0.34 0.24 P-KAW-5466 1 tic i► STOREFRONT 31 EAST TERRACE 17'-2" x 7'-0" ALUM. 0.34 0.24 P-KAW-5466 1,2 4 STOREFRONT 4 OFFICE 10'-3" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 S. STOREFRONT 19a OFFICE 17'-2" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 40 STOREFRONT 32 WEST TERRACE +/-7'-4 1/4" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ® STOREFRONT 5 OFFICE 22'-11 1/2" x 13'-6" ALUM. 0.34 0.24 P-KAW-5466 1 • STOREFRONT 20 OFFICE 13'-7 1/2" x 5'-0" ALUM. 0.34 0.24 P-KAW-5466 1 '$ STOREFRONT 33 WEST TERRACE +/-10'-8" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1,2 0 STOREFRONT 6 OFFICE 17'-2" x 13'-6" ALUM. 0.34 0.24 P-KAW-5466 1 0. STOREFRONT 20a OFFICE 13'-7 1/2" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4. STOREFRONT 34 AMENITY RM. 5'-0" x 12'-6" ALUM. 0.34 0.24 P-KAW-5466 1, QTY. (4) S7 STOREFRONT 7 OFFICE 20'-9" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 tit► STOREFRONT 21 OFFICE 22'-0" x 13'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4+ STOREFRONT 35 AMENITY RM. 5'-0" x 15'-7" ALUM. 0.34 0.24 P-KAW-5466 1, QTY. (4) 4> STOREFRONT 8 OFFICE 20'-9" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 st STOREFRONT 22 OFFICE 22'-0" x 13'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4,0 STOREFRONT 36 INT. OFFICE 13'-2" x 11'-9" ALUM. 0.34 0.24 P-KAW-5466 1,2 44> STOREFRONT 9 OFFICE +/-8'-0 3/4" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 tic+ STOREFRONT 23 OFFICE 22'-0" x 14'-0" ALUM. 0.34 0.24 P-KAW-5466 1 st STOREFRONT 10 OFFICE +/-8'-0 3/4" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 1,1),0 STOREFRONT 24 OFFICE 22'-0" x 14'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ti't STOREFRONT 11 OFFICE +/-6'-51/4" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1,2 4+ STOREFRONT 25 OFFICE +1-13'-5 3/4" x 16'-0" ALUM. 0.34 0.24 P-KAW-5466 1,2 tip) STOREFRONT 12 OFFICE +/-6'-5 1/4" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 40 STOREFRONT 26 OFFICE +/-12'-5" x 14'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4+ STOREFRONT 13 OFFICE 22'-0" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 • STOREFRONT 27 OFFICE 17'-10" x 16'-0" ALUM. 0.34 0.24 P-KAW-5466 1 C +1.0► STOREFRONT 14 OFFICE 22'-0" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 sto. STOREFRONT 28 OFFICE 17'-10" x 16'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4-� STOREFRONT 15 OFFICE 22'-0" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 s ) STOREFRONT 29 NORTH STAIR 2'-0" x 6'-0" ALUM. 0.34 0.24 P-KAW-5466 1 +1;+ STOREFRONT 16 OFFICE 22'-0 x 4-0 ALUM. 0.34 0.24 P-KAW-5466 1 • ► . STOREFRONT 29a SOUTH STAIR 3'-0" x 3'-6" ALUM. 0.34 0.24 P-KAW-5466 1 ( 2" 22'-0" 4'-10" 2'58„ -2" 4'-11" 211/ 4'-11" 2")8, 2(( 4'-10(( S16XS18> S15XS17> 0 EQ. EQ. CV 2" O d' c0 E0 0 i Co \ 8" 2 l" 0 ( co 17'-2" EQ. EQ. / / / / / / / 2" 8" 2" EQ. EQ. 2" 0 ( 8'-4" 2"-a'-01-2" 3'-6" u , CV T T LEVEL P2 ( +/- 4' - 3" FIELD VERIFY / +/-6'-51/4" 2„ FIELD VERIFY 6'-0" +/-8'-03/4" FIELD VERIFY 2 GO ( 0 if) Bo 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. BASIS OF DESIGN: KAWNEER 190, SINGLE ALUM. DOOR SOLARBAN 60 LOW-E + 90/10 ARGON/AIR STOREFRONT GENERAL NOTES PROVIDE SAFETY GLAZING AT FOLLOWING LOCATIONS PER IBC 2406.4: A. GLAZING IN DOORS B. GLAZING ADJACENT TO DOORS (24 INCH ARC - VERTICAL EDGE) C. GLAZING IN WINDOWS THAT MEET ALL THE FOLLOWING: -INDIVIDUAL PANE > 9 SF -BOTTOM EDGE LESS THAN 18" ABOVE FLOOR -TOP EDGE IS GREATER THAN 36" ABOVE FLOOR - WALKING SURFACE WITHIN 36" HORIZONTALLY OF THE PLANE OF GLAZING D. GLAZING ADJACENT TO STAIRS & RAMPS PER 2406.4.6. 2'-0" 20'-9" 4' -10 1/4" 8" / / / 9'-81/2" 8" 4' -10 1/4" 2" 4' - 6 1/4" 2' 2' EQ. 2" .0' EQ. 2' 2" /' // 4'-61/4" O EO 0 co kk ( CV 61. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 6 20V1 PERMIT CENTER O (., -. 5' 3'-1" // " 3'-6" 3'-1" 2' \ CV \ \ Lr!` ( ;t T Fr) C N 4 0 - T ( ih ) N e- T ( M N in \ cV p � N \ \ . • \ / / / > O ( Co ( / / N e- / \ \_ N <1V JOHNSON BRAUNDINc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 wvwvjohnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,,REG L. ALLIVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 z 0 iij w CC PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT < 0 <t 0 N 0 O u) 0 N r (.1 0 u) 0 �N(yy N u) 0 CO 0 NNNN 0 ai 0 CO 0 0 (O 0 CO 0 N 0 (c 0 (-• 0 in ui 0 O Decsription PERMIT COMMENTS RFI 007 STOREFRONT SHOPS Date (0(or- R�R 4N pN 0 0 0 N ce ,- N 01 c 1 rLU -J i SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J J w < M Uw O Enn Q cn ZQ w0 o -J uJ >m o w w w O � gZ Jw >Q H 0 w re 0 a w F O z z 0 w O ce O 0 w 0 W 1- 0 z zw 0< = (9 0 5ci• �zz x �0 as w 0. a w� z zD U w0 �0 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker STOREFRONT WINDOW SCHEDULE & ELEVATIONS POST PERMIT SET 5/18/2017 5:11:53 P C6 c ca '5I N 0 NI I rn m a) a:sD) C:\Users\dianak\Documents\1026-Tuk w 2 z w J 411 5' - 3 1/4" 2"-. 8" 7 2" 4' - 11 1/4" (o \ 2" +/- 11' - 4 1/4" 3'-0" FIELD VERIFY 2" EQ. EQ. 6 3/4" t 1 / O / / // / I•••• \ \ \ N y , a0 1 v \ \ N F STOREFRONT 36 HAS BEEN REMOVED FROM THIS SHEET AS IT WILL BE REPLACED BY A PRIVACY WALL & SLIDING DOOR BY STEELCASE, SUPPLIED BY OPEN SQUARE. 15'-7" II 3'-01/4" EQ. II EQ. 6 3/ 11 •/- V - V 1/T 6 3/4" N FIELD VERIFY EQ. 2" EQ. r, • • 11 5'-31/4" 11 II 2" 211 4' - 11 1/4" 1,8' 11 5'-31/4" (\ kt ti O FROM VAULT CHANGE 0 (O T d 0) 11 1 II 17'-3" 211 3' - 8" 3' - 8" 11 11 6'-0" II 2'-3" L2'-0" 1, 5'-2" 0 _i u7 / / / / / / / \ _ \ \ \ \ \ \ \ \ \ \ \ L / _ / / / c_- N a0 ' T / / \ \ / / +/- 12' - 4 1/2" FIELD VERIFY 2" 2" 5' - 6 1/4" 8" f 5' - 3" 5 1/2" V - T 2"-> / 6' - 0" N s- 'I' 1 M N N 1 N , N ('7 d. O N. n CN 1 p , / \ \v/ 2" 5'-1" 5'-1" 5' - 1" 2" 5'-1" SHADING INDICATES LOCATION OF TEMPERED GLASS WITH SPANDREL COATING (3RD SURFACE / COLOR LAVA BRONZE #4-975) 22'-0" (-211 4' - 10" 211 /211 8" 4'-11" 4'-11" 11 4' - 10" II 0 Zo c� N F- i SHADING INDICATES LOCATION OF TEMPERED GLASS WITH SPANDREL COATING (3RD SURFACE / COLOR LAVA BRONZE #4-975) <S23> 4' -10" 21r�J .811 21r 4' -11" 211}y 41 -11" 211� � (-2" 4' - 10" 211 "1 4 N N M (Ntzt ;BA 4 Eo N 4 N� ao T O M N S22> co N 2" C M (v) , f() M CV 1 T 1 A A 11 v - I 1 11 GI _ 711 1 k 1 cri O T d T T N _ .8o M N 13'-71/2" 2"-\ " 6' - 1 3/4" 18'N 2L 6' - 1 3/4" td (N 6 3/4" EQ. 1' 12'-6" 2" Ir EQ. r-2" 0 N _ " 11 II 13'-7" 5'-10" FIELD VERIFY 2" 1 O11 / 211 6'-0" 211 O (0 0 .(c) 0 N M 2" 3' - 10 1/2" 2" 3' - 10 1/2" R COD . IJ IEWED F0 COMPLIA PPROVED N 20 2517 t BUILDING o u la DIVISION RECEIVED CITY OF TUKWILA MAY 26 2017 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 3380 REGISTERED ARCHITECT ,REG L. ALLWVINE ATE OF WASHINGTON STAMP SET ISSUANCE z 0 0 a 172 co w 0 PHASE 2 PERMIT SET PHASE 2 BID SET 1 OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET POST -PERMIT REVISIONS & SMOKE CONTROL REPORT d' co In CO (0 CO N. 0 0 0 0 0 0 0 N N N N N N N 1.- Q co o ' (V o N 0 N 0 a c (4 0 vi 0 ei 0 car;cc;0 0 0 0 0 d z .- N (M '7 (O CO I� Decsription SMOKE CONTROL STOREFRONT SHOPS Date co N. A (h 0 Re .- N z J 5 co 1 w J_ SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J CO- w Q M Ow U c Qcn zQ w 0 o-J w > m 0 U) ww Z J — N I— N 0 w O d w w 0 0 z 0 w 0) 0 1L w 0 z w z O az Z w 0< J } ' F. 0 0 5z gZ 3m r zz x 00 o w a. a w� CD CD Z 0 0 CO ra PROJECT #: 1026.04 DRAWN BY: GLEE CHECKED BY: Checker STOREFRONT WINDOW SCHEDULE & ELEVATIONS POST PERMIT SET FRAME WALL BETWEEN LANDINGS EA END K K K K K / K TYPICAL FLOOR FRAMING 117/8" TJI-110 AT 16" O.C. MAX W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP—CRETE / LEVEL 3 FRO ING PLAN S6 --e's,'1V SCALE 3/32" = 1'-0" / i / FRAME WALL BETWEEN LANDINGS TYPICAL STAIRWELL FRAMING 117/8" TJI-110 AT 16" O.C. W/ 34" FLOOR SHEATHING JOIST SCHEDULE MARK JOIST SPACING ® (2)117/8 TJI-110 AT 16" O.C. 11 8 TJI-110 AT 16" O.C. e 9% TJI-110 AT 16" O.C. POST SCHEDULE MARK SIZE NOTES 0 4x6 PSL ---- © 6x6 PSL ---- © HSS 3%"SQ.x1/4" ---- © HSS 3Y"SQ.x1/4" REFER TO SHEET S20 HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x6, 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LSL MIU SERIES TYPICAL 1 % LVL MIU SERIES TYPICAL (2)13/4x7Y4 LVL HHUS48 TYPICAL 3%2 PSL HHUS SERIES TYPICAL 5% PSL HHUS SERIES TYPICAL 7 PSL HGUS SERIES TYPICAL 3% GLB HGU SERIES TYPICAL 5Y8 GLB HGU SERIES TYPICAL NOTES: 1. HANGERS WITH MIN AND MAX SPECIFIED NAILING ARE TO HAVE MAX NAILING PER MFR. FLOOR FRAV INC NOTES: BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" 0.C. L2—L6 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L3—L6 2x4 DF DTUD AT 8" O.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" O.C. L5—L6 2x4 DF STUD AT 12" 0.C. L4 2x4 DF STUD AT 8" 0.C. L3 (2)2x4 DF STUD AT 12" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" 0,C, L3—L6 2x4 DF STUD AT 8" 0.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" 0.C. L4—L5 V2x6 AT 12" 0.C. L3 2x6 AT 8" 0.C. L2 2x6 AT 16" 0.C. L5—L6 2x6 AT12"O.C. L4 v 2x6 AT 8" 0.C. L3 (2)2x6 AT 12" 0.C. L2 HEADER/BEASCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 L6/ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 5 4 3 2 1 D (3)2x6 DF FLUSH FRAMED 2—ROWS 4Y2" SDS SCREWS AT 16" 0.C. STAGGERED EA SIDE E DBL 1Y2x9Y2 LSL FLUSH FRAMED 3 3 2 2 --- F 13/4x9Y LVL FLUSH FRAMED PER PLAN G 3Y2x9Y2 PSL FLUSH FRAMED PER PLAN H 5%x9% PSL FLUSH FRAMED PER PLAN I 1%2x11% LSL RIM STD RIM 3 3 2 2 --- J DBL 1Y2x117/8 LSL FLUSH FRAMED 3 3 2 2 1 K 32x117/ LSL FLUSH FRAMED PER PLAN L 1 %x11 % LVL FLUSH FRAMED PER PLAN M 3%x11 /8 PSL FLUSH FRAMED PER PLAN N 5%x11 / PSL FLUSH FRAMED PER PLAN 0 7x117/ PSL FLUSH FRAMED PER PLAN P 5%x21 GLB FLUSH FRAMED PER PLAN 3%x117/8 LSL FLUSH FRAMED 2—HR RIM AT 2x4 WALL (4)1Y2x117/8 LSL FLUSH FRAMED 2—HR RIM AT 2x6 WALL W/ 2—ROWS Y4"0x5" SDS AT 24" 0.C. EA SIDE P L L F — T O R (2)13/4x7Y LVL FLUSH FRAMED SPACED AT 10'-0" MAX W/ 3—ROWS 16d AT 16" 0.C. STAGGERED EA SIDE 1. 1. REFER TO SHEETS S11—S11.1 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/S18 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S18 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2—LAYERS OF Y2" GWB. 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 HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. CODE COMPLIANCE APPROVED JUN 2 0 2017 City of Tukwila 9. 03 INDICATES THE NUMBER OF BEARING STUDS B:LREDilistG DIVISION PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAIv ► 1 IDS 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. EVISIIN N INDICATES BRICK FINISH. REFER TO DETAIL 15/S19 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS RECEIVED CITY OF TUKWILA MAY 26 2017 PERMIT CENTER PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 w cn 0 m VE / REVISIONS et tf) (DN r r r O O 0 0 0 0 0 0 0 D 00 0N (V N N0 NN0 WNV a O N4N O 000r0 0000r re ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D OWNER/APPLICANT: FAX: (253) 231-5010 0 W U z Z 2 a Z 0 0 a =U rw oCC CI" tj W CC wZ w ZM LL ow wZ W Fz PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 3 FRAMING PLAN • FRAME WALL BETWEEN LANDINGS K K EA END K Alay �a�� K K MIAWMMWWW 111111 K oil ' 1.1 I FT i I II I I ins—% or! 1 1 1 in 1 1 iii=;0044440111i /„„iiii_ r.,,, ,.......„ 41„...../ K K CA FLOOR FRAMING 118" TJI-110 AT 16" O.C. MAX W / 3/4" FLOOR SHEATHING AND 1" MAX GYP—CRETE p I n .d_ IIIIIo e 4 0 0/14 1 I wiM %.,/44,1\4lw /ft,;/**/*r. minfm1,_•*- 4,L,/,7_1,,, 0 i IM "PP ifte ,'7/,//*/ -,r,„„,„,,,.,,,,,„,..... iir ,,, ,,z4.,,,,,ts.,,,,,,,.,,p„,,,,,,,, `�l * `I` II�i ���C �l_�� ,,,, ,7** Ift‘u'.,., giftcri* ,,,wer,„_...,,t,./,4,,tt_, itiostim,,,,,*-4470'• .,,,,,.,r.,..,,,,., wig ..„.,1.„, „ _,.,,,,....,1_,„,.,,./ ,foramt cyLivi."44w4,-,.ft;,v1•1111 If,„, 1,,,,Aft.* „.I �l .. �`���., w�`�1 Ali ��►i 1 �� , �U I ` A ��ilr �44 ilL_•11-fir,O'n S7 LEVEL 4 FRA TYPICAL CORRIDOR FRAMING 2x6 DF AT 12" O.C. W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE VING PLAN ---� j V SCALE 3/32" = 1'-0" / / FRAME WALL BETWEEN LANDINGS / TYPICAL STAIRWELL FRAMING 11 8" TJI-110 AT 16" 0.C. W/ /4" FLOOR SHEATHING JOIST SCHEDULE MARK JOIST SPACING A0 (2)118 TJI-110 AT 16" 0.C. 118 TJI-110 AT 16" O.C. CO 9% TJI-110 AT 16" O.C. POST SCHEDULE MARK SIZE NOTES ® 4x6 PSL ---- © 6x6 PSL ---- © HSS 3%"SQ.x1/4" ---- DO HSS 3Y"SQ.x4" REFER TO SHEET S20 HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x6, 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LSL MIU SERIES TYPICAL 1 4 LVL MIU SERIES TYPICAL (2)13/x74. LVL HHUS48 TYPICAL 3% PSL HHUS SERIES TYPICAL 54 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. FLOOR FRA VINO NOTES: BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2-L6 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L3-L6 2x4 DF DTUD AT 8 0.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" O.C. L5-L6 2x4 DF STUD AT 12" 0.C. L4 2x4 DF STUD AT 8" 0.C. L3 (2)2x4 DF STUD AT 12" 0.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" 0.C. L3-L6 2x4 DF STUD AT 8" O.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" O.C. L4-L5 V2x6 AT 12" 0.C. L3 2x6 AT 8" 0.C. L2 2x6 AT 16" 0.C. L5-L6 2x6 AT12"O.C. L4 v 2x6 AT 8" O.C. L3 (2)2x6 AT 12" 0.C. L2 HEADER/BEA V SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 L6/ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 5 4 3 2 1 D (3)2x6 DF FLUSH FRAMED 2-ROWS 4%" SDS SCREWS AT 16" 0.C. STAGGERED EA SIDE E DBL 1%x9% LSL FLUSH FRAMED 3 3 2 2 --- F 13/4x9% LVL FLUSH FRAMED PER PLAN G 3%x9Y PSL FLUSH FRAMED PER PLAN H 5%x9% PSL FLUSH FRAMED PER PLAN I 1Y2x117/8 LSL RIM STD RIM 3 3 2 2 --- J DBL 1%x118 LSL FLUSH FRAMED 3 3 2 2 1 K 3Y2x117/8 LSL FLUSH FRAMED PER PLAN L 13/4x117/8 LVL FLUSH FRAMED PER PLAN M 3Y2x117/8 PSL FLUSH FRAMED PER PLAN N 5%x118 PSL FLUSH FRAMED PER PLAN 0 7x118 PSL FLUSH FRAMED PER PLAN P 5%x21 GLB FLUSH FRAMED PER PLAN Q 3%x118 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" 0.C. EA SIDE 7x117/8 PSL FLUSH FRAMED 2-HR RIM AT ROOF R (2)13/x7% LVL FLUSH FRAMED SPACED W/ 3-ROWS STAGGE AT 10'-0" MAX 16d AT 16" 0.C. RLre&n cn NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. 1. REFER TO SHEETS S11-S11.1 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/S18 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S18 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2-LAYERS OF %" 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. REVISIO N 9. 30 INDICATES THE NUMBER OF BEARING STUDS BELOW CODE COMPLIANCE APPROVED IJUN 2 0 2017 City of Tukwila DING DIVISION 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/S19 AND SHEET S1 FOR ATTACHMENT REQUIRE1 EIVED CITY OF TUKWILA MAY 262017 PERMIT CENTER 0 a� =w mu) o w a cn a. PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 w 0 VE / REVISIONS Tr In LC) L[) (O CO CO r-• N L•O 0 00N00000 O0 CVNN cV CI O cOcr Lf) Nco p 0 0 0 0 0 0 0 0 a: ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D 0 w -J 0 -J Z 0 Z w 1- Z J Y 025d w� PROJECT #: DRAWN BY: CHECKED BY: OWNER/APPLICANT: 0 0 (e) 1- 0 Z 0 -J w 0) w `- 0 ao a d = N J N Nam N d H FAX: (253) 231-5010 1026.04 BV,TF JN,MJ,MS LEVEL 4 FRAMING PLAN FRAME WALL BETWEEN LANDINGS EA END ni ❑I A) B sarallin miwo AN r`"4wttmah,,,•4w) � / �. Sir404071/i'41,04,t41,41/*1 �•�, 1,� i��� t� \,�� "fit � ftftsi41 � 1♦1 ��t„tioliow ‘1.;*/*-„,„ ,„„„,„ IY/aletaW, / TYPICAL FLOOR FRAMING 11/8" TJI-110 AT 16" 0.C. MAX W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE LEVEL 5 FRA / TYPICAL CORRIDOR FRAMING 2x6 DF AT 12" O,C. W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE VING PLAN S8 1 V 111126. SCALE 3/32" = 1'-0" i / FRAME WALL BETWEEN LANDINGS / TYPICAL STAIRWELL FRAMING 11%8" T3I-110 AT 16" 0.C. W/ %" FLOOR SHEATHING JOIST SCHEDULE MARK JOIST SPACING ® (2)11/ TJI-110 AT 16" 0.C. 11 8 TJI-110 AT 16" O.C. © 9Y TJI-110 AT 16" 0.C. POST SCHEDULE MARK SIZE NOTES 0 4x6 PSL © 6x6 PSL © HSS 3Y"SQ.x1/4" ---- DO HSS 3Y"SQ.x1/4" REFER TO SHEET S20 HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x6, 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LSL MIU SERIES TYPICAL 1 % LVL MIU SERIES TYPICAL (2)13/x7Y LVL HHUS48 TYPICAL 3% PSL HHUS SERIES TYPICAL 5% 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. FLOOR FRAYING NOTES: BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" 0.C. L2-L6 CORRIDOR WALLS 2x6 DF STUD AT 16" 0.C. L3-L6 2x4 DF DTUD AT 8" 0.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" O.C. L5-L6 2x4 DF STUD AT 12" O.C. L4 2x4 DF STUD AT 8" 0.C. L3 (2)2x4 DF STUD AT 12" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" O.C. L3-L6 2x4 DF STUD AT 8" 0.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" 0.C. L4-L5 V2x6 AT 12" O.C. L3 2x6 AT 8" 0.C. L2 2x6 AT 16" 0.C. L5-L6 2x6 AT12"O.C. L4 v 2x6 AT8"O.C. L3 (2)2x6 AT 12" 0.C. L2 HEADER/BEAV SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 L6/ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 5 4 3 2 1 D (3)2x6 DF FLUSH FRAMED 2-ROWS 4%" SDS SCREWS AT 16" 0.C. STAGGERED EA SIDE E DBL 1Y2x9Y2 LSL FLUSH FRAMED 3 3 2 2 --- F 13/4x9Y LVL FLUSH FRAMED PER PLAN G 32x9Y PSL FLUSH FRAMED PER PLAN H 5%x9% PSL FLUSH FRAMED PER PLAN I 1Y2x117,/ LSL RIM STD RIM 3 3 2 2 --- J DBL 1Yx117,/ LSL FLUSH FRAMED 3 3 2 2 1 K 32x117,/ LSL FLUSH FRAMED PER PLAN L 1%x117/ LVL FLUSH FRAMED PER PLAN M 3Yx117/8 PSL FLUSH FRAMED PER PLAN N 5%x11 % PSL FLUSH FRAMED PER PLAN 0 7x117/8 PSL FLUSH FRAMED PER PLAN P 5%x21 GLB FLUSH FRAMED PER PLAN Q 3Yx11 % LSL FLUSH FRAMED 2-HR RIM AT 2x4 WALL (4)1Yx11 % LSL FLUSH FRAMED 2-HR RIM AT 2x6 WALL W/ 2-ROWS %" 0x5" SDS AT 24" 0.C. EA SIDE 7x117/8 PSL FLUSH FRAMED 2-HR RIM AT ROOF R (2)13/x7Y LVL FLUSH FRAMED SPACED AT 10'-0" MAX W/ 3-ROWS 16d AT 16" 0.C. STAGGERED EA SIDE NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. 1. REFER TO SHEETS S11-S11.1 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/S18 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S18 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2-LAYERS OF %2" GWB. 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. RED ISI REVIEWED FOR CODE COMPLIANCE PPROVED I JUN 2 0 2011 City of Tukwila 9. O INDICATES THE NUMBER OF BEARING STUDS BEL a, Wit NG DIVISION PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAM 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/S19 AND SHEET S1 FOR ATTACHMENT REQUIREIC.EIVEC CITY OF TUKWILA MAY 2 6 2011 PERMIT CENTER PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 w 0 VE / REVISIONS z 0 w� w a0 0g z� U0 Q z Otwo0_ Uz 0-2 F= og800 lin.000 • LC) 10 10 (0 (0 CO N. N. E) Z3 'Cr)0 0 0 co �; No 0 N N N CV0 00 N N N G O N O O N O - 01'2 0 0 O O O O O re ISSUE DATE: 08-21-2014 OWNER/APPLICANT: U J J w 0 0 m f- z w a 0 CI w w 0 J FAX: (253) 231-5010 0 z 0 Z Z 0 U) Z 0 0 U z 0 w. t-w 00 °UJ a w0 a )- 1a wZ co LL piD w Z W� PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 5 FRAMING PLAN JOISTS CON /NUOUS OVER INTERIOR BRp WALL DBL JOISTS AT SPANS OVER 14'-0" FRAME WALL ETWEEN LANDINGS LEVEL 6 AMENITY ROOM FRAMING 16" TJI-110 AT 16" O.C. W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP—CRETE EA END 2x10 AT 16" O,C. W/ 3/4" FLOOR SHEATHING AND SLOPED RIGID INSUL, WATERPROOFING, AND PAVERS PER ARCH FRAME PARTY WALL TO UNDERSIDE OF 16" JOISTS TYPICAL OVERHANG FRAMING 11/8" TJI-110 AT 16" O.C. W/ 1%2" ROOF SHEATHING TERRACE FRAMING COMBINATION OF PAVERS AND 4"-8" LT. WT. SOIL OVER 134"x9Y" LVL AT 16" O.C. W/ 4" FLOOR SHEATHING AND 3"-94" SLOPED RIGID INSUL AND WATERPROOF TOPPING BUILT—UP FLOOR W/ RIPPED 2x10 AT 16" O.C. OVER STANDARD FRAMING B.8 AWNINGS PER ARCH REFER TO SHEETS S20—S20.1 / FOR REQUIREMENTS / TYP TYPICAL FLOOR FRAMING 11/8" TJI-110 AT 16" O.C. MAX W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP—CRETE 40 Typ ROOF j V% %' + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++++++++ + + + + + + + + + + + T / TYPICAL CORRIDOR FRAMING 2x6 DF AT 12" O.C. W/ 4" FLOOR SHEATHING AND 1" MAX GYP—CRETE C�� LEVEL 6 FRAN S9 -- 7 .1 ING PLAN SCALE 3/32" = 1'-0" L. r • ..................... TERRACE LOADING PLAN / SCALE 3/32" = 1'-0" FRAME WALL BETWEEN LANDINGS TERRACE ADD'L DEAD LOAD SCHEDULE HATCH FINISH ADD'L DL • ** ** *** PAVERS 35PSF /jj.' 2' SQ PANTERS 210PSF 2 x8 x2 P—PATCH PLANTERS 265PSF . . ' .'.._` �t 4" GREEN ROOF 35PSF t t t t t t t +t+ + + + + +t+ + + ++++++++++ 6" SYNTHETIC TURF 10PSF 6" MAX DRAIN ROCK 50PSF JOIST SCHEDULE MARK JOIST SPACING CA (2)11/8 TJI-110 AT 16" O.C. 11% TJI-110 AT 16" O.C. 9% TJI-110 AT 16" O.C. POST SCHEDULE MARK SIZE NOTES 0 4x6 PSL © 6x6 PSL ---- © HSS 3%"SQ. 1x4" ---- HSS 3%"SQ.x4" REFER TO SHEET S20 TYPICAL STAIRWELL FRAMING 11/8" TJI-110 AT 16" O.C. W/ 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 2x6, 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LSL MIU SERIES TYPICAL 14 LVL MIU SERIES TYPICAL (2)1 4x7 4 LVL HHUS48 TYPICAL 3%2 PSL HHUS SERIES TYPICAL 54 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. FLOOR FRAV INC NOTES: 1. BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2—L6 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L3—L6 2x4 DF DTUD AT 8" O.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 DE STUD AT 16" O.C. L5—L6 2x4 DF STUD AT 12" O.C. L4 2x4 DF STUD AT 8" O.C. L3 (2)2x4 DF STUD AT 12" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" O.C. L3—L6 2x4 DF STUD AT 8" O.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" O.C. L4—L5 V2x6 AT 12" O.C. L3 2x6 AT 8" O.C. L2 2x6 AT 16" O.C. L5—L6 2x6 AT12"O.C. L4 v 2x6 AT8"O.C. L3 (2)2x6 AT 12" O.C. L2 HEADER/BEA V SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 L6/ROOF A 4x6 HEADER 2 2 1 1 1 8 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 5 4 3 2 1 D (3)2x6 DF FLUSH FRAMED 2—ROWS 4%" SDS SCREWS AT 16" O.C. STAGGERED EA SIDE E DBL 1%x9Y LSL FLUSH FRAMED 3 3 2 2 --- F 13/4x9% LVL FLUSH FRAMED PER PLAN G 3Y2x9Y2 PSL FLUSH FRAMED PER PLAN H 5Y4x9Y2 PSL FLUSH FRAMED PER PLAN I 1%x11 /8 LSL RIM STD RIM 3 3 2 2 --- J DBL 1%x11// LSL FLUSH FRAMED 3 3 2 2 1 K 312x117/ LSL FLUSH FRAMED PER PLAN L 14x11 % LVL FLUSH FRAMED PER PLAN M 3Y2x117/8 PSL FLUSH FRAMED PER PLAN N 54x117/8 PSL FLUSH FRAMED PER PLAN 0 7x117/8 PSL FLUSH FRAMED PER PLAN P 5Y8x21 GLB FLUSH FRAMED PER PLAN Q 3%x117/8 LSL FLUSH FRAMED 2—HR RIM AT 2x4 WALL (4)1Y2x11% LSL FLUSH FRAMED 2—HR RIM AT 2x6 WALL W/ 2—ROWS 4"0x5" SDS AT 24" 0. C. EA SIDE 7x11/8 PSL FLUSH FRAMED 2—HR RIM AT ROOF R (2)14x74 LVL FLUSH FRAMED SPACED AT 10'-0" MAX W/ 3—ROWS 16d AT 16" 0.C. STAGGERED EA SIDE NOTES: 1. * REFER TO SHEETS S11—S11.1 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/S18 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/318 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2—LAYERS OF %" GWB. 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 HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. REVISI$N. N 9. © INDICATES THE NUMBER OF BEARING STUDS BEL PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME TO MATCH WALL STUDS PER SCHEDULE ON THIS SHEET. REVIEWED FOR CODE COMPLIANCE APPROVED 1 JUN 2 0 2011 • •4 City of Tukwila 1 WANG DIVISION 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/S19 AND SHEET S1 FOR ATTACHMENT REQUIREMEZLS RecEIVED CITY OF TUKWILA MAY 262017 PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 VE / REVISIONS z 0 �— w Z w IYO o2 z5 U° <Q z LJ- >�� O1 W o U Z H °n.CI 0o 2N 0 0 0 0 0 00 N Id co to 0) Cl N CO V 10 G O N- N 0 0 N O 1- p 0 0 0 0 0 C O O d ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D w J 0 CO z 0 z w 1- z J otSQ w co OWNER/APPLICANT: -J J v) w a V 0 U) 1— z w 2 a 0 w W w 0 J 0 0 M LLJ 0 z ❑ J 5 0) w O a0 LU M J I PI o D W NCI. I- FAX: (253) 231-5010 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 6 FRAMING PLAN PERMIT CENTER n)Ji) B B ,AI AWNING PER ARCH BALANCE PER DETAILS ON SHEET S20 TYP / / B B 0 TYPICAL ROOF FRAMING ROOF TRUSSES AT 24" O.C. MAX W/ 19/32" ROOF SHEATHING / / ROOF FRAYING PLAN SIM S10 12" 12" TYPICAL ROOF FRAMING ROOF TRUSSES AT 24" O.C. MAX W/ 19/32" ROOF SHEATHING ELEVATOR ROCF FRA / S10 SCALE 3/32" = 1'-0" ---�1 1 V i / VING PLAN SCALE 3/32" = 1'-0" / / / / / JOIST SCHEDULE MARK JOIST SPACING 0 (2)117/ TJI-110 AT 16" 0.C. 117/8 TJI-110 AT 16" 0.C. 9% TJI-110 AT 16" 0.C. POST SCHEDULE MARK SIZE NOTES AO 4x6 PSL © 6x6 PSL ---- © HSS 3Y2"SQ.x1/4" ---- eD HSS 3Y2"SQ.x1/4" REFER TO SHEET S20 HANGER SCHEDULE MEMBER HANGER REMARK TJI FLOOR JOIST ITS SERIES TYPICAL MIT SERIES AT WF BEAM DOUBLE TJI FLOOR JOIST ITS SERIES TYPICAL 2x6, 2x8 JOIST LUS SERIES TYPICAL 4x6, 4x8 AND 4x10 HUS SERIES TYPICAL HUC SERIES AT CORNER POST OR CONCEALED FLANGE COND. SINGLE & DBL LSL MIU SERIES TYPICAL 1 / LVL MIU SERIES TYPICAL (2)13/4x7% LVL HHUS48 TYPICAL 3% PSL HHUS SERIES TYPICAL 514 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. ROOF FRAYING NOTES: BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" 0.C. L2—L6 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L3—L6 2x4 DF DTUD AT 8" 0.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" 0.C. L5—L6 2x4 DF STUD AT 12" 0.C. L4 2x4 DF STUD AT 8" 0.C. L3 (2)2x4 DF STUD AT 12" 0.C, L2 TYP PARTY WALL 2x6 DF STUD AT 16" 0.C. L3—L6 2x4 DF STUD AT 8" 0.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" 0.C. L4—L5 V2x6 AT 12" 0.C. L3 2x6 AT 8" 0.C. L2 2x6 AT 16" O.C. L5—L6 2x6 AT12"O.C. L4 V 2x6 AT 8" O.C. L3 (2)2x6 AT 12" 0.C. L2 HEADER/BEA V SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 L6/ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 5 4 3 2 1 D (3)2x6 DF FLUSH FRAMED 2—ROWS 4Y2" SDS SCREWS AT 16" 0.C. STAGGERED EA SIDE E DBL 112x9% LSL FLUSH FRAMED 3 3 2 2 --- F 1%x9Y LVL FLUSH FRAMED PER PLAN G 3%x92 PSL FLUSH FRAMED PER PLAN H 5Y4x9Y2 PSL FLUSH FRAMED PER PLAN I 1%x117/ LSL RIM STD RIM 3 3 2 2 --- J DBL 1Y2x117/8 LSL FLUSH FRAMED 3 3 2 2 1 K 3Y2x11// LSL FLUSH FRAMED PER PLAN L 13/4x117/8 LVL FLUSH FRAMED PER PLAN 3Y2x117/8 PSL FLUSH FRAMED PER PLAN N 5%x11 / PSL FLUSH FRAMED PER PLAN 0 7x117/8 PSL FLUSH FRAMED PER PLAN P 5Y8x21 GLB FLUSH FRAMED PER PLAN Q 3%x117/8 LSL FLUSH FRAMED 2—HR RIM AT 2x4 WALL (4)1Y2x117/8 LSL FLUSH FRAMED 2—HR RIM AT 2x6 WALL W/ 2—ROWS 1/" 0x5" SDS AT 24" 0.C. EA SIDE 7x117/8 PSL FLUSH FRAMED 2—HR RIM AT ROOF R (2)13/x7Y LVL FLUSH FRAMED SPACED AT 10'-0" MAX W/ 3—ROWS 16d AT 16" 0.C. STAGGERED EA SIDE NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. REFER TO SHEETS S11—S11.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. REFER TO DETAIL 20/S19 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S19 FOR FLUSH FRAMED HEADER FRAMING. 3. 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. OA INDICATES MARK FOR POST SIZE PER SCHEDULE ON THIS SHEET. 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/S18. 7. GT INDICTATES GIRDER TRUSS. ST INDICATES SHEAR TRUSS. REFER TO DETAIL 3/518 FOR REQUIREMENTS. VI I N N REVIEWED FOR CODE COMPLIANCE APPROVED ' JUN 2 0 2017 City of Tukwila BUILDING DIVISION 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 RECEIVED CITY OF TUKWILA MAY 26 2017 INDICATES TRUSS HEEL HEIGHT AT EXTERIOR IRIVIIT CENTER INDICATES MARK FOR HEADER/BEAM SIZE PER SCHEDULE ON THIS SHEET 13. GRID LINES ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 w VE / REVISIONS z 0 h Og z ? O g z _ �ou,2 02-15-2015 03-19-2015 05-22-2015 03-01-2016 06-02-2016 �Nt N N N N 0 000 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D cc w J 0 CO J z 0 z w 1- z h OWNER/APPLICANT: 0 J U) w 0 cn a 1- z w a 0 J w w w 0 1- 0 0 M 1- ❑ c9 z 0 J 5 m w WQ° ,L (1.Q = N = M Zg� N d H FAX: (253) 231-5010 0 U z 0 LIf Z ° Z 0 U w• FU o a w0 CC} WZ 0M y0 oW W� PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS ROOF FRAMING PLAN OIX wewpnw. OzQ1= o�8 IL EL 0O0 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 S17 S17 10d AT 6" O.C. FLOOR NAILING 16d EA SIDE JOIST TOP PLATE NAILING 16d AT 3" O.C. STAGGERED FLOOR SECTION 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING 32" LSL RIM SUBFLOOR 1[ " OFFSET A35 AT LTP4 SPACING 2—HR WALL ALIGN EXTERIOR FACE OF DRYWALL W/ SHEATHING ABOVE COS17 FLOOR SECTION RIPPED 2x LSL PLATE MATCH BEAM WIDTH W/ 2—ROWS SHOT —PINS AT 24" O.C. BEAM PER PLAN FLOOR SECTION PROVIDE 12" LSL BLKG AT 48" O.C. AT PARA. COND SUBFLOORS LTP4 NOT REQUIRED IF BTM SHEATHING LAPS RIM, 2" MIN OR TOP SHEATHING NAILED TO TOP —TOP PLATE SCALE 3/4" = 1'-0" WALL WHERE OCCURS 1 2" LSL BLKG n 16d AT 6" O.C. HGRS PER PLAN 16d TN AT 6" 0.C. AT BRG WALL FLUSH BEAM PER PLAN (7)FLOOR SECTION 16d PER SCHEDULE (6" 0.C. MAX) SUBFLOOR� DOUBLE 12" LSL RIM U.N.O. [LTP4 PER SCHEDULE LSL BLKG AT 24" O.C. (16" 0.C. MAX) W/ A53 EA END NAILED INTO TOP PLATE AND RIM SCALE 3/4" = 1'-0" 10dx24" AT 6" 0.C. FLOOR NAILING SUBFLOOR S HGR PER PLAN CORRIDOR WALL BEYOND LEDGER AND HGR PER 3/S17 CONTINUOUS 12" LSL RIM 2—HR WALL SCALE 1" = 1'-0" STAIRWELL ILSL BLKG AT 24" 0.C. W/ A53 EA END 16d PER SCHEDULE (6" O.C. MAX) 10dAT6"0.C. FLOOR NAILING HGR PER SCHEDULE 2—HR RIM PER PLAN ADD'N 12" LSL W/ 6" BRG NAIL TOGETHER W/ (2)10d AT 6" O.C. OR SINGLE 3%" LSL RIM PER PLAN CC FLOOR SECTION S17 16d PER SCHEDULE (6" 0.C. MAX) 10d AT 6" O.C. FLOOR NAILING 2—HR RIM PER PLAN 16d PER SCHEDULE FLOOR NAILING HGR PER SCHEDULE CORRIDOR CORRIDOR BEAM AND HGR PER PLAN RIM PER PLAN EXTEND SHEARWALL SHEATHING MIN 2” ABOVE TOP PLATE SUBFLOORS [:;JLTP4 PER SCHEDULE SW PER PLAN FLOOR Fr4 PER 1/17 2—HR WALL STAIRWELL RECEIVED CITY OF TUKWILA IT CENTER MID —LANDING R VISI ISSUE DATE: 08-21-2014 -J Of LU 0 LU PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS FLOOR FRAMING DETAILS S1 S17/ 10dAT6"O.C. AT FLUSH BEAM 10d AT 6" 0.C. FLOOR NAILING 2x8 BLKG AT 24" O.C. W/ A53 EA END HGA10 AT 48" O.C. � FLOOR SECTION 11/" TYP BEAR POST ON WALL PLATE SUBFLOOR 4 SCALE 3/4" = 1'-0" SUBFLOOR LTP4 NOT REQUIRED IF BTM SHEATHING LAPS RIM, 2" MIN OR TOP SHEATHING NAILED TO TOP —TOP PLATE SCALE 3/4" = 1'-0" / STEEL POSTS IN WALL ABOVE PER PLAN 346V 2" BRG PLATE W/ (2) 5/8"0x8" LAGS INTO BLOCK 54x117/8x2'-0" SOLID BLOCK BELOW POST MULTISTUD POST PER PLAN (12 FLOOR SECTION S17 SUBFLOOR [ LTP4 PER SCHEDULE (16" O.C. MAX) SW PER PLAN SCALE 3/4" = 1'-0" 2—HR WALL RATED SHAFT 2—HR RIM PER PLAN A35 EA SIDE TOP/BTM SCALE 3/4" = 1'-0" 16d PER SCHEDULE (6" 0.C. MAX) 10d AT 6" 0.C. FLOOR NAILING HGR PER SCHEDULE FLOOR SECTION 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 12" LSL RIM, U.N.O. LUS26 HGR SHEA THING TO LAP RIM W/ NAILING TO RIM AND PLATE CORRIDOR LEDGER AND HGR PER TYP CONDITION TOP PLATE NAILING CONTINUOUS 16d AT 3" 0.C. 12" LSL RIM STAGGERED ADD'N 12" LSL W/ 6" BRG NAIL TOGETHER W/ (2)10d AT 6" 0.C. OR SINGLE 3Y2" LSL RIM PER PLAN TYPICAL CORRIDOR FRAMING FLOOR SECTION UNIT HGR PER PLAN WALL BEYOND CORRIDOR FRAMING AT DOORWAY S17 SCALE 3/4" = 1'-0" SUBFLOOR NO PLATE REQ'D AT DECK DECK FINISH PER ARCH NCR PER PLAN 2x10 LEDGER W/ (3)4"0x4" SDS LAGS AT 16" O.C. INTO BLOCK (8 FLOOR SECTION 13/4"x16" LVL RIM 7-10d AT 6" O.C. TYP WF BEAM PER PLAN RIPPED 4x BLOCK EA SIDE TO BEAR ON BTM FLANG W/ 5/"0 THRU—BOLT AT 16" 0.C. COUNTERBORE 1" MAX EA SIDE 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" 0.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS HGR-" PER PLAN FRAME WALL TO UNDERSIDE OF 16" JOISTS SUBFLOOR SCALE 3/4" = 1'-0" 16" TJI—JOISTS PER PLAN A35 AT LTP4 SPACING PER SCHEDULE (16" 0.C. MAX) PROVIDE 2" MIN BRG FLOOR SECTION UNIT 2—HR WALL SW PER PLAN A35 AT LTP4 SPACING PER SCHEDULE (16" 0.C. MAX) SCALE 3/4" = 1'-0" STAIRWELL FLOOR SECTION 3.5"x9.25" LSL PLATE RIPPED TO MATCH WF BEAM W/ 5/" 0 THRU—BOLT STAGGERED AT 16" O.C. COUNTERBORE 1" MAX HGR PER PLAN 2x10 LEDGER W/ (3)4".0x4" SDS LAGS AT 16" O.C. INTO BLOCK 12" LSL RIM 16d PER SCHEDULE (6" 0.C. MAX) 10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG 32" LSL RIM BELOW POSTS C FLOOR SECTION S17 PROVIDE VERT SOLID BLKG BELOW POSTS 16d PER SCHEDULE FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS A35 PER SCHEDULE (16" 0.C. MAX) BEAR JOISTS HGR IN EA UNIT PER PLAN ON PARTY WALL AT SHEARWALL AT WIDE RIM CO FLOOR SECTION 16d PER SCHEDULE FLOOR NAILING SUBFLOOR WF BEAM PER PLAN RIPPED 4x BLOCK TO BEAR ON BTM FLANG COUNTERBORE 1" MAX AT EXTERIOR FACE 16d PER SCHEDULE FLOOR NAILING 13/4" LVL RIM A35 AT LTP4 SPACING PER SCHEDULE pi HGR PER PLAN CD FLOOR SECTION CORRIDOR WALL 2x8 LEDGER W/ STAGGERED MA TCH CORRIDOR FRAMING 2—HR RIM PER PLAN SUBFLOORS 16" TJI—JOISTS PER PLAN SCAL STAIRWELL FLOOR SECTION RIM FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS SUBFLOORS A35 AT LTP4 SPACING PER SCHEDULE BEAR JOISTS ON PARTY WALL 1%2" LSL RIM UNO BEAR JOISTS IN EA UNIT ON PARTY WALL AT NON-SHEARWALL 16d PER SCHEDULE (6" 0.C. MAX) FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS SUBFLOOR HGR PER PLAN WIDE RIM WHERE OCCURS FLOOR SECTION CORRIDOR 16d PER SCHEDULE (6" 0.C. MAX) FLOOR NAILING CONTINUOUS RIM PER PLAN 1Y2" LSL BLKG AT 48" 0.C. TYPICAL CORRIDOR FRAVING A35 AT LTP4 SPACING PER SCHEDULE ANGLE JOISTS TO BEAR ON PLATE PROVIDE 2" MIN BRG SUBFLOOR LSL BLKG WALL BEYOND CORRIDOR FRAVING AT DOORWAY FLOOR SECTION UNIT FLOOR FRAMING REVIEWED FOR CODE COMPLIANCE APPROVED SW PER City of Tukwila BUILDING DIVISION LAN 2191 FLOOR SECTION SUBFLOOR FLOOR FRAMING PER PLAN [ LTP4 PER SCHEDULE (16" 0.C. MAX) SW PER PLAN WHERE OCCURS SCALE 3/4" = 1'-0" CONTINUE SHEA THING OVER BOTH WALLS SUBFLOOR SCALE 3/4" = 1'-0" AWNING BALANCE PER X/S20 FINISH PER ARCH DBL 2x6 TOP PLATE 2x6 AT 16" O.C. IN/ A35 TOP/BTM 2x6 PLATE W/ 4"x4" SDS AT 8" O.C. 10dAT6"O.C. CONTINUE SW TO TOP RAILING FLOOR SECTION BALANCE WALL PER 1/S17 16d AT 6" O.C. 10d AT 6" O.C. 2x6 PLATE W/ A35 EA STUD BEAM AND HGR PER PLAN 12" LSL AT 24" O.C. W/ A35 EA END 32" LSL RIM UNIT 2"0x6" LAG AT 16" O.C. A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) SCALE 3/4" = 1'-0" STAIRWELL 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING n FLOOR SECTION HGR PER SCHEDULE 2-HR RIM PER PLAN 2-HR WALL `CONTINUE SHEATHING OVER BOTH WALLS SUBFLOOR S \S 17y CONTINUE DOWN SHEATHING TO BTM OF BEAM PAVERS/FINISH PER ARCH DECK JOISTS PER PLAN HGR PER PLAN 2x12 LEDGER W/ (3)/4"0x42" SDS LAGS AT 6" O.C. INTO BEAM �i FLOOR SECTION y 3/4" BRG PLATE W/ (2) 5/8"0x8" LAGS INTO BLOCK BREAK SHEATHING AT BASE PLATE BEAR ON BEAM OSUBFLOOR CCOQ POST CAP POST IN WALL PER 11/S19 FLOOR SECTION 17. SCALE 3/4" = 1'-0" 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING s SUBFLOCRS 16 TJI JOISTS BEAM PER PLAN SCALE 3/4" = 1'-0" POST ABOVE WHERE OCCURS 3%61/ SCALE 3/4" = 1'-0" AWNING BALANCE PER X/S20 DBL 2x6 TOP PLATE 2x6 AT 16" O.C. W/ A35 TOP/BTM 2x6 PLATE W/ 4"x4" SDS AT 8" O.C. 3/"x11" PLATE AT BOLT CONNECTION W/ (2)5/a"0 THRU-BOLTS AT 4'-0" MAX FLAT 2x6 AT 4'-O" O.C. W/ (4)/"x4" SDS INTO BEAM FINISH PER ARCH FLOOR SECTION 2x4 AT16"O.C. NOTCH SHEATHING FOR FLAT 2x6 2x6 PLATE W/ 4"x4" SDS AT 8" O.C. BEAM PER PLAN 1 2" LSL AT 24" O.C. W/ A35 EA END 32" LSL RIM 17. 12" RIM OVER CORRIDOR WALL 3"0 MAX VENT HOLES AS NEC UNIT 10d AT 6" O.C. FLOOR SECTION 17. POST/WALL PROVIDE TAKE-UP DEVICE AT EACH LEVEL EACH BOLT OSUBFLOCR SCALE 3/4" = 1'-O" FINISH PER ARCH A35 AT LTP4 SPACING PER SCHEDULE (AT 16" O.C. MAX) SW SHEATHING AND NAILING PER PLAN CORRIDOR V 3/16 BEAM IN FLOOR PER PLAN POST IN WALL PER 11/S19 12 FLOOR SECTION SCALE 3/4" = 1'-0" POST ABOVE WHERE OCCURS 6 / 4" END PLATE 5.5"x10" STEEL SHIM AS NEC 3/4"x5.5"x10" BRG PLATE W/ (2)5/"0 THRU-BOLTS 6 / WALL PER PLAN 17 L3 SUBFLOOR 17 17 1 2" TYP (2) 4„0 BOLTS 34 12" TYP 46 POST IN WALL PER 11/S19 FLOOR SECTION SCALE 3/4" = 1'-0" 4" END PLATE 3/4" BRG PLATE MATCH FLANGE WIDTH 1Y4" OFFSET NO OFFSET AT INT. COND. SCALE 3/4" = 1'-0" BALANCE PER 1/S17.1 DBL 2x6 TOP PLATE 2x6 AT 16" O.C. W/ A35 TOP/BTM 1 FINISH PER ARCH w.r 2x6 PLATE W/ 4 "x4" SDS AT 8" O.C. AWNING BALANCE PER X/S20 �S 17. PAVERS/FINISH PER ARCH 3 2 LSL BLKG —PROVIDE 2" BRG BELOW RAILING OR HGR W/ A35 EA END HGR REQ'D ALTERNATE SIDES OVER OPENINGS FLOOR SECTION CONTINUE DOWN SHEA THING 10d AT 6" O.C. 1 SCALE 3/4" = 1'-0" —I EXTERIOR WALL BALANCE PER 1/S17 HGR PER PLAN 12" LSL LEDGER W/ (3)/"0x42" SDS LAGS AT 6" O.C. INTO RIM FLOOR SECTION 17. SUBFLOOR A35 AT LTP4 SPACING PER SCHEDULE (AT 16" O.C. MAX) PARTY WALL PER PLAN SCALE 3/4" = 1'-0" DBL 2x6 TOP PLATE W/ A34 EA STUD FLAT 2x4 AT EA STUD W/16dAT6"O.C. 2x6 BLKG W/ VENT HOLES 16d AT 6" O.C. THRU RIM TO 2x6 BLKG — 1%2" LSL BLKG 10d AT 6" O.C. CONTINUE SW TO TOP RAILING 4 FLOOR SECTION 2x4 AT 16" O.C. PARAPET 10dAT6"O.C. H2.5 EA STUD (10)16d EA STUD INTO JOIST x 0 17 SCALE 3/4" = 1'-0" PAVERS/FINISH PER ARCH 92" TJI JOISTS HGR PER PLAN 12" LSL LEDGER W/ (3)4"0x42" SDS LAGS AT 6" O.C. INTO TBEAM 91 FLOOR SECTION 21" GLB RIPPED 2x10 N LI SUBFLOOR 117/8" TJI JOISTS 17. SCALE 3/4" = 1'-0" RAILING SUPPORT DBL 2x8 BLKG OR 4x8 BLKG W/ A35 EA END H2.5 EA STUD 2x8 BLKG BRICK WHERE OCCURS PER ARCH 10d AT 6" O.C. CONTINUE SW TO TOP RAILING RAILING PER ARCH /10dAT6"O.C. INTO 2x8 BLKG MATCH BRICK MODULE X 10d AT 3" O.C. INTO 2x6 BLOCK 1'-4„ WEB BLKG IN JOISTS AT 2x BLKG 2x4 BLKG AT 48" O.C. IN SECOND BAY 2x6 BLOCK AT EA STUD W/ A35 TO JOIST AND (8)16d INTO STUD BALLOON FRAME STUDS TO TOP OF RAILING FLOOR SECTION 10d AT 6" O.C. A35 EA BLOCK To FLOOR SECTION CS17 VISI N SCALE 1" = 12" LSL BLKG W/ VENT HOLES WEB BLKG OVER SUPPORT H2.5 EA JOIST INTERIOR BRG WALL PER PLAN SCALE 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED IJUN 20 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 26 2011 PERMIT CENTER U 0: O 0 z a 0 0 0 Civil - Structural - Land Use to 0 rn w 5 NN oki ao0 00 = N N Co0010tn N m a) 0 0 O =.se NN N -.I 0- ti: PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 w VE / REVISIONS z O - w0) z w ctOz 02 Z7 U0 <z 0ce woa 0 0..J00o U- a. 0 0 Q 0 N ❑ 9 0 02-15-2015 • to cDtiti T 1—r r 0 0 0 0 000 N CV c1 N CV CV CV O N .— N CO �} u') CLSNI 2 (607 0 0 0 0 0 0 0 ISSUE DATE: 08-21-2014 VILLAGE - BUILDING > J D 0 co z 0 Q z cc w F- z 1- 06Q CO5. F- J OWNER/APPLICANT: O 0 M w H U) C9 z ❑ —J m j< w w o Qo w • q N—J M � >- Li N a Fw- O_ O L9 M ) 0 w W z 0 Po tcloj z 0 U 3 w . w a w0 Se. w< CC wZ Ow Z a it 0 0O wZ W PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS FLOOR FRAMING DETAILS 6/23/2016 11:53:51 AM C\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: PERMIT#: D14-0326 TUKWILA VILLAGE - BUILDING D 1111111111111111111111, 68 AFFORDABLE SENIOR APARTMENTS/ MIXED -USE OFFICE TUKWILA, WASHINGTON 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 DAVIDO 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 98032 TEL: (425) 251-6222 FAX: (425) 251-8782 CONTACT: COSTA PHILIPPIDES 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 PROJECT DESCRIPTION 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 BUILDINGS ARE LOCATED ON PARCEL E. BUILDING D IS THE FIRST BUILDING IN PHASE TWO OF TUKWILA VILLAGE AND INCLUDES: CONSTRUCTION OF A SIX STORY BUILDING CONTAINING (68) NEW UNITS OF LOW-INCOME SENIOR APARTMENT RENTAL HOUSING AND GROUND FLOOR OFFICE USES. OFFICE SHELL ONLY, TENANT IMPROVEMENTS UNDER SEPARATE PERMIT. PARKING FOR (49) VEHICLES IS PROVIDED IN ONE LEVEL OF PARKING GARAGE. PARKING FOR ADDITIONAL (29) VEHICLES IS PROVIDED IN SURFACE LOT. (78) TOTAL STALLS ON -SITE. ADDITIONAL PARKING PROVIDED IN BUILDING E. BUILDING E UNDER SEPARATE BUILDING PERMIT APPLICATION/SUBMITTAL. PROJECT SITE DATA ADDRESS: 14400 TUKWILA INTERNATIONAL BOULEVARD, 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) LAND USE APPROVALS 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 .7J Mil arel II ell I 'KO •-1 - 1 • L. • R • :1 VICINITY MAP IOuicvarci Park R elon en tom{ rt4u St 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SHEET INDEX ISSUE REV SHEET # SHEET TITLE DATE # 00-ARCHITECTURAL COVER SHEET 06/02/2016 01-CODE SHEETS A001 BUILDING CODE COMPLIANCE NOTES 06/02/2016 A002 GENERAL NOTES ACCESSIBILITY NOTES 06/02/2016 1 04-ARCHITECTURAL SITE PLAN ARCHITECTURAL SITE PLAN 05-ARCHITECTURE 106/02/2016 A003 MEZZANINE CALCULATIONS 06/02/2016 A004 OCCUPANCY & EGRESS PLANS 06/02/2016 1 A004a OCCUPANCY & EGRESS PLANS 06/02/2016 1 A005 FIRE/SOUND ASSEMBLY PLANS 06/02/2016 1 A005a FIRE/ SOUND ASSEMBLY PLANS 06/02/2016 1 A006 CONCRETE FIRE, SOUND & INSULATION ASSEMBLIES 06/02/2016 2 A006a METAL FIRE, SOUND & INSULATION ASSEMBLIES 06/02/2016 1 A006b WOOD FIRE, SOUND & INSULATION ASSEMBLIES 06/02/2016 A006c WOOD FIRE, SOUND & INSULATION ASSEMBLIES 06/02/2016 A006d WOOD FIRE, SOUND & INSULATION ASSEMBLIES 06/02/2016 A007 FIRE/PENETRATIONS NOTES & DETAILS 06/02/2016 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 LEVEL P1 06/02/2016 3 A101 LEVEL 1 FLOOR PLAN 06/02/2016 3 A102 MEZZANINE FLOOR PLAN 06/02/2016 3 A103 LEVEL 2 FLOOR PLAN 06/02/2016 1 A104 LEVEL 3 FLOOR PLAN 06/02/2016 1 A105 LEVEL 4 FLOOR PLAN 06/02/2016 1 A106 LEVEL 5 FLOOR PLAN 06/02/2016 1 A107 LEVEL 6 FLOOR PLAN 06/02/2016 1 A108 ROOF PLAN 06/02/2016 3 A200 EXTERIOR ELEVATIONS 06/02/2016 2 A201 EXTERIOR ELEVATIONS 06/02/2016 2 A300 BUILDING SECTIONS 06/02/2016 A301 BUILDING SECTIONS 06/02/2016 A310 WALL SECTIONS 06/02/2016 1 A311 WALL SECTIONS 06/02/2016 1 A312 WALL SECTIONS 06/02/2016 2 A313 INTERIOR WALL SECTIONS 06/02/2016 1 A400 ENLARGED RESIDENTIAL LOBBY PLANS & ELEVATIONS 06/02/2016 2 A401 ENLARGED RESIDENTIAL LOBBY MEZZANINE PLAN & ELEVATIONS 06/02/2016 A402 ENLARGED COMMERCIAL RESTROOMS PLANS & ELEVATIONS 06/02/2016 1 A403 ENLARGED RESIDENTIAL AMENITY PLANS & ELEVATIONS 06/02/2016 1 A404 ENLARGED RESIDENTIAL COMMON AREA PLANS & ELEVATIONS 06/02/2016 A405 ENLARGED COMMERCIAL ENTRY AREAS 06/02/2016 A420 ENLARGED UNIT GENERAL NOTES 06/02/2016 A421 ENLARGED UNIT PLANS 1-BEDROOM - A 06/02/2016 A422 ENLARGED UNIT PLANS 1-BEDROOM - C 06/02/2016 1 A423 ENLARGED UNIT 1-BEDROOM - UNIT C 06/02/2016 1 A424 ENLARGED UNIT 2-BEDROOM - UNIT D 06/02/2016 2 A425 ENLARGED UNIT 2-BEDROOM - UNIT E 06/02/2016 2 A426 ENLARGED UNIT 1-BEDROOM F1, F1.1 06/02/2016 2 A427 ENLARGED UNIT 1-BEDROOM TYPE A 06/02/2016 2 A428 ENLARGED UNIT 2-BEDROOM TYPE A 06/02/2016 1 A450 STAIR PLANS & SECTIONS 06/02/2016 1 A451 STAIR PLANS & SECTIONS 06/02/2016 A452 MISC. STAIR PLANS & SECTIONS 06/02/2016 A453 STAIR DETAILS 06/02/2016 1 A460 ELEVATOR PLANS, SECTIONS, NOTES AND DETAILS 06/02/2016 2 A500 EXTERIOR CONCRETE/BELOW GRADE & AT -GRADE DETAILS 06/02/2016 A501 EXTERIOR DETAILS - WEATHER BARRIER & FLASHING SYSTEMS 06/02/2016 1 A502 EXTERIOR SIDING DETAILS 06/02/2016 1 A503 EXTERIOR METAL PANEL & WOOD SIDING DETAILS 06/02/2016 A504 EXTERIOR BRICK WALL DETAILS 06/02/2016 A505 EXTERIOR ROOF DETAILS 06/02/2016 1 A510 CANOPIES & TRELLISES 06/02/2016 1 A511 CANOPIES & TRELLISES 06/02/2016 1 A520 INTERIOR DETAILS 06/02/2016 A521 DETAILS - ACCESSIBILITY 06/02/2016 1 A600 DOOR SCHEDULE, ELEVATIONS, & DETAILS 06/02/2016 4 A610 BUILDING WINDOW SCHEDULE & ELEVATIONS 06/02/2016 1 A620 STOREFRONT WINDOW SCHEDULE & ELEVATIONS 06/02/2016 1 A621 STOREFRONT WINDOW SCHEDULE & ELEVATIONS 06/02/2016 06-SURVEY 1 OF 3 ALTA/ACSM LAND TITLE SURVEY 09/01/11 2 OF 3 ALTA/ACSM LAND TITLE SURVEY 09/01/11 3 OF 3 ALTA/ACSM LAND TITLE SURVEY 09/01/11 07-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 08-LANDSCAPE LO1 BUILDING D SITE LAYOUT PLAN 06/02/2016 1 L02 BUILDING D LEVEL 1&6 - LANDSCAPE PLAN 06/02/2016 1 L03 BUILDING D LEVEL 1 IRRIGATION PLAN 06/02/2016 1 L10 SITE DETAILS 06/02/2016 L11 SITE DETAILS 06/02/2016 1 ISSUE REV SHEET # SHEET TITLE DATE # L12 SITE DETAILS 06/02/2016 1 L20 LANDSCAPE SCHEDULE, NOTES & DETAILS 06/02/2016 1 L30 IRRIGATION DETAILS 06/02/2016 L31 IRRIGATION DETAILS, LEGEND, & NOTES 06/02/2016 L32 IRRIGATION SPECIFICATIONS 06/02/2016 09-GEOPIER GEOPIER CONSTRUCTION NOTES & DETAILS 05/26/16 GEOPIER FOUNDATION PLAN 05/26/16 09.1-SHORING SEPARATE PERMIT 10-STRUCTURAL S1 GENERAL NOTES 06/02/2016 S1.1 GENERAL NOTES CONTINUED 06/02/2016 S2 LEVEL P1 PLAN 06/02/2016 S3 LEVEL 1 REBAR PLAN 06/02/2016 S3.1 LEVEL 1 DECK PLAN 06/02/2016 S4 MEZZANINE PLAN 06/02/2016 S5.1 LEVEL 2 PT PLAN 06/02/2016 S7 LEVEL 4 FRMAING PLAN 06/02/2016 S8 LEVEL 5 FRAMING PLAN 06/02/2016 S9 LEVEL 6 FRAMING PLAN 06/02/2016 S10 ROOF FRAMING PLAN 06/02/2016 S11 LEVEL 2-5 SHEARWALL PLAN 06/02/2016 S11.1 LEVEL 6 SHEARWALL PLAN 06/02/2016 S12 WALL ELEVATIONS 06/02/2016 S12.1 WALL ELEVATIONS 06/02/2016 S12.2 WALL ELEVATIONS 06/02/2016 S12.3 WALL ELEVATIONS 06/02/2016 S12.4 WALL ELEVATIONS 06/02/2016 S13 BEAM ELEVATIONS 06/02/2016 S14 FOUNDATION DETAILS 06/02/2016 S14.1 COLUMN DETAILS 06/02/2016 S15 PT DETAILS 06/02/2016 S15.1 BEAM DETAILS 06/02/2016 S16 CONCRETE DETAILS 06/02/2016 S16.1 CONCRETE DETAILS (CONT.) 06/02/2016 S17 FLOOR FRAMING DETAILS 06/02/2016 S17.1 FLOOR FRAMING DETAILS 06/02/2016 S18 ROOF FRAMING DETAILS 06/02/2016 S19 MISC DETAILS 06/02/2016 S20 CANOPIES AND TRELLIS DETAILS 06/02/2016 S20.1 CANOPIES AND TRELLIS DETAILS (CONT.) 06/02/2016 Grand total: 130 ern* II Plan review approval is subject to orrors and omissions. Approval of construction documents does not authorize the violation of any adopted cod© or ordinance. Receipt of approved Field C.. = nd condi Zicknowledged: i Date: SEPARATE PERMIT REQUIRED FOR: Mechanical rirElcctrica) ,.!lumbing lzGas Piping City of Tukwila BUILDING DIVISION 1 1 1 1 1 3380 1 1 1 t1 I 1 1 t1 cI 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,REG L. ALLWINE 9 ATE OF WASHINGTON 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 STAMP LIJ 0 0 a re 0 co O PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 0 W PERMIT COMMENTS w 0 SET ISSUAI Q .. 0 O e 0 '7 0 N N 0 m N O 0 CO 0 O 8 m N 9 8 0 z .- N COv (n CO Decsription PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION PERMIT COMMENTS 0 ttl o ID CO m N N N `:'44 sob gym/ 6{. .- N 0) VILLAGE - BUILDING D lei .i4�;Rlg' APPR°',`E No changes .Irniod.F,. to thes plans without approval fmrn the Planning Division of DCD =.. Approved By: rt..��. REVISIONS No changes shall be made to the. scope of work without prior approval of Tukwila Building Division. NOTE: Revision will require a new plan submittal and may include additional plan review feed CORRECTION LTR# �.. SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U W o a. a. W 0 0 z Z 0 W 0 0 z W oz zo p Z W m< 'mu 3~ >z �10 m W Z I o0 0' W© Q Ig z� o15 WCO I- OO. RECEIVED CITY OF TUKWILA JUN232016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 DWK DWK COVER SHEET .CS PERMIT SET BUILDING CODE INFORMATION PROPOSED BUILDING AREAS BY OCCUPANCY PARKING REQUIREMENTS COORDINATION NOTES DEFERRED SUBMITTALS C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D 2016_dianak@johnsonbraund.com.rvt FILE NAME: GOVERNING CODES: 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: TUKWLA MUNICIPAL CODE (TMC) TITLE 18 - ZONING ORDINANCE 2326 - TMC 16.05 5-STORY TYPE V-A BUILDINGS ORDINANCE 2330 - TMC 16.46 FIRE PROTECTION IN MID -RISE BUILDINGS (>40 FT / 4 STORIES) LEVEL OCCUPANCY GROUP AREA(SF) S-1 S-2 B M A-2 R-2 LEVEL 6 216 9,811 10,027 LEVEL 5 216 12,074 12,290 LEVEL 4 216 12,074 12,290 LEVEL 3 216 12,074 12,290 LEVEL 2 216 12,009 12,225 MEZZ. 65 5,271 463 5,799 LEVEL 1 63 10,528 10,591 LEVEL P1 1,724 17,311 1,114 20,149 Subtotal 2,932 17,311 16,913 58,505 TOTAL 95,661 w w a. OCCUPANCYGROUPS PROPOSED FLOOR AREA MIXED -USE, NON -SEPARATED USES (PER IBC 508.3): R-2: B: S-1: S-2: RESIDENTIAL APARTMENT & ASSEMBLY USES < 50 OCCUPANTS BUSINESS, OFFICE USE & ASSEMBLY USES < 50 OCCUPANTS GENERAL STORAGE (MODERATE HAZARD) ENCLOSED PARKING GARAGE & LOW HAZARD STORAGE SEE BUILDING AREAS THIS SHEET FOR OCCUPANCY AREA BREAKDOWN SEE SHEETS A004 SERIES FOR DETAILED OCCUPANCY ANALYSIS CONSTRUCTION TYPES / CODE NOTES LEVELS: OCCUPANCY GROUPS: CONSTRUCTION TYPE: LEVELS 2-6 R-2 / (S-1 ACCESSORY) TYPE VA »» THREE HOUR HORIZONTAL SEPARATION «« MEZZANINE B (OFFICE TI) TYPE 1A LEVEL 1 B (OFFICE TI) TYPE 1A LEVEL P1 S-2, S-1 ,R-2 (LOBBY) TYPE 1A 1. HORIZONTAL BUILDING SEPARATION ALLOWANCE PER IBC 510.2 TYPE 5A CONSTRUCTION OVER PODIUM OF TYPE 1A CONSTRUCTION WITH 3 HOUR HORIZONTAL SEPARATION 2. BUILDING PROTECTED THROUGHOUT BY AN APPROVED AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH 903.3.1.1 (NFPA 13). 3. BUILDING PROVIDED WITH A MONITORED MANUAL AND AUTOMATIC FIRE DETECTION SYSTEM THROUGHOUT WITH AUDIBLE AND VISUAL ALARMS (TMC 16.05.050 B). 4. CLASS 1 STANDPIPE HOSE CONNECTIONS PER TMC 16.05.050D. 5. LEVEL ONE MEZZANINE PER IBC 505.1 MEZZANINE AREA >/= 1/2 FLOOR AREA BELOW PER IBC 505.2.1, EXCEPTION 2: TYPE 1A CONSTRUCTION, SPRINKLERED NFPA 13 & APPROVED EMERGENCY VOICE/ALARM COMMUNICATION PER IBC 907.5.2.2. 6. 2 HOUR RATING OF STRUCTURAL FRAME & LOAD BEARING ELEMENTS PER TMC 16.05.020 B. FIRST LEVEL OF TYPE VA CONSTRUCTION 7. STAIR ENCLOSURES PRESSURIZED PER TMC 16.05.040. 8. ELEVATOR HOISTWAYS PRESSURIZED PER TMC 16.05.080.7. 9. STANDBY GENERATOR SET PROVIDED ON PREMISE (NFPA 70) PER TMC 16.05.050 FOR EMERGENCY LIGHTING, STAIR ENCLOSURE & ELEVATOR SHAFT PRESSURIZATION AND EL EVATORS. GENERATOR LOCATED IN ADJACENT RUIL-DING E (ON SAME PROPERTY). 10. EMERGENCY COMMUNICATIONS SYSTEM PER TMC 16.46.110. 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. 12. EMERGENCY EVACUATION NOTIFICATION SYSTEM (IBC 403) PER TMC 16.46.130. 13. SMOKE EVACUATION SYSTEM (IBC/IFC 909) PER TMC 16.46.140. ALLOWABLE BUILDING HEIGHT AND AREA PER IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE: LEVELS P1, LEVEL 1 & MEZZANINE (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 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) B (BUSINESS) 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 AREA OR THE NUMBER OF STORIES.) UPPER BUILDING = LEVELS 2- 6 (REQUIRES AREA INCREASES PER IBC 504 & 506) PER TABLE 503, TYPE V-A: HEIGHT (feet) 50 HEIGHT (Stories) Area (SF) 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 ACTUAL BUILDING HEIGHT: SEE ELEVATIONS SHEETS A200 SERIES ALLOWABLE NUMBER OF STORIES: 4 + 1 = 5 STORIES (PER TMC 16.05) ACTUAL NUMBER OF STORIES: 5 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): TYPE VA ALLOWABLE BUILDING AREA: 12,000 SF (At) per Story Aa={At+[Atxlf]+[Atxls]} FRONTAGE INCREASE If = [F/P-.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 506.4.1.2) 36,000 SF X 3 =108,000 SF ACTUAL AREA: SEE BUILDING AREAS THIS SHEET NO STORY SHALL EXCEED THE ALLOWABLE BUILDING AREA PER STORY (Aa) = 36,000 SF 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 WTHIN THE HORIZONTAL PROJECTION OF THE ROOF OR FLOOR ABOVE. LOWER BLDG. TYPE I -A BLDG. AREAS EXTERIOR COVERED AREAS TOTAL GROSS FLOOR AREA ALLOWABLE FLOOR AREA LEVEL P1 20,149 SF 0 SF 20,149 SF UNLIMITED LEVEL 1 10,591 SF 808 SF 11,399 SF UNLIMITED MEZZ. 5,799 SF 0 SF 5,799 SF UNLIMITED TOTAL 36,539 SF 808 SF 37,347 SF UNLIMITED ** 3 H[1I IR NfPI7fNTAI SFPAPATIfN ** UPPER BLDG. TYPE V-A BLDG. AREAS EXTERIOR COVERED AREAS TOTAL GROSS FLOOR AREA ALLOWABLE FLOOR AREA LEVEL 2 12,225 SF 0 SF 12,225 SF LEVEL 3 12,290 SF 0 SF 12,290 SF LEVEL 4 12,290 SF 0 SF 12,290 SF LEVEL 5 12,290 SF 0 SF 12,290 SF LEVEL 6 10,027 SF 0 SF 10,027 SF 36,000 SF MAX. SINGLE FLOOR TOTAL 59,122 SF 0 SF 59,122 SF 108,000 SF UNIT MATRIX NAME: TYPE .. ARE LVL 1 LVL!2 LVL 3ILVL4;. LVL 5 LVL 6 TOTAL TYPE AI ONE.BEDROOK-.UNITS. 1BED-A' IbtU Alf 1BED i BED.EX_I ENL)tU 1 BED -At s:;:: 1 BED,A1 1 .:..,..... . 1 BED-C: 1 BED-C wd w 1BED-C1 1'BED :EXTENDED Wf SHOWER: 1 BED EXTENDED ;.:. 1BED': 1 BED CORNER: BEQEXTENDED 507 491 595 600 627 0 0 .:0 1 1. 0 0 2 0 0 0 3. 0 0 0 2 0 •:1 :.0 0 3 0r 1 r. r 1 1 10 1BED-C1_wd A 1;BED EXTENDED 627 .,0 0 0 1 0 0 '1 1BED-Cl s A' 11BED EXTENDEDW/SHOWER 1BED C2: :.IBED CORNER 627 679 :0 0 0 .1 0 0 0 r; RESIDENTIAL USES (TMC FIGURE 18-7) MIXED -USE / SENIOR CITIZEN HOUSING IN URBAN RENEWAL OVERLAY (URO): 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. (15) SENIOR UNITS (53) SENIOR UNITS RESIDENTIAL TOTAL REQ'D PARKING GARAGE (SECURED) RESIDENTIAL TOTAL PROV'D REQUIRED = 15 STALLS = 27 STALLS = 42 STALLS PROVIDED = 42 STALLS (100%) = 42 STALLS ACCESSIBLE STALLS = 2% OF EACH TYPE OF PARKING SPACE PROVIDED (PER IBC 1106.2) (42) GARAGE STALLS X .02 = 1 REQUIRED 1 PROVIDED* * ACCESSIBLE STALLS INCLUDED IN TOTAL, INCLUDES (1) GARAGE VAN STALL STALL LOCATION & SIZES: (SEE SHEET A020, A100) GA� 1GE S 1 ALLS - LG V GL P 1 (26) STANDARD STALLS (15) COMPACT STALLS* (01) VAN ACCESSIBLE STALL (42) TOTAL STALLS IN GARAGE = 100% OF TOTAL REQUIRED STALLS TOTAL COMPACT STALLS = 30% OF TOTAL GARAGE PARKING (49 STALLS) COMMERCIAL USES (TMC FIGURE 18-7) CITY OF TUKWILA PARKING DECISION L13-031 & SHARED PARKING OFFICE / COMMERCIAL TENANT: - COMPLEMENTARY PARKING REDUCTION 3 STALLS PER 1,000SF OF USEABLE AREA 14,998 SF X.90 (USEABLE) = 13,498 SF X.003 = 41 STALLS REQUIRED ACCESSIBLE STALLS (PER IBC TABLE 1106.1) *(1) VAN STALL ON SURFACE LOT (1) ACCESSIBLE STALL ON SURFACE LOT STALL SIZES: (SEE SHEET A020 & A100) ON -SITE STALLS (21) STANDARD STALLS (15) COMPACT STALLS (01) ACCESSIBLE STALL (01) VAN ACCESSIBLE STALL (36) TOTAL ON -SITE STALLS LOADING STALLS (TMC 18.56.060) OFFICE USE 3,000 - 100,000 SF *PER PARKING DECISION L13-031 PROVIDED 07 GARAGE STALLS 19 SURFACE LOT STALLS 10 SURFACE - SHARED DRIVE 36 STALLS (5) STALLS TO BE LOCATED IN BUILDING E GARAGE (UNDER SEPARATE PERMIT) 41 COMMERCIAL STALLS TOTAL 26-50 = 2 REQUIRED 2 PROVIDED* FUTURE GARAGE STALLS (BLDG E) (5) STANDARD STALLS = 1 STALL REQ'D 0 STALLS PROV O* BICYCLE PARKING REQUIRED (TMC 18.56.130 FIGURE 18-7) COMMERCIAL USES: MINIMUM OF (2) STALLS REQUIRED RESIDENTIAL USES: MINIMUM OF (2) STALLS REQUIRED (2) STALLS PROVIDED - SEE SITE PLAN A020 (2) STALLS PROVIDED - IN GARAGE -SEE A100 THE FOLLOWING NOTES SHALL SERVE AS A GUIDE TO THE CONTRACTOR TO VERIFY EACH CONDITION WITH THE PRODUCT MANUFACTURER OR SUPPLIER AND/OR LOCAL JURISDICTION FOR THEIR REQUIREMENTS PRIOR TO SUBMITTING A BID TO THE OWNER OR PROCEEDING WITH WORK. THE ITEMS OUTLINED BELOWARE NOT INTENDED TO BE AN EXHAUSTIVE ANALYSIS OF ALL POSSIBLE AREAS OF CONCERN OR CONFLICT, BUT RATHER SERVE AS A BEGINNING POINT IN IDENTIFYING COMMONLY OVERLOOKED AREAS IN THE CONSTRUCTION PROCESS. 1. REVIEW MANUFACTURER'S PRODUCT LITERATURE FOR INSTALLATION INSTRUCTIONS UNIQUE TO THE PROJECT CONSTRUCTION TYPE. A. GAS APPLIANCES AND CHASE REQUIREMENTS B. HVAC EQUIPMENT AND DUCTING C. ALL EXHAUST FANS AND DUCTING D. BATHTUB AND SHOWER ENCLOSURES E. RECESSED AND SEMI -RECESSED ELECTRICAL EQUIPMENT F. RECEPTACLE BOXES (I.E.: TELEVISION, TELEPHONE, ELECTRICAL, PLUMBING) G. ANY OTHER BUILT-IN OR RECESSED EQUIPMENT WHICH MAY PENETRATE A FLOOR/CEILING, ROOF/CEILING OR WALL ASSEMBLY. 2. REVIEW LOCAL JURISDICTIONAL REQUIREMENTS FOR COMPLETE INSTALLATIONS OF THE FOLLOWNG: A. BUILDING FIRE ALARM SYSTEM (NFPA 72A) B. FIRE EXTINGUISHER SIZE, TYPE AND LOCATION C. FIRE SUPPRESSION SPRINKLER SYSTEM - VERIFY NFPA SYSTEMS D. EMERGENCY AND EXIT LIGHTING 3. COORDINATE WITH THE FOLLOWNG UTILITIES AND COMPLY WITH LOCAL JURISDICTIONAL REQUIREMENTS: A. TELEPHONE UTILITY B. CABLE TELEVISION UTILITY C. POWER UTILITY, VAULT AND EASEMENTS D. GAS UTILITY E. TRASH SERVICE AND RECYCLING SERVICE F. POSTAL AUTHORITY G. DEPARTMENT OF PUBLIC WORKS FOR: SANITARY SEWER 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 B. FIRE ALARM SYSTEM C. SMOKE EVACUATION SYSTEM D. ELECTRICAL E. PLUMBING F. MECHANICAL THE BIDDER DESIGN/BUILD SYSTEMS SHALL BE SUBMITTED TO THE APPROPRIATE JURISDICTION(S) FOR REVIEW AND APPROVAL. 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. PROVIDE "F" AND/OR "T" RATINGS FOR BOTH MEMBRANE & THROUGH PENETRATIONS, ALONG WITH APPROPRIATE APPROVAL NUMBERS FOR PROPOSED FIRESTOPPING SYSTEMS. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND STAMP THEM WITH 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 1MLL BE RETURNED TO THE CONTRACTOR, WHO WILL IN TURN SUBMIT THEM TO THE BUILDING DEPARTMENT. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING ITEMS ARE DEFERRED SUBMITTALS: 1. PRE-ENGINEERED ROOF TRUSS SHOP DRAWINGS 2. PRE -MANUFACTURED FLOOR JOIST SHOP DRAWINGS 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) ANDPIPES) 2. FIRE ALARM SYSTEM 3. MECHANICAL (INCLUDES SMOKE EVACUATION SYSTEM) 4. ELECTRICAL 5. PLUMBING ENERGY CODE COMPLIANCE 2012 WASHINGTON STATE ENERGY CODE - COMPONENT PERFORMANCE METHOD SEE SHEETS A009 SERIES FOR ENERGY CODE COMPLIANCE FORMS / CALCULATIONS. CONCRETE/ METAL FRAMED - NON-RESIDENTIAL SPACES LEVELS P1,1 & MEZZANINE WOOD FRAMED - RESIDENTIAL SPACES - LEVELS 2-6 SUSTAINABLE PROGRAMS THE PROJECT SHALL COMPLY WITH THE FOLLWOING SUSTAINABLE PROGRAM REQUIREMENTS: 1. EVERGREEN SUSTAINABLE DEVELOPMENT v2.2: REFERENCE EVERGREEN PROJECT PLAN AND COMPLIANCE CHECKLIST PREPARED BY OWNER & GENERAL CONTRACTOR. L. aCM I I LC %A I Y LIUII I CfuJL I -SMAK I YKUtaKAM I -UK AI-FUKDABLE HOUSING: REFERENCE BUILT SMART USER MANUAL http://www.seattle.gov/light/conserve/resident/cv5_abs.htm 1 0� 3 1 BED=C2_W 1;:BED CORNER: 679 ::0 0 0 0 11BED-C3 wd 1 BED-C3_wd_s 1;BED SCORNER:. 1 BED CORNER WISHOWER ;65I3 658 0 .0 1 0 . 1, 0 1 0 1 0 Or 2 1 SITE DIAGRAM: GRADE PLANE, BUILDING HEIGHT & BASEMENT CALCULATIONS 1BED-C3 wd w i BED CORNER: 658 0 :0 0 0 1 0: SUBTOTAL. 7 7 7 2 "TWO BEDROOM UNITS. 2BED-E.. 71.I 2BED-E_► 2BED-E2 d: 2`BED : 2BED;:: 715 •: 763 0 0 3 4 0 4 :0 4 0 r r 1 15 2BED-E2_S 2 BED:WISHOWER • 763 0 1 0 0 0 r. 2BED::-E21_wd 765 1 1 0 4 2BED-F:: 2BED-F1 2BED' 2BED:: 796 828 0 0 .0 0 0 0 a 1 0 r .1 :1 2BEDF4 wd A 2:!BED 828 0 0 1 :0 0 2BED=F1 s A'' 2BED WITH SHOWER 828 '0 1 0 0 0 1 2BED-F.1 d' 2 BED :::828 0 0 0 0 1 0 1 2BED-D1 'wd. 2BED-D1 Wd's 2'BED CORNER: 2 BED CORNER W/SHOWER 828 828 0 .0 :0 1 1 0 1 0 0 0 0 0 2 2BED-D11_wd_w 2 BED CORNER 828 :0 .0 0 0- 1 . 0 SUBTOTAL. 0 7 7 7 7 .6 2 TOTAL 14 14 14 14 12 .68 4 588%: NOTES: 1 NO UNITS: ON LEVELS Pi, LEVEL 1& MEZZANINE 2. ALL UNITS ARE TYPE B ACCESSIBLE EXCEPT FOR DESIGNATED " A' UNITS WHICH ARE TYPE; A ACCESSIBLE 3..SEE PLANS FOR CALLOUTS OF..".REVERSED" UNIT PLAN LOCATIONS. 4. UNIT; PLAN NAMING STANDARD TYP ICAL:. # BEDROOM UNIT -;NAME; UNIT TYPEMODIFIFIERS F :a . uj c ura'lnovro:ur r vl In la i 1 Inni _s ROLL IN SHOWER:LOCATIO. N (LEVEL 2i ONLY) _d I DOOR MODIFICATION TO, DECK OR PATIO WINDOW TYPE; SIZE.CR LOCATION MODIFICATION A [ TYPE A ACCESSIBLE UNIT LOCATION ACCESSIBLE UNITS 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 = 68 REQUIRED ACCESSIBLE UNITS: 68 X .05 = 3.4 = 4 TYPE A UNITS PROPORTIONAL DISTRIBUTION: (34) 1 BEDROOM UNITS = (34) 2 REDRffM l IINITS = (68) TOTAL UNITS = 50% = (2) 1 BEDROOM TYPE A UNITS sn% _ (2) 2 RFIfROC)M TYPE A I_INITS_ 100% = (4) TYPE A UNITS 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 294.90 294.97 295.31 295.50 295.46 296.58 296.60 296.60 - - 296.58 302.00 301.00 301.99 302.00 302.42 293.61 301.87 302.00 302.00 302.00 302.00 301.80 302.00 302 00 302.00 302.00 304.59 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 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 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. 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 (a) ELEV 1 + ELEV 2 / 2 = ELEV AVERAGE * LENGTH = VALUE (b) ELEV 1 + ELEV 2 / 2 = ELEV AVERAGE * LENGTH = VALUE TOTAL VALUE TOTAL PERIMETER TOTAL VALUE / TOTAL PERIMETER = GRADE PLANE ELEVATION MAXIMUM ALLOWABLE BUILDING HEIGHT CALCULATION BUILDING CODE- HEIGHT/ELEVATION: 300.79' + 70' = 370.79' * ACTUAL PROPOSED HEIGHT / ELEVATION: 369.10' - SEE SHEETS A200 & A201 BASEMENT CALCULATIONS BASEMENT LEVEL P1 ELEVATION VARIES = 290.50' (HIGHEST FF) NEXT FLOOR ABOVE = LEVEL 1 ELEVATION VARIES = 302.00' (HIGHEST FF) 1.21 FT ABOVE GRADE PLANE (302.00 - 300.79) »MEETS BASEMENT DEFINITION POINT LENGTH ELEV 1 COMBINED AVEFtAGE VALUE a tri Wadi' Pia ni 10.08, 49.21 25.08 6.25 42.46 102.08 9.35 19.46 0.94 4.81 9.18 25.08 141,54 6.54 13.80 16.5,4 6.29 51.58 1.90 8.25 1.90 13.79* 2.04 295.31 294.90 301.87 302.00 302.00 302.00 301.80 302.00 304.59 302.00 301.00 302.00 296.58 296,60 296.58 295.46 294.97 294.90 293.61 302.00 302.00 302,00 301,80 302.00 302,00 302,00 302.00 304.59 302.42 302.00 301..99 301.00 296.60 296.60 295.46 295.50 295.31 590,28 589.87 588.51 595.48 603,87 604,00 604,00 003,80 604.00 604,00 607.01 2975.01 581.02 14480.29 1887.09 12822.92 30828.16 1.730.46 2822.77 5874.97 283,88 1452.62, 2757.26, 7606.64 42958.1.0 1.976.45 4167.53 602.99 4986.73 1896.44 15437.38 563.52 2446.95., 4082.12, 602.78 3237.64 3009 598.58 593.18 593' 20 590.96 590.81 295.14 294.94, 294.26 297.74 302.00 302.00 301.90 301.90 302.00 302.00 302.00 303.51 302.00 301.50 301.50 296.59 296.60. 296.59 296.02 295.48 roof struct. 4th fir 115 )1(-4- )40 REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION 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 ATE OF WASHINGTON NICE PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS I PERMIT COMMENTS CONTRACT SET SET ISSUA ci Decsription CO CI CO SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: -J LIJ Lij co co CC Cjj Q. 0 0 o 0 1- X o a. cew o LU RECEIVED CITY OF '1UKWILA PERM CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 DVVK BUILDING CODE COMPLIANCE NOTES PERMIT SET gam: L OT F. MATERIALS C. BUILDING BLOCKS 0 .a ca L 0 N 0 ca c co 161 C0 0 NI 0) 73 CO a) ca ca cfl Co a) 0 ca c ca L 72 co U FILE NAME: 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. CLASS I: SHEET POLYEHYLENE, NONPERFORATED ALUMINUM FOIL B. CLASS II: KRAFT-FACED FIBERGLASS BATTS OR PAINT WITH A PERM RATING GREATER THAN 0.1 AND LESS THAN OR EQUAL TO 1.0 C. 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. 8. AIR BARRIER (WSEC 402.4.1) A CONTINUOUS AIR BARRIER SHALL BE PROVIDED THROUGHOUT THE BUILDING THERMAL ENVELOPE. THE AIR BARRIERS SHALL BE 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 WTH 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. EACCORDANCE C DESIGNED, INSTALLED &MAINTAIN D IN 90 9 PROVIDE FIRE AL ARM AND DETECTION SYSTEM 4. FIRE ALARM & DETECTION SYSTEMS7.2. (IBC WITH IBC 907.5 ACTIVATESACCORDANCE U L FIRE ALARM SYS TEM THAT THE OCCUPANT NOTIFICATION SYSTEM IN -2 A MANUAL F R W/ NFPA 72. FOR GROUP R 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. 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 1MTH 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 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) 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) B. 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) C. GYPSUM WALLBOARD, GYPSUM LATH OR GYPSUM PLASTER SHALL NOT BE INSTALLED UNTIL WEATHER PROTECTION FOR THE INSTALLATION IS PROVIDED. (IBC 2508.2.1) D. WHEN APPLIED DIRECTLY ON FRAMING, ALL EDGES AND ENDS OF GYPSUM WALLBOARD IN SINGLE -PLY APPLICATIONS SHALL OCCUR ON THE FRAMING MEMBERS, EXCEPT THOSE EDGES WHICH ARE PERPENDICULAR TO THE FRAMING (IBC 2508.3) E. WOOD SUPPORTS FOR GYPSUM WALLBOARD SHALL BE NO LESS THAN 2" NOMINAL IN THE SMALLEST DIMENSION, EXCEPT THAT 1" NOMINAL BY 2" NOMINAL FURRING STRIPS MAY BE USED OVER SOLID BACKING. (IBC 2504.1.1). F. 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 IMTH 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) G. 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) 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 INTERNATIONAL 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. B. PROVIDE SOURCE SPECIFIC EXHAUST VENTILATION SYSTEM (IMC 403.8.4) FOR KITCHEN, BATHROOM, WATER CLOSET AND LAUNDRY AREA. DUCTS TO TERMINATE OUTDOORS. C. PROVIDE WHOLE HOUSE VENTILATION SYSTEM / EXHAUST FAN ONLY SYSTEM PER IMC 403.8.6) D. 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. E. 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. F. G. CLOTHES DRYER EXHAUST PENETRATIONS: Where a clothes dryer exhaust duct penetrates a wall or ceiling membrane, the annular space shall be sealed with noncombustible material, approved fire caulking or a noncombustible dryer exhaust duct wall receptacle. Ducts that exhaust clothes dryers shall not penetrate or be located within any fireblocking, draftstopping or any wall, floor/ceiling or other assembly required by the International Building Code to be fire -resistance rated, unless such duct is constructedo alvani galvanized steelor aluminum of the thickness specified in Section 603.4 and the fire -resistance ratingis maintained in accordance with fg z p the International Building Code. Fire dampers, combination fire/smoke dampers and any similar devices that will obstruct the exhaust flow shall be prohibited in clothes dryer exhaust ducts. CCESSI : LI A. GENERAL 1. OTES : 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. 2. SCOPING: SITES, BUILDINGS, STRUCTURES, FACILITIES, ELEMENTS AND SPACES, TEMPORARY OR PERMANENT, SHALL BE ACCESSIBLE TO PERSONS WITH PHYSICAL DISABILITIES. (IBC 1103.1) 3. PARKING (IBC 1106): REFER TO SHEET A001 FOR ACCESSIBLE PARKING REQUIREMENTS AND STATISTICS. DWELLING UNITS (IBC1107 : DWELLING UNITS ARE REQUIRED TO BE EITHER TYPE A ACCESSIBLE OR TYPE B ACCESSIBLE,IN COMPLIANCE TH 4. I G I S ). I QWI 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, 1110.2 AND 1110.3 AND ICC/ANSI CH.7. 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. 1. A. B. C. FLOOR SURFACE (ICC/ANSI 302): SHALL BE STABLE, FIRM AND SLIP -RESISTANT. 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. 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 1MTH A SLOPE NOT STEEPER THAN 1:2. 3. A. B. C. D. 4. A. B. C. D. E. F. 5. A. B. 6. A. B. C. 7. A. B. 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 OTHERWSE 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. 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: 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. 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. 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 TIMSTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE OPERABLE PARTS SHALL NOT EXCEED 5.0 POUNDS. D. ACCESSIBLE ROUTE OF TRAVEL 1. A. B. C. D. E. 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. E. 1. A. B. C. D. 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" WDTH 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 WDTH 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 AN 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. SITE & BUILDING ELEMENTS: 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. 2. PASSENGER LOADING TO COMPLY WITH ICC/ANSI 503. 3. STAIRWAYS TO COMPLY WITH ICC/ANSI 504 AND IBC 1007.3 A. REFER TO ENLARGED STAIR PLAN & SECTIONS SHEET A450 - A452 FOR ACCESSIBLE STAIR REQUIREMENTS. 4. HANDRAILS (ICC/ANSI 505): A. REFER TO ENLARGED STAIR PLAN & SECTIONS SHEET A450 - A452 FOR HANDRAIL REQUIREMENTS. 5. WINDOWS (ICC/ANSI 506): A. ACCESSIBLE WINDOWS SHALL HAVE OPERABLE PARTS PER ICC/ANSI 309. F. PLUMBING ELEMENTS & FACILITIES 1. 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. 2. PLUMBING ELEMENTS WITHIN DWELLING UNITS SHALL COMPLY WITH ICC/ANSI CHAPTER 10 3. REFER TO ACCESSIBILITY DETAILS SHEET A511 FOR ACCESSIBLE WATER CLOSETS, LAVATORIES, URINALS, DRINKING FOUNTAINS, BATHTUBS AND GRAB BARS. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 8 2016 City of Tukwila BUILDING DIVISION G. COMMUNICATION FEATURES 1. 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. 2. 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. 3. 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. 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. ALLWI'INE ATE OF WASHINGTON STAMP 4CE z E. 0EE w 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 0 S �u PERMIT COMMENTS CONTRACT SET SET ISSUA V' L0 U)) CO (0 (0 w .p 8 �,., - (V N N O N O 8Q O ID o 0 0 0 0 0 d z .- N m sr In co c PERMIT COMMENTS 0 0. CI Date (0 >� Z 6 co 1 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J vi Q 0 0w cn cn Q .4 wC9 04 w m co ce) W W co W� g=� J J } N O. w0 0. o. re w 0 0 z 0 w 0 LL 0 w 0 z Zp Z LL m } J z 0 wz I0 LL o" a¢ zF 0U ww =ix RECEIVED CITY OF ➢'U,KW LA, JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker GENERAL NOTES ACCESSIBILITY NOTES 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 ANC 2. NOTES. TYPE B ACCESSIBLE UNITS SHALL COMPLY WITH ICC/ANSI 1004. REFER TO ENLARGED UNIT PLANS FOR ACCESSIBLE UNIT PLANS, INTERIOR ELEVATIONS AND NOTES. 1) \ 0. E Q U C t0 L Q c 0 c as 0 NI I CO 1) 0) m C:\Users\dianak\Documents\1026 FILE NAME: • PROPOSED LIBRARY KCLS PARCEL D ZONING: NCC/UROD -e V t7 • j l • x r v s G.,C-. • 7 . ',,i • PROPOSED PLAZA/ PARCEL C ZONING: NCC/UROD y1,1 0 co ACCESSIBLE STALL DEDICATED FOR BUILDING E J PARKING PEDESTRIAN CONNECTION I- INTERNAL ACCESS DRIVE RESIDENTIAL ENTRY 295.05' STAIR 1 EXIT 296.06' PUBLIC OFFICE ENTRY 302.00' OUTLINE OF BUILDING ABOVE RAMP UP PARKING 'FIRE HYDRANT, & METAL SIGN W/ RAISED LETTERS © LEAST 1" IN SURFACE PARKING LOT (ABOVE; PARKING GARAGE) ELECTRIC P STATION BUILDING D/PARCEL E 6-STORY/68 UNIT AFFORDABLE SENIOR APTS. PARKIN PROPOSED BUILDING E PARCEL E ZONING: HDR/UROD STAIR 2 EXIT 302.00' PRIVATE OFFICE ENTRY 302.00' ASSUMED PROPERTY LINE BETWEEN BUILDINGS (30'-0" MIN.) rPROPERTY LINE SET CLEARANCE AT 8'-6" (MAX.) F.O.C. GENERATOR PROPERTY LINE ZONING: NCC (-71 ARCHITECTURAL SITE PLAN PROJECT DATA 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, WIlamette Meridian CITY OF TUKWILA, KING COUNTY, WASHINGTON - COMPLETE LEGAL DESCRIPTION BELOW PARKING BUILDING D: (29) SURFACE STALLS (49) GARAGE STALLS (DO) LOADING STALLS (78) TOTAL STALLS ZONING: NEIGHBORHOOD COMMERCIAL CENTER (NCC)(TMC 18.22.080) URBAN RENEWAL OVERLAY DISTRICT (UR0)(TMC 18.43) & TUKWILA INTERNATIONAL BLVD. DESIGN MANUAL DEVELOPMENT STANDARDS: 1. BUILDING HEIGHT: UP TO 70 FT (PER DEVELOPMENT AGREEMENT). 2. EXISTING NCC SETBACK STANDARDS SECOND FRONT: 8 FT. FROM CURBLINE ON S. 144TH ST. SIDE: 10 FT. 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 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). REVIEWED FOR C.ODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION PARCEL E LEGAL 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, VVillamette 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. b ILA nea 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 STAMP LLI 0 DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI ci Decsription PERMIT COMMENTS/MEP COORD/BID SET PERMIT COMMENTS Date w SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: -J cn o ts- co rt n. 0 0 re 0 0 1- zu CO z a. 0 6- in RECEIVED CM( OF TUKWILA PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker ARCHITECTURAL SITE PLAN ASO1 PERMIT SET 2 a 0 MEZZANINE PLAN NOTES of 0 ti 0 C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: MEZZ. AREA CAL - MEZZ. LEVEL 1" = 20'-0" DETERMINING MEZZANINE AREA CALCULATION (a) FLOOR AREA 1 * (b) FLOOR AREA 2 * TOTAL AREA OF TOTAL AREA OF .50 = AREA LIMITATION OF MEZZANINE 1 871 SF * .50 = 435.5 SF ALLOWABLE 431 SF PROVIDED FOR MEZZANINE 1 .50 = AREA LIMITATION OF MEZZANINE 2 9676 SF * .50 = 4,838 SF ALLOWABLE 4,838 SF PROVIDED FOR MEZZANINE 2 COMBINED MEZZANINE = 5,273.5 SF EXCEPT AREA = 503 SF ENCLOSED AREA NOT INCLUDED PER IBC 505.2.1 AREA = 367 SF ENCLOSED AREA NOT INCLUDED PER IBC 505.2.1 AREA = 55 SF 9,676 SF *4444 AV* .444 Wr. ENCLOSED AREA NOT INCLUDED AW444.410#14% • lip 4‘ PER IBC 505.2.1 ��� ♦ 4�s o AREA = 62 SF �'WNW. #140* .`.sit 440844 MEZZ. AREA CAL - LEVEL 1 1" = 20'-0" ENCLOSED AREA NOT INCLUDED PER IBC 505.2.1 AREA =19 SF MEZZ. AREA CAL - LEVEL P1 1" = 20'-0" 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 IMITATION. 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 MEZZANINE 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 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 MEZZANINE 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. REVIEWED FOR CODE' COMPLIANCE OM LIA CE APPROVED ,UL 0 8 2016 CM of Tukwila BUILDING DIVISION <I 1> 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. ALLWINR ATE OF WASHINGTON STAMP SET ISSUANCE z 0 0 o w PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET Q V p.pp 8 N F7 O Lo �Nj N 0 co N O 0 (0 N O 0 (0 l�V O 0 d z .- N (+1 V L0 CO Decsription 0 0 d Et Z 0 -J 5 co 1 (.9 1- SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J vi Q M Uw O I-- cn < co w cD az O� w� C W w J_ w •> Q = N U w 0 a re w 0 } 0 0 W d } 5z F 50- = Z ro oz LL =0 0� w a w a¢ 0 Z ZF ww _0. 1-0. RECEIVED CITY OF TU KANIA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 10.26.04 CMR Checker MEZZANINE CALCULATIONS PERMIT SET 6/22/2016 7:09:13 PM MEZZANINE OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D Y / / XXX GAME RM. 12-2 409 200 3 1 1 // XXX RESTROOM R-2 58 200 1 1 1 .K \ / XXX WOMEN'S RESTRM. B 151 0 0 1 1 /Xj XXX MEN'S RESTRM. B 135 0 0 1 1 // XXX TRASH ROOM S-1 42 100 1 1 1 ''/u XXX MEZZANINE B 4603 100 47 2 2 Grand Total OPEN TO STAIR 1 46" DBL. GT. SP E 52 DEADEND CORRIDOR (B SPRINKLERED): 19'-4 1/2" (50'-0" MAX. ALLOWED) DIAGONAL DISTANCE = 211'-9" REQUIRED EXIT SEPARATION = 1/3 = 70'- 6" ACTUAL: 143'-9" MAXIMUM TRAVEL DISTANCE: 92'-10" (250'-0" ALLOWED) R2 r ' , DIA LV MEZZ. OCCUPANCY & EGRESS 1" = 20'-0" C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: DEADEND CORRIDOR (B SPRINKLERED): 31'-61/2" (50'-0" MAX. ALLOWED) LEVEL 1 OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX WOMEN'S RESTRM. B 151 0 0 1 1 XXX MEN'-S RESTRM. B 135 0 0 1 1 W,:','',',/XXX TRASH ROOM S-1 39 100 1 1 1 XXX FUTURE TENANT SP B 9,849 100 99 2 2 EGRESS CONVERGENCE: LEVELS P1 AND 1 LEVEL P1 OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX CORRIDOR/LOBBY NONE /1\215 , XXX RESIDENT LOBBY B 323 15 22 3 1 1 XXX OFFICE B 246 100 3 1 1 _• XXX PARKING GARAGE S-2 16,960 200 85 2 2 .,%' "" """' " ' XXX BOILER/FIRE SPRK. S-1 169 300 1 1 1 jj XXX ELEC. ROOM S-1 551 300 2 1 1 ( fj XXX TRASH ROOM S-1 531 300 2 1 1 j""' '%'%A' %"' XXX STORAGE S-1 130 300 1 1 1 ''/j XXX FIRE COMMAND S-1 219 300 1 1 1 ',j��/ j XXX ELEV. MACH. RM. S-1 124 300 1 1 1 Grand Total 10,2 Grand Total STAIR 1 441 46" L l DIA LV 1 OCCUPANCY & EGRESS 1" = 20'-0" 46" COMMON PATH OF TRAVEL DISTANCE: 32'-8" (100'-0" MAX. ALLOWED) 100 DEADEND CORRIDOR (B SPRINKLERED): 41'-10 1/2" (50'-0" MAX. ALLOWED) DIAGONAL DISTANCE = 211'-9" REQUIRED EXIT SEPARATION = 1/3 = 70'- 6" ACTUAL: 109'-7" MAXIMUM TRAVEL DISTANCE: 101'-2" (250'-0" ALLOWED) DIAGONAL DISTANCE = 212'-1" REQUIRED EXIT SEPARATION = 1/3 = 70'- 6" ACTUAL: 171'-0" DIA LV P1 OCCUPANY & EGRESS 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 TOTAL NUMBER OF OCCUPANTS SERVED REQUIRED STAIR WIDTH (.3) PROVIDED STAIR WIDTH CID C=1 CEI CIO MAXIMUM TRAVEL DISTANCE TO NEAREST EXIT AND COMMON PATH OF TRAVEL ELEVATOR TO ACCOMMODATE STRETCHER ACCESSIBLE MEANS OF EGRESS ELEVATOR STAIR 4 4 , 46' MAXIMUM TRAVEL DISTANCE: 181'-8" (250'-0" ALLOWED) 44" 46" 2 EGRESS CONVERGENCE: LEVELS P1 AND 1 OCCUPANCY GROUPS PER IBC CHAPTER 3 CLASSIFICATION CLASSIFICATION GROUP BUSINESS PARKING GARAGE STORAGE RESIDENTIAL STORAGE B S-2 S-1 (MOD. HAZARD) R-2 S-1 (MOD. HAZARD) LOCATION LEVEL 1/MEZZ. LEVEL P1 LEVEL P1/1/MEZZ. LEVELS 2-6 LEVELS 2-6 CONSTRUCTION TYPE 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 P1,1 & MEZZANINE : NON -SEPARATED OCCUPANCIES (IBC 508.3): S-2/S-1 ,B/S-1 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 2-6: 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 2-6. 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) D. MERCANTILE (BSMT & GRADE FLOOR) = 30 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 IMTH 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, M = 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, M, R, S-1 = 250 FT (SPRINKLERED) = 200 FT (NS - ROOF TERRACE) B. GROUP B = 300 FT (SPRINKLERED) C. GROUP S-2 = 400 FT (SPRINKLERED) 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,M,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 = 45.625" /.2 = 228 OCCUPANTS ACCOMMODATED B. .15 INCHES PER OCCUPANT FOR OTHER COMPONENTS (SPRINKLERED) PROPOSED 36" DOOR = 34"/.15 = 226 OCCUPANTS ACCOMMODATED PROPOSED LEVEL 2: 2HR. RESIDENTIAL CORRIDOR IDTH = 68.5" CLEAR/.15 = 456 OCCUPANTS ACCOMMODATED. PROPOSED LEVELS 3-6: 1 HR RESIDENTIAL CORRIDOR WIDTH = 69.5" CLEAR/.15 = 463 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 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 A453 FOR REQUIREMENTS AND BY AN ACCESSIBLE ELEVATOR - REFER TO SHEET A460 FOR REQUIREMENTS. NOTICE FOR YOUR SAFETY OCCUPANCY Ia t IMITFn To: 428 PERSONS: BY OROER OF THE C',ODEOFFICIAL. Keep Posted Under Penalty Ot L 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. ALLWVIN) ATE OF WASHINGTON STAMP SET ISSUANCE z 0 F a o w PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET w a� �0 V' N pNp (V "' 0 qN cy NN 0 (0 N 0 0 (0 (V 0 g (0 fV 0 g 0 z .- N (' V' In (0 Decsription CONTRACT SET Date CO 0 ayi I2 s- V Z co 1 V g J g SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U LU J u) < Uw O co QCO LU zQ z O_i w5 mu; E >Q �o F- N ww 0o a w r- co z 0 w ce 0 w 0 z zo z w (0 ww g~ .1(25 wz O z w0 acs w® w z� ww Fz RECEIVED CITY OF T UKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR DWK OCCUPANCY & EGRESS PLANS PERMIT SET 6/22/2016 7:09:25 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: LEVEL 6 OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX CORRIDOR NONE 1,455 r,,','-';/ XXXTRASH RM. S-1 42 300 1 1 1 XXX JANITOR S-1 59 300 1 1 1 ? /, XXX LAUNDRY R-2 126 ( ti00� 3� 1 1 '%A XXX STORAGE S-1 32 v 300 1 1 1 1 S;; XXX STORAGE S-1 32 300 1 1 1 �� XXX RESTROOM R-2 107 0 0 1 1 / XXX AMENITY RM. R-2, A FOR OLF 262 15 18 1 1 j XXX RESIDENTIAL UNITS R-2 7,954 200 40 2 2 / XXX ROOFTOP TERRACE R-2, A FOR OLF 475 15 32 1 1 Grand Total HATCH INDICATES SHARED USE STAIR 1 II 47.5" COMMON PATH OF TRAVEL DISTANCE: 31'-0" (100'-0" MAX. ALLOWED) DEADEND CORRIDOR (R-2 SPRINKLERED): 6'-1 1/2" (50'-0" MAX. ALLOWED) DIA LV 6 OCCUPANCY & EGRESS 1" = 20'-0" DIAGONAL DISTANCE = 220'-9" REQUIRED EXIT SEPARATION = 1/3 = 73'- 6" ACTUAL: 157'-2" 44" 47.5" COMMON PATH OF TRAVEL DISTANCE: 31'-0" (100'-0" MAX. ALLOWED) 47.5" MAXIMUM TRAVEL DISTANCE: 120'-9" (250'-0" ALLOWED) DEADEND CORRIDOR (R-2 SPRINKLERED): 5'-6 1/2" (50'-0" MAX. ALLOWED) STAIR 2 44" 47.5" DEADEND CORRIDOR (R-2 SPRINKLERED): 26'-0" (50'-0" MAX. ALLOWED) / L 1 DIA LV 3 - 5 OCCUPANCY & EGRESS 1"=20'-0" COMMON PATH OF TRAVEL DISTANCE: 31'-0" (100'-0" MAX. ALLOWED) DIAGONAL DISTANCE = 220'-9" REQUIRED EXIT SEPARATION = 1/3 = 73'- 6" ACTUAL: 157'-2" MAXIMUM TRAVEL DISTANCE: 120'-9" (250'-0" ALLOWED) 47.5" DEADEND CORRIDOR (R-2 SPRINKLERED): 5'-6 1/2" (50'-0" MAX. ALLOWED) DEADEND CORRIDOR (R-2 SPRINKLERED): 26'-0" (50'-0" MAX. ALLOWED) ' DIA LV 2 OCCUPANCY & EGRESS 1" = 20'-0" DIAGONAL DISTANCE = 220'-9" REQUIRED EXIT SEPARATION = 1/3 = 73'- 6" ACTUAL: 157'-2" MAXIMUM TRAVEL DISTANCE: 120'-9" (250'-0" ALLOWED) DEADEND CORRIDOR (R-2 SPRINKLERED): 5'-6 1/2" (50'-0" MAX. ALLOWED) 30 44" 47.5" EGRESS LEGEND # <— 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 IDTH CD CID C=i) CD CID CID MAXIMUM TRAVEL DISTANCE TO NEAREST EXIT AND COMMON PATH OF TRAVEL ELEVATOR TO ACCOMMODATE STRETCHER ACCESSIBLE MEANS OF EGRESS ELEVATOR LEVELS 3 - 5 OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX CORRIDOR NONE 1,566 g/�//;/ XXX TRASH RM. S-1 42 300 1 1 1 j// XXX JANITOR S-1 59 r 300w w v-1 1 1 P,„ XXX LAUNDRY R-2 126 300 3 1� 1 1 s/ XXX STORAGE S-1 32 300 1 1 1 j0, XXX STORAGE S-1 32 300 1 1 1 iXXX RESTROOM R-2 107 0 0 1 1 / /i XXX AMENITY RM. R-2, B FOR OLF 436 r 15 i 29 1 � 1 //// XXX RESIDENTIAL UNITS R-2 9,796 ✓ 200 ✓ ✓ 49 ^/i\ 2 2 Grand Total REV COMPLIANCE D FOR CODE APPROVED JUL 0 8 2016 City of -Tukwila BUILDING DIVISION LEVEL 2 OCCUPANT LOADS KEY RM # ROOM NAME OCCUPANCY AREA (SF) OLF # OF OCC EXITS REQ'D EXITS PROV'D XXX CORRIDOR NONE 1,566 %, ;'%;%,%; XXX TRASH RM. S-1 42 300 1 1 1 //;; XXX JANITOR S-1 59 30 1 41 1 j ����A XXX LAUNDRY R-2 126 300 v 3 1 1 1 f:'//* XXX STORAGE S-1 32 300 1 1 1 %" % XXX STORAGE S-1 32 300 1 1 1 XXX RESTROOM R-2 107 0 0 1 1 XXX AMENITY RM. R-2, A FOR OLF 436 15 29 1 1 XXX RESIDENTIAL UNITS R-2 9,796 200 49 ^ 2 2 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 ,RLG L. ALLWING ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET 1 0 •f (pppVp o In (NV o Lc) RI'. g OD o CD((CII„ 0 0 0 z - N m <T In (o Decsription PERMIT COMMENTS/MEP COORDBID SET Date to 0 0 a:.c- z 5 1 tW SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J -J co- 0 z w 2 0. 0 J w W 0 w 0 >> 1- 0 0 M w F- co 0 z 0 J 5 m u; cn z w N N W 00 ce a w zd z 0 w CO 0 0 z w o zo 9W m 5~ -' z S z c m =z ro 0= lam). =0 o� w0 0 w it 0] zI- c U ww _0 f- a RECEIVED CITY OF ' -U KVIIIA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker OCCUPANCY & EGRESS PLANS PERMIT SET 6/22/2016 7:09:38 PM PARAPET HT. 372.28 GRADE PLANE 300.72 C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: III ' III III III III III III HORIZONTAL ASSEMBLY - NS SECTION III III'' III III 9A4 1" = 20'-0" 9A 8A III 8A 8A r7 8A2 2C 2B -GRADE PLANE 300.72 2B1 El 9A2 MAX. ALLOWABLE HT.- 370.79 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 MEZZ. LEVEL 312.50 LEVEL 1 II III RESIDENTIAL LOBBY 295.50 LEVEL P1 290.50 OWER LEVEL PARKINV MAX. ALLOWABLE HT. 370.79 l7 HORIZONTAL ASSEMBLY - EW SECTION 1" = 201-0" -3- MEZZ LEVEL ASSEMBLY KEY PLAN LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 LEVEL 1 I _l_ i l 1 I 302. RESIDENTIAL LOBBY 295.50 LEVEL P1 290.50 LOWER LEVEL PARKING 288.50 288.50 1A -2 \ LEVEL 1 ASSEMBLY KEY PLAN 1" = 20'-0" 0 0 0 0 0 r' 1 P1 LEVEL ASSEMBLY KEY PLAN 1" = 20'-0" TYPE IA CONSTRUCTION (HORIZONTAL ASSEMBLY: 3 HOUR SEPARATION 2 HOUR SEPARATION TYPE IA CONSTRUCTION: EXIT ENCLOSURE/SHAFT WALLS TYPICAL INTERIOR WALL: NON -BEARING WALL 2C 8A2 1B2 4B 4B1 1A r r C T r FIRE RESISTIVE CONSTRUCTION REQUIRED FIRE RESISTIVE RATINGS: IBC 601 TYPE IA CONSTRUCTION (P1 LEVEL PARKING, 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 LEVEL 1 & MEZZANINE): 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 ALL STRUCTURAL & LOAD BEARING ELEMENTS OF THE LOWEST STORY IN TYPE VA BUILDING REQUIRE 2 HOUR RATING PER CITY OF TUKWILA ORDINANCE 2326 TYPE VA CONSTRUCTION (LEVEL 2) LOWEST LEVEL CITY OF TUKWILA ORDINANCE 2326): PRIMARY STRUCTURAL FRAME BEARING WALLS - EXTERIOR BEARING WALLS - INTERIOR NON -BEARING WALLS - EXTERIOR NON -BEARING WALLS - INTERIOR FLOOR CONSTRUCTION & SEC. MEMBERS TYPE VA CONSTRUCTION (LEVELS 3 - 6): 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 (ORDINANCE 2326) SLEEPING UNIT SEPARATION SHAFTS (ORDINANCE 2326) ELEVATOR HOISTWAY (ORDINANCE 2326) STAIR/EXIT ENCLOSURE (ORDINANCE 2326) TRASH CHUTE ACCESS ROOM TRASH CHUTE TERMINATION ROOM 2 HOUR 2 HOUR 2 HOUR BASED ON TABLE 602 FOR FIRE SEPARATION DIST. 0 HOUR 2 HOUR 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. 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 1MTH 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 1MTH 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 • L M ASSUMED PROPERTY L NE ,,_,.=� BETWEEN BUILDINGS (30'-0" MIN.) • T.- .1 ` 10'-71/4" 10'-23/4" 12'-61/2" 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 =1 HOUR (OCCUPANCY GROUP M, S-1, A, B, R, S-2) X > 30 = 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 1MTH 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 WALULEVEL THIS SHEET. SOUTH WALL LEVEL 1 MEZZANINE LEVEL 2 LEVEL 3 LEVEL 4 LEVEL 5 LEVEL 6 i OPENING CALCULATIONS 10'-2 3/4" FIRE SEPARATION DISTANCE GLAZING 109.79 SF / WALL 578.32 SF = 19.0% (<45% OK) GLAZING 87.20 SF / WALL 581.32 SF = 15.0% (<45% OK) GLAZING 68.17 SF / WALL 515.22 SF = 13.2% (<45% OK) GLAZING 68.17 SF / WALL 515.22 SF = 13.2% (<45% OK) GLAZING 68.17 SF / WALL 515.22 SF = 13.2% (<45% OK) GLAZING 81.50 SF / WALL 515.22 SF = 13.2% (<45% OK) GLAZING 59.00 SF / WALL 582.95 SF = 10.1% (<45% OK) VD JOHNSON BRAUND ,N[. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Altwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE z a 2 o PHASE 2 PERMIT SET co 0 m N at a OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET W Q 0 psr .p.p O ID N (h o V) N N 02 (O ('1 Ti (00 N O 0 CO ('1 O g d Z .- N CO V' 1f) CO Decsription PERMIT COMMENTS/MEP COORD/BID SET Date a SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J ai < Cr) Ow co < 0) w • c9 d Z O �J_ w- � > Lif d ww_ z J > >< N- k 0 W a = 0 z 0 W 0 w 0 W 0 Z W z0 W m } aJ~ J Sz L] dZ N m WZ =0 Cr Z 02 LLD W K a • W a< z� 0U W _ re {- RECENT D CITY OF ~li UKOLA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR DWK FIRE/SOUND ASSEMBLY PLANS PERMIT SET 6/22/2016 7:09:48 PM 3 a) LEVEL 6 ASSEBMLY KEY PLAN 1" = 20'-0" FILE NAME: L , LEVEL 3 ASSEM BLY KEY PLAN 1" = 20'-0" ' LEVEL 2 ASSEMBLY KEY PLAN 1" = 20'-0" TYPE VA CONSTRUCTION : CORRIDOR WALLS 1 HOUR — - — 2 HOUR DEMISING WALL UNITS 1 HOUR 2 HOUR 2 HOUR EXIT ENCLOSURE/SHAFT WALLS — — TYPICAL WALLS WITHIN UNITS: 1 HOUR NON -BEARING WALL - TYPICAL 1 HOUR LOAD BEARING WALL - TYPICAL 7C 7C2 7D 7D1 7H 7B 7B1 7C1 7C3 7J JOHNSON BRAUND 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 ,R) G L. ALLWINE ATE OF WASHINGTON STAMP NICE DESCRIPTION PHASE 2 PERMIT SET ti 0 5 N w 1 a OFFICIAL BID SET CO 0 (0 PERMIT COMMENTS CONTRACT SET SET ISSUA w c' v N O in Pi El, in N aO O (n O (0 N.O (u ON O Z -- N 01 'V' to to C 0 d% a w u a) 0 PERMIT COMMENTS/MEP COORD/BID SET Date i R A O Nat ❑ (.9 Z J 5 co 1 tW V J g OWNER/APPLICANT: 0 J J u) w ()0 Uw O <C/) ZQ wZ a. 0 0-_ w� w 0 gZ J w � Q I— N w O a a w 0 Z 0 w 0, LL W 0 z w z0 Z w LiJ g 5z m wz Fo z LL 00 ukg Q w w aQ QIF ww 1-0- RECEIVED) CITY OF YUMVILA JUN232016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker FIRE/ SOUND ASSEMBLY PLANS 6/22/2016 7:09:53. PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: 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. - ° e4 ; 4, 8" (& GREATER) THICK REINFORCED CONCRETE °� A FLOOR PER STRUCTURAL DRAWINGS. REQUIRED 4. ti �," _ ° RATING 3 HOURS, ACTUAL RATING = 4+ HOUR b ° . 4°" - - O. - • ' 3C 3-HOUR RATED HORIZONTAL ASSEMBLY 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 DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR CONCRETE TRANSFER BEAM PER STRUCTURAL WRAP BEAM WITH POLY -ISO INSULATION (R-14 MIN.). SEE ENERGY CALCS. 2TB 3-HOUR RATED HORIZONTAL ASSEMBLY 1 1 i 11 L 1 IIIiI 1 CONCRETE TRANSFER BEAM IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL TRANSFER BEAM - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 SLAB SEPARATING CONDITIONED & UNCONDITIONED SPACE 8" (& GREATER) THICK REINFORCED CONCRETE FLOOR PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR 2C 2C1 3-HOUR RATED HORIZONTAL ASSEMBLY REQUIRED STC: NONE REQUIRED IIC: NONE 4. • . 4 • 4, d CONCRETE SLAB IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL SLAB - TYPE IA CONSTRUCTION LOCATION: LEVEL 2 SLAB ABOVE/BELOW CONDITIONED SPACE LOCATION: LEVEL 2 SLAB (- L ADD TO ASSEMBLY 2A1 FIR T&G BOARDS - STAI 8" (& GREATER) THICK REINFORCED CONCRETE FLOOR PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR ASSEMBLY TYPE 2B NON -INSULATED. ASSEMBLY TYPE 2B1: PROVIDE PINNED BATT INSULATION PER ENERGY CODE CALCULATION. INSULATION SHALL BE COVERED WITH WMP INSULATION FACING. 2B 2B1 2 HOUR RATED FLOOR/CEILING ASSEMBLY FINISH WITH 2X REQUIRED STC: NONE REQUIRED IIC: NONE 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 CONDITIONED SPACE REQUIRED STC: NONE REQUIRED IIC: NONE LOCATION: MASS FLOORS SEPARATING UNCONDITIONED PARKING GARAGE & CONDITIONED SPACES ADD TO ASSEMBLY 2B: 10.25" PINNED BATT INSULATION (R-38), WITH WMP INSULATION FACING. EXPOSED INSULATION INSTALLATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE - DEVELOPED INDEX OF NOT MORE THAN 450 (IBC720.3)(ASTM E 84 OR UL 723). VAPOR BARRIER PER GEOTECH REPORT GRAVEL BASE PER GEOTECH REPORT SOIL BASE PER GEOTECH REPORT 2A 2A1 NON -RATED SLAB ON GRADE cn ce w o_ 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 REFER TO GEOTECHICAL REPORT PREPARED BY AES, DATED 3-18-2013, FOR DETAILED SUBGRADE ASSEMBLY REQUIREMENTS 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) CONCRETE STRUCTURAL FRAME J w cocn 0 W IBC TABLE 721.1(2) 4-1.1 SOLID CONCRETE TYPE: STRUCTURAL FRAME - TYPE IA CONSTRUCTION LOCATION: LOWER LEVEL PARKING, LEVEL 1, AND MEZZANINE LOCATION: MASS WALLS SEPARATING CONDITIONED & UNCONDITIONED SPACES AT P1 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 P1 AND LEVEL 1. OUTSIDE ELEV. & STAIR ENCLOSURES AT P1, LEVEL 1, AND MEZZANINE ADD TO ASSEMBLY 1B, 4A, OR 4A1: 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 P1 AND LEVEL 1. OUTSIDE ELEV. & STAIR ENCLOSURES AT P1, LEVEL 1, AND MEZZANINE ALTERNATE TO ASSEMBLY 1 B2: SAME AS ASSEMBLY 1 B2 EXCEPT ADD 4" METAL STUD 8" (& GREATER) THICK REINFORCED CONCRETE WALL PER STRUCTURAL DRAWINGS. REQUIRED RATING 3 HOURS, ACTUAL RATING = 4+ HOUR 1A 1A1 1A2 REQUIRED STC: NONE REQUIRED STC: NONE z 4, a, • 4 • EXTERIOR VARIESI PER STRUCT. RATED ASSEMBLY 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: BELOW GRADE CONDITIONS AT P1, & LEVEL 1 LOCATION: EXT. WALLS AT CONDITIONED SPACES ADD TO ASSEMBLY: 2" RIGID INSULATION (R-10), 1" AIRSPACE, FINISH WITH 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 WITH 5/8" GYPSUM WALL BOARD AT INTERIOR. FIRE & SOUND ASSEMBLIES GENERAL NOTES 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 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." 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 ,RLG L. ALLWVINi ATE OF WASHINGTON STAMP w 0 2 DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI 'V 10 10 (0 (0 (0 W N N N Qg. RI s o 0 ❑ g 8 0 0 8 d 2 .- N (ry V (n (o Decsription (PERMIT COMMENTS/MEP COORD/BID SET PERMIT COMMENTS Date in co r'a N (b 0 0 w I1 .- N I SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J -J ui w < Cr)Uw c < 0) z< w O aZ w > m W LL1 co ww_ J W >Q gk cV • N w 0, a re W 1- 0 z 0 W 0 0 ❑ Z W ❑- z0 9W m J 5z 12 =Z �0 Z U. 0 W CC o_ W z� .1~ _0 ra 0, RECEIVED CITY OF TUKW'I A JUN 2 3 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker CONCRETE FIRE, SOUND & INSULATION ASSEMBLIES PERMIT SET 6/22/2016 7:09:57 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: PR iPRIETARY' GVPSUI.? PAN L PFt t1JCTS, STEEL C-H, C.T, OR; l TUDS:: i60 j y r t r - " Pr �1 rEr;I r � t ; i r_rrrti j rgr « ri trrii ,k�ex 3en 2 ,r alt ar artcl r rslidrl;).;. J r am ra with Teoct an c'f !/' err O-H,;C�T, cr I st I hQh en irrr'(3, OSlT� SI ' B e Ia r'W' prcpr t ry typa g„'p tirn ?t and s prlic i t r�gFf; ri ? s t studs with 1" Tyr a S dr 'all s, r�nx's 24 0.c and 6" t`rom I'tacr .arid c ili f )' pi r II I tr } r8II& IL iiii �r ilta :t /g' Type S dry^.YaII s Nars'127= llOce4.,:`and 3" tiarru Itcor and;ceilin i rn rss Joint; lia l;24` ro' taasn I: yrsr F has. rgt iwst, ! xvillti 11/ " I 1ik r ir~ l ticri'i Itl t r `>fiit Ira Ui ;� cat: (NLB) P.ROP'RIETAFFY GYPSUM PANEL PRODUCTS PO, rf� y,p8tlrri LLC 1t2` Tot, hfiock€r Firegi,J9rd OY Gypsum Beard:; Der -AS IeSSO Sheitlri or (2) LAYERS 5/8" TYPE X GWB 2-1/2" CH STUD, SEE TE"ickne,sa.:: pre liAteighl Fire Trot,:. and Trsi: 50 to 54 STC SOUND ITS 13 .Oi ITS Design GPA'VA .i21 1 ,L TL09 060,12 8-09) EXPLANATORY NOTE B. SHAFT SIDE 1" PROPRIETARY TYPE 'X' GYPSUM PANELS 4J 4J1 2-HOUR RATED NON-COMBUSTIBLE SHAFT WALL •�I SHAFT "CLOSURE" WALL GA FILE: WP 7074 TYPE: FIRE BARRIER - TYPE IA & VA CONSTRUCTION LOCATION: SHAFT CLOSURE AT TRASH RM. LOCATION: LEVELS LVL 1 - MEZZ. LVL. ALTERNATE TO ASSEMBLY 4J: 4" CH -STUD IN LIEU OF 2-1/2" (1) LAYER INTERIOR GWB - TYPE & SIZE TO MATCH REST OF GWB ON PROJECT 2 1/2" METAL STUD R-13 HIGH DENSITY BATT INSULATION, COMPRESSED TO FILL WALL CAVITY 4F 4F2 NON -RATED NON-COMBUSTIBLE FURRING WALL REQUIRED STC: NONE ADJACENT WALL NON -LOAD BEARING INTERIOR WALL GA FILE: NONE TYPE: NON -LOAD BEARING INTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVELS 1 & MEZZ. LOCATION: LEVELS 1 & MEZZ. ALTERNATE TO ASSEMBLY 4E: 6" MTL. STUD IN LIEU OF 2-1/2" REQUIRED STC: NONE REQUIRED STC: NONE Get�rg: GA FILENO. WP 1350 I I GENERIC I GYPSUM WALLBOARD;i;STEEL STUDS :One. Iayer3/4"•type X gypsum wallboard orgypsum: veneer: base:applied parallel or at right, ;angles to each•sid"e of 351a" •steelstuds 24" o.c :with 1Type S drywall screws 8" o.c. at • vertical and 12"o.c. At floor and' ceiling runners. and intermediate studs. ::Joints staggered •24" on opposite sides (NLB) . 5/8" TYPE 'X' GYPSUM SHEATHING 4" OF 6" METAL STUD WALLS PER PLAN. SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 4B 4B1 4B2 1 HOUR: FIRE. 35 tc 39 STC SOUND'..... Thickness: Approx Weight: 6••psfi' Fire Test: FM WP-45, 6 19-68; 1JLC 79T484,'79T500, 79T497 :8 12 81,. uLC Design W415€ hNGC 2:Qp5004,,fi 15 05' RAL TLOB 114, 4.0611:- ................... ......... Sound Test. ASSEMBLY TYPE 4B NON -INSULATED, ALTERNATE ASSEMBLY FILL CAVITY WITH BATT INSULATION FOR INCREASED SOUND CONTROL 1 HOUR RATED NON-COMBUSTIBLE METAL STUD WALL NON -LOAD BEARING INTERIOR WALL GA FILE: WP 1350 TYPE: NON -LOAD BEARING INTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 LOCATION: LEVEL 1 BATHROOMS & OFFICES ADD TO ASSEMBLY: FILL CAVITY WITH BATT INSULATION LOCATION: LEVEL P1 FIRE COMMAND CENTER 1-HOUR FIRE BARRIER REQUIRED STC: NONE A FILE Id! P: 5: PRO:RIETAR° GLASS ':MAT GYPSIJM.:SIBSTRATE STEEL .STUDS EXTERIOR SIDE: 5z a yer fie' pr+Xpn tarry" type glass mat gy srJret ut raflo;(eh lhi g}. applied mal l sar at r ght more r,o 3 / " t l a1 d " o n, witty 1r' T rp, 3 rros arc;. ro tist n scm' .'S "it L` :.fit �1�rtk still' �'3nd'12" c. a p irfti iC E CiJ!'ln rs J4 irt�s t.rau!k d;i wll�9 r i.bir�, r!or? hardefIln bud d r>ag si lartt rat �wrwd v th d ea tier xpo; rf cI ddiri ; • or frnlsh:yatrri . INTERIOR 3lDE_.Or> l y�er erg" prrprie Rr { lyp X Jt 4 at ta` pu m uhstrait;R, agtx�: � t'rsx t: water-ro lst,ant ::gypsum backirrdl brarr , gypiim t aliboardt ' aL ir.-osistari gypsurrt:: t, o kin arcir i1 'F tlrrt do r I at, appH d pan el gar at rl1ihl Qr Ire; to suds; r th :. 1"Type 6 dry vntl scrawl 8" a c. at stale and 12" o c_:aU or and r itm runners (1LB) PFtii t *RIETAR1' G'Y' LtM PANEL: PR.O►D(JCT: Pacik ypsurrr LLC - s/s" D naGlassrs Fitggu,ard�' ng Sheathi.:. 0/&' I r, A•rrrier. l='Ir r (rt 9ua d4 ': • EXTERIOR FINISH PER ELEVATIONS 2" MIN. AIRSPACE AT METAL STUD CONDITIONS 2" CONTINUOUS RIGID Into idePanel.• EXTERIOR 1 HOUR FIRE ThiccknAss:: 47/4,":' Approx. li'4ta4hL. 6psl Fire rest CT-C.,2i 719 INSULATION (R-10) PER ENERGY CALCULATIONS 6" METAL STUD WALLS •r rn w Q SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 4A R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. NON -RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL (X>30 FIRE SEPARATION DISTANCE) GA FILE: WP 8005 TYPE: NON -LOAD BEARING EXTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 1X6 TONGUE & GROOVE CEDAR SIDING, 1/2" P.T. WOOD FURRING ©16" O.C. OVER R-10 RIGID INSULATION 6" METAL STUD WALLS PER PLAN. 5/8" TYPE 'X' GYPSUM SHEATHING 4A1 EXTERIOR REQUIRED STC: NONE t .. R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. NON -RATED NON-COMBUSTIBLE METAL STUD WALL v ti NON -LOAD BEARING WALL GA FILE: NONE TYPE: NON -LOAD BEARING EXTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 CONCRETE BASE, THICKENSS PER DETAILS 2" (MIN.) CONTINUOUS RIGID INSULATION (R-10) PER ENERGY CALCULATIONS 6" METAL STUD WALLS SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 4A2 REQUIRED STC: NONE R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. NON -RATED NON-COMBUSTIBLE METAL STUD WALL EXTERIOR WALL (X>30 FIRE SEPARATION DISTANCE) GA FILE: WP 8005 TYPE: NON -LOAD BEARING EXTERIOR WALL - TYPE IA CONSTRUCTION LOCATION: LEVEL 1 REQUIRED STC: NONE FIRE & SOUND ASSEMBLIES GENERAL NOTES 1. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-2012 20TH EDITION, WASHINGTON D.C. CONTRACTORIS 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 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 ATHICKNESS 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." 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." VD JOHNSON BRAUND ,NC. 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. ALLWINR ATE OF WASHINGTON STAMP wo V Z z o n. co w o PHASE 2 PERMIT SET U) o_ N 0) a OFFICIAL BID SET z So TA Cu �u PERMIT COMMENTS CONTRACT SET SET ISSUAI V. ID 1D (00 w Q�Nsoo N pNp fV pN N N '061 '. o 0 o ooa 0 Z .- N M V 10 CO c 0 a 0 w 0 W to 1- 0 0 Date co ga Z cc' 1 ♦W —J SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J J vi Qo V cc?, Ow (o Q� z.< wc9 n.• z O -I w = > m oco ww g= z >>< N N w 00 0_ o. c w 0 0 w ce 0 0 0 z Z0 9W 0) m >- ww g~ z c0 m wz I-0 0z -0 o—, w® a w Z1- aU ww _°C CL RECEINIED CITY OF ,: UKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker METAL FIRE, SOUND & INSULATION ASSEMBLIES PERMIT SET 2 0 FIRE & SOUND ASSEMBLIES GENERAL NOTES O O 6/22/2016 7: 0 0 a 1 c O co c O - se c cis 175I t'9 NI aI a) ca I) C:\Users\dianak\Documents\1026-Tukw FILE NAME: GA FILENO. WP:3 '"I0 NI RIC• GYPSUM WALLBOMU .„ OOD' TUD Base gypeu:ra veneer ba• applied at rght eagles ta- Bch sloe i, 2 x x1r sltrris ire' ca:i„ staggr rerf " ,c er1 'x �cxxl pleat �, urrt d ccyi er1'n ll�, 1r� "tr�nc�, ► ;i " rl n d :11�" hwerfs, 24" t3..ir Fabe'laye:r 1 pe X r prism allhoard ror gyp ire �rtrioar bdso appitad: r •tl t�,i angla . to: cacha .lido witty .-8ct dialed r'it7ils, 23W' lort , r ..1 t3" t ank,'` a" l ads, ,Jcir 13. stagcii?r d 16 ooi. -h 4:0y'r.:arui Sk s:•, 1und 1+'stad Oh: mall, k r bt kyer..tpce O a regg �: Fidr�rintal bsacr required, at rrY�-lei ht. (LOAD -REARING) (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING WOOD SHEATHING PER STRUCTURAL - SEE EXPLANITORY NOTE F. STAGGERED 2x4 WOOD STUDS OVER 2x6 PLATE 3-1/2" BATT INSULATION LAID IN SERPENTINE FASHION FOR INCREASED SOUND CONTROL (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 7D1 i 7C2i 2-HOUR RATED WOOD STUD WALL HOUR FIRE 50 too': 54 STC ` SOUNi Thickness: Appfax.. Weigh!. Fig: Test lurid:Test: RC CHANNEL ON OPPOSITE SIDE OF WALL FROM STRUCTURAL SHEATHING - SEE NOTE ??. RC CHANNEL MUST BE CLARK DIETRICH RCSD, NO SUBSTITUTIONS 13:;C Sei WP t3S { t'fitP 360.-27-741'i.. U L l 4tl2.4, 10-31 p156 hNGC 2377, b 19-70. Cr LEVEL 2 ONLY - LOAD BEARING DEMISING WALL GA FILE: WP 3910 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVEL 2 2-HOUR RATED WOOD STUD WALL REQUIRED STC: 50 TESTED STC: 50-54 LEVEL 2 ONLY- LOAD BEARING CORRIDOR WALL GA FILE: WP 3910 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVEL 2 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 $!s" 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, 1 T/a" long, :00915"shank, 15/sa" heads, 7" o.c: Face: layer 5/8type X gypsum wallboard or gypsum veneerbase. applied at parallel or at right angles to studs with 8d cement coated nails, 23/a" long, 8" o.c. Face layer joints offset 16" from base layer joints. Vertical joints staggered 16" on opposite sides.. (LOAD -BEARING) 1 HOUR FIRE REQUIRED STC: 50 TESTED STC: 50-54 50 to :54 STC SOUND Thickness: 6" Approx. Weight: 9 psf Fire Test Based on UL R14196, 05NK05371, 2-15-05, UL Design: U305 Sound Test: NRCC TL-93-116, IRC-IR-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 IaYer 5/s" 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 midwaybetween studs. 3" mineral or glass fiber insulation in h stud space, OPPOSITE SIDE: One layer 5/a" type X gypsum:. wallboard or gypsum veneer base applied parallel or at rtgh( angles to studs with 6d cement coated nails,17/a" long, 0.0915" shank, i5/64"' 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: 5 /s" Approx. Weight: 7 psf Fire Test: Based on UL R14196, 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 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 3-6 REQUIRED STC: 50 TESTED STC: 50-54 1-HOUR RATED WOOD STUD WALL TYPICAL UNIT CORRIDOR DOOR INSET WALL 7C1 i 7C LOCATION: LEVELS 3-6 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 3-6 REQUIRED STC: 50 TESTED STC: 50-54 7C1 DOOR INSET rA I=I NO. WPC 4135 NERIC. GYPSUM WALLBOARD, WOOD STUDS B�Ise '13,y'er 51e typei.X gypsum wallboard er:,gypsurn 'oneer base applied at right angles:Eo: cp sidrw:;c.f x.4.Wripd lied 4H;L.:,'h''41h 6,4 N ils,11,'? ertg; 0.0B.5" $Hants,:lt4 . h ills, 24": i lat er I ei.7 t'yli? X 9 t sttm wa Ihr aiid er ,g10.s4.iff ►reneervase applied at right at los, to each .side: with:8d coated hails,' 2.3,'a" let j .0.100 shank tJI' ha. dn; jclrti 0)00124"fuact'i ta',rer arid side.:.Scuriato (d +t 11r slid, 16" c :c: and,t+'lt't r ills . tt °.base f i r y i d 6'' r5; (LOAD -BEARING) (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 2x4 & 2x6 WALLS USED AT 2 I TOUR 40' t0 44 STC SOUND ?a, .�eitiYae�: ThiOr><es : Appra3�t_ . ai9ht'. PI : T;r st; Sriond Test: Si/a" .12•Insf F't44'X/41'W-3, 9 27'-d4 _. N.GC:2363, 441-70 VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE EXPLANATORY NOTE B. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 7B2 X N Ua 2-HOUR RATED WOOD STUD WALL FRICTION FIT BATT INSULATION AT PLUMBING WALLS. SEE EXPLANATORY NOTE A. ao co X N LEVEL 2 ONLY - LOAD BEARING INTERIOR WALL GA FILE: WP 4135 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVEL 2 5/8" TYPE 'X' GYPSUM SHEATHING ROTATED 2x4 STUDS USED AT VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS 5/8" TYPE 'X' GYPSUM SHEATHING 7B1 NON -RATED WOOD STUD WALL • • REQUIRED STC: NONE V M N TYPICAL NON -LOAD BEARING INTERIOR WALL GA FILE: NONE TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-6 REQUIRED STC: NONE !GA FILE NO. WP 3605 GENERIC GYPSUM WALLBOARD, W000 STUDS Ofl` Inyer g, ".t' pe X:plaln:'tir::predecoratad;gyypsam watlboard,�:water-reaStant ipsttrn.. clhlrr a 1 tar gypptlrn r r t tip filled p rWlet a>= i rk ht ang rs 1 each idc� ct 2 4 woc4 slt�]4 1Shanty, ►o r� ,f finis n sgtpr.o dgei, bevel ed' o erpredecerated wall rd fia13•Iof eisp..os�d. Jo'nts step red 15' on i pjlouit ski+ta (LOAD-BEArglt r;) 5/8" TYPE 'X' GYPSUM SHEATHING 2x4 & 2x6 WALLS USED AT 1,11Oil R FIRE I: to 34,STC SOUND` Th:roiees : 4714" Approx Weight: 7 par . . 'Pro Test: 1JL 41.1319.4. - , 17-52; tJL l ;' 7t7-3tL 1 24 -66; ,U L R3501 52, . 3-15-66, L De.,Ctift13 1,.I LC DeSi n''iZli'71 trnd Test: OR -e 2-4-64 VARIOUS LOCATIONS, SEE UNIT PLANS FOR LOCATIONS - SEE EXPLANATORY NOTE B. 5/8" TYPE 'X' GYPSUM SHEATHING 7B X N 1-HOUR RATED WOOD STUD WALL FRICTION FIT BATT INSULATION AT PLUMBING WALLS. SEE EXPLANATORY NOTE A. X N TYPICAL NON -LOAD BEARING INTERIOR WALL GA FILE: WP 3605 TYPE: PARTITION - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-6 REQUIRED STC: NONE GA FILE NO. W:PI4 8 GENERIC GYPSUM SHEATHING GYFS!UI't'WAII LBcOARO WOOD STUDS • .EXTERIOR, StDE:. Baso'.4y3r 11a" tea. X cjtrp tieri s' ithrrrg:appted para11a4 car tright ng a 1r 2 x 4 tti . i atudtr `t5" c w 1h i tW T'f e 'ij'a1c l srrt tir t ":c �,: Fa>" t e r •• �,I( type' X gypsurn sE sethrng; : ppSied parallel# ar at rlght argtea to sfi.lds:with 17/a T r._ ��" ctr i alk acr tFs:12.°: c arii oft t9 I3" f n scr► i I; ba ,e. to 1. to for claldrrtg ; 1Ractied tiroiittji sh tithing td';ttsrjs;.' [4TFF I01'.'5DE Base layer s a" t'ypt X .9 p.'.iicrl vtali icprc! orven •a t re �rpplied prtraiiI ,ot at a fight angle is sTpdir vritti l Ifa" "y, € ' 4% Ir lt` ree+�s 12" o.. Face la ,ar 1la'type X 9Ypsurntivallhc rd verieerl}a0: 0()11 d.:par3ll0.l.nrat igbt an•gip, Type tier. dry<ti till acre 'a 12" o c. and :effsat !6". 'Frain :s yews :iri Ease layer.' Joists atagg d 16p eact�i layer ,and side. (LO BE, ,E UZcii) FINISH PER ELEVATIONS 1" MIN. AIRSPACE AT WOOD STUD CONDITIONS 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 EXTERIOR 2.ROUR FIRE Maness: 6t4" witt`?'rlltt -or claddlrlg Approx: Weight 12 pad ..: Pitt Test: " . See WP 4'136: 01-6921. 14, t2: SPACED PER STRUCTURAL. SEE EXPLANATORY NOTE B. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING, BOTH SIDES 7A2 2-HOUR RATED WOOD STUD WALL R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. INTERIOR Cr co w EXTERIOR WALL (>10' FIRE SEPARATION DISTANCE) IBC 705.5 AND TABLE 721.1(2) GA FILE: WP 8418 TYPE: LOAD BEARING EXTERIOR WALL - TYPE VA CONSTRUCTION LOCATION: LEVEL 2 FINISH PER ELEVATIONS 1" MIN. AIRSPACE AT WOOD STUD CONDITIONS 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 REQUIRED STC: NONE 12 :: FIRE -RATED' W0013 FRAME WALL AND FLOOR/CEILING ASSEMBLIES RATED ASSEMBLY WS64:5 .::One -Hour Fire -Resistive Wood -Frame Wall Assembly 2x5;Wooct Stud Wal[ -:100% Design LCaq:'= ASTM,E 1,19/NFPA 251 1 Framing Nominal2Y6WOOdstitds spaced 16 in o c double top pIates single bottom plate:;. 2 Interior Sheathing 5/8:in Tyre X gypsum wallboard 411 wide;;applied vertically All panel edges backed by. frasnuig or blockwg . 3 Exterior Sheattiiug 3/8iu wood.stnictural panels:(oneuted strand board), applied Vertically; horizontal joints.: blacked 4 Gypstun Fasteners 2 Ili m ii6:Type S:drp, all sciews spaced 7 in: o.c. ::5 :Panel,Fasteners 6d common nails (bright) 12 in a c .:ia die field;:;5 in o:c_ panel edges : 6 lnsulahon R»19 fiberglass insulation 7 Jomts:'and Fastener Heads ,!Wallboard'Joints: covered with paper tape and joint courpoiuid; fastener heads covered::' is ith joint campouud :: :Tests conducted at the.NGC Testing Services Test No: WP 1408 (Fire Endtuauce & Hose Stream) Thud Party Witness NGGTesting Services August 13 2004 :: This assembly was tested at 100%design load calculated in accordance with the 2005 N.'r onal Specification® for Toad Corrstmetiwn .Te authontyhavnig jurisdiction should be consul $ d to assure acceptance -of this.repcit 1-HOUR RATED WOOD STUD WALL EXTERIOR R-21 BATT INSULATION TO FILL CAVITY PER ENERGY CALCULATIONS - SEE NOTE A. INTERIOR (FIRE SIDE) j:' u�ai12► ,LNG EXTERIOR WALL (>10' FIRE SEPARATION DISTANCE) IBC 705.5 TEST NO: WP 1408 TYPE: LOAD BEARING EXTERIOR WALL - TYPE VA CONSTRUCTION LOCATION: LEVELS 3 - 6 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 LESS 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 WTH 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 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." • 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. ALLWI'INF ATE OF WASHINGTON STAMP NCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA W '' CI V' 8 o N N 0 N N 8 t0 o 2 (0 iv 0 8 l0 R 0 8 d Z ,- N [') V' In CO C 0 a CI Date ix SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U -J - J Lu vD Qo V O w cn co < rID zQ g z a. O 0 W� CI W a) co 0= rn g w< Q>Q n: I- N 0. RECEIVED CITY OF TUKWILA JUN 23 2016 PERMS iT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker WOOD FIRE, SOUND & INSULATION ASSEMBLIES A006b PERMIT SET 6/22/2016 7:10:07 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: ESR-1153 I. s!' Wideiry'.Accepted and Trusted FIGURE .4G--ASSEMBLY G (Two-hour Fire-resegtance-rued Rooeilin,g or Floor -ceiling Assembly)'_ • Single lay r of 44Bf24 span -rated, tongue - and -groove: sheathing (Exposure 1). :• When used as a roof -ceiling assembly.„ a single layer of square -edged span rated sheathing (Exposure 1), complying with the code, is permitted to used for roof sheathing. x,r _ Minirsivrr,'oisfii3eptti; cis.g ,3 inches. Glass -fiber insulation With unfaced batts'that. are 24 inches wide by 48 inches long by: • 3112 inches Chicle,: Three layers of 54-inch-Chick NGC Gold Bone Fire -Shield C gypsum board'_; Minimum NO: 28 gauge (0.01.5 in channels. FINISHED FLOORING OVER 1" (MIN.) GYPSUM FLOOR TOPPING OVER 1/4" SOUND MAT 11-7/8" I -JOISTS, SPACED PER STRUCTURAL, SEE NOTE C. resilient. • All 'butt joints -'of ¢hie sheathing p7rast Ica d over framing morn ers., • Flooring is permitted to be omitted where unusable attic space curs abaue theysi pm; -provided the requirements of'Secticn'4.5 are .met. Installed : a:. n1 ale in ao-4ard nCe With this repo spacing c1.24 irithes^on rater_ maxirai urn: Installed in the plenum and:su supported b by -stay wires .spaced p' pF - Y yrw ..... p at 12 inches.along the joist bottom lunge. Base layer instilled perpendidiifar to: joists with end jsaants staggered, and attached directly to the bottom- hinge using 1 sfs-inch-long Type 5 screws spaced.• 12-inches c ` enter. alonrg, each joist Resilient channels attached per ''beelow. Middle layer of gypsum board rend'ctilar � _ silient Ohannels: with -end joints -staggered, and attached to the resilient channels with 1anch-long_: Type-9 wits paced 12:inches'on-center,.: • Finish' layer of gypsum board installedWith edgesand end joints . staggered from the . layer: and • naust be fastened.t. the resilient channels:nisi: t'/ ]nch-Ion T. pe cse n 3` g. g.Type S screws?. spaced 8 inehes.on-center: Joints of the finish Ia er'.•of slim : beard musts 'be covered:..wTh'Ont. �. compound and'faap_r L3pe, and exposed screw hea•ds'mwst. be covered With joint compound.: r . Ceiling] membrane::ri ay be omitted when used.:as.•a floor= ceiling,essernbly OvenimuSable crawl spa€es • Installed perpendicular joists,. under the first layer of. gypsum board_ • Spaced a•maximum of16_inches on -,enter_ Attached to the ibottom'fiange of each joist 'wit 1 %; anti- long, Type. Sse ews: << 5-1/2" GLASS FIBER INSULATION IS NOT OPTIONAL. (3) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 8A2 2-HOUR RATED FLOOR/CEILING ASSEMBLY RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS t F LOWEST LEVEL TYPE VA UNIT FLOOR ESR DESIGN NO: 1153 - ASSEMBLY G, SOUND ASSEMBLY B OPT. 2 TYPE: VA CONSTRUCTION LOCATION: LEVEL 2 UNITS REQUIRED STC: 50 REQUIRED IIC: 50 ESR-1153 I Most IWO AocelAd and Trusted FIGURE MB-ASSEMBLY" B (One -hour Fire -resistance -rated Roof -ceiling: or Floor -ceiling Assembly): •Optional resUient channels direly applied to . joists attrusses.at 16'inches .on -center, su`APoit ngbotth layers of gypsum b©ard,•are necessary to achieve sound ratings: • :ii'i`-•+'vwv<;:.`..a:✓t`:'SSSiie;e,.,.r....i..:,.,.:_,..:v:, ....:i:..., :i '1w,�S�;iYi'+ i::q. r+,i �l:' i i:�,``, ,, - .Fs` `�?., S,r ;�>`_ .�Xi.:Y��' �;^, ,r,,fk,' _ iij :K',: t'i:•• , t ti'. n, �,v'u z f ' .'''t �',, t a,.,... •, :. :+: ,: ,,. ;',.:4.' :J°,t•t:a -'�{^';'Yi.?,i{h%::,'ir+re�^,`'+:..';j;,'.,.`r..�<:,_r'.i,r.. t_,l�",+y k:f<' '';rf'�f::.^: `y i.:!r: i-,:: hT^~,�'.., ('.; .Y:f.. �'....:f%.i: Y". :s.4 0 ,,',1.- �CJ'n ^`ill: �'�• r`, 4 Y f t :i j,. =,?9s •3. rY" ,,^,15. ,.7 t,y'ssii :".,, '.'iU i. ";'A.ti ...;.' a „Y;; r ,. �`i-';t;°_;�> '�'=>i^'''" i'1 '`i;. ' }i i:!`'Zu,� j,,,^'.,i,ts.2?'`rv..t,}•.y t�:. n�,�„^x,".�:i"i�5+.,3; �r"C 'LA,,,•..:'r 'ii1`:'i :},'^ ±`'• :..�-. •k ;r.k{'.'i�Q: v.:' fi.,=,C ..A [ 5,'r'`Ly,""f,�„r.rc.r. r <`�� • �'''' Y;Y,. ' ,�} % �:�£ 1;Y, }Jf� K•�,., '£•�,;�taittii• j14' � Single layer48/24span- orrated, tcn ue-and;9roove, sheathing (Exposure 1). When used as a roof -ceiling � assembly, the decking is permitted to be :any wood creek reennized in the .. ... .. • • Nailed and•glued to the tap oE'the TJI' iaists. Co n structi • crt adhesive araiaforming to AST14.1 03498. mc1sE :be applied to the top of the joists; prisri tQ placing sheathing. ' • All 'butt joints of the•.sheathin g must be 'located e'er framing me J I3. g members. 'n:,iS3 r✓':'r::Yiv �, r= : : „, ax' ' Y a ram, c` 'j ?:Y ; `1z'a ya$tza; u,'k^$:k;✓ Z, . ys:j+, �.,'ft5*s rr%'�..'X h'`,),s''-^:' ,,V*:,. '^;,} � ..t;:y , %, i,',..,,•.'3, :.:,{ t ;' 's: ,; •'��.��`''�� `>%"' ''�'<_' z; hyu „ .t, Ayrt .>._ , :'fv : '.;: srF<3. v ' '.;y ,, :o., x;yr:}; S:•.f..',� x j;' i`• f:£: • Two layers 4f 1..drN` Mnoh-thick GC Gold •' Fire -Shield Bond!' C.9Ypsum:,Far�d. or *_.Two la Hers of i! '12,-inch y : SH EETROCK! Brad FIRECODE'� C l gypsum Panel- or 5 • Tw'o layers Of ire-inch-thfek,, Type X gypsum tspard'cs�mplyin�g with ASTA7: C86_ ... .. ... � - For TJ1 joists.'spaced '24 inches on -enter or less, attach ceiling to Hoist bodorn flan^._. g . •. The first layer•of gypsum board must be installed ndicular to the"> •TJt jo sts and attached using 1 s/�indh-lung', Type G screiars: spaced 12 inches' n-center. The second layer must installed '' Q y be sta _d xvitlii.the joints staggered from the f-i f A " g.'rst a;yrer_ . • The second layer must be•fastened to the T-11 joists with..2-inch-long: Type S'screws spaced 12 inches ton -inter in the field and 8 inches: on -center -at the butt pints. • •' screws. Type G s1 (2 incheslong. must be spaced 8 inches on -center and d inches eash side of the transverse joints of the second layer. The second la.rr must be finished with joint tape and camp 'fund• " TJi joist_ • installed in accordance with this report'writh:a maximum spacing of 24 inches on -Center for floor -ceiling assemblies_ ■'' When used in roof -ceiling; assemblies, tile )mists are pemaitted to be spaced a max murn of 48 inches on` -center: - . i ,j:. ] ;f <• _: '',':,<< ,;t° >:",t • • _ e,xtr ir.4. �j. .l•.s'. s Fib r s;: ,,.. I1i tll fioi4; Minimum 3 /2-cnai-thick ls's4 finer insulation or Pass fiberirisu']aticn gThe rated R.-3.0 or less. • ' May b installed in ihe joistplenum *hen resiiient'channeis .re used. • • ab+o a the resilient Channels 'be en • insulation rnu-st tre Placed ov the joist bottom `flanges_ ` k O = ,; -;"' ,';;:Y' RC-1,'resilient:channels sparred 16' inches on -center rna be increased. � (May .to 24 in�es an -`center if Et c'iaists ar,e spaded '10 inches are -center)_" • Fasten perpendicular to the T.f E joists using 1-finch-Icing. Type 5 screws_ When resilient channels are'used. the first fayer•of the ceiling membrane must be installed perperidiciularto the thanne3s -and attached to the resilient channels using 1-inch-long, Type .3 screws spaced 12 inches ,on nter. • • .The second layer must'be installed With the joins s`ia_ goaered from the first la er andattached usin 1-f inch-ionType ' layer g �- g:� 5 screws. The w screspacing; for: rthesecond layer cafg_y}asurn board must be a .inexirnurn of 12 inches on -center in the iefd and 8 inches on -center at the bu t joints.. Type G;si-ews, 112 inches• Iv►`ig. must bespced 8 inches on -center' and 0-inches Priam eadi side of:the transverse joints of the se.cond layer_ Th.e'second layer must be finished with joint tape and ,1 ;« • j:' ;;3 {;.r _ Y?? • , :` ,,,', F , �.'{,4ii•:?:r 53.%1=: ^.�.' rEr>,rFy t$?m` 1fi c r�nixSit �; .f $y Y } '`Ff sr:•�<�� ',}v43 ,�r1} ` z' ' t >j 3akF,•': r >"s + t' S; ::<' PIro >'' i ,<':' : {' Ft' N : :.; =ra . ``,�'-`t �<s: .'t"{:'t;A:\ 5=fiv; ,. Minimum of nominal 24:44 . construction -grade Douglas' fir lumber for spans up to 5' feet in •racaf�it�rn• in vfiich the TJ l�° •assembliesjoists" are spaesd more than 24 inches on-centee, the ceiling; Including the resilient Channels. must biaa fled to stripping Spaced 24 -iiir.Jaes on -center_ The attachment of the ceiling membrane La -the -stripping members must be ,simiilarto the ,attachment ofthe 'ceilingmembrane to the TJf joists_ • , Attached to the i:aast batter flange using a minimum of two 10d box nails infra each bottom , in materials of equivalent .h flange: �tripP l q strength and.attachment are permitted when aPproved by theCade official. al. .. .... .. ... TABLE 6-SOUND T1NGS• '';':,".•<`v�;'.S'„°,�'.;;;^,",.}-,zv>a-<r.",. f,'_'z;r;^;c4�•';'%"g;"` =<;i.,.'s;^. �,'r!^,' �;«��•_,„,�:aF,X,,,�., .. >x why. tW'i. f'• ,'F'ri� -r.`.'dr<:ka5x.<'x,":'": ,w. `.nir;�,�.'��'a`i`'i1% , �M, ,j y n �m,r,,•y. w:Hr':.Se `,{,,b.:":., 4ss;"•.:wc»,gvggr:,,�,.zh.,�2:-,t�s:.,, •. �1�".. ��"'� .v..rY" i, ,i S�:4rF'';l'i :..: 4 . �'";�,.�,: ,'!ia �:�,,: ;!,e wx 4~M L•.., { ..'#.,"•; ::..�: nil t i .Z� '�. rig' t'[��';.ri:�:r fti^C,<' ` • , ". ",b,5^. f �.. , 3 f. x,',aµ, ::'i` " e .,. , r,"c'r";w:? ^•.S'i:>';.r',..f 'rft',::;,�f �. ,.± -- i_ •'tit,/v,^ q`.^_n>Y�r,a�'��'.,"xY t .ran �,. :'a•k�t,,. :i'.�}. ;' z:,• : 5.: 7 r ,t;: , <3 xx' r ,; , .,t,',,:;f; i^;:•'t;:i LwISSi'r�"lY' .#�5.4S,k.}",`,,'{�'.,�4 tom,"yy'.' J. {1 t:f ✓o.if: �`ii., ,t_+��i'J.'aY•.=`i f:,��''; .�1 r•w Ti fti "S 3.,twx F<•.«`zx''r Fi u '4P g 5g, minimum . 21 ASSernblY B cornstrupt ed with resilient channels s. a ed'at 15 inches vn p center t+o s�e grata tht' separate ceiling merlabrane from the structural framing. 54 h 4'we rag must include .a 44-+ou c The floor covering n e- per4quarre-yaad:pad and a 56-ounce-per- square -yard' carpet_' .. .. ..... C i' al i. ... ... •.. Fib 0r.ccavring: must consist of Tarkett Acaustifiar sheet vinyl:, • Ceiling must consist of two layer •of'% -inch- .� ` T thick. >�. sumand the , board. : Btba sal the titer cavity must contain 3YL`inch-thicCt, glass -fiber insulation, • 7A-i , ch thick floor topping of gYP�s•'urn cancetp reCognized in a =rent " '1 ICC-ES evaluation re �s a Flciear coveting wrist be either Armstrong VdOa orArrn;stron Cambray sheet vinyl, . 4 Ceilingmuslcc�.naistf[w+a'1 layers _ �r F'� inch thick Type X. gypatim Joard and * Bodoin &tlhe floor ca► fty must contain -J 316. rich -thick grass fiber insulation_ FINISHED FLOORING OVER 1" (MIN.) GYPSUM FLOOR TOPPING OVER 1/4" SOUND MAT 11-7/8" I -JOISTS, SPACED PER STRUCTURAL, SEE NOTE C. 5-1/2" GLASS FIBER INSULATION IS NOT OPTIONAL. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING NOTE: AT CONCEALED SPACES EXCEEDING 160 CUBIC FT. INSTALL MINERAL WOOL OR OTHER NON-COMBUSTIBLE INSULATION ALONG LENGTH OF JOIST (AT RC CHANNEL VOID) TO DIVIDE SPACE NOT TO EXCEED 160 CUBIC FT. (NFPA 13, 8.15.1.2.8) 8A 8A1 1-HOUR RATED FLOOR/CEILING ASSEMBLY RC CHANNEL IS NOT OPTIONAL. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS TYPICAL UNIT FLOOR ESR DESIGN NO: 1153 - ASSEMBLY B, SOUND ASSEMBLY B OPT. 2 TYPE: VA CONSTRUCTION LOCATION: LEVELS 3-6 UNITS 1-HOUR RATED FLOOR/CEILING ASSEMBLY REQUIRED STC: 50 REQUIRED IIC: 50 AMENITY SPACE LOCATION: LEVEL 6 AMENITY SPACE ALTERNATE TO ASSEMBLY 8A: USE 16" TJI IN LIEU OF 11-7/8" REQUIRED STC: 50 REQUIRED IIC: 50 REVIEWED FOR CODE. Y - - V COMPLIANCE ED �,pRpV A 2016 �;� Tukwila clt j BUILDING Olv ISION L�� GA FILE NO. WP 4136 GENERIC GYPSUM WALLBOARD, WOOD STUDS Base layer S/a1type X gypsum wall board 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 layer 5/a type X gypsum wallboard or ve neer base applied arallel or at right angles to each side with 17/8Type W drywall screws 12 c.c. and offset 6" from screws in base layer. Joints staggered 16" each layer and side. (LOAD -BEARING) (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING FRAMING PER PLAN © 16" O.C. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 7J 7H 2 HOUR FIRE 40 to 44 STC SOUND Thickness: Approx. Weight: Fire Test: Sound Test: 61/a" 12 psf SWRI 01-5920-614,12-5-94 See WP 4135 (NGC 2363, 4-1-70) STUD SIZE 2X6. SEE PLANS FOR LOCATIONS. SEE EXPLANATORY NOTE B 2-HOUR RATED WOOD STUD WALL m w r7 FRICTION FIT BATT INSULATION FOR INCREASED SOUND CONTROL. SEE EXPLANATORY NOTE A. SHAFT ENCLOSURE WALL GA FILE: WP 4136 TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-6 2-HOUR RATED WOOD STUD WALL REQUIRED STC: NONE EXIT ENCLOSURE WALL GA FILE: WP 4136 REQUIRED STC: NONE TYPE: FIRE BARRIER - TYPE VA CONSTRUCTION LOCATION: LEVELS 2-6 FIRE & SOUND ASSEMBLIES GENERAL NOTES 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 WMLL DETERMINE THE ACTUAL DIMENSIONS AND CONNECTION METHODS, AND IN THOSE CASES WILL GOVERN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWINGS WMTH THESE MINIMUM ARCHITECTURAL ASSEMBLIES. 3. STC & ICC TESTS ARE FR OM GA MANUAL LI STED ISTED ABOVE, OWENS-CORNING G N 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 MEM BRANE CONTINUOUS FROM OUTSIDE WALL TO OUTSIDE WALL AND FROM THE TOP OF THE FOUNDATION OR FLOOR/CEILIN G ASSEMBL Y 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 SPECIF IED AS A COM PONENT 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." 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 STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET w Q8 0 0 �i " 0 N 0 ,o (N s O ,o 2 0 g (0 N o g 0 Z ,- N co V' u, f0 Decsription Date m tr V z -J 5 1 rw V OWNER/APPLICANT: U w 00 0. a re w x 0 Z 0 w ,n 3 re 0 w 0 z z0 Z W m } gx -' z go W Z 0 F. co LL0 0� W a. re W a¢ z= aU ww �aa RECEIVED CITY OF ..IU KWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker WOOD FIRE, SOUND & INSULATION • ASSEMBLIES A006c PERMIT SET 6/22/2016 7:10:12 PM E 0 a 0 cts 0 0 c 0 Y cv as col 0 NI a C3) 0 a) c0 C:\Users\dianak\Documents\1026- 2 z w GAFI E NO. BM 2120 GENERIC STEEL FRAME,.GYPSUM WALLBOARD: : Base layer s/a ;type X'.gypsurn wallboard rar gypsum veneer base'applied to bearn cage'.ith 1�%a" Type S drywall screw 16":o.c. Facw layer'3+ri" tyi,e. X•9ypsurnwalibcard ;or gypsum; veneer base applied to beam cagei.•with. t t ";Type:5°drywatl;screws: Beard cage:fabricated frorn horizontally installed steel.arrgle.s: (25 ga steelhaving 1" arld:2": legs} Ioc tact aril less fhan ilx'F fram beam flanges. 1` legs of,the upper angles secure. to steel deck units With"i1 Types pan head screws.12" o c .U."_ shaped brackets forti ed: of.25 ga "U shaped Steel channels (111/te wide with 1" legs) 24" p.c.•suspended from wiper angles•with.'/z" Type S pan head screws grid supported 1" x 2' angles at tower: •cornersi attached to' brackets with '/z Type S part Kea& screws 0utslde corners of m boardprotected to �1:020 thi+5k metal•cornertteads crim d or naEled • bearri •si•ze• .: Miiilrr�um beas UW8x24. (Two hour;restratned or_ unrestrained beam.):: Z HOUR' FIRE UL:14024.8, 9-14-66 UL Cesign N501,... ULC Design 0501•:. 2 HOUR PROTECTED STEEL BEAM GA FILE: BM 2120 LOCATION: LEVEL 2 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION GA FIL Ntl BM1137 PROPRIETARY* STEEL FRAME, GYPSUM WALLBOAR Base layer/2" proprietary type X gypsum wallboard applied to beam cage with 1" Type S .12 drywall screws 12" o c. Pace layer 1/2'' proprietary type X gypsum wallboard applied to beam cage with 15/rr".:Type :S-12 drywall screws 12" o.c. Joints offsetfrom:base layer joints Beare cage fabricated frorn 24 ga lie x 13/a' steel angles screw attached to steel joists'at beam tap tiange and 25 ga 2W1z o" steel runners hooked over; beam; lower flange and supporting 1":• steel ::studs_ 24' o c. Minli 5/s num beam size W8x15 (One.hour unrestrained beam.) PROPRIETARY GYPSUM BOARD: American Gypsum company LLC CertainTeed'Gypsum Inc. Georgia Pecitic Gypsum 1,LC Lafarge North America Inc. National Gypsum Company: PABCO Gypsum :Temple-Inland n .. United States Gypsum Company 112''<FireBEd-O Type,:C` 114': CertainTeed')Type C Gypsum Board. ::::'/a" ToughR4ckt Fireguard C Gypsum Board `'/2": Firechecki Type. C 1/ " Gold Bond' Brand FIRE -SHIELD C Gyps�im Bawd, FI_AMErCURE Super `C'T'r - : �/2 :SHEETROCK: Brand FIRECODE ' C Core Gypsum Panels: 1 HOtJR FIRE Fire Test;; UL R1319-1133, 716-75; Based on UL R3660-7 -8,. 11-12-87 UL Design L524 1 HOUR PROTECTED STEEL BEAM GA FILE: BM 1137 LOCATION: LEVELS 3 - 5 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION (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. 10B 2 HOUR PROTECTED TUBE STEEL COLUMN MIN. HSS TUBE PER STRUCT. IBC TABLE: 721.1.(1) ITEM NO. 1-7.1 LOCATION: LEVEL 2 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION (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. GAUGE STEEL WIRE TIES SPACED 15" O.C.. EXPOSED CORNERS TAPED AND TREATED. 1' MIN. 1 HOUR PROTECTED TUBE STEEL COLUMN HSS TUBE PER STRUCT. z IBC TABLE: 721.1.(1) ITEM NO. 1-7.1 LOCATION: LEVELS 3 - 5 AMENITY SPACE PER STRUCTURAL TYPE: VA CONSTRUCTION ROOF PAVER SYSTEM PROTECTION BOARD OVER MEMBRANE ROOFING SYSTEM AIR -IMPERMEABLE INSULATION, ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 TABLE 1203.2. SEE ENERGY CALCS. AIR BARRIER OVER ROOF - SHEATHING. SHEATHING PER STRUCTURAL. 9-1/2" I -JOISTS, SPACED PER STRUCTURAL, SEE NOTE C. AIR -PERMEABLE INSULATION , BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING NOTE: AT CONCEALED SPACES EXCEEDING 160 CUBIC FT. INSTALL MINERAL WOOL OR OTHER NON-COMBUSTIBLE INSULATION ALONG LENGTH OF JOIST (AT RC CHANNEL VOID) TO DIVIDE SPACE NOT TO EXCEED 160 CUBIC FT. (NFPA 13, 8.15.1.2.8) 9A4 1-HOUR RATED ROOF/CEILING ASSEMBLY RC CHANNEL IS NOT OPTIONAL. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS TERRACE ROOF ESR DESIGN NO: 1153 - ASSEMBLY B, SOUND ASSEMBLY B OPT. 2 (SEE SHEET A006c FOR SYSTEM DETAILS) TYPE: VA CONSTRUCTION LOCATION: LEVEL 6 NE TERRACE ROOF BUR (BUILT-UP ROOFING) SYSTEM AIR -IMPERMEABLE INSULATION, ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 TABLE 1203.2. SEE ENERGY CALCS. 11-7/8" I -JOISTS, SPACED PER STRUCTURAL, SEE NOTE C. AIR -PERMEABLE INSULATION , BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING NOTE: AT CONCEALED SPACES EXCEEDING 160 CUBIC FT. INSTALL MINERAL WOOL OR OTHER NON-COMBUSTIBLE INSULATION ALONG LENGTH OF JOIST (AT RC CHANNEL VOID) TO DIVIDE SPACE NOT TO EXCEED 160 CUBIC FT. (NFPA 13, 8.15.1.2.8) 9A3 1-HOUR RATED ROOF/CEILING ASSEMBLY REQUIRED STC: 50 REQUIRED IIC: 50 RC CHANNEL IS NOT OPTIONAL. RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS UNIT OVERHANG ROOF ESR DESIGN NO: 1153 - ASSEMBLY B, SOUND ASSEMBLY B OPT. 2 (SEE SHEET A006c FOR SYSTEM DETAILS) TYPE: VA CONSTRUCTION LOCATION: LEVEL 6 UNIT OVERHANG ROOF ROOF PAVER SYSTEM PROTECTION BOARD OVER MEMBRANE ROOFING SYSTEM AIR -IMPERMEABLE INSULATION, ABOVE AIR BARRIER. 3" (MIN.) R-15 TAPERED RIGID INSULATION R-5/INCH PER IBC WAC 212 TABLE 1203.2. SEE ENERGY CALCS. AIR BARRIER OVER ROOF - SHEATHING. SHEATHING PER STRUCTURAL. AIR -PERMEABLE INSULATION , BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. 2X10 JOISTS @ 16" O.C.; PER STRUCTURAL (2) LAYERS 5/8" TYPE 'X' GYPSUM SHEATHING 9A2 1-HOUR RATED ROOF/CEILING ASSEMBLY REQUIRED STC: 50 REQUIRED IIC: 50 AMENITY TERRACE GA FILE: RC 2601 TYPE: VA CONSTRUCTION LOCATION: LEVELS 6 AMENITY TERRACE REQUIRED STC: NONE REQUIRED IIC: NONE BUR (BUILT-UP ROOFING) SYSTEM 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. AIR BARRIER OVER ROOF SHEATHING. SHEATHING PER STRUCTURAL. AIR -PERMEABLE INSULATION , 2/3rd R-VALUE BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. PRE-ENGINEERED OPEN -WEB FLOOR JOISTS PER STRUCTURAL, SLOPE TOP CHORD TO DRAIN. 9A1 RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS 1-HOUR RATED ROOF/CEILING ASSEMBLY RATED ASSEMBLY RAISED ROOF ASSEMBLY GA FILE: RC 2610 TYPE: VA CONSTRUCTION LOCATION: LEVEL 6 RAISED ROOF AT RAMP TO TERRACE & ELEV. ROOF REQUIRED STC: NONE REQUIRED IIC: NONE A ILE.NI RC 2610 PROP RIETAR' WOOD ROOF TRUSSES, RES1LIENIT CHANNELS. GLASS: FIBER 1N ULATIION, CEILING'DAP+ DAMPER,. GYPSUM WALLBOA,RO Qna lay !r; s/W" prdpnet 17 type X. 1,10iii)1 oiii.04 at ti" ht l r gIos t, eesiIienI fu ri9::;; •ch nrio10 16" n ('1 'tix'h rr it &sari is ,dr ti �cr chhrn ) w tip t" }gyp + S drlrll survtjs f3` p,� Gyjsrn tyrdt€llrtisttd t*ritfG a ldiiic�iral iece-.rtf etiarrrief exti n€fii�g B":.te a d.eidge a beard -arid Io ted 3"back pan.: ;ithnr sirlr3'0f nd J ht. R •sIIi ri1 d an•n l p E d t t lit fin es to bot•ttrrr Ord of. piRr ed car paraIIe rhnrd wnc taJ FI.eR 24 .r•rysulaticn secured 1 `;_�rxe d t•ru tml panel's cr draped c, per ct�at:n ,...1Albeid.trusses • : i i �p trr • / " WCOd sler,cc1ural•p rr 1.1 applied at: righ8 tines 1 r truose with .13rt rlr' :: Shan};:: nails or staples tiav rlg ei at fir s reater.rFilhdrawalisridt Inter it rk i art hart tEY.; 0pti trial ill :damper `rife* r+ : rS)atk?f ictelr r fbr irtlrrrpi0tir err, the t','pe e 'r'r; • 1 FR PROPRIETARY GYPSUM BOARD: r+F x:: erircia Pacific G � sirrrt L ,C - 5,;"i' ToRtxtic 'Fire urard C. 4hrWr trd: Gypsum Bc'r'l Fire Tea BUR (BUILT-UP ROOFING) SYSTEM 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. AIR BARRIER OVER ROOF SHEATHING. SHEATHING PER STRUCTURAL. AIR -PERMEABLE INSULATION , 2/3rd R-VALUE BELOW AIR BARRIER. FILL ROOF TRUSS CAVITY FULL. SEE ENERGY CALCS. PRE-ENGINEERED OPEN -WEB FLOOR JOISTS PER STRUCTURAL, SLOPE TOP CHORD TO DRAIN PER PLANS. 9A 1-HOUR RATED ROOF/CEILING ASSEMBLY RC CHANNEL MUST BE CLARK DIETRICH, NO SUBSTITUTIONS 3 prsf L R2717, 0qC 4 2, - 3-09, UFL O' ign I552:: RATED ASSEMBLY ROOF ASSEMBLY W/ PRE-ENGI NEERED TRUSSES GA FILE: RC 2610 TYPE: VA CONSTRUCTION LOCATION: LEVEL 6 REQUIRED STC: 50 REQUIRED IIC: 50 + ,�;FLENIA F S7'2.S ENE t ;JOISTS, GYPSUM WALLBOAR.D,. IRR'tlNG. CHANNELS typo X p urrr walitro,ard apjjtiu et right tigi to 2 x 6 oc'J a€.isis 4# i 1114" Typo ii"►r rtryWell ,s vs :12 o. SeearKl ayear, /sa ty ra X gypst. rti ailbr�ar :;: eppliocl at rig4er 'les to pal valor;2 Type W drywall ecie. :12" o_ e nd iepc�r : > int "ot'fi et "front lye e i t) it ts. Thi r€i ket+'er /`�" rf X ype urn waiib Dard:app1 mt rl~ rik n l tc its wiitt + r`' 1. €� d .all rein l2" > 0 "fl irci Ia or fiats offset: g �3 % r gip ry+v �' !� 12' Ird st) ptd idly r Hat t Isaped /'&" rigid fvrrtri ct ribrll . 2 ". r p !lied t .: 2 HOL F. I t�. rijltit tingles to joists aver third layer turn 21/2" long Type dryw l crews at each • foist Face layer sito." type C-gypsurn Airallbtord applied at rigritanglesto- furring c,ar'n•rs'Approx. C with 1 tieTypo. Sctry 9strews.12'" c Wood joists, supporting 3/e T Godgo plywood W€sight Itoerapplied t regllt;.arigies't►o joists.with sd nails 5' o c. at joints and 12" at irteralediat Fire T t resides two-hour fire -resistance protectiOn for wood framin 9 12psf:: UL l 4D24,• 00N 25545, 4-274)-1; UL R4003NK11206.::. 1-19031 UL Deslni 1 ULC 9 rsigr11 t5.14 GYPSUM FLOOR TOPPING TO MATCH UNIT FLOOR LEVEL 2X8 JOISTS @ 16" O.C. USED PER STRUCTURAL (NOTE PER IBC 722.6.2(2) TIME ASSIGNED TO 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 MATERIAL): = 40 MIN. + 40 MIN. SUSPENDED GYPSUM BOARD CEILING ON RESILIENT CHANNELS 8B 8B1 1-HOUR RATED FLOOR/CEILING ASSEMBLY RATED ASSEMBLY MECHANICAL CHASE rn w TYPICAL CORRIDOR IBC 2012 722.6.2.4 TYPE: VA CONSTRUCTION LOCATION: LEVELS 3-6 CORRIDOR 2-HOUR RATED FLOOR/CEILING ASSEMBLY GA FILE: FC 5725 TYPE: VA CONSTRUCTION LOCATION: LEVEL 2 CORRIDOR REQUIRED STC: NONE REQUIRED IIC: NONE LOWEST LEVEL TYPE VA CORRIDOR REQUIRED STC: NONE REQUIRED IIC: NONE )st4 FIRE & SOUND ASSEMBLIES GENERAL NOTES 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 DRAW1NGS 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 GE NERAL 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." a1> JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.john sonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA STAMP wu 0 0 F o PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 0 PERMIT COMMENTS CONTRACT SET SET ISSUAI F ¢ V N d .- L. N 7 o ID 'd g W N s 0 CO O , 0 CD N o 0 d z .- N M V' "1 co c 0 0 REVIEWED FOR .ODE COMPLIANCE ', APPROVED 2016 City of Tukwila BUILPING DIVISION co co 00 rn 5 Z_ 0 J< w 5 J co 0 m J Q z W O Iw-0 W R- z 0w ♦n r4 I- V v)- Lit z Q=CO z Q J 2z > n wm .. W uj it 0 it co W00 W rn .. Q .1 ,E w oJ. J> ct n. > Q n. rn _ D _ J J W Z Q 1' 7)0 I- N tL W a 10 W 0 0 z 0 W re 0 0 0 z w o Zr.- Z W m } g~ J Z 2 Eo Z H W re W a¢ c0 � 00 WW Ce F- 0 RECEIVED CITY OF '-e UKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker WOOD FIRE, SOUND & INSULATION ASSEMBLIES A006d PERMIT SET 6/22/2016 7:10:18 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: 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. 17 DUCT THROUGH JOIST BAY 1 1/2" = 1'-0" 16 FIRE DAMPERS 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 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. EXHAUST DUCTS PER PLAN NOTE: KITCHEN HOOD EXHAUST AND DRYER EXHAUST MAY NOT BE COMBINED WITH ANY OTHER EXHAUST DUCTING. 15 DROPPED SOFFIT ASSEMBLY 1" = 1'-0" DUCT DUCT 7'-0" AFF MIN CLR. FAN BOX 14 PROTECTED FAN IN JOIST SPACE 1 1/2" = 5/8" TYPE X GYPSUM WALL BOARD FIRE -TAPED PROTECTIVE BOX MUST BE MECHANICALLY SECURED WTH 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. I TUB SANITARY SEALANT AT SURROUND JOINTS PER MANUF. INSTALLATION MULTI -PIECE ACRYLIC TUB/SHOWER SURROUND 5/8" GWB TYPE 'X' W.R. NGWB 5/8" TYPE 'X' W.R. GWB, TYPICAL AT BATH ROOM SIDE (OVER SHEATHING WHERE OCCURS PER STRUCTURAL) - VERIFY R.O. FOR TUB & SHOWER- (-1-3- TUB AT 1 HR WALL 1" = 1'-0" (1) LAYER 3/4" APA RATED " EXPOSURE 1" SHEATHING OVER SUBFLOORING BELOW TUB IN LIEU OF GYPSUM CONCRETE TUBAS SCHEDULED SANITARY SEALANT FLOOR FINISH GYPSUM CONCRETE FLOOR TOPPING FLOOR SHEATHING 12 SUBFLOOR 0 BATHTUB 3" = 1'-0" GLASS OR MINERAL FIBER INSULATION 1/4" CbNCRETEdFLYOOR / CEIL NG. 4 8A 8A1 UNIT 1 OR 2-HOUR FLR/CL'G PER ASSEMBLIES 4 1 OR 2-HOUR FLR/CL'G ASSEMBLY _ • UNIT ACOUSTICAL SEALANT & TAPE 1/4" GAP (TYP.) 7C2 1-HOUR CORRIDOR "sr w 2X8 HANGERS PER STRUCTURAL (( '' MECHANICAL CHASE BELOW FLOOR ASSEMBLY CORRIDOR 8B 8B1 SHEATHING WHERE REQ'D CORRIDOR WALL BY STRUCTURAL TYP. ( y l CORRIDOR 0 UPPER FLOORS 1 1/2" = 1'-0" 7D1 7D 1 OR 2-HOUR DEMISING WALL PER ASSEMBLIES 6 11. . • 2 6 2 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 11 STEEL STUD PARTITION - TOP OF WALL 3" = 1'-0" 10 2HR FIRE BARRIER CONTINUITY 1 1/2" = 1'-0" 7B2 7C2 7D1 7J1 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) UN IT 7D1 7D 6 UNIT 1 OR 2-HOUR F3A FLR/CL'G PER ASSEMBLIES 8 FLOOR 0 UNIT DEMISING WALL 1 1/2" = 1'-0" 8A1 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. 4" MAX. PROJECTION ( 1 RECESSED FIRE EXT. CABINET / 1 1/2" = 1'-0" 1 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 OPP.SIDES 1 1/2" = 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" 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. 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. l FIREBLOCKING & DRAFTSTOPPING NOTES 12" = 1'-0" 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 WTH 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 WTH 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 WMTH 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. 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 PENETRATIONS OF MEMBRANES THAT ARE PART OF A HORIZONTAL ASSEMBLY SHALL COMPLY WTH 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 RERISTANCE 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. PENETRATIONS OF HORIZONTAL ASSEMBLIES BY DUCTS OR AIR TRANSFER OPENING SHALL COMPLY WITH SECTION 717. 1. JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Altwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLWVINE ATE OF WASHINGTON STAMP w 0 DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI W Q 0 v �R�pp O oT )o V N to iZ N o (D O 0 to R O g <o O 8 d Z .- N co V' (1) co Decsription RMIT COMMENTS/MEP COORD/BID SET COMMENTS m G m 4 v o ,e„r ash... v #ivs. 1.-I!\I'4 ,L '' APPROVED N ilJUL 08 2016 •- N City of Tukwila BUILDING DIVISION Z co 1 tW J i 1 OWNER/APPLICANT: U J J v) w Q Uw H co n au) za wO O-j w >m w W 0. a W 0 W 0 0 0 z w z0 9W FLU m z 0 1 m WZ =0 oz U. 00 o' W 0- 0. < it z i.. 'U WW _& t- n. RECEIVE CITY OF G-UKIMLA JUN232016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE DWK FIRE/PENETRATIONS NOTES & DETAILS PERMIT SET te) 6/22/2016 7: C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D 2016_dianak@johnsonbraund.com.rvt w 2 Z w J Tukwila :Village Building D 10/9/201.4 Envelope: Compliance Documentation APPENDIX`- B 1 . NFRC Certified Product Data (CPD)' 02014 094-MEM01-v4: Tukwila Village _Building'D Envelope Compliance Documentation 360 Analytics 1.0/9/2014 APPENDIX -A 1. Envelope ComplianceFornis o Group-R • ENV -Sum:; • ENV-UA • ENV-SHGC o `Commercial • ENV -SUM • ENV-UA- • ENV-SHGC 2. ConstructionAssemblies o Construction Assembly Summary o Construction Assembly Details 3: Fenestration Schedule Table ©2014 iA94-MEM01-v4 360 Analytics. Tukwila Village Building D 10/9/2014 Envelope Compliance Documentation. 4. Fenestration Performance Per 2012 WSEC Procedural.Requirements, bull i n3 Permrt applications should include NFRC Certified Project Director CPD' number for all fenestration roducts or in the case of site-builtfenestration,simulation reports from an NFRC- accredited simulation laboratory for each produc t type The TukwilaViIIageBuilding D project includes both manufactured and site-built(storefront) fenestration components, summarized in Appendix.:- A under Fenestration Schedule Tables:: Manufactured windows/glazed doors: Copies of the online NFRC Certified Product Detail far the manufactured windows 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 compliance forms, will be made available upon request for the building; inspector at the construction site. Opaque doors:. A basis of design and performance specifications for doors have been identified;: however, the vendor has not. been Selected: Opaquedoor performance is 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(14: 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 proposed for the Tukwila Village Building D The performance of these products was calculated using NFRC's Component Modeling Approach (CMA) Progra by an Approved Calculation' Entity (ACE), Prod uct performance can be verified by searching e the onlin`NFRC CMA;product certification website http://cmast,nfrc:org/Product/ProductFindaspx)for the site - built fenestration CPD numbers (prefix "P-") listed in building fenestration'scheduleS. Copies of theonline NFRC CMAST data are'provided in Appendix :-B under NFRC Certified; Product. Data (CPC)). An NFRC Label Certificate for the final, project -specific, fenestration component selections, indicating equivalent or better thermal performance than that stated in the'attached envelo'liancefo eco pe p mp i rms, will be -made available upon;request far the' building inspector at the construction site. CO2014 094•MEM01=v4: 360 Analytics. Tukwila Village Building D 10/9/2014 Envelope Compliance Documentation B Commercial -Envelope Compliance Summary' For the purposes of thisanalysis, 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. Tukwila Village Building!) building andenvelope areas. Group R and;Accessory (ft2) Conditioned: Building :Envelope 'AreaS 16288. Exterior Wall Area (net) (ft2) 6, 433; Above -Grade Walls (net) (ft2); 6,066':. Below -Grade Walls (net) (ft2); '367' Roof (ft?): 20 Exposed Floor (ft2) 9,816. Slab on Grade (ft) 232' Opaque Doors (ft2); 27. Vertical Window Area (ft2) 4,042 Fenestration Fraction 39.9% For this project, prescriptive;envelope compliance is not possible for the.following reasons Portions of.L1. slab are thermallythermally.unbroken between commercial' tenant .a reas and exterior or unconditioned spaces. Roofof mezzanine. level does 'not meet prescriptive requirement Mass walls. of L1 level do not meet prescriptive requirement. Transfer beams below L1 floor do not meet prescriptive requirement: Therefore;_. envelope compliance has been determinedvia 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: 02U14 ::094411E1\110]:, 4 360 Analytics; Tukwila: Village Building D: 10/9/2014. Envelope': Compliance Documentation .2. Group-R Envelope Compliance Summary For the urposesofthisanal siisallGrou R.conditioned areas including residential units, the, residentialilobbyrelated corridors and vestibulesaccessory to Group R;space.., All Group R building areas and related; envelope components•are-included to the:scope:of residential:envelope calculations below. Table 1. rovides.a: summar of''residential p Y and accessorybuilding areas. Table 1., Tukwila Village Building D building and envelope areas. Group R andAccessory (ft2); 61,026 Conditioned: Building .EnVelope'Areas' Exterior V dlI Area (n-et} Above -Grade Walls (net) (ft2) (ft2)- 29,534' 29,096 Below -Grade Walls (net): (ft2) 438 Roof (ft') 12,713' Exposed:Floor (ft2) 840° Slab on Grade; (ft) ,157 OpaqueDoors' (ft2). 133 Vertical Window Area (ft2) 6,541; Fenestration Fraction 183°f For this project, prescriptive envelope compliance is not possible for'the following reasons:: • Portions of L2 slab are: partially insulated between living areas and exterior or unconditioned;s aces. p y g p_ • Portions of P1 slab are thermally unbroken between conditioned and unconditioned spaces. • Walls between coriditioned and unconditioned aces parkingleve ,do not e . n . p in L not preSdriptive requirements 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 enveloperequirements ©2014. 044 tVIEM01=v4 Tukwila -Village Building D Envelope Compliance Documentation 360 Analytics 10/9/201.4 Envelope Compliance Documentation Project Name: Project:Address(s): Prepared For: Date: Prepared By: Reviewed By: Signature: Tukwila Village' Building D Tukwila International Boulevard & S 144th Street Johnson Braund. 10/9/2014 Chuangye Guan - Energy Aflalyst, 360 Analytics Lukas Hovee - Principal, 360 Analytics Date: 70/09/20744 1. Project. Description The Tukwila Village Building 0: project is new mixed use building consisting of 68 residential units; residential accessory spaces. and 16,000 square feet of commercial space. The project is to be constructed on Tukwila International Boulevard & 5144th Street, Tukwila, Washington;: and: includes: Levels P1: Parking garage, residential lobby and mechanical spaces. .+ Level 1: Commercial tenant Space and accessory spaces. • Level Mezzanine: Commercial tenant; space and accessory spaces. • Level 2: Residential dwelling units and accessory spaces. • Levels 3-5: Residential dwelling units and accessory_ spaces • Level 6: Residential dwelling units, accessory spaces, and terrace. Roof: Unoccupied roof. REVIED FOR CODE COMPLIANCE OMPIACE APPROVED . UI_ o B 2016 Gib o'Tukwila BUILDING 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. ALLTVINR ATE OF WASHINGTON STAMP SET ISSUANCE z 0 a M 0 o PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET I VE - REVISIONS PERMIT COMMENTS CONTRACT SET W Q •a CNopp O O— 0 o I) �-8- N perw. _o N O O -(9- O O �Oryj 0 O O Z .- N C') V l0 f0 Decsription Date N Ce SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 ILI J u) < 2 ow 0 co Q0) zQ ill a. O�_ __I5 > m w w • V) w • w Z gk N N I m W Z =o 00 a w o_¢ it LID - ZF U _°: F-0 SI IC,nENED CITY O '9u 'KOLA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 360 Checker ENERGY CODE CALCULATIONS PERMIT SET I1 6/22/2016 7:10:28 PM E 0 U 1 c 0 to -c 0 c CI NI aI tit N ta) ca C:\Users\dianak\Documents\1026- FILE NAME: Co,mponent Performance Path, pg. 1 Zones,4c15,b ENV-UA; 2012 Washington State Energy Code Compliance -Forma for -Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Oct 2013 Project Address Tukwila International. Boulevard &:g:144th Street Date 10/08/2014 Occupai'lCy"Group. 0 Commercial: Q`Group::R Change;: in: occupancy or space: conditioning 0 NoteProposed UA may exceed Target UA by 10% perC1.014:4.and "C101.4.5 Fenestration Area as % gross above -grade wall area 39. 9% Max. Target: :40. 0.% Skylight Areaas... .... 0 .:0% Max. Target:: 5.0% ': % gross roof area Vertical Fenestration Alternates: High Performance Vertical Fenestration For: Building Department Use Notes: 1: If Vertical fenesfrafron or skylight area"exceeds maximum allowed per C402.3.1,. then Target Area Adjustment of all applicable. envelope "elements will be.caloulated.bythecompliance form: Refer to -Target Area Adjustments worksheet•for:this calculation. 2: U-factors'shall.come from Appendix. A,; Chapter C303; orcalculated per approved method. as specified in:0402.1.2: Building Component Provide source of U-factor, pagelplan # of assembly detail &ID`. :0 V R=.... R= R=% ID:SC ID: ID: Proposed UA U-factor x Area (A) = UA (U x A; O .:061 20 1.2 Target UA U-factor x Area (A) = UA (1) x A) 0.0.34 0.7 20 Above Deck Insulation U-0,034. iY m R= R= R ID; ID' ID: 0.031 Metal Building U-0,031 O R=:... R=. R=: ID: ID: ID: 0.021 Single raft, attic, other .. U-0,021 R=. R z ID:4A14A1 1D: 0:053 1577' 83:6 • 0.055 i 1577 ' 86.7 Steel/metai frame, U-0.055 ti m Ft= ID:: R= ID: R=' ID; R=. R= R,= R R=: R= R. R= R R= ID:: ID: ID:: ID:'1A1-4F ID; 1A1/1A2 ID; 4A2 I D:'1 A-4F ID: S1 iD: $2 O 058 o:osa 0..052 0.741 0.444 0.088 2969 930 43 145 71 286 45 172.2 81.8 2.2 19.7 52..6 127.0 4.0 0.052.. Metal Building U-0.052. 0.054 Wood Frame, other U-0.0 0.104 4489. 466.9 R R=. R.=: R=" ID: 4A2 ID:1:A-4F ID: '1A1-4F ID: 0>. 052 0:.136 0..058 53 225 89 2.8 3:0,6 $.2 0.104 367 38.2 Assuniedto tie Mass Wall U-0.104 0 0 u- u,. :m 2 R=. R R=., I D:2B1 ID;2TB ID: 0.025 0:.068 9230 586 230,8 39.8 0.031 9816 3Q4..3 Mass Floor: 0 Rs: R= R= ID: ID: ID: 0.029. Joist/Framing, 1,J-0,029 '. F-factor x Perimeter = UA(U x'A) F-factor x Perimeter =. UA (U x A) Slab-on=grade w .G. G R R= R=: ID: L1SIab-SoG ID: ID: 0.540 232 125.3 0.540 232 125.3 Slab -On -Grade U-0.54. m T R= ID:.. R ID: R=. I Dt 0.550 Heated Slab -On -Grade U-0,55 .. * Propose iron -residential CMU walls meefing'Tabte C402.1.2 Area Footnote } equirements can use the target U-value of 0.104 rather Page 1 //fan AppendixA values:: Show footnote requirements in plans. Subtotal UA 16501 979 Area UA 16501 1022 Component Performance Compliance (UA)' UA COMPLIES Envelope Summary Zones 4c15b ENV -SUM 2012:Washington.State Energy code:Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Project Info Compliance forms. do not require a password to use. I nstructional: and cafculafi'hgcells are. write -protected.: 'Revised 0.ct.2013 Project Address Tukwila International Boulevard & S 144th Street Date. 10/8/2014 TukwilaWA 4916.8: Applicant Name:: Johnson er'aund Applicant Address:: 15209 S2nd Ave. :South: Suite 100, Seattle: WA 90190 Applicant Phone::: 206=766-0300= For Building Department Use Project Description New Building ❑ Addition ❑ Alteration ❑ Change of Occupancy/Conditioning Compliance Path;. Selection required to enable forms: Prescriptive 0 Component Performance 0 Total Building Performance Occupancy Group SelectiQri`recYuirgd to enabiq.forms. Q:Commercial 0. Group R = R2 &.R3 over 3 stories and all R1 Vertical::Fenestration and Skylight Area;Calctilation If complying.via the Prescriptive path enter values for vertical.fenestration; skylights, grass; wails and `roof on this ENV -SUM: worksheet; If complying "via. the Component. Performance path;;:.enter these valuesin the ENV-UA worksheet. These values auto -fill -from ENV-UA aitd: 'are write -pi tected.on ENV -SUM. Total. Vertical Fenestration (rough opening) divided by. Gross :Exterior -Above-Grade Wall. Area %.Vertical times 100 equals Fenestration 4042.0. -�. 1.0135.0. X 100 = 39.9% Total Skylight divided by: Gross .Exterior Roof Area tunes 100 equals % Skylight 2.0.0 X 100 = 0.0% Fenestration .Area. Compliance Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Area SkyliglitArea. SKYLIGHT AREA COMPLIES Vertical Fenestration Alternates C)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: 1=1:Skylight:area-3% orgreater, VT-0.40 or greater ❑:skylight:effective aperture 1% or greater, provide calculation ❑ Space eligible.for ekception :Requires a Minirrrum.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-heatecispaces shell be documented separately from other conditioned spaces- provide separate compliance forms for each conditioned space type. 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 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 of space conditioning. Multiple compliance forms may be required. Select all that apply to scope of project: Q:comm eroial Q R2 & R3 over stories and all R1 ❑ Refrigerated Space ❑. Fully Conditioned ❑ - Semi -Heated ❑ Low. Energy L R2 &.R3- 3:stories or less *Loui:energy areas are exempt from all thermal envelope provisions and compliance forms for these'areas are notrequired: Referto C101,5.2 forexemption. SHGC Calculation Zones 4c/5b ENV-SHGC 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 &: R3 over 3-stories and all R1 Project Address Tukwila-International:Boulevard•:a S. 144th Street: Date Revised Oct 2013 10/08/2014 Fenestration Area: as % gross above -grade wall area 18 .6% 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,-L/A, 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 assembly SHGC. 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 x Area (A) = SHGC x P Target SHGC." SHGC xArea (A) . SHGC x.A ID: ID: ID: ID: ID: Totals 0.35. i Totals All Non -North Vertical Fenestration+ Provide source of SHGC, page/plan # of assembly detail & ID Proposed SHGC PF SHGC*: x Area (A) := SHGC xA Target SHGC.++ PF ( x SHGC Area A = SHGC x A Category; ) - ID: ID: ID: ID: ID: ID: ID:. iD: ID: ID: 0 0_ 0 0_ 0 0. 0: 0 0 0 + If projection factor credit: is applied, then vertical fenestrationmustbe 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 or semi -conditioned space shall be listed here with'a proposed SHGC equal to the target value.. Totals PF <0.2. 0.'40 0.25PF-.<0'.5 0.48'_ PF z'0.5. 0.64`,= • ++ 1f prOjectien factor, (PF) credits= are - applied to the, proposed.design, Target SHGC Will sum fenestration, area by PF category. Totals North Vertical Fenestration+ Provide source of SHGC, page/plan # of assembly. detail:&_ID Proposed SHGC PE. SHGC*: x Area (A) .= SHGC x A PF Category Target SHGC++. SHGC' x Area (A) =. SHGC x A ID:Vinyl Fixed ID:Vinyl Csmnt ID:Vinyl Slider ID:Storefront Fixed ID: Storefront Double SwDr ID: Storefront: Single SwDr ID: 0 0 0. 0 0. 0 0 0.29 0.22 0.28 0-24' 0.26 0..24 1546 227 4040 787 41 21 4,48.. 50 1131 189 11 5 PF<0.2-:. 0,40-. 6662.' 2664, 8' 0.2<_PF50.5 PF >0.5 0.48 ++ If projection faotor (PF) credits are applied- to the proposed design; Target :SHGC will sure fenestration area by PF category. North Total Tci comply, the Proposes! total SHGC x A for all fenestration (vertical & skylights). shall not exceed the Target total SHGC x A. 6662.0 1834.1 Grand. Total Area .. 6662.0 SHGC x A 1834.1 Grand Total 6662.0 2664.8 Area .. SHGC x A 6662.0 2664.8 Component Performance Compliance (SHGC) SHGC:-COMPLIES Component Perfo`rmance'Path, pg. 2 Zones 4c/5b ENV-UA 2012 Washington State Energy Code Compliance Forms"ferCemmercial Buildings including R2 &"R3 over: Revised Oct 2013 Project Address Tukwila International Boulevard & S 144th Street Date 10/08/2014 Fenestration. Area as % gross above -grade wall area 18. 6%: Max. Target: 3 0.0% 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 the compliance form. Refer to Target Area Adjustments worksheet for this calculation: 2: Provide NFRC.rated U-factor or default U-factor from Appendix A for the fenestration assembly thermal performance (combination of frame and glazing). 3: Fenestration thatseparates conditioned space from a non -conditioned or semi -conditioned For Building Department Use Building Component. Provide source of U-factor, pagelplan # of assembly detail & ID Proposed UA U-factor x Area (A) = UA (U x A; Target UA 1J-factor x Area (A) = 1JA (U x A) 0)N (r) U= U= U= ID:Opq Doors ID: ID: 0.370 133 49.2 0.37 133 49.2 Opaque. Swing Doors U-0.37.. ;... 0. 0 0 o!p U=. U=: U=: ID: ID:: ID:. 0.37 1 Opaque rollup:&,sliding ;.. U-0,37= Vertical Fenestration: w 0 z U=, U U= u= ID: Vinyl Fixed ID:Vinyl Csmnt ID:Vinyl Slider ID: 0.24 0.26 0.27 1546 227 4040 3 71:. 0. 59.0 1090..6 0.30 F 5813"'I'1743:9 Non -Metal Frame_ U-0.30 v X w-- Tu v 2 u U U=. U=: ID: Storefront Fixed ID: ID: ID: 0.34 787 267.6 0.38 787 299.1 • 0. 0 2. U= U=: U U= ID: ID: ID: ID: 0.40 Metal Frame, Operable U-0.40 . . Mt) entrance U= U= U ID: Storefront Double SwDr ID: Storefront Single SwDr ID: ID: 0.57 0.58 41 21 23.4 12.2 0.60 62 37.2 Metal Entrance Door' U-0.60 N .0 rn to N 0. 17 U u= U=: U ID: ID: ID: ID:. To comply:. 1) Proposed Tota1•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 0.50 6795 1873' 43123 2160 49918 4033. Area. UA 6795 2129 43123. 2181. 49918 4310 Component Performance Compliance (UA) UA:OOMPLIES 942 Component Performance Path, pg. 1 Zones 4c15b ENV-UA 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2'&'R3 over3 stories.and>aII R1 Project Address Tukwila International Boulevard & S 144th Street Date Revised Oct 2013: 10/os:1201:4:_ Occupancy. Group O.commercial ©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-grade wall area 18. 6% Max. Target: 30. 0%' Skylight Area as % gross roof area 0'.:0% Max, Target;' 5 .0%' Vertical Fenestration Alternates:. None Selected on ENV -SUM For,Building Department Lite Notes: 1: if vertical fenestration or skylightarea exceeds maximum allowed -Per C402.'3.1, then7arget. Area Adjustment of all -applicable envelope elements will be calculated by the compliance form. Referto:Tai jet Area Adjustments worksheet for fhis.oalculation. 2: U-factors shall come front: Appendix: A, :Chapter 0303, or calculates(perapprovel Method asspecified in. C402.1,2: Building Component . Provide. source of U-factor; pagelplan. # of assembly.detail & ID• . Proposed UA U factor x"Area (A), UA (U'x A; Target UA U-factor x Area (A) = UA (U x A) 8 0 U • v R=. R= R= ID: 9A ID:9A1-9A4. ID. 0.015 0.:024 ;1038.3:' 2330: 155 7 55;'9 0;031 12713- 394.1 Above Deck insulation: U-0.031 m 2 R= Rz R ID: ID: ID:. 0.011.. Metat'Buildi -g.; _. U-0,031 d 0 R R= R= ID: ID: ID: 0'-. 021 Single raft, attic; other; U-0.021" ar cr ar O R ID:4A/4A1 ID: 4B1 ID: 0:053: 0"110 641 912 100.3 O'.,055 1553 85.4 Steel/MOO!' fronts:- • ' U-0.055 . R= R R=. R= R= R= ID: ID: ID: ID:7A ID: 7A2 ID: .0, '4.4 0.050. 19521: 4766 10,54..1. 238.3 Metal Building. 0.054 24287 U-0,052 1311.5 Wootf_Fraine;:other:. -:. U-0,054• N R= R= R= R= R= R= R= R= ID:1A1/1A2 ID:1B111B2 ID: S1 ID: S3 ID: ID: 1A ID: 1A1/1A2 ID: iD: 0.088 0,106 0.:741 0.088 0,741 0088: 1164 1249' 31 691 60 378 102.4 132.4 23.0 60.8 44.:5 33.:3 0.078... 244.5: Mass'Wa11. U-0:078. 0.078 • 43 8 34.2 Assumed to be Mass:Wall • :U-0:07$ 0 0 i5 m R= R= R= ID:2C1 ID:. ID: 0.029 .840, 24.4 0°. 031 840 26.0' MASs • Floor U-0, 031 7.) S u_. R=. R R= ID: ID: ID: • 0.029....I Jaist/Framing.. U-0.029 Slab -on -grade v N c ID: PrkgSlab-SOG ID: ID; 0.6,40 .X Perimeter 100 .5 F-factor R= ID: ID: Heated Slab -On -Grade ' U-0.55 *Proposed non-residential q44y walls meeting 'Table Q402.1.2: Footnote D requirements can use the target U-value of 0.104 rather Page 1 than Appendix A values. Show footnote requirements in plans. Subtotal UA 43123, • Area UA 43123 Component Performance Compliance (UA) Envelope Summary Zones 4c/5b 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 :Compliance forms passWord to use. InstnIctional arid REVIEWED FOR CODE COMPLIANC APPROVED Tukwila DIVISION Tukwila. InternatiOnal Boulevard S 144th Street Date For Buildi.ng.Department Use. Applicant Name.: Joinition Applicant Address: 16200 620 Aye:. SOUth Slate sop, rspattle I'm 99199 Applicant Phone: Project Description Li New Buildirg. Addition D Alteration El Change of OccupanCy/donditioning Compliance Path Selection required to enable forrns, COMponeht Performance. 0 Total Building PerfOrMance Occupancy Group Selection required to enable forms. 0 Commercial 0 droop Ft.- R2 8,..133 over 3 stories and all R1 Vertical,Fenestration and Skylight Area Calculation if cOmplying Via' the Prescriptive path, enterVelues for vertioal fenestration, grOss walls ond roof on this ENV -SUM Worksheet. If complying via CoMporient Perforthanoe path, enter these values ENV-UA worksheet. TheSe'ValdeS auto -fill from ENV.-UA and Fenestration Area Compliance Total Vertical Fenestration (rough opening) divided by - Gross Exterior 'Above Grade Wall Area times 100 equals % Vertical Fenestration 6662.0 35770.0 Total .Skylight ..diVided by Gross Exterior Roof Area times 100 equals %Skylight Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Skylight Area SKYLIGHT AREA COP/IPLIES Vertical Fenestratiort Alternates Compliance Method Single Story Spaces Requiting Skylights Semi -Heated Spaces 2. Seini-heated toog4e:docomei7ted -,ti9gdtately fir* Other conditioned spaces- Provide 3.: Envelope elements separating serotiheated fro:pother' 0Onditioned spaces thall,cOmply With, eXterior thermal envelope reqUireinents., Refrigerated Spaces Walk-in Cooler II] Walk-in Freeier Refrigerated Warehouse Cooler Refrigerated Warehouse Freezer Refrigerated spaces shall coMply. under the Preacriptive Path only. Compliance documentation for theseareas may bei combined with non -refrigerated areas in the ENV -PRESCRIPTIVE 'farm. Refer to C402. and C40216 for requirements. Mixed Occupancy and/or Space Conditioning • PrOject includes morathan one occupancy type and/or level:cif space conditioning. Multiple: coMpliance'forms may be:required, :Select all that apply to scope of project: Comit LI R2 & R3 Osier 3 stories and all R1: 0 Refrigerated Spade *LoW energy tirt.a:s are exernpt froin all thermal envelope provisions and compliance forrris fOr 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 STAMP NICE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA ci Decsription Date Ce E5 co SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: -J LLI co n co 0 111 ▪ CNI 0 0 cfs co a. 0 0 0 Li. z. Lll Z re wo FIECFWED CITY TUKWILA PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 360 Checker ENERGY CODE CALCULATIONS A009a PERMIT SET 6/22/2016 7:10:33, PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D 2016_dianak@johnsonbraund.com.ry FILE NAME: 4f31_011iNfiff tr,fl!)fi:014Watl k»k ,., No Framing Factors Airfilm,:ext surf Gypsurti labard10:63in' bin cay.161n OC;R-19 Mtl Frame :Gypsum board ::063i n . Airfilm, intvert surf; .......................... ......... . . .. Exr . 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FF 0.17 0.17 0.63 0.51 0.78 038' 0.63 .0.52: 0.56 0,56' 5.50 21.00, 21.00 0.63 0,52 0,56 0.56 0.68 0.68: 1.25 : 1.04 0,63 0.51; 5.50 1.25 1.04 8.00 19.2o; 2,00 0.09 :0:.18: .0.17. 0.78 t:I:56' 0.56 . 0,69 0,0:1 0.17 078. 0,55 11.75 0.56 0.53 FF,->. :0.78 0.18 0.04: 0.17 A.17 0:17 0.17_ 1.12 1.il 1:12. 1.1'l._ 0.78 0,78, 0.78 0.78 21:00 21.00 6,88 13.75. 1.12 1.12 1:12_ I.12 0.68 0.68: :0:68 66.4 0.17 0,50 10:00 0.68 0.17 8.00 19.20 0.50 3.50 5,45 0.63 0.52 0.56 0.6 e 1.0.0 0,17 0.50 10.00 0.6s. 1;OG. 0.17 0:50 5..' 0.50' 0.6.2 ( (Btu% :hr-R2-F) Btu) tI0 tt2-F/; a WSECT;10 8: WSEC Ti:'10=1i WSECT,:10-5A(2)' WSECT. 10=B WSECT..10-8: WSEC1005.2. WSECT,' 10-6 ASHRAE HOF 2005': WSECT. 10-8 WSECT. 10-A, 10-B WSECT. 10-B WSECT, 10:8 WSEC 1005:2: WSECT. 10.8 WSECT: 10-8: ASHRAE HOE 2005 WSECT.:10-A; lo•e• WSECT, 10-8: WSECT..10-8.. WSECY.:10'-8 WSECT: 1043 ASHRAE HOF 2005, WSECT, 10-8: WSECT. 10.8 WSECT`10-8 WSECT: 10-SA(2).: WSECT11.0-B WSEC T;.10:8: '4Iti�Rig Roof, Rafter itaft9.0114 s 901.4%u Wall, Intermediate 3C-;'ivlezxarulteRtrpfy No framing Factors '?}111,fxt;(vle af,Wall No Framing: Factors Airfilm, ext surf Polyiso_3.00in 2x12 Wd Frame, R-57.6 Cav Ins Gypsum:board 0.60in: Airfilm, lint horz surf, htflow up Airfilm, ext surf Extruded PS(XPS)_3:00in 2k10 Wd Frame; R-30 Cav Int Gypsum board 1.25in. Airfilm, int horz surf, htflowup Airfilrri, ext surf Concrete,R-0,75/ft,1441b 8.00in Extruded PS (XPS)_3.00in Airfilm, let horz surf htflow up Airfilrn, ext surf Gypsum board .0.63in Extruded PS(XP5)_2.00in 6in ray; 16in 0C, R-21, Mtl Frame Airfilm, lnt vert surf 00 • (Btu/ Ihr-R2-F/ (hr-ft2f/ :ftz-F) •stu) Btu) FF _>. 0.17 3.00 0.11 17.40 11:25 57,60 0.63 0.52 0.56 0.61 --�, _ •: sir, 3.00 9.25 1.25 Ia 0.90 0.17 17.40 57.60 0.56 0.61 FF.ss->. 0.17 0:17 0.17 0.13 '15.00 LiAO 15.00 30.00 30.00 11.56 '1.04 1.12 :11.2 1.12 0.61 .0.61. 0.61 (hr-ft2-F/ (hr-k2-F/ Btu) Btu) 0.10 el i7 'C7. 40 14.06. 0.56 0.G I 0,17 8.00 19:25 0.50 3.00 0.13 15,00 0:61 FF :=>. 0.17 0.63 0.52 0.56 2.00 0.09 :10.00 7.40 0,68 5.50 1:00 0.17 0.50 15,00 0:6 i. 1,00 0.17 0.56 10.00 7.40 0.68 0.0, 0.17 15.00 13:75 ..12 0.61 Btuthf-Ft24/ hr-R2-F Btu 1 (eta/ ft2-F ASIiRAI 90:1,:A2.4:1 WSECT. 10-6 ASHRAE HOF 2005 WSECT: 10-A, 10.8 WSECT. 10-5 WSECT. 10=6 WSEC 1005.2 WSECT. lb-B ASHRAE HOF 2005. WSECT. 10-A, 10-8 WSECT, 10-8 WSECT.10=8' WSECT. 10-13 WSECT. 10-B ASHRAE HOF 2005 WSECT. WSECT. 10:8 WSECT.:10-B ASHRAEHOF2005. WSECT. 10•SA(2) WSECT. 104 Construction Assembly Summary Cat.. : Assbly Type Location Description Value Ref.. Source/Notes interior. p1,Stair#1. 8" concrete wall. w/o insulation U-0,741 A006 Custom calc,:See Construction Assembly Summary' Interior: 1A1/1A2' P1 stair #2, elevator control room and fire command MOM 8" concrete wall w/ 2" rigid insulation U-0.088 A006 Custom calc, see Construction Assembly Summary Interior 4:A2 L1 south end 8" concrete wall, 6" metal. stud w/(01 Batt; insulation U-0.052 A006a Custom :calc, : see Construction Assembly Summary Interior 1A-4F< L1.W Ext. Wall lower 8" concrete wall w/ 2.5" metal Stud(R=13 HD Batt) U-0.136 A006/ A006a Custom: talc; see :Co nstruction'Assembly Summary - IF Interior 1A1-4F Ll NW Ext. wall lower 8" concrete wall w/ R10 continous XPS. insulation and '2.5'r' metal Stud (213 HD Batt): U-0.058 A006/. A006a Custom talc, see Construction Assembly Summary ::........... Mass 261: Garage ceiling 8" concrete slab w/ R38 insulation. U-o.o2s A006 Custom talc, see Construction Assembly Sumina_ry, Mass 2C1. L2 Cantilevered Floor 8" concrete slab w/ 6" rigid insulation R-30 U-0.032 A006 Custom.talc; sec •Construction Assembly Summary: Mass 2TB P1 tranfer beam 3' concrete slab w/ 2" polyiso insulation U-0.068 A006 Custorn. talc, sec Construction Assembly: Summary Unheated: SoG1. Slab'on grade @ Pl: R-10 horizontal insulation F-0.64 A312-2 WSECTable: A106.1 Unheated SaG2; FENES. oN=* .;: r,�art Slab on grade: @ Ll; 8" Concrete slab on grade, 2' R-10 Exterior Vertical Insulation 6-0:54 A312-2 . • ,'ryj��' vii7jii?;: ',r',";t`N'i'` ',.s, ::41;ti: >�;<, F'r{i`";ii'ayt :�'t;i See Fenestration Sthedule,included inAppendix B. NFRC certified productdataprovided :in:AppendiX.E . WSECTable: A106.1 Construction Assembly Summary Cat. Assbly Type .Location Description Value : Ref. .Source/Notes. i Deck 9A L6 Ext. roof 18". (minimum thickness truss w/ 3" polyiso U-0.015 A006d Custom talc„see Construction Assembly Summary Deck . 9A1-9A4 L5 Ext. roof Rafter/Truss min. 2x10 R30 wood frame with min 3' XPS U-0.024 A006d Custom' talc, See Construction Assembly Summary. Deck 3C Mezzanine Ext. roof 8" concrete w/ 3'.' XPS U-0.061 . A006 Custom calc, see Construction Assembly. Summary k� ��:Ft ...Li�', lilt ,.ter' rih Metal: . 4A/4A1 L1 and mezzanine level Ext. wall 6' metal studs,16" o.c. w/ 2" XPS insulation U-0.053 A006a Custom talc, see :Construction Assembly Summary Metal 4B1 P1 Elev., Fire Command, and boiler room wall 6" metal studs,.16" o.c. with' R-21 batt U-0.110 A006a Custom talc; see Constructlon'Assembly: Summary: Wood 7A L2-6; Typ exterior wall 2x6 wood studs;16." o.c. with R-21 Batt, Intermediate framing per.WSECA103.2.1 U-0.054, A006b Custom calc; see Construction Assembly Summary Wood: 7A2 L2-6, Typ exterior wallU-0.050 2x6 wood studs, 16" o.c. with R-21 batt, Intermediate framing per WSECA103.2.1 A006b Custom calc,, see Construction Assembly Summary 9ii 1A1/1A2' Residential lobby, P1, L1, and Mezz Extwall and .Exterior column, stairwells above grade wall up to L2 8" concrete wall w/R10rigid Insulation U-0.088 •A006 Custom'-calc, see .Construction Assembly Summary Interior 1A-4F L1 W and N wall lower 8" concrete wall w/ 2.5" metal Stud (R13 HD Batt). U-0.136 A006/ A00.6a Custom calc, see Construction Assembly Summary Exterior 1A1-4F L1 and Mezz level E, W; and N'Ext: wall 8" concrete Wall w/ R10 continous XPS insulation and 2.5" metal Stud (R13 HD Batt). 0-0.058 ' A006/ •. A006a Custom talc, see construction Assembly- Suritmary Interior • 161/1B2 P1 office; stairwells, parking lobby; and Elev:;Shaft Wall. 8" concrete.wah: w/R7.5 continous XPS 'insulation A006 us Custom ca cI,. 5ee Construction Assembly, Summary Interior 4A2 L1 and Mezz level S Ext. wall 8" concrete wall; 6" metal stud w/R-21 Batt insulatioh U-0.052 A006a Custom. tale, see Construction Assembly• . Summary Si Llsouth end and P1 Uninsulated slab edge U-0.741 WSECTableA103.3.7.2: Exterior S2 L1 courty and slab edge.' e' Partial insulated slab edge: 10" slab liv/R10 insulation; 12" slab w/o insulation U-0.444 A311-5 WSEC Table A103.3.7.2 (interpolated) Exterior S3 L1 & L2 R10 insulated slab edge U-0.088 A311-5 WSEC fable A103.3.7.2 SHGC Calculation Zones 4c15b ENV-SHGC' 2012:Washington State Energy.Code Compliance.Forms:forCommercial Buildings including R2 & R3 over'3:stories and all. RI Revised Oct 2013 Project Address Tukt911a::2itterttat:i.onial Boulevard :& :5 :144th Street Date io/08/2914' Fenestration Area as.%:gross above'gradewall area 3:9.9:%: Max; Target: 40% Skylight Area as;%o gross roof area Max. Target: ,5% Vertical Fenestration Alternates:. High Pe:rformance:Vertical'Fenestration Notes: 1=:Proposed vertical fenestration:and;Skylight areas entered:ln ENV-SHGC:intust match proposed fenestration -areas- in ENV -PA, 2 if Target Area :Adjustment.fs:requiredper ENV-UA; Then. target arees:will be: automatically adjusted in-ENV.-SHGCr Refeto=TergetArea Adjustrtients. worksheet:for this _Ca lculation.- -3 Provide NFRC rated: SHGC: or default: from Table C30'3 9;3(3) for'fenesfratiori.assembly SHGC: 4 -.Fenestration that separates Conditionedd space from a.:noii-conditioned or semi -conditioned space shall be iricludedin thiswbiksfiee For Building Department Use Skylights proposed SHGC Provide sburce'of SHGC; page/plan # of assembly: detain & ID:.... ... SHGC... x Area (A) .= SHGC x Target;SHGC . 'SHGC; _:x;Area (A):= . SHGC.x A ID: ID: ID: ID: ID . Totals 0 .35 Totals All Non-North_Vertical: Fenestration+ Provide source of SHGC,..page/plan #df assembly detail & ID... Proposed _SHGC:: PF SHGC* x Area (A' ..= SHGC x A Target SHGC ++ PF Category SHGC xArea (A):= SHGCxA ID: ID: ID:: ID:; ID: ID: ID: ID:. ID: 0: 0 0 0: 0, A' 0 0 0. 0 PF 0.2: 0:25PF40,� PF0. 0.:5"6._' 1.1: if projection factor' (60,credits, are. apPl)ed'to,the .proposed 'design, Target.. SHGC vvll sUrn fenestration area:byPE. category. + If projection factor:credit is applied, ahen'Verticel fenestration must be entered in:the correct tableaccording. fo Orientation.: If credit is not appliedthen ali vertical fenestration can be entered in either.tahle, *Note: Fenestration Thatseparates conditioned space' from a non. conditioned or semi -conditioned space shall be -listed :here With proposed SHGC eguaito the target value Totals Totals North:Verticall Fenestration+ Proposed SHGC Providesource of SHGC, page/plan #.of assembly detail & ID PF SHGC* xArea(A)=SHGC xA Target;SHGC++° PF SHGC• xArea (A),:-. SHGCXA :.Category. JD: Storefront ID: Storefront Double SwDr ID: Storefront Single SwDr ID:: ID: ID: ID: 0: 0. 0: 0 Q: 0 0 0.26 0:24 :3919 99 25. 940 '26:. 6 PF<0r2 CS 3 5 4042 1414.7. 0:25pF 0;f. PP.: -0,412: +4'!f projedtion_factorr:(PF) credits.are applied to the_proposed design, Target: SHGC aril!. "sum fenestratio 7.erea by PF category:" North -Total :To comply, the Preposeo';totaI SHGC-x:A for all fenestration (vertical:& skylighfs)shall.net exceed the Target total.SHGC.xA, ;4042.0 972.1 Grand: Total Area: 4042.0 S HGCxA 972.1 Grand Total '4042.0 1414.7 Area 4042.0 SHGC x .1414.7 Component Performance Conlipliance'(SFIGC)' 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 eVer: Revised 0Ct 2013 Project Address Tukwila international Boulevard & 3 144th'Street. Fenestration Area as:% gross above -grade Wall area 3.9. 9%: Max. Target;: 40. 0 Date 10/08/2014 Skylight Area as % gross s roof area Max, Target: 5.0% Notes: 1:1f 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 the compliance form. :Refer to Target Area Adjustments worksheet. for this calculation. 2:. Provide NFRC rated U-factor or default (Hector from Appendix 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: Providesource of kJ -factor, page/plan # of assembly detail & ID Proposed UA U-factor x Area (A) = UA (U x A; Target UA U-factor x Area (A) = UA (U x A) OI in c cno U= U= U= ID:Opq Door ID:: ID: 0.370 27 10.0 0..37 27 10.0 9paque.Swing Doors : a o o O re U= U= ID: ID: ID: 0.37 Opaque rollup:& sliding : U-0,37' Vertical Fenestration: N rn 8 a) 2 0 U U= U U ID: ID: ID: ID: 0.28.... Non -Metal Frame U-0.28, 0) B) w= (5 U= U U= U=. ID:Storefront Fixed ID: ID:. ID: 0.34 391.8. 1332'.1 0.34 3918 1332.1 Metal Frame', Fixed;' U-0:34 :O !U U= U=. U=. U= ID: ID: ID: ID: 0.36 MetalFrame, "Operable :. U-0.36 m o •c N a` ) T F- U= U=• U U= U= U=. ID; Storefront: Double SwDr I D:StorefrontSingle:SwDr ID: ID: ID ID: ID:. ID: To comply: 1) Proposed Total UA shall not exceed Target Total (4A, 2) Proposed .Total :Area shall equal Target Total Areaa.: 0.57 0.58 page.2 Subtotal 'Page:1•Subtotal Total 99 25 Area 56.4 14.5 UA '0.60 124 74.4 Metal Entrance Door:: - 0.50. U-0160,'':.? 4069 1413 16501 979 20570. 2392 Component Performance Compliance (UA)_ UA1COMPLIES t+ OSI(p 1> 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 R1 G L. ALLWINi ATE OF WASHINGTON STAMP NICE Z 0 d o tx w 0 PHASE 2 PERMIT SET co g m N w 0a OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS N F- 0 0 SET ISSUA w F 21a- t 8 cis in tn -. 0 ID 'At N 0 ro N 00 0 m R 0 (0 R 0 0 d Z- N CO V N CO Decsription Date 5. CD Et SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: l 0 w 0 o: a w w F=- 0 zd z 0 w n rr4 0 w 0 z w a zp W ra m r g~ J 5z m W Z F0 rn LLLL 0 we w a¢ w� R 0n Z F- ti LLI IL/ Ce Fa RECEIVED CITY OF 'a UKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 360 Checker ENERGY CODE CALCULATIONS A009b PERMIT SET 0 co - CO 0 N N N (O O U 1 0 t 0 C0 (13 173I co 0 NI a1' 33 a) la) cv 1 U2b- I UK u:\users\thanamuocuments I-ILE NAME: COMMERCIAL METAL.WINDOWS/DOORS SF SF SF Fixed SwgDr SwgDr Double .. Single ID Qty :Sheet: ft2 ft2 ft2 S1 1 A620 150.1 24.5 Total Glazed Area -ft^2 174.6 Unit. Performance (Area -weighted). ii SHGC VT 0.37 0.24 0.59 Total Area x Unit Performance. AxU AxSHGC AxVT 65 '42 103 NFRC CPD No. or Default (Table No.) S2 S3 1 1 A620 A620 114.1 119.9 114.1 :119.9 0.34 0.34 0.24 0.24 0.62 0.62 39 41 27 29 70 74 See 'Fenestration Types' See 'Fenestration Types' See 'Fenestration Types'' S4 1 A620 41.0 41.0 0.34 0.24 0.62. 14 10 25 See 'Fenestration Types' S5 S6 1 1 A620 A620 271.2 197.9 271.2 197.9 0:34 0.34. 0.24. 0.24 0.62 0.62 92 67 65 48 167 122 See 'Fenestration Types' . . See 'Fenestration Types' S7 1 A620 155.3 155.3 0.34 0.24 0.62 • 53. 37 96 See 'Fenestration Types' S8 1 A620 77.7 77.7 0.34 0.24 0.62 26: 19 48 See 'Fenestration Types' S9 1 A620 64.5 64.5 0.34 0.24 0.62 .22 15 40 S10 1 A620 32.3 32.3 0.34 0.24 0.62 11 . 8 20 See 'Fenestration Types' See 'Fenestration Types' S11 1 A620 51.5' 51.5 0.57 0.26 0.44 29 13 23 S12 1 A620 25.8. 25.8 0.34 0.24 0.62 .9 : 6 16 See 'Fenestration Types' See 'Fenestration Types' S13 1 A620 165.6 .165.6 0.34 0.24 0.62 56. '40 102 See 'Fenestrat'ionTypes' S14 S15 1 1 A620 A620 82.7 .165.6 82.7 165.6. 0.34 0.34 0.24 0.24 0.62 0.62. 28 S6. 20 40. 51 102 See 'Fenestration Types' See 'Fenestration Types' ,. S16 1 A620 82.7 82.7 0.34 0.24 0.62 28 20 51 See 'Fenestration Types' S17 1 A620 165.6 165.6 0.34 0.24 0.62 56 '40 102 S18 1 A620 82.7 82.7 0.34 0.24 0.62 28 20.. 51 See 'Fenestration Types' See 'Fenestration Types' S19 1 A620 .79.2 79.2 0.34 0.24 0.62 .27 : 19 49 S20 1 A620 64.8 64.8 . 0:34 0.24 0.62. 22 16 40 See 'Fenestration Types' See 'Fenestration Types' S21 .S22 S23 1 1 1 A620 A620 A620 248.8 248.8 269.4 248.8 248:8 269.4 0.34 0.34: 0.34 0.24 0.24 0.24 0.62 0.62 0.62 85 85 92 60 60 65. 153 153 166 See 'Fenestration Types' See 'Fenestration Types' See 'Fenestration Types' S24 1 A620 269.4 269.4 0.34 0.24 0.62 92 65 166 See 'Fenestration Types' S25 1 A620 125.4 48.0 173.3 0.40. 0.25 0.57 70: 43 98 See 'Fenestration Types' S26 S27 S28 1 1 A620 A620 A620 153.3 247.8 234.5 153.3 247.8 234.5 0.34 0.34 0.34: 0.24 0.24 0.24 0.62 0.62 0.62 • 52 84 80 37 59 56 94 153 144 See 'Fenestration Types' See 'Fenestration Types' See 'Fenestration Types' S29b S30 1 A620 A620 8.0 74.4 8.0 74.4 0.34 0.34 0.24 0.24 0.62 0.62 3 25 2 18 5 46 Total Area (ft2) 3,918 99 .25 RESIDENTIAL ................... METAL WINDOWS/DOORS See 'Fenestration Types' See 'Fenestration Types' SF SF SF Fixed SwgDr , SwgDr Double Single. ID :Qty :Sheet: ft2 ft2 ft2 Total Glazed Area ftA2 Unit Performance (Area -weighted): U SHGC VT Total Area x Unit Performance AxU AxSHGC AxVT NFRC CPD No. or Default (Table No.), S29 1 A620 12.0 12.0 0.34` 0.24 0.62 4 3 7 See 'Fenestration Types' S29a S31 1 1 A620 A620 10.5 79.2 41.0 :10.5 120.2 0.34 0.42 0.24 0.25 0.62 0.56 4 50: 3 30 6 67 See 'Fenestration Types' See 'Fenestration Types' S32 1 A620 58.8 58.8 0.34 0.24 0.62 20. 14 36 See 'Fenestration Types' S33 S34 1 4 A620 A620 64.8 ' 62,5: 20.5 85.3 62.5 0.40 0.34: 0.24 0.24 0.57. 0.62 34 85 20 60 48 154 See 'Fenestration Types' See 'Fenestration Types' S35 4 A620 77.9. Total Area (ft2) 787 RESIDENTIAL NON-METAL WINDOWS/DOORS 41 :21 77.9 0.34. 0.24 0.62 106 75 192 See 'Fenestration Types' Vinyl Vinyl Vinyl Fixed Csmnt Slider Total Graied.Area Unit Performance {Area -weighted) Total Area x Unit Performance. ID Qty -Sheet: 13 A420 ft2 ft2 ft2 io 10.5 20.0 0,24 0.27 0.29 .0.28 0.53 0.51 .33 394 40 409 72 745 NFRC CPD No. or Default See 'Fenestration Types' See 'Fenestration Types' A420 10.0 10.0 0.29 0.53 -96 116 212 See 'Fenestration. T-peS' A420 30.0 0.27 0.28 0.51 697 1,316 See 'Fenestration Types' 18 6 A420 A420 15.1 39.2 0.25 0,27 0.49 77 195 85 356 155 See 'Fenestration Types' See 'Fenestration Types' AA A610 10.5 10.5 0.24 0.29 13 28 See 'Fenestration Types' 13 A610 8.0 8.0 0.24 0.29 0.53 -25 55 cc 12.0 12.0 0.29 0.53 14 17 See 'Fenestration Types' See 'Fenestration Types' Total Area (ft2) 1,546 227 4,040 FENESTRATION TYPES Type # Type ID r Description NON-METAL, ALL SHGC VT CPD Number or Default 2 3 Vinyl Fixed Vinyl Csmnt Vinyl Slider Ply Gem Window Group: Vinyl, Fixed, LowE + 90/10 Arg/Air Ply Gem Window Group: Vinyl, Casement, LoV/E+ 90/10 Arg/Air Ply Gem Window Group: Vinyl, Slider, LowE + 90/10 Arg/Air 0,24 0.27 -0124 0.53 0,40 METAL XED/OPERABLE. 4 SF Fixed METAL ENTRANCE DOORS 0.34 0.62 P-KAW-5466 6 SF SwgDr Double 0.57 0.44 7 SF SwgDr Single Kawneer.-190 Single Door: Alum w/o Tf3,:rSolarban6Q 1048 0.41 1) CP D numbers forthe fenestration components are from another building project with the same -product Specifications; NFRC label certificates for the prociucts Will -be available at the job site for the building inspector, 2) VVe assume 100 sf louverS will be installed on storefront fixed glazing area for the purpose of ventilation Extruded PS (XPS)_6.00in Gypsum board j0.00in 11, 047 FF 0.17 Loo- 0.50 1.4a-FE Btu) No Framing Factors No Framing Factors No Framing Factert No Framing Fadors No Framing Factoit Extruded PS fXP$L2.00in Gypsum board_0.63in. Gypsum. boarcf_0.6.3in Extruded PS (XPS)_1.50in ext turf Extruded PS pi.P5)_2.00in :Concrete, 3,10..75/ht,i441h_8.66in Airfiliti„ext surf 0.63 11.50 8.00 8.00 6.50 047 0.52 0.07 19.20 0.17 FF 0.17 858 0.50 0.68 FE 6.17 0.50 100 10,25 012 0.17 1,1 Btu) ft2-F1 WSEC T. 10-8 WSEC T. 10-6 WSEC T. 10-8 WSECT 10 cope co4531..kpAce b ktdve eg2 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 REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET 0 cp Date Et -J co -J SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: co zi- o. w GI co LLI co CL re cc re u. zw ra to CC Z 100. co LDD CO RECEIVED CITY OF TUKWILA PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 360 Checker ENERGY CODE CALCULATIONS AOO9c PERMIT SET 6/22/2016 7:10:42 PM w 2 Z w a+10t414: : New:Search Detailed Product Ratings EI1tiU'f 1111OMMATJOtl Manufacturer: Ply: Gem Window Group Series Name... Pro Series: 2000:Horizontal Slider: Operator Type: HSOX Air Leakage: Export to Excel DirectoryySearch F2.e;ulis:: Exit Directory Search (Fouaad.1 Products) mac: Fierce Prewinu h1a tt )' ast : CI�tl::tt ianur scttsrer P€ dirluct: ...... c0-(10 11->:. fai' br r SHe, C .::::: T. Con nuatitrn 47,-• - n ;Prod wt:DesciifatiGn RLE7036_Arg_EPS;. 0.270. 6 0.51 44 VinyINir y1�•Fill 1 ARGJAIR (90l10);:: LowE, CL No Orid 121-013578- i i 00t .: '> Key:: Click the colum Headers to sort the<clata:according to the. column header. A. dash - in a rating.column:! VT) ndicates:that there.: are no C: (SHGC .. NER . certified values for for that:lndivldual aroduct, . This web site is optimized for display resolution of'1O24x768, and requires: Microsoft :Internet : Explorer 5.0 or higher: Using olderbrowsers„ non-compatible;browsers. or disabling browser: features: such as JauaScript will reduce site functienalily and overall appearance Download theiatest version of Microsoft Internet Explorer., DISCLAIMER OF LIr4BILIT3f In• no`eventshallthe<NF.Rc b.e;liable:for.anydamag esiiahat oever irycludir ifoithout;limitation damn estorlossofb isinessprofit" :busrne :,internuptron, Ioss.ot buSine_sinfOrm.tron, or .3ny;other_Igs,.j:ansing edit ofthee;use ofthis(i'Y bslte or:the information obtained P 5� f p - #ro '•t . _th r.' ci tel: r:co se u _rt a ;`This` o f �ron shall a I eve .'f th _ NFF - a• been dui§e of t e o it,ilib .f such mi,wh..:e in....de.n �::;.n.9 ..tr.I_ P(t. .PPy nl:.:.. :.::.,Ch.�;..e�na d,..:h .P � 1: darnag;es. httpErsearch.iifrc.orglsearchl.pdropd search detail aspxcioOdnurtt='PW0- M:12.1.0 71 311012314 hIe t:Search il.. •Detailed•Product RatingS.: t EilFs2 F Ill tEtjs„AT .E r`1 IMlanufacturer: Ply ':Gem 't nciow Group: Series Name Insulate 700 Casement Operator Type GSSV Air Leakage: to dlt, t1FOPMATFQU Export tor -Excel ' D i r ectory:fier ch R r ril .: First Exit Director�'Se�rch ' (Found 1 Products) Previot s Next >istr- CP!. f �d.i,nuer r)rndu 'e 'ode:c.tcltr t . . t;T on. l .1-94 rce Prof, $' neccrtotron 'rG-40 RLE7,0f3.6j:/ rg' / EPS:: (EDSi'GS)1: 0,26. 0.22. 0,40 44 Vin liVin l Fill 1 ARG/AIR (90/.10) : .. y' .: ,.• LoWE,CL, :hloe.rid 131E-0i76n 6: 001103 Key Click the colum headers:to'sort the `data: according to -the columri:header A dash ".in a rating column (SHGC;! V T):`irid[cates that there are no NFRC certified values;for that individual product. This web site: is optimized for a display resolution of'1O24ic?'68, and requires: Microsoft :Internet: Explorer 5.0 or higher. Using older: browsers, non -compatible brewsers or disabling browser: features such as JavaScript will reduce.' site functionality arid overall appearance Download the latest version of Microsoft Internet Exnlerer1 DISCLAIMER' OF LIABILITY: In no. event shalt the :NIFRC be liable for a ny damage }ruhat;o'elier(including Uiiithuut t irritation. damage for loss of business pro#its,: business Interruption, ioSS"Of business information, or arty other:lo;) arising out iit the u_`e of thisweb Ito>or the<'rnformation obtained from:it. uihether incidental or consequential: This provisionrshall apply+:even if_the NFRC has been advised ref the possibiliiy.of;suah damages. Mtpllsearch.nfrc.orglsearch+cpd±cpd sear ch_detail,a5lx?6•Odnum Pifi1C. =:13I Chi; 1 ic'. 14 Back. Directory Search New. Search Detailed Product Ratings GENE fRALIMO I iP TIOt1 Manufacturer: Ply Gem Window .Group Series Name: Insulate 700 Fixed Window Operator Type; FIXD : Air Leakage: TIIIGS IUI 1 wNATIO Export to Excel :Dire torySearOh Result}: Exit Directory Search (Pound 'I';Prodldir:'t:�} 2< First ;Pr'vicua, Nr.;t > La:st» CPO -._ Ialantrf e'urq r :Drodluet cal.. R1 :. SUGC 1..T Condcrasatinn Prrr�fts , ria� t:iipt drri Per' RLE70J6 l er: g l EPS Si4"ciooi (SS ! 0.24 a.29 53 45 VintIiVinyl Fill ARGlAIR (9011 0)"132-00642- LowE, CL, No Grid::: Click the colum headers to sort the data according to the column; header.':. A dash h-n in aerating column (SHGC ! VT) indicates that there, are no NFRC certified values for that individual product. This web site is optimized for a display resolution of 1024x768;:and requires Microsoft Internet Explorer 5.0 or higher. Using; older ;:browsers, non:compatible browsers: or disabling; browser features such as JauaScri t will reduce site functionality and overall appearance Download the latest version of Microsoft :Internet Exnloreri DISCLAIMER OF LIABILITY: ev e. e : i:: F' n n _ rent shall th _ tl�Rc b._ ti�File for a rryf dam,a,g _�:whatoever (including; withput limitation, damages fo.r lo.�s at business rof iG; si :. ss.i _ ..1': es . - arising - _, tsu..ine�s rnterru tion IoA of bum _s mforrrration .or an • other ion arum out of the: use of this uiieb� to era e.i P.. .:.,: � y. : a Q i h nforination obtained fromit,::vdhether:incidental or..o.onse uential. This' roviSron shall apply even ifthe:_t�IFRC£has_been advised:of the. possibility fsuch 9 .:. P f.:.pv b {o. ... damages. httpllsearch.nfrc.orgisea ch+cpd+cpd_search_detail sp pdrnurrFFWC--tu1.13.2 C 2-OX.O1 Tukwila Village Building 10/9/2014 Envelope Compliance Documentation APPENDIX:- B 1. NFRC Certified Product Data (CPD). 02014 094-MEM01-v4 360:Analytics: Total Unit Area Unit Performance (Area^Weighted) Total Area x Unit Performance NFRC CPD No. or Default (Table No,) ID Qty Sheet Description ft^2 U SHGC: VT AxU AxSHGC A x VT Type A< 1 A600 Foam insulated 26.7 0:37 _ _ lb See Note 1 Total Area (ft2) NOTES: 1) The door has same performance as Seattle Energy -Code prescriptive door RESIDENTIAL OPAQUE DOORS Total Unit Area Unit Performance (Area=Weighted) Total Area x Unit Performance NFRC CPD: No. or Default (Table Na.): ID Qty •Sheet Description: ftA2 U SHGC: VT A;x U A•x SHGC A x VT' Type:A, 5 A600 Foarn'insulatet steelslab with 26;,7 .0 37' - 49 -, - See Note 1; Total Area (ft2}: 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 ,REG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET ~ 0 a N 0 �OO ry 7 p�o N �N L 0 pero N O m 0 (0,L p O 0 N C5 0 d Z .- N M V' 1f) (0 c 0 a 8 ai CI a) 4.,g O 4> Ce co 1 r� 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: FIECEIVF.D CITY OF .I UKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 0 w O 0. w w 1 0 z 0 w m 0 w z w zo W m g~ z 5d WZ FO U. OD o' wB a • a_ w a¢ op o z� nU ww w0 �a 1026.04 360 Checker ENERGY CODE CALCULATIONS 9 PERMIT SET C:\Users\dianak\Documents\1026-Tukw FILE NAME: Thermal performance Thernial Transmission Terms The following terms are. used. in describing thermal properties of bui iding products: BTU` -The BTU.(British Thermal Unit) is the .amount ofheat'n.eeded to raise theteniperature of one pound ofWater One degree.:Fahren heit. The: BTU is used .to.measure the amount of heat just as the inch orfoot:isused .to measure. length. K-Factor = The measure of thermal conductivity or amount of heat -transferred (measured in BTUS) in one hour through one.square foot of a Single material which is one inch thickfor a:difference of one degree Fahrenheit between the two surfaces: THE LOWER THE "K" FACTOR; the more.. effective the insulation of the material. U-Factor-The totalor overall tra nsrriission: of heat through a combination of materials assembly measured in BTU'.-s per hour; per square -footofarea fora difference in temperature oft °F betWeerf the air on one side tothe air on the other side:: THE LOWER THE",U"VALUE; the more effective the insulation ofthe -material. R Factor -The resistance or abilityto retard heat flow (as opposed to ability to transmit heat) .of anyainglematerialdetermined by the reciprocal of its conductivity. R=11U ort/K, where t is the thickness of the' material involved: THE GREATER THE `.`R" FACTOR : (or :resistance); the' more effective: the insulation of the.hiateria I. All "rand factOr values are ex pressed;: in BTU's(r-ft2-°F.;(W/M2 K). Materials possessing lover ah . ,U" factorvalues-are.more efficientinsulators.than those`with highervalues.: Helpful:conversion factors: :: " :,: (where t Is the material thickness in inches and the products:are of uniform Composition) alp_ _f (Rxisfor each Material layer) R1-17R2+:..±etc. Energy.Effkiertt Solutions Similar to mostoth,:rbuildi ng products mar jfacturers, the Steel Door Institute has encouraged tile. practice: o f citi ng a calculated value for thermal performance ofthe: cores in the doors (U and RValues). While this remains the industrystandard, we are seeing more specs with the lateststandardsforthermal trapsrnittance (ASTM:C1863) and airi:nfiltration (ASTM E283) Note,ASTM C1:363 is the: most current test standard for thermal transmittance and replaces ASTM C236. You will see significant differences betweenthe'.calculated core values (ASTM C518) and the opera ble door assembly values as door and frame construction varies. Design professionals are: beginning to see these variances i n other building products -such aswall partitions (an'industry:that has already. begun to move from: calculated to operable values). We believe it s i rnportant you and your cus- tomers understand the:opera ble performance levels of the:open ing assemblies you' purchase; a long: with the:calcu lated core values: Door Assembly Operable U=Factor and R=Value Ratings Door Series/Cole 707 j Polystyrene: Test Method: ASTM C518 Calculated. Test Method: ASTM C1363 * Operable U-Factor R.Vaitie U 0.16 6:4 actor R-Valu'e 2.7 707 ( Polystyrene Kerf 607:j Polystyrene 0.1.6 0.1.6 6:4 6:4 0.45 0.39 2.2 2.6 707 i polyurethane 0.10 10.0 0.35 2.9 777 j.Polyuretha.n:e 0.09 11.0 0:42 2.4 777E: Trio-E)jPolyurethane 0.09 11.0 0.29 3.4 777E (Trio-E)(Polyuretharie:. Kerr 0.09 11.0. 0.36 2.7 707 j Honeycomb NIA N/A 0.54 1.9 747,/ Fiberglass 0.1.5 6.8 0.55 1.8 Air Infiltration:Testing What is airinfiltration? Air infiltration: A.measurement-of .the :air leakage around the perimeter ofa door opening. CFM:Cubic. Feet per minute Door Series Core 'AII,CURRIES,door construction with CURRIES Thermal Break' Frame Test Method:. ASTM E283 * CFM SOFT CFM I IN FT 0.04 0.06 * Tested with hardware from otherASSAABLOY Group pi endsinc!uding Corbin'Russvtiin, Pemko, McKinney Sargent andYp1eia.a CURRIES Therrna! Break Frame NOTE Information included in this data sheet is subject to revision.without notification. 7 NON-RESIDENTIAL FENESTRATION NCALCULATION ' REPORT BID. REPORT ACCORIDING TO NFRC II► PROCEDURES_ NFRC STANDARD SIZE t* F. NOTE This is NOT an NFRC Label: Certificate. This document can N07' °L d in place of NFRC Label Certificate and can be used only for Bid and Design Purpa es-), PRODUCT LISTING: P=K..W-:24035 P=KAW:9427 P-KAW 9424 Kawneer:19g. Double:: NonThermaf Door/Thermal FA -KAW 3146 Frame:,946"IG, SB60 • 5 Air,C lr .'.......:::.......................... Kavin eier, .350:Siii-gle NonThermal;Door/Thermal' FA-KA f::136 F.ram e`,:946"IGSB60, Air;. . • c Kawri.eer.190:Single NonThermal DoorlThernial:' FA Frerne 6"IG. 5660, 90 r 3N° Kav rie.er__190::Sirigle.. Non".. F.1 al DoarlTi errria Frame,946"IG, 5660;;Air • KaWh.eer:350::Single . NorlThermal:DooritF rrnJ ..:. *:1.36 Frame;.9.46'IG;: 6o�:t.9J� 4 ,_ .' ._...:. _ ;..sue .::..... tom-• . -n� ,:;��,,• . Ka rieer.19Q-1 6'bble r NonTherrrial'DaoyTFherma.l:' :From 94&;;13 it6360 . • 5 •j ...........:.9lAxCI:..................:.:.,..::::, Ka Vine e,r35Ci'`do:uble;: NonT,neral`Doorffherma[;; FA- Frkre,,,9:4461G 'SB60r 4 . :90Ar ;C l r (Ka. neer;350;Doubla \1,9=hTh'e/mal; DoorfThe:YKnaI FrafYle,.;:946"1_G: SB60,N. Glazing Ref,' Oik PPG-47,18 GA-PPG-47:19 P:erformanCe-,at; N,FRC•' Standard Sp acer-Ref: .......::Us........ tH.G.C. VT:;:;.. SA-NFC-3146: ME : GLAZING' and: SPACER ASSEMBLIES \Olazmd Ref. :.__.__ r{.:t5uPlie =IP''.....................,,,, Description GA PPG=4718 :: .„:PFG`ntiuttr1es 0.946";2:layers, ..11h"S660:IQ, 90Ar,:1l4"Clear . GAPPG-4719. ' ; PPGIindustries°. 0.946'";2 layers,1l4"'SB60 #2.;Atir,114. Clear SPACER L:ITII Spacer Ref _:_ .. Sup P Descri tion P `:. .... SA N F.C=31 46 NF:R C Product Detail hau,.r. :. P,sYgGarweA:. Home' switch Units Find http:/lcmast.nfrc.oi Product1ProductDetail.aspx?product1D=68eab92c-f... to the R ..Domponeot:Mo£t) hog Approach (Ctr1A): or Non-icsidentiat Ehergy Cedifiicatibn and, Rating itri pgtaa •ank.: torefraint Glass 8.: Preduct`(p KAW.4466) ACE::: v1i6haeIThVinan . ACE.C'unipany: Aichitet:turniTesiinq Inc. ='PA Product iiifet'GlAAMN- Giazed.WalHSystem • Manufacturer; KawneerCorripany.inc: .rrarne by:.Kavaneer Company Inc. :Giazjng:.by: PPG fndusiries David Reddy:(davi(1360) 11/15/11 1:09 Des:criptioi : Kawneer 451.UT CG W. Glass B Energy:' EnergyPlus File: Glazed Umpqua FA-KAW78566.•:1PVall/Sloped Bank -. GA-PPG-3931 SkNFC-2843 _7$,740:7B.740a 0331 .Glazing:. Starefronf Glazing Ref Glazing description GA-PPG3931 6mm S1360 / 90Arg y6mm Clear • 0.335 0:617 78.740 ::78.740 .: 0.331 0.335 - 0.617 SpacerDescription Technoform TGI Spacer Air.(10%) /Argon (90%) Mix 501.2. 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. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 'REG L. ALLWVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 Z 0 PERMIT COMMENTS CONTRACT SET Q p�p (pVp O A ftl gyp_ „A i�n per_ N O gyp_ A O N O d Z .- N r' •- IN (o as0a a) 0 m al 0 d z Ei 1 ♦W SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J v) < 0 w OU co F- d Lu zQ g z a. 0 -J w > m ww W • z _ >Q - N N wW fr a cc w 0 0 Z 0 w 0 0 0 0 w 0 Z w zo 9W m } LU 5 r' J 5z go WZ F0 0 u-0 W® w ZF c ww _0 I-n. CITY OF TUK ILA JUN 2 3 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 360 Checker ENERGY CODE CALCULATIONS A009e PERMIT SET SHEET NOTES 6/22/2016 7:11:1 A200 0 .a c0 0 U) c 0 Y (0 (a (,D NI 0I I) m a) I) as C:\Users\dianak\Documents\1026- 2 z w J LL 10'-71/2" • RESIDENT p LOBBY CONDENSERS PER MEP DESIGN BUILD; / W/ FLOOR DRAIN' I TRASH & RECYCLE CHUTES FROM ABOVE TRASH COMPACTOR & DUMPSTER STORAGE MAINTAIN 8'-2" MIN. VERTICAL CLEARANCE ROUTE TO VAN ACCESSIBLE STALL (3)4" DIA. EXHAUST VENTS PER M.E.P DESIGN BUILD INTAKE VENTS PER M.E.P. DESIGN BUILD 158' - 3 1/2" 40' - 41 /2" '-41/L 9'-10" moms, ing A201 ELECTRIC CAR CHARGING STATION COMMERCIAL nJ COMMERCIAL COMMERCIAL TANDEM 17 CONDENSER PER MEP DESIGN BUILD; W/ FLOOR DRAIN GARAGE / (15) COMPACT STALLS / (34) LARGE STALLS (49) TOTAL STALLS / GUARD WALL SLAB STEP PER STRUCT. +287.26 COMMERCIAL (21 COMMERCIAL, n= (22 COMMERCIAL ' LEVEL P1 FLOOR PLAN 3/32" = 1'-0" A201 (2)30x30 EXHAUST LOVUER PER M.E.P DESIGN BUILD 0' 4' 8' 16' 32' 1. LEVEL P1 CONSTRUCTION TYPE IA, OCCUPANCIES S-2, S-1, 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. 6. ALL VERTICAL SHAFTS SHALL BE 2- HOUR RATED PER IBC 713.4. 111111=111•111 ID MIND 1111 'MD 11111 ID MOO 7. EXTERIOR WALLS (NON -BEARING TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. 10. DOOR TYPE - SEE SCHEDULE SHEET A600 WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS T 13. NOT USED 3 14. NOT USED 15. REFER TO ACCESSIBILITY NOTES ON SHEET A002. 16. PROVIDE MECHANICALLY FASTENED INSULATION AT ALL CEILINGS BELOW HEATED SPACE, REFER TO A009 SHEET SERIES FOR REQUIRED R- VALUES. 17. REFER TO DESIGN/BUILD MECHANICAL PLANS. 18. F.E.C.BRECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 19. O F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER TFC. 20. EXIT SIGN PER IBC 1011. 21. REFER TO DESIGN/BUILD PLUMBING PLANS. 22. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 23 REFER TO SHEET A007 FOR PENETRATION REQUIREMENTS IN FIRE RATED CONSTRUCTION. 24. FIRE COMMAND CENTER REQUIRED PER TMC 16.46.120. TO COMPLY WITH REQUIREMENTS OF IBC 911. TO BE ENCLOSED 1MTH 1-HOUR FIRE BARRIER. 25. REFER TO DESIGN/BUILD PLUMBING PLANS FOR GARAGE FLOOR DRAINS. DRAINS TO BE ROUTED THROUGH OIL/WATER SEPARATOR BEFORE DISCHARGE TO SEWER. cLCE APPROVED JUL 0 B 2016 City of Yuwila BUILDING DIVISION SHEET NOTES 1. 2. SEE SHEET A001 FOR REQUIRED PARKING CALCULATIONS. PARKING STALL SIZE 16'-0"MIN. =8'-6"X19'-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 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. ALLIVINE ATE OF WASHINGTON STAMP NICE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET CO z 0 w PERMIT COMMENTS CONTRACT SET SET ISSUA Li, Q$ 0 paO Nppp � a M 00000 � N N Oo p N O er_ p N O N G 0 Z .- N CO "Cr in Cu Decsription PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION CONTRACT SET 413 (13 0 10toCD A NI cli o22 a00 re ,- N CO SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J -J US. LLJ < Uw c < za wc� o • -J w� > m w LIT CI w CO co Lu co_ W� 0 4= � J_ J J N } l . N w 'o a. a uJ w 1- 0 z 0 w D 0 0 w 0 z w zo • 9W (0 m } .1(4 W Z =0 2z 00 wCC w w a< LLJ (81 QZ� "U ww CO w0� F RECEV ED cep -(OF TUS WILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE DWK LEVEL P1 PERMIT SET • SHEET NOTES 6/22/2016 7: SOUTH 144TH STREET age Bldg_D_2016_dianak@johnsonbraund.com C:\Users\dianak\Documents\1026- 2 z w J A200 O. n. 5A 0 Co 2'-2" 6'-3" STAIR TO MEZZANINE INCLUDED IN TENANT IMPROVEMENTS SCOPE OF WORK n 158'-31/2" TENANT IMPROVEMENTS UNDER SEPARATE PERMIT TUB/� INTO , T 1pNA` BpUL�AR D 8:14 fg A201 INTERNAL ACCESS DRIVE In - HEIGHT RESTRICTION BAR, SET CLEARANCE AT 8'-6" (MAX.) ELECTRIC VEHICLE CHARGING STATI O N 1 LEVEL 1 FLOOR PLAN !11'-2" 3/32" = 1'-0" t ' i -UM -111111110-MINIMINIM-11111111- MOD- AMMON A201 0' 4' 8' 16' 32' 1. LEVEL 1 & MEZZANINE CONSTRUCTION TYPE IA, OCCUPANCIES B, S-1 2. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE TYPE VA OVER 1A WITH 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. INDICATES CONCRETE WALL OR COLUMN PER STRUCTURAL. 6. EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10. 7. ALL VERTICAL SHAFTS SHALL BE 2- HOUR RATED PER IBC 713.4. 8. EXTERIOR WALLS (NON -BEARING TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. 9. NOT USED 10. NOT USED 11. DOOR TYPE - SEE SCHEDULE SHEET A600 12. 13. 14. VVINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. NOT USED 15. NOT USED 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. REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. F.E.C.®RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. tF.E. SURFACE MOUNTED FIRE TINGUISHER 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. 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 REG L. ALLWINR ATE OF WASHINGTON STAMP SET ISSUANCE z 0 a 0 0 W PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET w Q •co V' ••Np O o LD f'..2a g LDN_ N N 8 ID N E. 8 ( o O 8 (0 fV O 8 d Z .- N (0 'Q (D CO 0 2. •c 0) Cl 'PERMIT COMMENTS/MEP COORD/BID SET ,VE / REVISION CONTRACT SET Date (0(0(o -aa as 00 mod/ u. .- N M z co 3 rW J I OWNER/APPLICANT: 0 w 00 a_ w 1- 0 zd z 0 ce D 0 0 0 w 0 Z zo W m W W 3~ J z 5 0- 1 m W Z �0 K z LLLL 0 0 W a. w w irk 0 0] Z L- ww HDa. RECEIVED t� CITY OF TUKWILA JUN 2 3 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker LEVEL 1 FLOOR PLAN PERMIT SET LL SHEET NOTES a N A200 age Bldg_D_2016_dianak@johnsonbraund.com.rvt C:\Users\dianak\Documents\1026-Tukwil cv 1 r 1'L 10 3i4'1 11.10 3/4' 24'-0" 106 ,:1 1 1 t 1 I IIIIIIIIIII 1) !iilLL1111 _ _ J� IfrlrIj STAIR TO MEZZANINE INCLUDED IN TENANT IMPROVEMENTS SCOPE OF WORK A201 158' - 3 1/2" TENANT IMPROVEMENTS UNDER SEPARATE PERMIT 2B1 eft eft 17 „ / eft 127, 2V.zu GUARDRAIL AT 42" AFF INCLUDED IN TENANT IMPROVEMENTS SCOPE OF WORK. TYP. e 32'- 8 / 7/2•, MEZZANINE FLOOR PLAN 3/32" = 1'-0" i IN h e _®MINI MID.-■ A201 1. LEVEL 1 & MEZZANINE CONSTRUCTION TYPE IA, OCCUPANCIES B, S-1 2. SPECIAL PROVISIONS IBC 510.2 HORIZONTAL BUILDING SEPARATION ALLOWANCE TYPE VA OVER 1A WITH 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. 7 INDICATES CONCRETE WALL OR COLUMN PER STRUCTURAL. 6. EXIT STAIR ENCLOSURES SHALL BE 2- HOUR RATED PER IBC 707 AND TABLE 707.3.10. 7. ALL VERTICAL SHAFTS SHALL BE 2- HOUR RATED PER IBC 713.4. 8. EXTERIOR WALLS (NON -BEARING TYPE IA & TYPE VA) ARE 1-HOUR RATED <30FT, NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. 9. NOT USED 10. NOT USED 11. DOOR TYPE - SEE SCHEDULE SHEET A600 12. 13. 14. WINDOW TYPE - SEE SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 SEE ENLARGED PLANS FOR DOORS & 1MNDOWS NOT SHOWN ON THIS SHEET. NOT USED 15. NOT USED 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. REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. F.E.C.®RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. tF.E. SURFACE MOUNTED FIRE TINGUISHER 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. REVIE.D FOR CODE. COMPLIANCE. CE APPROVE All_ p a 2016 OW l'u011a BUILDING DIVISION 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 ARCHIT,E.CT ,RRG L. ALLWINR ATE OF WASHINGTON STAMP SET ISSUANCE 0 F 0. w 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET UJ O w �u PERMIT COMMENTS CONTRACT SET Li,'-, ?_p N g o U)) R o OU) N gl g (0 N s 2 (0 N o g ((o 0 ry 0 0 d z .- N CO V' 1n (o c c0 U) 0 0 PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION PERMIT COMMENTS Date N U) (0 �,R 0 > (y e- N CO OWNER/APPLICANT: U J J aS <0 UM Ow cn cn • ., w0 • z a. 0 O J w. > w Lu gZ Z Jw N ww a re w 0 0 zd z 0 w cc 0 0 w 0 z w zo 9Z 0� m ww 5z wz =0 LL 0 0' w® a w a< w H uw w0 I -a CITY OF TUKWILA JUN 2 3 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker MEZZANINE FLOOR PLAN 1 z w 6)) 0' 4' 8' 16' 32' PERMIT SET 6/23/2016 11:55:57, AM 2 A300 A200 age Bldg_D_2016_dianak@johnsonbraund.com.rvt C:\Users\dianak\Documents\1026 FILE NAME: 1 BED-C2 FITNES ROO 66'-3" (207) 14' 2S, ` S..........II 1/2 2 = ED-D1 wd s A460 111 ELEC.(209) CORRIDOR _0 1 BED-C1 2BED-E2 2BED-E2 20'_ 7„ 79, A201 2BED E2 s 19'_ 11„ ettimatesib ciao 2p, 1/2„ 2 A300 1 BED Al s/ 1 BED A1.1 118, 20�, 2BED-E2 /9, 11, 2p. eft oftexastab 2BED-E2.1 wd r \ LEVEL 2 FLOOR PLAN 3/32" = 1'-0" 1 BED-C3 wd s 1/ • A201 SHEET NOTES 1. LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. 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. 111111111111111111111. • • ® • • ® • • 7. EXTERIOR WALLS (TYPE VA) ARE 1- HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNO. 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. A A SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & 1MNDOW SCHEDULE. 14. REFER TO SHEETS A420-A428 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_ NOT USED. 18, CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19 F.E.C.®RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 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. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVIEWED FOR CODE COMPLIANCE APPROVED AIL oa2Q16 City ` 'ukwila BUILDING DIVISION 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 STAMP w DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI ti 0o V 0 1 8 UI) O cl M d pN N 8 (p0 (N E.!d 8 (00 (V 0 CD O 0 d Z Z. fV CO a{ (0 (0 Decsription PERMIT COMMENTS/MEP COORD/BID SET ij I0 d CC- SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: w a w 1 0 Z 0 w 0, 0 0 w 0 Z w z0 9W m } g� J z m wZ =0 az LPL 00 0� w® w w 0 (91_ Zr (0U ww too xcc RECEIVED CITY OF TUKWILA JUN .2 3 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker LEVEL 2 FLOOR PLAN PERMIT SET SHEET NOTES 2 a 0 0 cV c A200 E U -o L. c 0 N C C td 0 cII 0) .0 m a) 0) cv C:\Users\dianak\Documents\1026- w 2 z w J SIM. /3 A312 1 1 BED-C2 17,, 0 r( 1 -L� Le \ 1 BED-C1 L 1 BED-C1 CRAFT ROOM / INTERNET CAFE 66'-3" (307) (303) gab 2S, 1/2„ L1 L�J 00- 2BED-u'1 wd 2BED-F1 E TRM. CORRIDO 2BED-E2 LP(UNDRy 306)STOR easfnelasa 3p, 2BED-E2 / 19,' 11 20' 3p�= p,ostesztalb 1 BED Al /20'; 1p„ 1 BED A1.1 118'_ p., 2-BED-E2 2BED-E2.1 wd 1 BED-C3 wd / LEVEL 3 FLOOR PLAN 3/32" = 1'-0" A201 0' 4' 8' 16' 32' 2. LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. 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. 111 7. EXTERIOR WALLS (TYPE VA) ARE 1- HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNO. 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. A A SCHEDULE SHEET A610 STOREFRONT TYPE - SEE SCHEDULE SHEET A620 & A621 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & 1MNDOW SCHEDULE. 14. REFER TO SHEETS A420-A428 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. NOT USED. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19 OF.E.C. RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 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. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVIEWED FOR CODE COMPLIANCE CE APPROVE .uk_oS2016 Clay of Tukwila BUILDING DIVISION 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. ALLIVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET Z 0 2 PERMIT COMMENTS CONTRACT SET Q 0 a O p 'n o U N g CD ElO o CD 0 CD O 0 0 Z .- N co V In ID Decsription PERMIT COMMENTS/MEP COORD/BID SET Date to t3 N IX SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J J cn <0 UM Ow F- ¢v) z`� w O 22Z O5 w >m o� Wd Z Jw 5 k_ 0 N w uJ w 0 0 r zd Z 0 w N Ct 0 0 w 0 Z w zo W m } s� -' z wz I-o z 00 GC' w® w a< irk (7> 0U w0 Fa RECEIVED CITY OF TU KWI . A. JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker LEVEL 3 FLOOR PLAN PERMIT SET A201 nni A200 exab 71114 SEE TYPICAL OVERALL LEVEL 3 FLOOR PLAN AT 1/A104 FOR REMAINDER OF DIMENSIONS& CALLOUT IN COMMON. ( ' \ LEVEL 4 FLOOR PLAN 3/32" = 1'-0" stab elaatiatio REFER TO LEVEL 3 FOR BUILDING DIMENSIONS A201 SHEET NOTES LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. 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. 7. EXTERIOR WALLS (TYPE VA) ARE 1- HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNO. 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 & A621 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-A428 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. 97. NOT USED. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19. F.E.C.®RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 6 A007 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. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. 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. ALLIVIN) ATE OF WASHINGTON STAMP SET ISSUANCE z 0 F a IT o PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET w Q0 a pVp N o U) (( 0 N N 0 0 CD N s 0 CD (V o 0 (0 (V 0 0 d Z .- N CO •. LO CO 0 a m 0 PERMIT COMMENTS/MEP COORD/BID SET Date in N O a 0:- ca V z 6 co 1 'w V SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J ui < ow H (o < cn zQ wO a Z O-J w >m LL W w g= Z Jw >Q � N r M co rn 5 EL W a w x O zd Z 0 w 0 0 W 0 Z w . zo W m } .1 5z 12 WZ =0 z LLo 0' W a w a¢ w� zI- (DU ww w O I -a RECEM,7 CITY OF TUKVALA JUN 23 2016 PERM T CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker LEVEL 4 FLOOR PLAN PERMIT SET A200 0 0 I 1 BED-C2 w 502 4 1 BED-C1 1 BED-C1 r L �J o(p \ � MEDIA (503) ROOM L��-' 2BED-F1 wd 1 BED-C1 2BED-E2 2BED-E2 / A201 8B / 1 BED A( 1 BED-A1.1 SEE TYPICAL OVERALL LEVEL 3 FLOOR PLAN AT 1/A104 FOR REMAINDER OF DIMENSIONS& CALLOUT IN COMMON. 2BED-E2.1 wd 2BED-E2 ( 1 LEVEL 5 FLOOR PLAN 3/32" = 1'-0" / 1 BED-C3 wd w 517 ®® REFER TO LEVEL 3 FOR BUILDING DIMENSIONS I' J A201 2. SHEET NOTES LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. 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. 7. EXTERIOR WALLS (TYPE VA) ARE 1- HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNO. 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 & A621 12. SEE ENLARGED PLANS FOR DOORS & WINDOWS NOT SHOWN ON THIS SHEET. 13. REFER TO SHEET A420 FOR UNIT PLAN DOOR & 1MNDOW SCHEDULE. 14. REFER TO SHEETS A420-A428 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. NOT USED. 18. CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19 F.E.C. RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 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. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. REVIEWED FOR CODE COMPLIANCE OMLIACE APPROVED JUL p 8 2016 City of Tukwila BUILDING DIVISION 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. ALLWYINE ATE OF WASHINGTON STAMP zLiSj z a PHASE 2 PERMIT SET ❑ m N 0 OFFICIAL BID SET z o Cu PERMIT COMMENTS CONTRACT SET SET ISSUAI 'p III ) 0p ((0 CD (0 w 1."" N 8 N li 8 0 N 0 a 0 o 0 0 0 0 00 d Z .- N 0) t If) (0 c PERMIT COMMENTS/MEP COORD/BID SET 0 a U) t, 0 CI W o N_ fV - N 0 >i IY g SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J v) < Uw O CD < cn z< w 0 g z o-J w w Caw �r G7 M Li] CO Z< J w - J f- N a. RECEIVED .�a. CITY OF. TUKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: W 0 a EC w 0 0 z 0 w ❑ 0 ❑ w ❑ z w z0 9W m s1- J z go 1026.04 Author Checker LEVEL 5 FLOOR PLAN PERMIT SET LEVEL 6 FLOOR PLAN 3/32" = 1'-0" A201 SHEET NOTES 1. LEVELS 2 - 6 CONSTRUCTION TYPE VA, OCCUPANCIES R-2, S-1 (ACCESSORY USE). 2-HR. CONSTRUCTION LEVEL 2 BEARING PER TUKWILA ORDINANCE 2326 5 STORY / TYPE VA. 1-HR. ABOVE L2. 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. 11=11110111111161100111111111111100 7. EXTERIOR WALLS (TYPE VA) ARE 1- HOUR RATED <30FT, AND NON -RATED >30FT, FIRE SEPARATION DISTANCE PER IBC TABLE 602. UNO. 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 & A621 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-A428 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. NOT USED. 18, CORRIDOR VENTILATION CONCEPT SHOWN, REFER TO DESIGN/BUILD MECHANICAL PLANS. 19 F.E.C.®RECESSED/FIRE EXTINGUISHER CABINET - SEE DETAIL: 20. NOT USED. 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. PER IBC 509.4.2, WHERE TABLE 509 PERMITS AN AUTOMATIC SPRINKLER SYSTEM WITHOUT A FIRE BARRIER, THE INCIDENTAL USE (COMMON LAUNDRY ROOM) SHALL BE SEPARATED FROM THE REMAINDER OF THE BUILDING BY CONSTRUCTION CAPABLE OF RESISTING THE PASSAGE OF SMOKE. 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. ALLWVIN) ATE OF WASHINGTON STAMP NICE o Q. W o PHASE 2 PERMIT SET 0_ m N Q a OFFICIAL BID SET Z 0 7/30 PERMIT COMMENTS CONTRACT SET SET ISSUA Nr o ID iZ o III Iv CD q o W o WI d Z e- N (,) Vt in 10 c 0 0. w 0 PERMIT COMMENTS/MEP COORD/BID SET Date N_ 1.4 . Ir SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J -J Co. H U 0 a 1- z w 2 a 0 w w 0 J_ I- O O M w H rn z 0 J 5 m ur co w z w 0 N W O 0 a uJ w x 0 Z 0 w 0 w 0 Z W zo 9W m 0w J z WZ I--o co Li-=Q W < w w a< U' Z� ww _0 r n. FTECEPTED CST' OF.d3��daa.: JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker LEVEL 6 FLOOR PLAN PERMIT SET 6/22/2016 7:12:1 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. A200 E 0 U c0 -0 0 t 0 cv co '0I m 0 CVl a) c3) co C:\Users\dianak\Documents\1026 w 2 z w J LL 12" PARAPET ABOVE ROOF PLANE (TYP.) 24" PARAPET (TYP.) CRICKET (TYP.) CRICKET AROUND ROOF HATCH — STAIR PRESSURIZATION EQUIPMENT; MIN. 10'-0" FROM PARAPET EDGE (TYP.) CRICKET (TYP.) 24" PARAPET (TYP.) 19' 2 SMOKE EVAC EQUIPMENT ROOF HATCH ACCESS W/ ALTERNATING TREAD DEVICE 24" PARAPET (TYP.) CRICKET (TYP.) 1 i, LEVEL 6 TERRACE BELOW _ — CRICKET (TYP.) GUTTER TO D.S. TO ROOF BELOW SLOPE ROOF 1/2'/12" (TYP.) 24" PARAPET (TYP.) 24" PARAPET (TYP.) 12" PARAPET ABOVE ROOF PLANE (TYP.) CRI TRASH CHUTES (TYP.) UNOCCUPIED ROOF UNVENTILATED TRASH CHUTE EXHAUST FAN DAYLIGHT DRAINS TO PERIMETER WALL AND DOWN TO LAMB'S TONGUE AT LEVEL 6 TERRACE (TYP.) / A201 BUILT-UP (BUR) ROOF W/ BASE, INTERPLY, & CAP SHEETS SLOPE UNIT ROOF TO CENTER DRAIN, TIE INTO INTERNAL BLDG. DRAIN PIPE SYSTEM (TYP.) STAIR PRESSURIZATION EQUIPMENT; MIN. 10'-0" FROM PARAPET EDGE 24" PARAPET (TYP.) 1 ROOF PLAN 3/32" = 1'-0" / / / CRICKET (TYP.) 4'"" 2„ 24" PARAPET/ (TYP.) 24" PARAPET (TYP )— / 12" PARAPET ABOVE ROOF PLANE TT`i .) / 12" PARAPET ABOVE - ROOF PLANE (TYP.) 0' 4' 8' 16' 32' A201 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. ATTI S'AC IS UN TILATE PER WA STATE IBC 1203.2, EXCEPTION 4 CONDITIONS 4.1 - 4.5. ITEM 4.5 b. AIR - PERMEABLE INSULATION ONLY HAS BEEN SELECTED FOR USE. 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. 11. SHAFTS & STAIR ENCLOSURES EXTEND THROUGH ATTIC TO UNDERSIDE OF ROOF SHEATHING UNLESS NOTED OTHERIMSE. 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: 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 • STAMP NICE Z 0 F a 0 0) W 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA c' o gi 0 o 0 0 cc; 0 0 d Z ,- N CO V' In (0 0 a cw 0 PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION PERMIT COMMENTS Date U) (0 (0 iZ is A .- N o.� aa) N M V Z co 1 tw SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: J J vi <0 UM O W f- c ¢ cn z.t wO 0 Z 0 o w� > m W co w w� gQa J } 1 N 0 1- 0 W 00 0 a cc W Z 0 W ti 0 W 0 Z W - zo W m W J 5z 0 WZ =0 rn IuL 0 CI Wce W CC irk zI- WU _°C I- 0- F ''CFP'IVED CITY OF TUiK LA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 CMR Checker ROOF PLAN PERMIT SET C:1Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: ( NORTH ELEVATION 3/32" =1'-0" WISMEMIVIMIOTSOOMEMMICIOP emmormWai�13 WOMOSTOOMOMIWM 5O1M5190 fonato =IEMPEOWNIN svPns40:5 NsSJ5 Ccr tint 11 5 PARAPET HT. 372.28 MAX. ALLOWABLE HT. 370.79 ROOF 370.28 TOP PLATE 367.68 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 N N ti 9 s ti MF77. LEVEL S 312.50 LEVEL 1 LEVEL P2) 303.50 GRADE PLANE 300.72 RESIDENTIAL LOBBY 295.50 LEVEL P1 290.50 LOWER L�VEL PARKING 288.50 TYP. J17L timmenittiiiimeng art =MUM= EM1.1112ii.11. EVEL P2 303.50 16 2 SOUTH END ELEVATION 3/32" = V-0" • PARAPET HT. 372.28 MAX. ALLOWABLE HT. 370.79 ROOF 370.28 rn\ TOP PLATE 0) 367.68 o 0 kr kr co 0) kr co 0) kr • 0) io 0 1 io 0 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 PARAPET HT. 372.28 MAX. ALLOWABLE HT. \370.79 ROOF 370.28 TOP PLATE N N ti s MF77. LEVEL 312.50 LEVEL 1 302.00 G"ADE PLANE 300.72 367.68 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 341.29 LEVEL 3 4 332.15 LEVEL 2 323.00 MF77. LEVEL S 312.50 LEVEL P2 LEVEL 1 303.50 2.00 RESIDENTIAL LOBBY 295.50 LEVEL P1 LOWER LEVEL PAI290.50 WEST ELEVATION 288.50 3/32" = V-0" ITEM MATERIAL MANUFACTURER / COLOR NOTES ITEM MATERIAL MANUFACTURER/COLOR NOTES ITEM MATERIAL MANUFACTURER / COLOR NOTES ITEM MATERIAL MANUFACTURER / COLOR NOTES 1 2 MASONRY BASE MASONRY ACCENT BRICK BRICK SOLDIER COURSE MUTUAL MATERIALS / TEAL BROWN - MISSION MUTUAL MATERIALS / MANUA LOA - MISSION GRAFFITI RESIST COATING SOLDIER COURSE 9 10 SIDING ACCENT SIDING ACCENT METAL FLAT PANEL 1/2" X 6" T&G CEDAR WOOD AEP SPAN "FLUSH PANEL" / COPPER - COTE CLEAR COAT HORIZONTAL CLEAR / TIGHT KNOT 17 18 CANOPIES 1 NOT USED POWDER COATED COLOR TO MATCH - DARK BRONZE WEATHER PO CO 25 ) 26 GUARDRAILS SWING GARAGE DOOR ALUMINUM METAL - PAINTED ANNODIZED BRONZE COLOR TO MATCH ANNODIZED BRONZE W / MESH PANEL PRIVACY SCREEN 3 MASONRY COPING BRICK COPING MUTUAL MATERIALS / MANUA LOA - MISSION CAST COPING 11 HORIZONTAL TRIM BAND 5/4 X 10 FIBER CEMENT TRIM SHERWIN WILLIAMS SW 7573 - EAGLET BEIGE 19 FEATURE CANOPY POWDER COATED FABRICATED STEEL COLOR TO MATCH - COPPER -COTE 2 27 SIGNAGE TBD 4 CONCRETE CAST -IN PLACE CONCRETE NATURAL GRAY PATCHED & SACKED GRAFFITI RESIST COATING 12 HORIZONTAL TRIM BAND 5/4 X 10 FIBER CEMENT TRIM SHERWIN WILLIAMS SW 7038 - TONY TAUPE 20 SUNSHADE TRELLIS POWDER COATED FABRICATED STEEL FASCIA TO MATCH - DARK BRONZE TRELLIS TO MATCH - COPPER COTE 28 DECORATIVE SCONCE LIGHTS 5 SIDING FIBER CEMENT LAP SIDING JAMES HARDIE-PLANK SHERWIN WILLIAMS SW 6272 - PLUM BROWN 11" EXPOSURE SMOOTH 13 WINDOW TRIM 5/4 x 4 FIBER CEMENT TRIM SHERWIN WILLIAMS SW 7573 - EAGLET BEIGE 21 SOFFIT CEDAR CLEAR STAIN AT CANTILEVER SLAB 29 MECH. LOUVER FACTORY FINISH - BRONZE 6 SIDING FIBER CEMENT PANELS W/ REVEALS JAMES HARDIE-PANEL SHERWIN WILLIAMS SW 7038 - TONY TAUPE SMOOTH 14 WINDOW VINYL / DOUBLE PANE ALMOND 22 DECORATIVE COLUMNS METAL - PAINTED COLOR TO MATCH FIR WOOD 30 VENT SHROUD METAL - PAINTED COLOR TO MATCH ADJACENT SURROUNDING FINISHES 7 SIDING FIBER CEMENT PANELS W/ 1X2 BATTENS JAMES HARDIE-PANEL SHERWIN WILLIAMS SW 7573 - EAGLET BEIGE SMOOTH 15 EXTERIOR DOORS INSULATED FIBERGLASS SHERWIN WILLIAMS SW 7573 - EAGLET BEIGE 23 STOREFRONT ALUMINUM ANNODIZED BRONZE W/ ACCENT COLOR MULLIONS 8 SIDING ACCENT CORRUGATED METAL AEP SPAN "NU -WAVE CORRUGATED" / CHAMPAGNE HORIZONTAL 16 PARAPET CAP AND FLASHING POWDER COATED METAL FLASHING COLOR TO MATCH CHAMPAGNE 24 METAL PLANTER CORTEN REFER TO LANDSCAPE DRAWINGS DESIGN PER LANDSCAPE 1L1 66 o),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 .REG L. ALLWPINE ATE OF WASHINGTON STAMP IL U z DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET co z 0 rn W it > PERMIT COMMENTS CONTRACT SET SET ISSUAI a (0 CD m CO CO 0 0 0 0 0 0 w N N Cl N N N Q O `7 N O O O 0- 0 0 0 CO z.- a CO a u> CO Decsription PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION Date It) CO 00 N T+] O 0I A� myy Ce - N 0 z 6 5' ca 1 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 w O a: a w Z z O re D 0 O O w 0 z w 0z zp �z D 0< W g~ > z 5a >Z c �m Wz FO 00 0-s w© a. w a¢ w 0) z� U.1 -a REC N"D CITY OF T KAu LA JUN232016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker EXTERIOR ELEVATIONS A200 PERMIT SET 6/23/2016 11:54:42. AM itIVOMIYMNP C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: kid �1 IlllVa 111111�01 3\ EAST ELEVATION (BEYOND) 3/32" =1'-0" INN imlaliffiuMN LEVEL P2 303.50 GAS METER LOCATION PER DESIGN -BUILD 13 ISM MI I TYP. TYP. l� or �rrrrMEM PAMRIMIME 111111111 1_11 _.. _.. ,. MEMII\IMO wasnawel .0 JINN .. J 5 11 2\ SOUTH ELEVATION 3/32" = 1'-0" IIFAoff" (3) 4"DIA. EXHAUST VENTS % 1 EAST END ELEVATION MOM% US _1NIIIMI11111•1111 3/32" = 1'-0" C^) kt f. parkv PARAPET HT. 372.28 MAX. ALLOWABLE HT. 370.79 ROOF S 370.28 TOP PLATE 367.68 LEVEL 6 359.58 9 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 MF77. LEVEL 312.50 LEVEL P2 • 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 LEVEL 1 1303.50 302.00 GRADE PLANE 300.72 RESIDENTIAL LOBBY 295.50 LEVEL P1 LOWER LEVEL PA1290.50 288.50 REVIEWED FOR CODE COMPLIANCE APPROVED JUL o 8 2016 City of Tukwila BUILDING DIVISION PARAPET HT. 372.28 MAX. ALLOWABLE HT. 370.79 ROOF 370.28 \TOP PLATE 367.68 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 ti MF77. LEVEL ,$ 312.50 LEVEL 1 302.00 GRADE PLANE 300.72 RESIDENTIAL LOBBY 295.50 LEVEL P1 At LOWER LEVEL PAI290.50 288.50 DREG L. ALLWINE ATE OF WASHINGTON STAMP NCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA w 1- Q a 0 N CD O O' U) • 0 N v. O U) 0 N cV N Si CO 0 N O Sig; m 0 N fV m 0 N fV 0 Z - N P) •v• co co lb PERMIT COMMENTS/MEP COORD/BID SdT BID SET Decsriptio Date U)co 00 N N • *- N N co O co IM s-N SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 1- U w o_ a re w 0 z Z 0 w 0) 0 0 0 z w Oz z0 0z J w m111 g~ > 2 =Z =0 0 00 0-) w© a. w a¢ w3 Z0 Z� d� 0 w w 1-a P CJV0 CITY OF TW(W LA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker EXTERIOR ELEVATIONS A201 PERMIT SET 6/22/2016 7:12:22 PM w 2 z w -J III IIIIIIIII III III II MAX. ALLOWABLE HT. 37 ► 79 ROO 370.28 *LEVE8 6 359.5 EVE5 3 350.444 41.4 341.2929 LEVEL3 2.15 332.15 LEVEL 2 323.00 MEZZ. LEVEL 312.50 1/A300 MAA III III III KEY PLAN A300 1" = 501-Q" 2/A300 III III III AM CM BUILDING SECTION 3 3/32" = 1'-0" MAX. ALLOWABLE HT. 370.79 00 GRADE PLANE 300.72 RESIDENTIAL LOBBY 295.50 LEVEL P1 290.50 Alk i 1 1 i i � dC �efoAaS.buSdb,y�awud Wmrb'�vA CM z 0 o) 0 C) N CO z O 0 (O H z O LEVEL P2 g 303.50 f �a 1 1 BED-C2 w 776 o 4 AA 1 BED-C2 1 BED-C2 VA 7666 PARAPET HT. 372.28 TOP PLATE 00 ORRID 6,4 367.68 LEVEL 1 302.00 Mftt X Kr 2BED-D1 w 2BED-D1 2BED-D1 2BED-D1 w PARAPET HT. 372.28 TOP PLATE 367.68 0-GRADE PLANE 300.72 o) 1111 III 1111 1 1I lilllilillll II 111111111 Ill1E1111i11111 LEVEL P1 290.50 N CT) 00 MAX. ALLOWABLE HT. 370.79 T.O. PARAPET +364.00 LEVEL P2 ' 303.50 paa (BOILER / FIRE SPPtINKLER LEVEL 6 359.58 LEVEL 5 ,!LO 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 MEZZ. LEVEL 312.50 STAIR 1 CORRIDOR 77 CORRIDOR CORRIDOR CORRIDOR 2BED-F 2BED-F1_wd 2BED-F1 66676.466 2BED-F s A Lunch Rm. minnonere PARKING GARAGE III I III III III I1 III III PARKING GARAGE oi)».,(0 MAX. ALLOWABLE HT. 370.79 ANMENNEN BUILDING SECTION 2 3/32" = 1'-0" �{304.00 BUILDING SECTION 1 3/32" = 1'-0" ROOF 370.28 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 ti ti ti MEZZ. LEVEL S 312.50 LEVEL 1 LEVEL P20 303.50 III III III LEVEL1 302.00 -GRADE P E \ 300.72 V1> 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 ,RLG L. ALLWINE ATE OF WASHINGTON STAMP SET ISSUANCE z O a a w ❑ PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET w Q ❑,- A. N�pp I€O) N ,- O 10 C'( :J O /0 N O O (0 (V 1Op O 10 ((V Al O 0 z .- Al f0 A. 1!) to c 0 E. 0 Date d 0 z J 5 co 1 SITE.ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 U W 0. w z 0 US' m� Q p ww m 01 O W gZ3 CO - Sz < CO *z z Q P1 w 0g z w Z �o 0 0 0= W 5 W0 >m w® Wufti a • p w co cc < WUr j Cr) wok agW 2 z ww tuQ O I=-• 0_ T. RECJV" ,D CITY OF YUKiNILA JUN 23 2016 PERM. CENTER PROJECT #: 1026.04 DRAWN BY: CMR CHECKED BY: Checker BUILDING SECTIONS A300 PERMIT SET a. N 6/22/2016 7: E 0 0 'a cts 01 0 0 O_ NI m a) rn ca C:\Users\dianak\Documents\1026- 2 z w 4, PARAPET HT. 372.28 TOP PLATE 367.68 N 0-GRADE PLANE 300.72 TYPEI1A CONSTRUCTION ) 5o ♦ 0 • 0 0 IZo -♦- • 1 A311 2BED-D1 2BEd-D1s w 44 2BED-1 4 KEY PLAN A301 1" = 50'-0" 4 s4 r---- -r TRASH ROOM i RESTR RESTR RESTR 1 0440 • RESTR PARKING GARAGE 1 BED-C 1 BED-C1 1 BED-C1 1 BED-C1 1 BED-C1 Lobby III III III III III 111 111 �►i %;-- BUILDING SECTION 6 3/32" = 1'-0" MAX. ALLOWABLE HT. 370.79 ROOF 370.28 LEVEL 6 359.58 LEVEL 5 350.44 ^ti LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 MEZZ. LEVEL 312.50 LEVEL P2 303.50/ - RESIDENTIAL LOBBY 295.50 LEVEL P1 290.50 ROOF 370.28 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL4 1.29 341.29 _._4___EVEL 3 332.15 4, LEVEL 2 323.00 MEZZ. LEVEL 312.50 4, LEVEL 1 302.00 LEVEL P1 290.50 PARAPET HT. 372.28 TOP PLATE 367.68 N GE PLANE 300.72 •:tr cO 50 ♦ kr Z co 0 0 0 z 0 0 Q > N LL M 00 0 cD 0 STAIR 2 1111111111 PARKI G GARA E 4 It o 1.0 1= ED-C3 w PARKING GARAGE III . I I I I I. I I -III . III III I I I`- 2BUILDING SECTION 5 3/32" = 1'-0" s BED-A1 s ORRID Corridor 10 , 11 1111l 1 11111111111� fl -ITC IIIIIIII BUILDING SECTION 4 3/32" = 1'-0" A. kdIM IC 4 PNCC Office ELECTRICAL ROOM i 2BED 2BED- 2BED- II III III ♦ SON; PARAPET HT. 372.28 TOP PLATE 367.68 N co MAX. A OWABLE H --' 370.79 LEVEL 6 359.58 LEVEL 5 350.44 GRADE PLANE- 300.72 REVIEWED FOR CODE COMPLIANCE APPROVED .UL 0a 2D16 City of -Tukwila B ILDING DIVISION LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 MEZZ. LEVEL 312.50 LEVEL P2 LE303.50 302.00 GRADE P E 300.72 I: LEVEL P1 290.50 1 Lk- 03a4 N 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. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT 'REG L. ALLWYINE ATE OF WASHINGTON STAMP LLI uJ Z 0z 0. co LA PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET u) 0 {o IJ PERMIT COMMENTS CONTRACT SET SET ISSUAI V' U) U)) CO f0 CD W N�pp ry N Q O �N N s O O ❑o 0 0 0 0 0 d Z .- N M V In CO c 0 :0 0. th 0 Date ct SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 W O 0. a W } 0 W 0 LL ❑ W 0 z W o zo W s� } g~ J 5z 12 m W Z F 0 Z 00 W0 a W IS 0I- ZI- 0 CU IL =0. REC .IV CITY OF T U KW ILA JUN 2 3 2016 PERMIT CENTER PROJECT #: 1026.04 DRAWN BY: CMR CHECKED BY: Checker BUILDING SECTIONS A301 PERMIT SET 6/22/2016 7:12:42 PM age Bldg_D_2016_dianak@johnsonbraund.com.ry C:\Users\dianak\Documents\1026- w 2 z OPP. HAND SIM. TYP. SIM. OPP. HAND (2! SIM. OPP. HAND =MIN 'MA mg JR IDOR 340 CORRIDOR 400 CORRIDOR 300 CORRIDOR GAME ROOM 31 200 WALL SECTION 5 - 0 EAST END 2 1/4" = 1.-0" RESIDENTIAL LOBBY ga 295.50 OPP. HAND TYP. OPP. HAND OPP. HAND OPP. HAND 0 GENERAL NOTES FOR WALL SECTIONS: 1. SEE ELEVATIONS(A200-A201) FOR EXTERIOR FINISHES. 2. SEE WEATHER BARRIER & FLASHING SYSTEMS SHEET A502 FOR PROPER INSTALLATION OF SYSTEM & PARTS PER MANUFACTURERS STANDARDS. 3. SEE 14/A503 FOR WINDOW SILL, HEAD, & JAMB CONDITIONS ABOVE LEVEL 2. 4. SEE A500 FOR BELOW -GRADE WATERPROOFING & DRAINAGE CONDITIONS. 5. SEE GEOTECH REPORT & STRUCTURAL DRAWINGS FOR SHORING & FOUNDATION INFORMATION. 1 BED-C2 w 502 WAWA% MUM 1 BED-C2 402 1 BED-C2 302 -111 1.41 ►►i. 1....nnrn.r...rr �► !i.uu.u......u.uw 1 BED-C2 202 GAME ROOM 31 OFFICE RESIDENTIAL LOBBY %4 \ WALL SECTION 0 EAST END 1 1/4" = 1'-0" 295.50 r 1 BED-C2 w 502 • 7A 8A ,ram ►1... .n .. m ..n ......:nn..n au. .our auto .u.uu,....uu. �w,���„ w�v»wxsna«m.u�xea�n .w� 7 7 1 BED-C2 402 1 BED-C2 302 ti 0 7 7A2 N 0 STEEL CHANNEL 1 BED-C2 202 2C it I 3 A511 RESIDENT LOBBY 26 2A1 RESIDENTIAL LOBBY % 3 WALL SECTION 3 - (cad NE CORNER 295.50 1/4" = 1.-0" STOREFRONT 44505 i 9A 7A 7A 7A OPP. HAND J c C • lit • • i 1 I � I I I I I I I I 1 i MEMI 1 I I I 1I I 1■ I 1 1 I TYP. OPP. HAND SIM. STAIR 1 18 OPP. HAND STAIR 1 18 SIM. STAIR 1 18 2A1 -III IllIIl WALL SECTION 2 - STR 1 - EXT PARAPET HT. PLANTER -SEE LANDSCAPE 372.28 TOP PLATE co TYP. HAND TYP. HAND SIM. HAND SHORING Am 2 ROOM r-- ROOM (N2 CRAFT ROOM / INTERNET CAFE FITNESS ROOM 11.111111 11111 I 1 1 1 1 1 1111 III 11111 111111 11111111 2" RIGID INSULATION -SECURED TO FACE OF CONCRETE PARKING GARAGE 24 9 A511 SUNROOM co WALL SECTION 1 - 0 NW CORNER SIM. LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 LEVEL 2 323.00 MEZZ. LEVEL 312.50 LEVEL 1 302.00 LEVEL P1 290.50 <1 1> 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. INilliams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON STAMP z 0 E. PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI 0 CL 0 CI PERMIT COMMENTS/MEP COORD/BID SET Date in CU w SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 -J o Cl co oo a. a. 0 co cc 1.1 zuj 111 5 Ts 0 z LLI a. OD FIECENFO PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker WALL SECTIONS PERMIT SET 2 a 0Cri 6/22/2016 7: E 0 0 I- 0 In 0 (o co CID 0 NI I a) 0 co co C:\Users\dianak\Documents\1026-Tukw FILE NAME: TAPERED INSULATION (5" MIN. COVERING) -SLOPE 1/2"(MIN.) PER 1' x- I16tl3199FR —'•,❖I•I•I,I^I,..II,IIY,�� �I, 7A FRAMING PER STRUCTURAL SLOPE : 1/2"(MIN.) PER 1' CO T 9A4 5B WALL SECTION 0 SUN ROOM 1/4" = 1'-0" • PLANTER PER LANDSCAPE PLANS SI M. TYPICAL BELOW GRADE WALL WATERPROOFING - SEE 2,5,6/A500 O co 1 BED-C1 s A 204 2C 2B1 LEVEL 6 359.58 � 4 - II 1 v: GZCl I •r 1B1 FIRE COMMAND CENTER 16 c II I 5A WALL SECTION 1.5 - an NORTH SIDE 1/4" = 1'-0" II:�IIIa 2BED-E2 513 EIRTI MAIM Mid 9A 8A 8A 7A 0 cV '•I 2BED-E2 413 8A 7A • • • 2BED-E2 313 • 8A2 2BED-E2 s 213 PARKING GARAGE 24 1A is WALL SECTION 14 - 0 SIDING - WEST 1/4" = 1'-0" LEVEL P2 303.50 1�1 ♦ ♦•1 ♦ ♦I,iii•1•ilil /i•1�♦I,il'iii1111,i1 j 2BED-E 2BED-E2 411 rl• —Ind;' 1741411,111/111tri:M GENERAL NOTES FOR WALL SECTIONS: 1. SEE ELEVATIONS(A200-A201) FOR EXTERIOR FINISHES. 2. SEE WEATHER BARRIER & FLASHING SYSTEMS SHEET A502 FOR PROPER INSTALLATION OF SYSTEM & PARTS PER MANUFACTURER'S STANDARDS. 3. SEE 14/A503 FOR WINDOW SILL, HEAD, & JAMB CONDITIONS ABOVE LEVEL 2. 4. SEE A500 FOR BELOW -GRADE WATERPROOFING & DRAINAGE CONDITIONS. 5. SEE GEOTECH REPORT & STRUCTURAL DRAWINGS FOR SHORING & FOUNDATION INFORMATION. • .YAW YAW Iu.AW..;axa5..WAV...Ii..:.1nl,� AYA....I.'�aI L5wYAM' 4' ❖.u.a..,...N .�.,..«• 2BED-E2 2BED-E2 I,I,I,I,I,I,I,II. I,I,I,I,I,I,I,I,1. I,I,I„I,I,I,I,1 ,.,.,I,I,.,. ,. ,,.,.,.,.,,,.,., .,I,I,.,I,I,.,I,I r,I,I,I,I,I,I,H" 2BED-E2 s 213 OFFICE PARKING GARAGE -I I 3 WALL SECTION 13 - 0 ANGLED BAY - WEST BRICK BEYOND OPP. HAND -SHORING —I I 1/4" = 1'-0" I I I — LEVEL P2 303.50 ►�r11141140 .40 9A 7A 1 BED-C wd 617 8A TYP. THIS SHEET TYP. THIS SHEET 1 BED-C3 wd w 517 7A 8A • 1 BED-C3 w 417 ■. w 7A 8A 7A 1 BED-C3 wd 8A2 317 ...:,111///1.1//1 1 BED-C3 wd 217 2B 4A2 2B1 ,A.fo14:44l111! 44� 164111!4 1A ELECTRICAL ROOM 14 J . .e I'I WALL SECTION 12 - alb SW CORNER 1/4" = 1'-0" / 1 8.3 5 A505 TYP. THIS SHEE c �1►�,1 I�•,1 ,1 j 9A STAIR 2 23 crr II)iLJH Li LJI41L)11 LIi11111JI! 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STAIR 2 23 7A 8B1 • • 1 1 1 I I I I I I 1 1 I 1 1 I I I I I I 1 I I I 1 1 1 1 1 1 1 1 1 1 III 1 1 1 1 I I I 1 II 11 I I I I I I I I 11 11111 111 I' 1' ' ' 1 I' ' ' 11 111 11 1 1 1 I I I I I 11 I I 11 1 I I I 1 1 1 1 1 I I I II I1' 1 1 1 1 1' 1 1 1' I ' 1 1 I I III 1 1 1 1 I I 1 I 1 1 1 I I I I I I I 1 I 1 1 1 I 1 I l 1 1 II I 1 1 1 1 1 1 1 I I 1 I I I III 1 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 II I 1 1 1 1 1 1 1 I I I I 1 i} } 1111111 I1I I } } 'I } I ) I I 1 I I I I\ 1 1 1 1 1 1 1 r I I I I I I I I l 1 1 1 1 1 1 l 1 I 1 2 1 I 1 I I I I I I I I I I I I I 1 11 1 I I I 1 I I 1 1 11 I 1 I I I ' 1' 1 1 1 1' 1 ]f 1 1 1 1' I 1' I ' I' I I I' I I' 1' 1 1 I 1 1 1 1 L I I I I I I 11 C 1 ` 1 1 1 1 111 111111 II III 1 !III 111111 II ite — 2" RIGID-1 SECURED TO_ SHORING 111 TYP. THIS SHEET STAIR 2 23 7A2 2C • • 350.44 • 341.29 LEVEL 5 LEVEL 4 LEVEL 3 • 332.15 LEVEL 2 • STAIR 2 23 2B STAIR 2 STAIR 2 23 to 323.00 mE-q. LEVEL 312.50 LEVEL 1 • 302.00 290.50 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Altwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON STAMP NCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET ISET ISSUA ; . -6 Cs'l ! ! a8r ) t! 0 to PERMIT COMMENTS/MEP COORD/BID SET PERMIT COMMENTS 0. CD LC/ CD 06 (.9 co SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: —J El 5 ccuj co cC 0 >- 0 0 • Eg Z 0 Z IL 0 ctw co w z cc OF Til KOLA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker WALL SECTIONS PERMIT SET 9A 6/22/2016 7:13: E 0 0 Co 0 CD t 0 Y CO co 5I CO 0 NI c,) a) co Users\dianak\Documents\1026- FILE NAME: FLASHING CAP BALLOON FRAMED TO PARAPET METAL COLLAR -SOLDERED TO CHUTE SLOPED METAL FLASHING FIBER CEMENT SIDING & FURRING OVER WRB ON PLYWOOD & 2X6 WOOD STUD WALL 1-HR FIRE PARTITION ASSEBLY 7D 7 2-HR SHAFT WALL 7D 2-HR FIRE PARTITION ASSEBLY LEVEL 2 TYPE 5A 7J 2-HR SHAFT WALL 2-HR SHAFT WALL J 2-HR SHAFT WALL 2-HR SHAFT WALL 4J 8A TRASH 623 1-HR FLOOR / CEILING ASSEMBLY J 2-HR SHAFT MEZZ. LEVEL TYPE 1A 2B 2-HR FLOOR/CEILING ASSEMBLY 4J1 4J 2-HR SHAFT WALL 2-HR SHAFT WALL 2C 2-HR FLOOR / CEILING ASSEMBLY 3-HR TRASH HORIZONTAL FIRE BARRIER 223 • 2-HR SHAFT WALL 4J 2-HR SHAFT WALL TRASH 30 2B1 LEVEL L1 TYPE 1A 2-HR FLOOR/CEILING ASSEMBLY SELF -CLOSING 'B' LABELED DOOR W/ FUSABLE LINK 90 MIN. RATED ASSEMBLY - BRACE AS REQUIRED. LEVEL P1 TYPE 1A 4 4J1 2-HR SHAFT WALL 4J 15"X18"'B' LABELED SELF -CLOSING INTAKE DOOR 90 MIN. RATED ASSEMBLY, TYP. 2-HR SHAFT WALL TRASH 29 COMPACTOR WALL SECTION 0 TRASH CHUTE 1/2" = 1'-0" 4 TYPICAL 1-HR ROOF/CEILING ASSEMBLY 1Pre" 11 14144 6L 44erk SM2It• VA'1 ti UNIT UNIT 7D TYPICAL 1-HR FIRE PARTITION ASSEMBLY TYPICAL 1-HR FIRE PARTITION ASSEMBLY 7D 4. 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY UNIT UNIT 8A TYPICAL 1-HR FLOOR/CEILING ASSEMBLY LEVEL 3-6 TYPE 5A 7D TYPICAL 1-HR FIRE PARTITION ASSEMBLY UNIT UNIT 8A2 TYPICAL 2-HR FLOOR/CEILING ASSEMBLY 2C LEVEL 2 TYPE 5A 3-HR HORIZONTAL FIRE BARRIER 7D TYPICAL 2-HR FIRE PARTITION ASSEMBLY ®, o MEZZ. LEVEL TYPE 1A MEZZ A A. "' 0 0 0b« i ® c/'a® d 2B LEVEL 1 TYPE 1A LEVEL I LEVEL P1 TYPE 1A 2B1 2-HR FLOOR/CEILING ASSEMBLY PARKING GARAGE 4 3� WALL SECTION - TYPICAL UNIT DEMISING WALL 1/2" = 1'-0" LEVEL P2 303.50 LEVEL 1 302.00 LEVEL P1 290.50 9!!!;;M 2•1111 � t�71�11"��w`71 2 ‘4. v../vtliTa 7'* • • 1. atetema ilripmfj.# irvvejtvi .............. 7C TYPICAL 1-HR FIRE PARTITION ASSEMBLY UNIT 8A ti 7C ti CORRIDOR 1-HR CORRIDOR A FLOOR/CEILING ASSEMBLY MECH. CHASE MECH. CHASE -V 8A 8B 9 A007 TYP ti ti UNIT TYPICAL 1-HR FLOOR/CEILING ASSEMBLY I. 1-HR FLOOR/CEILING ASSEMBLY TIPICAL UPPER FLOOR ti UNIT LEVEL 3-6 TYPE 5A 8A2 7C 8B1 7C ci TYPICAL 8A FLOOR/C TYPICAL 1-HR FIRE PARTITION ASSEMBLY CORRIDOR 2-HR CORRIDOR FLOOR/CEILING ASSEMBLY MECH. CHASE TYPICAL 2-HR FIRE PARTITION ASSEMBLY UNIT LEVEL 2 TYPE 5A 0.0 0'• 4 2C CORRIDOR 7C UNIT 8A2 TYPICAL 2-HR FLOOR/CEILING ASSEMBLY 3-HR HORIZONTAL FIRE BARRIER 0 4O O ®pc . 7C UNIT MEZZ. LEVEL TYPE 1A MEZZ. 2B LEVEL I LEVEL 1 TYPE 1A LEVEL 4 341.29 1-HR CEILING LY MEZZ. LEVEL 2B1 LEVEL P1 TYPE 1A 4 2-HR FLOOR/CEILING ASSEMBLY PARKING GARAGE 4 24 I� l IT1 I: ' WALL SECTION - TYPICAL CORRIDOR WALL 1/2" = 1'-0" • 312.50 LEVEL 1 302.00 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. 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. ALLWVIN) ATE OF WASHINGTON STAMP NICE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA In W IO W Lb pNppp 0 -. 0 N N N O N 0 O O 0 0 0 g o o l 0 z N M 'V' If) ID Decsription PERMIT COMMENTS/MEP COORD/BID SET Date N ei 0 m z E5 co 1 W 0 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J J u) < 0 0w O C < zQ w 0 Z 0-I w u r7r w o 0=rn gW< Qn: - 3 J } I— c n. 0 w a tu w 0 0 zd z 0 CC 2 0 0 0 w - zo 9W m >- ww J Sz wz Fo z LL 00 0 w® a• ¢ L� z� wo zii RECEIVED CITY OF TUKWLA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker INTERIOR WALL SECTIONS PERMIT SET Y "Thi V " V "The V . Y 4' 4' Y' Y Y , Y Y LEGEND Users\dianak\Documents\1026 w 2 z w J L 4'-0" 0 C) 6" C5 5" 0 o0 o 0 (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 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 WTH 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 BASISAOF DESIGN: BIGASS FANS HAIKLIW60 WITH LED MODULE // / / z / / / / -® /1 • 4 •!-\ - 4 _ 181,— AFF • - - GW,B CEILING - RESIDENT ;,9' - 3 '97/128" - 5 3-1112$" -, 0 0 EDGE OF CEILING • 0 0 soms, e iado • eo soo4o O C o• MEW •• ®_ o I IIIIIIII trrrrrr IIII-III(III • STAIR 1 d• 4 o = o-o ▪ 0- i'®'e-•4cow® •; onwei_• Oda` -• MIDq• 155 5/8" / / 31 1/8" 31 1/8" k 31 1/8" k 31 1/8" k 31 1/8" / / o —'. — : . . . . a.p. . r, r t r, f-1 r, r, r-1 1-1 71 r, in /IN) MAILROOM - EAST A452 MAILROOM - WEST 10'-0"-AFF,- �` • - GWB'CEILING I \:J G- • V • 2q -53/4, I_. O OM 0 RCP RESIDENTIAL LOBBY 1/4" = 1'-0" • •I� / 62 1/4" / 31 1/8" 31 1/8" / Co O ® 0 • asmo- o U, • re OEMS /E\I LOBBY FIREPLACE ,1,1'-6" GAS FIREPLACE VENT THRU EXTERIOR WALL 10'-71/2" RESIDENT LOBBY 6'-81/2" ELEV. MACH. RM. 3'-101/2" 1'-7" P109 GAS FIRE PLACE; SIDE VENTED ENLARGED RESIDENTIAL LOBBY 1/4" = 1'-0" ALUM. / GLASS PANEL GUARDRAIL AT 42" AFF 0 Co (0 cn in N 11'-9" 2" 2' - 6 1 /2" 2" 6' - 0" "2' - 6 1 /2" 2 / ' 0 // q N in CV \ \ / \ / \ / \ 0 1 1 N = \ / MAILROOM BEYOND /\ / \ / \ CD o / \ / \ / \ / \ ' \ c.4 k - / \ \ INTERIOR ELEVATIONS - OFFICE ENTRY 10'-3" OFFICE MAIL :OXES 4 STAIR 1 P103 0 ® 0 • ENLARGED RESIDENTIAL LOBBY ELEVATIONS 1/4" = 1'- 0" MAILBOXES 5'-103/4" //////,/ LOBBY Wig P104 Cr) 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 EVIEWED FOR E. COMPLIANCE. APPROVED AUL b B 2O16 City ofTukwila UILDING DIVISI N 3380 REGISTERED ARCHITECT .,REG L. ALLWINL ATE OF WASHINGTON STAMP LU U Z DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 z O M PERMIT COMMENTS CONTRACT SET SET ISSUAI v ") 10 (O CO (0 w Op� N (V N N N 1. 8 m N 6 O(p O d 2 .- N M •f (n (0 Decsription (PERMIT COMMENTS/MEP COORD/BID SET PERMIT COMMENTS Date U) ((0p0 (41 O (QON IY .- N PECEIVEll CITY C6: TUKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker ENLARGED RESIDENTIAL LOBBY PLANS & ELEVATIONS PERMIT SET E 0 U C T. C O U) C to C co l co NI 0I "a m a) 0) \as Co LO N T- \ \ I RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE A:0 RESTROOM i \0 RESTROOM ENLARGED RESIDENTIAL LOBBY ELEVATIONS 1/4" = 1'- 0" 4'-41/2" OPEN TO BELOW / ' \ ENLARGED MEZZANINE LEVEL 1/4" = 1-0" 32' - STAIR 1 GRAB BAR SEE. 5 A521 ACCESSIBLE WATERCLOSET SEE. 54" 41" 12" 42" fi fi co RESTROOM MIRROR SOAP DISPENSER 42" 36" co 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. SURFACE MOUNTED LIGHT FIXTURE ACCESSIBLE SINK & FAUCET SEE 7 �521 Cr) 1 36" 17 L GRAB BARS & BLOCKING A521 ti * RESTROOM 20 1/8" / i 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. ALLWINL ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET co Z 0 m• I PERMIT COMMENTS CONTRACT SET 0 Vp 8 OT I() N ��6j O ID N N O (O q o 9 (D 0(pp O (O 0 gO 0 Z .- N co v. in CO C 0 a ch 0 of CI Date a+ CC z co 1 W CD S J 5 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OW U J J u) H U 0 I— z w 2 0 J w d w J_ I-- 0 0 M w I— U) L') Z 0 J 5 m LLI U) w z w 0 (NI f`E''i E) iV7. CITY .� _ UK ii..A JUN 2 3 2016 PERMIT CENTEI PROJECT #: DRAWN BY: CHECKED BY: ENLARGED 1026.04 Author Checker RESIDENTIAL LOBBY MEZZANINE PLAN & ELEVATIONS PERMIT SET ti co 0 N O U C C 0 C 0 6 Cu C co LE5I m 0 NI I d) a c0 U) 0) c'3 Users\dianak\Documents\1026- w z SURFACE MOUNTED LIGHT FIXTURE ACCESSIBLE COUNTER & SINK 7 A521 TYP. 46" SOAP DISPENSER MIRROR \ 36" 12" TOILET SEAT COVER DISPENSER 1- -r T N ZO KNEESPACE @ APUBLIC RESTROOM COUNTER SEE J/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. (O 17" dl/ \ I 1 1 1 I 1 I( I 1 \ ttTh I ( 1 1 / / 1 I 1 / i- +K' --I----- -- — —I — —1--I—I-1— 1 / / \ PUBLIC RESTROOM ACCESSIBLE COUNTER & SINK( 7 A521/ - TYP. 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. 1-1---,-I- -hi-� - - - - -hi-- -------- --1- --- --1--1-- - - -- ---± -+ -- ----T-- - . -1- I------------1-- --- -1----4 +- APUBLIC RESTROOM ti * GRAB BARS & BLOCKING A521/ TYP. SEE J/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. \ _ / R1 1 ii I I _ i -I--c �_ --- .. / / I I I r � r L-1-i l I,_ / K\ PUBLIC RESTROOM + PUBLIC RESTROOM ■n■o■.... . : C::C:C �C+ui 9 ill 1 + PUBLIC RESTROOM ;o GRAB BARS & BLOCKING 4 A521 TYP. IA WATER FOUNTAIN SEE B/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. G\ PUBLIC RESTROOM SEE J/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. SEE A/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. + -I - - - — +-f+-+-+ - - +-----±-------1-------- -+-I+ -+ -I-- -}-r_ ---I± - ------- ------ I ---+-+-+ 0 El I j--HKS— I II11 PUBLIC RESTROOM 1 I I I i I i 1 +!i ai II T I (- r I! 11 AiPUBLIC RESTROOM SEE F/A401 FOR REMAINDER OF DIMENSIONS & CALLOUTS IN COMMON. II + 11 11 I I 1 I I + PUBLIC RESTROOM INTERIOR ELEVATIONS 1/4"=1'-0" 4B1 4B1 4J1 4F 17'-9" 4B1 4B1 / WOMEN'S 4J1 4B CD \ \ _5'-9 0 TRASH 4J 4B1 7'-51/2" EI 111 � I L1 — I I I I L + — 1 K 1 _ \� MEN'S I F A402 ) GI � 4B1 —I / 4B1 • M07 • • 4B1 10'-31/2" M05 4'-2" 4B1 MO6 O i0 \ \ 4B1 In to L ` ENLARGED RESTROOM CORE 0 MEZZANINE 1/4" = 1'-0" 4B1 17'-9" 1 4B1 /i—�\ / I— / I B 4B1 WOMEN'S rL 0 C) 4J1 4B I 1 4J1 IL 1 / IEI Lam_ -1 F A402 GI 1 6'-9" >< 4B1 H (109) 5'-3" 4B1 A402 (110) MEN'S 4J1 4B1 4B1 ' ENLARGED RESTROOM CORE - LEVEL 1 4B1 4B1 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 ',R) G L. ALLWINR ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET w a .4. g o LI)) fV m 0 pN N Ili 0 co N 0 V/ 0 co N 0 0 `8 co '- 0 0 US 0 ci Z •- N M •t in CO Decsription PERMIT COMMENTS/MEP COORD/BID SET wR o IA N 0 a>i V Z co 1 w 0 g J 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J Cl) 11.1 <0 UM Oco w —1— co < co zQ w(9 aZ O � w > m ww w Z Jw >Q -'O F'N ww o a- a w 0 0 Z 0 w co cc 0 0 w 0 Z w zo 9Z m gLll J Z O Z H ce w a¢ Lu zLLI wU wo �a RECEIVED CITY OF TUKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: ENLARGED 1026.04 Author Checker COMMERCIAL RESTROOMS PLANS & ELEVATIONS PERMIT SET w 1/4" = 1'-0" N E 0 0 .s� 0 C 0 Y ca C Ri -01 co 0 NI 1:1 is) m 4) D) Cu co C:\Users\dianak\Documents\1026-T w 2 z w J FITNESS MIRROR FULLY ADHERED TO WALL FOR CONTINUOUS BACKING SUPPORT. O ti BASEBOARD FILLER 21" FINTNESS ROOM 33" 21" COUNTERTOP & BACKSPLASH PER OWNER r-) SPECIFICATIONS. OD r c� INK OPEN —_> PRINTER (4) COMPUTER STATIONS /, 32" 32" 32" 32" 0 M FILLER ADA COMPLIANT FAUCET W/LEVER HANDLE ADA COMPLIANT FAUCET W/LEVER HANDLE COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. 21" 33" 21" 30" FILLER 159 3/8" / \ CRAFT/GAMES ROOM / 30" / 30" / 30" / 30" 30" 33" 3" rMICROl L WAVE J —— / —\ \_ %— RANGE HOOD in %- M 2 tY z / X % } T 24"DW °INK OPEN N FILLER PIPE DRAIN TO VERTICAL WALL PIPE 30" 30" 24" / 60" J 0 z 0 00 RANGE REFRIG. 242 1/4" (NET) 0"\ 30" di, 36" HIGH POINT OF RIGID AT BEAM A\ COMMUNITY ROOM INTERIOR ELEVATIONS 1/4" = 1'- 0" PIPE DRAIN TO VERTICAL WALL PIPE ENLARGED SUNROOM ani LEVEL 6 1/4" = 1-0" 1-1/2" PLASTIC LAMINATE COUNTERTOP WITH KNEE BRACE & CLEAT SUPPORT. PROVIDE CABLE TRAY UNDER COUNTER RANGE HOOD VENT UP TO SOFFIT AND HORIZONTALLY THRU EXTERIOR WALL RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE COUNTERTOP MICROWAVE. ADA COMPLIANT REFRIGERATOR MAX. 54"HT. AFF TO FREEZER DOMESTIC RANGE W/ FRONT CONTROLS 24' - 0" 4 ENLARGED MEDIA ROOM 0 LEVEL 5 1/4" = 1'-0" 24' - 0" ENLARGED COMMUNITY ROOM 0 LEVEL 4 1/4" = 1'-0" 2 \ ENLARGED CRAFT / COMPUTER ROOM Cad LVL 3 1/4" = 1'-0" 24' - 0" 2'-0" 20'-7" FULL HEIGHT MIRRORED WALL C SIM. A403 FITNESS ROOM RUBBER MAT FLOORING ENLARGED FITNESS ROOM 0 EVEL 2 1/4" = 1'-0" 1'-5" 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. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWVINR ATE OF WASHINGTON STAMP NICE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA W F. <I' iptp O ,- oNp N ms.1 o I[1 n nn 0 0CD RIN O o O 0 b N o 0 d Z .- N M '? ID CO C 0 a U a) 0 PERMIT COMMENTS Date a CD V z 5 co 1 V SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: RECENED CITY OF YU MViLA JUN 2 3 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker ENLARGED RESIDENTIAL AMENITY PLANS & ELEVATIONS PERMIT SET Li- C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: METAL GUARDRAIL 42" AFF MOUNT TO CURB —J 1 1 1!I 1 I1 II II II III l III 3 ENLARGED SUN TERRACED LEVEL 6 1/4" = 1'-0" III• 111111111111 MIENLIELJEra vr / L \ PUBLIC RESTROOM / \ PUBLIC RESTROOM \ IkI t rI1/'1PY rI r% IA 9"I0111\I" L 1 IN 1 CINIVIN CLCVA I IVIY17. 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. MIRROR ACCESSIBLE SINK & FAUCET SEE 1/4" = 1'- 0" ( 1 ENLARGED COMMON AREA LEVEL 2-6 1/4" = 1'-0" z aU CO PUBLIC RESTROOM SOAP DISPENSER 19" y 36" / C17 12" I I I ----t ---t--- - - I — I I PUBLIC RESTROOM GRAB BARS & BLOCKING ACCESSIBLE WATER CLOSET SEE: ADA COMPLIANT FRONT LOAD WASHER/DRYER f. DOOR DESINATION 1— LEVEL DESINATION SEE A600 FOR SIMILAR DOORS FOR REMAINING LEVELS. JOHNS[)N RRAIINf) 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 STAMP uJ V z N ='°dso200 I- wa Vi DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET to Z 0 PERMIT COMMENTS CONTRACT SET iv Cj 8 iZ z .- N CO N (0 Decsription Date > d Ix SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J ui w Qc UM O W F- c co < co Z Q W U' 2z -J W > m UJ uS W • Wco • W gZQ J > Q o. g=3 J J } F- N IL w W O 0. a cc w 0 0 zd z 0 w N ce 0 W 0 z W 20 W m } LLI 1 m Wz Ho z LL 00 w ¢ irk C7> Qz1- "LinU wo I -a FI CE I5, D CITY OF TUKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: ENLARGED 1026.04 Author Checker RESIDENTIAL COMMON AREA PLANS & ELEVATIONS PERMIT SET AREA OF SLAB DEPRESSION 1 4" STEEL TUBE ENLARGED FLR PLAN AT PARKING ENTRY L ` VESTIBULE 1/4" = 1'-0" 4.444.444.4444.61.7 \\ STEEL POST SIM. 4" STEEL TUBE (107) / ENLARGED FLR PLAN AT NW ENTRY 1/4" = 1'-0" 7/ SURFACE MNTD. ALUM. ENTRANCE MAT, 7/16" DEEP NF BY PEDIMAT. INSTALL THROUGHOUT VESTIBULE. AREA OF SLAB DEPRESSION SURFACE MNTD. ALUM. ENTRANCE MAT, 7/16" DEEP NF BY PEDIMAT. INSTALL THROUGHOUT VESTIBULE. STEEL POST 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, AlA 3380 REGISTERED ARCHITECT ,REG L. ALLWVINR ATE OF WASHINGTON STAMP W Z 0 fcli 0 Fe 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 0 PERMIT COMMENTS CONTRACT SET SET ISSUAI V' 1po0 la CO ( 0 (p cl 01 -. N N (0p0 fV P.1N CI 8 d M El d O O O d(pp 8 (O(pp O O Z .- N 10 T 10 (0 c 0 0. U) 0 a) C:1 w Cu d Et SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: :1„'CEIV D 1r. .. > h,.. s 1... CITY OF JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: w W O 0 a Ui W 0 0 } Z 0 w rn 0 0 w 0 z w zo W 00 } 52 50- 5z c m =Z H0 0I u-0 0' WCC a w a¢ (0U WW W 00 Ewa 1026.04 Author Checker ENLARGED COMMERCIAL ENTRY AREAS PERMIT SET 6/22/2016 7:14:16 PM C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D_2016_dianak@johnsonbraund.com.rvt FILE NAME: RECE MEDI CABI SSED SINE 7 / / / / / \ b4 JET N '- / < ' ,Jr @SINK RIM \\ TUB J c, ELEV - BATH 30" TUB 1A q_ ELEV - BATH 30" TUB 1 B co TUB b7 AELEV - BATH 30"TUB 1C FILLER FILLER 103 1/2" (NET) 33" \0" 24" 3' 1 SOFFI- _ L<- i "\< �\ >1-L f\ ) � �\- _ I I �V _ \./ 0MICROWAVE / 0 HOOD FAN rN z\RANGE I 33" 30" 12" ..... 24" \3" TYPICAL KITCHEN L - TUB a /G\ ELEV - BATH 30" TUB 1D FILLER E0 En m RECESSED MEDICINE CABINET 133 5/8" (NET) 33" 24" I 30" 30" ) 12" v l' / SOFFIT `� �- �> 1 < -\ter��/ N N \_\\ , / \ / T \ % u \� o .o \ REFRIG. 24" DW /^\ NSlNK( - _)- \� / i `I\ L 24" L 30" L 18" 24" 3/4 1. 3" EA TYPICAL KITCHEN 0- I M 2 z 21" \H\ ELEV - BATH SHOWER 1A 133 5/8" (NET) 12" (���24" EQ 36" EQ 18" 33"/ i` SOFFIT 7ASOFFIT 1 i^ 1-L N-,\ - � < �.-- > -T -i • o .o \t y , N , ,. __ DNS N NKr, 24" DW - REFRIG. ♦ 24" f 18" L 30" 24" L 33 7/8" 3" 3/4" FILLER ES) 0) TYPICAL KITCHEN CORNER UNIT ELEV- BATH SHOWER 1C / ? \ ELEV- BATH SHOWER 1 D INTERIOR ELEVATIONS 1/4" = 1'-0" UNIT INTERIOR ELEVATION NOTES . 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 STRIIS DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. , 1 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL �520 KITCHEN KEYNOTES BATH KEYNOTES K1OCONCEAL DUCT AT RANGE HOOD b1 ACCESSIBLE LAV. SINK AND \7\ EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. COUNTER - TYPE A & B UNITS - SEE A521 O CABINETS W/ ADJUSTABLE SHELVES 0OPEN KNEE SPACE FOR VANITY SINK AT ALL 12 PER FINISH SCHEDULE. ACCESSIBLE BATHROOMS A521 K3 & BACKSPLASH PER OWNER0 SPECIFICATIONS. OA UNITS. SEED ICOUNTERTOP F FLOOORIRI NG UNDER - -SEE PROVID GRAB BARS b3 ADAPTABLE FEATURE FOR A521 ACCESSIBLE ADA COMPLIANT FAUCET W/ LEVER WATERCLOSET @ TYPE B UNITS, AND INSTALL GRAB BAR @ TYPE A UNITS - SEE A521 K5 HANDLE (ALL UNITS) 0 REMOVABLE CABINET (ADAPTABLE 0 PROVIDE GRAB BARS 5 FEATURE) @ OPEN KNEE SPACE FOR SINK AND LOWERED WORKSPACE @ ADAPTABLE FEATURE FOR SHOWER OR TUB @ TYPE B A521 34" MAX. AFF TO SINK RIM / 27" MIN UNITS AND INSTALL GRAB 8 KNEESPACE- EXTEND FLOORING BAR TYPE A UNITS SEE @ - A521 UNDER (TYPE A ACCESSIBLE UNITS ONLY) b5 MIRROR - 40" A.F.F. MAX TO BOTTOM EDGE OF O BLIND CORNER CABINET REFLECTING SURFACE. 0 NOT USED bg SURFACE MOUNTED LIGHT BAR 0 RANGE W/ FRONT CONTROLS (TYPE A ACCESSIBLE UNITS ONLY) el RANGE HOOD ONLY. PROVIDE WALL SWITCH AT 46" MAX. AFF. PROVIDE 0 30" TUB & SURROUND PER OWNER SPECIFICATION. 0 WIRE SHELVING COUNTERTOP MICROWAVE (TYPE A 0 PLASTIC ACCESSIBLE UNITS ONLY) LAMINATECOUNTERTOP & 11 "ADA COMPLIANT" REFRIGERATOR BACKSPLASH PER OWNER MAX. 54" HT. AFF TO FREEZER SPECIFICATION. D VANITY CABINETS OWNER SPECIFICATION. ROLL -IN SHOWER AT TYPE A ® 9 ACCESSIBLE UNIT (LEVEL 2 ONLY) - SEE A521 UNIT DOOR SCHEDULE SEE SHEET A600 FOR PUBLIC DOOR SCHEDULE SYM. DESCRIPTION DOOR SIZE THICK MATERIAL CORE FRAME RATING NFRC CPD # U-VALUE NOTES UNIT WINDOW SCHEDULE SEE SHEET A610 FOR BUILDING WINDOW SCHEDULE UNIT WINDOW ELEVATIONS 1 UNIT ENTRY 3068 1 3/4" WOOD SC HM 20 MIN. NONE NONE 1,2,3,4 2 3 INTERIOR SWING INTERIOR SWING 3068 2068 1 3/8" 1 3/8" MASONITE MASONITE HC HC WOOD WOOD NR NR NONE NONE NONE NONE 4 INTERIOR SWING 2668 1 3/8" MASONITE HC WOOD NR NONE NONE 5 INTERIOR MULTI -PASS 8068 1 3/8" MASONITE HC WOOD NR NONE NONE 7 6 INTERIOR BI-PASS 6068 1 3/8" MASONITE HC WOOD NR NONE NONE 7 7 8 INTERIOR BI-PASS INTERIOR BI-PASS 51068 31068 1 3/8" 1 3/8" MASONITE MASONITE HC HC WOOD WOOD NR NR NONE NONE NONE NONE 7 7 GENERAL UNIT DOOR NOTES UNIT DOOR SCHEDULE KEYNOTES SYM. DESCRIPTION FIXED SLIDER FIXED FIXED SLDR FIXED/FIXED CSMNT/FIXED FIXED SIZE 3036 5040 2050 6050 7'-10"x5'-0" CSMNT/FIXD/CSMNT 10'-6"x5'-0" FIXED/FIXED U-VALUE 0.24 0.27 0.24 0.27 0.26 0.26 SHGC 0.29 0.28 0.29 0.28 0.22 0.22 VT 0.53 0.51 0.53 0.51 0.40 0.40 CR 45 44 45 44 44 44 NFRC CPD NUMBER P WG- M-132-00642-00001 PWG-M-121-06578-00001 P WG-M-132-00642-00001 P WG-M-121-06578-00001 P WG-M-131-00633-00007 P WG-M-131-00633-00007 NOTES 3 4 3 4 3 3 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. 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. NOT USED 7. PROVIDE NAIL FIN FLANGE ON EXTERIOR DOOR FRAME. DO NOT PROVIDE BRICK MOULDING. TRIMMED OUT PER EXTERIOR FINISH MATERIAL TRIM. 3'-0" (0 Cr) 0 (13) WINDOWS 7' - 10" 5'-0" de- 2'-8" 0 U) O CV N 7' N (18) WINDOWS (73) WINDOWS in O CV 2'-0" 0 0 (40) WINDOWS 10'-6" 2'-8" 2'-8" / N N V N / (6) WINDOWS 6'-0" 0 0 iV (86) WINDOWS GENERAL UNIT WINDOW NOTES UNIT WINDOW KEYNOTES UNIT DOOR ELEVATIONS / / / / / to / / Zo \. \. UNIT ENTRY DOOR TYPICAL INTERIOR SWING DOOR MULTIPASS CLOSET DOOR BYPASS CLOSET DOOR 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. 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, & AWING - PLYGEM PRO SERIES 700 VINYL WINDOW, HP2+ (LOW E) 4. BASIS OF DESIGN: SLIDING - PLYGEM PRO SERIES 200 VINYL WINDOW, HP2+ (LOW-E) 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 ,REG L. ALLIVINR ATE OF WASHINGTON STAMP NICE z F a 0 W o PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET to 0 N a �11 PERMIT COMMENTS CONTRACT SET SET ISSUA W N 0 o ' 0 I;I l8 N o 0 ;9, 0 0 0 •0 d Z ,- N CO V. CO CO Decsription Date aa) IX SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J Cl) <0 UW O cn < (/) zQ W0 z o -i w >LLI � V) M W • W rn J; g a n: _ J CJ �- N O CCTV OF TU MYR. JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker ENLARGED UNIT GENERAL NOTES PERMIT SET EQ LIVING EQ II SEE TYPICAL UNIT TYPE A1.1 FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. KITCHEN 0� 7'-51/2" 1 BED A UNIT PLAN 1/4" = 1'-0" 5'-0" EQ EQ BEDROOM 1 BATH I I I I I I L 7'-1" TOTAL #:2 (1 REVERSED) TYPE B ACCESSIBLE 475 SF GROSS fr II ti cV N 2 3/4" 3/4" FILLER co 0 M Zo M 83 1/2" (NET) 12" 30" 27" / SOFFIT o o-' / MICROWAVE/ k3 HOOD FAN \ \ \ \ RANGE — / 5\\ 12" L 30" 12" 24" FILLER 1/2" 1/2'/ 3'�) / \ ELEV - KITCHEN TYPE 2A \7 \ KITCHEN ELEVATIONS O C O 2 3/4" _ L----J 5' - 0" 2 3/4" 9'-91/2" iv 30" 133 5/8" (NET) 30" SOFFIT 24" 33" FILLER ,30"1 ` \ I/ 7 \ /\ \ — ' . - N � T�<� / + — �} — in ,—• -\\/ \•- > \ter ® ® N I Cr) O o o a) CO i N .. ,INK/ .../ -› 24" DIN REFRIG. \ 24" 3" fj7 18" 30" 24" ELEV - KITCHEN TYPE 2B TOTAL #:1 1 BED Al S BATH PLAN - LVL 2 ONLY (0 REVERSED) 1/4" = 1'-0" TYPE B ACCESSIBLE 507 SF GROSS \ 2\ 1 BED Al UNIT PLAN 1/4" = 1'-0" 20' - 0" SEE TYPICAL UNIT TYPE A1.1 FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. TOTAL #:3 (0 REVERSED) TYPE B ACCESSIBLE 507 SF GROSS 1/4"=1'-0" 20'-0" r---1 KITCHEN 124" MI_ A A421 INK M I — � — 1 T B 1I\ I 1 / 'NI: 1 W/ to L `HQOD- iJ _I T O 0 7 I 7'-51/2" 1 BED A1.1 UNIT PLAN 1/4" = 1'-0" FILLER BEDROOM —�—�� Z—�- SHELF & POLE GENERAL NOTES: 1. ALL LEVEL 2 UNITS ARE REDUCED BY 1-1/2" LESS IN LENGTH TO ACCOMODATE 2-HR WALLS PER TUKWILA BUILDING REQUIREMENTS. 30" TUB 7'-1" TOTAL #:4 (0 REVERSED) TYPE B ACCESSIBLE 491 SF GROSS 2 3/4" GENERAL UNIT PLAN NOTES 1 LEVELS 2-6: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. 2. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: TYPICAL WALL TYPES: LEVELS 2 - TYPE V-A CONSTRUCTION LEVELS 3 TO 6 - TYPE V-A CONSTRUCTION 8. 7C2 2HR CORRIDOR 7D1 2HR UNIT DEMISING WALLS 7C H 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 A422, 425 & A426 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 FA 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 1- 16\ RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL 15. INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGI- PENETRATION FIRESTOP SYSTEM- SEE 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. 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 STRIK DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL 8 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 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 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 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON STAM P w C) DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET co z 0 c 1 PERMIT COMMENTS CONTRACT SET SET ISSUAI w Q .4- pN O CO a 6 O ID 8 N O CD N O O CO N O 0 CO N O 0 d Z .- N co •t N (D C 0 a c`3 CI Date IX /W V J 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 0 co I— z w 2 0- O J w w 0 w C9 0 J J Cr Q M r ,, n,,..I E h CITY OF IUK'WaLA JUN 2 3 2016 PERMIT CENTER w W O 0. a 0 Z 0 w U) 0 w 0 w 0-Z z0 9Z m ww g� -' z Z Pm WZ La.00 0-' W 0- 0- et irk zF aU ww _0- F-a PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker ENLARGED UNIT PLANS 1-BEDROOM -A 2 3/4" 30" TUB 25' - 2 3/4" — — G ii BATH I F L _ ' ik II • / � 31k 2 3/4" D OPP. J BEDROOM 1 BED-C wd w UNIT PLAN 1/4" = 1'-0" 5'-51/2" 9' - 1 1/2" KITCHEN SEE TYPICAL UNIT TYPE C1 FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 600 SF GROSS REFRIG. --> KITCHEN H OOD NOTE A: PROVIDE SIDEWALL LOUVER VENT (BETWEEN STUD BAYS) FOR REQUIRED DRYER INTAKE AIR (SIZED BY MECHANICAL) LV 6 N Cr) GENERAL NOTES: 1. ALL LEVEL 2 UNITS ARE REDUCED BY 1-1/2" LESS IN LENGTH TO ACCOMODATE 2-HR WALLS PER TUKWILA BUILDING REQUIREMENTS. M N _,,_ 7_ 7 7 I 4__ _ 0 c1 I LIVING I �% I I\ I` L — i — J ) r Am l O I\� p I \N L/JI I KITCHEN SEE TYPICAL UNIT TYPE C1 FOR — REMAINDER OF DIMENSIONS & L_ CALLOUT IN COMMON. w I Lit N N ZHHw - III III - 111 t-7l— 0 = III —�I I I17I— BEDROOM III I II _—_ — I II I I I 7ED f I w III it , II L--1-I iQ BATH I' 111 — hi ch N KI—CHEN HOOD .i( - 0" I-----� I_ I� I17° J M t L) co ( U) 1 BED-C UNIT PLAN 1/4" = 1'-0" BEDROOM ( 11'-7" ' h 1 BED-C1 UNIT PLAN 1/4" = 1'-0" TOTAL #:3 (1 REVERSED) TYPE B ACCESSIBLE 595 SF GROSS 11'-9" LV 6 I II I I I I6=--) REFRIG KITCHEN A420 II L--FJ BATH SEE GENERAL NOTE 1 ON THIS SHEET TOTAL #:10 (4 REVERSED) TYPE B ACCESSIBLE 627 SF GROSS GENERAL UNIT PLAN NOTES LEVELS 2-6: TYPE V A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. 2. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: TYPICAL WALL TYPES: LEVELS 2 - TYPE V A CONSTRUCTION LEVELS 3 TO 6 - TYPE V-A CONSTRUCTION ---7C2 2HR CORRIDOR 7D1 2HR UNIT DEMISING WALLS H 7C CORRIDOR 7A 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 A422, 425 & A426 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 FA 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. 14. 15. 16. 17. 18. 19. 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 CONTROLS, FAN WALL SWITCH & OUTLETS TO BE WITHIN REACH RANGES - SEE ACCESSIBILITY NOTES SHEET A002 & DETAIL INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGI- PENETRATION FIRESTOP SYSTEM- SEE A007 FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE RECESSED MEDICINE CABINET =� 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 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 8 O K3 K5 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 b5 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. 0 SURFACE MOUNTED LIGHT BAR 0 b8 b9 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 A520 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 ,RGG L. ALLIVINE ATE OF WASHINGTON STAMP 0 z z 0 ET_ co PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI V' CC) (p0 tO (O W p'p ; pN_ (NJ( N ((N ((N sDi- - 0 0 0 0 0 Z v- N M '? N CO Decsription PERMIT COMMENTS .1 0 N N 0 aa)) SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U -J - J uS • o Q M w f_ CO 0 z J 5 m w rn W J_ w N 1— N 0 0 Cn co F z w 2 0 J W CITY OF ICU KU LA JUN232016 PERMIT CENTER 0 W 0 a- Ui W I- 0 Z 0 W re 0 0 W 0 Z W o! z 0 9Z m } J 5z W Z =0 ILO H a3 LULU CO O I- a - PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker ENLARGED UNIT PLANS 1-BEDROOM - C PERMIT SET t` BEDROOM F El Irr L �\I \ I KITS N L_��� 7- II I I I I I I I I I I I I I I I I Co I_ I� -0"" I in I GENERAL UNIT PLAN NOTES 1 LEVELS 2-6: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. 2. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: TYPICAL WALL TYPES: LEVELS 2 - TYPE V-A CONSTRUCTION LEVELS 3 TO 6 - TYPE V-A CONSTRUCTION 7C2 2HR CORRIDOR — H7D1 2HR UNIT DEMISING WALLS 7C CORRIDOR 7A 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 A422, 425 & A426 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 FA WHOLE HOUSE FAN PER IMC REQUIREMENTS POWER VENT WILL BE REQUIRED FOR DRYER EXHAUST LENGTHS THAT EXCEED MANUFACTURER'S SPECIFICATIONS. COORDINATE DESIGN/BUILD MECHANICAL. 8. < 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 A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET I=- =1 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 STRIK DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL 8 KITCHEN KEYNOTES CONCEAL DUCT AT RANGE HOOD EXHAUST, SEE UNIT PLANS FOR EXTENT OF DROPPED SOFFIT. OCABINETS W/ ADJUSTABLE SHELVES PER FINISH SCHEDULE. COUNTERTOP & BACKSPLASH PER OWNER SPECIFICATIONS. K5 ADA COMPLIANT FAUCET W/ LEVER HANDLE (ALL UNITS) K6 3'-4" 1'-5" 5'-8" \ 9\ 1 BED-C3 wd s UNIT PLAN 1/4" = 1'-0" 1' — BATH L— gl II \L----J I � T—r L BEDROOM 4 F KITCHEN \ I L_ LIVING SEE TYPICAL UNIT TYPE C3 FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. 10'-6" 4\ 1 BED-C3 wd w UNIT PLAN 1/4" = 1'-0" 5'-8" 1'-5" 3'-4" 5'-0" TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 658 SF GROSS 9'-7" LV 5 N 0 r- j30" TUB 04 LF II \ \ \ \ \ \ SHELF & POLE 7D,.�\\ J BEDROOM _S&P_ 5' - 4 1 /2" 4- 5' - 6 1 /2" / / / � LLI u->- 2 2 m 2 3/4"- g_ 10'-9" //, CV rn / r 1 7 7 z \\\ REFRIG. `O \ J I 'RANGEW/ I HOOD ��) (LA I \ A420 L C / L of L N� KITCHEN LIVING i KITCHEN HOOD / / / / / / 2'-0" / 4'-8" 27' - 0" 11'-10" H 16' - 3" SEE GENERAL NOTE 1 ON THIS SHEET 1 BED-C3 wd UNIT PLAN 1/4" = 1'-0" TOTAL #:2 (0 REVERSED) TYPE B ACCESSIBLE 658 SF GROSS SEE GENERAL NOTE 1 ON THIS SHEET NOTE A: PROVIDE SIDEWALL LOUVER VENT (BETWEEN STUD BAYS) FOR REQUIRED DRYER INTAKE AIR (SIZED BY C 0 kr M ti N N U) 8'-3" ( LIVING 11 1 SEE TYPICAL UNIT TYPE C2 FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. BATH FAN < — I\ M N LV 3, & 4 1 L \ 1 BED-C2 w UNIT PLAN 1/4" =1-0" 14'-0" 26' - 0" 1 — T I I— -1 — 11 II I n I TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 679 SF GROSS SEE GENERAL NOTE 1 ON THIS SHEET BEDROOM 13'-7" ' 1 BED-C2 UNIT PLAN 1/4" = 1'-0" 6'-5" REFRIG. 12'-0" KITCHEN LV 5 LV2,3,&4 TOTAL #:3 (0 REVERSED) TYPE B ACCESSIBLE 679 SF GROSS 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 b3 b4 b5 0 BAR SURFACE MOUNTED LIGHT 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. 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 3380 REGISTERED ARCHITECT RRG L. ALLWVINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET - J w Ci per_o �Np 0 d perCD N .- g ID N l(N O CD N 0 O N 0 O CD (V 0 O d Z .- N M •Y in f0 Decsription PERMIT COMMENTS Date CD R a 0 W .- 5 co 1 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J Cl) VJ Q M 0 UW O� co < zQ Wc0 a.Z o _1 w > m • co W • W J W >: = I- N RECEIVE ; CITY OF TUKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker ENLARGED UNIT 1-BEDROOM - UNIT C PERMIT SET II Co CV 0 c a) E U 0 m c ca a) rn / \ ELEV - KITCHEN TYPE 4A I I EQ EQ BEDROOM W/D 1 1 —71 5'-41/2" 0 E / L l 2BED-D1 wd w UNIT PLAN 1/4" = 1'-0" I I I I I I II I I FILLER to C) (D 136 3/4" (NET) 33" 21" 30" 36" 3" 12" le SOFFI- \� / / ice\ zN ®MICROWAVE /HOOD FAN RANGE REFRIG. \✓ l L 21" L 30" L 24" „ 24" 1 1 \FILLER ELEV - KITCHEN TYPE 4B (4INTERIOR ELEVATIONS E 3' - 10" 1/4" = 1'-0" 8'-3" LIVING SEE TYPICAL UNIT TYPE D1 wd FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 828 SF GROSS BEDROOM in io 0) F. 7,\ C 'n 1 1'-0" \ILAk se. . . ,41,:11 \3\ 2BED-D1 1/4" = 1'-0" BEDROOM M PROVIDE WALL LOUVER VENT ABOVE DOOR (BETWEEN STUD BAYS) FOR REQUIRED DRYER INTAKE AIR (SIZED BY MECHANICAL) TOTAL #:1 UNIT PLAN 0 2ND FLOOR (0 REVERSED) TYPE B ACCESSIBLE 828 SF GROSS ENERAL NOTE 1 ON THIS SHEET \1\ 2BED-D1 wd UNIT PLAN 1/4" = 1'-0" 3'-41/2" @ LEVEL 2O TOTAL #:2 (0 REVERSED) TYPE B ACCESSIBLE 828 SF GROSS BEDROOM 14'-81/2" GENERAL NOTES: 1. ALL LEVEL 2 UNITS ARE REDUCED BY 1-1/2" LESS IN LENGTH TO ACCOMODATE 2-HR WALLS PER TUKWILA BUILDING REQUIREMENTS. to r) 0 WH FAN LV GENERAL UNIT PLAN NOTES 1 LEVELS 2-6: TYPE V A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. 2. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: TYPICAL WALL TYPES: LEVELS 2 - TYPE V A CONSTRUCTION LEVELS 3 TO 6 - TYPE V-A CONSTRUCTION 7C2 2HR CORRIDOR 8. 7D1 2HR UNIT DEMISING WALLS 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 A422, 425 & A426 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 FA 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. 12. 13. FOR TYPICAL UNIT ENTRY PLAN DETAIL, SEE DETAIL FOR TYPICAL PLUMBING INSULATION, SEE DETAIL REQUIRED CLEAR FLOOR SPACES AS SHOWN ON PLANS: REFER ALSO TO ACCESSIBILITY NOTES A002. 30"X48" CLR. (CENTERED) 48"X48" CLR. UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY FLOOR SPACE AT FIXTURES & APPLIANCES & ONE AREA FREE OF DOOR SWING IN BATH FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL 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 THROUGI- PENETRATION FIRESTOP SYSTEM- SEE A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET _� 18. ELECTRICAL PANEL r�-1 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 STRIK DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL 8 K3 K5 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 b5 0 SURFACE MOUNTED LIGHT BAR 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. 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 A520 au JOHNSON BRAUND .NC. 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 ,R) G L. ALLWIN) ATE OF WASHINGTON STAMP NICE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA W F- per_ Np O O� (V .M- O N N O (I) 8 O O U 88 O O O O d z ,- N CO •f U) to Decsription PERMIT COMMENTS/MEP COORD/BID SET PERMIT COMMENTS Date inco iZR A 0 w It ,-N 5 co 1 tWn 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 J J u) <0 o w F- co U) z.c w O • � w > w w '4' O co M wwrn O n _w � J >Qn: _gm J N CITY OF TUK IL. JUN 2 3 2016 PERMIT CENTER U W a LU w 0 0 z 0 W 0) 0 0 W 0 z w U Z 00 Z W m ww J z go Z =0 0= 00 Wre w a¢ it z� LULU Ha PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker ENLARGED UNIT 2-BEDROOM - UNIT D PERMIT SET ti N M N 0 co 0 N cn N _ z w J w 2 3/4" 30'-0" 9'-2" 10'-61/2" 9' - 10" KITCHEN I-11OO I I I I EQ EQ EQ EQ EQ EQ CV II BEDROOM 1 2 LIVING SEE TYPICAL UNIT TYPE E2.1 wd FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. W/D NOTE A BATHROOM— —1 r 1 r BEDROOM L '1\it T I- I i J TOTAL #:1 s l ZBED-E wd UNIT PLAN 0 6TH FLOOR (0 REVERSED) 1/4" = 1'-0" TYPE B ACCESSIBLE 715 SF GROSS 2BED-E2.1 wd UNIT PLAN 1/4" = 1'-0" SEE TYPICAL UNIT TYPE E2 FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. TOTAL #:4 (0 REVERSED) TYPE B ACCESSIBLE 765 SF GROSS 2 3/4" NOTE A: PROVIDE SIDEWALL LOUVER VENT (BETWEEN STUD BAYS) FOR REQUIRED DRYER INTAKE AIR (SIZED BY MECHANICAL) SEE GENERAL NOTE 1 ON THIS SHEET NOTE A: PROVIDE SIDEWALL LOUVER VENT (BETWEEN STUD BAYS) FOR REQUIRED DRYER INTAKE AIR (SIZED BY MECHANICAL) LV 2, 3, 4, & 5 o ao 24" DW \SI NKkX 30" 30" ELEV - KITCHEN TYPE 3A GENERAL NOTES: 1. ALL LEVEL 2 UNITS ARE REDUCED BY 1-1/2" LESS IN LENGTH TO ACCOMODATE 2-HR WALLS PER TUKWMLA BUILDING REQUIREMENTS. ELEV - KITCHEN TYPE 3B / J \ KITCHEN ELEVATIONS 1 /4"=1'-0" TOTAL #:1 r 2BED-E2 " UNIT PLAN N 0 2ND FLOOR (0 REVERSED) 1/4" = 1'-0" CL 2 3/4"-- c @ LEVEL 21 O TYPE B ACCESSIBLE 763 SF GROSS 9'-2" BEDROOM —A420 - - - - — - — - — - 2BED-E2 UNIT PLAN 1/4" = 1'-0" 30' - 0" 10'-61/2" LIVING TOTAL #:15 (4 REVERSED) TYPE B ACCESSIBLE 763 SF GROSS 9' - 10" c_ BEDROOM 0 _ 2 3/4" SHELF & POLE_ \ 14' - 1 1/2" REFRR . ' \I LV 2, 3, 4, & 5 GENERAL UNIT PLAN NOTES 2. LEVELS 2-6: TYPE V A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: TYPICAL WALL TYPES: LEVELS 2 - TYPE V-A CONSTRUCTION LEVELS 3 TO 6 - TYPE V-A CONSTRUCTION 8. 7C2 2HR CORRIDOR -7D1 2HR UNIT DEMISING WALLS 7C 7A 7D 7B —H7B2 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 A422, 425 & A426 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: HARDIMRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FA 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. 8 A502 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. K1 K5 K6 INDICATES DESIGNATED PLUMBING CHASE (DESIGN/BUILD). PLUMBING PENETRATIONS TO COMPLY WITH APPROVED THROUGI- PENETRATION FIRESTOP SYSTEM- SEE A007 FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE RECESSED MEDICINE CABINET r- =i ELECTRICAL PANEL r� 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 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 STRIK DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 1 \ 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 8 b2 8 b5 0 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 �520/ 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 ,RGG L. ALLWINL ATE OF WASHINGTON STAMP NICE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA IL Q OFgg000 .7. p o' O to N t7 N 0 fl 0 N O CO N O CO N O d Z e- N CO a' CO CO Decsription PERMIT COMMENTS/MEP COORD/BID SET PERMIT COMMENTS Date N 0 �v Ctl N 2 0 0 c4 .- N Z J co 1 �w V OWNER/APPLICANT: 0 J -J v) w < o w O co - vJ co Q z 0 J ui w z w Q N 0 N E E W E :i49 CITY 'LiF 'RI 4io ftiLA JUN 232016 PERMIT CENTER 0 w a re w I- 0 Z 0 w Co 0 0 w 0 W z_0 9Zw Co 3~ SZ go wZ Io 00 0 wCC w a¢ QZ� ww _c Fn. PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker ENLARGED UNIT 2-BEDROOM - UNIT E PERMIT SET N N Village Bldg_D_2016_dianak@johnsonbraund.com.ry C:\Users\dianak\Documents\1026- z w J w N ( Eo co 14'-8" 3'-1" 11'-7" I I I II I II I II I II I II I II I II I II I II I II I II I II I II ( C+) r / L -KITCHEN I I / II I II I 1 H BEDROOM LIVING SEE TYPICAL UNIT TYPE F1 FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. I I — I II I BATHROOM LI- - -� I C 10'-1" I I I I I I I I I I I I I I 2'-4" BEDROOM a w Ci w 11'-7" 24'-0" ( \ 2 BED-F UNIT PLAN 0 6TH FLOOR 1/4" = 1'-0" TYPE B ACCESSIBLE 796 SF GROSS TOTAL #:1 (0 REVERSED) NOTE A: PROVIDE SIDEWALL LOUVER VENT (BETWEEN STUD BAYS) FOR REQUIRED DRYER INTAKE AIR (SIZED BY MECHANICAL) M N SEE TYPICAL UNIT TYPE FOR REMAINDER OF DIMENSIONS & CALLOUT IN COMMON. TOTAL #:1 UNIT F1 wd i S FLOOR WITH LAUNDRY (0 REVERSED) 1/4" = 1'-0" TYPE B ACCESSIBLE 829 SF GROSS Co M c_ C') O 0 in L Cr) 14'-8" 3' - 1" 11'-7" T i SINKS I 1 RANGE. 1W/ MICRO A A420 HOOD L\�_J / \ / 24" DWI B KITCHEN (5) __S1i 1 r1 IG 30" TUB LFI II I H- -BATH OPP. L REFRIG. 3'-9" 10'-1" 2 2'-4" BEDROOM LIVING 11' - 10 1 /2" BEDROOM w w --j KITCHEN HOOD --7\- \\-������ — BATH FAN 11'-7" 24' - 0" SEE GENERAL NOTE 1 ON THIS SHEET 2BED-F1 UNIT PLAN 1/4" = 1'-0" TOTAL #:1 (0 REVERSED) TYPE B ACCESSIBLE 829 SF GROSS GENERAL NOTES: 1. ALL LEVEL 2 UNITS ARE REDUCED BY 1-1/2" LESS IN LENGTH TO ACCOMODATE 2-HR WALLS PER TUKWILA BUILDING REQUIREMENTS. CA C') C') 0 GENERAL UNIT PLAN NOTES 1. LEVELS 2-6: TYPE V-A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. 2. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: TYPICAL WALL TYPES: LEVELS 2 - TYPE V-A CONSTRUCTION LEVELS 3 TO 6 - TYPE V-A CONSTRUCTION ---7C2 8. 2HR CORRIDOR 7D1 2HR UNIT DEMISING WALLS 7C H 7A 7D H7B 7B2 7J REFER TO OWNER PROVIDED FINISH & FIXTURE SCHEDULES. DOOR TYPE - SEE UNIT DOOR SCHEDULE SHEET A420 CORRIDOR EXTERIOR WALL PER ELEVATION UNIT DEMISING WALLS INTERIOR WALL (NON -LOAD BEARING ) INTERIOR WALL (LOAD BEARING ) 2-HR SHAFT "CLOSURE" WALL 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 A422, 425 & A426 FOR "TYPE A" ACCESSIBLE UNIT PLANS. SEE ACCESSIBILITY NOTES SHEET A002 SEE SHEET A521 FOR ACCESSIBLE DETAILS COORDINATE W/ DESIGN/BUILD ELECTRICAL & MECHANICAL: o° HARDWIRED SMOKE/CO DETECTOR W/ BATTERY BACK-UP EXHAUST FA le) 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 THROUGI- PENETRATION FIRESTOP SYSTEM- SEE A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET r- =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. 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 STRIK DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL 1 A520 KITCHEN KEYNOTES BATH KEYNOTES K1 K3 K5 K6 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 AACCESSIBLE 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 0 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 12 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. ALLWIINR ATE OF WASHINGTON STAMP w0 o Z Z 0 F a C) w o PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI w N N N N N ¢0 o "' 0 0 s 0 o o 0 0 0 Z .- N CO 'Q (O CO c PERMIT COMMENTS/MEP COORD/BID SET PERMIT COMMENTS 0 E. 0 a) 0 Date into PS N aa) IX .-N SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 o J u) < M 0wco -, < zQ w 0 2z O• -J w� C▪ I CA M ww03 O� 6�J >Qa J F N a_ A521 4 A521 5 A521 5� A521/ A521/ RECEIVED CITY OF TUKWILA JUN 2 3 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker ENLARGED UNIT 1-BEDROOM F1, F1.1 ♦ N N ti KITCHEN HOOD N 4'-0" RECESSED MEDICINE CABINET • M 2 2 z SOFFIT 24" r` KS b2 17" 30" 12' / / -18 MIN. z /C\ ELEV - BATH SHOWER TYPE_A 1A 4:\ ELEV - BATH SHOWER TYPE_A 1 B 24'-8" RECESSED MEDICINE CABINET </ 22 z aU TUB J b7 /G\ ELEV - BATH 30" TUB TYPE A 1A / / / 2' - 8" .11 / BATH FANr- 0 w w 10'-3" LIVING 11'-101/2" L BEDROOM 11'-7" / REFRIG. 11'-9" 1 11,-SINK- \ -I � -i i _i g RANGE W/, 1 L lHOODJ \ A427 A ' / KITCHEN 3'-9" 2'-4" rL_ H 0 1'-91/2" I5'-7" —I — — 1'-0' L J 0 I n M N N (5) _SH io D A427 F L IE / I I �/ I BATH--J co Er) 10'-1" \2\ 1 BED-C1 s A Cad LV 2 1/4" = 1'-0" TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 627 SF GROSS LV 2 103 1/2" (NET) k12"3,r," 24" 30" 33" 11 SOFFIT (k10 y /4 OOD FAN / I®00 \ KS .\ RANGE 0 L 24" ,12" L 30" L 34 1/2" 1 1 3" TYPE A KITCHEN FILLER 42" 133 5/8" (NET) FILLER 33" 24" in / 30" SOFFIT GENERAL NOTES: 1. ALL LEVEL 2 UNITS ARE REDUCED BY 1-1/2" LESS IN LENGTH TO ACCOMODATE 2-HR WALLS PER TUKWILA BUILDING REQUIREMENTS. v / — - — — \\ @SINK RINI 82" ( --\�T� > N < > co � \� k11 _\ II CR� N ® 0 0 o INK —_• REFRIG. 24" DW KS - - > f \ \ • 33 1/8" 24" 30" 18" 24" 3/4" 3/4"� l T\ TYPE A KITCHEN 6"IAAX. b8 �/ - ( T — N t N / ih I` "MAX. /E\ ELEV - BATH SHOWER TYPE A 1 C /F\ ELEV - BATH SHOWER TYPE_A 1 D TUB a ELEV - BATH 30" TUB TYPE_A 1 C N N NOTE A: PROVIDE SIDEWALL LOUVER VENT (BETWEEN STUD BAYS) FOR REQUIRED DRYER INTAKE AIR (SIZED BY MECHANICAL) KITCHEN HOOD TUB ELEV - BATH 30" TUB TYPE_A 1 D INTERIOR ELEVATIONS 1/4" = 1'-0" LIVING / \ \ 1 BED-C1 wd A ( LV 4 1/4" = 1'-0" BEDROOM 11'-71/2" 24'-8" REFRIG. 4'-31/2" IDS J. I_ / _ I L IH J / I I/ I BATH- — III 2'-31/2" SEE GENERAL NOTE 1 ON THIS SHEET TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 627 SF GROSS LV 4 A427 N 0) ♦ GENERAL UNIT PLAN NOTES 1 LEVELS 2-6: TYPE V A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. 2. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 - TYPE V A CONSTRUCTION 8. 7C2 2HR CORRIDOR 7D1 2HR UNIT DEMISING WALLS TYPICAL WALL TYPES: LEVELS 3 TO 6 - TYPE V A CONSTRUCTION 7C 7A - 7D 7B —H7B2 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 A422, 425 & A426 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 FA 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. (CENTERED) 48"X48" CLR. UNITS 54"X60" CLR. FLOOR SPACE AT PULL SIDE OF ALL PASSAGE DOORS - TYPE A UNIT ONLY FLOOR SPACE AT FIXTURES & APPLIANCES & ONE AREA FREE OF DOOR SWING IN BATH FLOOR SPACE AT ENTRY DOOR PUSH SIDE - ALL 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 A007 FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE RECESSED MEDICINE CABINET ELECTRICAL PANEL rc� 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 STRIK DRAPERIES, REMOVABLE CABINET SUPPORTS & GRAB BARS. 4. TYPICAL CABINET SYSTEM PROFILE, SEE DETAIL K1 K3 K5 K6 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 8 b2 b4 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 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON Oz PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI cr in in ID ID LD Decsription PERMIT COMMENTS/MEP COORD/BID SET PERMIT COMMENTS Ln Lb co SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 -J w CITY OF TUKVALA PERMIT CENTER 0 1-1 (317 ca It 0 LIJ LC CCW PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker EMARGED UNIT 1-BEDROOM TYPE A PERMIT SET 0 RECESSED MEDICINE CABINET /C\ TYPE A BATH W/ SHOWER co M z 0) N 0 M ti O U) 00 ro SOFFIT 00 24" -1-2 c`9 z KS ���\ b2 \ \ \v \ 12" 30" f 17" f / 18 MIN J 2 /D\ TYPE A BATH W/ SHOWER S&P II / 11'-9" E � -SINK-- 24" D A' —1 RANGE W/ I HOOD -- IB LJ A428 — 5'-- I— \ L—E-- L_—.BATH 10'-1" ti 3'-1" 1�\ REFRIG KITCHEN \r, • = 3'- 9" N 2'-4" 24' - 0" <0 CO 12" 42" /E\ TYPE A BATH W/ SHOWER 14'-8" 11'-7" BEDROOM 9'-7" SEE GENERAL NOTE 1 ON THIS SHEET (2BED-F s A (?I LV 2 0 TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 829 SF GROSS 2'-0" / a w 6"MAX. FILLER 103 1/2" (NET) 33" 30" 24" 3'12" I f f €1 J SOFFIT \/I` `� k3 \ -1O0D FAN 00 0 00 KS RANGE 0 L 34 1/2" 1 30" 112",, 24" 0 'I I " ,I 3" A\ TYPE A KITCHEN 7-6"M 0 4X. 1/ /(/ N N TUB J 133 5/8" (NET) 12"3' 30" 30" / 24" i 33" SOFFIT / \ > T N_1_ N , W > >< � `� k7 ® ®, k11 IICRO_ I SINK o . 0 'X i E KS 24" DW REFRIG. 24" z f 18" I, 30" I, 24" L 33 1/8" 3„y CLR. 'k3/4" 1I3/4" C RECESSED MEDICINE CABINET chi / r \ TYPE A BATH W/ SHOWER /G\ TYPE A BATH W/ TUB KITCHEN FAN - BATH FAN CO c_ NOTE A: PROVIDE SIDEWALL LOUVER VENT (BETWEEN STUD BAYS) FOR REQUIRED DRYER INTAKE AIR (SIZED BY MECHANICAL) L\ _ J KITCHEN 2 z U B A428 TYPE A KITCHEN FILLER in TUB /H\ TYPE A BATH W/ TUB �3 INTERIOR ELEVATIONS 1/4" = 1'-0" 3'-1" 14'-8" 11'-7" BEDROOM REFRIG. NOTE A S&P n i 30" TUB 4'-31/2" 2'-31/2" 24' - 0" GENERAL NOTES: 1. ALL LEVEL 2 UNITS ARE REDUCED BY 1-1/2" LESS IN LENGTH TO ACCOMODATE 2-HR WALLS PER TUKWILA BUILDING REQUIREMENTS. BEDROOM 9'-71/2" SEE GENERAL NOTE 1 ON THIS SHEET 2BED-F1 wd A a LV 4 TOTAL #:1 (0 REVERSED) TYPE A ACCESSIBLE 829 SF GROSS lLC) TUB _ Al TYPE A BATH W/ TUB KITCHEN FAN 4'-0" DRYER WH FAN GENERAL UNIT PLAN NOTES 1 LEVELS 2-6: TYPE V A. ALL LEVELS FULLY SPRINKLERED PER NFPA13. 2. SEE SHEETS A006-006d FOR FIRE -RESISTIVE ASSEMBLY TYPES TYPICAL WALL TYPES: LEVELS 2 - TYPE V-A CONSTRUCTION 8. 2HR CORRIDOR 7D1 2HR UNIT DEMISING WALLS TYPICAL WALL TYPES: LEVELS 3 TO 6 - 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 A422, 425 & A426 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 FA 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 A007 16. FOR TUBS AT FIRE -RATED WALL AND FLOOR ASSEMBLIES- SEE 17. RECESSED MEDICINE CABINET r"- 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. 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 STRIIS 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 b1 b2 b3 b4 b5 0 SURFACE MOUNTED LIGHT BAR 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 AUNITS -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 A520 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 STAMP U 2 DESCRIPTION A PHASE 2 PERMIT SET PHASE 2 BID SET W Cl) 0 m LL 0 VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI Qw oe'J V' qR 8 U)) PI pN N RI g f0 N s g (00 ry o f0 N o 0 Z e- N 0) 7 ") CO c PERMIT COMMENTS 0 0. c§ a) CI m 0' In fV Z J 5 co 1 rW SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J -J vi < M O• w O I, a co z Q w cD az O_i w - • m W w oco W w J_ W f'- N PUYALLUP, WA 9837 RECM ED �; r.; ap CITY OF TUK�dILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: w 0 0. a cc w x } Z 0 w Co cc 0 0 w 0 Z U w Z I-CCZ co 0• � w® cc U. w Ca¢ C c5~ 0U ww I -a 1026.04 Author Checker ENLARGED UNIT 2-BEDROOM TYPE A PERMIT SET 0 0 C L 0 C 0 N C C ca ivl cm 01 NI a) W O (NI a) U cv ca ^L' cn 2 z c") 0) fa 0 ♦ ip 0 T ♦ D�� O () 0 � I— rn 00 W r d' o co eC W CD tO CO (43 Ca W 0-3 ♦ N CIS N-zzr Fa i W co W U) U) 0)RISERS@7" (10)RISERS@ N- CL LLI U CC 7A I 1 / I I / / / / [II I I I I I I I I I I I I 1 Al I I I I I I I I I I I I ' wormi�_!i�eK�e��� 13 A453 ALTERNATING TREAD DEVICE SEE 16/A453 12 A453 / T 7 A453 TYP. /i e i 7 // . TYP. TYP. 8 A453 TYP. 13 A45 \A/l /.A /n MAX. ALLOWABLE HT. 8B2 / / / / / a' J TYP. -/ /i - / �ammasts 7 1 / IMMEEMB 1111111.11101110 / TYP. ® O 111111111161111 J TYP. YP. co 2C 8B 8B 8B1 a 2C 2B1 a' 6' - 1 51 /256" in -m CO co ce co 2 2 TYP,` I I 1A )L / 1111111111111101111 r;� WALL SECTION 0 STAIR 1 370.79 ROOF 370.28 LEVEL 1 302.00 GRADE PLANE 300.72 RESIDENTIAL LOBBY 295.50 LOWER LEVEL PARKING 288.50 GENERAL NOTES SEE SHEET A453 FOR ALL NOTES RELATED TO STAIRS INDICATES STAIR FLAG NOTES - SEE A453 7A 4' - 11 1/2" 1' - 0"TYP. 15 A453 T-7 STANDPIPE PER DESIGN BUILD 0 0 P. • 0 0 0 0 18'-2" 7'-4" (8) TREADS @ 11" EA. 0110 0 0 COO 0 0 4E00 0 0 TYP. 7B 13 A453 0 0 CEO 0 0 ONO 0 0 0 0 C=0 0; 0 MO / 7H Ir 4' - 8 1/2" 7' -10" li d 5'-71/2" 8STAIR 1 - LEVEL 6 LANDING 1/4" = 1'-0" 18'-2" 14 A453 5'-101/2" 6'-5" 5' - 101 /2" 7H 1'-O" TY'. (7) TREADS ®11" EA. _ =111t - 7A O 0 000O 0 0 CM, 0 0 CEO 0 0 1 5'c 2' O 10 0100, 0 0 6 1 7 STANDPIPE PER DESIGN BUILD 15 A453 / 7A a W a w a/ w/ ♦ :J W cbs 0 00110 0 7H J 1'-0" —YP. 1: 0 1119910111 0 0 4101111 0 0 0 0 13\ A45/J r 5\ STAIR 1- LEVEL 3- 5 LANDING 6 ��, 03 1) 1 01110 O O COMO 0 0 HF 1/4" = 1'-0" 18'-2" • 10 a' • / 7H X / • 5'-101/2" 6'-5" 5'-101/2" (7) TREADS p 11" EA. r GF _ _, 0 0 C=110 o® 0 0 0 O 0 0 0t0 11001 0 0 � T 1\ / y hos®off 6 T- / 5'-2"- 1 \-1'-0"TYP / 6 - ,�\ 41' ,mot• 5'-2 \ (201) 10 /•' r N N 1 — 7B TYP. 1' - 0"TYP.-\ r- / / 0 / / -1J _ ) - .1_ ^.»...,-- 0 ® =ND 00 00 COO 00 CEO 00 COO 00 00 STANDPIPE PER DESIGN BUILD 7H 13 it 7H / X / • A45,3/ 4STAIR 1 - LEVEL 2 LANDING 1/4" = 1'-0" 5' -11 3/4" 8' - 3" 28' - 8" ♦ JA 1A1 STANDPIPE PER DESIGN BUILD STANDPIPE PER DESIGN BUILD • 9' 8" 4B1 TYP. 8' - 3" 6' - 5" 1/4" = 11 JI P102 TYP. 4B1 crorrearczook 9' - 8" • 0 ONO • 410. 10 P103 /4" STANDPIPE PER DESIGN BUILD 1A 11 REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION 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 STAMP NCE cL ct tii PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET PERMIT COMMENTS CONTRACT SET 0 co ct PERMIT COMMENTS/MEP COORD/BID SET Date wci? SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: -J Cfi Lij a. LU 0 0 LU cc 0 0 1- 5 1- a. co ILI Lit a. CITY OF I.UKWILA PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker STAIR PLANS & SECTIONS PERMIT SET LLI E 0 0 .a C C 0 cn 0 Cu Cu 0 NI CO 00 CD C) (tU _ a) Ci co co En - a) co LLI 2 z w J TCP PLATE 36 .68 M 0) CD 0 0 CD cc ti CD ti c0 CD CO �" � 1•.•1••-1 •�� ��•�1 � II�,I�Q1�19L�1�1!� 1lI�I�iil1�1!l� +355.1 CD ti 0 cc ti CD d' F M in M U) M in BCD V U)w 6L CD CD co Co co w m (9) RISERS @ 7" (9) RISERS @ 7" / / / / / / / / / / / / / 4 +336.8 11911011111111 7A +317.7 8 A453 J 7 / / / A453 TYP. 11 A453 7H 7H TYP. 8B 7H 8B .X7 y X J 7H TYP. 00 2C TYP. 2B1 7H 1B2 4- 2A C 4- ROOF 370.28 LEVEL 6 359.58 GENERAL NOTES SEE SHEET A453 FOR ALL NOTES RELATED TO STAIRS INDICATES STAIR FLAG NOTES - SEE A453 NOTE: STAIR BELOW LEVEL 2 IS REQUIRED TO BE STEEL STAIR _ AND LANDING WITH CONCRETE & MTL DECK LANDINGS AND STEEL PAN & CONCRETE TREADS. r WALL SECTION 0 STAIR 2 1/4" = 1'-0" LEVEL 1 302.00 LEVEL P1 290.50 18'-2" 5' - 10 1 /2" 6'-5" 5' - 10 1 /2" 7A (7) TREADS @ 11" EA. • 7A 15 A453 TYP. STANDPIPE PER DESIGN BUILD I C"' • 1' 0"TYP. irYP. / ° 77 1' • O 5'-2" 7H 0 -11" 63.08 C2011,00(01111110001111000 15� 13 TYP. STAIR 2 - LEVEL 6 LANDING 0 • C1111110 0 10 14 7A (604) • CIO 0 0 A453 TYP. • 1/4" = 1'-0" 5' - 10 1 /2" / 18'-2" 6'-5" 5' - 10 1 /2" (7) TREADS © 11" EA. / / TYP STANDPIPE PER DESIGN BUILD STANDPIPE PER DESIGN BUILD r3; STAIR 2 - MEZZ. LANDING 1 Al 44, / 1' -I 0"TYP. / 5'_2" 6' T 11' O' 2 P. 1' — ..II - I - ®0110110 00 CIND 0 0 CI=• 0 COM 0 O MS 0 8111112911 0 0 13 _ I 1-14� N TTYYP 5'-2" \ TY 453 TYP. STAIR 2 - LEVEL 2 - 5 LANDING 1/4" = 1'-0" 5'-41/4" 7'-4" (8) TREADS 11" EA. 453 TYP. / / / • • 11111I111111111111111IIIIIII1111111 / ///////////// / / / V ' o s7 I / TYP. 4 b^ t • 1 Al /- c �+ / /?- a- 4'-81/4" 7'= 4" / , "' \ • N / 2 TYP. 1'-0"TYP / 10 / M03 • / / / 00:000 040 0.0- Cline0O CIPIIIV op 0 :1111111111., CEO 00 / // 1B 1B2 11 TYP. 1/4" = 1'-0" 5'-41/4" / 7'-4" 1' - 0� (8) TREADS @ 11" EA. - 0t / / / / /////////////// (106) / / / / 10 y" - o Xyp. 1A1 :• M /� / / 4'-81/4" T-411 • �, o / : / / / /: ``) 1' - 0"TYP. YP. 1' - 0"TY / ,(105) .- AN / / , cra. 040- / / / STANDPIPE PER / DESIGN BUILD STANDPIPE PER DESIGN BUILD `h 0) 1B 1B2 STAIR 2 - LEVEL 1 LANDING 1B1 1/4" = 1'-0" o ♦ O 5'-41/4" 0 • . 1®'COOS .. / / 4' - 8 1/4" 9'-2" 1' - 0"TYP. 9'-2" 1',0" >TYP. N 1A -ion 11 10 1' 0"TYP. 0 ' > STAIR 2 - P1 LANDING 1/4" = 1'-0" rr 0 REVIEWED COMPLIANCE CODE C APPROVED JUL 0 8 1016 Ci • ty of Tukwil a !BUILDING DIVISION 1B2 1B2 / A, P106 • o 0,0 o O 010i0- •i1100 1 20'-21/2" 1 BI 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. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLIVINL ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET 7 8 v- In 2 0 N RI 0 tD s 0 CD o 0 CD 0 0 d Z .- N M •t to CO C 0 0. I--.) d 0 a) ci a)a) IX z J 5 co 1 rw V g J g I SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 -J J uS H 0 O co co — z w 2 0 J w 0 Lu g J F- 0 0 M w N CO 0 z 0 m ui co W z x N 0 N RECEIVED CITY OF TU KOLA JUN 2 3 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker STAIR PLANS & SECTIONS PERMIT SET m_ 0 %fin,\,'ti,�v>1� h.� RAMP 0 LEVEL 6 LEVEL 6 359.58 1/4" = 1'-0" E 0 U C 0 C 0 co C co l CD NI 01 O1 a) a) C:\Users\dianak\Documents\1026 r N 0 12 RAMP 0 LEVEL 6 1/4" = 1'-0" -r) 12" / �r , STRUCTURAL VOID FORM r I I STAIR TO EXTERIOR PARKING 1/4" = 1'-0" _�� N co 12" %2/ LEVEL P2 303.50 301.85 B.8 11 RAMP 0 LEVEL 1 OFFICE 1/4" = 1'-0" ;' I I I I I I I I I I I l I I I I I EXTERIOR SOUTH STAIR 1/4" = 1-0" IIIIIIII 1 1 J I I I I 11 I I I I I I I I I I I 8' - 4 87/128" 12" IIIIIIIIIIIIIIIII 1 1 I I I I 1 1 1 1 1 I I I I I 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 J 1 1 1 1 1 1 1 1 1 I l 1 1 1 1 1 I ' ' I I I 111 1 1 1 1 1 1 STRUCTURAL VOID FORM 1 I 1 I I I I I I I I ' I' ' I11' ' I I I 1 I I I I STAIR TO EXTERIOR PARKING 1/4" = 1'-0" 12" +293.6 RESIDENTIAL LOBBY 295.50 LEVEL P1 290.50 LEVEL P2 303.50 LEVEL 1 302.00 ad 11 A452 N 10 RAMP Cad 1/4" = 1'-0" ♦ 0 Eo 4' / EVEL 1 OFFICE N ♦ r 1 EXTERIOR SOUTH STAIR 1/4" = 1'-0" 4- I r (V ` • 0 N (14) TREADS @ 11" EA 4'-2" CV • STAIR TO EXTERIOR PARKING 1/4" = 1'-0" 5 - 10 3/4 ♦ /\ (8) TREADS @ 11" EA GENERAL NOTES SEE SHEET A453 FOR ALL NOTES RELATED TO STAIRS INDICATES STAIR FLAG NOTES - SEE A453 REVIED FOR CODE COMPLIANCE OM CE APPROVED .101_ 08 2016 City of Tukwila BUILDING DIVISION 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. ALLWINL ATE OF WASHINGTON STAMP w U z DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI W ,,..pNt 'ill) UN) O ..f..0 _fm(p0V N QO O - ''' O gI 5 O OEl O O d Z . N M V' in CD Decsription N r+ to C3 IY z co I rw J SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 -J -J U) < 0 ow I c < z W0 aZ o-J w >m Ww (i) W W Z J W a>Q k_ N O W O a. a a. W 0 0 zd. z 0 w rn = 0 0 W 0 Z W zo Z W m } g~ J g5z 40 c m Wz O d z 00 - Ill W a¢ a� zIZ 00 _a. I- a. RECENED CITY OF TUKWILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker MISC. STAIR PLANS & SECTIONS W RESIDENTIAL LOBBY STAIR 1/4" = 1'-0" RESIDENTIAL LOBBY STAIR 1/4" = 1'-0" 1 RESIDENTIAL LOBBY STAIR 1/4" = 1'-0" PERMIT SET 2 a co 0 F- co _ 0 N N N �_ C:\Users\dianak\Documents\1026-Tukw FILE NAME: 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 SECTION 1012. TREAD WIDTH 7"MIN. TREADS OF ALTERNATING TREAD DEVICE(IBC 1009.13.2): 16 ALTERNATING TREAD DEVICE REQUIREMENTS 1/2" = 1'-0" 1 HR EXTERIOR WALL ASSEMBLY I JOIST HANGER - REF STRUCTURAL BEAM PER STRUCTURAL 15 FLOOR FRAMING AT RATED ENCLOSURE 1 1/2" = 1'-0" UNIT 8B @ LEVEL 3-6 8B11 @ 2 LEVEL ><}, 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 RIMBOARD a 2 LAYERS TYPE X EXTERIOR GYP SHEATHING (DENSGLAS) APPLIED DURING FRAMING FURRED WALL WHERE OCCURS ON PLAN UNIT 14 STAIR - LANDING AT UNIT WALL 1 1/2" = 1'-0" 5/4x6 HARDWOOD CAP 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 12DETAIL - STAIR TREAD AT LOW WALL +42" ABOVE 5iAIR NOSE & LANDING +36" ABOVE STAIR NOSE & LANDING 1x WOOD KICKBOARD WOOD TREAD STAIR NOSING PER IFI HOLD TREAD SHORT FOR CARPET TURN -DOWN TERMINATION 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 2HR STAIR ENCLOSURE WALL. NO THROUGH PENETRATIONS PERMITTED. BASE STAIR ENCLOSURE PLYWOOD - SEE STRUCTURAL FRAME AS NEEDED PER STRUCTURAL (13- STAIR - MID -LANDING BM AT 2 HR WALL 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" 11" 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 10� BOTTOM OF STAIR AT LANDING 1 1/2" = 1'-0" 'THRUST BLOCK' w/ ANCHOR BOLTS - REF STRUCTURAL FINISH FLOOR y \ BOTTOM OF STAIR 0 PT SLAB 1" PLYWOOD BLOCKING/NAILER STRUCTURAL CONNECTION GYPCRETE AT FLR LEVEL LANDING ONLY- SEE FLOOR ASSEMBLIES BEAM - SEE STRUCTURAL 5/8" TYPE 'X' GWB PLATE @ CONCRETE 1 1/2" = 1'-0" 2-HOUR WALL ASSEMBLY PER FLOOR PLANS 1x12 KICKBOARD (OR 3/4"MDF) FINISH FLOORING ON WOOD TREADS 7/ / 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 l ` 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/A453 FOR ADDITIONAL REQ'TS 1 1/2" CLR. TOP OF TREAD OR LANDING SEE 18/A452 FOR TRIM & CAP DETAIL 1 1/2" CLR. CO M V' Cr) 2x6 SOLID BLOCKING TYPICAL CONDITION SEE SECTIONS FOR CONDITION %7h 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 thefloor level I v l shall be a minimum of 5 inches in height andlocatedthe g gg t in h 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. NOTE: ALL TEXT TO BE SAN SERIF OR HELVETICAL BLOCK LETTERING N z FLOOR I:n z 2 z FLOOR P1 TO FLOOR 6 NO ROOF ACCESS DOWN TO FLOOR 1 FOR EXIT DISCHARGE 1'-0" ( \ STAIR SIGNAGE 3" = 1'-0" 4, 64 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 ENCLOSED WITH 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 TRE/SURFACE AND ON LANDING SURFACES WITHIN 24" OF NOSINGS. REFER TO DESIGN/BUILD ELECTRICAL PLANS. CITY OF TUKVVILA 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,NO (( NOT LESS THAN 34"AND NOT38 MORE THAN HAN DRAILS SH ALL RETURN T RN TO A 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 FORA 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. 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. ALLWYINE ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET W Q V p� 8 Ci N - o Li) ry R 0 (0 N 3 0 (0 N O 0 (0 N O 0 d Z ,- N (+) V l0 (0 Decsription PERMIT COMMENTS/MEP COORD/BID SET RI CI 10 a A N o 5 a) 0:- SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U W et a cc co I- 0 0 W LL W a Z zo sW LU 3X 5z m WZ I-o Z 0 o� Ill a W a¢ z� .1~ "U W W Ha RECEIVED CITY OF T U( J 3 LA JUN232016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 LJ STAIR DETAILS PERMIT SET ACCESSIBLE ELEVATOR REQUIREMENTS 0 c N F') 00 E S C E2 C 0 C 0_ Y co C co CAD O NI °I 0) a a) 0) co co 0 a) co co nLn'' w 2 z w z 0 U C/) z 0 0 w nmm)ouuuu "��••i�ii�i'i'i'i':i'i'i.'i'i.rprg9L•'..'::4LS!J;la:.mP:•.ny�yeiy9:: An,l9 1/4" = 1'-0" / 372.28 MAX. ALLOWABLE HT. 370.79 ROOF 370.28 TOP PLATE 367.68 LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 3 332.15 LEVEL 2 323.00 LEVEL 1 302.00 RESIDENTIAL LOBBY 295.50 LEVEL P1 290.50 LOWER LEVEL PARKING 3 A301 9'1- 9 1/2" •®••I 0 0 ® 0 0 0 00 ®0 01 ® 0 0® 0 0 ELEVATOR - LEVEL 2-6 PLAN 1/4" = 1'-0" ELEVATOR - MEZZ. LEVEL PLAN I I 1/4" = 1'-0" -0 "0'® 00 CMS -0 wcoo _®e• I Cr 0 111111211, 0 dumb l o \ ELEVATOR - LEVEL 1 PLAN _SUMP HOLE, MIN. 18"X18"X18" WITH FLUSH MOUNTED STEEL GRATE - COORDINATE WITH ELEV. MFR. 1/4" = 1'-0" LOBBY P105 ELEVATOR - LEVEL P1 PLAN 1/4" = 1'-0" I USE 12"LAPS & TAPE ALL EDGES/SEALS W/ APPROVED SEAM TAPE @ VAPOR RETARDER ELEVATOR PIT WATERPROOFING 10 MIL. VAPOR RETARDER GRANULAR FILL WATERPROOF CONCRETE MIX BENTONITE ROPE BENTONITE PANEL CONTINUOUS UNDER ELEVATOR PIT GRANULAR FILL PER SOILS REPORT 1 1/2" = 1'-0" 3"x3/8" STEEL BAR STRINGERS WITH 20" WIDE X 3/4" DIAM RUNGS @12"O.C. GROUND FLOOR 0 A 2 1/2" x 2 1/2" x 3/8" STEEL ANGLE WELDED TO STRINGER - BOLT TO PIT FLOOR 0 U) PIT DEPTH ELEVATOR PIT LADDER 1/2" = 1'-0" HOISTWAY SIGNS DOOR REOPENING Ei 0 CAB ELEVATION HALL SIGNALS i0 M z 2 0 i0 3"X3/8" STEEL ANCHOR - BOLT TO WALL (TYP.) CONCRETE SLAB ON GRADE - SEE STRUCTURAL CONCRETE PIT - SEE STRUCTURAL DAMPPROOFING ['L 7' - 0" DOOR HEIGHT CALL CONTROLS CAR POSITION INDICATOR CAR CONTROLS EMERGENCY CONTROL BUTTONS EMERGENCY PHONE r2- ELEVATOR ACCESSIBILITY GUIDELINES 1/4" = 1'-0" SIDE OPENING DOOR STAR OF LIFE SYMBOL 3'-6" SIDE OPENING DOOR r ' \ ELEVATOR STRETCHER REQUIREMENTS 5" RADIUS CORNER (IBC 3002 4) #3500 THYSSENKRUPP 1/4" = 1'-0" C 0-) 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. t\ 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. 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 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 SHOWTHAT A CALL HAS BEEN REGISTERED. THE VISIBLE INDICATION SHALL EXTINGUISH WHEN THE CAR ARRIVES AT THE DESIGNATED FLOOR. 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 MAC 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# BACK TO BACK 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 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. ST - •% �� . L BE PROVIDED IN ACCORDANCE WITH CH. 27 AN a SE TION 3.03. 2 C. PR• NAL 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 17.1/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. VIEWED FOR CODE DOMP`LI \NCB PPRO ,uL 0 g 2016 Cit�l 0r iUkwila BUILDING DIVISION 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. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLWINR ATE OF WASHINGTON STAMP w V z� z o F a co° w PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET Z 9 0 S� �u PERMIT COMMENTS CONTRACT SET SET ISSUAI w N N N ry n al. ,,1 ,d g Mo a (2 d Z - N !') V' D (D c PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION 0 a 0 N (D 12 0� a>i Et .- N 0 Z co I rw V SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U w 0 a a- w 0 0 z 0 w D 0 W 0 z w OZ zo 9Z w m ww 5z IR m wz =0 00 o-) w® a w a¢ a� QZF 5 =°w I- a RECEIVE D CITY 'Y OF TU KOLA JUN232016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker ELEVATOR PLANS, SECTIONS, NOTES AND DETAILS PERMIT SET C:\Users\dianak\Documents\1026-Tukwila Village Bldg_D 2016_dianak@johnsonbraund.com.rvt FILE NAME: DOOR BACKER ROD AT BACK OF SILL PAN TO B E 1 /4" LARGER THAN SILL HEIGHT EXPOSED MEMBRANE CONT TO 'L' ANGLE ADA COMPLIANT THRESHOLD C LOSED C ELL BACKER ROD & SEALANT- 1 SLAB SLOPE 1 /4":1 2"MIN. DRAIN MAT PROTECTION BOARD PROTECTED MEMB RANE *NO PROTECTION BOARD & MEMBRANE REQUIRED AT AT -GRADE CONDITIONS -USE GRAVEL FILL BELOW SLAB 20 DTL EXT-CONC-DOOR AT TOPPING SLAB 3" = 1'-0" 'L ANGLE BACKER ROD & SE/AL/Atli METAL FLASHING BED OF SEALANT BRICK BEYOND 1 1/2" • 6" A CONCRETE BASE WALL -SEAL AT EXTERIOR 11 RIGID INSULATION 16 DTL EXT-CONC-STOREFRONT SILL AT STUD 3" = 1'-0" STOREFRONT MULLION SHIMS CONTINOUS AIR SEAL ALUMINUM BACK ANGLE INTERIOR FINISH -SEE INTERIOR DESIGN P.T. BLOCKING SELF -ADHERED MEMBRANE WALL TYPE 4A2 BACKER ROD & SEALANT PREFINISHED 18 GA. OR HEAVIER GALV. METAL FLASHING -SLOPE AWAY FROM BUILDING -PREFINISH TO MATCH STOREFRONT COLOR 1 1/2" RIGID INSULATION JOINT FILLER SLOPED (2% MAX.) TOPPING SLAB HOT RUBBER ASPHALT WATER PROOFING WTH PROTECTION COURSE SLOPE: 1/4" PER 1'(MIN.) W > !; /W -\ 1/2" cn DTL_EXT-CONC-STOREFRONT SILL AT TOPPING 19 SLAB 3" = 1'-0" PERFORATED DRAIN PIPE 10mil VAPOR. RETARDER* GRANULAR FILL FILTER FABRIC 17� DTL EXT-CONC-SHORING WALL 1 1/2" = 1'-0" Qzh STOREFRONT MULLION SHIMS CONTINOUS SEALANT ALUMINUM BACK ANGLE CONCRETE SLAB PER STRUCTURAL 1 BACKER ROD & SEALANT METAL FLASHING BED OF SEALANT H STOREFRONT SELF -ADHERED MULLION MEMBRANE SHIMS CONTINOUS AIR SEAL BRICK BEYOND -\ 1 1/2" • N • 6" PALUMINUM BACK ANGLE INTERIOR FINISH BY INTERIOR DESIGN 1" /\ CONCRETE BASE WALL -SEAL AT EXTERIOR MMM�\�,W CONCRETE WALL PER STRUCTURAL 15 DTL EXT-CONC-STOREFRONT SILL 2 3" = 1'-0" 4" TOPPING SLAB -SLOPE AT 2% SLAB WATERPROOFING, PROTECTION BOARD, DRAIN MAT 2" RIGID INSULATION -SECURED TO CONCRETE FACE SEE PLAN 2'-0" (MIN.) SHORING PER GEOTECH REPORT & STRUCTURAL 14 DTL EXT-CONC WALL AT SLAB FTOR STOREFRONT CONDITION CONCRETE STEM WALL CONCRETE SLAB / - SEE STRUCTURAL PINNED BATT INSULATION N 3/4" = 11-0" STEEL PILE PER SHORING PLANS TIMBER LAGGING \ DRAIN MAT B ENTONITE PANEL WATERPROOFING CONCRETE FOUNDATION WALL PER STRUCTURAL DRAIN MAT COLLECTOR PER PIPE LOCATION PIPE DIA. & O.0 . PER GEOTEC H NOTES: * 1 . IJSE 12" LAPS & TAPE ALL EDGES/SEAMS W/ APPROVED SEAM TAPE. 2. IF EXPOSED H-PILES ARE REQUIRED, TRIM DRAINMAT BY FLANGE AND USE MFR RECOMMENDED SEALANT AT EDGES/PENETRATIONS. SIMILAR AT SHOTCRETE LAGGING IN LIEU OF TIMBER LAGGING: 1. PROVIDE GEO-COMPOSITE DRAINAGE BOARD BEHIND SHOTCRETE LAGGING PER SHORING PLANS. 2. PROVIDE DRAIN PIPES AT BASE OF DRAINAGE BOARD PER SHORING PLANS. 3. CONNECT DRAIN PIPES BEHIND SHOTCRETE WALL TO PERIMETER DRAIN PIPES. © COPYRIGHT BEE CONSULTING -1.13 SLOPE: 2% MIN. STOREFRONT JAMB BEYOND -/� STOREFRONT ALUM. DOOR EXTERIOR N L• J INTERIOR ADA THRESHOLD SET IN FULL BED OF SEALANT -ATTACH W/ SCREWS & EXPANSION JOINTS DOWELS ONLY AS RECOMMENDED PER STRUCTURAL 12 DTL EXT-STOREFRONT THRESHOLD 3" = 1'-0" RIGID INSULATION WRB SELF -ADHERED MEMBRANE 'STANDARD' FACE BRICK - METAL FLASHING MORTAR NET VERTICAL WEEPS @ 16" O.C. CONCRETE BASE -SEAL AT EXTERIOR DTL EXT-CONC-BASE AT BRICK PIER 3" = 1'-0" 2" RIGID INSULATION 8" CONCRETE WALL PER STRUCTUAL -SEAL AT EXTERIOR FILLER JOINT CONCRETE LANDING OR SIDEWALK. SLOPED 2% AWA FROM BUILDING DAMPPROOFING.,,?.,.._ -PROVIDE DRAIN MAT ';A_. WHERE ADJACENT TO INTERIOR 1 FOOTING DRAIN SURROUNDED BY GRAVEL AND/ FABRIC FILTERkr A P WALL TYPE PER PLAN 1 1/2" RIGID INSULATION 4" CONCRETE �•� SLAB -ON -GRADE a PERK STRUCTUURAL DTL_EXT-CONC-FOUNDATION WALL AT CONC. 10 BASE J 1 1/2" = 1'-0" 10 MIL., ROLYTHYLENE FVAPOR BARRIER '7BETWEEN SLAB -& INSULATION 2" RIGID INSULATION CLEAN, WASHED, CRUSHED ROCK I OR PEA GRAVEL TO ACT AS A CAPILLARY BREAK COMPACTED FILL & SOIL POURED CONCRETE WALL MOISTURE SENSITIVE FLOORING AT NON - PARKING & OCCUPIABLE ROOMS -SEE PLANS WATERSTOP - ENSURE 3" MIN. CONC. COVERAGE ALL SIDES VAPOR BARRIER TAPE BELOW WATERSTOP CONCRETE SLAB 10 MIL POLYTHYLENE VAPOR BARRIER CLEAN, WASHED, CRUSHED ROCK OR PEA GRAVEL TO ACT AS CAPILLARY LAYER COMPACTED SUBGRADE PER SOILS ENGINEER DTL_EXT-VAPOR BARRIER TERMINATION AT WALL 1 1/2" = 1'-0" METAL FLASHING - (1") EXTENSION AT NON -PLANTER LOCATIONS & COAT CONCRETE WITH SEALER CEDAR SIDING BEYOND NOTE: EXTENSIVE FLASHING & WATERPROOFING AT PLANTER LOCATION ONLY METAL COUNTER FLASHING PLANTING SOIL WATER PROOFING DTL_EXT-CONC-STOREFRONT SILL AT STEM WALL & PLANTER 3" = 1'-0" INTERIOR POURED CONCRETE WALL JOINT SEALANT FILLER JOINT ALUMINUM STOREFRONT SILL JOINT SEALANT FILLER JVII�YT CONCRETE LANDING OR SIDEWALK. SLOPED 2% AWAY FROM BUILDING Ci DAMPPROOFING GRAVEL FILL CONCRETE FOOTING PER STRUCTURAL FOOTING DRAIN SURROUNDED BY GRAVEL AND FABRIC FILTER v EXTEND VAPOR BARIIER DOWN AND WRAP UNDER GRADE BEAM/FOOTING-..... - DTL_EXT-CONC-STOREFRONT AT SLAB -ON -GRADE I 1/2" BACKER ROD & SEALANT STOREFRONT MULLION SHIMS SELF -ADHERED MEMBRANE CONTINOUS AIR SEAL ALUMINUM BACK ANGLE INTERIOR FINISH -BY OTHERS 2" RIGID INSULATION WALL TYPE 4F CONCRETE BASE WALL 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 TERMINATION BAR FASTEN @ 12" O.C. MAX. COMPOSITE DRAINAGE MAT -AT TOP, FOLD FILTER FABRIC 4" BEHIND CORE DRAIN BOARD BENTONITE WATERPROOFING MEMBRANE 2" X2' RIGID INSULATION WHEN ADJACENT TO DTL_EXT-FOUNDATION WALL TERMINATIONIT) ED INTERIOR SPACES �GRADE/CONCRETE SIDEWALK L_ 1 1/2" = 1'-0" COMPOSITE DRAINAGE MAT W/ --. FILTER FABRIC ON---. OUTSIDE SURFACE -- - NO DRAIN MAT -- REQUIRED WHEN NOT ADJACENT TO INTERIOR SPACES BENTONITE WATERPROOFING MEMBRANE --WATER STOP ; GRAVEL FILL FOR CAPILLARY DRAINAGE s<; \' 41 a ti 12" (NOT TO SCALE) 4. J L• a a !�/CP 1lsr r L'/l/1TIA1/� %al/M i-CC I C rVV I IlN%. FOOTING DRAIN WRAPPED WITH FILTER FABRIC a !7 a G 'J GARAGE CONCRETE WALL CONCRETE SLAB GRAVEL FILL VAPOR BARRIER DTL_EXT-BELOW GRADE WATERPROOFING & r \ DRAINAGE AT FOOTING AT SLAB - TYPICAL 1 1/2" = 1'-0" 1 1/2" = 1'-0" WALL TYPE 4A1 WRB FLOORING RIGID INSULATION -THERMAL BREAk 4" CONCRETE SLAB -ON -GRADE PER STRUCTUURAL 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 BACKER ROD SEALANT METAL FLASHING CLEAR SEALER PLANTER SOIL N /4" 6" WALL TYPE 4F 1 1/2" WATERPROOFING MEMBRANE DTL EXT-CONC-WOOD SIDING SILL 3" = 1'-0" 1. SUBCONTRACTOR TO SUPPLY AND INSTALL AN APPROVED INTEGRATED WATERPROOFING SYSTEM. SUBMIT PRODUCT WARRANTY TO OWNER FOR REVIEWAND 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. WATERPROOFING N TES L DOWNSPOUT (REFER TO ROOF PLANS) V\� DO NOT CONNECT ROOF DOWNSPOUT DRAINPIPES TO FOOTING DRAIN SYSTEM 2" RIGID INSULATION CONCRETE STEM WALL REVIEWED FOR LIANCE APPROVED JUL 0 8 2016 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 FINISH GRADE 4"1=1 PERFORATED PIPE FOOTING DRAIN PER CIVIUSOILS REPORT FREE DRAINING MATERIAL PER SOILS REPORT NON -WOVEN FILTER FABRIC 1 DTL EXT-FOUNDATION DRAIN DETAIL RRAIINn 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 STAMP z o D. PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET IS'SUAI el 0 Ci Date re co SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: co LLI N. co co .73 0 tO 0 Zuj I- LLI a. LLI RECEIVED CITY OF 'IUKVALA PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: EXTERIOR BTF DVVK CONCRETE/BELOW GRADE & AT -GRADE DETAILS PERMIT SET age Bldg_D_201 6dianak@johnsonbraund.com.rvt C:\Users\dianak\Documents\1026- VENT BLOCKING MINIMUM 22.5 ° WEATHER CUT HLD®OR XLD®TRIM 7A HARDIE SIDING - VENT BLOCK 3" = 1'-0" 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" 22.5° NOTE: GANG AS MANY VENTS TOGETHER AS POSSIBLE (4) UNDER A SINGLE SHROUD COVER 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 3" (TYP.) VENT SHROUD 7B VENT COVER 3" = 1'-0" VENT TO WALL WITH FLASHING VENT SECTION SOLDER OR SEAL ALL JOINTS TACK WELD LOU\ ER ON HINGE SIDING i .25" MIN. GAP FLASHING TRIM (CUT AROUND VENT OPENING) VENT COVERING SIDING r STEP 5 A. Flip down upper flap of DuPont"Tyvek5 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'" StraightFlashf'. (See General Instructions for when 3" DuPont— Tyvek® Tape is allowed.) C. Install DuPont'" Tyvek® Wrap Caps at appropriate spacing at head. Copyright 02010 E. I. du Pont de Nemours and Company. All Rights Reserved. Rev. 5/10 STEP 6 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 tooled flat to allow the natural curing process to create a concave joint. Towards exterior Flush with window Towards interior DuPont*" FlexWrap,. sill (side view) Seal backdam to window with DuPont*. Commercial Sealant or approved sealant Q a 0 Li 10. o TYVEK FLASHING 4 U A 12" = 1'-0" Li 38 Integral Flanged Aluminum Window Method applies to following products: DuPont- StraightFlash'" DuPont" FlexWrapT" 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 of 8" 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" Tyvek0 Tape. Some windows and flashing widths may require longer slits. C. Fold side flaps into rough opening, cut excess flaps, and secure, 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 02010 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" FlexWrap"" for head flashing, which extends beyond outer edges of jamb flashings. Remove release paper and install completely covering mounting flange and adhering to exposed sheathing or framing members. (See C) r 4 TYVEK FLASHING 3 12" = 1'-0" 37 copyright ©2010 E. I. du Pont de Nemours and Company. All Rights Reserved. Rev. 5/10 L l TYVEK FLASHING 1 12" = 1'-0" 35 s>Otl�l11£rcla, ii iiinr Installation Instructions STEP 1 A. Starting at a corner of the building unroll DuPont' Tyvek® weather barrier keeping the roll plumb. Extend approximately 12" past either the inside or outside corner of the wall, B Vertically overlap the next sheet of DuPont' Tyvek° by at least 6". Vertical grid lines have been 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 to ensure proper shingling. Note: Vertical installation of DuPont' Tyvek®,CommercialWrap® 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 DuPont1Tyvek® should overlap through -wall flashing* by a minimum of 6"_ For maximum air leakage reduction (when installing as an 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: Re,ferto DuPont' Thru-Wall 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 banner 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 Upper layer of DuPont" Tyvek® should overlap bottom layer of DuPont" Tyvek' 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 prepare window and 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 banner over DuPont"Tyvee use DuPont recommended fastening scheduleusing temporary or permanent fastners Copyright 02010 E. I, d.i Pont de Nemours and Company. All Rights Reserved. Rev, S/no 'DuPont' Thru-wail Flashing recommended. TYVEK - WEATHER BARRIER COMMERCIAL r1h INSTALLATION GUIDELINES 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"" Tyvek® Wrap Cap nails, or screws) along the bottom edge of the DuPont'. FlexWrap'" at flexed corners). When using DuPont'" FlexWrap'" NF, fasteners are not required. Sill length +12 6" minimum Copyright ©2010 E. T. du Pont de Nemours and Company. All Rights Reserved. Rev_ 5/10 DO NOT STRETCH Center release paper Outer release papor Fold to break scores No gap in corner Window jamb DuPont" FlexWrap"' WRONG CORRECT FRONT VIEW CORNER DETAIL TYVEK FLASHING 2 Release paper for backdam 36 2" =41-0" 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 IN) C.)-•1(0 v►�`'E° FOR RDE.COMPLIANCE. CODE. PPROVeD CITYTpjv VISION BUILDING 4 VD JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsenbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT *RRG L. ALLIVIN) ATE OF WASHINGTON STAMP w DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI w a 'II 8 oI_ P) o pI_ N it 0 _pwo N o 0 w N 0 0 w N 0 0 d z .-- N () V' La co Decsription PERMIT COMMENTS/MEP COORD/BID SET • � 0 in tZ —. 0 0 D:— V Z co I w S \J 5 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U —J J < U w co O f— < z Q w O z o _i w > m w g= z J w >- Q - k= I'— N r-- co co J 0- ww a w I- 0 } z 0 w m 0 w 0 z w og Zr-- Zw La g~ J z m m wz =o 0. a� w® a • a w a¢ (13 z I... 0U =0 t—a fECEPJD � CITY O " "U KW LA JUN 2 3 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BTF DK EXTERIOR DETAILS - WEATHER BARRIER & FLASHING SYSTEMS A501 PERMIT SET E 0 U I -0 C 0 C (a C (Ts I NI 0) m a) 0) ca co w 2 z w J SEE SHEETS A502- A504 FOR FLASHING LOCATIONS PER SIDING MATERIAL INTERIOR 1 1/4" OFFSET WALL TYPE 7A INTERIOR 'JWALL TYPE 7A2� 1-HR. WALL EXTERIOR FINISH PER ELEVATIONS LEVEL 3 W.R.B EXTERIOR SHEATHING PER STRUCTURAL RIM JOIST PER STRUCTURAL FULL THICKNESS UNCOMPRESSED BATT INSULATION R-38 PER ENERGY CALCS. 2-HR. WALL ALIGN EXT. FACE OF GYP. BD. W/ SHEATING ABOVE 20 DTL EXT-FLOOR TRANSITION AT L3 GYPSUM BOARD EXTERIOR SHEATHING PER STRUCTURAL 1 1/2" = 1'-O" SEE SHEETS A502- A504 FOR FLASHING LOCATIONS PER SIDING MATERIAL 16 INTERIOR INTERIOR JWALL TYPE I 7A> DTL EXT-FLOOR TRANSITION AT L4-L6 1-HR. WALL 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. 1 /2" = 1-HR. WALL PARAPET HT. 372.28 ROOF 370.28 o TOP PLATE 367.68 THROUGH -WALL FLASHING LOCATIONS ens i i4W0111; NOTE: SEE ELEVATIONS(A200-A202) FOR EXTERIOR MATERIALS _LEVEL 6 359.58 LEVEL 5 350.44 LEVEL 4 341.29 LEVEL 3 332.15 7 GENERAL NOTES: 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 12 GENERAL NOTES FOE AIR BARRIER & FLASHING SYSTEM Z-FLASHING AT NON -THROUGH WALL FLASHING LOCATIONS THROUGH - WALL METAL FLASHING AT LOCATIONS PER ELEVATION RE: WINDOW HEAD DRIP CAP AT SIDING / / / / \ \ / / / / / \ / HORIZONTAL TERMINATION AT TRIM DETAIL FIBER CEMENT SIDING FIBER CEMENT BATTEN FLASHING SEE ENLARGED ELEVATION FOR THROUGH -WALL LLASHING LOCATIONS 3/8" P.T. PLYWOOD FURRING @ 16" O.C: TYP. A A 0 \ \ \ / v., 5/4 FIBER CEMENT TRIM BOARD OR BATTEN BOARD PER ELEVATIONS 11 DTL EXT-SIDING-BATTEN 6" = 1'-0" 2/4"X2-1/2" FIBER CEMENT BATTEN VERTICAL PROFILE DETAIL VERTICAL TRIM HORIZONTAL JOINT TRIM/ Z-FLASHING 8 OUTSIDE CORNER TRIM J-TRIM AT JAMB AND HEAD END CONDITIONS FIBER CEMENT SIDING: 5/16" HARDIE PANEL SIDING 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 VERTICAL FURRING IS 3/8"(MIN.) X 3" PRESSURE TREATED PLYWOOD @ 16" O.C. DTL EXT-SIDING-REVEALS & TRIMS INSIDE CORNER TRIM P 6" = 1'-0" WINDOW ASSEMBLY DTL_EXT-SIDING-WINDOW HEAD DRIP CAP/THROUGH-WALL FLASHING 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 3" = 1'-0" SHIM DTL EXT-SIDING-WINDOW HEAD WRB FURRING S.A.M. RE: DTL_EXT- SIDING-WINDOW 3/8" GAP HEAD AT THROUGH -WALL Z-FLASHING - FLASHING J INSECT SCREEN 3/8" GAP METAL FLASHING W/ DRIP EDGE 3" = 1'-0" T WALL TYPE PER PLAN HEADER PER STRUCTURAL BATT OR RIGID INSULATION AS REQUIRED PER ENERGY CALCS. NAILING FIN SET IN CONTINUOUS BED OF SEALANT SHIM S.A.M. TO WRAP WINDOW FRAME 5/8" GWB AT HEADER BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL CAULK DTL EXT-SIDING-WINDOW HEAD AT � THROUGH WALL FLASHING 3" = 1'-0" WRB 1/2" x 3" P.T. PLYWOOD FURRING @ 16" O.C. AT FIBER CEMENT SIDING ONLY FIBER CEMENT SIDING OR LAP SIDING PER ELEVATION NO FURRING AT LAP SIDING RE: WINDOW HEAD DRIP CAP AT SIDING 5/4 TRIM BOARD -SIZE VARIES -SEE ELEVATIONS 'STRAIGHTFLASH' BACKER ROD & SEALANT EXTERIOR WINDOW FRAME FIBER CEMENT SIDING WRB TO BE CONTINUOUS AROUND CORNER - NO BREAK FOR 24" MIN. S.A.M. 3/8"X3" P.T. PLYWOOD FURRING OUTSIDE CORNER TRIM -/ BLIND NAILING WRB WRB BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL BACK ANGLE WITH 3/4" BACK LEG STOOL & APRON INTERIOR NAILING FLANGE SET IN BED OF SEALANT WALL TYPE PER PLAN DTL EXT-SIDING-INSULATED OUTSIDE CORNER 14 EXTERIOR WEST ELEVATION - ENLARGED 10 CONDITION r ° ` DTL EXT-SIDING-LAP / L l DTL EXT-SIDING-WINDOW SILL 3/16"=1'-0" j--- 3((=1'-0"---------------------- —L— 3"=1'-0" —L 3"=1'-0" — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — WINDOW FRAME W/ FLANGE AT EXTERIOR SIDE EXTERIOR BACKER ROD & SEALANT 5/4X4 FIBER CEMENT TRIM BOARD S.A.M. SILL FLASHING PAPER METAL FLASHING FIBER CEMENT SIDING OR LAP SIDING PER ELEVATION - NO FURRING AT LAP SIDING THESE NOT PANEL JOINTS FIBER CEMENT SIDING WRB TO BE CONTINUOUS AROUND CORNER - NO BREAK FOR 12" MIN. INSIDE CORNER TRIM S.A.M. 8" MIN. ) A 1'. )A )V )A 1A1ZV 1A 1A 13 1A TT1 . U WALL TYPE PER PLAN 3/8"X3" P.T. PLYWOOD` FURRING DTL EXT-INSULATED INSIDE CORNER CONDITION FIBER CEMENT SIDING 3/8" P.T. PLYWOOD FURRING @ 16" O.C: TYP. FIBER CEMENT BATTEN WRB Z-FLASHING -PAINT TO MATCH TRIM BOARD 5/4X10 FIBER CEMENT TRIM BOARD S.A.M INSECT SCREEN METAL FLASHING W/ DRIP EDGE BLIND NAILING FIBER CEMENT LAP SIDING DTL EXT-SIDING SIDING TO LAP SEALANT J-TRIM FIBER CEMENT SIDING OR LAP SIDING PER ELEVATION -NO FURRING AT LAP SIDING 1/2" P.T. WOOD FURRING @ 16" O.C. AT FIBER CEMENT SIDING ONLY WRB WALL TYPE PER PLAN BATT INSULATION NAILING FIN SET IN CONTINUOUS BED OF SEALANT 1/2" P.T. WOOD FURRING @ 16" O.C. AT WRB FIBER CEMENT SIDING ONLY 1/4" SHIM 1)14 (:)•*act, DTL EXT-SIDING-WINDOW JAMB 5/4 FIBER CEMENT TRIM BOARD -SIZE VARIES -SEE ELEVATIONS SEAL STRAIGHTFLASH TO WRB BACKER ROD & SEALANT SHIM OR FURRING .<> WINDOW FRAME CAULK 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 ,REG L. ALLWVINE ATE OF WASHINGTON STAMP [SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET LT '? 8 10 M l(1 o (O s 0 CO o 0 CD N 0 0 0 Z Z. (V CO) 'cf "f (O C 0 0. c§ m 0 PERMIT COMMENTS/MEP COORD/BID SET • Date et o z J 5 co 1 Ii1 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 0 U) I— z w 2 a_ 0 J w 0 w w I_ co 0 z 0 J 5 m w w J w gk N N cM co 5 J CL U w 0 a- a CD w 15 0 } z 0 w co ce 0 0 w 0 Z w z o W m } g~ J z 1 m wz =0 LL 0 o-, w® a w a¢ C w0 FZ- Fa rp m C F. ii FD CITY U�'III.. JUN 23 2016 PERMIT CENTER BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL 5/8" GWB OR PER INTERIORS SCHEDULE S.A.M. & WRB TO WRAP WINDOW FRAME PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE DWK EXTERIOR SIDING DETAILS A502 PERMIT SET u- 3" = 1'-0" 3" = 1'-0" 3" = 1'-0" Village Bldg_D_2016_dianak@johnsonbraund.com.ry C:\Users\dianak\Documents\1026-Tukw 2 z w 'STANDARD' FACE BRICK WALL TYPE 1 Al 7/ . -57/ ./& Y/ L6X8 STEEL ANGLE -SEE STRUCTURAL -PAINT TO MATCH BRICK SIM. BACKER ROD & SEALANT METAL FURRING 1X6 TONGUE & GROOVE SIDING 2" (R-10) RIGID INSULATION WRB 190� DTL EXT-CONC-BRICK AT WOOD a n • 1' - 11 5/8" n 4,1 1 1/2" = 1'-0" CONDITIONED- • CON- DITIONED SPACE • 4.•a ` WALL TYPEe PER- .` 4 PLAN -' • SPACE 1" 1 /2" 18 DTL EXT-CONC-SLA, AT UNIT FLOOR 1 1/2" = 1'-0" w zw O HQ oa z0 WALL TYPE PER PLAN 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 16 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. 1 1/2" P.T. WOOD FURRING 1X6 TONGUE & GROOVE CLEAR CEDAR SIDING TIE ROD CONNECTION PER CANOPY LOCATIONS -SEE A310, A510, & A511 WRB �(/ /); , 2" (R-10) RIGID /'/ INSULATION' r=- METAL FLASHING.._ W/ DRIP EDGE P.T. WOOD / NAILER 1X CEDAR BACKER ROD & SEALANT ALUMINUM STOREFRONT HEAD -SEE A310 FOR\ '. WALL TYPE `:`, .. 16 DTL EXT-WOOD-STOREFRONT'HEAD 3" = 1'-0" REVEAL 1X6 TONGUE & GROOVE CLEAR CEDAR SIDING 1/2" P.T. WOOD FURRING @ 16" O.C. 2" RIGID INSULATION WRB 15' DTL EXT-WOOD SIDING 3" = 1'-0" ALIGN EXTERIOR FACE 0 F SHEATHING WITH EXTERIOR FACE OF INSULATION WALL TYPE 7A2 CONDITIONED SPACE WALL TYPE PER PLAN 1/4" • 6" CONTINUOUS RIGID INSULATION, (R-30") ; 1-1/2" HAT CHANNEL • rRlk lx P.T. WOOD FURRING 2" INSECT SCREEN 14DTL EXT-CONC-SLAB AT UNIT SLAB EDGE 1 1/2" = SEE A310 FOR CHANNEL LOCATIONS FOR CANOPY CONNECTIONS CONDITIONED SPACE P.T. BLOCKING BACKER ROD & SEALANT FOR AIR TIGHT SEAL SEALANT S.A.M. SHIM EXTERIOR FINISH 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. Z-FLASHING AT TRIM 5/4X10 FIBER TRIM BOARD AT FIBER CEMENT SIDING LOCATIONS 1X6 T&G CLEAR CEDAR SIDING, SPAN SHORT DIRECTION 24 GA. PRE -FINISHED GALVANIZED FLASHING W/ DRIP EDGE HEAVY 16 GA. FLASHING -PAINT TO MATCH WOOD SOFFIT r RE: WINDOW HEAD DETAIL - AT SIDING 'STRAIGHFLASH' I I i. WRB CORRUGATED METAL SIDING S.A.M. 3/8"(MIN.)X3" P.T. PLYWOOD FURRING @ 16" O.C. SEALANT METAL FLASHING W/ DRIP EDGE 5/4x TRIM BOARD ON FURRING -SIZE VARIES -SEE ELEVATIONS BACKER ROD & SEALANT EXTERIOR WINDOW FRAME (12DTL EXT-MTL SIDING -WINDOW HEAD DETAIL 3" = 1'-0" F RE: WINDOW SILL DETAIL - AT SIDING 5/4 FIBER CEMENT TRIM BOARD WHERE INDICATED -SIZE VARIES -SEE ELEVATIONS 11 I� f DTL EXT-MTL SIDING -WINDOW SILL WINDOW FRAME W/ FLANGE AT EXTERIOR SIDE BACKER ROD & SEALANT EXTERIOR 3/8"(MIN.) X3" P.T. PLYWOOD FURRING @ 16" O.C. CORRUGATED METAL SIDING 3" = 1'-0" WRB 3/8"(MIN.)X3" P.T. PLYWOOD FURRING @ 16" O.C. S.A.M. Z-METAL CONT. BEAD OF NON - SKINNING BUTYL TAPE OR SEALANT TRIM FASTENER FLOOR LEVEL 22GA, METAL FLASHING -FINISH TO MATCH METAL PANEL WRB 10 DTL EXT-MTL PANEL AT FLOOR 3" = 1'-0" LEVEL 4 I 341.29 EXTERIOR EAST ELEVATION - MTL PANEL @ WINDOW JAMB 1 1/4" SIM. RE: WINDOW HEAD DETAIL - AT SIDING METAL FLUSH PANEL 3/8"(MIN.)X3" P.T. PLYWOOD FURRING @ 16" O.C. S.A.M. 'STRAIGHFLASH' BY DUPONT BEHIND L- CLOSURE TRIM & WINDOW NAILING FLANGE BACKER ROD & SEALANT VINYL OR STOREFRONT WINDOW PER PLAN & WINDOW & STOREFRONT SCHEDULES DTL EXT-MTL PANEL -WINDOW HEAD DETAIL 3" = 1'-0" RE: WINDOW SILL DETAIL - AT SIDING INTERIOR DTL EXT-MTL PANEL -WINDOW SILL VINYL OR STOREFRONT WINDOW PER PLAN & WINDOW & STOREFRONT SCHEDULES BACKER ROD & SEALANT J-TRIM EXTERIOR 3/8"(MIN.) X3" P.T. PLYWOOD FURRING @ 16" O.C. METAL FLUSH PANEL 3" = 1'-0" METAL FLUSH PANEL 3/8"(MIN.)X3" P.T. PLYWOOD FURRING @ 16" O.C. VINYL OR STOREFRONT WINDOW PER PLAN & WINDOW & STOREFRONT SCHEDULES SEAL STRAIGHTFLASH —� TO WRB C-RE: WINDOW JAMB DETAIL AT SIDING -_-_- 52 -- -,l BACKER ROD & SEALANT WINDOW FRAME SIM. DTL EXT-MTL PANEUSIDING WINDOW JAMB L_ J 3" = 1'-0" —F--- 1 N WALL ASSEMBLY FLUSH PANEL PANCAKE HEAD PANEL FASTENER , (TRIM FASTENER W/SEALING WASHER —4- INSIDE CLOSURE (SEALED & SECURED W/ SEALANT) J-TRIM SILL J-TRIM \CONT. BEAD OF NON - SKINNING BUTYL TAPE OR SEALANT /TRIM FASTENER Z-METAL FLUSH PANEL WALL ASSEMBLY PANCAKE HEAD PANEL FASTENER Z-METAL CONT. BEAD OF NON - SKINNING BUTYL TAPE \O_ R SEALANT PRIM FASTENER HEAD DTL_EXT-MTL PANEL -HEAD, SILL, & JAMB PROFILES Z-METAL (ZC225) —� T I 1" NU -WAVE CORRUGATED- AEP-SPAN "METAL SIDING IS 24 GAUGE" (4BDTL 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" 3 1 /2" - 5 1 /2" INSIDE CORNER T 3 1/2" - 5 1/2" 3/8" HEM 1/4"-14X7/8" (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 .-3/8" HEM 3 1/2" - 5 1/2" DTL EXT-MTL SIDING -DETAILS 3" = l'-0" DRIP SOFFIT TRIM . FASTENER OUTSIDE CORNER 4" FACE OF SHEATHING PANCAKE HEAD FASTENERS TAPE SEALANT FLUSH PANEL TAPE SEALANT TRIM FASTENER J-TRIM PANCAKE HEAD FASTENERS EXTERIOR WALL SURFACE HORIZONTAL TERMINATION AT INSIDE CORNER DTL EXT-MTL PANFJ -DETAILS OUTSIDE CORNER w ao M OUTSIDE CORNER \(OC111) FLUSH PANEL REVIEWED FOR CODE COMPLIANCE APPROVED kr 3" = 1'-0" 1 1/4" J-TRIM CORRUGATED METAL SIDING SELF DRILLER DTL_EXT-MTL SIDING -HEAD, SILL, & JAMB PROFILES JUL 0_8_2016_ City of Tukwila BUILDING DIVISION J-TRIM AT SILL CORRUGATED METAL SIDING SELF DRILLER CLOSURE TAPE SEALANT \ HEAD 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 NICE o 0. PHASE 2 PERMIT SET 1 PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS SET ISSUA cs 0 et Cl Date 0 CC co SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: oo EL re a. re 0 0 0 o 0 12 0 IL 0 a. tt ig 111 LC Girl 'iliKVALA PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BTF CR EXTERIOR METAL PANEL & WOOD SIDING DETAILS ' A503 PERMIT SET a 0 0 N N C WRB SIM. GATE HEAD 4" �1 5/8" 20 DTL EXT-BRICK AT GATE HEAD WALL TYPE PER PLAN LEVEL P2 303.50 n CONCRETE SLAB & BEAM 7 - SEE STRUCTURAL PINNED BATT INSULATION 1 1/2" = 1'-0" WALL TYPE PER PLAN... ._ . w Q U) -77-17 ANCHOR ASSEMBLY - SECURED W/ SELF SEALING FASTENER FACE BRICK 'r EXPANSION JOINT BACKER ROD & SEALANT - FINISH TO MATCH MORTAR (19DTL EXT-BRICK VERT. CONTROL JOINT 3" = 1'-0" WRB STANDARD BRICK WALL TYPE 7A2- - —1 1/4" `1 <17 2" RIGID INSULATION CONCRETE SLAB & WALL -SEE STRUCTURAL 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 1/2" WALL TYPE PER PLAN 16 DTL EXT-CONC-BRICK TO WOOD -PLAN 1 1/2" = 1'-0" SIDING ROOF DRAIN WITH INTEGRAL OVERFLOW METAL FLASHING WRAP S.A.M. OVER ROOFING & BLOCKING SIM. 2" RIGID : INSULATION 'STANDARD' FACE BRICK METAL FLASHING 15 DTL EXT-CONC- BATHTUB' WALL TYPE PER PLAN J . I RIGID INSULATION + I I PROTECTION BOARD' P.T. BLOCKING & NAILER C I CONCRETE SLAB n -SEE STRUCTURAL I_— INSULATED DRAIN PIPE 1 1/2" = 1'-0" SIDING PER ELEVATION WRB S.A.M. METAL FLASHING -PAINT EXPOSED TO MATCH BRICK SIM. 1" AIR SPACE, 2"RIGID INSULATION, WRB K \ 1K WRB AIR SPACE 'STANDARD' FACE BRICK BRICK TIE EXTERIOR S.A.M. BRICK SOLDIER COURSE MORTAR NET TAPE OVER WRB & S.A.M. WEEPS @24" O.C. FLASHING & S.A.M. FLASHING SEALANT DRIP EDGE 6" STEEL ANGLE - SEE STRUCTURAL - PAINT TO MATCH SOLDIER COURSE BACKER ROD & SEALANT WINDOW FRAME RE: WINDOW HEAD DETAIL - AT SIDING RE: BRICK SHELF ANGLE FLASHING -CONCRETE - —.WALL4 -SEE - STRUCTURAL GYP. BD. SEALANT S.A.M. SHIM 1"AIR SPACE WEATHER RESISTANT BARRIER(WRB) 'STANDARD' FACE BRICK S.A.M. MORTAR NET BRICK SOLDIER COURSE COLOR: MAUNA LOA VERTICAL WEEP VENTS @ 24" O.C. METAL FLASHING 6' STEEL ANGLE -SEE STRUCTURAL -PAINT TO MATCH BRICK HEADER SOLDIER COURSE BACKER ROD & SEALANT STOREFRONT MULLION DTL EXT-BRICK-STOREFRONT HEAD AT CONC. P 3" = 1'-0" DTL EXT-BRICK-LEDGER RE: BRICK SHELF ANGLE FLASHING ORE: DTL EXT�BRICK- WINDOW HEAD WOOD FRAMING PER STRUCTURAL MORTAR NET EXTERIOR WEEPS @24" O.C. METAL FLASHING W/ DRIP EDGE 6" STEEL ANGLE - SEE STRUCTURAL ALIGN WITH WINDOW HEAD BACKER ROD & SEALANT FOR SEISMIC DEFLECTION - TEXTURE & COLOR TO MATCH MORTAR CUT BRICK 3" = 1'-0" 3" VINYL WNDO FRAME ( RE: WINDOW SILL AT SIDING - TYPICAL ADHERE STRAIGHTFLASH TO S.A.M. & OVER BACK LEG OF FLASHING PAN EXTERIOR RE: DTL_EXT-BRICK STOREFRONT SILL SIM. P.T. WOOD BLOCKING AT METAL STUD WALL SIM. 1F ACE OF STUD 1" _LtuSL_ mot/ _.:=iniwir-g_. WALL TYPE PER PLAN: CONCRETE, METAL STUD WALL BATT INSULATION AT STUD — WALLS BRICK BEYOND S.A.M. METAL FLASHING ON BED OF SEALANT ADHERE STRAIGHTFLASH TO S.A.M. & OVER BACK LEG OF FLASHING PAN BRICK SILL -SLOPED AT 15d MIN. EXTERIOR 3' AT CO C. 4" AIT MTL. MORTAR BED W/ WEEPS © 24" O.C. MTL FLASHING PAN WITH DRIP EDGE AIR SPACE 'STANDARD' FACE BRICK WRB (TYVEK) 2" RIGID INSULATION BRICK TIE/ ANCHOR ASSEMBLY -SECURE WITH SELF- DTL EXT-BRICK SHELF ANGLE WITH SEALING ASSEMBLY � 18 DTL EXT-CONC-BRICK TO BRICK AT L2 (14DTL EXT-CONC-BRICK TO SIDING DTL EXT-BRICK-WINDOW (6 DTL EXT-BRICK-STOREFRONT SILL / 2 l INSULATION BACKER ROD & SEALANT /r V CONCRETE WALL -SEE STRUCTURAL P WALL: }-TYPE PER WALL-< > _SECTIONk HOLLOW METAL DOOR HEAD -GROUT FILLED DTL EXT-HM DOOR HEAD 5 3/4" GWB SHIMS SEALANT HM DOOR JAMB CONDITION 3" = 1'-0" 6".OVEA :THRU-WALL.: FLASHING TYPICAL WALL. INTERIOR GYPSUM BOARD. STEEL STUDS W/BATT INSULATION' EXTERIOR GYPSUM BOARD DUPONT"' TYVEK® COMMERCIALWRAP® D MINERAL FIBER INSULATION (VAPOR PERMEABLE) AIRSPACE:..:. BRICK VENEER BRICKTIE BASE PLATE WITH DUPONT" STRAIGHTFLASH. PATCH DUPONT' THRU-WALL FLASHING WITH 1/4":DRIP EDGE DUPONT?' COMMERCIAL SEALANT MECHANICAL FASTENER. 3" DUPONT.'!" TYVEK®TAPE DUPONT" FLASHING PRODUCTS TYPICAL WALL. INTERIOR GYPSUM BOARD STEEL STUDSW/BATT INSULATION EXTERIOR GYPSUM BOARD DUPONT' TYVEK®COMMERCIALYYRAP® D MINERAL FIBER INSULATION (VAPOR PERMEABLE) AIR SPACE' BRICK VENEER BRICK TIE BASE PLATE WITH .. DUPONT"STRAIGHTFLASH" PATCH DUPONT" COMMERCUU. SEALANT MECHANICAL FASTENER LAP DUPONT"': TWEIC® COMMERCIALWRAP® D 6" OVER THRUMAL L FLASHING 3' DUPONT 1i TYVEK® TAPE -. DUPONT" THRU-WAL,LFLIIBHINO. WITH 1/4.'.DRIP EDGE 1/2" BACKER ROD & SEALANT DUPONT" FLASHING PRODUCTS ND .. 0 BEEAL ALL DUPONT". TWEKS, WEATHER BARRIER BEAMS AND REPAIR MNOR HOLES WITH DUPONT TYVERE TAPE 9.) FASTEN DUPONP'TYVEXS WEATHERBARRIER WITH RECOMMENDEOEASTENERSANOSPACINO�, . 9F.INTERIOR VAPOR RETARDER MAY NE REQUIRED IN. NOW REGIONS: 4) THISINFORMATION IS PROVIDED BY DUPCNTAS REFERENCE ONLY; PLEASE CONSULT LOCAL MELONS CODES; REGULATIONS"ANO LAWSTO DETERMINE THE APPROPRIATE.CONSTRUOTICN METHOHDSAND MATERIALS NEEDED, SCALE; NOTTa5GALE-.. .:REVISION DATE: i 7H7/I0 DRAWING: CW-13I(U4G1 . . SHELF ANGLE DETAIL BRICK VENEER / EXTERIOR INSULATION (WRAP UNDER)/STEEL STUD WALL Tyvek N -----3"=1'-0"------------------------1---3"=1'-0"---------------------------_I--- 3"=1'-0"------------------------L-- 3"=1-0"--------------------------- 3"=1'-0"-------------------------- w 2 z w J EXTERIOR WRB 1'7\ \ 1/2' CONCRETE WALL -SEE STRUCTURAL <7 <7 WALL TYPE PER PLAN DTL_EXT-BRICK-STOREFRONT JAMB AT 13 CONCRETE SHIM GVVB T-BRICK NIT JAMB AT METAL STUD r______ EXTERIOR RE: DTLEXT-BRICK- STOREFRONT JAMB AT WRB METAL STUD WALL TYPE PER PLAN r I oR DTL EXT-BRICK-WINDOW JAMB STEEL POST ONLY AT LOCATIONS INDICATED PER CANOPY PLANS - SEE A510 CONCRETE BASE BELOW BRICK TIE SECURED WITH SELF- SEALING ASSEMBLY AIR SPACE 'STANDARD' FACE BRICK CUT BRICK FLASHING W/ BED OF SEALANIT -PAINT FLASHING TO MATCH BRICK BACKER ROD & SEALANT FACE OF CHANNEL -SEE 4/A511 STOREFRONT MULLION - THERMALLY BROKEN P.T. WOOD BLOCKING CTI_EXT-SIDING- VVINDOW JAMB DTL_EXT-BRICK-STOREFRONT JAMB AT METAL STUD REVIEVVED FOR CODE COMPLIANCE APPROVED • GENERAL NOTES: 1. FLASH & SEAL AT ALL OPENINGS & PENETRATIONS PER THE MANUFACTURERS STANDARDS. City of Tukvvila BUILDING DIVISION RE: DUPONTtm 'TYVEK' WEATHER BARRIER COMMERCIAL INSTALLATION GUIDELINES AND DUPONtm FLASHING SYSTEMS COMMERCIAL INSTALLION GUIDELINES GENERAL NOTES FOR AIR BARRIER & (1-- FLASHING SYSTEM - COPY1 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AlA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLWINE ATE OF WASHINGTON STAMP LLI z rc 0 co PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI 0 O. Ch CI Date (.9 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OW 0 W co oo a. cc a. re 0 LLI LLJ wz zo izz CC a. rc nricEmito MY TUiQtAfiLA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BTF EXTERIOR BRICK WALL DETAILS PERMIT SET LL 0 N Cl E 0 0 ca I- 0 c t 0 ca c ca (0i NI 0 0) CO72/ a) 0) CO C:\Users\dianak\Documents\1026 2 z w ALUM. RAINLING W/ SIDE MOUNT PLATE & NEOPRENE GASKET -SEE PLAN FOR LOCATION 1-1/2" SQAURE BOTTOM RAIL 2X BLOCKING FIBER CEMENT SIDING W/ 3/8" P.T. WOOD FURRING -COLOR: TBD ROOF SYSTEM AND INSULATION PER DESIGN. SLOPED ROOF, CANT STRIPS, AND/OR CRICKETS PER PLANS DOOR DOOR FRAME BEYOND 7 24 GA. G-90 GALV. PREFINISHED METAL FLASHY COVER EXPOSED GYPSUM SIDING FACE OF EXTERIOR SHEATHING (BEYOND) SET THRESHOLD IN TOE BEAD OF NON -SKINNING BUTYL SEALANT PEDESTAL PAVERS WHERE OCCURS 24 GA. C-90 GALV. PREFINISHED METAL DOOR PAN W/END DAMS. SET IN TWO INTERLACING BEADS OF NON -SKINNING BUTYL SEALANT. PROVIDE' SLOPE FOR DRAINAGE. ROOFING MEMBRANE 1-1/2" SQUARE TOP RAIL -COLOR: FIR TONE 3/4" HORIZONTAL RAIL & VERTICAL PICKETS(@ 4" O.C.-TYP.) -COLOR: ANODIZED BRONZE 4' \\ SLOPE: 1/2" PER 1'J, co w 17 A505 ' SIM. Wkom—w TY I _01 22 GA. METAL COPING W/ DOUBLE LAYER SLOPE: 1/4"(MIN.) -COLOR: ANODIZED BRONZE WRAP S.A.M. OVER TOP OF PARAPET FRAME W.R.B. EXTERIOR FINISH PER ELEVATIONS WOOD FRAMING VARIES PER LOCATION - SEE STRUCTURAL WALL TYPE 7A DTL_EXT-ROOF DECK PARAPET CAP © ROOF 15 TERRACE 1 1/2" = 1'-0" \ 2 LAYERS 5/8" TYPE X GWB W/ END BEAD \\I i \\ \\ \\ \"I INSULATED HATCH COVER HINGE LIFT MECHANISM 1" RIGID FIB ERBOARD INSULATION ALL AROUND OUTSIDE OF CURB COUNTERFLASHING BY HATCH MANUF. ROOF BASE FLASHING CANT MOUNTING FLANGE GIRDER TRUSS ROOFING ROOF SHEATHING \ A 12 DTL EXT-ROOF HATCH CURB Ii 3" = 1'-0" 5'-9" VERIFY PER FLOOR PLAN 4" TYP. a 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 30" X 54" ROOF HATCH (11. S.F MIN) CRICKET AND FLASHING ON HIGH SIDE WHERE ROOF IS 2 LAYERS TYPE 'X' GWB TO UNDERSIDE OF ROOF SHT'G GIRDER TRUSS -PROVIDE INLET STUDS FOR GWB ACCESS LADDER & REQ'D BLOCKING BY GE\. CONTR DTL EXT-ROOF HATCH T- 1'-6" • 1'-6" EQ EQ PLAN VIEW r 0 zt i0 N ♦ 0 — — — —---— — —— -- — SECTION VIEW ELEVATION VIEW DTL EXT-ROOF-RAILING AT TERRACE 3/4" = 1'-0" 1" = 1'-0" NOTE: ROOFING MEMBRANE 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 (7h DTL EXT-ROOF-SADDLE FLASHING 3" = 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) G TO RIGID INSULATION, CENTER SLOPE(1/2"(MIN.) PER FOOT) TO DRAIN FRAMING PER STRUCTURAL DTL_EXT-ROOF-DOOR THRESHOLD AT 18 TERRACE 10 DTL EXT-TERRACE PAVERS PROTECTION BOARD & WATER- PROOF MEMBRANE BATT INSULATION ---3' 1'-011--------------------------------------------------------1---11/2"=1'-0" —---------------------------j I I WEATHER RESISTIVE BARRIER '\ it S.A.M. II SIDING OVER P.T. FURRING 24 GA. G-90 GALV., 2 PIECE PRE -FINISHED METAL FLASHING FASTENERS AT 8" D.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 �i. L_ RID r) Ih SIII AT ILeN AIR BARRIER 17 DTL EXT-ROOF-TERRACE BASE WALL 3" = 1'-0" OVERFLOW DRAIN DISCHARGE FROM MAIN ROOF PEDESTAL PAVERS 13 \ DTL EXT-TERRACE/SUNROOM'FLOOR FRAMING VARIES PER LOCATION -SEE STRUCTURAL 1 1/2" = 1'-0" OVERFLOW DRAIN DISCHARGE FROM MAIN ROOF ROOFING SYSTEM TAPERED RIGID INSULATION -SLOPE: 1/2"(MIN.) PER 1' BATT INUSULATION DTL EXT-ROOF AT UPPER TRELLIS FRAMING VARIES PER LOCATION -SEE STRUCTURAL METAL FLASHING NON -CONTINUOUS STEEL PLATE -SEE STRUCTURAL 1" = 1'-0" 24 GA. G-90 GALV. PRE - FINISHED MTL. COPING (COLOR PER ELEV.) HIGH TEMP RATED SELF ADHESIVE MEMBRANE (S.A.M.) N M FIBER CEMENT SIDING W/ P.T. FURRING CANT BUILT UP ROOFING OVER APPROVED SURFACE -SLOPE 1/2" PER 1 FOOT AIR IMPERMABLE RIGID INSULATION FOR CONDENSATION CONTROL -INSTALL ON TOP OF AIR BARRIER N WRAP AIR BARRIER OVER TOP OF PARAPET FOR CONTINUOUS AIR SEAL P.T. BLOCKING SIM. SIDING PER ELEVATION SHEATHING -SEE SHEAR WALL SCHEDULE U) w cc PARAPET WALL IS AN > INTEGRAL PART OF TRUSS WRB (AIR BARRIER) PARAPET- INTEGRAL PART limmikimmOF TRUSS AIR BARRIER Mt "VW L l`i► 1 I Mira !V41 dr. - 47' V),(0 DTL EXT-ROOF-PARAPET 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 STRU •4 �('j�Ci •4' (OA' '° OO iP@ zSb ti G\ O`�G .41 FULLY SOLDERED ALL JOINTS SLOPE: 1/2'/1' TO DRAIN RIGID INSULATION I I 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 4� DTL EXT-ROOF SCUPPER 3" = 1'-0" FILLET SEALANT BEAD NON -SKINNING BUTYL SEALANT S.A.M. FLASHING CONTINUOUS AIR BARRIER NOTE: PRIME BOTH SIDES OF FLASHING PRIOR TO INSTALLATION OF ROOFING STRIPPING PLY xu 1/2" 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 4" MIN. FLANGE 4" MIN. r ` DTL EXT-ROOF VENT PIPE COLLAR FLASHING ROOF SYSTEM L z ALUMINUM VENT HOOD SST FLASHING RECEIVER AND REMOVABLE COUNTER FLASHING ROOF MEMBRANE CANT STRIP DENSDECK OR ROOFING SYSTEM PER DESIGN ROOF SYSTEM • DTL EXT-ROOF VENTHOOD FLA 3" = 1'-0" VERIFY DECK OPENING DIM AND ADJUSTABLE COLLAR DEPTHS WITH PLUMBING DRAIN SUBMITTALS ROOF DRAIN RE: PLUMBING DRAWNGS SLOPE \\ BUILT UP ROOFING SYSTEM ON CRICKET AND SUMP OF STRUCTURAL SHEATHING ROOF DECKING ;ii IIII, ® I FRAMED OPENING "MI OOF RAIN LEADER PIPES RE: PLUMBING DRAWINGS 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 LLI DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI ci C 0 0. CI PERMIT COMMENTS/MEP COORD/BID SET Date an 641 ca co (.9 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: o co co co w ILL, co a. 0 0 Lu 0 11.1 0 Zu 111 a. ti OVERFLOW DRAIN RE: PLUMBING DRAWINGS COORDINATE TRUSS LOCATIONS TO AVOID DRAINS DTL EXT-ROOF DRAIN AND OVERFLOW STRAINER SLOPE CLAMP RING UPI OF '1U KAN PERIVillT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker EXTERIOR ROOF DETAILS SPRAY FOAM (AIR BARRIER) INSULATE RAIN LEADERS PERMIT SET 17'-2" a 6/22/2016 7:17:3 FACE OF STUD BELOW \ ji 19 A511 L6X4 STEEL ANGLE ALL INTERMEDIATE SUPPORTS ALL PARALLEL TO RETURN CHANNEL BOLTED CONNECTIONS AS REQUIRED PER STRUCTURAL MT6X5 STEEL SUPPORT OVER ANGLE 6X3 STEEL ANGLE kwila Village Bldg_D_2016 dianak@johnsonbraund.com.rvt C:\Users\dianak\Documents\1026-T FILE NAME: yia • 20 ANGLED TRELLIS - SMALL 1/4" = 1'-0" INTERMEDIATE SUPPORT WELDED TO STEEL PLATE -PLATE BOLTED TO BUILDING -TYP. 19� ANGLED TRELLIS - LARGE 1/4" = 1'-0" TIE ROD & SUPPORT 18'-4" EQ� :o SEE NOTES FROM 19/A510 FOR FRAMING SIZES AND CONNECTIONS BOLTED CONNECTION AS REQUIRED PER STRUCTURAL Ea Ea STEEL ANGLES INTERMEDIATE STEEL SUPPORTS C10X15.3 STEEL CHANNEL 20' -4112' 5B A312 EQ EQ EQ 18 \ CANOPY - CLOSED - 0 SUN ROOM FACE OF STUD BELOW BOLTED CONNECTION AS REQUIRED PER STRUCTURAL TIE ROD & SUPPORT KNIFE PLATE CONNECTION TO 4" STEEL POST INTERMEDIATE SUPPORTS 1/4" = 1'-0" 17 3D VIEW - NW UPPER TRELLIS 2 3D VIEW - TREE COLyMN & TRELLIS A511 SIM. NORTH TRELLIS(30'-7"), SOUTH TRELLIS(29'-3") FIELD VERIFY 4'-8" C7 w Ci w c'J w Ci w FIELD VERIFY 11� EQ A511 / EQ BOLTED CONNECTION AS REQUIRED PER STRUCTURAL CENTER SUPPORTS WITH BEAMS 7— BOLTED CONNECTION AS REQUIRED PER STRUCTURAL 14 TRELLIS CCd EAST END - TH LEVEL 1/4" = 1'-0" ALIGN SIM. SUPPORT WELDED TO PLATE -PLATE BOLTED TO BUILDING BOLTED CONNECTION AS REQUIRED PER STRUCTURAL INTERMEDIATE SUPPORTS 11 A511 EQ EQ EQ BOLTED CONNECTION AS REQUIRED PER STRUCTURAL (FIELD VERIFY) 19' - 5" (FIELD VERIFY) 13 TRELLIS 0 SW CORNER - 6TH LEVEL 1/4" = 1'-0" STRUCTURAL CONNECTION POINTS ROOFING OVER 1/2" COVER BOARD ON 1-1/2" CORRUGATED METAL DECK - WOOD SOFFIT UNDERNEATH A310 ROOFING OVER 1/2" COVER BOARD ON 1-1/2" CORRUGATED METAL DECK - WOOD SOFFIT UNDERNEATH 11 TRELLIS a(? NW CORNER 1/4" = 1'-0" STEEL INTERMEDIATE SUPPORTS-TYP. C10X15.3 STEEL CHANNEL ALONG PERIMETER (2) C10X15.3 STEEL CHANNELS KNIFE PLATE CONNECTION 4" STEEL POST SIM. ALIGN - 0" 0 INTERMEDIATE SUPPORT FLASHING OVER GAP KNIFE PLATE CONNECTION ROOFING OVER 1/2" COVER BOARD ON 1-1/2" CORRUGATED METAL DECK - WOOD SOFFIT UNDERNEATH FLEXIBLE LINEAR LED ROPE LIGHT ALONG FRONT PERIMETER BEHIND CHANNEL /3" 5' - 0" STEEL POST 4" STEEL POST ,I 24' - 0" TYP. (FIELD VERIFY) 25' AT CANOPY AT EAST END TIE ROD & INTERMEDIATE SUPPORT STEEL KNIFE PLATE CONNECTIONS - SEE STRUC. 1' - 0" TIE ROD & INTERMEDIATE SUPPORT 10 CANOPY - CLOSED - TYPE 3 1/4" = 1'-0" 4" STEEL TUBE c_ FIELD VERIFY r y ` CANOPY - CLOSED - TYPE 4 1/4" = 1'-0" INTERMEDIATE SUPPORT 8A CANOPY 0 REAR Vg§TIBULE 1/4" = 1'-0" z 0 J SIM. l 4" STEEL POST SIM. VERIFY PER ALIGNMENT SIM. C6X8.2 INTERMEDIATE SUPPORTS - TYP. -NO TIE RODS 9" STEEL PIPE - TYP. 'TREE' COLUMN SLOTTED KNIFE PLATE CONNECTION ROOFING OVER 1/2" COVER BOARD ON 1-1/2" CORRUGATED METAL DECK - WOOD SOFFIT UNDERNEATH CANOPY 0 NW ENTRANCE 1/4" = 1'-0" 4'-0" / 3" 0 0 /5 A511 VARIES - CANOPY A=24'-0", CANOPY B = 22'-9") - SEE PLAN SEE 1/A102 1'-0"- / / / i 0 r fa 1 1 FLEXIBLE EQ EQ CANOPY - CLOSED - TYPE 1 NORTH CANOPIES(6'-0") SOUTH CANOPY(4'-0") 1/4" = 1'-0" - 0„ SIM. 1- 5 \A511 4" STEEL POST 1' - 0' LINEAR LED ROPE LIGHT ALONG FRONT PERIMETER BEHING CHANNEL TIE RODS & SUPPORTS SUPPORTS -NO TIE RODS STEEL KNIFE PLATE CONNECTIONS - SEE STRUCT. 4" STEEL POSTS 83 CANOPY 0SOUTH EXIT 1/4" = 1'-0" 3 1.. 12' - 3" FIELD VERIFY CANOPY - CLOSED 0 EAST END 1/4" = 1'-0" 4" STEEL POST FLASHING OVER GAP OVER ENTRY DOORS RECESSED LED LIGHT FIXTURE 4" STEEL POST KNIFE PLATE CONNECTIO NS 0 0 FIELD VERIFY } 19'-10"I FILED VERIFY CANOPY - CLOSED - TYPE 2 1/4" = 1'-0" 16'-5" TIE ROD & SUPPORT KNIFE PLATE CONNECTION TIE ROD & INTERMEDIATE SUPPORT 1'-0" O 6'-0" / FIELD VERIFY EQ EQ 1- f NOTE: STEEL POSTS IN WALLS ARE NOT IN ALIGNMENT WITH STEEL POSTS IN STOREFRONT -TYP. THIS SHEET TIE ROD & SUPPORT INTERMEDIATE SUPPORT -NO TIE ROD STEEL KNIFE PLATE CONNECTION - SEE STURCT. J \ CANOPY Cad NE ENTRANCE 1/4" = 1'-0" INTERMEDIATE SUPPORT 5 A511 TYPICAL NOTES FOR THIS SHEET 3/4" TIE ROD - TYP. THIS SHEET 4" STEEL POSTS - TYP. THIS SHEET - SEE STRUCTURAL FIELD VERIFY ALL DIMENSIONS SIM. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 08 2016 City of Tukwila BUILDING DIVISION 4'-0" / KNIFE PLATE TIE ROD & INTERMEDIATE SUPPORT TIE ROD & INTERMEDIATE SUPPORT INTERMEDIATE SUPPORT -NO TIE ROD FIELD VERIFY TIE ROD & SUPPORT - TYP. FIELD VERIFY CANOPY - CLOSED - SW CORNER 8.3 111-- c)"(a TIE ROD & INTERMEDIATE SUPPORT CENTER SUPPORTS ON COLUMN 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 Ili DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI Decsription VE / REVISION SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: co co cb .71 11 eL 01- 0 0 cs Z 0 IL 0 CL CI lo FIECENFO CITY OF I'LiKaiLA PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker CANOPIES & TRELLISES A510 PERMIT SET 6/22/2016 7:17:40 PM D_2016_dianak@johnsonbraund.com.ry 9" DIAM. STEEL PIPES N o 18" CONCRETE COLUMN WITH PAINTED PLATE STEEL MEZZ. LEVEL 312.50 I 1._-- i L :-T45d ANGLE FROM - -TREE COLUMN r f 1. is L .r. CONCRETE BASE; PATCHED & SEALED REFER TO STRUCTURAL SHEET S20 FOR BASE REQUIREMENTS 303.50 LEVEL 1 302.00 EXTERIOR NORTH ELEVATION AT TREE 20A COLUMN 1/4" = 1'-0" I LT 9' DIAM. STEEL PIPE i CANOPY Zoe EXTERIOR WEST ELEVATION - TREE COLUMN 1/4" = 1'-0" 1 1/4. (2) SIDED CONCRETE BASE FLARE OFFSET 12 DTL EXT-TREE COLUMN 1" = 1'-0" OUTLINE OF COLUMN REINFORCING, SEE STRUCTURAL S14.1 1/4" STEEL PLATE REINFORCED CONCRETE COLUMN 9" DIAM. STEEL PIPE-TYP. REFER TO STRUCTURAL SHEET S20 FOR COLUMN & BASE REQUIREMENTS CONCRETE BASE 1/8" BRAKE METAL ENCLOSURE PIECE -FIR TONE \ \ ♦ a LU 1/2" LU 1" RIGID INSULATION HIGH -TEMP S.A.M. 1 /2' DTL EXT-STOREFRONT COLUMN 4" STEEL TUBE BACKER ROD & SEALANT STOREFRONT MULLION -ANODIZED BRONZE FACE OF CHANNEL NON -CONTINUOUS BLOCKING BACKER ROD & SEALANT 1/8" 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 3" = 1'-0" METAL FLASHING C10X15.3 STEEL CHANNEL -PAINTED. COLOR: ANODIZED BRONZE BOLTED CONNECTION -SEE STRUCTURAL BOLTED PLATE CONNECTION -SEE STRUCTURAL 19 DTL EXT-UPPER TRELLIS -SECTION 2 1" = 1'-0" METAL FLASHING BOLTED PLATE CONNECTION -SEE STRUCTURAL W6X15 STEEL INTERMEDIATE SUPPORTS - TYP. C10X15.3 STEEL CHANNEL -PAINTED. COLOR: ANODIZED BRONZE L2X2 ANGLES - PAINTED. COLOR: COPPER 11 DTL EXT-UPPER TRELLIS - SECTION 1" = 1'-0" ROOFING OVER FLASHING KNIFE PLATE CONNECTION FROM ANGLE STEEL PIPE TO STEEL CHANNEL C10X15.3 STEEL CHANNEL LINEAR LED ROPE LIGHT 6" 6" DIAM. STEEL PIPE SUPPORT N N ROOFING OVER 1/2" COVER BOARD ON 1 1/2" METAL DECK -SLOPED AT 1/4"(MIN.) PER FOOT L2X2 ANGLE C8X8.2 STEEL INTERMEDIATE SUPPORTS TREE COLUMN BEYOND \ RECESSED IGHT FIXTURE AT LOWER TRELLIS EN RY LOCATION ONLY EXTERIOR WOOD SOFFIT ASSEMBLY: 1X6 FIRE RETARDANT TONGUE & GROOVE CLEAR CEDAR WOOD SOFFIT SECURED TO PRESSURE TREATED 1X4 WOOD FURRING @ 16" O.C. -SECURED TO 2-1/2" METAL STUDS @16" O.C. P.T. BLOCKING FLASHING OVER ROOFING `SIDING BEYOND SIM. 10 DTL EXT-TRELLIS-NW ENTRANCE 7 ai1" = 1,-0" 32------------------------------- ------ -----------------------------------1 m (U O ca H m N cu L U FILE NAME: FLASHING OVER ROOFING P.T. BLOCKING 4X3X1/4 STEEL ANGLE -PAINTED. COLOR: BURNT BLACK C10X15.3 STEEL CHANNEL ROOFING ON 1/2" COVER BOARD ON SLOPED METAL DECK 2" X 2" X 1/8" STEEL ANGLES C8X11.5 STEEL INTERMEDIATE SU ROOFING OVER FLASHING PPORTS Adig EXTERIOR WOOD SOFFIT ASSEMBLY: 1X6 STAINED TONGUE & GROOVE CLEAR CEDAR WOOD SOFFIT -SECURED TO PRESSURE TREATED 1X4 WOOD FURRING @ 16" O.C. - SECURED TO METAL STUDS (2-1/2" & 1-1/2") @ 16" O.C. TOP PLATE 367.68 4 1/2' LO 9 4 DTL EXT-TRELLIS-NW (UPPER) 1" = L4X4 ANGLE WELDED TO CHANNEL & ;-BOLTED TO BLOCKING `,-SEEA, STRUCTURAL �, \ i.X, r. \ 1\ /\. /j ;� 1 �\ /\ \ / I - ./ ( ,i Y J. TIE ROD CONNECTION TO STEEL POST - SEE STRUCTURAL L2X2 ANGLE - TYP. -PAINTED. COLOR: DARK BRONZE C10X15.3 STEEL CHANNEL -SEE STRUCTURAL -PAINTED. COLOR: COPPER HSS4X2X1/4 STEEL INTERMEDIATE SUPPORTS - PAINTED. COLOR: ANODIZED BRONZE L2X2XANGLE DTL_EXT-CANOPY - CLOSED - SECTION @ SUN ROOM 1" = 1'-0" VERTICAL SUPPORT ROUNDED PLATE FOR TIE ROD CONNECTION -SEE STRUCTURAL 3/4" DIAM. ROD W/ CLEVIS @ EA. END 1-1/2" CORRUGATED MTL DECKING SLOPED 1/4" PER FT HSS4X2X1/4 STEEL INTERMEDIATE SUPPORTS C10X15.3 STEEL CHANNEL HSS3X2 CONNECTION PER STRUCTURAL EMBED PLATE CONNECTION -SEE STRUCTURAL //% KNIFE PLATE CONNECTION -SEE STRUCTURAL L2X2XANGLE ALUMINUM STOREFRONT SYSTEM -TYP. i ey DTL EXT-CANOPY - CLOSED - SECTION 2 -r KNIFE PLATE & BOLTED CONNECTION TO STEEL POSTS AT ENDS OF CANOPY. SEE PLAN ON A510 & ENLARGED PLAN ON A404 -SEE STRUCTURAL HEADER AT STOREFRONT PER STRUCTURAL S 1" = 1'-0" STOREFRONT WINDOW SYSTEM BREAK METAL COVER - FINISH TO MATCH STOREFRONT FRAME 3" RIGID INSULATED HEADER R-15 C12X20.7 STEEL CHANNEL 8\ A511y STOREFRONT WINDOW SYSTEM S.A.M. BACKER ROD & SEALANT 11> METAL FLASHING W/ DRIP EDGE J O H N S O N B R A U N D INC. -2-PIECE FLASHING ONLY AT ENTRY CANOPIES 20LA1510e. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA KNIFE PLATE CONNECTION -SEE STRUCTURAL N _ _ — I - METAL 1 FLASHING LD • I ■ N 1 1/2" CORRUGATED MTL DECKING SLOPED 1/4" PER FT L2X2 ANGLE C10X15.3 STEEL CHANNEL r / BRICK BEYOND BACKER ROD & SEALANT SHIM BRAKE METAL COVER AT COLUMN SUPP1 DTL EXT-CANOPY-STOREFRONT CONNECTION 1 1/2" = 1'-0" a S = 1'-0" VERTICAL SUPPORT ROUNDED PLATE FOR TIE ROD CONNECTION -SEE STRUCTURAL 3/4" DIAM. ROD W/ CLEVIS @ EA. END ALUMINUM STOREFRONT SYSTEM - TYP. BRICK WALL BEYOND AL STOR SYSTE NUM RONT TYP. 1 1/2" CORRUGATED MTL DECKING SLOPED 1/4" PER FT HSS3X2 CONNECTION PER STRUCTURAL C10X15.3 STEEL CHANNEL CONNECTION TO VERTICAL SUPPORT ROUNDED PLATE FOR TIE ROD CONNEC -SEE STRUCTURAL 3380 REGISTERED ARCHITECT ATE OF WASHINGTON REVIEWED FOR CODE COMPLIANC APPROVED JUL 0_8_2016 City of Tuk BUILDING D BRICK WALL BEYOND HSS4X2X1/4 STEEL INTERMEDIATE SUPPORTS L2X2 ANGLE - TYP. -PAINTED. COLOR: DARK BRONZE C10X15.3 STEEL CHANNEL -SEE STRUCTURAL -PAINTED. COLOR: CHAMPAGNE - TYP. 0 CO a. 0 0 (73 uI STAMP NICE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA O 0 z 0 Lu Date co SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APP co CL CITY OF TU LA JUN 23 2016 PERMIT CEN PROJECT #: DRAWN BY: CHECKED BY: LLI a. te Lu 0 0 a a F. a. LLI 1026.04 Author Checker CANOPIES & TRELLISES PERMIT SET E 0 a T. 0 0 C Lai co NI 0 cc Users\dianak\Documents\1026-Tukwil w 2 z w 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 2" MOULDING ANGLE TO WALL STUDS 8" MAX. Screw w/ 300# capacity Screw for 300# capaci 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 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" 1 1/2" = 1'-0" STRUCTURAL FRAMING ABOVE SOLID BLOCKING 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 ++ EDGE OF WALL SPREADER BAR WITHIN 8" OF WALL 3/4" MIN. AT --- UNATTACHED WALLS WALL MOULDING CLOSURE ANGLE 2" MIN. 8" MAX. ACT 2" ANGLE AT ATTACHED EDGE PLUMB WITHIN 1 IN 6 PERIMETER SUPPORT WIRE BEAM OR CROSS TEE ACT 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) 6� RECESSED LIGHT BRACE IN SUSP ACT SUSPENDED ACOUSTIC CL'G TILE AND GRID (ACT) PER PLAN SUSPENDED GYP. CEILING SOFFIT -SEE DETAIL 3 CEILING ELEVATION TRANSITION 1 1/2" = 1'-0" 1/2" = 1'-0" l9 TYPICAL FRAMING MEMBERS 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 DROPPED GYPSUM BOARD CEILING 1 1/2" = 1'-0" w > 14" 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 I I METAL STUD FRAMED SOFFIT - BELOW 1-HOUR FLR/CEILING ASSEMBLY(ONLY AS INDICATED ON UNIT PLANS) 0 M 12" 00 3" —1—'— 24" BOX 1 CABINET SYSTEM PROFILE PROVIDE BLOCKING AT ALL CABINET MODULES 36" WIDE OR LESS. 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 1 1/2" = 1'-0" 1/2" = 1'-0" REVIE D FOR CODE COMPLIANCE. OM LIA CE APPROVED AUL0B2016 City of Tukwila BUILDING DIVISION, 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. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON STAMP w 0 DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET Z 0 PERMIT COMMENTS CONTRACT SET SET ISSUAI W Q 0 N 0 g N 8 a: o .- 0. 8 0 8 d Z ,- N co V in co Decsription Date d Et z J 5 1 rW SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: w 3 CC o_ 0 0 zd z 0 w 0 0 0 0 Z IwI-- oZ z0 zw 0 } g~ J 5z Ft RC 'ENE CITY OF ICU MilliLA JUN 23 2016 PERT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 Author Checker INTERIOR DETAILS PERMIT SET SHEET INFORMATION N N E 0 0 a Co 0 • 0 CO a :5I m 0 NI d)) m a) 0) tip Cr) N 0 i C:\Users\dianak\Documen 2 z w U) I- z Co m Og FINISH FLOOR 3/4" PLYWOOD FINISHED TO MATCH CABINET AND EDGE BANDED. REMOVABLE CABINET (4) 3/8" X 3 1/2" LAG SCREWS z U) 2 C.r M z 2 ti M L / - - 3 1/4" i N C co Co 15 ACCESSIBLE COUNTER BRACE - SECTION 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 ri-t-i)ACCESSIBLE COUNTER BRACE - PLAN 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 CABI NET REMOVABLE CABINET OR TYPE II COUNTER BRACE TYPE 1 COUNTER BRACE 7 z 2 N KNEESPACE 2X4 - FULL HT.TYP. CENTERLINE OF SOLID BLKG. (71.3 KNEESPACE AT COUNTER 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 17" MAX. z m 3/4" x 3" SUPPORT CLEAT 2 REMOVABLE CABINET TYPE I COUNTER BRACE M * DIMENSION IS 46" MAX. A.F.F. AND LOCATED 36" MIN. FROM INSIDE CORNERS IN KITCHENS (SIDE REACH OVER COUNTERTOP), TYPICAL SEE DETAILS 13-15 THIS SHEET FOR REMOVED CABINET CONDITION 1 RECEPTACLE MOUNTING HEIGHTS (12 REMOVABLE CABINET MAX. SINK RIM EXTENT OF NON - ABSORBING MATERIAL SHOWER CONTROLS AND HANDSHOWER LOCATION RECTANGULAR SEATS 27" MAX. /16" MIN. NOTES: 1. "REMOVABLE" VANITY OR LAVATORY WITH KNEESPACE CAN ENCROACH THE REQUIRED CLEAR FLOOR SPACE AT SHOWER cc m \ SHOWER CONTROL AND HANDSHOWER LOCATION 15" MAX. SHOWER HD.,,& co z Co Mco 30"x60"CLR. FLOOR SPACE 2. AT TYPE A UNITS: A HAND SHOWER WTH 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. N N 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. l l DTL ACCESSIBLE ROLL -IN -SHOWER 1/4" = 1'-0" TOP OF GRAB BAR z z BAR 2 ti W 6 \ i c7 m (M \ \ EXTENT OF NON - ABSORBENT MATERIAL TOP OF 12„ GRAB 24" 24" NOTES 1. TOILET CAN ENCROACH THE REQUIRED CLEAR FLiOOR-r SPACE @ TUB IN TYPE B UNITS. 2. AT TYPE A UNITS: A HAND SHOWER WITH A HOSE 159" 4" MAX. MIN. LENGTH THAT CAN BE USED BOTH AS A FIXED SHOWER HEAD AND AS A HAND SHOWER SHALL EE PROVIDED. THE HAND SHOWER SHALL HAVE A I CONTROL WITH A NONPOSITIVE SHUT-OFF FEATURE. *CLEAR AN ADJUSTABLE HEIGHT SHOWER HEAD MOUNTED ON FLOOR A VERTICAL BAR SHALL BE INSTALLED SO AS NOTILTO L SPACE OBSTRUCT THE USE OF GRAB BARS. 3. CONTROL AREA RESTRICTION FOR TYPE A UNITS ONLY. ACCESSIBLE BATHTUB `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 OTHER 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 L FLOORING EXTENDS UNDER. (TYPE A UNITS, TYPICAL. TYPE B UNITS ONLY AS NOTED) 8" MIN. 6. SEE ALSO ACCESSIBILITY NOTES ON SHEET A002. TOP OF SINK RIM ti N z 2 11" MIN. (7) ACCESSIBLE COUNTER & SINK 30"X48" CLR. FLR. SPACE KNEE & TOE SPACE CLEARANCE DIMENSTIONS Z 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. TOP OF GRAB BAR 2 M TOP OF SEAT co M VANITY CAN OVERLAP REQ'D CLR. FLR. SP DWELLING UNITS ONLY. KNEESPACE (OR REMOVABLE CAB) REQ'D @ TYPE A UNITS 7/A521. TYPE A UNITS W/OVERLAP REQUIR 60"X66" CLR. FLR. SPACE. F SH 0 TIRO_ HA L : "U El Fe 0 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 39"-41" 'r 42" 12" IIIIIIIIIIIIIIIIIIIG` _% 1fdA I 1111, VERTICAL GRAB BAR NOT REQ'D AT DWELLING UNITS NOTE 4 TOP OF G.B. *15"-17" IN DWELLING UNITS NOTES: 1. 2. M ih M C@ S EEI USE i 36" MIN. MEM N. MIN. NOTE 3 NOTE 2 NOTE 1 r` N NOTE 3 J 0 18" @ TYPE A UNIT 15" @ TYPE B UNIT E• E" SI E T' E A R OSET z AREA. (TYPE A UNIT) 3. REAR GRAB BAR CAN BE 24" IN DWELLING UNIT% WHERE WALL SPACE DOES NOT ALLOW FOR 3671' 4. IN TYPE B UNITS, WHERE FIXTURES ARE LOCATES ON EACH SIDE, A SWING -UP GRAB BAR IS PERMITTED ON THE 18" SIDE. T • p I 1. SEE SHEETS A427 AND A428 FOR TYPE 'A' ACCESSIBLE UNITS. 2. ALL OTHER UNITS SHALL COMPLY WITH TYPE 'B' ACCESSIBLE REQUIREMENTS. SEE UNIT PLANS ON SHEETS A420 TO A426. 3• 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 n ACCESSIBLE POCKET DOOR 2X4 WALLS AT RECESS TYPICAL DROPPED SOFIIT @ 7'-6"AFF nr UNIT ENTRY DOOR PLAN tea 42"11 NOTE 1 II MIN. 60"X56" CLR. FLR. SPACE 16" MIN. -1 MAX (48"X56" TYPE B UNIT) 60" ACCESSIBLE WATER CLOSET 60"X66" CLR. FLR. SPACE @ TYPE A UNITS W/VANITY OVERLAP EXTERIOR DOOR FRAME & DOOR AS SCHEDULED LOW PROFILE MTL. THRESHOLD & COMP. WEATHER STRIP W. SEALANT F.F. r +/- 2 1/4"-- 18" MIN. CLR. @ LATCH PULL SIDE TYPE A & B UNITS 12" MN. CLR. @ LATCH PUSH SIDE TYPE A & B UNITS REVIEWED FOR CODE COMPLIANCE. CE APPROVED .W11.. p 8 2016 City Ot TuloiIIa BUILDING pIV►SION INTERIOR 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 (1) ACCESSIBLE DOOR THRESHOLD 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. ALLWIN) ATE OF WASHINGTON STAMP SET ISSUANCE _I DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET U) z 0 PERMIT COMMENTS CONTRACT SET W Q o pa pNp O OF pin (V �Mj a. in N N O (0 N O O (0 N top 8 (el (V O 8 d Z .- N m a in CO Decsription (PERMIT COMMENTS/MEP COORD/BID SET Date in 0 Z co I I- SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 -J J U) w 0 O Q z w 2 d O J w w w I-- 0 0 M w f_ U) O z J 5 m ui U) w z w a N U W a U- a U) = x 0 } Z 0 W U) 0 W 0 z zo W s� m (5_ J z m U)Z = °o Wce a w a¢ QzF 10 0 I -a � V . .>> CITYRECEIVED I °v�`I'U WILA JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1,026.04 GLEE DWK DETAILS - ACCESSIBILITY PERMIT SET 6/22/2016 7:17:56 P Village Bldg_D_2016_dianak@johnsonbraund.com.ry C:\Users\dianak\Documents\1026- DOOR SCHEDULE KEYNOTES 1. DEADBOLT W/ 1" MIN. THROW. STRIKE PLATE SECURED WITH 2 1/2" MIN. SCREWS. OPENABLE FROM INSIDE WITHOUT KEY 10. DOOR TO HAVE NO LOCK OR LATCH OR TOOL. MOUNTING HEIGHT NOT TO EXCEED 48" AFF. 2. OUTSVVING 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) . 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 (FROM INSIDE STAIR TO CORRIDOR AT STAIRWELLS) 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. 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 ACCESSIBLE DOOR OPENING DEVICE 21. BASIS OF DESIGN: SEE STOREFRONT SCHEDULE A602 4 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. -PERFORATED METAL W/ OPENINGS FOR GARAGE EXHAUST INTAKE AIR. CONFIRM % OPENINGS WITH MECHANICAL. -MUST PROVIDE 8'-2" MIN. VERTICAL CLEARANCE FOR VAN ACCESIBLE STALL. GENERAL DOOR NOTES (APPLIES TO ALL DOORS) 1. 2. 3. 4. 5. 6. 7. 8. 9. HARDWARE SCHEDULE TO BE SUBMITTED TO THE LOCAL JURISDICTION FOR APPROVAL. 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. NO THUMB LATCHES OR KEYED CYLINDER DEAD BOLTS ALLOWED ON ANY DOORS UNLESS OPERATED BY A SINGLE ACTION WITH A LEVER. ALL THRESHOLDS TO SPACES REQUIRED TO BE ACCESSIBLE TO BE MAXIMUM 1/2" IN HEIGHT - SEE DETAIL 1/A521 FORCE REQUIRED TO OPERATE DOORS: INTERIOR - 5.0 POUNDS MAX. FIRE DOOR -15.0 POUNDS MAX. (IBC 1008.1.3) SEE PLANS FOR DIRECTION OF DOOR SWING. DOORS TO HAVE 1/2" UNDERCUT @ CARPETED AREAS. PROVIDE REDUCER STRIP © DOORS @ FLOORING TRANSITIONS. 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 23' - 0" FIELD VERIFY 7\ / 22'-0" 2" - 1` / A \ \ \ \ \ / / \ \ ( ( \ \ \ \ \ \ \ \ \ V / PUBLIC DOOR SCHEDULE SEE SHEET A420 FOR UNIT DOOR SCHEDULE SYM. DESCRIPTION DOOR NFRC CPD # U-VALU ' NOTES SIZE THICK MATERIAL CORE FRAME RATING TYPE P100 P1 LEVEL GARAGE ENTRY VERIFY STEEL PICKETS NR L 22 P101 RESIDENTIAL LOBBY 3670 1 3/4" ALUM/GLASS STOREFRONT NR B P-KAVV-5466 0.34 2,3,5,8,12,17,19,20,21 P102 LEVEL P1 STAIR 1 - EXTERIOR EXIT 3070 1 3/4" INSUUMETAL SC HM CNTRSDA F 2, 3,12,17,19 P103 LEVEL P1 STAIR 1 3070 1 3/4" INSUUMETAL SC HM 11,13,17 90 MIN C P104 LEVEL P1 LOBBY 3070 1 3/4" INSUUMETAL SC HM NR F 8,12,17 P105 LEVEL P1 LOBBY 3070 1 3/4" METAL SC HM NR F 8, 12, 17 P106 LEVEL P1 STAIR 2 3070 1 3/4" METAL SC HM 90 MIN C 11,13,17 P107 ELECTRICAL ROOM 1 3/4" METAL SC HM NR C 3,7,17 P108 1 3/4" METAL SC HM NR D 3,7,17 ELECTRICAL ROOM P109 OFFICE / `� \` )3R77o 1 3/4" ALUM/GLASS STOREFRONT NR H 3,12 P110 BOILER/FIRE SPRINKLER 3070 1 3/4" METAL SC HM NR C 3, 17 P111 TRASH/RECYCLE ROOM (2)3070 1 3/4" METAL SC HM 01 D 3,11,15,17,18 P112 ELEV. MACHINE 3070 1 3/4" METAL SC HM 3 45 MIN. C 3, 11,17 P113 FIRE COMMAND CENTER 0 1 3/4" METAL SC HM 45 MIN. C 3, 11,17 P114 STORAGE 4 (2)3070 1 3/4" METAL SC HM R D 3, 17 P115 OFFICE STORAGE 7 1 3/4" WOOD SC WD NR G 10 101 OFFICE ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW 5466 0.34 2,3,5,8,12,17,19,20,21 102 OFFICE ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A P-KAW-5466 0.34 2,3,5,8,12,17,19,20,21 103 OFFICE ENTRY 3070 1 3/4" 4 ALUM/ LA S S� RO VT NR B P-KAV -5466 0.34 2,3,8,12,17,21 104 LEVEL 1 STAIR 1 3070 1 3/4" S 90 MIN C 8,11,13,17 T 105 LEVEL 1 STAIR 2 - EXTERIOR EXIT 3070 1 3/4" METAL SC HM �� C 8,11,13,17 106 LEVEL 1 STAIR 2 3070 1 3/4" INSUUMETAL SC HM 2,3,17 90 MIN C 107 OFFICE ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A 3,5,8,12,17,20 108 OFFICE ENTRY (2)3070 1 3/4" ALUM/GLASS STOREFRONT NR A 3,5,8,12,17,20 109 RESTROOM ENTRY 3070 1 3/8" WOOD SC WD NR C 16 110 RESTROOM ENTRY 3070 1 3/8" WOOD SC WD NR C 16 111 TRASH ROOM ENTRY 3070 1 3/4" METAL SC HM 45 MIN F 11,12,17 MO1 MEZZ. STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 M02 MEZZ. STAIR 1 3070 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 M03 MEZZ. STAIR 2 3070 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 M04 GAMEROOM RESTROOM 3070 1 3/8" WOOD SC WD NR C 17 M05 RESTROOM ENTRY 3070 1 3/8" WOOD SC VVD NR C 16 M06 RESTROOM ENTRY 3070 1 3/8" WOOD SC VVD NR C 16 M07 TRASH ROOM 3070 1 3/4" METAL SC HM 45 MIN F 11,12,17 201 LEVEL 2 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 202 LEVEL 2 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 203 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 204 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 205 STORAGE ROOM 3068 1 3/4" WOOD SC VVD 20 MIN Wm 3, 11, 17 208 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J 1 11,12,17,18 207 TRASH 3068 1 3/4" METAL SC HM 45 MIN 11,12,17 206 STORAGE ROOM 3068 1 3/4" WOOD SC VVD 20 MIN B 3,11,17 209 ELECTRICAL ROOM 3068 1 3/8" WOOD SC WD NR C 3, 17 210 STORAGE 3068 1 3/8" WOOD SC WD NR C 3 301 LEVEL 3 STAIR 1 3068 1 3/4" WOOD SC HM 90 MIN C 8,11,13,17 302 LEVEL 3 STAIR 1 3068 1 3/4" WOOD SC HM 90 MIN C 8,11,13,17 303 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 304 RESTROOM 3068 1 3/4" WOOD SC VVD 20 MIN C 3,11,17 305 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN ,-r-�S 1 A 3, 11, 17 308 LAUNDRY ROOM 3068 1 3/4" WOOD SC VVD 20 MIN � J 11,12,17,18 307 TRASH 3068 1 3/4" METAL SC HM 45 MIN �� 11,12,17 306 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 3,11,17 309 ELECTRICAL ROOM 3068 1 3/8" WOOD SC WD NR C 3, 17 310 STORAGE 3068 1 3/8" WOOD SC WD NR C 3 401 LEVEL 4 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 402 LEVEL 4 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 . 403 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 404 RESTROOM 3068 1 3/4" WOOD SCWD 20 MIN C 3,11,17 f 405 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN� 3, 11, 17 408 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN J'✓ 11,12,17,18 407 TRASH 3068 1 3/4" METAL SC HM 45 MIN 11,12,17 406 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 3,11,17 409 ELECTRICAL ROOM 3068 1 3/8" WOOD SC WD NR C 3, 17 ` 410 STORAGE 3068 1 3/8" WOOD SC WD NR C 3 501 LEVEL 5 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 502 LEVEL 5 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 503 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 504 RESTROOM 3068 1 3/4" WOOD SC VVD 20 MIN C 3,11,17 505 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MINA 3, 11, 17 508 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN 1 11,12,17,18 507 TRASH 3068 1 3/4" METAL SC HM 45 MIN 11,12,17 506 STORAGE ROOM 3068 1 3/4" WOOD SC VVD 20 MIN C 3,11,17 509 JANITOR ROOM 3068 1 3/8" WOOD SC WD NR C 3, 17 510 STORAGE 3068 1 3/8" WOOD SC VVD NR C 3 601 AMENITY ROOM BALCONY DOOR 3070 1 3/4" ALUM./GLASS STOREFRONT NR B P-KAW-5466 0.34 2,3,12,17,21 ` 602 SUN ROOF (2)3070 1 3/4" ALUM./GLASS STOREFRONT NR A P-KAW-5466 0.34 2,3,12,17,21 603 LEVEL 6 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 604 LEVEL 6 STAIR 1 3068 1 3/4" METAL SC HM 90 MIN C 8,11,13,17 605 AMENITY ROOM 3068 1 3/4" WOOD SC WD 20 MIN B 4,11,12,17 606 RESTROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 607 STORAGE ROOM 3068 1 3/4" WOOD SC VVD 20 MIN 3, 11, 17 610 LAUNDRY ROOM 3068 1 3/4" WOOD SC WD 20 MIN ,1 7j' \ 11,12,17,18 609 TRASH 3068 1 3/4" METAL SC HM 45 MIN 11,12,17 608 STORAGE ROOM 3068 1 3/4" WOOD SC WD 20 MIN C 3,11,17 611 ELECTRICAL ROOM 3068 1 3/8" WOOD SC VVD NR C 3, 17 612 STORAGE 3068 1 3/8" WOOD SC WD NR C 3 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 RZ G L. ALLWINE ATE OF WASHINGTON STAMP NICE z 0 a U m w 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUA v IC)) ID 0p COCD C w 0 cl N c'i N N N 0 N 0 c� ry 0 0 0 0 0 0 0 0 d Z .- N M V' In CO C PERMIT COMMENTS/MEP COORD/BID SET VE / REVISION PERMIT COMMENTS CONTRACT SET 0 a U) 0 CI Date _ U) CD CD CO o00� ,0 LL .-' N F) V' Z 1 w SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: U J J u) <cp M Uw O F- c dm zd wo aZ o W > WLLj g CIfn M w W o gZQ Jw > ¢ �. J_ J NDD d CITY A REc�T UKWII A JUN 23 2016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 0 w 00 a Lu w 0 zd Z 0 w 0 0 w 0 Z w z 0 9Z c0 m >- ww J 5z m wz = 0 I z 00 0' w® CD a • w a¢ CO ZI- ww II--a 1026.04 GLEE Checker DOOR SCHEDULE, ELEVATIONS, & DETAILS PERMIT SET 6/22/2016 7:18:00 PM E 0 -a C 0 C O U) C O Y CO C CO E51 CO 0 0) a) a) co C:\Users\dianak\Documents\1026- w z w J u- BUILDING WINDOW SCHEDULE SYM. DESCRIPTION SIZE U-VALUE SHGC VT CR NFRC CPD NUMBER NOTES • FIXED 3036 0.24 0.29 0.53 45 PWG-M-132-00642-00001 3 B FIXED 2040 0.24 0.29 0.53 45 PWG-M-132-00642-00001 3 FIXED 3040 0.24 0.29 0.53 45 PWG-M-132-00642-00001 3 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- VALUES. 2. NOTE ONE SIDE OF WINDOW MAY BE FIXED IF WITHIN 3'-0" OF EXHAUST OUTLET. C. MULL OPERABLE UPPER WINDOWS TO LOWERED FIXED WINDOWS, TYP. 3. BASIS OF DESIGN: FIXED, CASEMENT, & AWING - PLYGEM PRO SERIES 700 VINYL WINDOW, HP2+ (LOW E) D. PROVIDE SAFETY GLAZING (TEMPERED UNLESS NOTED OTHERWISE) @ WINDOWS IN THE FOLLOWING LOCATIONS: 4. BASIS OF DESIGN: SLIDING - PLYGEM PRO SERIES 200 VINYL WITHIN 24" OF ANY DOOR EDGE IN CLOSED POSITION, WITHIN 18" OF FLOOR. WINDOW HP2+ (LOW-E) 5. SAFETY GLAZING /� 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. 3'-0" (5) WINDOWS 2'-0" (13) WINDOWS 3'-0" (5) WINDOWS 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 STAMP NICE z F o ca w 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 S �u PERMIT COMMENTS CONTRACT SET SET ISSUA Qo^4Nsoo .o V' 0 In fV 0 la 0 0 CD N 0 (D N o (OpO o 0 Z . N M -f In Co C 0 a 0 a) CI PERMIT COMMENTS Date CD R Mgr H. — CDV SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: O co Q I— z w 0 J w 0 w CDCD J I— I— co .t 0 z 0 J 5 m w rn w z w Q K N N M co CC } n. W O ce o_ w r=- 0 zd z 0 w ce 0 0 w 0 Z z0 W m Lil d g� J Z Z H o] W Z F0 az wz O' W co Ct w ircn Qz� _0 F-a CITY OF T'KT ILA JUN232016 PERMIT CENTER PROJECT #: DRAWN BY: CHECKED BY: 1026.04 GLEE Checker BUILDING WINDOW SCHEDULE & ELEVATIONS PERMIT SET , E U C Co C 0 CD C o•_ Co C CO 101 CD NI rn 0 CO (1) l) cB CO I STOREFRONT SCHEDULE SYM. DESCRIPTION LOCATION SIZE FRAME U-VAL i 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 10'- 7" x 16'-6" ALUM. 0.34 0.24 P-KAW-5466 1,3 4,, STOREFRONT 17 OFFICE 22'-0" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 STOREFRONT 29b MEZZANINE 2'-0" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4 STOREFRONT 2 RES. LOBBY 6'-11" x 16'-6" ALUM. 0.34 0.24 P-KAW-5466 1 4; STOREFRONT 18 OFFICE 22'-0 x 4-0" ALUM. 0.34 0.24 P-KAW-5466 1 . 0 STOREFRONT 30 RES. LOBBY 5'-10 1/2" x 12'-8" ALUM. 0.34 0.24 P-KAW-5466 1 4) STOREFRONT 3 OFFICE 10'-3" x 12'-8" ALUM. 0.34 0.24 P-KAW-5466 1 All:. STOREFRONT 19 OFFICE 17'-2" x 5'-0" ALUM. 0.34 0.24 P-KAW-5466 1 STOREFRONT 31 EAST TERRACE 17'-2" x 7'-0" : ALUM. 0.34 0.24 P-KAW-5466 1,2 4 STOREFRONT 4 OFFICE 10'-3" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4: STOREFRONT 19a OFFICE 17'-2" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4.3, STOREFRONT 32 WEST TERRACE +/-7'-4 1/4" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4, STOREFRONT 5 OFFICE 22'-11 1/2" x 13'-6" ALUM. 0.34 0.24 P-KAW-5466 1 40 STOREFRONT 20 OFFICE 13'-7 1/2" x 5'-0" ALUM. 0.34 0.24 P-KAW-5466 1 '► STOREFRONT 33 WEST TERRACE +/-10'-8" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1,2 ® STOREFRONT 6 OFFICE 171-2" x 13'-6" ALUM. 0.34 0.24 P-KAW-5466 1 '�i'- STOREFRONT 20a OFFICE 13'-7 1/2" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ti STOREFRONT 34 AMENITY RM. 5'-0" x 12'-6" ALUM. 0.34 0.24 P-KAW-5466 1, QTY. (4) S STOREFRONT 7 OFFICE 20'-9" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ..$i' STOREFRONT 21 OFFICE 22'-0" x 13'-0" ALUM. 0.34 0.24 P-KAW-5466 1 411; STOREFRONT 35 AMENITY RM. 5'-0" x 15'-7" ALUM. 0.34 0.24 P-KAW-5466 1, QTY. (4) 44> STOREFRONT 8 OFFICE 20'-9" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4,/ STOREFRONT 22 OFFICE 22'-0" x 13'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ti'$% STOREFRONT 36 INT. OFFICE 13'-2" x 11'-9" ALUM. 0.34 0.24 P-KAW-5466 k. 1,2 4 STOREFRONT 9 OFFICE +/-8'-0 3/4" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 tit. STOREFRONT 23 OFFICE 22'-0" x 14'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4- ' STOREFRONT 10 OFFICE +/-8'-0 3/4" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4. STOREFRONT 24 OFFICE 22'-0" x 14'-0" ALUM. 0.34 0.24 P-KAW-5466 1 40, STOREFRONT 11 OFFICE +/-6'-5 1/4" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1,2 4); STOREFRONT 25 OFFICE +/-13'-5 3/4" x 16'-0" ALUM. 0.34 0.24 P-KAW-5466 1,2 ( •41►/ STOREFRONT 12 OFFICE +/-6'-5 1/4" x 4'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4; STOREFRONT 26 OFFICE +/- 12'-5" x 14'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ( + STOREFRONT 13 OFFICE 22'-0" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 4, STOREFRONT 27 OFFICE 17'-10" x 16'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ( 4.0• STOREFRONT 14 OFFICE 22-01 11 x4-1011 ALUM. 0.34 0.24 P-KAW-5466 1 4 STOREFRONT 28 OFFICE 17-101 11 x 16-0I II ALUM. 0.34 0.24 P-KAW-5466 1 ( tit; STOREFRONT 15 OFFICE 22'-0" x 8'-0" ALUM. 0.34 0.24 P-KAW-5466 1 tits STOREFRONT 29 NORTH STAIR 2'-0" x 6'-0" ALUM. 0.34 0.24 P-KAW-5466 1 ( s.1; STOREFRONT 16 OFFICE 22'-0 x 4-0 ALUM. 0.34 0.24 P-KAW-5466 1 . STOREFRONT 29a SOUTH STAIR 3'-0" x 3-6" ALUM. 0.34 0.24 P-KAW-5466 1 ( • ti �- 2"�/ 4' - 10" 211\ 8" �2" 4' - 11 " 2110/ 4' - 11" 2" ,8„ 211 4' - 10" ,-2" ♦ to CM O , d' c N 0 1 En N 4401 \/ \/ ♦ to ro ♦ to 41 CV 0 Co ao 1 S15XS17> u U \ to Co 2"- l/ 0 \ \-\ 17'-2" +/-6'-4" / FIELD VERIFY 5' - 11 225/256" h \ • • \ • • • • • • • • \ / / / / / / 1/256" 0 CC) EQ. 8" EQ. 8" / / EQ. EQ. / / /' 2 EQ. / EQ. L I ti +/-4'_3" FIELD VERIFY 117'56" 23'-0" 0 co ♦ / 2" Y co CM 2" CV 0 CD +/-6'-51/4" FIELD VERIFY 6'-0" +/- 6'-5" 6' - 0 15/128" / • \ \ \ • • • • • • • • / / / / / \ / 5' - 6 1/4" 8" 10' - 10" 8" 5' - 3 3/4" >" 5' - 2 1/4" � 2" 5' - 0 3/4" 2" 5' - 3 1/4" 2' 2" 4' -11 3/4" CV to ti to . to 1 1 tD u� to iA Co ao 11 +/-8'-03/4" FIELD VERIFY EQ. 10'-3" 2" 2 EQ. j-2" tm CO • 2" 4'- 10 1/4" 4'-61/4" 3'-111 • CV (V CM o 1 1 N EQ. 6' - 11" II 811 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. BASIS OF DESIGN: KAWNEER 190, SINGLE ALUM. DOOR SOLARBAN 60 LOW-E + 90/10 ARGON/AIR STOREFRONT GENERAL NOTES PROVIDE SAFETY GLAZING AT FOLLOWING LOCATIONS PER IBC 2406.4: A. GLAZING IN DOORS B. GLAZING ADJACENT TO DOORS (24 INCH ARC - VERTICAL EDGE) C. GLAZING IN WINDOWS THAT MEET ALL THE FOLLOWING: -INDIVIDUAL PANE > 9 SF -BOTTOM EDGE LESS THAN 18" ABOVE FLOOR -TOP EDGE IS GREATER THAN 36" ABOVE FLOOR - WALKING SURFACE WITHIN 36" HORIZONTALLY OF THE PLANE OF GLAZING D. GLAZING ADJACENT TO STAIRS & RAMPS PER 2406.4.6. / / 21 2" 3'-1" ,p' +/-3'-0" FIELD VERIFY O T � - Co Co ♦ \ 20'-9" 9'-81/2" 8" 2'-0" 4' - 10 1/4" EQ. 2' 2" 4'-61/4" 2' I 7I REVIEWED CODE COMPLIANCE APPROVED JUL 08 2016 CO 1 V - 5' 3'- 111 2" 3'-6" I1 3'- 1" 21 / _ N / // // \ c r . ':t \�-� = T- r M N 1 1 - i- 1 , CO N _ 1 CO \ \ \ N U' N O = ' � N \ \ • \ \ \ \ / • O i 00 I /' / N / \ \ \ / N w cc a ce 0 0 zd z 0 w (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. ALLWIN) ATE OF WASHINGTON STAMP SET ISSUANCE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET w z 0 (0 PERMIT COMMENTS CONTRACT SET Vryj VDel( Q ° V' L0 '. O N N O (0 N O O (O (7 OO l0 O O z .- N m V• In (o Decsription PERMIT COMMENTS Date co cu z 1 (.9 SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: E,CG+'IFh�1 CITY OF TUKWILA JUN 23 2016 PERM CENTER PROJECT #: 1026.04 DRAWN BY: GLEE CHECKED BY: Checker STOREFRONT WINDOW SCHEDULE & ELEVATIONS PERMIT SET ti 11 +/-11'-41/4" 11 3'-0" FIELD VERIFY 211 EQ. EQ. 6 3/4" N b ch / C ♦ / / ♦ / / ♦ ♦ / / Na a0 \ F 6 3/4" +/-8'-31/4" FIELD VERIFY 2" EQ. ,� EQ. O N zzr 2" 2It EQ. 211 211♦ 211 "f 4' - 11 1/4" 11 EQ. 2" 0 Co N ( N 22'-0" S28> ( 4'-10" 4'-11" 11 4' -11" 2" 4'-10" U) 11 211� EQ. /211 6V' - 0" •]II L EQ. ; N to N J BO , ) N CO Ca 5'-61/4" 11 1 n11 1 / - L 211 211EQ. EQ.(211 6'-0" 3'-61/2" l' t2'-0" L 5'-0" O d' / / / / / / / / ♦ \ ♦ - — \ ♦ ♦ ♦ \ ♦ \ \ — / / / . ., <V ° O ♦ \ \ / / / ' r \ \ / / N +/- 12' - 4 1/2" FIELD VERIFY 2"2" 5' - 1 3/4" d' CV 1 1 c� M N Co 22'-0" 6 3/4" 211 4'-10" 211 811' 4'-11" 211�f 4'-11" 211�1, 211 4'-10" 211 S22> 2" 6'-4" 2" 6' - 0" LIJ, I / / / / / / \ \ \ \ \ \ / - _ \ ` \ \ \ \ / - / / / / / / \ / 2" 15'-7" EQ. 6 3/4" A. 11" 11 51 - J11 1 c I co N � ch kl O N 2"--y IV - I 1/L 6' - 1 3/4" 211 8" 211 ,� 6' - 1 3/4" �! c O •• L N ti O 1 in O M 2" <V 12'-6" 6 3/4" EQ. 1' EQ. 0 ti 2" 0 to 6 3/4" 13'-7" 5' - 10 1 /4" FIELD VERIFY 11 " 2 1 �2 6'-0" 211 \ CV co r. 0 N "1 • / f \ • \ • \ \ \ 2"-, f -— 3' - 7 211 1/2" 8" 2n 3' - 8 1/2" 2" 3' - 8 2" 1/2" 8" J✓ 2n 2" 3' - 7 1/2" O zi- 1. �Ir; F R in 19a CODED �� ofTuOA Cis G MAE rr) 1. 0 M 1011 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 STAMP NICE DESCRIPTION PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET VE - REVISIONS PERMIT COMMENTS CONTRACT SET SET ISSUAI w Q pV (0 O Npo ry -. U)) N N (0 N O CO N O CO N 0. d z .- N M .T co (0 C 0 G. 'C W 0 a) Cl v z J 5 co 1 rw V I SITE ADDRESS : 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA , WA 98188 OWNER/APPLICANT: 0 -J J Cl) < 0 Uw O- co n zQ IA cL O-J w > Wu 4r Cl (n M ww OD gZQ J w - Q - N } N n. • hr.n Y=iE J ED PITY OF TU K ILA JUN 232016 PERM CENTER PROJECT #: 1026.04 DRAWN BY: GLEE CHECKED BY: Checker STOREFRONT WINDOW SCHEDULE & ELEVATIONS PERMIT SET SURVEY I FOR ATION 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 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 UNE 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 UNE 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. TIRE 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 NOT LIMITED TO, THE FOLLOWING: 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 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, BUT NOT LIMITED TO, THE FOLLOWING: 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, BUT NOT LIMITED TO, THE FOLLOWING: 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, BUT NOT LIMITED TO, THE FOLLOWING: 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) 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 NOT LIMITED TO, THE FOLLOWING: 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, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: THE CITY OF SEATTLE PURPOSE: ELECTRIC TRANSMISSION AND DISTRIBUTION LINE FACILITIES AREA AFFECTED: PORTION OF PARCEL D RECORDED: NOVEMBER 01, 1974 RECORDING NO.: 7411010445 (DOESN'T AFFECT) DESCRIPTION IS WEST OF INTERNATIONAL BLVD. 25. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY PURPOSE: SLOPES AREA AFFECTED: PORTION OF PARCEL L RECORDED: NOVEMBER 12, 1974 RECORDING NO.: 7411120163 (PLOTTED HEREON) 26. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: 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 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: ICI 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 I 35TH AVE S S 140TH ST S 141ST ST S 142ND ST % i "4-1 j g /r/ r SITE 42ND AVE S S 144TH ST Qor il-= kilt s I S 146TH r ST SURVEYOR'S CERTIFICATION: TO: THE CITY OF TUKWILA, A MUNICIPAL CORPORATION & PACIFIC NORTHWEST TITLE COMPANY: 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(B1)(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 BRIAN D. GILLOOLY, P.L.S. WASHINGTON REGISTRATIONO. 46315 7/9/12 DATE c 0 a) L a a 0 U tll 0 a 0 z w J I- ACSM LAND Title: ALTA LL 0 U) r cn N 0 II - a. KING COUNTY WASHINGTON J D LL. 0 II-- U REVIEWED FOR ,RODE COMPLIANCE APPROVED JUL 08 2016 City of Tu j ita WILDING D n nC:.C,n.,N i.. CITY OF TU KOLA JUN 23 2016 PERMaT CENTER 0 Li. 0 c o o M •0 0 I 0 a) a) a C a 0 a C a 0 a) U a) L U a 0 0 a a Q Date 9/1 /1 1 I— O 72ND AVENUE LC) N CO Imo) N O N 00 N I Zi Lf7 (N1 X N 00 N CO LC) N CD z z z a z CD z E2 w z CD z w J U (I) w U w Cn J F- z w 0 O_ z w CD (/) Job Number U) N U) Co 0 r Fi le: P:\ 15000s\ 15255\survey\ 15255tA01.dwg F S. 142ND ST. T CB20 P(OH) LIGHT POLE W/JBOX w U TEL. JBOX LIGHT POLE W/JBOX Y; LLOW * `.WATER CB22 L POWER POLE— SIGN W/ANCHOR FIRE HYDRANT W/VALVE BOLLARD TEL. JBOX LOT 7 PLAT OF JANES M ADDIYnTOO{{(//(���J /�/���JJ V OUS, P0.12 LIGHT POLE W/JBOX TREE WELL (TYP) TEL. MANHOLE 1 LIGHT POLE W.JBOX LIGHT POLE W/JBOX FIRE HYDRANT W/VALVE WATER METER LIGHT POLE W/JBOX TREE WELL (TYP) SIGNAL POLE JBOX LIGHT POLE W/JBOX JBOX POWER VAULT FIRE HYDRANT W/VALVE BOLLARD GAS VALVE LIGHT POLE W/JBOX TREE WELL (TYP) POWER CABINET SHEET3 LIGHT POLE W/JBOX POWER MANHOLE POWER VAULT TEL. JBOX TEL. JBOX LIGHT POLE W/JBOX JBOX / // JBOX /: BUS SIG :1CB29 XWALK SIGN POWER MANHOLE LIGHT \ DOLE LIGHT POL AL A / ACSM LAND LIGH ; / - PO B X/ 150'+ *° �w . Cr,1 i JBO•�IX i !li �' LIGHT POL' I� :JBO CB16 B1 w U W U TREE V\ELL (TYP) TREE WELL (TYP) TREE WELL (TYP) *� 20' APPURTENANT INGRESS & EGRESS EASEMENT REC.N0.20021113002063 POWER MAN HOLE. ECO BLOCK (TYP) CEDAR . 4" CEDAR 5" �, POWER - MANHOLE= - I POWER - 1 VAULT JOX FIRE . _ 1' HYDRANT_ NO -PARKING S WATER VALVE(2) ( `I N8724'401W 55:48: /S00'29'201W .-ECOIBLOCKV'...• • ; 11,45'- `J r • : , *18T35 31*• ••• • g 98' ' r., ; . TREE: WELT:::1 • KEYSTONE- WALL • W/CEDAR 6" :.�1 • SIGNAL POLE ALK SIGN - / / . .. . . "NO•TRESSPASS SIGN • ' FI I � N.D\LINE .S: 430.9':... 5' 1SEWER EASEMENT; .: REC.N0.4863932 S �, — + (TYP) S 1 ss ss 587'35'31*E 130.94' W/LUMINAI& = ANCHOR 8T35'311V 105.11 1 0.57 +, 8 =- DI.CULVERT IE=286.05' CURB_ 6.6'SW. OF PROP.'_ LINE_ c FOUND 5/8" REI3AR CAP • ILLEGIBLE Oj3' N. 0-PARK SIGN REC.N0.4863933_ ECO BLOCK� 13.98' CB1 \ 12". DI. ::.CULVERT .- IE=285:93. BOLLARD •CONC, RETAINING ,WALL NI/, CHAINLINK . •.:• •' '• ' . • POWER S8T35'49"E 1U5.11' ' \ . ' POLE. b.ECIDU.0US• 22 • '05 \. • .FOUND 1 3/4",'./* *�� IRON PIPE/ • +ti9.1..• \ ' NO .CAP 0.1•''':S. • .'. . OF' 'COR. ;I 32" i r -r • - -.• .D(,DI AD Z1'' &.J...• •�i•.. LIGHT POL MAPLE 28" ITLE SURVEY FOUND 1" IRON PIPE/NO CAP 0.08' S. & 0.16' E. OF COR. FOUND 5/8" REBAR/CAP LS#23504 0.35' N. & 0.35' E. OF COR. \\\ // FOUND 1/2" • REBAR-/' NO . CA P 1Y27' N. CIF CAR. NO —PARK - SIGN *0" SSMH2 CB 2 G,HAV0 • _ G4 LL!` r/NG YEN G' 0 15 20 E 60 SCALE: 1"=30' FOUND *1/2 LOTT35 3.1"'W 117.92'•: %;''r,� +'• 'LIG• HT LOT LIGHT REBAR/CAP •. •'�� L'56012 ON PROP. • LINE • ' ' ►'' • ' CEDAR(3) •• • A=8749'09'' R=40.00' L=57.82' •. . DWIPUOUS 12" CONC. CULVERT 169, H N'90 CEDAR FIR 15". MAPLE 24'' FOUND 1/2" REBAR/CAP LS#6422 0.14' N. OF COR. BLD. 4.9' E. OF PROP. LINE FOUND 1/2" IRON PIPE/NO CAP 0.27' E. OF COR. BLD. 4.9' E. OF PROP. LINE co SHEET3 vivr' 0-14;u) NOT A PART 0 CI LLJ co LLJ ACSM LAND Title: ALTA AMERICAN LAND TITLE ASSOCIATION / AMERICAN CONGRESS ON SURVEYING & MAPPING AND NATIONAL SOCIETY OF PROFESSIONAL SURVEYORS .4:c .5 co • ocs CO co gitr cc 0 co 0 co 0 VIEWED F OR_ 0 E:LOWO 11:21c1:05, APPROVED City of Tukwila UILDING DIVISION EcEPED PERMIT CEN TER LIJ 0 o Approved BDG Date 9/1/11 18215 72ND AVENUE SOUTH C\I CO EE LIJ CD cc Job Number to co File:P:\ 15000s\15255\survey\ 15255tA01.dwg 0 15 • 4 6<T410 EN GO'. 20 60 \\\\ 00\\O\\\ SCALE: 1"=3O' TEL. VAULT R/W PER 20060501000631 R/W PER 9510190955 LIGHT POLE W/10X qGNAL JBOX LIGHT POLE W/J BOX WATER VAULT WATER METER TREE WELL (TYP) LIGHT POLE W/JBOX SIGNAL BOX POWER VAULT JBOX POWER POLE CB JBO PEDEST PO TEL. RISER SIGNAL JBOXES JBOX SIGNAL POLE JBOXES(2) TEL. MANHOLE LIGHT POLE W/JBOX TEL. MANHOLE BUS SIGN SHEET2 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 LIGHT POLE ►'`s �°`' W/JBOX(TY�IIl�►/L. TREE WELL itiky P) 1 4 (�+y/ ••I 11 - STOP 'BAR =-CROSS WALK LIGT : POL W/JBO 1 -SIGNAL, PO E _ _W/IBOX 3) LIGHT POLE JBO ' 0 ITOR WrLL SI NAL CB29 / _BUS • ='SIG WATER + VALVE E STIN / / 40" BU DIN / FO PRINT FF 301.7�' f, N8 i 39'541W 77.60' N8739'54 198.12' ALTA / ACSM LAND TIT LI Ilizz ALT EDGE ®, WAFER MET +11 1.1 +c}° AINLIN FENCE +,-TI -rygti I) //////7 7/777'/ 777-jJ�j -jj_t i%7777T7 .7//77 TEL. RIS� FIRS HYDRANT BUILDING 13.0 EXISTING BUILDING W/VALVE CHAINLINK FENCE LIGH11 POLE 0.7' S. OF PROP. W/JBOX LINE TREE WILL (TYP) LIGHT \ DOLE / /, go'' . /./ •• • /. • • . / /.*. / / • NO'TRESSPASS '' • 'SIGN • • • ', .+�. / / • NO EA&EMEIIIT FOUND . • • • .• FOR eJTI.L1TI SoALONG WEST LINE • / • • `���� +1°}S 292- Z 3'I SIDEWALK EASEMT^..r• -- NO TRESSPASS ��' R:.NO.7409040347 y/ SIGN LIGH1I POLE // W0O I- NCE 1g1,1° W/J OX 0.57' N87'35'3 FO ND REBAR /ALUMINUM CAP LS#6454 BLANKET R GHTS FOfg INAGE PES FMM4 SEPTIC OR ESSPOOL(" REC.N0.3702 88 (BENEFITS LO K) S. OF PROP. LINE 10'ISLOPE EASEMENT REd.N0.2591475 SIGNAL (OILY OVER LOT 12) JBOX JBOX CABLE RISER TEL. VAULT POWER VAULT LIGHT POLE W/J BOX — 288 TEL. CB540 "W 175.81' %777 AT: / / 1�,'I/ EXISTING / j BUILDING / VFOOTPRINT FF=286.67' 895±S.F. /1� 2C/ii/I +1 '" 10' DRIVEWAY EASEMENT \ 3785994 & 1°1 10' SEWER SEMENft REC.N0.761 29008 FENCE 10. E. OF PROP. LINE 29o� CH • NLINK FENCE 01818739'54"W 97.33'�>" — C 7// 77/777/7 /77 71 E SURVEY x 0 n- DECIDUOUS .6" :'' 3X CEDAR 1 LIGHT POLE S8735'521 105.11' 32" POPLAR -Ck'zg0. INK FENCE SIGN +�' FOUND 1 /2" 1 ATER METER REBAR/CAP ''10'_=, 3' SLOPE EASEMENT °-Ls#32� 6 NO.7406190221 + N8T35'31 "),N ; U"' 96.20' w (18") WATER _goo /METER- � DAR X3 /P. (14")(24")(36")/ +ry9 32" + ° MAPLE 28" POWER A=90'57105' POLE R=20.00' +1'1 STOP L=31.75' SIGN DECIDUOUSU17S 6 _-.-_ w _..- I TEL : WAT. JBOX VA,4 E • • SS CEDAk`X3 E SITNG / BUILDING / FOOTPRINT: j FF=285.30' POWER POLE +1�ti1 E. LINE W. 28.6' +'9 -• +11 1� FOUND 1/2" REBAR/CAP LS#6012 BASKET BALL COURT 1.8' S. OF PROP. LINE 0 • 0 0 8 STALLS= PARKING EASEMENT . GATE REC.N0.200206A01446 +10' AMENDED BY; REC.NO FOUND. 200,210,.30001692 TACK/WASHER 10 STALLS LINE +1�-CFIAINE1NR-FE H/C SIGNS N8739'54"W 96.22' +10' CONC. WALL +1� FOUND W/ HAINLINK FENCE LEAD/TACK" SSMH12 AS 5' WATER V VE NO-PAR SIGN h° Fh H/C ,`• RAMP 12"•C. CULVERT IE=284 89' . ECO BLOCK 1\_ r_ '(TYP)Ir- • 1' 12" CONC. CULVERT IE=284.85' •1f 03 SEWER B CONIFER 28" A=89'02'56" R=20.00' L=31.081 + 1° DE IDUOUS 8" POPLAR 32" y° OUND FOUND CASED 3/8" EBAR 0.1' COPPER NAIL /WPUNCH pt,' OF COR. DOWN 0.8' HELD FOR CENTERLINE 41ST AVE S $PEED BUMP ED N D CE /I I I II I\/I - / 1 I .. Fkh6 CBS FOUND RE R ° e V) FOUND REBAR SSMH13 I / \ -I- f I I I I ';; I I IIr- I I H I1/I F- .. I I L_ +10 9- rr I III L_ \/ 1 /\I Ir-r'r\\ / I I --I r- I -I' rl' r / 1 1 L_ I I I % I OS I / I II / /'s r♦ / A I - I / ` 1 / . L_ • A L I r- I II I\II- L_ /—I I \— N8735131 117.92' 1 CEDAR MAPLE 24" .00 CEDAR 43 3X DECIDUOUS 8° /f\ SEE EXCEPTION NO. 13 / REC.N0.431448 REGARDING +'' EASEMENT & LEASE 0 DAMAGES FOR NATURAL LOW \ OF THE DRAINAGE CHANNEL GAS EASEMENT --I; +ti b -28' DR EWA • _fir 'r. - SDM" -I GA5 (CB "8 VALVE r \ A el -r es I re n I I 11./ I Se I .. I /` I AA r \ A I I II II I•' I, �4 I . L_ . I I' I se . Se I RETAINING WALL ON PROP. LINE SSMH17 NAME REC.N0.94p 12327 TYPE RIM 9 91� D /FENCE 1.5' OF PROP. LINE POPLAR 45" POPLAR 48" FOUND 1/2" CABLE VAULT REBAR/CAP TEL. LS#22341 VAULT +�11° SPEED LIMIT POWER JBOX SIGN % (EMPTY) WATER METER TEL. JBOX INVERT 2 INVERT 1 SHEET2 14.1 ID 03 XI _ +� c' fir, PEDSTRIAN SIGN INVERT 3 INVERT 4 WATER METERS PLANTER L STOP SIGN POWER JBOX SIGNAL BOX POWER ••• d ". ' GROUND ROD W110W;.SIGNAL .< "+.LbW• .''7 I • POLE°s. IVHOL•ES CBS; N8735'31.'41 242.46' . POW: RMANHOL SS METER INVERT 5 CB5 CB (SOWN 1304.04 UNABLE TO OPEN I R/W PER SIGNAL 0"° BOX 950503 ° 0368 CB N STOP SIGN,�;!' SIGNOXX BOX SIGNAL POLE AND SIGNAL BOX fECE FD CITY OF Itiiiaftfil.A JUN 23 2016 PERM i CENTER 0 C 0 N .117. 0 S 5255\surve 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: 0 (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 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 SUBDMSION 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. 30 1"=60' 60 120 • • 0 / / I I / LOT 7 (PLAT OF JAL1E0 CLAIIF K% GARDEN ADDITION VOL.15, PG.12 // / / / / FOR i 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 it 1 I i• „ It I4, J n u !'If' ' n n I ' I ,, 1 „ ,, 1 n o I „ ► NI „ /; NEW LIBRARY Y OTHERS NEW BLDG C (PH.1 SOUTH 144TH S�I'RE �� !....lI�„�I"UM �w� ��•...� — iii;am „,..-_,.. 4- -I ill- -, II 0 ii \'' Milt! ir -41------ mil— I. NEW — — — — — — .r rIIII --0.-- _ . -, _, BUILDING D i ``i < _II (PHASE 2) . . . ... I . . ///N//iJ///777777//N//,////177t 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 VAULT SECTIONS C8 - T.E.S.C. NOTES AND DETAILS C9 - CONSTRUCTION NOTES AND DETAILS —J CALL BEFORE YOU DIG: 1-800-424-5555 VICINITY MAP N.T.S S 140TH ST S 141ST ST S 142ND ST 45 0 S 144TH ST P VA /i .4 S 146TH ST SITE 41. N z v m 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) LEGEND: BUILDINGS D & E CONSTRUCTION SET VE REVISIONS TO BUILDING D VE REVISIONS TO INCORPORATE STORM VAULT C Sn ct 0 0 0 0 0 0 0. a 0 0 0 0 0 U •d 0 I--� 1— I- co N t tD to M co 0�1 4) N- cO in 0 z COVER SHEET REVIEWED FOR CODE COMPLIANCE APPR JUL 0 8 2016 S 11 -0- 0 0 EB EXISTING SURVEY MONUMENT (AS NOTED) BENCHMARK SECTION CORNER (AS NOTED) FOUND REBAR/CAP (AS NOTED) POWER VAULT LUMINAIRE (LUM.) YARD LIGHT POWER METER JUNCTIONPOLE (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 --t,/- w--w— SS —GAS GAS --304-- PROPOSED W ----304---- arty of Tukwila WATER LINE BUILDING DIVISIOI SANITARY S STORM DRAINAGE LINE GAS LINE EXISTING CONTOUR SWALE SEWER MANHOLE SEWER CLEANOUT SEWER LINE WATER LINE STORM PIPE CATCH BASIN PROPOSED CONTOUR Cif I OF r5U KOLA JUN 23 2016 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. 2. 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.Q. 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. 0 J -J V wsk < 0 J O 5 co Q J 1 1 1 0 J W W 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 d U 0 C 0 N 0 x 0 U z 0 w C 0 C 2 0 Y N 0 0 a O a 0 18215 72ND AVENUE SOUTH N M 0 CO 0) 1- LU N N N U7 N CNN it" 251-8782 FAX z z z 0 z z w z 5 z w J U C) a) t m 0) 0 X CPHILIPPIDES a U (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 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. EX. 20' ACCESS EASEMENT — — 0 L=54.87', R=33.20' A=94.69 ter_ ter_ ra= s= L=21.55', R= S80' 15'52"E 86 83' 0+00_0_ BP: 20+00.00 co N 0 KWILAttirei - , rB o O L,. el- /1 INTERSEC ION--• t tTUKWILA INT'L BLVD .STA •472.+17.35 RDAVAL--SI/.20+00.00 P FOR 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 ~� \ I i INTERSECTION ROAD 'A' SfTA�24+71.84 ROAD 'B' STA 32-+8$4 61,. -/ tt `- ' T 17 x x "-1NI TU .0WIPSf µ,1t.LI.tOS ,. a4= =zbs PC: 468+78.40 ' RSECTION UKWIC 1jT'L BLVD. STA • 469+ 15.38 'B' STA 35.+35.59 \ 5 5- \ \ R/W EX. SOUTH 144TH ST. c 2.5' I P1 00 • 15 00 co r TAPER r, r1 r-I r1 39 L INTERSECTIONL J L J S. 144TH ST. CONST. ( STA 11 +76.07 '-STA- 40+00.00 r , LJ 11i� ;r401e lth. s — im �__. r--- I II I Li LJ f LJ LJ I E -1 LJ E l I- -1 LJ LJ I--I LJ L • END CONST. Q S. 144TH ST STA 17+78.27 OFFSET=2.5' RT 42ND AVE. S. EX. 20' R/W , SOUTH 144TH ST. CONSTRUCTION fl EX. 20' R/W I-i ii END CONST. q. 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 CALL BEFORE YOU DIG: 1-800-424-5555 -7 L R NOTE: EASEMENTS REQUIRED FOR WATERMAIN AND SEWER EXTENSIONS SHELL BE INCLUDED UPON UTILITY DISTRICT REVIEW FOR DEVELOPER EXTENSION AGREEMENTS. r1 I II I r'l r-� LJ I IL f _rLJ- r --JL 'r J �J_/ I� II I — H I I- W DEDICATION L 1J VARIES' I-- S. 144TH STIR5TAT10IG +1 I?FFSET=O' J $L — Wrenn 10.00' EX. 30' R W 5.75' R W DEDICATION n LJ LJ - 1 I- -I � _, — 7--1 Li Li Li E LJ -1 LJ NEWSJILIIINI E r , (PHASE,_2.) LJ LJ L_--R <5_ \ t \ • r-� LJ r1 r'1 L J L J r-1 LJ :f `<e 000 II KA Eff-3117li CTTct OF IL3`oidAL JUN 23 2016 PERMIT CENTER BUILDINGS D & E CONSTRUCTION SET VE REVISIONS TO BUILDING D VE REVISIONS TO INCORPORATE STORM VAULT C In a v a v 0 v 0. a 0 V 0 V 0 V Y 0 I~ I- I - to m Lo 5- tO rn a) c0 In 0 z HORIZONTAL CONTROL PLAN 0 LL TUKWILA VILLAGE - PHASE2 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 0 C 0 0 0 sI u z C 0 17 .0 Y N .0 v 2 18215 72ND AVENUE SOUTH N 0000 N rn co N N 00 CO CPHILIPPIDES tf 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 CAA 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. CB INSERT PROTECTION (TYP.) T.E.S.C. LEGEND DESCRIPTION PROPOSED 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 x x x • • • Qb �O.o0a0ono0 X x x x x X X X X . 0 a f 3g ea man e 30 �I_ CO 0 U) UI U i FOR VIL 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 o • TEMP -SEDIMENT TRAP Q (PER?CITY OF TUKWILA SIDS.) ow . 0 4A (rSD TEMP CONSTFCT19N• FNTR -RELOCATE AS CO TRUCTION RO RESS `(PER CITY OF KWILA STDS.)� 0 42ND AVE. SOUTH CONSTRUCTION SEQUENCE: 1. A PRE -CONSTRUCTION MEETING IS NOT REOUIRED 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. n UI 0 o� SS / S S11VM ONINIV.I 4 11 i I� II •• A. .- •_ II r(ne 3dS >' STORM RUNOFF FROM THIS PARCEL ONTO CLEARING TUKWILA VILLAGE PROPERTY. LT FENCE ,L TREE TO BE REMOVED CLEARING LIMITS SILT FENCE COORDINATE WITH ADJACENT PROPERTY OWNER PRIOR TO INSTALLING SILT FENCE =40' 0 20 40 80 CALL BEFORE YOU DIG: 1-800-424-5555 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. 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. BUILDINGS D & E CONSTRUCTION SET VE REVISIONS TO BUILDING D VE REVISIONS TO INCORPORATE STORM VAULT .05 a v a U a V 0. d a 0 a 0 0. 0 I-- t- f- 0 ?Li I- 1.0 0 z T.E.S.C. PLAN W co a. W O 20. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMP'S REMOVED IF APPROPRIATE. NOTES: 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 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 8 2016 City of Tukwila BUILDING DIVISION R ^,CEIVF.D y If U v CITY tiviLA JUN 23 2016 PERMIT CENTER TEMPORARY DUST CONTROL MEASURES: 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 O CONTRACTOR TO INSTALL TEMPORARY SILT FENCE (MIRAFI 100X, 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 A • 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.) A 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.) CONTRACTOR 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. A • (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) DEVELOPMENT ASSOCIATES, LLC U- 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 0 VI a N 0 x 0 211 z C c 0• 0 C 0 a, 0 y 0 O 18215 72ND AVENUE SOUTH a) a) N co CPHILIPPIDES 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 ® 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 EX. WATER • • 1.03 sa LIMITS OF 030n DEMOLITION 43 D J Sp In - SS N. to 0 O \ to FOR A 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 2. (7) 0m ocago ZN 0Q 174 aV) . 42ND AVE. SOUTH EX. CURB TO REMAIN EX. WATER EX. CURB TO REMAIN EX. WATER T.E.S.C. LEGEND DESCRIPTION PROPOSED FILTER FABRIC FENCE LIMITS OF DEMOLITION CATCH BASIN PROTECTION O 0 • EX ECo M EX;.? S RUBS G W zp LIMITS OF DEMOLITION -=° EXISTING BUILDING W Z OCL 1- 4 O S o SS l SS . ,;aasa.m.a..a a a a o a I. i SIIVM DNINMl3a ii LIMITS OF DEMOLITION POWER VAULT dying 033dS LIMITS OF DEMOLITION • Q ` N Q O Ea.' Lee' • • • p• N 7 i 1" _40, CALL BEFORE YOU DIG: 1-800-424-5555 GENERAL DEMOLITION 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: 1. SEE SHEET C9 FOR EXISTING STRUCTURE TABL 2. SEE SHEET C3 FOR T.E.S.C. PLAN 3. ALL EXISTING UTILITIES WITHIN AND ONSITE ALO TUKWILA INTERNATIONAL BOULEVARD RIGHT OF WAY TO REMAIN UNLESS OTHERWISE NOTED. CONTACT ENGINEER IF CONFLICT EXISTS. 4. REMOVE ALL EXISTING PAVEMENT MARKINGS WITHIN LIMITS OF DISTURBANCE 5. 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 BUILDINGS D & E CONSTRUCTION SET VE REVISIONS TO BUILDING D VE REVISIONS TO INCORPORATE STORM VAULT C N te a U a C.) a Q a a U a. 0 0 I t— t- tc 0 40 tc t0 rn C) tO G Z 4) DEMOLITION PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUK 0 8 20 I G City of Tukwila ILDING DIVISION TUKWILA VILLAGE LL 0 o p gi Q co m a W 0 a. J W W N 0 o N 0 C 0 O 0 _ 11 Z . 043 C . U) m 0 C a 0 4) > O 0 RECE PI F. CITY OF ` " ' L . G JUN 2 3 2016 TEMPORARY DUST CONTROL MEASURES: 1. THE CONTRACTOR SHALL MAINTAIN A SUFFICIENT NUMBER OF WATER TRUCKS ATPBIT CENTER 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, 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 100X, 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.) 18215 72ND AVENUE SOUTH N M CO 0) 1-- z w x LL N CV CN CD CO I I n n N N N N z Z Z N 0) O 0 CPHILIPPIDES 7. a) a U V) LL 0 Date/Time:2/19/2016 a Lf) fV a a a 0 CV N N a .0 d a) a) a Ln U) CV o O tl 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. • • • EX. CB 058 2Jo 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). .11 2:1 MAX RETAINING WALL IGUARDRAIL 2:1 MAX 42" GUARDRAIL \\IL TREE TO REMAIN erlirENIEWAIleAtri lommiimmomm 288.6p 111\ STORM WATER ENTERING TUKWILA VILLAGE PROPERTY FROM THIS PARCEL LIONC. WALK WITH HANDRAILS ON TOP EB-OF RETAINING WALL (MAX HT..2.0') GRADING P AN 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 GEOTECHNICAL NOTES: 1. GEOPIERS ARE NOT NEEDED UNDER VAULT FOOTINGS DESIGNED WITH AND ALLOWABLE FOUNDATION SOIL BEARING PRESSURE OF 2,000 PSF. 2. ANY EXISTING FILL DISCOVERED BELOW FOUNDATION GRADE FOR VAULT FOUNDATIONS SHOULD BE REMOVED AND REPLACED WITH COMPACTED STRUCTURAL FILL SUITABLE FOR USE UNDER FIELD CONDITIONS THAT ARE PRESENT AT THE TIME OF CONSTRUCTION. A WORKING SURFACE OF 12 INCHES OF WSDOT PERMEABLE BALLAST, 12 INCHES OF RECYCLED PORTLAND CEMENT CONCRETE OF THE SAME GRADATION, OR A 4 INCH MINIMUM LEAN CONCRETE "RAT SLAB" IS TO BE USED TO PROTECT FOOTING SUBGRADES AND TO PROVIDE CONSTRUCTION ACCESS FOR FOOTING CONSTRUCTION. THE ROCK OR LEAN CONCRETE ARMORING SHOULD BE PLACED AFTER THE SUBGRADE HAS BEEN VERIFIED BY THE GEOTECHNICAL ENGINEER. GROUNDWATER SEEPAGE ZONES MAY BE ENCOUNTERED AND TEMPORARY USE OF PUMPED SUMPS MAY BE NEEDED TO PROVIDE ACCESS FOR VAULT CONSTRUCTION. Q \ • • • • PHASE 2 GRADING DETAIL N /N N N 1 Ai ALI 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 c> 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 BUILDINGS D & E CONSTRUCTION SET VE REVISIONS TO BUILDING D VE REVISIONS TO INCORPORATE STORM VAULT \I L ___N _ j N a. a. a. a. 13 tO GRADING PLAN cn cr -J CITY TUKWILA PERMIT CENTER E 18215 72ND AVENUE SOUTH 0 —J —J Cri 2,) 5 co 0 0 in to 201 27TH AVE. SE, BLDG A, SUITE 300 a. o z o Lai 14.1 PUYALLUP, WA 98374 414, • GO tn 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 CAA 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=289.45 (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 = 297.20 IE=285.80 (12" W) IE=284.80 (6" S) IE=283.80 (6" N) IE=283.80 (12" E) CB #10, TYPE 2-48" WITH SOLID LOCKING LID STA = 13+02.36, 7.42 LT RIM = 290.71 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 = 288.60 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 = 288.35 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 +78.53, 38.84 RT RIM = 293.92 IE=287.96 (12" S) IE=287.96 (12" N) CB #46, TYPE 1, w/SOLID LOCKING LID STA = 41+84.19, 2.68 LT RIM = 293.86 IE=289.01 (12" S) 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) SD EX. C=11 50 a FOR ILA 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 CB048 EX. 458 45 LF 12" PVC SD 0.30% 134 LF 12" PVC SD 0.30% �- SD SS SS SD SS SS SS SS 68 LF 12" D.I. SD 0.00% 1- -1 I- ] E r -1 I- -12 ILE 12" RCP -SD 9.27%L J 23 LF 12" PVC SD 1.60% 8" PVC ROOF DRAIN ----- I%1MIOC °� SED Fly 133 II ti_ STUB 5 FT ONTO ADJACENT PROPERTY IE=289.27 26 LF 12" CPEP SD 1.01% 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 O r 0 15 30 60 CALL BEFORE YOU DIG: 1-800-424-5555 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. REV►E. D FOR CODE, COMPLIANCE. IPPROV A.1L 0 a 20A6 o§ -Tukwila BUILDING City 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'. BUILDINGS D & E CONSTRUCTION SET VE REVISIONS TO BUILDING D VE REVISIONS TO INCORPORATE STORM VAULT C 0 U c a 0 0 0 0 a Q 0 a 0 a 0 0 I- I- I-� to 0 LO 10 rn m 0 to 0 z 1- N W d .Co w a w Q J tic J 0 / Q Cr J 1 Co CITY OF KW LA e JUN 2 3 2016 PERMIT CENTER PROPOSED -RETAINING -WALL -GRADE PROPOSED o-q ,_ il Ek-GRADE( .. • 23 t2" S a ?. 1.60% -CB"#2 - - ` ' E-1-WITH STANDARD -GRATE STA. 1 +21.54. 25 82', LT TYPE H • STANDARD -DRAT IM9 =�f�» STA-= 40+82:9 • - 5.83', LT RIML92.04 E = 28 • fi0-(fi2" N) tE-=-288:66-(8" NW) #3 IE-=-288:33-(12 S) =-MODUG4R-WETrAND-WITH TRAFFIC I n 15 12=SD-® -STA. 40 LF 0.69%- - 98:4 2 . 3., LT ��i2""S) RO�V LE 1 1 !O IE = 2b1:1.' "-30' 1E-=-286.90--(12-0- HORI7Oi<TAL: 1 "-5' CB #'I VERTICAL 1 TYPO -I -WITH STANDARD-GRAT STA.. 4D-GR_2 -9 6Z�LT PRCPOSED_GRADE_AT RIM-6--293:69 EX--GRADE-AL-. (E = 2 N)._ 1 c0 rri rn N 293.97 293.6 293.89 291.8 293.97 293.60 289.9 292.99 289.4 292.68 286.7 293.09 286.0 293.69 285.1 294.07 285.8 293.82 286.6 293.85 292.3 300 295 290 285 280 275 270 265 0 cn 0 C N r. x° 0 to c.) z PUYALLUP, WA 98374 dl C 0 C 0 0 d 0 0 18215 72ND AVENUE SOUTH N N N N I.C) If) N N 251-8782 FAX (N C-' U z5 zW z� a -I I z Z w 0 z� w w z� w >- w v0) z N 0) a X CPHILIPPIDES 4) 39+60 41+00 �. C 42+00 42+20 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 CO 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. OUT TO STREET 24" DIAMETER MANHOLE ACCESS (TYP.) STOR DRAINAGE VAULT SECTIONS FOR "UK .ILA VI A - ' ASE 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 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 SEE APPROVED VAULT BUILDING PERMIT PLANS FOR STRUCTURAL DESIGN AND SPECIFICATIONS OF THE STORM VAULT. 132' jp, 6'x3' PASS -THROUGH N O O O O VAULT WALLS 6'x3' PASS -THROUGH O 24" DIAMETER ACCESS RISER TYPICAL u) N 0 DETENTION VAULT PLAN SCALE: 1 "=10' APPROXIMATE FINISH GRADE OVER VAULT=289.50 BOTTOM OF VAULT EL=283.3 • MAX WATER SURFACE EL=288.00 V-12" IN IE=283.8 Q STATIC WATER SURFACE EL=283.8 a • • a: • 132' SECTION A -A SCALE: 1"=10' (HORIZ.), 1 "=2' (VERT.) ROUND SOLID COVER MARKER "DRAIN" W LOCKING BOLTS. UNLESS OTHERWISED APPROVED BY ENGINEER FRAME AND LADDER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION PER PLANS RIM=289.50 SOLID ROD 200# CAPACITY OVERFLOW ELEVATION TO PROVIDE DETENTION EL=288.00 6" ELBOW, IE=286.90 ORIFICE DIA=1-1/4", SEE DETAIL THIS SHEET. PIPE SUPPORT BOTTOM OF WALL EL=283.3 BOTTOM OF VAULT sn CD STD GALV. STEEL OR ALUMINUM LADDER/STEPS CLEANOUT GATE A) SHEAR GATE, IRON BODY BRONZE MTD. OLYMPIC FDY. STD. 0 B) LEFT GATE, #C/C/I-LG, CASCADE CULVERT INC. OR C) OTHER DEVICE APPROVED BY ENGINEER INVERT EL=283.80 RESTRICTOR PLATE W/ DRILLED ORIFICE DIA=113%6" 12" OUTLET PIPE CALL BEFORE YOU DIG: 1-800-424-5555 .4 0 84" N z VAULT BOTTOM EL=283.30 BUILDINGS D & E CONSTRUCTION SET VE REVISIONS TO BUILDING D VE REVISIONS TO INCORPORATE STORM VAULT C 7/5 U) a U a U a U L.: a a U a 0 0 I- I- m 0 t0 M to O3 U) 0 N to d z CV W CO _1 0- D I �w♦�� LL C�3 J 't cc oc d) 1'-� SECTIONS NOTES: 1 PIPE SIZES & 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 & CLEANOUT GATE. C) FRAME IS CLEAR OF CURB. 5) STRUCTURE SHALL BE A TYPE II CATCH BASIN MINIMUM. FLOW CONTROL STRUCTURE DETAIL NOT TO SCALE NOTE DETENTION SYSTEM SHALL BE CONSTRUCTED IN ACCORDANCE WITH KING COUNTY SWDM SECTION 5.3.2 24" DIAMETER ACCESS RISER TYPICAL ' \ . • / 5.75' 5.75' 5.75' 5.75' EL=282.3 r a• • 26.5' SECTION B-B SCALE: 1 "=10' (HORIZ.), 1"=2' (VERT.) APPROXIMATE FINISH GRADE OVER VAULT MAX WATER SURFACE EL=288.00 v STATIC WATER SURFACE EL= 283.8 RECEIVED CITY OF TU KOLA JUN 23 2016 PERMIT CENTER U J J Co 0 < J 4 co J Z � W 0 J w 0 L 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 38375 (C/Sit 'NA L ww"06/02/2016 0 C 0 z 0 u a C 2 CO N 0 0 2 I- 0 18215 72ND AVENUE 251-8782 FAX 0 U, 0) 0 1` 0 CPHILIPPIDES II Date/Time:6/2/2016 7:10 PM File:P:\15000s\15255\engineering \Phase 2 Civil Plans\15255—md2—Vault.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. FILTER FABRIC FENCE INSTALLATION NOTES: 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. 1. 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. 2. 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). 3. 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. 4. 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. 5. 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. 6. 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. 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4-INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. 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. I 1 100 ° ° 0° ° O I o Q o °0 0 0 0 0 1 1° °00°0 °00Oo 0 00 000000o 1 I d I 1=III-111=1 I I-11 �I 11=1 11=1 11=1 I I� I,;,III,;,I I I, ,I I I,;,I I I� II , 11.7+- I I, ,I I V V ELEVATION V 2"x4" DOUG. FIR OR EQUAL FILTER FABRIC MATERIAL 2"x2"x14 GA. W.W.F. 3/4"-1 1/2" WASHED ROCK OR PEA GRAVEL. 6"x6" TRENCH 2" EXCESS OVERLAP 0° ° °° ° ° 0 00 ; ' 111 1=1 1 rr-r 0 m-m-,i TI-J I- I-1 I I: ! „111,;,1I i,;,l I1,, ; V 6"x6" TRENCH FOR U ` ILA VI A _A 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 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 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 DOES 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. GRATE 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. FILTERED WATER CATCH BASIN CATCH BASIN INLET FILTER NOT TO SCALE STANDARD STRENGTH FILTER FABRIC CALL BEFORE YOU DIG: 1-800-424-5555 BUILDINGS D & E CONSTRUCTION SET VE REVISIONS TO BUILDING D VE REVISIONS TO INCORPORATE STORM VAULT C 0 a a t.) a U a C-) a Q a c.) a V a V Y C.) !- I co C 0 M rn CN 0 U, 0 z d) T.E.S.C. NOTES AND DETAILS REVIE. FOR CODE. C04\11'O PACE APPROVE Ali_ 76i6 City e p�VISION ila BUILDING rnarEwno JUN 23 2016 PERM i CENTER TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 .J C 0 0 x I 0 z 7-1 0 O C 0 a u e 0 O n a, 0 a I-- O 18215 72ND AVENUE x cy CV 00 CD 00 I I CV CV 1) L ) CV CV .w L0J z> z� Z w N I Zz w 0 z w C, z >- w to C Z Et - 0 a) t to 0) 0 00 U a) X CPHILIPPIDES • a) 0 0 Cl) a C) ,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 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. 6" WIDE STEEL TROWEL FINISH 3MIN. FOR A VI LA _ = _ 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 TUKIMILA ONSITE PROJECT LTICATION STRUCTURE ID TREATMENT REQUIRED ;VOLUME BASED(CF) FLOW BASED (CPS) a:106 TREATMENT HGL AVAILABLE (FT) PEAK BYPASS REQUIRED (CF.S) :- . IF:APPLICABLE 070 PIPE DATA l E . MATERIAL ;DIAMETER INLET PIPE 1 INLET" PIPE 2 288.23" PVC '288.23 PVC 12": 2 u. OUTLET PIPE 286,90 PVC 12* PRETREATMENT BIOFI£TRATIQN :.DISCHARGE RIM ELEVATION SURFACE LOAD 292.63 292.63 H20'IN--DIRECT 820 • IN DIRECT 29263 N20 : IN -DIRECT FRAME & COVER 36' X:36:' N/A WETLANDMED/A VOLUM (CY) TBD WETLANDMEDIAipalvegr MEW TBD ORIFICE SIZE (DIA : INCHES)`: Tao MAXIMUM. PICK WEIGHT: (LBS): TBD. NOW INSTALLATION NOTES' 1. CONTRACTOR TO PROVIDE ALL LABOR. EQUIPMENT, MATERIALS AND_ INCIDENTALS REQUIRED:TO:OFFLOAD_AND INSTALL T E SYSTEM AND APPURTENANCES. IN: ACCORDANCE WITH THIS DRAWING AND THE: MANUFACTURERS: SPECIFICATIONS: UNLESS• OTHERWISE STATED::IN MANUFACTURERS CONTRACT: 2.: UNIT MUST BE'INSTALLED:ON•LEVEL BASE:: MANUFACTURER RECOMMENDS A:: MINIMUM £" LEVEL : ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER CONTRACTOR IS RESPONSIBLE TO VERFY PROJECT ;ENGINEERS RECOMMENDED: BASE SPECIFICATIONS 3 ALL PIPES:: MUST SE FLUSH WITH INSIDE SURFACE OF CONCRETE... ("PIPES' CANNOT INTRUDE BEYOND FLUSH) INVERT OF OUTFLOW PIPE :41.1,s-r•BE. FLUSH WITH DISCHARGE CHAMBER FLOOR, ALL GAPS: AROUND PIPES SHALL BE: SEALED WATER TIGHT iVTTN;•A NON -SHRINK GROUT ,PER MANUFACTURERS STANDARD CONNECTION DETAIL. AND: SHALL:. MEET OR EXCEED REGIONAL;. PIPE CONNECTION STANDARDS 4., CONTRACTOR TO :SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION. OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO ,GROUT ALL MANHOLES AND HATCHES; TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE• 6'. DRIP OR SPRAYIRRIGATION REQUIRED ON ALL UNITS: WITH VEGETATION:: GENERAL NOTES 1 MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE,NOTED 2.ALL DIMENSIONS; ELEVATIONS, IONS AND CAPACITIES ARE SUBJECT .:TO .. SPECIFICATIONS FF IICA T CHANGE.FOR PROJECT SPECIFIC DRAWINGS' DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES::PLEASE CONTACT MANUFACTURER PAWED PERIMETER. .: VOID AREA WETLANDMEDIA- BED` -.7 VERTICAL UNDERDR�VR N, MANIFOLD C/L DRAIN DOWN LINE . . FLAN VIEW 8. 0" 9' ap ELEVATION VIEW OUTLET PIPE` SEE NOTES PRE FTLT£R CARTRIDGE "'1-INLET PIPE SEE NOIES HI' ! AT RYPA.SS: 290.25' ROCK LAYER' TO PREVENT SCOURING IIIi BASE' 4' 0" 5' 0"--*- LEFT ENE) VIEW 8I0t7LTRArTION C/L If HATCH I t292•. TC/RIM co • RIGHT END VIEW PRETREATMENT/DISCHARGE FLOW CONTROL RISER 286.90 lE OUT 12 PVC TREATMENT. FLOW (CPS) 0.115; OPERATING HEAD (FT) PRETREATMENT LOADING RATE (GPM/SF): WETLAND MEDIA LOADING RATE (GPM/SF) 3.4 TBD 1.0 THE T Of.$CRIRED. U4Y O£ P, ' PROTEC7E0.61' ONE OR MORE Or THE FOLLOWING Us PATEY)s? 4 2•747 7, 25,162, Q362, 7.674.37k '83O3,816;RELATED FOREIGN . PATENTS OR OTHER: PATTWTS PENQtNC PROPRIETARY AND CONFIDENTIAL ME INFORMATA I CONTAWEO;IN THIS DRAWING IS NNE: SO F PROPERTY OF MODULAR WETLANDS SYSTEMS ANY REPROOAUCTILAN IN. PART OR AS A WHOW WIP1OUT. TNE:WW/TTEN PERMISSION OF MODULAR Ng7LANDS S117EM$ I PROJAB/TED,: M O 13 U L A R S �.ta4C,Scrs4t4mts.)O:fi. t wadsd^ +id-w!T V t�S`L-4-8-UG-V S W ER BI FIL...R. I Y,T :.__ TQRM AT D T AT I�/V S S EM. STANDARD DETAIL. MODULAR WETLAND #3 DETAIL NOT TO SCALE 18" (MIN) 18" a• FLOWLINE OF CONCRETE SWALE 4" (MIN.) COMPACTED DEPTH AGGREGATE BASE (95% COMPACTED) 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 //6///(////////'///// 1000 0 0O OOo80 0 O 000 0 O nn0 non o on Oo 00O 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 J l.VmrAI,ICu ucrin CHOKER COURSE 8" COMPACTED DEPTH hSHED RAILROAD BALLAST poSo•oSo oSoI0••SOSOSO+O9oIo C.0 IIIPOCAllOCAlikD a . o 12" SUBGRADE COMPACTED TO 95% PARKING AREA PERMEABLE PAVING SECTION PER GEOTECHNICAL REPORT BY ASSOCIATED EARTH SCIENCES DATED 3/18/13 9" 7" 1" • 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 CBI CB (SOLL/D) 288.01 6" ADS SW=284.96' 8" ADS W=284.59' CB2 CB (SOLL/D) 300.58 12" ADS N=296.58' 12" ADS S=296.58' CB3 CB (SOLL/D) 301.11 18" ADS N=296.91' 18" ADS S=296.91' 12" DI W=297.91' CB4 CB (SOLUD) 302.06 CB5 CB (SOLUD) 304.04 UNABLE TO OPEN CB6 CB (SOLUD) 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 (SOLUD) 303.15 8" DI NW=300.7' 12" ADS E=299.8' 8" DI SW=299.85' CB8 CB (S0LU0) 310.64 12" ADS E=307.29' 8" PVC W=307.79' 8" DI S=307.39' 8" ADS NW=307.84' CB9 CB (SOLLID) 305.90 18" ADS N=301.6' 12" ADS 5=302.25' 12" DI SW=303.05' CB10 CB (STD) 290.92 FULL OF DIRT CBI! CB (STD) 288.08 8" DI E=286.48' CB12 CB (STD) 287.16 CB13 CB (STD) 286.70 12" CUP S=284.92' 8' CMP NE=285.1' CB14 CB (STD) 28Z76 CB15 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' CB17 CB (STD) 28Z95 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' 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' C821 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' 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' CB27 CB (STD) 292.14 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' CB30 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' CB37 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" CMP N=286.27' 12" CMP S=286.27' CB44 CB (STD) 28Z98 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) 28Z62 12" ADS N=285.84' 12" CONC S=285.84' CB51 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" CUP E=288.42' CB54 CB (STD) 291.08 8" PVC S=289.65' CB55 CB (STD) 289.19 12" CUP E=286.41' 12" CMP W=286.49' 12" CUP NE=286.41' CB56 CB (STD) 285.33 8" CONC S=283.08' CB57 CB (STD) 296.97 12" ADS W=293.1' CB58 SDMH 287.65 18" CONC N=282' 8" CONC SE=283.25' 18" CONC S=281.9' SSMH/ SSMH 293.60 8' CONC E=278.38' 8" CONC N=278.27' SSMH2 SSMH 287.70 8" CONC W=278.88' 8" CONC S=278.96' SSMH' SSMH 291.73 8" CONC N=27Z22' 8" CONC 5=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=282.23' 8" CONC S=28229' 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=283.95' 8" CONC S=284.03' SSMH9 SSMH 301.77 18" ADS N=297.47' 18" DI S=298.67' SSMHIO SSMH 309.36 8" CONC N=301.36' 8" CONC 5=301.44' SSMH11 SSMH 289.26 12" CLAY E=279.04' 12" CLAY N=278.76' 12" CLAY W=279.04' SSMHI2 SSMH 287.57 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' SSMHl5 SSMH 289.19 15" CONC W=280.64' 12" CLAY E=280.53' 8" CONC S=281.29' 8" CONC N=280.64' SSMHI6 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 •D •® •'®. D'v )o 0000 a °$ o R o O 0t 00 0 00 �00000 O 0 0nn0 0 0 v- 00 O CO 40 0 0p non 4 an uL,b�go o0I O 00 00 00 C O0 > G7 G7 G'a 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 BUILDINGS 0 & E CONSTRUCTION SET VE REVISIONS TO BUILDING D VE REVISIONS TO INCORPORATE STORM VAULT a a a c.) 0. a a 0 a U a U c-I I- I- l0 0 CN l0 CN ID I') z 0 z co O Z co Z Q 0 U0 co O U U) cc 0 IL cJ CO 0_ W 0 J J J 'ICE Pig D CIC .�UKOLA JUN 23 2016 PEWIT CENTER TUKWILA VILLAGE LL DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 1"1-w06/02/2016 0 VI c C O W 0 z .V z C 0 0 O. 18215 72ND AVENUE SOUTH Ln - ( O z j Z re zW aJ Z w N g� -0 co (N0 CO z I I wW Q r - Z In In 3 z w >- LJ 44' - Uv=i w 0 U) X CPHILIPPIDES Iv 0 U a 0 0 CROSSWALK: CONC ,, PAVING SECTION PER CIVIL COLOR "HARVEST GOLD" BY DAVIS `'COLORS*. 1' 'PATTERN WITH 1/4"R x 1/2"W TOOLED JOINTS, DEPTH SHALL ;ALLOW FOR 2" MIN. COVER OVER REBAR. MED BROOM FINISH. I - ROADWAY: CONC. PAVING SECTION, TYP., SEE 111 CIVIL. COLOR: NATURAL GRAY, HEAVY BROOM 0� _FINISH- PERP. TO, ROAD CENTERLINE. . MONOLITHIC CONC. CURB' AND SIDEWALK, SEE'' CIVIL •SD EXISTING BRICK EDGING TO REMAIN EXISTING STREET LIGHT POLE TO REMAIN WALL PACK LIGHT, TYP. SEE SITE LIGHTING LEGEND BUILDING CANOPY, TYP. CANOPY DOWN LIGHT, TYP., SEE ARCHITECTURAL 3' WIDE CONC. ACCENT BAND: CONC. PAVING SECTION PER CIVIL W/INTEGRAL COLOR "RUSTIC BROWN" BY DAVIS COLORS*. MED. BROOM FINISH PERP. TO ROAD CENTERLINE. *NOTE: ALL INTEGRAL COLOR CONCRETE SHALL BE SEALED WITH COLOR SEAL II BY DAVIS COLORS, COLOR TO MATCH PAVEMENT COLOR. APPLY PER MANUFACTURER'S RECOMMENDATIONS. END OF STEPPED COR-TEN STEEL RAISED PLANTER STEPPED COR-TEN STEEL PLANTER 4" WIDE DECORATIVE GRAVEL BORDER, SEE DETAIL #/L## CONC. PLANTER SEE STRUCTURAL FOR CONC. PLANTER WALL OVER GARAGE. SEE CIVIL FOR TOP OF WALL GRADES BENCH, SEE SITE FURNISHINGS LEGEND W/INTEGRAL -T-� sat'. JOINT .JOINT,,' 'PAVEMENT STAIRS, SEE ARCHITECTURAL BIKE ORIENTATION, TYP. BIKE RACK 4'X4' SCORE JOINT PATTERN TRASH RECEPTACLE, TYP., SEE SITE FURNISHINGS LEGEND GREEN SCREEN MATCHLINE_SEE BUILDING E DWGS. 8' PLA SITE FU 2'-9" 18" DIA. CONC. POLE BASE, TYP. GUARDRAI POT 'A', S NISHINGS':L ART ELEMENT BY OWNER, TYP., QUANTITY AND LOCATIONS T.B.D. EXISTING PEDESTRIAN LIGHT POLE TO REMAIN BUILDING CANOPY, TYP. EXISTING CONC. SIDEWALK TO REMAIN BLDG D — LEVEL 1 TRELLIS WITH ART PANEL;—TYP., SEE ARCHITECTURAL -_ 1' CONCRETE RETAINING WALL, (GARAGE/ WALL) WITH PARAPET, SEE STRUCTURAL ACCESSIBLE PARKING STALLS WALL SCONCE, TYP. SEE ARCHITECTURAL PLANT POT 'B' 4 MOUNT D ON TOP OF 14" WIDE CONC. PARAPE WALL, 'SEE SITE SITE FL RNISHING , LEGEN1 6' PLANT POT, TYP., SEE SITE FURNISHINGS LEGEND 'I! 6' CONC:I BUMPER CURB, OLDCASTLE PRECAST OR EQ., PIN INTO1 PAVEMENT WITH #4 REBAR, COORD. W/STRUC.; \I - • 24" HT. x 6" THICK CIP CONCRETE PLANTER WALL, SEE STRUCTURAL. SEE CIVIL FOR TOP OF WALL GRADES EXISTING CURB 7'-6" PLANT POT. 'B' MOUNTED ON TOP OF 14" WIDE....., 'CONC. SCREEN WALL, --,SEE SITE FURNISHINGS LEGEND `i J H \ O L 14' ;OMPACT COMPACT BUILDING CANOPY, TYP. STAIRS, SEE ARCHITECTURAL -2' BUMPER — OVERHANG, TYP. LIGHT POLE, TYP., SEE SITE LIGHTING LEGEND >( Iw z 18" CLR. MIN. I cij 1°- 0 i� I' • I I i I r: 'EXISTINGSTRE'TREE TO REMAiN. TYP:'`` CRUSHED ROCK PAVING 2'x2'x2' OIL CONTAINMENT SUMP PER SEATTLE CITY LIGHT REQS. CAST -IN -PLACE CONCRETE PLANTER WALL. SEE CIVIL FOR TOP OF WALL GRADES CONDUIT BLOCKOUT EDGE OF CONC. PAVING/ FACE OF GARAGE WALL TRANSFORMER BY SEATTLE CITY LIGHT (96"X93" PAD) CAST -IN -PLACE CONCRETE WALL, SEE STRUCTURAL. SEE CIVIL FOR TOP OF WALL GRADES 14" WIDE CAST -IN -PLACE CONCRETE WALL BENEATH PLANT POTS, SEE STRUCTURAL. SEE CIVIL FOR TOP OF WALL GRADES CONCRETE RETAINING WALL (PARKING GARAGE WALL), SEE STRUCTURAL GUARDRAIL (MOUNT TO FACE OF WALL) 12" HIGH WHITE PAINTED LETTERS, CENTERED IN PARKING SPACE, TYP. METAL GATE EXIST. CHAIN LINK FENCE EMERGENCY GENERATOR, SEE ARCHITECTURAL 42" HT. x 6" THICK CIP CONCRETE PLANTER WALL, SEE STRUCTURAL. SEE CIVIL FOR TOP OF WALL GRADES BENCH (2), SEE SITE FURNISHINGS LEGEND 6 `, GUARDRAIL LIMITS OF BELOW GROUND PARKING GARAGE TRASH RECEPTACLE, TYP., SEE SITE FURNISHINGS LEGEND CONC. RETAINING WALL PARAPET WALL, TYP. BENCH, TYP., SEE SITE FURNISHINGS LEGEND PLANTER POT, TYP., SEE SITE FURNISHINGS LEGEND H PROVIDE EDGING TO RETAIN GRAVEL, TYP. III PLANT POT W/ INTEGRAL WATER FEATURE, SEE SITE FURNISHINGS LEGEND P-PATCH COMMUNITY GARDEN PLOTS, TYP. PEDESTAL PAVER BLDG D — LEVEL 6 4" DEPTH 3/4" DRAIN ROCK OFFSET MIN. 12" FROM PARAPET SITE FURNISHINGS LEGEND SYM. DESCRIPTION PLANTER POTS BY: ORE INC. CUBE (CUSTOM) 27" SQ. X 36"H FINISH: POWDER COAT RUST HIGH RECTANGLE (CUSTOM): 72"L X 18"W X 30"H FINISH: POWDER COAT RUST POT 'A': HIGH RECTANGLE (CUSTOM): 96"L X 14"W X 24"H, FINISH: POWDER COAT RUST POT 'B': LOW RECTANGLE (CUSTOM): 96"L X 14"W X 14"H, FINISH: POWDER COAT RUST MOUNT TO TOP OF 14" THICK CONC. WALL PLANT POT & INTEGRAL WATER FEATURE BY: ORE INC. MODEL: 5001 COLUMN & BASE WATER FEATURE 45"L X 45'W X 15"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 L12 FOR TRASH RECEPTACLE CATALOG CUT. 2. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT. 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 )t( LANDSCAPE UPLIGHT, LUMIERE CAMBRIA 203 10W LED, STAINLESS STEEL O WALL -MOUNT LUMINAIRE, MCGRAW-EDISON IMPACT ELITE SMALL. COLOR: BRONZE ® WALL -MOUNT SCONCE DOWNLIGHT, G-LIGHTING MODEL NO. GL6540 UP/DOWN W/STANDARD FINISH. COLOR: BRONZE NOTES: 1. SEE SHEET L12 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. R�v►E�o FOR CODE COMPLI CE APPROVE AUl_p82416 City 011.0011a FIE ;7•:iiV , CITY OF 'YU KIN'd LA JUN 23 2016 PERT CENTER BLDG D — LAYOUT PLAN LEVEL 1 & 6 10 20 40 bli"4:1Tho co Ca P ®206.204.0507 Melvin R. Easter - RLA, di STATE WASHINGTON REGISTERED LANDSCAPE ASLA Vil• OF ARCHITECT G'�' `- MELVIN R. EASTER CERTIFICATE NO.398 IIIII❑Dow R❑❑ D❑® D❑Iit -a cn co Si "33 TUKWILA VILLAGE - BUILDING D D D r�C >m0 zrd F= z Z I j TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, o o rev �o ° Z > C) TUKWILA , WAND N3 CA CO D �m� o o j -, z ❑ Li ❑ OWNER APPLICANT❑ co °' 0101 - O 0CLI)TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC � < o C 70 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 0 -Cl'23 � o • W w PUYALLUP, WA 03374 N o c, o c-, r T ❑2530231- 5001 F D2530231-5010 c N m o CD Wm W COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED zcn Cr' _� WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc Z E r, ti CONSTRUCTION SET 0 Fus - 0.,0 sn 000 'gym 0 0 0 000 END OF STEPPED COR—TEN STEEL RAISED PLANTER STEPPED COR—TEN STEEL RAISED PLANTER, SEE DETAIL 4/L11 RAISED PLANTER MATCHLINE - SEE BLDG. E DWGS. TRAIN SHRUB TO CLIMB GREEN SCREEN BY WIRING BRANCHES TO GREEN SCREEN BLDG D - LEVEL 1 8' PLANT POT SEE'DETAIL 7/L20 TRELLIS WITH ART PANEL, TYP., SEE ARCHITECTURAL 6' PLANT POT, SEE DETAIL 5/L20 8' PLANT POT 'B', SEE DETAIL 8/L20 6' PLANT POT, SEE DETAIL 5/L20 AAA A AAA A ` AAA A A A AAA A 1 � AAA A AAAAAl AAA AAA AAAAA A A AAA A A A AAAA A AAAAA AAAA A AAAAA A A A A A A AAAAA .AAA AAAA AAAAAAAIJ AAAA AAl AAAAA A AAAAA AASi:Ef4 AAAAq A AA A AAAAA A AAAAA AAAAA A AAAAA A AA A A A AAAAA A AAAAA A AA A A A A AA A A A AA AA A A A A AA 4 A A AAA AA A A A A AA AA A AA A A AA A A A A AAA A AAA A A A AA.}.A AAAA A AAAA A AAA A A AA Ar A A A Afi y . AA A AA AA A A A Al AAq A A A AA A AAA A AA A AAA OAAA A A AAA A A A A AA AAA', s; AAAA 4 AAAA A� . AAA A AAAAA AAAAA A AAAAA A AA A AAA � A A A A A A AA . A .•AAA AA AAAAA sI AA AA AA' \> AA A A AA / A A A A A A Al . AAAAA A AAAAAA AI AAAAA AAl `./ A A A A A A A AAAAAAA A AAAAAAA A AAAAA AA A AA AA A A A A 4 / AAA AAA AAA, / AAA AA A A A A AA A A A AA A A A A A A A AA A A A A /. AA A A A A A A A AI AAAAAAAAAA q AAA AAAAAAAA A AAAAAAAAA A AAAAAAAAAAA A A A AA A A A A A A t )< AAAAAAA q AAAAAA A IIAAAAA A AAAAAA A AAAAAA A AAAAAAAA AAA A AAl NTER TRANSFORMER RAISED PLANTER EMERGENCY GENERATOR PLANT POT W/PLANTING— OPTION NO., TYP., SEE DETAIL 6/L20 PLANT POT W/ INTEGRAL WATER FEATURE, SEE DETAIL 9/L20 II I BLDG D - LEVEL 6 REVIEWED FOR Al.CODE COMPLIASCE. 0 7.0 C►ty of Tuicwila BUILDING DIVISIO Fl iPIE O CITY OF JUN 23 2016 PERMIT CENTER NOTE: SEE SHEET L20 FOR LANDSCAPE LEGEND, DETAILS, AND NOTES. BLDG D - LANDSCAPE PLAN LEVEL 1 &LEVEL 6 TERRACE 10 20 40 co co 0 co co P ® 206.204.0507 ay 1,1 1vlU:Vt:�Y .taa.�f�tyy Melvin R. Easter- RLA, STATE WASHINGTON REGISTERED LANDSCAPE ASLA OF ARCHITECT / 11 ------ MELVIN R. EASTER CERTIFICATE NO.398 IIII1❑D❑U R❑❑ D❑® D❑I I i A02/13/2015 10/08/2014 05/22/2015 /2016 06/02/2016 BUILDING PERMIT PERMIT COMMENTS/ MEP COORD/BID SET BID SET VE/REVISIONS FOR CONSTRUCTION A03/01 D m o TU ILA VILLAGE - BUILDING Z I j TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, Z> 0 TUKWILA , WA m OWNER APPLICANT❑ D D TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 (12 ;'' w PUYALLUP, WA E3374 o T ❑2530231- 5001 F ❑2530231-5010 � o 0° N COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc BUILDING LEVEL LANDSCAPE D 1 & 6 - PLAN CONSTRUCTION SET U —J r L r. L__ BIM EMS MINI >S SLEEVE LATERAL LINE THROUGH PLANTER WALLS. TYPICAL. INSTALL AIRNACUUM RELIEF VALVES AT DRIP ZONE HIGH POINTS. SEE DETAILS. TYPICAL. ISM / STALL'AIRNACUUM RELIEF VALVES AT DRIP ZONE HIGH POINTS - - SEE DETAILS. TYPICAL. MATCHLINE - SEE BLDG. E DWGS. M yV ' PIPING AND EQUIPMENT SHOWN IN HARDSCAPE FQR_GRAPHICAL ..CLARITY. . INSTALL IN ADJACENT PLANTING BED. TYPICAL. t.....__ _ ..._. _ I _ -- 1 1/2" SERVICE LINE 1 1/2" METER 1 1/2" [OVA 1 1/2 MASTER. VALVE VERIFY CONTROLLER LOCATION IN BOILER/FIRE SPRINKLER ROOM ON LEVEL P1 WITH ARCHITECT. 120 VAC POWER TO CONTROLLER AND 2" CONDUIT FROM CONTROLLER TO OUTSIDE PLANTING BED PROVIDED BY ELECTRICAL CONTRACTOR. TYPICAL. 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. RESERVOIR CL SIZE 6"-60" DIAMETER. TYPICAL. BUILDING D 1114, i t.... �J / i 1 1/2 - - S":. r• r L__ S:- SLEEVE THROUGH • THIS WALL. 41Z.54,:a/T +YSFnb.' �^,tti&`..- - k�+33rt4•�G._ SLEEVE LATERAL LINE THROUGH PLANTER WALLS. TYPICAL. PIPING AND EQUIPMENT SHOWN IN HARDSCAPE FOR GRAPHICAL CLARITY. INSTALL IN ADJACENT PLANTING BED. TYPICAL. 3/ 1 1/2 NM MD /4 1/2 3/4 t 1/2 1 1/2 01111111111 IN\ RECEIVED CITY OF TUKv aLA JUN 2.3 2016 PERMIT CENTER BLDG D - IRRIGATION PLAN LEVEL 1 and ❑®❑❑®❑ ea land ❑❑®❑ ❑❑❑ 0 Q 8 8 0 > N LO•- N� �0)CO Melvin R. Easter - RLA, g STATE WASHINGTON REGISTERED LANDSCAPE ASLA cb, OF ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 III110DEW R❑El D❑® Dull wF70 TUKWILA VILLAGE - BUILDING D D > mO o 0 0 0 * Z m TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, o .. N o Z TUKWILA , WA N N N N N m o 0 0 0 0 0 E O OWNER APPLICANT❑ rn a' "' "' -P CI G0 D ¢ TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC73 co rn CO— s 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 0 c) o G' w PUYALLUP, WA E8374 N 0 C3 C n T ❑C253❑231- 5001 F ❑2530231-5010 ? - c) w m m COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED o - o _ WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc Z � BUILDING LEVEL 1 IRRIGATION D PLAN 4y CONSTRUCTION SET 0 J PEDESTAL PAVER, TYP. PEDESTAL 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" = i 2X COMPOSITE WOOD — NAILER BOARD, TYP. PROVIDE 1/4" GAPS TO ALLOW EXPANSION WATERPROOFED ROOF DECK — SEE ARCH. DRAIN — SEE ARCH. COMPOSITE DECK — SEE ARCH. 2X COMPOSITE EDGING, CUT BOTTOM TRIM AS NEEDED TO MAINTAIN FLUSH W/DECK STAPLE/NAIL TURF TO NAILER BOARD AT SEAMS AND PERIMETER ARTIFICIAL TURF 4' HIGH PERIMETER FENCE POST SYNTHETIC TURF ZEOLITE ODOR REDUCING TOP DRESSING CRYSTALS MIXED INTO TOP 1/4" — 1/2" OF AGGREGATE BASE 2X COMPOSITE EDGING, CUT BOTTOM OF EDGING AS NEEDED FOR TOP ELEV. TO MATCH DECK SURFACE FASTEN FENCE POSTS TO EDGING, TYP. AGGREGATE BASE NOTES: 1. SYNTHETIC TURF SHALL BE SYNRYE PREMIUM 250 WITH ZEOLITE ODOR —REDUCING TOPDRESSING BY SYNLAWN, WWW.SYNLAWN.COM/OREGON. TURF SHALL BE NO—INFILL SYSTEM WITH PERMEABLE BACKING/ DRAINAGE SYSTEM, ODOR TOP DRESSING, CRUSHED ROCK BASE (AS APPLICABLE), PLASTIC WOOD NAILER BOARD, AND ALL OTHER COMPONENTS AS REQUIRED TO PROVIDE A COMPLETE SYNTHETIC TURF SYSTEM. 2. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT. 3. PROVIDE SHOP DRAWING FOR COMPLETE ARTIFICIAL TURF SYSTEM AND FENCING. SCALE: 1 1/2" = 1'-0" a FINISHED GRADE FRONT VIEW SIDE VIEW CAPITOL BIKE RACK MANUFACTURER: FORMS+SURFACES 800.451.0410 www.FORMS—SURFACES.corn MODEL: SKCAP INSTALLATION: SURFACE MOUNT & INSTALL PER MANUFACTURER'S RECOMMENDATIONS BIKE RACK SCALE: 3/4" = 1'-0" Inc. Sustainable Architectural Elements 130 SOUTH REDWOOD. ROAD SUITE'G NORTH SALT LAKE, UTAH 84054. 801.936.0499 infoi` orecontainers.com Oreconlalners.com 0 1 C•OL MN .. A e WATER FEATURE PRODUCT DESCRIPTION: The COLUMN & BASE WATER FEATURE is:an:elegant product that offers a fountain in any coordinating finish of our containers. The column can be placed anywhere iit the planting area. Whetheryou choose This v aler feature for a.garden corner or corporate entry, it will be a beautiful focal paint:in your design. 5001 COLUMN & WATER FEATURE WEIGHT 120 lbs. Steel,.78 lbs. Aluminum PLANTER CAPACITY 12.5 cu ft DESCRIPTION 45"L x 45W x -15V custani planter base with inset 17"Lx 1:7"W ii 28"H water feature; overall. height 29° Formed: of either steel or aluminum our water •features are shaped welded powder coated fas desired), and packaged right here at the base of the Wasatch Mountain Range in Salt` Lake City; Utah:. Water feature includes:an electronic 450 gpti pump and hose, solid,g. rayslate top;. and standing water drain:plug for routine .maintenance, washing. and water replacement; 2i 4., tr ITT,4--1,�1-Tc2Tr�i 45' I7 :3 9„ H AN rRos:i !'i.4V.Ari6tJ: 5001 - Column & Base WuterFeature shown -in Charcoal Grey With container planted Granite top lifts hidden shelf below which holds the .water pump; allowing for easy routine maintenance or seasonal drainage: •LEEDO7 POINTS: TO SPECIFY. THIS PRODUCT: 1.) aleria: Conlerit,. '2.j Indoor Cnadofimental ivatiily 11..,) indicate an Ore. product's:name, pfeauci number, prod uctdescription and ue P: Intpctulnj i.I IrnaoiR LI'.rec" i.:nfol: Ci Ullt} - Lo. t L I :i''.I:a..i grit- rlr i ru y inrJ, s 01,.c,.al-lcr' Tt'ol, w r yr lcd uiurnln0:1• If [sicy'clad stccl orruIUrrlit'urn is Vri(s, 4.) Material 5- is-. 5,) :Procirnify. Eincii prints sr e ,niter, select:powdertoot -61e4 orabtiuiul,;;7ftrid ffitish i/pe a ,hr.7,,d aril i ay ac^omi,ct to rpai..nals R.cesind tj*i. 't:i List opficiis;sp>a� rtre fio.3he ire•prgrlucf, sudli:os 1rp.n Yic(o, rani drip p^.ns:;or :.'5ntainers of drhnife to LEGAL iNFORMAtION: and Iufad isemass rock for a.rre pit ALL Tii HIT Rr- I:VED. INFORMATION IN THIs.� C Iuu rn IS :ioNrHDFNtIAL A:ND:IS -XC>LJ$NE YkOP.ERTY OF.CRE INGQRPORArkn. DE11VEIY TIE li-HR UO(Ai,MENi ORANY COPY THFREOF OR ) SG:tOStiRE.OF SUCH IM-OFi NATION TO UNAIIRAORi/EL) NI P5f5is is.FoRMD0.140 WitHOUT EXr'f2ES5ED L+lRITttN Pi-Rt,AlsSluti F CEF. NC. Lt e:0 a 0 PLANT POT WITH INTEGRAL WATER FEATURE SCALE: NTS / Oda a a al 3' TYP. 1111111101 a a a a a a a a a PLAN 3' TYP. / 4" TYP. la B a a 0 a a a a 3' TYP. f/ 4" TYP. • .d 4 ' Ar/ 4 CONC RET. WALL, SEE CIVIL J CONC. RET. WALL, SEE CIVIL ELEVATION 6' TYP. 3 3/4" O.C. TYP. e u: ELEVATION GUARDRAIL 1 1/2" SQ. TOP RAIL, FIR COLOR 3/4" SQ. HORIZONTAL, ANODIZED BRONZE 3/4" SQ. VERT. BALLUSTERS, ANODIZED BRONZE 1 1/2" SQ. POST, ANODIZED BRONZE, TYP. 3/4" SQ. HORIZONTAL, ANODIZED BRONZE NOTES: 1. STEEL MEMBERS SHALL BE HOT —DIP GALVANIZED WITH POWDERCOAT FINISH. 2. FENCE COMPONENT COLORS AND FINISHES TO MATCH RAILING ON BLDG. A. SEE ARCH. DWGS. 1 1/2" SQ. TOP RAIL, FIR COLOR 3/4" SQ. HORIZONTAL, ANODIZED BRONZE 3/4" SQ. VERT. BALLUSTERS, ANODIZED BRONZE 1 1/2" SQ. POST, ANODIZED BRONZE, TYP. 3/4" SQ. HORIZONTAL, ANODIZED BRONZE SCALE: 1/2" = 1'-0" 1)\k D3uo 0 ELEVATION FENCE MOUNTING ON RETAINING WALL SCALE: 1 "=1'-0" 1-1/2" SQ. POST 4"X6"X%6" BASE PLATE WELDED TO WALL (4) 3/8" EPDXY ANCHORS, EMBED 6" 1 1/2" SQ. POST 3/4" SQ. VERT. BALLUSTER CONC. RETAINING WALL, SEE CIVIL SECTION A • FENCE MOUNTING ON RETAINING WALL SCALE: 1 "=1'-0" FENCE MOUNTING ON RETAINING WALL SCALE: 1 "=1'-0" SECTION A FENCE MOUNTING ON RETAINING WALL SCALE: 1 "=1'-0" ntacENED MN OF 'TUKWILA JUN 2 3 2016 PERMIT CE?TER —1/2" SQ. POST 4"X6"X345" BASE PLATE WELDED TO BOTTOM OF FENCE POST (4) 3/8" EPDXY ANCHORS, EMBED 6" 1 1/2" SQ. POST 3/4" SQ. VERT. BALLUSTER 3/4" SQ. HORIZ. CONC. RETAINING WALL, SEE CIVIL land ❑®❑❑®❑ as land ❑❑®❑ ❑❑❑ P 0:103:1206.204.0507 Vr Melvin R. Easter - RLA, STATE WASHINGTON REGISTERED LANDSCAPE ASLA S OF ARCHITECT ', MELVIN R. EASTER CERTIFICATE NO.398 I ■■M❑ D❑m❑ R❑❑ D❑® Dal RI P-713 TUKWILA VILLAGE - BUILDING > m O o 0 0 0 * Z I j TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, o o ram.. o Z > C) TUKWILA , WAv.CO m� o 0 0 0 0 E E OWNER APPLICANT❑ 0) 0) "' "' - Ca TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC o. \ a m 70 m co 7) 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 0 70 70 cr, o is w w PUYALLUP, WA 06374 ,, C o c, T ❑2530231- 5001 F ❑ 53❑231-5010 = N - W m CO o COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED o • '' _30 WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdiOuc Z SITE DETAILS CONSTRUCTION SET A A 200 10 „ D DETECTABLE WAR SEE DETAIL FOR N •�.s�:'� ) -r `0 CURB • 6 4 6 / / / At./a n. l .11 V r1 11i'•fr -,. nl l \ IA\/ ri ,nr VAN ACCESSIBLE AISLE 1/2" MAX. TO \ 1/4" MIN. LIP 0 °a • TOPPING SLAB • • a a a ° . 4' ,a a PLAN 6MAX. NING SURFACE - PATTERN TOP OF CURB T 1V:12H_ MAX. 5' MIN. 2� %MAX' 4 .4. a' P.T SLAB 4 a d 4 4 4 a 4 '31 d . TOPPING SLAB a .{/ ° • 4" 4 a a a '4 a 4 a4 4' 4a d SECTION A —A CURB RAMP PLAN RAMP c. 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" �C Ili DETECTABLE WARNING PATTERN (SEE NOTE 5) 3/16" D } ELEVATION 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. SCALE: NTS BLDG. ORNER FIN. GR. 296.60 AT BLDG. FACE 21 WINDOWS I) BUILDING D NORTH FACADE 7 TOP OF CONC. AT BLDG. FACE 90' RETURN T3 BLDG. FACE AT PLANTER END COR-TEN PLANTER TW 299.4 PLANTER STEP EP --90 RETURN .: TO..BLDG FACE'.AT ST WALL 29 C WINDOWS -5" CO WAL TH INI - COR-TEN P TW 301.4 NTER �` ♦I ♦ 1 MOR COR-TEN STEEL PLANTER ID 4" PLANTER OFFSET FROM BUILDING CORNER TO ALLOW FOR DRAIN ROCK EDGE SIDEWALK; FINISH GRADE - (3) 1/4" THICK COR-TEN STEEL PLANTER EDGING UNITS EAST OF PLANTER STEP © 86"L, AND (1) 14"W EDGING UNIT AT EAST END, HEIGHT VARIES, AS PROVIDED BY VENDOR NORTH ELEVATION VIEW CRETE PLANTER L, SEE DE11�IL 5, SHEET 304.0 SEAM, TYP. SIDEWALK FINISH APPROX. GRADE EL. 298.90 -(4) 1/4" THICK COR-TEN STEEL PLANTER EDGING UNITS WEST OF PLANTER STEP © 88.25"L, AND (1) 14"W EDGING UNIT AT PLANTER STEP, HEIGHT VARIES, AS PROVIDED BY VENDOR NOTE: COR-TEN STEEL PLANTER EDGING UNITS SHALL BE CUSTOM -DESIGNED AND PROVIDED BY ORE, INC. UNITS SHALL BE VARIABLE HEIGHT 0.25" THICK COR-TEN STEEL WITH 14" BASE FLANGE, DRAIN HOLES, NO LIPS, AND INTERNAL GUSSETS AS NECESSARY. COLOR: NATURAL RUST PATINA. CONNECTION AND SEAMING DETAILS TO BE DESIGNED BY ORE DESIGN, INC. WWW.ORECONTAINERS.COM, PH. 1-801-936-0499, CONTACT: CHARLES BUXTON STEPPED COR—TEN STEEL PLANTER BRICK VENEER BEYOND 3" MULCH LAYER 1/4" COR-TEN STEEL TOPSOIL 1'-2" 1-1/2" DRAIN ROCK 4" CONC. - SIDEWALK BY OTHERS COMPACTED SUBGRADE GRAVEL FILL PER ARCH. $1 .,4 411 /k\%K\ \<1// 4/4 BLDG. LEVEL 1 FFE 302.00 a Qa A SECTION A SCALE: 1" = 1'-0" 4' A a 11 a a a A ..a a .a a' A . L DRAIN MAT PER ARCH. 8" CONC. WALL PER STRUCTURAL 1/4" GUSSET FILTER FABRIC AT SIDES AND BOTTOM BASE FLANGE W/DRAIN HOLES SCALE: 3/16" = 1'-0" io 5'-4" ELEVATION VIEW GREEN SCREEN #5104 CHANNEL TRIM ALONG TOP EDGE OF PANEL -#5145 POST CLIPS MOUNTED FRONT & BACK © EACH LOCATION OR #5133 SNAP CLIPS © ONE FACE W/ STAINLESS STEEL TEK SCREW, TYP. 4 ° 4 ' 3" THICK GREEN SCREEN PANELS BY: GREENSCREEN www.greenscreen.com COLOR: BLACK, MATTE FINISH CONTACT: (800) 450-3494 INSTALL PER MANUFACTURER'S INSTRUCTIONS. 3" ROUND STEEL TUBE W/ POT CAP, TYP. FINISH GRADE POST EMBED 12" DIA. CONC. FOOTING, TYP. SCALE: 1/2" = 1'-0" PARAPET WALL d e. 4 HSS3X3X1/4 GATE POST WITH END CAP, TYP. 8' HEAVY-DUTY KEYED SECURITY LOCK W/HANDLE FINISH PAVEMENT SIGN PANEL 2-1/2" X 5/16" HEX HEAD BOLT 1 " DIA. NYLON WASHER CO — 1" STL CHANNEL FRAME HEAVY DUTY GALV. STL. HINGE (3) WELDED TO POST, TYP. L MIN MEI IMM 4e al °• • 4 ° e 4 A • ° C in ♦ ♦ PT SLAB METAL GATE 3/8"x18" PADLOCKABLE CANE BOLT, AMETCO OR APPROVED EQUAL, TYP. INSTALL ON INSIDE OF GATE SIGN POST 3/8" HEX HEAD NUT ALLOW MAX. 2 THREADS EXPOSED, FILE SHARP EDGES SMOOTH STEEL LOCK WASHER NOTE: ALL STEEL HARDWARE SHALL BE GALVANIZED. GALV. STL. INFILL PANEL, 100% SCREENING 1' STATE DISABLED PARKING PERMIT R QUIRED I —III ill II FRONT VIEW MOUNTING DETAIL 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" " SEE GRADING PLAN FOR TOP OF WALL CONC. WALL, SACK RUB FINISH FINISH GRADE L.J 8" a a a• a. a 1. a t FASTEN GATE POSTS TO WALL WITH GALV. OR ST. STL. 1/2" EXPANSION ANCHORS, MACHINE BOLTS, & WASHERS AT 12" O.C., BOTH SIDES, TYP. ► CONC. PLANTER WALL NOTES: 1. GATE, GATE POSTS, HINGES, INFILL PANELS, AND ALL HARDWARE SHALL BE HOT -DIP GALVANIZED WITH POWDERCOAT FINISH, COLOR: DARK BRONZE. 2. PROVIDE SHOP DRAWINGS FOR LANDSCAPE ARCHITECT APPROVAL PRIOR TO FABRICATION. 3/4" DIA. GALV. PIPE EMBEDDED IN PT SLAB, TYP., COORD. EMBED DEPTH WITH STRUCTURAL TO AVOID CONFLICT WITH SLAB REINFORCEMENT SCALE: 1/2" = 1'-0" 1/2" CHAMFER, TYP. ALL EXPOSED EDGES FINISH GRADE 1" BELOW TOP OF WALL 3" DEPTH BARK MULCH PLANTING SOIL #4 © 12" O.C. EA WAY PROVIDE 90' HOOKS TOP/BOTTOM OF VERT, EMBED INTO FOOTING #4 © 12" O.C. E.W. CONCRETE RETAINING WALL SCALE: 1" = 1'-0" PLANTER SKATE DETERRENT, SEE SECTION 6” CONC. STEM WALL, TYP., SEE STRUCTURAL DETAIL 12/S16 TW ELEV. 303.70 TW ELEV. 302.00 REVIE CODE CON APPR JUL 0 D FOR PUMICE VED 2016 City of Tukwila DIVISIO CITY OF Ili 'MLA TER SKATE DETERRENT, SEE NOTE SEE GRADING PLAN FOR TOP OF WALL ELEV. CONC. WALL, SACK RUB FINISH w SIDEWALK - GRADE VARIES ACCESSIBLE PARKING SIGN, TYP., SEE DETAIL 2, THIS SHEET CURB RAMP, SEE DETAIL 1, THIS SHEET DETECTABLE WARNING PER ANSI 406.13 AND 705. CURB 4" WIDE YELLOW PAINTED LINES MAXIMUM SLOPE OF PAVING TO BE 2% IN EACH DIRECTION INTERNATIONAL SYMBOL OF ACCESSIBILITY PAINTED ON PAVEMENT AT EACH ACCESSIBLE STALL STALL WIDTH ACCESSIBLE PARKING STALL SCALE: 1/8" = 1'-0" a- 4 I; 41 ° (7. 11: 1/2" CHAMFER, TYP. ALL EXPOSED EDGES FINISH GRADE 1" BELOW TOP OF WALL 3" DEPTH BARK MULCH PLANTING SOIL 6" CONC. STEM WALL, SEE STRUCTURAL DETAIL 12/S16 CONC. SLAB, SEE STRUCTURAL NOTE: SKATE DETERRENT SHALL BE SKATEBLOCKTM'FB.5B FLAT BAR W/1/2" BEVEL CORNER MANUF. BY RAVENSFORGE CONEG, LLC, SEATTLE, WA, PH. 1-888-743-3490. SEE PLAN VIEW FOR LOCATIONS AND SPACING. SECTION A SCALE: 3/4" = 1'-0" 0 • CONCRETE PLANTER — NW CORNER -J land ❑ MHO land ❑❑®❑ ❑❑❑ co 1.42 co P ®206.204.0507 Melvin R. Easter - RLA, STATE WASHINGTON REGISTERED LANDSCAPE ASLA OF ARCHITECT / --- MELVIN R. EASTER CERTIFICATE NO.398 A02/13/2015 10/08/2014 05/22/2015 06/02/2016 BUILDING PERMIT PERMIT COMMENTS/ MEP COORD/BID SET BID SET VE/REVISIONS FOR CONSTRUCTION A03/01/2016 t._ -- Dmp TUKWILA VILLAGE - BUILDING m z m TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, 0 Z TUKWILA , WA m -{ rn —I ❑ ❑ rip OWNER APPLICANT❑ > -o D D TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 73 - 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 1 w w PUYALLUP, WA 08374 v r- T a2530231- 5001 F ❑1530231-5010 p° COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc CONSTRUCTION SET VMX LED The new VMX LED Series offers clean, functional 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 energy efficient and aesthetically pleasing. The LED ts performance and the driver's life ore maximized by enclosing them in two separate die cast alllminunl housings. Easy tool -less access for mounting and maintenance. Dimensional Drawings The LED light assemblies come with 48 to 96 LEDs. Six optical distribution patterns -are available. Choose between 4000 or 5000 Kelvin temperature of the LEDs. A durable polyester powder coat finish is guaranteed for five years; and is available in standard or custom colors. The VMX LED ser'es is an exceptional choice for commercial parkin;) lots,, office complexes, architectural projects, and other general ligh 'ng projects. VMX-1 T4 64LC 5 4K UNV AM Model ,•• ' ,Optics• „ Source' ' Current Kelvin VoltageMounting ", VMX-1 Type II (T2) Typalll (T3) Type (T4) Type -A d� (T4A) L�1 Type V (T6) Type VW (TSW) #of LEDs 48 (48LC) 64 (64LC) 80 (88LC) 96 (96LC) 35'0 (3) 530 (5) 700 (7) 1000* (10) 4000K 'SWIM v4111e (4K) 5000K "cbotwhite (5K1 120-277 -uneereal (UNV) 480 (5) Nol ovoiloblo In 1 amp 347 Not '$ll0bl. In t amp Arm(AM) Mount Wall Mount robin Wall Pkdo (BAW P) tote Canted tripartitely (WM) VMX ORLIF1a0R*M Round Pols Plxe05dpiors (IVY) are lobe ante .O tenor lety. I3Z Finish I, Bronze (02) Black (BK) Smooth Black (SBK) White (WH) Smooth White (SWH) GraP)phite Grey (GYI Silver Metallic (SL) Custom Color (CC) RPP4 Options ' Photo rs Il))&ReoP� sp.)e31e (PCR240) (PCR277) Photo.R coptoclb (PER) Round Pole Platt) Adaotlr For 3'0 Pole tRPP3) For 4'0 Pole ((RPP4 For 5"0 Pole (RPP6) Cast Well Plate (t3AW P) D-law Dimming Driver Hob0ren1, (DM) Mohan Sensor n4oI. SC (NIs scHo . n.uinr Mr M vrsc-2D� Rw,Mrx,x+l' r ukti) 21 u'Irq HaiM VM4ieieo5 CLlliaat ' CorFWlFiRv/ Universal Pole Mount Adaptor (UPMA) W m/xb drMYal Irknnr.m of mmrasa wdra n IM'ib14 910Wins mama* Waxy CO. 1 4 oriwdsoh t4, dais noolh oao*e oeh0inb me Antral carbine p�l0W M.'S., al0o*0rO thM, Lb Tarn' via to hrvmaim rims,.h. woken epae0G a 95o . oust, tan h Momsb as TQM piler oI oMh,ws rrraomnlnt 1tdm*M 1Ww tx VI bonny ,Y;i43NN.na c0Mm3 twin mNatitt ma ride Housing • Cast aluminum LED housing with Integral cooling Arts iOF thermal management Mounting Arm/Driver Compartment -Durable two-piece die cast aluminum diver compartment utilizesatot-less' push button latch for ease of maintenance endaealed with a one-piece oitcorte gasket. Thermal Management • The VMXsenes provides excellent thermal management by mot5ltng the LEDs tothe substantial heat sink( of the housing. This enablat tea Luminaire tq Wrthstond higher ambient temperatures and caiver currents without degrading LED life. •The L70 testdetermmes the poplin an LEDs life when it reaches 70 percent pf its initial output, The VMXseries LEDs have been determined to; last100,000- hours in25°Cenvironments whel'drivenat350rnA: Opticat•System • The highest lumen output Evo/C LEDs are utilized in the VMXsenes. TES dlstnbuhonTypes II, Ill, IV,V-A, V and V-W are aVailade. • CR1 values are 70for 4000K and 75 torr4OOCK. Quali-Guard Finish • The finish is a Ouali-G42rd textured, chemically pretreated through a multiple -stage washer, electrostatically applied thermosetpolyesterpowder cot finish, N4th e minimum bf3-5 mlllmaterthlckness Finish is riven -baked at 4000 F to promote maximum adTerence and finish harems. All finishes are available in standard and custom colors, • Finish IS guara'iteed for five (5) years. VMX LED Electrical Assembly • The VMX LED series is supd led with a choice of 350, 530, 700 or 1000" mA high-performance LED drivers that adcept 120v thin 480v, 50Hz toe() Hz; input. Power factor of 009'., Rated for -40°Coperations. • 10)Nsurgeprotectcrsuppl:edasstandard 'Terminal block suppl ed as standard, Warranty • Five (5) year Limited Warranty on entire system, including finish. Fri full warranty inrormaaon, please visit vlslonsrelighnng corn. Options • Photocell 8 receptacle • Pncte receptacle • Round ride plata adapter • Cat Wall Plate 0-10v Dimming Driver • Motion Sensor -Wireless Control • Universal Pole Mount Adaptor Listings • Powder Coated Tbugh, ' VMX 5K LUMEN DATA cOWDEt COATED y41ns.1- 6LEDC me TYPEI B U a TYPE2 B U a TYPED B U a TYPE 4, B U G TYPE4A B U G TYPES B U d TYPESW e u o werre 64 3,50 7,541 3 3 7,897 2 6,872 2 0 75d1 1 1 2 7,3°,4 4 8,3122 3 a 0205 a 71 530 10616 a 3 l0,533 2 2 9,675 2 0 2 10,500 2 1 2 10,354 2 2 11,eoa 3 a 11 552 3 0 2 103 700 1CM 13,469 16,841 3- 3 2 2 3 3 13,749 17,19t 3 a 2 3 3 12275 15,347 3 0 e 3 3 12,399' 16,753. a 2 3 2 3 13,137 16,425' 'L 2 2 2 2 2 14,972 18720 3 4 0- 2 2 14,657 4 0 18,320 4 0 2 Lae 2 217 96 s50 14 .03 2 11742 s 2 3 10,477 2 11.443 2 2 11,219 2 2 2 12,765' 12,517 3 0 2 1a6 ski 700 16,194 20,547 a 2 a 4 15 "aa'3 23,573 3 3 2 2 3 4 14,750 113715 a 3 2 2 a 3 15,109 20,440 a 2 3 2 3 15,794 20,039 2 2 2 2 a 10,001 22,003 4 2 0 2 17,e21 4 0 22,550 4 0 2 107 2 215 Visit-www.VisidnaireLighting coin for up-to-the-minute chart information including types not listed here " For 4000K multiply values by 0.93 1884 n rl inr31e 487Ny 'ei lt:ha nnth fnt, ota , CA nt)1151 isr. fl-u) alit-04re FAN: I'll U)512414tl0' WUN1.vio lonci eiignbl%.cem CYLINDER Outdoor ADA Wall Sconce GILightjng Ss 0501017�'14.7173 2•.C11.' 12,29 0. 314 631 6JJ9 IS0S14r3 cc") so'etr0T,3r501500om ao•ng5h•Irg can SAMPLE CATALOG NUMBER: :,c,1't� IV[SfS )i nits<µ GL-6540 "/1MP(itiCO 3. 12W up-__-- R`Z 20' nssatatenc Ik3- AO' fhi. Geer ler=i( Dawn B"2 2'0'free*_4ter• iHJ 80'-1-171, V;nOr LKsI B =,'FIP115F( Telured: - ILy- L'tMVerakldh Focx- TB! - 81c1 zt Ts-'S''mt, TBY • Igoe Brown T92- C4rraP43 I - Premium; SA- stria AturiliurNI 5. 222 rc 10• 55fc 15' 25 in so, 14re Norm! Bonin Amid. 20' 3 4' 5 0' 6 r GL 6541 B. 12W Up' --- No- &r-tier, taco) ICns C� CILLed Cop - DOWIT - RS CO'Ft4t Clleor LCfls CcA:-d cop GL-6b42 B. 12W Up - Rb 20'rreseal Ler 3' R;f 35' Fkat Cld'm lens DOwn R5 5Yt' 1111 C ita-111a T (CC Clraall Stop Nominal BoemAngloo 30` 5' 112 fa 26• 10' 20 lc 15' 121c 70 7fc 5 3' 7.9 GL 6543 B. 12W Up - - R6 5041-ht gem tens CC •t:irsed Cvp -- Down rla 0U I icaxN)rx. 23 5i0'Fri;Clod, Leis Nominee BuamAngle.50' ,140c ,,;w•,<- 5' 32 is , 5.1' 10' 6 rc 75' 41c 70• 2 fc Complete LM•79 end Lighting -obis data ava,lahle at alighting rem 10 2' 15,4' 20.5' LM-79 'ghtmg - facts AvOrs LED • T2W25Cat 9tiCRi high power LCD .510 Lteliveied lumens pet elate No Cud vast light • Lumen mairdenanew -90% over 50,000lnaui life - iigM sourcels halo repleceohle - raol5 crxnpi ant, rnetculy tree Mounting • Dive; mounted In 4'squate by 2 1/8' deepllncton box: Steel G1y 1752171 et equivalent (supplied by o'hers; Driver • Pakauzed slunk con'iect fob ease of irlslollnlw'1 and replacernenl - Prcieclion: eechaolo Tokamak, retx'lable atod enroll ploledlwi, rhetnlal p•a?eclon, and ove'lood regulohoh - Plot to shipping, all fixluiss ale tested by the r'tom,Acoi,nsn to ensile gaol ly -Ayer dale in 120 al 277 volt Fixture Is ETL listed for wet location Ci Grose Chcnoeiiei Co. o' 1ring to dive. -Fs2 ,k ,' In mcdl5l ca1,11-1g'±si r-s to Imiyavn_ croc::v"ice of hlrr-'I.-n 11.= liglilirig 11/14 iiirna DESCRIPTION The IMPACT Elite family of cutoff wall luminaires is the ideal complement to site design. Incorporating modular LightBAR" technology, Impact Elito provides outstanding uniformity and onorgy-conscious illumination. Combinedwith a rugged Construction, the Impact Elite is the ideal facade and security luminaire for zonessurrounding schools, office complexes, apattmonts, and recreational facilities. UUcUL listed for wot Iboatinne. SPECIFICATION FEATURES McGRAW-EDISON® e1e+py DU19?l. Construction Heavy -Wall, die-cast aluminum housing and removable hinged door frame for precise tolerance control and repeatability. Hinged door Moat for clean mating with houeing surface and secured via two 12) captivefattenere, Optional tamper resident Tore - head fasteners offer vandal resistant access to the electrical chamber. Optics Choico of six (6) high officiancy, patented AccuLED Optics'" manufactured from injection molded acrylic. Optics aro precisely designed to shape the distribution maxlnlizingefficiency and application spacing. BL optics offer backlight control to decrease wall brightnass While the optional uptight glow provides soft illumination to highlight architectural surfaces. Offered standard in 4000`K (+/-275K1 CCTand nominal 70CR1. Electrical LED drivers mount td die-cast aluminum back casting for optimal heat sinking and operation efficiency. Impact Elite Wall Series LED operates from 120.277V 50160Hz, 047V 60Hz or 480V 60Hz'Shipped standard with Cooper Lighting prbpriotary circuit 'modulo designed tb wilhatted 10kV of transient lino surge 90% lumen maintenance expected at 60,000 hours, Tho Impact Elite Wall Series LED luminaire is suitable for operation in -40'C to 40'C ambient environments. Llght0ARSre feature an IP66 enclosure rating. Optional occupancy sensor with backbox is available. Mounting Gaeketed and zinc plated rigid steel mounting attachment fits directly to, 4" ,1-box or wall with the Impact Elite "Hook-N-Lock" mechanism for quick installation. Secured with two 12) captive corrosion resistant black oxide coated alien head sot screws concealed but accessible from bottom of fixture. Finish Cast componontsfihishod in a 5 stage super durable TGIC'polyester powder coat paint, 2.5 mil nominal thickness for superior protection against fade and wear, Standard colors include black, bronze, grey, white, dark platinum, and graphite metallic. RAL and custom color matches available. Consult the McGraw -Edison Architectural Colors brochure forth° complete selection Warranty Five-year warranty. STANDARD DIMENSIONS Trapezoid 7' 117Annil L--tR 1r2' t419nyn1�111 122emml STANDARD DIMENSIONS WITH BACK BOX H00K.N-LOCK MOUNTING p-a 0 es 7' I Woman L 161/2" 142frmn1l Isealml COOL 7t Lighting wwsr.eoop.rlIghtfca lam - - 17.11' (311mm1 213" 1 V4" 141nrm1 1ST IMPACT ELITE LED TRAPEZOID 1 -2 LightBARs Solid State LED sonsesissioNsell WALL MOUNT LUMINAIRE DESIGNLI6iIT'S� CON SO ATI6M CERTIFICATION DATA UL/cUL LNled L179, LMSO Cumphanl was UgIlIBABS AR11A Glmpfisnt Ise NCI DLCOualdied ENERGY DATA, Eleanore. LED Driver ,0.9 Power Factor -oas%Tutal Harmonic Distortion 120 277V/50 no 6011z 347V1001 IS, 4110V/60 iz 40°C Minimum Temper41ro• -16°C Ambient Temperate° Hating SHIPPING DATA Apprexhnet. Net Wight 181bo 18 Loa t Ft 1 A014106154 2013 06,1316'24 09 POWER AND LUMENS BY BAR COUNT Ndmb.r of Ught6ARs DISTRIBUTION Posuco [Watts] Current it 120VtAI Belmont L; 277V [AI B131 (tin I GZW SLR/ SLL 7 LED LIGHTBAR Col 27 023 0.73 1,77e I 1,625 1,720 I 1,725 1,571 CO2 54 046 021 3,540 L 3,249 3,440 3,450 3,142 21LED LIGHTBAR Bin 27 0.23 0.13 2,177 I 1,6ee I 2,115 1,122 1,9E2 1302 51 043 020 4,354 I 3,995 I 4,231 I 4.244 3465 ORDERING INFORMATION 1ST IMPACT ELITE LED TIIAPEZOID LUMEN MULTIPLIE Ambient Temperature Lumen Multiplier 10'0 104 15"C 1,03 2E•"C 100 40'C 115,i LUMEN MAINTENANCE Ambient Temperature TM -Si Lumen 0,680nteono 150,000 Homo! Theoretical L7o (Hour) 25"C a 94 w ' 350,000 40°C a 93% .250,000 Seine's Nurnhir:IST-602,LEa'Et-au-LM 1ST LED Product Family 1 Impea Esu: some Product Trapezoid trout: I 3 a 7 to IT 12 13 t4 re Nambllr M" •• UghtBARs 130111]21 LEDughtoeR 802=12121 I.ED Ughl5Ans co% -Ill 7 LED LightBAR B02,1217 LED LlghtBAHs OesignL1910. •Conmmum 00.1lhed. ROOn to wwW,oeoorbphl.Ars U,.I,rib l'toduon L.l d.t F.mrly Modell f°r tet.la. slmdsid45s5 sxi end nomira75Cel. 21 L:OLlphlbN p wand el 3SOOA,T LED 1.e110M pmvn.d al rA. A. n.pifi4. Must snooty4Nt'se, Only wo,hbh In 2liar i602 of CO4 corfsunlions. Consul, Factory rot Ord limas and lama, mulOpimr ncvid.v 10%tiellehl in 2 boo 1602 or W2, confiea,d,cos and 2C% opts lit In / 6.1 tablet f,011mn yu,oiions Only .,agabla to 2 SAS loot or 002) c0nfieureliom; nnetsldl Llah0OAewlli bit wired to • - T„Hui tlolry'o-lory VIII, N15 m'ru1., Not r oibbfb ,,rib 050 spicily 120 ei 2m, io'CI member lompn.n,.o. conchfor m,Ybidy. Specify 12D or 2775, (-20'CLmin nawriyewrare. Oldot .I.ly. 'Spochyariit {color) In par.. aiaxx'. COOgR Lighting www.4eep. rllghtle g,.em Lamp Type LEO=Solid State Light Cinkhng Dates Voltage E1 `Elecwnlc120 277V a47=347V 480•4WV DIstrlblamn OZW"wull CmIerw,dc BL2=Typo g war Beck U9hr Con6a1 BL3=Typb III w,' Beek Light cmnmt NIA:type Iv si/ Beck Light Cchmol SLL°Su 0eglee'Spil Light Demeanor Lett SLR=90 Degl.. Spll Lighr Elimimm�rRight Finish At=G,oy BZ= ron,t BK=Bleuk OP'Dark Piednw) GM=Giepldly Meurll'n WH=w1ike Options s p=Button Type Photuunnlml (120V,. 208, 240, or 2771$ 2L•Two Cimuxsa Te'Tempar ResslantFaeMiets 7080=70 CRI41000K OCT, Soso=6b Cn17do5ok CCT' ULG•Upl,gl4 Glow. LCP•UghtBAH Cover Plate Matches Housing Finish OSB'Our perry sensor.. 0,ml with bock boo niamhing housing hmsh. BBB -Emergency LED power la 11.1a peck (UW2411sted) 0' Gar P standard with Lotto bus matching humming linih. CWB-Emergency LEDcold tempe,nmrepower pier teL0241imnd)-20" Cf.4' standard with beck box matching housing toNsh, lo.+r Accessories 14 MAt2e4 MIX=lhnao,yeuk Pm-Iml0e Sim Tnpe,odl. MAl0ee-I4V C,00, Mnmb n"decfmn,x 1401E 6eeu1o, bona and d0,naorawbi.n„+ol'.ng•nnthool Rotas Visit our web site at wvvv✓.cooperlighting.com Cunteroor First Center 1121 Highway 74 South Peachtree Gay, GA 30260 770,4664800 FAX 770.4854E01 004160154 201346.1316'2499 7013-0e 1316os le PINTS Picleet Name: Catalog Number: Tvue Round Non Tapered Steel Pole Pule Shaft " ASTM A503 Grade B tubing with minimum yield strength of 46,000 PSI, Shari is furnished wtn ground lip 1131de pole, opposite hand hole opening. Center line of hard hole Is12'from bass plate Base Plate • Steel Plato have Is .ASTM-A36 het rolled steel, moats ar exceeds Inin.murn yield strength cf 36,000 PSI. • ease templates provided with ceder. Da net pre -pour Base Cover • Die -fanned fi'orn rieavy gdage quality a'urninue'. Two piece covet (or easy InstallattOn, • Consult tectory for DCB bolt circle info. Pole Cap - Colcnimpregnated pi:4)17 l' s ta,rlo-close We cap prevld e3 In l:lack., finish ' All poles ere shot -blaster and cleaned to a rear -write finish poor to parting. A Quah-GUard"textura5;themloset polyester powder coal is then apphad to a rninimum rf 3 millimal erS and Sheer men -naked el a temperatUre of 400 °F to promote except anal adherence and fn]sh hascliesp. Pole finish is warranted for e full two (2) yearS- An optional five (5) year extended warranty Is also available (prime coat and rust inhibiting internal Coating) Anchor Bolts • Poles amp rovlfod with hot dip galvanized onehdr bo ls, WO a'J" hand on one end and two' flat hex belts end end two flat washers per bolt Anchor bolte rneet or exceed a minimum of 36,600 PSI. Anchor bolts conform to ASTM F1554 grade 36 and are provided 10' 12' 14" 16' 18' 20' 22' 25' 28" 9" Base 's3116`8C (9BC)• 12" Base •, 2%' ec (12BC) x30 (343) 1"k36' (136) 20' 12" Base 30'- 12' Base CUstem Base 'Como rectory Direct Burial unfit) In ihe term of where beisirdel (136) 0011-On Arm Single isi) 111-.11 ata • Quad (QD) Tenon Options 4" (T4R) Brome Black (BK) White Tennis Green Forest Green Grey Silver Metallic Custom Color (CC) Galvanized sc. poll GFI Receptacle 'Flanilord ;melon font hind tinle Custom Bolt Circle •On,nvilf Parton, Round Base Cover Rust -Inhibiting Internal Coating & Prima Single Banner Arm (SBA) Double Banner Arms Pirect Burial Coupling Hand Hole pe r direr evaluation at 'yrs Met from totlom of pole- h fans moony rsididitcris This rnmmeirt crania, tivirainbnishinnakni ikon" lighita DESCRIPTION Cerebra) 203 ia a small. low voltage dimmable LED and halogen MR16 luminaire. It is available with a fully adjustable aide swivel stem (203, 203 n.), an adjustable center rear swivel (203 CRS) or a stationary roar flush mount (203-FM). Side swivel models 203 and 203-FL provide 340* tilt and 360. rotation. Center rear awivel model CRS providet 20W tilt and 360° rotation. Center rear swivel ;Model CRS prcividcs 200° tilt and 360' rotation. Various lenses, louvers and color or dich roic filters ben be combined • up to three at once - fo create multiple lighting effects. The Lumicraexclusive Siphon Protection System (S.P.S.) prevents water from siphoning inta the fixture through its own lead wirea. SPECiFiOATION FEATURES Housing, hood and mounting Stern are precision -machined from corrosion resistant billet shack C932 bronze, C110 topper' Or 13 ... Finish Painted Factures constructed from 606146 aluminum are double protected by an ROHS compliant chemical film undercoating and polyester povvdercoat paint finish, surpassing the rigorous demands of the outdoor environment. A Widely al standard colors are C Brass, Bronze, Coppar Stainlats Steel Fixtures constructed from brass, bre nzta, copper or stainless steel are left d npainted to reveal the natural beauty of the material. Brass, bronze and copper will patina naturally over time. 203 COOeft lighting kwowoopplIgfikIngtem Hood is removable for easy relamping and accepts up to three internal accessories at once (lenses, louvers, filters) to achieve Multiple lighting effects Model holes prevent water and mineral stains from collecting en the Ions, even in the straight -up position. Modal 203 FL:The flush lens design reduces fixture length, minimizes debris collection and prevents water and mineral stains from eel lecti ng on the lens Housing and hood are sealed with n high temperature silicone oaing gasket to prevent water intrusion. Tempted glass lona, faetory sealed with high temperature adhesive to Prevent water intrusio h and breakage due to thermal shock. 203-FM G Mounting Stem stem, providing 346' tilt and 380* rotation for easy aiming Center rear swivel (203 CRS) or stationary rem flush Mount (203 FM)kbodels are also available. All models include 1/2 ' NPS threaded male fitting. Stainless steel aim -locking mechanisms arc standard (not available on 203-FM). Lurniere's exclusive Siphon Protection System is.P.s.) prevents water from siphoning into the fixture through ifs own lead wires. H Hardware Stainless steel hardware is standard to provide maxlmum Corrosion resistance_ Ceramic socket with 250* C Inflorle canted lead wires and Remote 12V transformer required Mot included). NOTE* maial power draw on LEE) equipped fixtures is 15 wane. When aizing transformer use 15 watts per LED fixture - Nominal poWer draw after start up is 6 watts or 10 wens aerordingly. Alm LEDs are more voltage sensitive than standard halogen MR16 lampa. The LED module is designed to operate between 10 and 13 volts. Any less nr more voltage can cause prematuna Halogen lamp not included. Available tram Lumiore as an accessoty. LED modules are included anti Bre available in four 4000, end WOO) and three distributions (spot, narrow, and Boon Both color -temperature and distribution must be speeified when ordering - see reverse node for detail& and catalog logic. Specifications and Dimensions subject to change vvithottt notice. CAMBRIA 203 'IOW LED evv LED SOW (maxi MR16 Low Voltage Accent/Flood LIGHT POLE POLE BASE 9"X3/4" BASE PLATE TYP. ANCHOR BOLTS STL. REINF. PER STRUCT. DETAIL 18/S16 CURB A I PARKING GARAGE SLAB CONDITION 20"0 CONC. PLINTH, TYP. (20" SQ. AT GENERATOR, SEE LAYOUT PLAN) LIGHT POLE FOOTING 111 EXP. JT. CONC. -\ PAVING 4 RNTS Pole Height M HO mph XIMUM 50 mph /110Waele EPA 163 ;nth (OD MO11.7 110 mph gust 120 nip factor 130 mph . 140 mph 0.0. Pole Gaunt Base Plate Bolt Circle Anchor Bolts, For direct burial pole EPA, USE height for above-grbund portion of pole. • CAUTION If any additional stress Sinai as nags, banners, streamers, ropes, pr any ceher suan rfejris are added to poles. VIslonairtighting's nbrmal prod0c4 guarantee null and, Void. 'Additionally, addrng such gems to any pole may areafe severely hazardous concRions. Poles are CalCulated to withstand steady Wind velocities of betwsen and'160 mph wind zcne s ?Mb a 1.3 gust fa0tor doperiding on height, watt throktioss, and vadth/ diameter Foran exeet rating on a specific order, contact VG ionaire direct y. 7,Rad used Pole Plate (RIPP)Adaptor for round poles, 174. *Radiused Polo Plate (PPP) Adapter required for mounting for roiind Pubis eizr stav sTEELE THOMAS STEELE DIVISION GRADER MANUFACTURING, INC„ FORMERLY TRILARY, INC. 1 518'0D STEEL TUBE 1/4 X1 112' FLAT EAR SPACED ATV' INTERVALS z. PRODUCT: CRB2-8(2,4,5.6) DESCRIPTION: CARNIVAL BENCH DATE 7-18-12 ENGI SMC CONFIDENTAL DRAWING AND INFORMATION 15 NOT TO BE cOPEO OISCLOSED TO OTHERS WITHOUT THE CONSENT OF GRABER MANUFACTURING, INC„ FORMERLY TRILARY, INC. SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. 02012 GRA8ER MANUFACTURING, INC., FORMERLY TRILARY, INC, ALL PROPRIETARY RIGHTS RESERVED. 1/2 X2 112* FLAT BAR SITE FURNISHING IS POWDER COATEt) WITH TGIC POLYESTER. STEEL SURFACE PREP INCLUDES MECHANICAL AND CHEMICAL ETCHING FOLLOWED WM1 A COATING TO IMPROVE ADHESION AND CORROSION RESISTANCE, fl 4114 41 4 ON -GRADE SIDEWALK CONDITION 3/4u CHAMFER, FINISH GRADE ANCHOR BOLTS (4) #4 VERT #4 TIES @ 3000 PSI CONC. FOOTING PLANTING BED CONDITION DCB-20 DCB-20 Smooth Fluted 'Smooth Fluted Bronze Black, (OK) Mite (011-0 Forest Green Grey ,Silver Metallic ,Custom Color Base • Two piece decorative -fluted cast alurrin,um pole _base: Finish • All bases are shot -blasted and cleaned to a near -white finish prior to, painting. A Ouali-Guare textured thermoset polyester powder coat is then .applied to a minimum of 3 millimeters and then oven -baked at a temperature of 400 °F to promote exceptional adherence and finish hardness. Finish is viearreinted for a full' two (2) years. An optional five (5) year extende,d warranty is also available. se diameters 9.25". Bronze (BZ) Black White Forest Green Grey Silver Metallic Cuetom Color Base • Two piece decorative f Finish • All bases thermp -blasted and cleaned to a hear -white finish prior to 'painting. A Ouali-Guarcr textured ester powder coat is then applied to a minimum of 3 millimeters -and then oveh-bake0 at -a, re of 400 "F to proniote exceptional adherence and finish hardness, Base finish is warranted for a (21 years, An optional five (5) year extended warranty is also available. " Pny Os of look bmiramnia metal mime of Masson tnitilez art 1.42,13 3,11.44,1C4.1444a3 44.1.4. al:mm*4k Vomm man. tit iitht Inching. ow Nancincobana cmionmal heroin ortral mar mice FAI THOMAS sTEELE air PRODUCT: CRTRN-38 DESCRIPTION: CARNIVAL TRASH RECEPTACLE 38 GAL. DATE: 7-23-12 ENG: SMC 1' PIPE GRABER MANUFACTURING, INC., FORMERLY TRILARY, INC. 1/2-13 X 3" STAINLESS STEEL LEVELING FEET 9/161 DIA ANCHOR HOLE 1-1/2 X 3' CHANNEL TRASH LIDS ARE ATTACHED WITH 5/16 DIA. VINYL COATED AIRCRAFT CABLE. PLASTIC LINER INCLUDED. Ai eilo LID OPTIONS CONFIDENTIAL DRAWING AND INFORMATION IS NOT TO BE COPIED OR DISCLOSED TO OTHERS WITHOUT THE CONSENT OF GRABER MANUFACTURING, INC., FORMERLY TRILARY, INC. SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. ASH DOME LID 0 DOME LID 0 FIAT LID 02012 GR./NKR MANUFACTURING, INC., FORMERLY TRILARY, INC. ALL PROPRIETARY RIGHTS RESERVED, 0 CROWN LID 0 ELEVATED ASH DOME LID 111-0 11114116 IR ELEVATED DOME LID 0 CROWN RECYCLE LID SITE FURNISHING IS POWDER COATED WITH TGIC POLYESTER. STEEL SURFACE PREP INCLUDES MECHANICAL AND CHEMICAL ETCHING FOLLOWED W111-I A COATING TO IMPROVE ADHESION AND CORROSION RESISTANCE, CITY GI' riliit:A4ViLA land ❑®❑❑®❑ land ❑❑®❑ ❑❑❑ co CO 014" C7/ N- P ®206.204.0507 Melvin R. Easter - RLA, cg STATE WASHINGTON REGISTERED LANDSCAPE OA/ ASLA c22, OF ARCHITECT '(----- MELVIN R. EASTER CERTIFICATE NO.398 0) 10:1F-43 TUKWILA VILLAGE - BUILDING D D D mO 0 0 0 0 m * Z j TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, o o N o Z D 0 TUKWILA , WA N N W CO 0 -� Dm00000 ❑ ❑ ❑ OWNER APPLICANTO a' 0' `J1 `J' -P. r D D TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC CO m m CO- I- 73 - 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 0 `� 'Ln o o �' w PUYALLUP, WA C6374 N N CD c �' C) T 02530231- 5001 F D2530231-5010 co m m 03 N COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED o o� _ WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc L12 CONSTRUCTION SET LANDSCAPE NOTES: J 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 I.II11�'3'. IIIII11 • • —I I Ik' • • �I 1 ri .III 111�jT1—Tl— EXISTINGSUBGRADE-11_'v '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 WALLS AT 1:3 SET ROOTBALL ON MOUND OF UNDISTURBED BASE DECIDUOUS TREE PLANTING SCALE❑1/2" = 1'-0" 3 TIMES ROOT 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 Sc 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" NOTE: PLANT SHRUB 1/2" HIGHER THAN DEPTH GROWN AT NURSERY. 3" DEPTH BARK MULCH 4" WATERING BASIN SURROUNDING PLANT FINISH GRADE REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. LIGHTLY SCARIFY ROOTBALL II III= OF CONTAINER -GROWN PLANTS. PRIOR = TO BACKFILLING I�III-TIT —II PLANTING BACKFILL MIX (PIT PLANTING) III-1 III OR TOPSOIL 2 TIMES ROOTBALL DI SCARIFY PLANTING PIT WALLS EXISTING SUBGRADE SET ROOTBALL ON MOUND OF UNDISTURBED SOIL SHRUB PLANTING SCALE❑1/2" = 1'-0" GROUNDCOVER PLANT, SEE PLANT LIST 3" DEPTH BARK MULCH TOPSOIL DEPTH AND TYPE AS —III—I1-111—III—II—III-1-11I 111-111= SPECIFIED 1 I 1-III ;III, �111111111i111111 i 111111 I I I= EXISTING SUBGRADE GROUNDCOVER PLANT SPACING AS INDICATED ON PLANT LIST (TYP.) EDGE OF PLANTER GROUNDCOVER PLANTING SCALE❑1/2" = 1'-0" 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 UTILITIES. 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. 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. 14. 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 X" RAISED VERT. RIBS 6" O.C., OR APPROVED EQUAL. TOP OF BARRIER SHALL NOT PROJECT MORE THAN )i" ABOVE SOIL AND SHALL BE COVERED BY MULCH. SEE LANDSCAPE PLANS FOR LOCATIONS. (1) GOLDEN JAPANESE FOREST GRASS (2) PURPLE SHAMROCK HEBE (1) TREASURE ISLAND LAWSON CYPRESS (7) CREEPING JENNY 6' PLANT POT, TYP. SCALE: 1/2" = 1'-0" (1) ELIJAH BLUE FESCUE (3) CREEPING JENNY OPTION 1 2' SQUARE PLANT POT, TYP. (1) GOLDEN JAPANESE FOREST GRASS (5) BLACK MONDO GRASS OPTION 2 SCALE: 1/2" = 1'-0" (2) ELIJAH BLUE FESCUE (10) CREEPING JENNY (8) BLACK MONDO GRASS 8' PLANT POT'A' SCALE: 1/2" = 1'-0" (7) RENZELS ROSEMARY 8' PLANT POT 'B' SCALE: 1/2" = 1'-0" LANDSCAPE LEGEND QTY. BOTANICAL NAME EVERGREEN TREES CHAMAECYPARIS OBTUSA 'GRACILIS' DECIDUOUS TREES ACER JAPONICUM 'ACONITIFOLIUM' FRAXINUS AMERICANA 'EMPIRE' LARGE SHRUBS 11 PIERIS JAPONICA 'FOREST FLAME' 1 RIBES SANGUINEUM 10 SPIREA THUNBERGII 'OGON' O 33 e 13 e 18 2 40 26 G 82 :c.c.c.c.c. :.......... ........... 234 — 54 D 64 )bbbOoo'o'o'bObOb'o'o'oo bObObObbb )bbbbbbb4 MEDIUM SHRUBS BERBERIS THUNBERGII 'ROYAL CLOAK' ITEA VIRGINICA 'SPRICH' PIERIS JAPONICA 'CAVATINE' PYRACANTHA 'MOHAVE' ROSA X 'RADRAll' SMALL SHRUBS BERBERIS THUNBERGII 'MARIA' ILEX X MESERVAE 'MONNIEVES' LAVANDULA ANGUSTIFOLIA 'HIDCOTE SUPERIOR' ORNAMENTAL GRASSES ACORUS GRAMINEUS 'OGON' IMPERATA CYLINDRICA 'RUBRA' LIRIOPE MUSCARI 'MAJESTIC' COMMON NAME SLENDER HINOKI FALSE CYPRESS FULLMOON MAPLE EMPIRE ASH FOREST FLAME JAPANESE PIERIS RED FLOWERING CURRANT GOLDEN THUNBERG'S SPIREA ROYAL CLOAK JAPANESE BARBERRY LITTLE HENRY SWEETSPIRE CAVANTINE DWARF JAPANESE PIERIS MOHAVE FIRETHORN KNOCKOUT ROSE SIZE 6' HT. 1 —1/2" CAL. 2" CAL. 24" HT. 36" HT. 24" HT. 24" HT. 18" HT. 24" HT. 5 GAL. 18" HT. SUNJOY GOLD PILLAR BARBERRY 18" HT. SCALAWAG HOLLY 18" HT. HIDCOTE SUPERIOR ENGLISH LAVENDER 1 GAL. GOLDEN VARIEGATED SWEETFLAG JAPANESE BLOOD GRASS MAJESTIC LILYTURF ANNUALS, PERENNIALS & GROUND COVERS 840 AJUGA 'BLUEBERRY MUFFIN' P.P.A.F. BLUEBERRY MUFFIN CARPET BUGLE 404 MAHONIA REPENS CREEPING MAHONIA 28 SQ. FT. SEASONAL COLOR ANNUALS — TBD VINES w 15 PARTHENOCISSUS TRICUSPIDATA 'VEITCHII' 0-3 0 13 — 8 06 — 62 53 — 6 ® 28 DECORATIVE POTS CHAMAECYPARIS LAWSONIANA 'TREASURE ISLAND' FESTUCA GLAUCA' ELIJAH BLUE' HAKONECHLOA MACRA 'ALL GOLD' HEBE 'PURPLE SHAMROCK' LYSIMACHIA NUMMELARIA 'AUREA' OPHIOPOGON PLANISCAPUS 'NIGRESCENS' PHLOX SUBULATA 'SNOWFLAKE' ROSMARINUS OFFICIANALIS 'RENZELS' GREEN ROOF 117 SF LiveRoof® SKYLINE MIX — 4" DEPTH TRAY SEDUM TETRACTINUM 'CORAL REEF' SEDUM ALBUM 'MURALE' SEDUM f2EFLEXUM 'GREEN SPRUCE' SEDUM SEXANGULARE SEDUM TETRACTINUM SEDUM DIVERGENS SEDUM KAMTSCHATICUM 'TAKAHIRA DAKE' ABBREVIATIONS: B&B = BALLED AND BURLAPPED CAL. = CALIPER CONT. = CONTAINER HT. = HEIGHT O.C. = ON CENTER SPR. = SPREAD WATER FEATURE (12) BLACK MONDO GRASS (6) SNOWFLAKE CREEPING PHLOX VEITCHII BOSTON IVY TREASURE ISLAND LAWSON CYPRESS ELIJAH BLUE FESCUE ALL GOLD JAPANESE FOREST GRASS PURPLE SHAMROCK HEBE CREEPING JENNY BLACK MONDO GRASS SNOWFLAKE CREEPING PHLOX RENZELS ROSEMARY (A.K.A. 'IRENE') PLANT POT W/ INTEGRAL WATER FEATURE SCALE: 1/2" = 1'-0" 4" POT 1 GAL. 1 GAL. 4" POT 1 GAL. 4" POT 1 GAL. 1 GAL. 1 GAL. 1 GAL. 1 GAL. 4" POT 4" POT 1 GAL. 1 GAL. ROOT CONDITION B&B OR CONT. B&B OR CONT. B&B CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. SPACING PER PLAN PER PLAN PER PLAN 5' O.C. AS SHOWN 5' O.C. 3' O.C. 30" O.C. 3' O.C. PER PLAN, WIRE TO GREEN SCREEN 3' O.C. 18" O.C. 30" O.C. 18" O.C. 8" O.C. 12" O.C. 18" O.C. 12" O.C. 18" O.C. 12" O.C. PER PLAN PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS PER PLANT POT DETAILS fir. rr,rEpr y �. CITY OF TUKWILA JUN 23 2016 PERMIT CENTER BUILDING PERMIT PERMIT COMMENTS/ MEP COORD/BID SET BID SET VE/REVISIONS FOR CONSTRUCTION land ❑®❑❑®❑ cu and ❑❑®❑ ❑❑❑ Melvin R. Easter - RLA, ASLA STATE OF WASHIINGTON REGISTERED 0ALANDSCAPE ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 P ®206.204.0507 ® D❑®❑ RED DOE D❑III A 0 TUKWILA VILLAGE - BUILDING D 10/08/2014 02/13/2015 05/22/2015 03/01/2016 06/02/2016 I— w w I- co I- cn 0 re w J O m J a Z O a z Z 3 I— I -- PROJECT❑ELA-1113 FILE NAMED LA1113-L20 DRAWN BYE CP/RS/LP/MB LANDSCAPE SCHEDULE, NOTES & DETAILS CONSTRUCTION SET U -J PFROM SOURCE BALL VALVE MAINLINE SIZE PVC MAINLINE 1 CUFT PEA GRAVEL Z 2 FINISH GRADE NOTE: INSPECTION OF COMPLETED ASSEMBLY BY CERTIFIED TESTER REQUIRED. BACKFLOW PREVENTER SCALE: N.T.S. MAINLINE BALL VALVE SCALE: N.T.S. 6" DEPTH 5/8" WASHED GRAVEL SUMP TO MAINLINE 10" ROUND VALVE BOX W/ EXTENSIONS AS REQ'D FINISH GRADE ROUND HANDLE PVC MALE ADAPTER I --III- I I PVC SUPPLY HEADER END FEED SCALE: N.T.S. II STATE APPROVED ASSEMBLY, RESILIENT SEATED BALL VALVES AND TEST COCKS BRASS PIPE AND FITTINGS BOTH SIDES OF ASSEMBLY DOUBLE CHECK VALVE BOX AS SPECIFIED. CENTER BACKFLOW IN BOX 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-21 2) TORO DL2000 BLANK TUBING (A710) PVC TEE TO TORO DL2000 COMPRESSION ADAPTER (CA710) PVC SUPPLY MANIFOLD FLOW FROM VALVE BRASS FITTINGS SCH. 80 PVC 90 DEG ELL FROM SOURCE LoJ 1 1/2" SERVICE LINE SEE CIVIL PLAN 1 1/2" METER SEE CIVIL PLAN 1 1/2" DCVA SEE DETAIL #1 VALVE BOX 3/4" QUICK COUPLING VALVE SCH 40 PVC MAINLINE TO 1 1/2" MASTER VALVE P.O.C. SCHEMATIC SCALE: N.T.S. VALVE BOX W/LOCKING LID 18" I I—_\_=1II—III—I 11= i IIlI I 1=111=1FINISH GRADE BRASS BALL VALVE 0 SCH 80 PVC NIPPLE imulum AUTOMATIC VALVE SCH. 80 PVC UNION PVC LATERAL 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 PLAN AIRNACUUM MOUND LAYOUT SCALE: N.T.S cc w 0 0 to 1" SUPPLY LINE BRASS NIPPLE 12" MIN LENGTH BRASS NIPPLE 3" MIN LENGTH FINISH GRADE -1 I I=III-- QUICK COUPLER VALVE BRASS NIPPLE 3" MIN LENGTH BRASS 90 ELL PVC MAINLINE QUICK COUPLER VALVE SCALE: N.T.S. SCH. 80 FITTINGS 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.) MASTER CONTROL VALVE -MAINLINE SIZE PVC MAINLINE 6" DEPTH 5/8" GRAVEL BRICK SUPPORT AS REQUIRED 401,404Ma•• ...Pei 5/8" GRAVEL SUMP RECTANGULAR VALVE BOX W/ EXTENSIONS AS REQ'D i FINISH GRADE II1=11III�I. IIIIIIIIII FLOW FINISH GRADE SCH.80 PVC UNION 1111 I I Ili � „IIII I III I II II I 11 II1 I LATERAL LINE HUNTER DRIP ZONE CONTROL KIT SCALE: N.T.S. II-III—IIIL III;I I I 11 MASTER VALVE SCALE: N.T.S. BRASS NIPPLE PVC FEMALE ADAPTER PVC MAINLINE CONTROLLER AS SPECIFIED 120 VOLT ELECTRICAL CONDUIT (SIZE AS REQUIRED) TO 120 VOLT POWER SOURCE — I I I 90 DEG BARBED ELL POP-UP SPRINKLER I I I 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. Q WALL MOUNT CONTROLLER SCALE: N.T.S. WALL 24 VOLT WIRE AND CONDUIT TO VALVES FINISH FLOOR CITY OF TUKWILA JUN 23 2016 PERMIT CENTER and DEDEDIED as 03 P ®206.204.0507 Melvin R. Easter - RLA, Afg STATE WASHINGTON REGISTERED LANDSCAPE ARCHITECT ASLA cb. OF - MELVIN R. EASTER CERTIFICATE NO.398 IIII1 Dow RED DWI DCIII 10/08/2014 02/13/2015 05/22/2015 03/01/2016 06/02/2016 BUILDING PERMIT PERMIT COMMENTS/ MEP COORD/BID SET BID SET VE/REVISIONS FOR CONSTRUCTION TUKWILA VILLAGE - BUILDING 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 D3374 T D2530231- 5001 F D12530231-5010 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOuc PROJECT ❑LLA-1113 FILE NAME❑ LA1113-IRDT-D DRAWN BY❑ DGF IRRIGATION DETAILS CONSTRUCTION SET PVC BALL VALVE T -1 f==l I 11 I 1 E111. 111-111=111- III III IIIIII III�I 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. 1111111 II 11 11111 17 11I - PVC LATERAL LINE FINISH GRADE -\ III 1 111_111 111 .11I-1 1=11 MI 11E111-11- -1 11III=111=111 .111E 1 1=1 1-1 1=1 1 1-1 —ICI—III—III—I�I- I-1 11=1.1.1=1 I —I _—III=IIIEE 111 �11111I1111I�I—Ill LINE FLUSHING VALVE--CEFCH-H DL2000 FLUSH LINE HUNTER BUBBLER SYSTEM RZWS-18-50 H ROOT ZONE WATERING SYSTEM SCALE: N.T.S. III AIRNACUUM RELIEF VALVE SCALE: N.T.S. 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. IRRIGATION LEGEND 0 e m 0 0 FINISH GRADE DL2000 TUBING TUBING RGP-212 BLANK DL2000 TUBING--A710 DL2000 CA710 DL2000 CEL710 COMPRESSION ELBOW COMPRESSION ADAPTER PVC LATERAL z PVC TO DL2000 CONNECTION SCALE: N.T.S. DESCRIPTION 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 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 INPUT: 120 VAC, OUTPUT: 24 VAC. UL LISTED AND TESTED. INSTALL HUNTER WIRELESS SOLAR SYNC SENSOR (WSS-SEN) WITHIN 800FT OF CONTROLLER. CHECK SIGNAL STRENGTH. SEE SPECIFICATIONS. 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. GPM .4, .55, .74, .86, 1.10, 1.47 .19, .25„37, .75 .4 .13, .26 .44, .22, .22 REVIEWED FOR CODE COMPLIANCE APPROVED .UL 08 20 City of TukoilI BUILDING DIVISION GENERAL NOTES 1. PRIOR TO THE COMMENCEMENT OF WORK, CONTRACTOR MUST VERIFY STATIC WATER PRESSURE (PSI) AT THE POINT OF CONNECTION (EXPECTED--70 PSI). 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. VERIFY CONTROLLER LOCATION WITH ARCHITECT. 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. COORDINATE INSTALLATION LOCATION OF HUNTER WIRELESS RAIN SENSOR WITH ARCHITECT. 14. INSTALL HUNTER MP ROTATOR NOZZLES AS NOTED ON DRAWING. ADJUST RADIUS TO MAXIMIZE COVERAGE AND MINIMIZE OVERSPRAY ONTO HARDSCAPE SURFACE. FIECENFD CITY OF L • JUN 232016 PERMIT CETER land ❑❑®❑ ❑❑❑ P = 206.204.0507 Melvin R. Easter - RLA, c g. STATE WASHINGTON REGISTERED LANDSCAPE il ASLA vi 1 • OF ARCHITECT ',.---- MELVIN R. EASTER CERTIFICATE NO.398 III I I❑ D❑III❑ ROIL D❑® Du l l D rn O TU ILA VILLAGE - BUILDING o 0 0 * Z i j TUKWILA INTERNATIONAL BOULEVARD & S 144TH STREET, o o N CZ > C) TUKWILA , WA N N c,a o0 m -I 0 0 0 0 0 El El El OWNER APPLICANT❑ a' a' "' "' -F- P) _ TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 o -�mo m — j 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 0 zi m, o � o cz cn 0 o z ;'' w PUYALLUP, WA 3374 c) T ❑C253❑231- 5001 F ❑B53❑231-5010 ? -0 co r^ rn c�23 TI COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION -OF THE LA STUDIO, LLC IS PROHIBITED o o N _m WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAAStUdIOLLc Z � IRRIGATION DETAILS, LEGEND & NOTES CONSTRUCTION SET 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. 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 microcline 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 BACKFLOW PREVENTER: A. Febco 850, 1 1/2" double check valve assembly or approved equivalent. Install per detail drawing. 2.06 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. 2.07 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. 2.08 VALVE AND UTILITY BOXES: A. Oldcastle Precast Carson Industries Specification grade Hybrid Super Jumbo XL rectangular box with traffic rated locking lid for backflow prevention device. B. 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. C. Oldcastle Precast Carson Industries Specification grade 910-12B 10" round box with locking lid for mainline isolation valves. D. Oldcastle Precast Carson Industries Specification grade 6" round box for subsurface flush manifolds and air vacuum relief valves. Install per detail drawings. 2.09 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. 2.10 CONTROLLERS AND ACCESSORIES: A. Controllers: Hunter ACC series, solid state modular controllers. Size noted on drawing. Input: 120 VAC +/- 10%, 60 Hz. Output: 26.5 VAC, 2.5A. Compatible with Hunter Wireless solar sync sensor and Hunter Flow monitoring. Power to controllers provided by Division 16. B. Hunter Wireless Solar Sync Sensor: Provides automated daily adjustment to program run times. Rain and freeze shut off. Warranty 5 years. Wireless sensor and receiver within 800feet. C. Remote Radio: ICR-KIT-transmitter, receiver, Smart Port wiring, carrying case. D. Hunter Flow Sync: HFS with FCT 150 Schedule 40 PVC sensor receptacle tee 2.11 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. 2.12 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 2.13 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 2.14 SUBSURFACE EQUIPMENT: A. Air/Vacuum 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. 2.15 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. Ground Level 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 CONTROLLERS and 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 tubing at the row spacing interval 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 grade. Offset the emitter outlets 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 that may have entered the system during the installation. Then install flush valves and operate circuit to check for leakage around both compression and threaded fittings. Make all 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 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. 3.1 5 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. PtEC h!=b9 CITY OF ILK LA JUN 23 2016 PERMIT CENTER land entitlement 0 U) a) 0 ¢ N 0 N a) o a.) - U) U) co co co rn Phone: 206.204.0507 Melvin R. Easter- RLA, di ��„.^�' STATE WASHINGTON REGISTERED LANDSCAPE ASLA via ,ram""✓'� OF ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. 10/08/2014 02/13/2015 05/22/2015 03/01 /2016 06/02/2016 BUILDING PERMIT PERMIT COMMENTS/ MEP COORD/BID SET BID SET, VE/REVISIONS FOR CONSTRUCTION TUKWILA VILLAGE - BUILDING 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 theLAStUdIOuc PROJECT #: LA-1113 FILE NAME: LA-1113-D S DRAWN BY: DGF IRRIGATION SPECIFICATIONS CONSTRUCTION SET SHAG TUKWILA BLDG D Geopier.dwg 6 z DATE: May 26, 2016 — 7:26pm 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 QUAUFIED, 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 FOLLOWING 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 UMITED 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 UFTS. 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 IMPUED 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 1_Iuiluul 5'-0" FOOTINGS TO BE SUPPORTED BY GEOPIER ELEMENTS. 2 =+y`:y:°°O�''GA"a•''••''•....1:: ��"'�•o + + + + + + + + + »+ + + + + + + + + + + + + + +1++++++++++++a'`'4oQ::;.._: '•.•+ ++ + ++ + ',•a.•±�a::.:.,rQ' �J + +++ +++ ++ + + + + + + + + + + + + + + + + + + + + +++++++• r+ + + '•.�':"' '+ + + + + + •YOiQ•' ;'o•::,:°a�+ oQ + + + + + , :.+ + + + + + 1 + + -I+ + + + 4- t t + + + + 4- + + + + + + + + +++++ + + + + + + + + %' •r• +++ ++ ;Y��':::a.'�:' 'tl++ ++ ++ + ++ ++ ++ ++ ++ + ,+ + + + + + + + `�+6`', + + + + + + + + + + + + + + + + + + + •:., •"o••+ + + ';a•. '..4:11:.'4 + + + + + + + + + + + + + + + + + + + + •:': •A;, + + '••6•••+ + + + + + + + + + + + + + + + + + + + w• • •+ + t . + + + + + + + + + + + + + + .�.+ + + + + 4* + + + + + + + + + + + + + + + + + ; + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + , + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + OADJACENT EXCAVATION DETAIL 2 NOT TO SCALE STEEL PLATE 13'-0" 6'-10" NOTE: HELICAL ANCHORS MAY BE USED IN LIEU OF UPLIFT LOAD TEST PIER GEOPIER ELEMENTS. (COMPRESSION) OMODULUS TEST SETUP NOT TO SCALE UPLIFT ANCHOR ROD ANCHOR PIER ANCHOR PIER NOTE: GEOPIER DESIG\ DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. LIMITS OF DISTURBANCE: ADJACENT EXCAVATIONS MUST BE OUTSIDE THIS ZONE. IF THIS IS NOT THE CASE THE DESIGNER MUST BE NOTIFIED. R` E''c,�;D CITY OF •I LJi-z " id..A JUN 23 2016 PERMIT CENTER U) Z 0 to W 0 J 05 LU 0 0 0 W a. w 5/26/2016 WASHINGTON GEOPIER NORTHWEST PROJECT NUMBER 13—GNW-00532 DATE 9/24/2014 SHEET NUMBER GP0.1 I .I, F- geopier I (17 I I Di r-I- Il `1 T- —I— III (14) (26) (32) (38) (6) w L _ _ J "I (61j (77j (91) (15j I J (54) II w (80j I CO--6i25j--i31i- —(37j- — ::044.114_)-1-11 60j 68 — (89) ---- � r r r r r �j �- I w I I I (6) 82j—(78% —(90% I (101) i w I .. w 1 I t9_7j (101 (3 j (48j L. 'c L (4) "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 organiz ation unless specifically authorized in writing by the Geopier Foundation Company, Inc.�w Geopier is the property of The Geopier Foundation Company. 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J I (253) I I (247) (258) I L r _ r J ✓ 'i— L 26• 0)II / \ / (297) (298) -(299) (300) 1290) 129� (292) r (4' �(2951 (296) (286) (287) as) \ NORTH 4"o \ NOTE: UTL: GEOPIER LUDIC\ DESIGN Ln1GN DOCUMENTS ULUMENTS AND PLANS LANn ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. / IL( GEOPIER PLAN NOTES: ,a. FIECENED �eS_ •� rc+yn�d q� go-G $ OF g llV ld iLA JUN 23 2016 PERMT CENTER 1. THIS DRAWING IS BASED ON STRUCTURAL DRAWINGS PROVIDED BY DAVIDO 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/ GPn.I 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. F z 0 F 0 Tz 1 C/) Ln N M LA ill N a GEOP PROJECT NUMBER 13-GNW-00532 DATE 9/24/2014 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 ACCELERA TION, Ss SPECTRAL RESPONSE ACCELERATION, S1 SPECTRAL RESPONSE ACCELERATION, Sds SPECTRAL RESPONSE ACCELERATION, Sd1 SOIL SITE CLASS. Fa SOIL SITE CLASS, Fy SEISMIC DESIGN CATEGORY D 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 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 AND NOVEMBER 14, 2013: 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 SLAB -ON -GRADE LANDSCAPE/SITE WORK COLUMNS WALLS ELEVATED SLABS 3,000 PSI 3,000 PSI 2,500 PSI 5,000 PSI 5,000 PSI 5,000 PS (56 DAYS) 3. THE WATER/CEMENT RATIO SHALL NOT EXCEED: FOOTINGS 0.50 (BY WEIGHT) SLAB -ON -GRADE 0.50 (BY WEIGHT) LANDSCAPE/SITE WORK 0.50 (BY WEIGHT) COLUMNS WALLS ELEVATED SLABS 0.50 (BY WEIGHT) 0.50 (BY WEIGHT) 0.45 (BY WEIGHT) W/ 1.0 GAL/YD GRACE ECLIPSE 4500 ADMIXTURE (OR EQUIV) 4. AGGREGATE GRADING SHALL COMPLY WITH AASHTO #57 GRADATION OR BETTER. PORTLAND CEMENT SHALL CONFORM TO TO ASTM C-150, TYPE II. 5. 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. 6. COMPLY WITH ACI-301 FOR PLACEMENT. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE IN THE DRAWINGS. 7. 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. 8. COMPLY WITH ACI-305R FOR PLACEMENT IN HOT WEATHER AND ACI-306R FOR PLACEMENT IN COLD WEATHER. 9. 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 4" 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. 5. 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 3/4" 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 1% INCHES, #5 BAR AND SMALLER 2 INCHES, #6 BAR AND LARGER 3/4 INCHES FOR SLABS AND WALLS 1% INCHES FOR BEAMS AND COLUMNS 5. REINFORCING STEEL A615 MAY NOT BE WELDED TO OTHER STEEL ELEMENTS. (ACI3.5.2) 6. HEADED SHEAR STUD REINFORCEMENT SHALL 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 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 2%" 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. CONCRETE OR MASONRY 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. STEEL DECK 1. REFERENCE STANDARDS: ACI "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS" AND AWS D1.3-98 "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 #10x1%" SCREWS AT 12" O.C., UNLESS NOTED OTHERWISE. ii. SUPPORTS PERPENDICULAR TO RIBS: SECURE TO SUPPORTING MEMBERS WITH #10x1% SCREWS AT EVERY OTHER VALLEY, MINIMUM FOUR PER SHEET, UNLESS NOTED OTHERWISE. iii. PROVIDE CRIMPED SIDELAP CONNECTIONS AT 24" O.C., UNLESS NOTED OTHERWISE. CONCRETE VASONRY UNITS 1. REFERENCE STANDARDS: ACI 530-11 AND ACI 530.1-11. 2. MINIMUM CONCRETE MASONRY UNITS (CMU) DESIGN STRENGTH: A. NET COMPRESSIVE STRENGTH, f'm 2,000 PSI B. MORTAR TYPE TYPE S 3. ALL MASONRY TO BE CONSTRUCTED IN RUNNING BOND OF NORMAL WEIGHT MASONRY UNITS. CONSTRUCTION LIFTS ARE NOT TO EXCEED 4'-0". 4. SOLID GROUT ALL CELLS 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 1%" EMBEDMENT. ATTACH TO CONCRETE WITH %" 0 EXPANSION ANCHORS WITH A MINIMUM 2" EMBEDMENT. REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: Structural Provisions of the International Building Code Non -Structure! Provisions of the International Building Code C] Others: The project applicant is responsible for conformance with an 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 elite governing jurisdiction and the State of Washington. Jurisdiction G r7•1 c 1 79VK A By Gar,✓ � Date .3,3I Jrf� REID MIDDLETON, INC. Code Review Consultant BAR :oNts 201 REID MIDn! r:Tnr' _.._ ABBREVIA TIONS: 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 APPROXIMA TE 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 FOUNDA TION 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 S1.1 S2 S3 S4 S5 S5.1 S6 S7 S8 S9 S10 S11 S11.1 S12 S12.1 S12.2 S12.3 S12.4 S13 S14 S14.1 S15 S15.1 S16 S16.1 S17 S17.1 S18 S19 S20 S20.1 GENERAL NOTES - GENERAL NOTES (CONT.) - LEVEL P1 PLAN - LEVEL 1 REBAR PLAN - MEZZANINE FLOOR PLAN - LEVEL 2 REBAR PLAN - LEVEL 2 PT PLAN - LEVEL 3 FRAMING PLAN - LEVEL 4 FRAMING PLAN - LEVEL 5 FRAMING PLAN - LEVEL 6 FRAMING PLAN - ROOF FRAMING PLAN - LEVEL 2-5 SHEARWALL PLAN - LEVEL 6 SHEARWALL PLAN - CONCRETE WALL ELEVATIONS - CONCRETE WALL ELEVATIONS (CONT.) - CONCRETE WALL ELEVATIONS (CONT.) - CONCRETE WALL ELEVATIONS (CONT.) - CONCRETE WALL ELEVATIONS (CONT.) - CONCRETE BEAM ELEVATIONS - FOUNDATION DETAILS - COLUMN DETAILS - POST TENSIONED DETAILS - POST TENSIONED DETIALS (CONT.) - CONCRETE DETAILS - CONCRETE DETAILS (CONT.) - FLOOR DETAILS - FLOOR DETAILS (CONT.) - ROOF DETAILS - MISC DETAILS - CANOPY AND TRELLIS DETAILS - CANOPY AND TRELLIS DETAILS (CONT.) RENIE. OR CODS, COMPLINNCe AL082M CIofBUILD�'ukwila �IING Civil - Structural - Land Use w z a L) 1" rn tCO o 0 0 O O 2 CNN an0tOu)LLa N a) a) 0 0 :!--1 > e N N m an_1aaL PE, SE 015.03.20 06:15:28-07'00' 0 c 0 N a, en PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 0 10-08-2014 02-15-2015 03-19-2015 CC ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D OWNER/APPLICANT: 0 W (J cn 0 5 J 0) vi r- w 0 I- O < o 8 ce O w a cr) < C• C/) ; co PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS GENERAL NOTES DIVENSIONAL LUMBER 1. 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 3. 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. 4. FOUNDATION SILL PLATES ARE TO BE BOLTED TO THE CONCRETE FOUNDATION WITH a" 0 ANCHOR BOLTS EMBED A MINIMUM 7" OR %" 0 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 Y2" OF WALL SHEATHING. 5. SHOT PIN ATTACHMENTS FOR SILL PLATES ARE TO BE SIMPSON FASTENERS OR APPROVED ALTERNATE. SHOT PIN SIZES ARE AS FOLLOWS: PLATE THICKNESS EMBED MA TERIAL 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 12" EMBED FOR ALL NAILS. NAIL SIZES ARE AS FOLLOWS: NAIL MIN. SHANK DIA. 8d 0.131" 10d 0.148" 16d 0.161" 8. HOLES AND NOTCHES IN WOOD MEMBERS ARE TO BE LIMITED AS SUCH: JOIST L/3 NO HOLES IN THIS AR A BEAM MAX. HOLE DIA. 40% STUD DEPTH 11 1 /3" FOR 2x4 2%8" FOR 2x6 IJ TO E� et MAX. NOTCH 111111 HOLES 25% STUD DEPT ARE NOT PERMITTED IN SAME SECTION D FOR HO AS NOTCH DIA.DBL OF UP TO 607,L LE STUDSTUDEPTH 2%" FOR 2x4 %" FOR 2x4 13/" FOR 2x6 GLU-LA V INA TED IV EV BERS NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS ARE ALLOWED STUDS 338" FOR 2x6 1. 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 1. 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. 2. TRUSS PLATES ARE TO BE ICBO APPROVED. TOP CHORDS ARE TO BE DOUGLAS FIR #2 OR BETTER. 3. INSTALL BRIDGING, WEB AND CHORD BRACING AS REQUIRED BY THE TRUSS FABRICATOR. 4. TEMPORARY SHORING AND BRACING OF THE TRUSSES DURING ERECTION IS THE RESPONSIBILITY OF THE CONTRACTOR. VANUFACTURED LU VBER 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. 4. MANUFACTURED I -JOISTS ARE TO BE TJI SERIES MEMBERS ARE SPECIFIED IN THE DRAWINGS MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. WOOD SHEATHING 1. 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 %" 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%o FOR SUPPORTS UP TO 20 INCHES ON CENTER. PROVIDE MINIMUM %" 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 SETTLEvENT 1. 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 1. ELEVATOR SUPPORT RAILS AND OTHER ACCESSORIES ARE TO BE PROVIDED BY THE ELEVATOR MANUFACTURER. 2. PROVIDE SHOP DRAWINGS TO THE ENGINEER FOR REVIEW INDICATING RAIL CONNECTION DETAILS AND REACTIONS TO ELEVATOR WALL STRUCTURE. SHOP DRAWINGS AND SUBMITTALS 1. SUBMIT 3 COPIES OF LAYOUT DRAWINGS FOR REVIEW OF: A. B. C. D. E. F. G. REINFORCING STEEL STRUCTURAL STEEL POST -TENSIONED TENDONS PRE -MANUFACTURED ENGINEERED WOOD TRUSSES SPRINKLER SYSTEM ELEVA TOR HOLDOWN SYSTEMS 2. SUBMIT 3 COPIES OF SPECIFICATIONS FOR REVIEW OF: A. CONCRETE DESIGN MIX B. CONCRETE INSERTS DEFERRED SUBMITTALS 1. 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. 2. 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 1. 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. 4. 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. SUVI VARY 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, TYPICAL ASTM A706, GRADE 60 AT BOUNDARY ZONE CONDITIONS REFER TO DETAIL 20/S14.1 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 %8" 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 a Ns VOlEME MAR 3 2015 REID MIDDLETON, INC. z a: 0 z z 0 V 0 0 Q Civil - Structural - Land Use w z a) L O rn N ate: 2015.03.20 06:15:44 -07'00' 1 M w PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 0 Ca 10-08-2014 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 OWNER/APPLICANT: PROJECT #: DRAWN BY: HECKED BY: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 1- 0 z_ 0 J_ CD w LU LLI Qo a M Q v NLU n.I- FAX: (253) 231-5010 1026.04 BV,TF JN,MJ,MS GENERAL NOTES CONTINUED ■ INTERIOR SLAB 4" SLAB ON -GRADE W/ #3 AT 12" O.C:EA WAY OVER, 10 MIL MOISTURE BARRIER AND_.6" CLEAN GRAVEL FF=295.50' SIM \ \ 5'- GARAGE SLAB 4" SLAB ON -GRADE W/ #3 AT 12O.CEA WAY OVER 6" CLEAN z.;GRAVEL FF=290.50' 3'- 0" FF=293.30' 289.67' SIM I L co 00 N CO N TOF=289.67'Y LEVEL PI PLAN 3'- 286.61' 287.67 SCALE 3/32" = 1-0" TOF=288.67' FF=287.27' i TOF=287.67' TYP GRID C 286.61' 289.67 -7 FOOTING SCHEDULE MARK SIZE THICKNESS REINFORCING F4 4'-0" SQ 1'-2" (4)#5B EA WAY F6 6'-0" SQ 1'-4" (7)#6B EA WAY F8 8'-0" SQ 1'-10" (8)#7B EA WAY F10 10'-O" SQ. 2'-6" (9)#8B EA ' WAY F12 12'-O" SQ. 2'-10" (12)#8B EA WAY F14 14'-O" SQ. - 3'-0" (14)#8B EA WAY FOUNDATION NOTES: V uth 3 I 2015 REID MIDDLETON, INC. 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)%" 0 EXPANSION ANCHORS, EMBED 3%" MIN. 3. REFER TO SHEET S19 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 6/S14.1 FOR JOINTS AROUND COLUMNS. 5. 298.33' INDICATES STEP FOOTING AND ADJACENT TOP OF 297.33' `J FOOTING ELEVATIONS. REFER TO DETAIL 17/314. 6. C# INDICATES COLUMN TYPE ON THIS LEVEL. REFER TO DETAIL 2 AND 10/S14.1 FOR COLUMN TYPE REQUIREMENTS. COLUMNS ARE CENTERED ON GRIDLINES UNLESS OTHERWISE DIMENSIONED. 7. P# INDICATES CONCRETE WALL TYPE. REFER TO ELEVATIONS ON SHEETS S12-S12.4 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 S16.1 FOR REQUIREMENTS. INDICATES BRICK VENEER LOCATION. REFER TO DETAILS FOR BASE AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. U z ta0 V z_ J U) 0 U 0 Q ,'E,SE e: 2015.03.20 06:16:08-07'00' PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 C) 03 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D OWN ER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC FAX: (253) 231-5010 0 w U z z z z ° z ° ° w cc U w� oa Ce aQ IL wz zCZ Re:, ❑ IL wz PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL P1 PLAN 1- / C4 1 / LEVEL 1 REBAR PLAN / S3 SCALE 3/32" = 1'-0" TOC=298.67' — T T' / F©/AR EXjE Ntip 12 /0 FR0IO/11 R N�IN M T G 1 Al� CORD e; LEVEL 1 SLAB REINFORCING SCHEDULE MARK REINFORCING REMARK AO #6T AT 18" O.C. EA WAY TYP TOP REINF © (4)#6Tx1O'-6" EA WAY, HOOK AT SLAB EDGE © (8)#6Tx10'-6" EA WAY DO (14)#6Tx10'-6" EA WAY EO #6Tx6'-0" AT 18" O.C. W/ 90° HOOK FO #6Tx9'-0" AT 18" O.C. CENTER OVER SUPPORT © (4)#6T CONT. OVER WALL EXTEND 6'-0" PAST WALL HO #5B AT 12" O.C. EA WAY TYP BTM REINF 10 #5B AT 24" O.C. ADD BTM REINF/Z-BAR JO #58 AT 12" O.C. ADD BTM REINF © #56 AT 6" O.C. ADD BTM REINF 0 (3)#6T/B CONT. OVER WALL EXTEND 8'-O" PAST WALL NOTES: 1. PROVIDE 90° HOOKS AT ALL BARS THAT END AT A CANTILEVER. 2. REFER TO SHEET S13 FOR BEAM REINFORCING REQUIREMENTS. LEVEL 1 NOTES: MEW! MAR 3 2015 REID MIDDLETON, INC. 1. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS. 2. TYPICAL METAL STUD CONNECTIONS ON SHEET S15.1 3. REFER TO SHEET S18 FOR STAIR REQUIREMENTS. 4. ELECTRICAL "HOME RUN" CONDUIT RUNS ARE NOT TO BE LOCATE WITHIN THE SLAB. PROVIDE CONNECTIONS TO HANG SUPPORT 0 CONDUIT BELOW THE SLAB. 5. SR# INDICATES STUDRAIL REINFORCING, REFER TO SHEET S14.1 FOR DETAILS AND SCHEDULE. 6. C# INDICATES COLUMN TYPE ON THIS LEVEL. REFER TO DETAILS 2 & 6/S14.1 FOR COLUMN REQUIREMENTS. COLUMNS ARE CENTERED ON GRIDLINES UNLESS OTHERWISE DIMENSI 7. P# INDICATES CONCRETE WALL TYPE. REFER TO ELEVATIONS ON SHEETS S12-S12.4 FOR WALL ELEVATIONS. FOR REV Itboe G��pL1ANCS APCSONIED al oil-00111a BOLDING DIVISION 8. L1-6# INDICATES DROP BEAM. REFER TO SHEET S13 FOR REQUIREMENTS. 9. 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. 10. INDICATES BRICK VENEER LOCATION. REFER TO DETAILS FOR BASE AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. (U z 0 0 � raj 0 z .�J z 0 U 0 0 Q Civil - Structural - Land Use 0 rn CO N d0 1/5 O(ll N 0 'f) a O N ctj a. , PE, SE 015.03.20 06:16:17-07'00' PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 CO 0 0 N 00 O O O N LC) N 03-19-2015 0 r ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D OWNER/APPLICANT: 0 J J U) W 0 co co F- z w 2 a 0 J w W Cl W g FAX: (253) 231-5010 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 1 REBAR PLAN S3 AWNING PER ARCH REFER TO SHEET S20 FOR CONNECTIONS AND REQUIREMENTS TYP 1 MEZZANINE PLAN S© SCALE 3/32" = 1'-0" low v EZZANINE SLAB REINFORCING SCHEDULE MARK REINFORCING REMARK AO #6T AT 18" O.C. EA WAY TYP TOP REINF 0 (3)46Tx8-6 '" EA WAY STOP W/ 90° HOOK AT SLAB EDGE © (6)#6Tx16'-0" CENTER OVER END OF WALL © (6)#6Tx6'-0" AT 18" O.C. W/ 90' HOOK © #6Tx9'-O" AT 18" O.C. CENTER OVER SUPPORT 0 #5B AT 12" O.C. EA WAY TYP BTM REINF © #5B AT 36" O.C. ADD BTM REINF © PER DETAIL 20/S15.1 REINF AROUND STAIR OPENING © (4)#5T/Bx10'-0" EA WAY CENTER ON CORNER © (3)#6T/B CONT. OVER WALL EXTEND 8'-O" PAST WALL PER 16/S16 © (446T CONT. OVER WALL EXTEND 8'-O" PAST WALL PER 16/S16 © (4)#6T EXTEND 4'-O" PAST OPENING © (6)#6T/Bx6'-0" AT 12" O.C. W/ 90° HOOK OVER WALL NOTES: 1. PROVIDE 90° HOOKS AT ALL BARS THAT END AT A CANTILEVER. 2. REFER TO SHEETS S12-S12.1 FOR BEAM REINFORCING REQUIR �1 v EZZANINE NOTES: 1. ., tililll 3 ,j 2015 REID MIDDLETON, INC. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS. 2. TYPICAL METAL STUD CONNECTIONS ON SHEET S15.1 3. REFER TO SHEET S18 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 S14.1 FOR DETAILS AND SCHEDULE. 6. C# INDICATES COLUMN TYPE ON THIS LEVEL. REFER TO DETAILS 2 & 10/S14.1 FOR COLUMN REQUIREMENTS. COLUMNS ARE CENTERED ON GRIDLINES UNLESS OTHERWISE DIMENSIONED. 7. P# INDICATES CONCRETE WALL TYPE. REFER TO ELEVATIONS ON SHEETS S12-S12.4 FOR WALL ELEVATIONS. 8. MEZZ-B# INDICATES DROP BEAM. REFER TO SHEET S13 FOR REQUIREMENTS. 9. 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. 10. INDICATES BRICK VENEER LOCATION. REFER TO DETAILS FOR BASE AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. U z a 0 0 12. U] z 0 U 0 0 d Q Civil - Structural - Land Use rn w Q z ▪ 3 Qf CV� 1) - aOOt- 00 i)NN 030 Oft[) co L.L. Nam) O00 011) �NN CO .- I -I 0- LL: tter, PE, SE Date: 2015.03.20 06:16:26-07'00' f✓ O PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC FAX: (253) 231-5010 ce w z a co aJ ce a w0 xU w oa wee reW wd wp cnW z' re o wZ Ft? PROJECT #: DRAWN BY; CHECKED BY: 1026.04 BV,TF JN,MJ,MS MEZZANINE PLAN AWNING BY OTHERS TYP SIM AT LO,W.ROQF III 1111111111111 nnlnlnnnlnnllnlfnnnnlnlm .111111111111 ONSTRUCTION JOINT / PER 18/S15 / / / / nLEVEL 2 REBAR PLAN \S5 .�'lV 11114 r: / SCALE 3/32" = 1'-0" / B i 4RFXl M $T©R ENDED 2 / D FROM STND/NC SR© CORE / LEVEL L2 SLAB REINFORCING SCHEDULE MARK REINFORCING REMARK © (7)#6Tx12'-6" EA WAY W/ 90° HOOK AT SLAB EDGE © (10)#6Tx12'-6" EA WAY W/ 90° HOOK AT SLAB EDGE © (1046Tx20'-0" EA WAY © #6Tx6'-0" AT 18" 0.C. W/ 90' HOOK © #6Tx10'-0" AT 18" O.C. W/ 90° HOOK © #6Tx12'-0 AT 12" O.C. CENTER OVER SUPPORT © #6Tx20'-0" AT 6" O.C. ADD TOP REINF © (6)#9Tx20'-0" EA WAY, ALIGN W/ BEAM © (10)#9Tx20'-0" EA WAY, ALIGN W/ BEAM © #5B AT 24" 0.C. EA WAY TYP BTM REINF © #5B AT 21" O.C. ADD BTM REINF © (6)#513x10'-0" ADD BTM REINF © (10)#5B ADD BTM REINF ® #5B AT 12" 0.C. ADD BTM REINF ® #6Tx20'-0 AT 12"0.C. —0" AT 18" 0.C. #5Bx12CLOSURE POUR REINF. PER 18/S15 0 (4)#6T EXTEND 4'-0" PAST OPENING © (3)#6T/B CONT. OVER WALL EXTEND 8'-0" PAST WALL PER 16/S16 © (646T CONT. OVER WALL EXTEND 8'-0" PAST WALL 0 (4)#5T AT 12" 0.C. CONT. WALK/BEAM REINF © (13)#6Tx20'-0" EA WAY NOTES: 1. PROVIDE 90° HOOKS AT ALL BARS THAT END AT A CANTILEVER. 2. REFER TO SHEET S15 FOR BEAM REINFORCING REQUIREMENTS. DROP CAP SCHEDULE MARK SIZE DEPTH DC5 5'-0" SQ 18%" 1. DEPTH MEASURED FROM TOP OF SLAB L2 NOTES: E 10 11�"I MAR 3 2015 REID MIDDLETON, INC. 1. REFER TO SHEET S15 FOR SLAB REINFORCEMENT REQUIREMENTS, SHEET S5.1 FOR PT REQUIREMENTS. L2—B# INDICATES DROP BEAM. REFER TO SHEET S13 FOR REQUIREMENTS. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS. 4. REFER TO SHEET S16.1 FOR SILL PLATE CONNECTION REQUIREMENTS. 5. REFER TO SHEETS S11—S11.1 FOR SHEAR WALL AND HOLDOWN REQUIREMENTS. 6. REFER TO FLOOR FRAMING PLANS FOR BEARING WALL REQUIREMENTS. 7. TYPICAL METAL STUD CONNECTIONS ON SHEET S16.1. 8. REFER TO SHEET S19 FOR STAIR REQUIREMENTS. 9. ELECTRICAL "HOME RUN" CONDUIT RUNS ARE NOT TO BE LOCATED WITHIN THE SLAB. PROVIDE CONNECTION TO HANG SUPPORT OF THIS CONDUIT BELOW THE SLAB. 10. SR# INDICATES STUDRAIL REINFORCING. REFER TO SHEET S14.1 FOR DETAILS AND SCHEDULE. 11. © INDICATES STEEL POST ABOVE. REFER TO SHEET S6 FOR SIZE AND DETAIL 16/S16.1 FOR BASE PLATE REQUIREMENTS. U z O 0 U) z 0 0 0 0 Q Civil - Structural - Land Use r, PE, SE te: 2015.03.20 06:16:34-07'00' a a 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 N p 0 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: 1026.04 DRAWN BY: BV,TF CHECKED BY: JN,MJ,MS LEVEL 2 REBAR PLAN C4) ONSTRUCTION JOINT / PER 18/S15 S C6) LEVEL 2 PT PLAN SCALE 3/32" = 1'-0" D EWMWED 4/itifc 3 1 2015 REID MIDDLETON, INC. NOTES: 1. REFER TO SHEET S15 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. -.e (2) AT 24" O.C. INDICATES THE NUMBER AND SPACING OF DISTRIBUTED TENDONS REQUIRED. U z a 0 0 J z 0 U 0 0 Civil - Structural - Land Use er, PE, SE e: 2015.03.20 06:16:42-07'00' 0 a eu N PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 03-19-2015 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: 1026.04 DRAWN BY: BV,TF CHECKED BY: JN,MJ,MS LEVEL 2 PT PLAN FRAME WALL BETWEEN LANDINGS K EA END K K K 0 CD TYPICAL FLOOR FRAMING 118" TJI-110 AT 16" O.C. MAX W/ %" FLOOR SHEATHING AND 1" MAX GYP-CRETE 0 I, 1 ---i4111.---r„, .11,„ ,,a; _ _, oiAlL%Ift:/ft.,, -,1 , 1 Itlif 1 0 o 1 _-,,,ik,i,,,•*.A-- , 0 0 0 / 0 0 0 TYPICAL CORRIDOR FRAMING 2x8 DF AT 16" O.C. W/ %" FLOOR SHEATHING AND 1" MAX GYP-CRETE CT)LEVEL 3 FRAMING PLAN 6 6 --'T V Ink / SC ALE 3/32" = 1'-0" / / 0 / 0 / FRAME WALL BETWEEN LANDINGS / / TYPICAL STAIRWELL FRAMING 118" TJI-110 AT 16" O.C. W/ 34" FLOOR SHEATHING JOIST SCHEDULE MARK JOIST SPACING ® (2)11 8 TJI-110 AT 16" O.C. ® 117/ TJI-110 AT 16" O.C. 9% TJI-110 AT 16" O.C. POST SCHEDULE MARK SIZE NOTES AO 4x6 PSL ---- © 6x6 PSL ---- © HSS 3%"SQ.x4" ---- © HSS 3Y2"SQ.xY4" REFER TO SHEET S20 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. FLOOR FRAV INC NOTES: BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2-L6 CORRIDOR WALLS 2x6 OF STUD AT 16" O.C. L3-L6 2x4 OF DTUD AT 8" O.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 OF STUD AT 16" O.C. L5-L6 2x4 DF STUD AT 12" O.C. L4 2x4 OF STUD AT 8" O.C. L3 (2)2x4 DF STUD AT 12" O.C. L2 TYP PARTY WALL 2x6 OF STUD AT 16" O.C. L3-L6 2x4 DF STUD AT 8"O.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" O.C. L4-L5 V2x6 AT 12" O.C. L3 2x6 AT 8" O.C. L2 2x6 AT 16" O.C. L5-L6 2x6 AT12"O.C. L4 V 2x6 AT 8" O.C. L3 (2)2x6 AT 12" 0. C. L2 HEADER/BEAN SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 L6/ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 5 4 3 2 1 D (2)1Y4x7% LVL FLUSH FRAMED PER PLAN E DBL 1Y2x9Y2 LSL FLUSH FRAMED 3 3 2 2 --- F 13/x9% LVL FLUSH FRAMED PER PLAN G 3%x9% PSL FLUSH FRAMED PER PLAN H 5%x9% PSL FLUSH FRAMED PER PLAN I 1%x118 LSL RIM STD RIM 3 3 2 2 --- J DBL 1%x118 LSL FLUSH FRAMED 3 3 2 2 1 K 3Y2x117/8 LSL FLUSH FRAMED PER PLAN L 1 34x118 LVL FLUSH FRAMED PER PLAN M 3Y2x117/8 PSL FLUSH FRAMED PER PLAN N 5Y4x117/8 PSL FLUSH FRAMED PER PLAN 0 7x117/8 PSL FLUSH FRAMED PER PLAN P 5Y8x21 GLB FLUSH FRAMED PER PLAN Q 3Y2x117/ LSL FLUSH FRAMED 2-HR RIM AT 2x4 WALL (4)12x117/ LSL FLUSH FRAMED 2-HR RIM AT 2x6 WALL W/ 2-ROWS 4"0x5" SDS AT 24" 0. C. EA SIDE 7x117/8 PSL FLUSH FRAMED 2-HR RIM AT ROOF NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. 1. REFER TO SHEETS S11-S11.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. C - -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/S18 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S18 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2-LAYERS OF2" GWB. 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. Min/Up MAR 3 12_015 REID MIDDLETON, INC. 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 ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. 14. i INDICATES BRICK FINISH. REFER TO DETAIL 15/S19 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. U z O 0 J to z 0 U 0 0 ra Civil - Structural - Land Use w z a a) O m O) O LC) O O (D a) ,PE,SE t - : 2015.03.20 06:16:51-07'00' 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 0 v 0 N CO O 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 08 2016 City of Tukwila BUILDING DIVISION TUKWILA VILLAGE - BUILDING D OWNER/APPLICANT: J J Cl) W 0 en z w a 0 J W W 0 W 5 O O M F- 0 z 0 J_ m co w O Q HI J c•/ FAX: (253) 231-5010 U 0 U a 5 W• I-U =o (DO Le U-1 LU aZ w Ow co zM go W w W PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 3 FRAMING PLAN K FRAME WALL BETWEEN LANDINGS K K K TYPICAL FLOOR FRAMING 117/8" TJI-110 AT 16" O.C. MAX W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE � LEVEL 4 FRA TYPICAL CORRIDOR FRAMING 2x8 OF AT 16" O.C. W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE VINO PLAN S7 SCALE 3/32" = 1'-0" FRAME WALL BETWEEN LANDINGS TYPICAL STAIRWELL FRAMING 117/8" TJI-110 AT 16" O.C. W/ %" FLOOR SHEATHING JOIST SCHEDULE MARK JOIST SPACING AD (2)11 a TJI-110 AT 16" O.C. ® 117/ TJI-110 AT 16" O.C. 0 9% TJI-110 AT 16" O.C. POST SCHEDULE MARK SIZE NOTES ® 4x6 PSL ---- © 6x6 PSL ---- © HSS 3%"SQ.x1/" ---- 0 HSS 3%"SQ.x%" REFER TO SHEET S20 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. FLOOR FRAMING NC TES: BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2-L6 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L3-L6 2x4 DF DTUD AT 8" O.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 OF STUD AT 16" O.C. L5-L6 2x4 DF STUD AT 12" O.C. L4 2x4 DF STUD AT 8" O.C. L3 (2)2x4 DF STUD AT 12" 0.C. L2 TYP PARTY WALL 2x6 OF STUD AT 16" O.C. L3-L6 2x4 DF STUD AT 8" O.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" O.C. L4-L5 V2x6 AT 12" O.C. L3 2x6 AT 8" O.C. L2 2x6 AT 16" O.C. L5-L6 2x6 AT 12" O.C. L4 V2x6 AT8"O.C. L3 (2)2x6 AT 12" O.C. L2 HEADER/BEAN SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 L6/ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 5 4 3 2 1 D (2)13/4x7% LVL FLUSH FRAMED PER PLAN E DBL 1%x9% LSL FLUSH FRAMED 3 3 2 2 --- F 13/4x9% LVL FLUSH FRAMED PER PLAN G 3%x9% PSL FLUSH FRAMED PER PLAN H 5%x9% PSL FLUSH FRAMED PER PLAN I 1Y2x117/8 LSL RIM STD RIM 3 3 2 2 --- J DBL 1%x11 % LSL FLUSH FRAMED 3 3 2 2 1 K 3%x11 % LSL FLUSH FRAMED PER PLAN L 1 /4x11 % LVL FLUSH FRAMED PER PLAN M 3%x11 % PSL FLUSH FRAMED PER PLAN N 5Y4x117/8 PSL FLUSH FRAMED PER PLAN 0 7x117/8 PSL FLUSH FRAMED PER PLAN P 5Y8x21 GLB FLUSH FRAMED PER PLAN Q 31zx117/ 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 7x117/8 PSL FLUSH FRAMED 2-HR RIM AT ROOF NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. 1. REFER TO SHEETS S11-S11.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2 I4 7 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/S18 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S18 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2-LAYERS OF %" GWB. 7.0 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. E V [II VV E MAR 31 2.015 REID MIDDLETON, INC. 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 ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. 14. INDICATES BRICK FINISH. REFER TO DETAIL 15/S19 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. L1 z 0 V z J U) z 0 U 0 0 Q a Civil - Structural - Land Use W z a) 0 m 0) N O Un N O_ CO er, PE, SE Date: 2015.03.20 06:17:01-07'00' 0 a ai PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 0 N 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 082016 City of Tukwila BUILDING DIVISION TUKWILA VILLAGE - BUILDING D O 0 Z ors < UJ irn OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC O M N M N PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 4 FRAMING PLAN ❑I FRAME WALL BETWEEN LANDINGS EA END ❑I 0 ❑I 0 /1111, —wwmaki / Q't 40."4* 41ft7::/**/%4 kty lilliftl- A I- I- kiit,10471111141101 \oo ii 4 l'''{'%re0i,„710111w ft*I11111k4 pi ,ftil Ift -11ftpi t+1111211 liglif* Wi* /Mt fttli*, 4 % -1411ftift_ s -4rirs- (441"Piwyllitlisitlei/tr-rA441-"*11 Plf ----do, il4vr% ;41-4.'; ifirit , Rif o�Infv__ __14_,,,_ il � 1 I Iffili 4 l ��oilr o "Cilitft:- ��44 nnpunn. 9 PILW/&ftf; oT 0, r of '�� 1 ' ,iiiiiitsgiiier o TYPICAL FLOOR FRAMING 117/8" TJI-110 AT 16" O.C. MAX W/ %" FLOOR SHEATHING AND 1" MAX GYP-CRETE r/ FRAME WALL BETWEEN ALL BETWEEN LANDINGS DINGS / TYPICAL CORRIDOR FRAMING 2x8 DF AT 16" O.C. W/ %" FLOOR SHEATHING AND 1" MAX GYP-CRETE LEVEL 5 FRAYING PLAN / S8 SCALE 3/32" = 1'-0" 0 TYPICAL STAIRWELL FRAMING 117/" TJI-110 AT 16" O.C. W/ %" FLOOR SHEATHING JOIST SCHEDULE MARK JOIST SPACING A� (2)11/ TJI-110 AT 16" O.C. 117/ TJI-110 AT 16" O.C. t) 9% TJI-110 AT 16" O.C. POST SCHEDULE MARK SIZE NOTES 0 4x6 PSL ---- © 6x6 PSL ---- © HSS 3/ SQ.x/ ---- 0 HSS 3%"SQ.x%" REFER TO SHEET S20 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 Sc DBL LVL/LSL MIU SERIES TYPICAL 3Y2 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. FLOOR FRA VINO NOTES: BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2-L6 CORRIDOR WALLS 2x6 OF STUD AT 16" O.C. L3-L6 2x4 OF DTUD AT 8" O.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 OF STUD AT 16" O.C. L5-L6 2x4 DF STUD AT 12" O.C. L4 2x4 DF STUD AT 8" D.C. L3 (2)2x4 DF STUD AT 12" 0. C. L2 TYP PARTY WALL 2x6 OF STUD AT 16" O.C. L3-L6 2x4 DF STUD AT 8" O.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" O.C. L4-L5 V2x6 AT 12" O.C. L3 2x6 AT 8" O.C. L2 2x6 AT 16" O.C. L5-L6 2x6 AT 12" O.C. L4 V 2x6 AT 8" O.C. L3 (2)2x6 AT 12" 0. C. L2 HEADER/BEAV SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 16/ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 5 4 3 2 1 D (2)1 3/4x7% LVL FLUSH FRAMED PER PLAN E DBL 1%x9% LSL FLUSH FRAMED 3 3 2 2 --- F 13/4x9Y2 LVL FLUSH FRAMED PER PLAN G 3%x9% PSL FLUSH FRAMED PER PLAN H 5%x9% PSL FLUSH FRAMED PER PLAN I 1Y2x117/8 LSL RIM STD RIM 3 3 2 2 --- J DBL 1Y2x117/8 LSL FLUSH FRAMED 3 3 2 2 1 K 3Yx117/ LSL FLUSH FRAMED PER PLAN L 13/4x117/8 LVL FLUSH FRAMED PER PLAN M 3Y2x117/8 PSL FLUSH FRAMED PER PLAN N 5Y44x11 % PSL FLUSH FRAMED PER PLAN 0 7x11 % PSL FLUSH FRAMED PER PLAN P 5Y8x21 GLB FLUSH FRAMED PER PLAN Q 3%x117/8 LSL FLUSH FRAMED 2-HR RIM AT 2x4 WALL (4)1%x117/8 LSL FLUSH FRAMED 2-HR RIM AT 2x6 WALL W/ 2-ROWS Y4"0x5" SOS AT 24" 0. C. EA SIDE 7x117/ PSL FLUSH FRAMED 2-HR RIM AT ROOF NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. 1. REFER TO SHEETS S11-S11.1 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/S18 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S18 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. D EWIIIEMED MAR 31 7.015 REID MIDDLETON, INC. 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 ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. 14. INDICATES BRICK FINISH. REFER TO DETAIL 15/S19 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. .- U Z O 0 (I) z .�J z 0 U 0 0 a Civil - Structural - Land Use r, PE, SE ate: 2015.03.20 06:17:09-07'00' C 0 c. d PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 C) Nr 0 N 00 O CS N Ln N O 03-19-2015 ISSUE DATE: 08-21-2014 REVIEWED FOR :CODE COMPLIANCE APPROVED JUL 0 8 2016 City of Tukwila EUIt-Iw?! DIVISION TUKWILA VILLAGE - BUILDING D ti LLJ OWNER/APPLICANT: ILDING A, SUITE 300 53) 231-5010 0 Z re w W 0 ca re a w,• FU W U_ �_ a. a � wo w co co Z= 2 w Kw W PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 5 FRAMING PLAN JOISTS CON (NUOUS OVER INTERIOR BR G WALL DBL JOISTS AT SPANS OVER 14'-0" FRAME WALL BETWEEN LANDINGS M LEVEL 6 AMENITY ROOM FRAMING 16" TJI-110 AT 16" O.C. W/ %" FLOOR SHEATHING AND 1" MAX GYP-CRETE EA END 2x10AT16"O.C. W/ %" FLOOR SHEATHING AND SLOPED RIGID INSUL, WATERPROOFING, AND PAVERS PER ARCH Q II �I • ID G II T 1 t S17. c A A G L TERRACE FRAMING COMBINATION OF PAVERS AND 4"-8" LT. WT. SOIL OVER 13/4"x9%" LVL AT 16" O.C. W/ %" FLOOR SHEATHING AND 3"-9%4." SLOPED RIGID INSUL AND WATERPROOF TOPPING BUILT-UP FLOOR W/ RIPPED 2x10 AT 16" O.C. OVER STANDARD FRAMING B.8 4%.11111* ins, Ikk ‘‘,rtift41 �: s � �► �� CP � 7L1, _1117616: 4p." /a4 FRAME PARTY WALL TO UNDERSIDE 41/4114 -1•14; -_�;7:670 ` ��_OF 16" JOISTS Titvatric ItTYPICAL OVERHANG FRAMING W/ 1%2" ROOF SHEATHING :�AWNINGS PER ARCH � Q ��REFER TO SHEETS S20-S20.1 'Tl.OF FOR REQUIREMENTS �/ETYP, 6.31 TYPICAL FLOOR FRAMING 117/8" TJI-110 AT 16" O.C. MAX W/ 3/4" FLOOR SHEATHING AND 1" MAX GYP-CRETE / '/ %' + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++++++++++ — %///////% / TERRACE LOADING PLAN \S9 ass SCALE 3/32" = 1'-0" TYPICAL CORRIDOR FRAMING 2x8 DF AT 16" O.C. W/ %" FLOOR SHEATHING AND 1" MAX GYP-CRETE LEVEL 6 FRAMING PLAN Typ qT ROOF - / / S9 Nit SCALE 3/32" = 1'-0" FRAME WALL BETWEEN LANDINGS / / TERRACE ADD'L DEAD LOAD SCHEDULE HATCH FINISH ADD'L DL 1 11 111111 PAVERS 35PSF \ 2' SQ PANTERS 210PSF ::::::::::::::::::::--- 2x8 x2 P-PATCH PLANTERS 265PSF • ` `••• 4" GREEN ROOF 35PSF ++++++++++ ++++++++ 6 SYNTHETIC TURF 10PSF oao 6" MAX DRAIN ROCK 50PSF JOIST SCHEDULE MARK JOIST SPACING 0, (2)117/8 TJI-110 AT 16" O.C. ® 11% TJI-110 AT 16" O.C. 9% TJI-110 AT 16" O.C. POST SCHEDULE MARK SIZE NOTES DA 4x6 PSL ---- © 6x6 PSL ---- © HSS 3Y"SQ.x%" ---- © HSS 3'2"SQ.x 4" REFER TO SHEET S20 TYPICAL STAIRWELL FRAMING 117/8" TJI-110 AT 16" O.C. W/ 34" 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. FLOCR FRAYING NOTES: BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 DF STUD AT 16" O.C. L2-L6 CORRIDOR WALLS 2x6 DF STUD AT 16" 0. C. L3-L6 2x4 DF DTUD AT 8" O.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 DF STUD AT 16" O.C. L5-L6 2x4 DF STUD AT 12" O.C. L4 2x4 DF STUD AT 8" O.C. L3 (2)2x4 DF STUD AT 12" O.C. L2 TYP PARTY WALL 2x6 DF STUD AT 16" O.C. L3-L6 2x4 DF STUD AT 8" O.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" 0.0 L4-L5 2x6 AT 12" O.C. L3 2x6 AT 8" O.C. L2 2x6 AT 16" O.C. L5-L6 2x6 AT 12" O.C. L4 v2x6 AT 8" O.C. L3 (2)2x6 AT 12" O.C. L2 HEADER/BEA V SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 L6/ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3 8x9 GLB HEADER 5 4 3 2 1 D (2)13/4x71 LVL FLUSH FRAMED PER PLAN E DBL 1Y2x9Y2 LSL FLUSH FRAMED 3 3 2 2 --- F 13/x9Y LVL FLUSH FRAMED PER PLAN G 3Y2x9Y2 PSL FLUSH FRAMED PER PLAN H 51/4x9Y PSL FLUSH FRAMED PER PLAN I 1%x11 / LSL RIM STD RIM 3 3 2 2 --- J DBL 1%x11 % LSL FLUSH FRAMED 3 3 2 2 1 K 3Y2x117/8 LSL FLUSH FRAMED PER PLAN L 1,/4x1172 LVL FLUSH FRAMED PER PLAN M 3Y2x117/8 PSL FLUSH FRAMED PER PLAN N 5]4x11 % PSL FLUSH FRAMED PER PLAN 0 7x11 % PSL FLUSH FRAMED PER PLAN P 5 8x21 GLB FLUSH FRAMED PER PLAN Q 32x117/ LSL FLUSH FRAMED 2-HR RIM AT 2x4 WALL (4)12x117/ LSL FLUSH FRAMED 2-HR RIM AT 2x6 WALL W/ 2-ROWS %"0x5" SDS AT 24" O.C. EA SIDE 7x117/ PSL FLUSH FRAMED 2-HR RIM AT ROOF NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. 1. REFER TO SHEETS S11-S11.1 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 20/318 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S18 FOR FLUSH FRAMED HEADER FRAMING. 6. ALL STEEL POSTS AND BEAMS ARE TO BE INDIVIDUALLY WRAPPED IN 2-LAYERS OF Y" 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. MAR 3 1 2.015 REID MIDDLETON, INC. 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 ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. 14. i INDICATES BRICK FINISH. REFER TO DETAIL 15/S19 AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. Civil - Structural - Land Use ( ' , PE, SE a e: 2015.03.20 06:17:18-07'00' 0 a 0) 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 r m 0 vr N 0 02-15-2015 03-19-2015 0) ISSUE DATE: 08-21-2014 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 082016 City of Tukwila BUILDING DIVISION TUKWILA VILLAGE - BUILDING D 0 w -J 0 m Z 0 z w 1- z 1- I- < ~ cn H OWNER/APPLICANT: J 0) w 0 V) cn 1- z W 2 a. 0 J w w 0 W 0 5 FAX: (253) 231-5010 THEY ARE NOT 0 88 w_ w oa wa CC CO CO COW z= ce 0o wz PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 6 FRAMING PLAN B AWNING PER ARCH BALANCE PER DETAILS ON SHEET S20 TYP c__._a r_C r- t / / / / / / B TYPICAL ROOF FRAMING ROOF TRUSSES AT 24" O.C. MAX W/ 1932" ROOF SHEATHING 1 / / ROOF FRAMING PLAN SIM 12" 3 12" TYPICAL ROOF FRAMING ROOF TRUSSES AT 24" O.C. MAX W/ 19/32" ROOF SHEATHING ELEVATOR ROOF FRAN / S10 _-•""e1V SCALE 3/32" = 1'-0" / / ING PLAN SCALE 3/32" = 1'-0" / / JOIST SCHEDULE MARK JOIST SPACING 0' (2)11%% TJI-110 AT 16" O.C. ® 11% TJI-110 AT 16" O.C. 9% TJI-110 AT 16" O.C. POST SCHEDULE MARK SIZE NOTES DA 4x6 PSL ---- © 6x6 PSL ---- © HSS 3%"SQ.x%" ---- © HSS 3% "SQ. x%4" REFER TO SHEET S20 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 312 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. ROCF FRAMING NOTES: BEARING WALL SCHEDULE LOCATION STUD SIZE AND SPACING LEVEL EXTERIOR WALLS 2x6 OF STUD AT 16" O.C. L2-L6 CORRIDOR WALLS 2x6 DF STUD AT 16" O.C. L3-L6 2x4 DF DTUD AT 8" O.C. STAGGER ON 2x6 PLATE L2 TYP UNIT PARTITION WALL 2x4 OF STUD AT 16" O.C. L5-L6 2x4 OF STUD AT 12" O.C. L4 2x4 DF STUD AT 8" O.C. L3 (2)2x4 DF STUD AT 12" O.C. L2 TYP PARTY WALL 2x6 OF STUD AT 16" O.C. L3-L6 2x4 DF STUD AT 8"O.C. STAGGERED ON 2x6 PLATE L2 2x6 AT 16" O.C. L4-L5 V2x6 AT 12" O.C. L3 2x6 AT 8" O.C. L2 2x6 AT 16" O.C. L5-L6 2x6 AT 12" O.C. L4 V 2x6 AT 8" O.C. L3 (2)2x6 AT 12" O.C. L2 HEADER/BEA V SCHEDULE MARK SIZE LOCATION BEARING STUDS/NOTES L2 L3 L4 L5 L6/ROOF A 4x6 HEADER 2 2 1 1 1 B 4x8 HEADER 3 2 2 1 1 C 3%x9 GLB HEADER 5 4 3 2 1 D (2)13/4x7% LVL FLUSH FRAMED PER PLAN E DBL 1Y2x9Y2 LSL FLUSH FRAMED 3 3 2 2 --- F 13/x912 LVL FLUSH FRAMED PER PLAN G 3%x9% PSL FLUSH FRAMED PER PLAN H 5Y4x9Y2 PSL FLUSH FRAMED PER PLAN I 1%x11 % LSL RIM STD RIM 3 3 2 2 --- J DBL 1%x11 % LSL FLUSH FRAMED 3 3 2 2 1 K 3%x11 % LSL FLUSH FRAMED PER PLAN L 1 %x11 % LVL FLUSH FRAMED PER PLAN M 3Y2x117/8 PSL FLUSH FRAMED PER PLAN N 54x11% PSL FLUSH FRAMED PER PLAN 0 7x11% PSL FLUSH FRAMED PER PLAN P 5%8x21 GLB FLUSH FRAMED PER PLAN Q 312x11 7/ LSL FLUSH FRAMED 2-HR RIM AT 2x4 WALL (4)112x117/ LSL FLUSH FRAMED 2-HR RIM AT 2x6 WALL W/ 2-ROWS %" 0x5" SDS AT 24" D. C. EA SIDE 7x117/ PSL FLUSH FRAMED 2-HR RIM AT ROOF NOTES: 1. * INDICATES HEADER WITH BEARING STUDS PER PLAN, NOT PER SCHEDULE. 1, REFER TO SHEETS S11-S11.1 FOR SHEAR WALL PLANS AND HOLDOWN LOCATION. 2. REFER TO DETAIL 20/S19 FOR TYPICAL HEADER FRAMING. REFER TO DETAIL 19/S19 FOR FLUSH FRAMED HEADER FRAMING. 3. 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. 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/S18. 7. GT INDICTATES GIRDER TRUSS. ST INDICATES SHEAR TRUSS. REFER TO DETAIL 3/S18 FOR REQUIREMENTS. D MEMEL) MAR 3 j 2015 REID MIDDLETON, INC. 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; 3/4" MAX 11. 12. 16" A INDICATES TRUSS HEEL HEIGHT AT EXTERIOR LEVEL. INDICATES MARK FOR HEADER/BEAM SIZE PER SCHEDULE ON THIS SHEET, 13. GRID LINES ARE SHOWN FOR REFERENCE ONLY AND DO NOT NECESSARILY ALIGN WITH WOOD ELEMENTS. E, SE 015.03.20 06:17:27-07'00' C 0 a N m PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 0 N co 0 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 8 2016 TUKWILA VILLAGE - BUILDING D City of Tukwila BUILDING DIVISION OWNER/APPLICANT: 0 0 M I 5 0 U) o C7 ' z N 0 J L0 COui 5 v U) D CD W'Stc? a� oDW NdI-- 0 U z_ 0 0 1,4 a. n. 5 wF- FU OQ nW Wz wz Zcc ow WZ u� WFz PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS ROOF FRAMING PLAN yam 4• CD1U- L) L) CD 41 zanax. Loiska Fr°I / / 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/S19 FOR INSTALLATION REQUIREMENTS. INDICATES HOLDOWN SYSTEM. REFER TO SHEET 318 FOR INSTALLA TION. 4. SEE ROOF FRAMING PLANS FOR SHEARWALL TO ROOF CONNECTION DETAILS. / / / / 6 n LEVEL 2-5 sHEARwAL PLAN M / / S11 SCALE 3/32" = 1'-0" --�-� l V link 3 LNK YVALL S(,‘HLUULL PLATE CONNECTION MARK LEVEL WOOD STRUCTURAL PANELS PANEL EDGE NAILING PANEL EDGE STUDS CONCRETE/SILL PLATE CONNECTION 4"0 A. BOLT TOP PLATE WOOD FLOOR BTM SILL PLATE A 6 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" O.C. 5 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" O.C. 4 15/32" SHEATHING ONE SIDE 10d AT 3" O.C. 2-2x --- LTP4 AT 16" O.C. 16d AT 4" O.C. 3 15/32" SHEATHING ONE SIDE 10d AT 3" O.C. 2-2x --- LTP4 AT 12" O.C. 16d AT 4" O.C. 2 15/32" SHEATHING ONE SIDE 10d AT 2" O.C. 2-2x 16" O.C. IN 2x PLATE LTP4 AT 12" O.C. --- B 6 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" O.C. 5 15/32" SHEATHING ONE SIDE 10d AT 4" O.C. 2-2x --- LTP4 AT 16" O.C. 16d AT 4" O.C. 4 15/32" SHEATHING ONE SIDE 10d AT 2" O.C. 2-2x --- LTP4 AT 8" O.C. 2—ROWS 16d AT 6" O.C. 3 15/32" SHEATHING ONE SIDE 10d AT 2" O.C. 2-2x --- LTP4 AT 8" O.C. 2—ROWS 16d AT 4" O.C. 2 15/32" SHEATHING ONE SIDE 10d AT 2" O.C. 2-2x 16" O.C. IN 2x PLATE LTP4 AT 8" O.C. --- HOLDOWN SCHEDULE HD MARK A325 ANCHOR BOLT ANCHOR PLATE WASHER HOEDOWN LOAD REQUIREMENTS (KIPS) ANCHOR PLATE WASHER 2ND 3RD 4TH 5TH 6TH 1 1"0 3/4"x3" SQ 20 14 8 4 -- (2)#6x6'-0" EA WAY 2 7/8"0 3/4"x3" SQ 16 11 7 3 -- (2)#6x6'-0" EA WAY 3 5/8" 0 7/16"x3" SQ 7 5 3 -- -- (2)#6x6'-0" EA WAY NOTE: REFER TO SHEET S18 FOR HOLDOWN SYSTEM REQUIREMENTS. HOLDOWN LOADS ABOVE ARE ASD LOADS. STRAP HOLDOWN 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 HOLDOWN DETAIL CONTINUOUS TO TOP PLATE ANCHOR HOLDOWN WHERE REQ'D PER PLAN N '� /" LAP CORNER PLATES W/ (5)10d 40, *4A# SHEARWALL SHEATHING HORIZONTAL OR VERTICAL PANEL ORIENTATION FLOOR FRAMING ABOVE WHERE OCCURS BTM SILL NAILING 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 1%" MIN PENETRATION INTO STUD TYPICAL WOOD SHEAR WALL FRAMING i REID MIDDLETON, INC. U Z a 0 z U) z 0 U 0 0 a Civil - Structural - Land Use , PE, SE 015.03.20 06:17:36 -07'00' 0 U ai 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 CO rp- CO In CD 03-19-2015 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D Ct -J 0 0 OWNER/APPLICANT: -J -J 111 0 0 0 0 0 IL F- FAX: (253) 231-5010 0 >78 re tu PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 2-5 SHEARWALL PLAN 1 1 / / of / / / LEVEL 6 SHEARWALL PLAN SHEARWALL NOTES: 1. 2. 3. CS1 6 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/S19 FOR INSTALLATION REQUIREMENTS. INDICATES HOLDOWN SYSTEM. REFER TO SHEET S18 FOR INSTALLATION. 4. SEE ROOF FRAMING PLANS FOR SHEARWALL TO ROOF CONNECTION DETAILS. 11 SCALE 3/32" = 1'-0" / / / / / / / / / SHLAH VVNLL SL'HLUULL PLATE CONNECTION MARK LEVEL WOOD STRUCTURAL PANELS PANEL EDGE NAILING PANEL EDGE STUDS CONCRETE/SILL PLATE CONNECTION 3/"0 A. BOLT TOP PLATE WOOD FLOOR KM SILL PLATE A 6 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" O.C. 5 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" O.C. 4 15/32" SHEATHING ONE SIDE 10d AT 3" O.C. 2-2x --- LTP4 AT 16" 0.C. 16d AT 4" 0.C. 3 15/32" SHEATHING ONE SIDE 10d AT 3" 0.C. 2-2x --- LTP4 AT 12" O.C. 16d AT 4" O.C. 2 15/32" SHEATHING ONE SIDE 10d AT 2" 0.C. 2-2x 16" O.C. IN 2x PLATE LTP4 AT 12" O.C. --- B 6 15/32" SHEATHING ONE SIDE 10d AT 6" 0.C. 2x --- LTP4 AT 24" O.C. 16d AT 6" 0.C. 5 15/32" SHEATHING ONE SIDE 10d AT 4" O.C. 2-2x --- LTP4 AT 16" O.C. 16d AT 4" 0.C. 4 15/32" SHEATHING ONE SIDE 10d AT 2" O.C. 2-2x --- LTP4 AT 8" O.C, 2—ROWS 16d AT 6" O.C. 3 15/32" SHEATHING ONE SIDE 10d AT 2" O.C. 2-2x --- LTP4 AT 8" O.C. 2—ROWS 16d AT 4" 0.C. 2 15/32" SHEATHING ONE SIDE 10d AT 2" 0.C. 2-2x 16" 0.C. IN 2x PLATE LTP4 AT 8" O.C. HOLDOWN SCHEDULE HD MARK A325 ANCHOR BOLT ANCHOR PLATE WASHER HOLDOWN LOAD REQUIREMENTS (KIPS) ANCHOR PLATE WASHER 2ND 3RD 4TH 5TH 6TH 1 1"0 3/4"x3" SQ 20 14 8 4 -- (2)#6x6'-0" EA WAY 2 7/8"0 3/4"x3" SQ 16 11 7 3 -- (2)#6x6'-0" EA WAY 3 5/8" 0 7/16"x3" SQ 7 5 3 -- -- (2)#6x6'-0" EA WAY NOTE: REFER TO SHEET S18 FOR HOLDOWN SYSTEM REQUIREMENTS. HOLDOWN LOADS ABOVE ARE ASD LOADS. STRAP HOLDOWN ABOVE WHERE REQ'D STACK HOLDOWN STUDS TOP PLATE CONNECTION INTERMEDIATE STUDS PER PLAN PANEL EDGE NAILING AT EA HOLDOWN STUD MULTIPLE STUDS AT HOLDOWN PER SPECIFIC HOLDOWN DETAIL CONTINUOUS TO TOP PLATE ANCHOR HOLDOWN WHERE REQ'D PER PLAN FLOOR FRAMING ABOVE WHERE OCCURS ILAP CORNER PLATES �i W/ (5)10d ii 11400000/000000. SHEARWALL SHEATHING HORIZONTAL OR VERTICAL PANEL ORIENTATION BTM SILL NAILING „ 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" SO MAXIMUM PENETRATIONS 8'—O" 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 pl JEW EW REID MIDDLETON, INC. Civil - Structural - Land Use w z tu a) ,SE 15.03.20 06:17:45-07'00' a 0 ai PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 a> 10-08-2014 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D w J 0 J z 0 z w 1- z F- aod l(7)� 2� U)1— OWNER/APPLICANT: 0 r) 1- co 0 z a J_ 5 m w 0) w n d° w`r' M = Q k Q NI i'J N CL FAX: (253) 231-5010 0 a W U z 5 C) U a_ a U w• FU oo aw cc z w z� ce §o o wZ PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS LEVEL 6 SHEARWALL PLAN AL LEVEL 2 • 323, 00 Aiu MEZZ. LEVEL 312.50 • LEVEL 1 • 302.00 dE LEVEL P1 • 295.50 TYP S14. C4 (2)#5H BELOW OPENING 296.17' (4)#5V EA END PER 19/S14.1 TYP (6)#5V (3) EA FACE AT 3" O.C. PER 19/S14.1 #4 C7 AT 12" O.C. r 10" WALL 8" WALL (4)#6H TOP/BTM TYP OF SPANDRELS (4)#5V EA END PER 19/S14.1 (4)#5V PER 19/S14.1 C4 #4 -5 AT 9" O.C. TOW 1'-0" BELOW FG (2)#5H TOP/BTM EXTEND 4'-0" PAST OPENING 14 S14. FF=287.44' 10" WALL 298.67' CONTINUE DOWN COLUMN REINF PER 9/S14.1 (2)#5V EA SIDE EA OPENING �,� WALL ELEVATION �J Si PiE�. Pi S12 PIER P1 SCALE 3/16" = 1'-0" (2)#5V, TYP AT WALL INTERSECTIONS (2)#5H BELOW OPENING EXTEND 4'-0" PAST OPENING 8" WALL PIER P3 PER 3/S12 BEAM L1-B4 PER 4/S13 NOTCH WALL] FOR BEAM L ADD'N HORIZ BARS EXTENDED INTO SLAB PER 16/S16 TYP EA LEVEL STAIRS BEYOND PER 17/S19 PIER P2 PER 2/S12 L 1 J 1 1 PIER P24 PER 7/S12.4 #5VAT9'0.C. ABOVE OPENING <> W/ 180° HOOKS (2)#5H ABOVE OPENING W/ 180° HOOK AT CORNER EXTEND 4'-0" PAST OPENING #5V AT 6" O.C. ALL (3) LEVELS WALL ELEVATION LEVEL 2 di 323.00 1-1 MEZZ. LEVEL di 312.50 LEVEL 1 di 302.00 (4)#5H, TYP AT WALL INTERSECTIONS PER 18/S14.1 PIER P3.1 PER 4/S12 LEVEL P1 aci 290.50 WALL ELEVATION S�2 PIER P2 S 12 PIER P2 SCALE 3/16" = 1'-0" (4)#6H TOP/BTM TYP AT SPANDRELS TYP (2)#5H BELOW OPENING (2)#5V EA SIDE EA OPENING #4 C7 AT 12" O.C. TYP r L L C4 y f r CONTINUE DOWN COLUMN VERT BARS PER 9/S14.1 EA END L 10" WALL WALL ELEVATION C4 TYP LEVEL 2 di 323.00 MEZZ. LEVEL di 312.50 LEVEL 1 di 302.00 LEVEL P1 di 290.50 302.00 LEVEL P1 290.50 1.1 L (2)#5V EA END TYP 287.44 ,,iAH 3 2( I! J REID MIDDLETON, INC. PIER REINFORCEMENT LAP SCHEDULE #4 2'-6" #5 3'-0" #6 4'-0" #7 4'-6" #8 5'-0" #9 5'-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. 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 16/S14.1 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. REVIEcO FOR ODE. COMPLI DNOE APPROV City ot Tukwila BUILDING DIVISI E, SE : 015.03.20 06:18:03-07'00' 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 N ob 0 0 02-15-2015 03-19-2015 N ISSUE DATE: 08-21-2014 OWNER/APPLICANT: 0 0 M w H U) 0 Z -J 5 w LU 0 Q M (yQ.NLU .. Ndl- FAX: (253) 231-5010 0 Z PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS WALL ELEVATIONS (4)#6H T/B YP AT SPANDRELS (14)#7V EA END (7) EA FACE AT 3" O.C. PER 20/S14.1 L 1 9 r CONT. VERT END REINF. FROM PIERS ABOVE, TYP CONTINUE DOWN TO FOOTING r-- L (4)#5V PER 18/S14.1 10" WALL CWALL ELEVATION PIER P4.1 (6)#6V EA E (3) EA FA PER 14/S1 (4)#6H T/B TYP AT C4 C- J PROVIDE ADD'N (4)#6V AT EA BEAM W/ HOOK INTO BEAM CENTER IN WALL LEVEL 1 di 302.00 1-1 CONTINUE DOWN COLUMN REINF. PER 9/S14.1 SCALE 3/16" = 1'-0" LEVEL P1 di 290.50 1-1 #4 A T 12" O.C. TYP AT SPANDRELS r -^ it (4)#6H ABOVE OPENING TYP BEAM Ll-B9 NOTCH WALL PER BEAM (6)#6 EA END (3) EA FACE PER 19/S14.1 J BEAM L1-B8 NOTCH WALL PER BEAM (6)#6 EA END, TYP (3) EA FACE AT 3" O.C. PER 20/S14.1 f r a- c. BEAM L1-B7 NOTCH WALL PER BEAM 10" WALL WALL ELEVATION #6V AT 6" O.C. EA FACE, TYP LEVELS L1-L2 f1 #5H AT 10" O.C. EA FACE, TYP LEVELS LI-L2 f r #4DAT 12" O.C. TYP AT SPANDRELS J 'I BEAM L1-B6 NOTCH WALL PER BEAM PIER P4 i i SCALE 3/16" = 1'-0" #4 CI AT 12" O.C. TYP AT SPANDRELS L (6)#6V EA END (3) EA FACE AT 3" O.C. PER 20/S14.1 r C- (4)#6H T/B TYP AT SPANDRELS r J �2.C10 S14./ BEAM L1-B5 NOTCH WALL PER BEAM CONT. VERT END REINF. FROM PIERS ABOVE, TYP CONTINUE DOWN TO FOOTING #6V AT 6" O.C. EA FACE LEVELS L1-L2 #5H AT 10" O.C. LEVELS L1-L2 AT WALL EN COL. 5V AT 6" O.C., TYP #5H AT 9" O.C. A 8" STAIRWELL L LS PI-L2 C4 LEVEL 2 _dik 323.00 MEZZ. LEVEL 312.50 COLUMN INDEPENDENT OF WALL, PER PLAN LEVEL 1 cji 302.00 (4)#5V, TYP AT WALL INTERSECTIONS PER 18/S14.1 LEVEL P1 290.50 di #5V AT 6" O.C. ABOVE OPENINGS W/ 180° HOOK EA END L C5 S14. L L 1 C- L IFVFI 2 323.00 MF77 I FVFI 312.50 (3)#5H TOP/BTM OPENINGS EA END (4)#5V EA END (2) EA FACE AT 3" O.C. PER 20/S14.1 i LLH rmuL Jt'HIVurT.LJ -� 1r - 1r I ‘k I �, I, L. c_ t 1r 1r Li ND �, CE �o 4.1 I I L I �i N � #6VO.C. `- -' `- - EA FACE #5H AT 10" O.C. EA FACE I L .._ il 1 , / / BEAM L1-B1 PER 1/S13 BEAM L1-B3 PER 3/S13 10" WALL BEAM L1-B2 PER 2/S13 WALL ELEVATION PIER P6 BEAM L1-B4 PER 4/S13 SCALE 3/16" = 1'-0" LEVEL 2 di 323.00 1-1 MEZZ. LEVEL di 312.50 LEVEL 1 di 302.00 1-1 N CONTINUE DOWN COLUMN REINF. PER 9/S14.1 10" WALL WALL ELEVATION 12 PIER P5 C4 BEAM L1-B1 PER 1/S13 f' WALL ELE VA TI PIER P6.1 SCALE 3/16" = 1'-0" PIER P19.1 PER 2/S12.4 LEVEL 1 di 302.00 LNOTCH WALL FOR BEAM (4)#5V, TYP AT WALL INTERSECITONS PER 18/S14.1 LEVEL P1 290.50 1-1 SCALE 3/16" = 1'-0" MATCH END REINFORCING FROM PIER ABOVE CONTINUE DOWN TO FOOTING PIER REINFORCEMENT LAP SCHEDULE 8" WALL #4 2'-6" #5 3'- 0" #6 4'-0" #7 4'_6" #8 5'- 0" #9 5'-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. 1L8" WALL OFFSET FROM 10" WALL PER PLAN LEVEL P1 290.50 LEVEL 1 di 302.00 NOTES: 295.50 REVIED FOR CODE COMPLIANCE, APPROVED JUL 0 8 2016 City of Tukwila BUILDING DIVISIC Lp RE Ri -r tl MAR 3 .I 2015 REID MIDDLETON, INC. 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 16/S14.1 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. E, SE =M + 5.03.20 06:18:13-07'00' ISSUE DATE: 08-21-2014 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS WALL ELEVATIONS ct PROVIDE CORNER BARS FOR EACH HORIZONTAL AS EACH SPANDREL TURNS CORNER r r #5H AT 10" O.C. LEVELS L1-L2 PIER P9 PER 4/S12.2 BEAM LI-B1 PER 1/S13 NOTCH WALL FOR BEAM ADD'N (4)#6V AT BEAM W/ HOOK INTO BEAM i 1 r SIM C3 #4 CJ A T 12" 0. C. TYP AT SPANDRELS #6V AT 6" O.C. EA FACE, TYP C- C- WALL ELEVATION PIER P8.1 NOTCH WALL FOR BEAM (4)#5V PER 18/S14.1 BEAM L1-B4 PER 4/S13 Ec) LEVEL 2 di 323.00 (6)#5V EA END (AT WALL TRANSITION) ALL LEVELS MEZZ. LEVEL di 312.50 PIER P8 PER 2/S12.2 LEVEL 1 di 302.00 295.50 LEVEL P1 di 290.50 SCALE 3/16" = 1'-0" (2)#5H ABOVE OPENING Cl W/ HOOK AT WALL END EXTEND 3'-O" PAST OPENING r C- (4)#6H T/B, TYP AT SPANDRELS r �r 10" WALL WALL ELEVATION 12 PIER P7 SCALE 3/16" = 1'-0" PIER P17 NI REINF PER 5/S12.3 #5V AT 9" OC W/180° HOOK ABOVE OPENING (2)#5H ABOVE OPENING W/180° HOOK AT WALL EXTEND 3'-O" PAST OPENING (2)#5V EA SIDE OPENING L (-4- WALL ELEVATION 2. PIER P9 #5VAT6"O.C. W/ 180° HOOKS ABOVE OPENING LEVEL 1 di 302.00 (6)#6V W/ HOOK INTO BEAM (2)#5V AT OPENING s� WALL ELEVATION 12 PIER P11 SCALE 3/16" = 1'-0" (4)#5V PER 19/S14.1 LEVEL P1 di 290.50 BEAM L1-B4 PER 4/S13 LEVEL 2 Li 323.00 PIER P16 REINF PER 4/S12.3 SCALE 3/16" = 1'-0" REINF AT TRANSITION PER PIER P8.1 MEZZ. LEVEL di 312.50 PIER P8.1 PER 13/312.2 LEVEL 1 di 302.00 1-1 BEAM L1-B1 PER 1/S13 NOTCH WALL FOR BEAM ADD'N (4)#6V AT BEAM W/ HOOK INTO BEAM LEVEL P1 di 290.50 1-1 V PIER P13 PER 1/S12.3 (6)#: (3) 1 PER I I I I I -I I 7 WALL ELEVATION r-- LEVEL 2 323.00 1-1 (6)#6H EA END, TYP (3) EA FACE AT 3" O.C. PER 20/S14.1 LEVEL 1 di 302.00 V EA END A FACE 19/S14.1 LEVEL P1 di 290.50 12 PIER P12 SCALE 3/16" = REINF AT TRANSITION PER PIER P8.1 MEZZ. LEVEL 312.50 PIER P8.1 PER 3/S12.2 LEVEL 1 di 302.00 (4)#5V, TYP AT WALL INTERSECTION PER 18/S14.1 r C- d Li WALL ELEVATION PIER P10 SCALE 3/16" = 1'-0" PIER REINFORCEMENT LAP SCHEDULE #4 2'-6" #5 3'-0" #6 4'-0" #7 4'-6" #8 5'-0" #9 5'- 6" TYPICAL WALL REINF SCHEDULE Z 2 WALL ELEVATION LEVEL 2 di 323.00 MEZZ. LEVEL di 312.50 (4)#5V PER 18/S14.1 LEVEL 1 di 302.00 295.50 LEVEL P1 di 290.50 12 LEVEL 1 302.00 11 LEVEL P1 di 290.50 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 P8 NOTES: SCALE 3/16" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROV p82016 City of Tukwila BUILDING 01\11 O11. MAR 3 ; 201J REID MIDDLETON, INC. 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 16/S14.1 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. PE, SE : 2015.03.20 06:18:21-07'00' 0 U N 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 d 10-08-2014 02-15-2015 03-19-2015 CS d ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D 0 0 Z ¢ icn OWNER/APPLICANT: FAX: (253) 231-5010 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS WALL ELEVATIONS (2 TYP ABOVE OPE (4)#6V LEVELS LI-L2 PER 19/S14.1 #5V AT 6" O.C. W/180° HOOK TYP ABOVE OPENING (4)#5V EA END PER I9/S14.1 (4)#6V (2) EA FACE AT 3" O.C. SIM TO 19/S14.1 ALIGN W/WALL ENDS CONTINUE DOWN TO P1 r NING -L2 1 #5H \ / i 3S12.3L b 0. C. 0./-(4) PEI L c_ 19 1 S16 c_ I II II II I P I % /I I L #5H AT 6" LEVELS LI- PIER P5 REINF. PER 1/S12.1 (4) #5V AT WALL INTERSECTION, TYP PER 18/S14.1 �� WALL ELEVATION 12�/ PIER P13 (2)#5H ABOVE OPENING W/180° HOOK AT WALL EXTEND 3'-0" PAST OPENING SCALE 3/16" = 1'-0" (2)#5V EA SIDE OPENING TYP �#5V AT 6" OC W/180° HOOK TYP ABOVE OPENING LEVEL 2 323.00 1' ADD'N REINF. AT SLAB LEVELS PER 16/S16 1 a (4)#5V PER 14/514.1 L 1 L 1 l 5 PIER P18 REINF. PER 6/12.3 MEZZ. LEVEL di 312.50 LEVEL 1 di 302.00 LEVEL P1 290.50 H WALL ELEVATION PIER P15 SCALE 3/16" = 1'-0" (2)#5H ABOVE OPENING TYP #5H AT 6" ALL LEVE H PER 16 EA (6) PER 19/1 ALL LEVL WALL ELEVATION 12 PIER P16 12. PIER P16 LEVEL 1 dk 302.00 LEVEL P1 di 290.50 LEVEL 2 323.00 IV MEZZ. LEVEL 312.50 #5 V 19/S14.1 LEVEL 1 di 302.00 LEVEL P1 di 290.50 (2) #5V EA SIDE OPENING #5H AT 6" O.C. W/180° HOOK TYP ABOVE OPENING (2) #5V AT WALL INTERSECTION TYP c..� #5V AT 6" O.C. ALL LEVELS U PIER P13 REINF. PER 1/12.3 (2)#5H ABOVE OPENING W/180° HOOK AT WALL EXTEND 3'-0" PAST OPENING u LEVEL 2 323.00 REINF AT SLAB HEIGHT PER 16/S16 MEZZ. LEVEL Li 312.50 POUR WALL TO SLAB HEIGHT PIER P5 REINF PER 3/12.1 i #5V AT 6" O.C. W/180° HOOK ABOVE OPENING EIS OC \ / J I C p I m I I 1 ORIZ. iT L1 /S16 L J J LD i� I c 1 1 off_ I 1 I I I ND \ 4.1 I 1S ' ' LEVEL 2 di 323.00 -PIER P14 BEYOND PER 2/S12.3 MEZZ. LEVEL 312.50 '5V AT 9" OC W/180° HOOK ABOVE OPENING END REINF PER PIER P18 PER 6/S12.3 LEVEL 1 Aik 302.00 #5H AT 6" OC BETWEEN OPENING AND WALL END TYP 295.50 (2) #5V AT OPENING LEVEL P1 di 290.50 SCALE 3/16" = 1'-0" WALL ELEVATION 1 PIER P14 PIER P15 BEYOND PER 3/S12.3 #5H AT 6" OC ALL LEVELS PIER P END REII PER 6/S12 (2) #5V OPENING ED #5V AT 6 W/180° HO TYP ABO OPENI (2)#5H ABOVE OPE L SCALE 3/16" = 1'-0" 1 I J I I f#5f ALL y I N I II. I J I ALL l L ' I cb I ...A--------<---._#5V P 18 4F .3 aT 3E I I I I L i I 1 DC OK VE NG I_ TYP JING I I I I 1 1 1 I I WALL ELEVATION PIER P17 LEVEL 2 06 323.00 AT6"OC LEVELS MEZZ. LEVEL di 312.50 AT 6" OC LEVELS (6)#6V (3) EA FACE EA END ALL LEVELS PER 19/S14.1 SCALE 3/16" = 1'-0" LEVEL 1 di 295.50 1-1 LEVEL P1 di 290.50 C62 L PIER REINFORCEMENT LAP SCHEDULE #4 2'-6" 1 #5 3'-0" #6 4'-0" #7 4'-6" #8 5-0" #9 5'-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. 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 16/S14.1 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. I I I I I 1 I I I (4; AT PE LI I I I I- I I I I I 1° (6)1 (3) PEF I I I I I I I I I I ALL I I I I I 1 I I I i #5V / AT AL I I I I I I 1 WALL ELEVATION PIER #5V INTERSECTON INTERSECTON R 18/S14.1 5V EA END EA FACE 19/S14.1 LEVELS LEVEL 2 323.00 MEZZ. LEVEL di 312.50 LEVEL 1 302.00 T 6" O.C. L LEVELS SCALE 3/16" = 1'-0" 295.50 LEVEL P1 290.50 gEV[JEWIE ill MAR 3 1 2015 REID MIDDLETON, INC. er, PE, S ate: 2015.03.20 06:18:31-07'00' 0 N 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 N co O O U, 0 lV U, N O 03-19-2015 CC ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D I � � OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC O O M W U) 0 z 0 m W D O Q O LU to Q M Q� J LIJ N d FAX: (253) 231-5010 W U Z 0 0 cn 0-9 w z U W a. a U U 00 o� 0a MI CC w0 a wa wZ w Z' Do U Q wZ w PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS WALL ELEVATIONS (6)#6V EA END (3) EA FACE PER 19/S14.1 SLAB ON GRADE STAIRS PER 16 AND 13/S14 WALL ELEVATION LEVEL 1 di 302.00 (4)#5V AT WALL INTERSECTION PROVIDE (4)#6V PER 18/S14.1 / HOOK INTO BEAM LEVEL P1 chk 290.50 12. PIER P19 SCALE 3/16" = 1'-0" I d ADD'N REINF. AT EACH LEVEL PER 16/S16 IL LEVEL 2 aik 323.00 d WALL ELEVATION MEZZ. LEVEL oilk 312.50 #6V AT 6" OC ALL LEVELS LEVEL 1 oik 302.00 LEVEL P1 290.50 (2) #5V EA SIDE OPENING l 1 12 PIER P22 #5V AT 9" OC W/180° HOOK ABOVE OPENING r- SCALE 3/16" = 1'-0" (2) #5H ABOVE OPENING W/180° HOOK AT WALL EXTEND 3'-0" PAST OPENING L l 5 WALL ELEVATION LEVEL 1 302.00 (4)#5V EA END PER 18 AND 19/S14.1 LEVEL P1 plik 290.50 1 PIER P25 SCALE 3/16" = PIER P6.1 PER 5/S12.1 NOTCH WALL FOR BEAM t' WALL ELEVATION LEVEL 1 di 302.00 (4)#5V, TYP AT WALL INTERSECTION AND TRANSITIONS PER 18/S14.1 PIER P20 PER 3/S12.4 LEVEL P1 dk 290.50 1 PIER P19.1 (2) #5V EA SIDE OPENING TYP SCALE 3/16" = 1'-0" (2) #5H ABOVE OPENING TYP W/HOOK AT END EXTEND 3'-O" PAST OPENING l 1 r- Cj J PIER P19.1 PER 2/312.4 LEVEL 2 ok 323.00 #5V AT 6" OC W/180° HOOK ABOVE OPENING TYP (2)#5H ABOVE OPENING 3 #5V AT 6" OC W/180° HOOK ABOVE OPENING �\ WALL ELEVATION ; �.y PIER P20 L MEZZ. LEVEL 312.50 PIER P22 REINF. PER 5/S12.4 e WALL ELEVATION -3 12 P23 PIER zr�. (2) #5H ABOVE OPENING LEVEL 1 302.00 1-1 PIER P24 REINF PER 7/S12.4 IL LEVEL P1 oik 290.50 SCALE 3/16" = 1'-0" #5V AT 9" OC W/180° HOOK ABOVE OPENING rifri (2)#5V' EA SIDE OPENING c L WALL ELEVATION LEVEL 1 ji 302.00 1-1 (4)#5V TYP AT WALL INTERSECTION PER 18/S14.1 LEVEL P1 290.50 1-1 12.E PIER P26 12., PIER P26 SCALE 3/16" = 1'-0" #6V AT 9 W/180° ABOVE OPE AT E THIS LE' SIM TO 18/S1 LEVEL 1 oi 302.00 (2)#5V EA SIDE OPENING LEVEL P1 A 290.50 SCALE 3/16" = 1'-0" I e- I I l I L c.f I I I I 1 I, I 1 1 I \_. L.) L ci I 1 1 1 1 ,--, I OC� I J F HOOK d `� I, INING EL f.1 I I -- I �I �� WALL ELEVATION 4 WALL ELEVATION .12)4/ PIER P21 LEVEL 2 opi 323.00 6V AT 6" OC EVELS P1-L2 MEZZ. LEVEL chi 312.50 (18)#6V EA END (9) EA FACE AT 3" O.C. PER 20/S14.1 LEVELS L1-L2 LEVEL 1 clk 302.00 )#5V AT WALL INTERSECTION ER 18/S14.1 2)#5H ABOVE OPENING 6)#6V EA END 3) EA FACE AT 3" O.C. ER 20/S14.1 LEVEL P1 290.50 PIER P24 SCALE 3/16" = 1'-0" PIER REINFORCEMENT LAP SCHEDULE #4 2'-6'' #5 3'-O" #6 4'-0" #7 4'-6" #8 5'-O" #9 5'-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. LEVEL 1 302.00 (4)#5V EA END PER 18/S14.1 LEVEL P1 cilk 290.50 SCALE 3/16" = 1'-0" REVIEWED FOR LODE COMPLIANCE APPROVED AUL 0 8 Z0�6 C,ty of Yu vis a� BUILDING DI D EWHEMElf--) MAR 3 1 2015 P.) REID MIDDLETON, INC. 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 16/S14.1 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. C <S. CWA sy 4,0, .. ce "ZSi _ 37334 Ill SS/C'Val by E, SE 15.03.20 06:18:40-07'00' 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 10-08-2014 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D O O U OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC I PROJECT #: 1026.04 DRAWN BY: BV,TF CHECKED BY: JN,MJ,MS WALL ELEVATIONS 303.50' N) BEAM L1-B2 PER 2/S13 (4)#6T W/ HOOK EA END r (6)#9B CD313 BEA LEVEL 1 302. 0 0 N) NOTCH WALL—' FOR BEAM LEVEL 1 302.00 0 N) v 24" W #5 L1 AT 12" O.C. L1-B1 ELEVA TICN SCALE 3/16" = 1'-0" STEP TOP REINF. PER 9/S15.1 NOTCH WALL FOR BEAM is 4 F-- r LEVEL 1 di 302.00' NOTCH WALL FOR BEAM ti BEAM L1-B9 PER 8/S13 LEVEL 1 302.00' STEP TOP REINF. TO SIT ON TOP OF L1-B4 REINF. WALL REINF PER WALL ELEVATIONS REFER TO SHEETS S12-S12.4 BEAM LI-B3 PER 3/513 (6)#7T W/ HOOK AT L1-B1 EXTEND 5'-0" PAST L1-B1 INTO SLAB STEP TOP OF BEAM W/ SLAB PER 12/S15.1 SLAB REINF. PER PLAN f BEAM L1-B4 PER X/SX (10)#9B TYP #5ff1f11AT 5" 0.C. PER 5/S15.1 48" W 303.50' #5 Li AT 6" O.C. ADD'N (4)#96 EXTEND 4'-0" PAST L1-B3 (8)#8T, TYP W/ HOOK AT WALL LAP 5'-0" AT SLAB 12'-0" BEAM L1-B8 PER 7/S13 C213 BEAV S WALL REINF PER WALL ELEVATIONS REFER TO SHEETS S12-S12.4 L1-B2 ELEVATION BEAM L1-B7 PER 7/S13 i SCALE 3/16" = 1'-0" ADD'N (8)#8T BTW GRIDS 6.1 AND 3 BEAM L1-B1 PER 1/S13 BEAM L1-B6 PER 6/S13 LEVEL 1 302.00 BEAM L1—B2 PER 2/S13 r 1'-0" ti BEAM L1-B2 PER 2/S13 STEP TOP REINF. PER 10/S15.1 w cry 0 Y (8)#8B-/ (8)#7T LAP 5'-0" PAST BEAM INTO SLAB SLOPE BEAM W/ SLAB 48" W #5 Li AT 12" 0.0 BEAV L1-83 ELEVATION Z 1'-0" �S1 1 BEAM L1-B5 PER\ 5/S13 LEVEL 1 ji 302.00' 0 (10)#8T, TYP W/ HOOK AT WALL LAP 4'-0" PAST BEAM INTO SLAB #5 L1 AT 12" 0.C. C7 ADD (6)#8T FROM UPPER COL. TO GRID E (6)#9B TYP #5ff11AT 10" 0.C. BEAM L1-84 PER 4/S13 48" W #5 LI AT 12" O.C. BEAV Ll-B4 ELEVATION S13$13 r f (8)#9B7 TYP i-- #5 Li AT 18" 0.C. (10)#8 T, TYP W/ HOOK AT WALL LAP 4'-0" PAST BEAM INTO SLAB 42" W 5 BEAN #5ff11AT 9" O.C. LI-B5 ELEVA TICN ADD'N (16)#9 BET'W GRID E AND LOWER 12x36 COL. IN (2) LAYERS 'r (12) BARS EA LAYER PER 4/S15.1 S13 ADD'N (6)#8T, TYP LAP 8'-0" PAST GRID F EXTEND TO SLAB STEP W/ HOOK SCALE 3/16" = 1'-0" LOCATION OF COL PER PLAN C4 #51111 AT 12" O.C. BEAM L1-B4 PER 4/S13 STEP TOP REINF. PER 8/S15.1 (4)#8 PAST SLAB STEP NOTCH WALL FOR BEAM (8)#9B TYP 1'- #5f1AT12"0.C. i #5 ff11AT 6" O.C. 16'-0" /(2)#6 T LAP 4'-0" W/ SLAB REINF. PER BEAM EAV 42" ADD'N (16)#9 BETWEEN COLS BELOW IN (2)LAYERS (12) BARS EA LAYER y PER 4/S15.1 #5 ff11 AT 9" 0.C. 19'-8" LI-B7/B8 ELEVATION (0 ti (6)#6B #5 L1 AT 12" O.C. ti 1'-0" C91 BEAV fvEZZ-B1 ELEVATION S1 SCALE 3/16" = 1'-0" SCALE 3/16" = 1'-0" MEZZ. LEVEL 312.50' 1' 2" / / #5f1AT6"O.C. 63 LEVEL 1 302.00 0 #5 T11 AT 9" O.C. 14'-0" SCALE 3/16" = 1'-0" r (10)#8T, TYP W/ HOOK AT WALL LAP 4'-0" PAST BEAM INTO SLAB ADD'N (8)#9B FROM WALL TO GRID 5 #5 frIAT 12" O.C. ADD'N (6)#8T, TYP LAP 8'-0" PAST GRID F EXTEND TO SLAB STEP W/ HOOK 2 C7 S14. C1 S14. BEAM L1-B4 PER 4/S13 i NOTCH WALL FOR BEAM STEP TOP REINF. PER 8/S15.1 NOTCH WALL FOR BEAM NOTCH WALL FOR BEAM (2)#6T LAP 4'-0" W/ SLAB REINF. PER BEAM r (10)#9B TYP #5 LI AT 12" 0.C. (10)#8T, TYP W/ HOOK AT WALL LAP 4'-0" PAST BEAM INTO SLAB (8)#9B TYP #5 LI AT 6" 0.C. 14'-0" 1'-O" ti (6)#6B r. (0 1'-0" 24'-O" #5 ff11 #5 HAT 12" O.C. AT 9" O.C. 6'-0" 10 BEAV V EZZ- B2 ELEVATION S13 SCALE 3/16" = 1'-0" ADD'N (4)#9 BET'W COLS BELOW #5 ff1f11 AT 4" O.C. PER 5/S15.1 10'-0" 6 BEAV S13 42" W Ate— #5ff11AT 9" 0.C. L1-86 ELEVATION SCALE 3/16" = 1`-0" ADD'N (6)#8T FROM UPPER COL. TO SLAB STEP W/ HOOK AT STEP MEZZ. LEVEL 312.50' ADD'N (16)#9B BETW COLS. BELOW IN (2) LAYERS (12) BARS EA LAYER PER 4/S15.1 6!) see 42" W #51111AT 8" O.C. ti L1-B9 ELEVATION SCALE 3/16" = 1'-0" (6)#8T LAP 4'-0" W/ SLAB REINF. PAST BEAM SCALE 3/16" = 1'- 1'-2" #5 LI AT 6" 0.C. / STEP TOP REINF. PER 8/S15.1 1'-0" #5 L AT 6" 0.C. NOTES: oDE p� very tce pP 0. es 70 C►p1i�G 0lvlS\O' Bulgy,...-- D MIEWErN MAR 3 1 2015 REID MIDDLETON, INC. 1. REFER TO 1/S15.1 FOR TYPICAL BEAM REINFORCEMENT DETAIL. ADD'N REINF. OVER COLUMNS PER PLAN 1' / S1 313 (12)#9B #5 L1 AT 12" O.C. BEAV L2-B5 ELEVATION #5 ITT AT 5" O.C. 6'- 0" 1' 0" SCAL E 3/16" = 1'-0" LEVEL 2 di 323.00' Civil - Structural - Land Use ,SE 15.03.20 06:18:51-07'00' PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 N N 0 0 02-15-2015 03-19-2015 0, ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D w J 0 m J z 0 z w 1- z I- crsd LLJ U)I- OWNER/APPLICANT: 0 J -J w V 0 co cn 1- z w n. 0 —J w W w 5 0 0 M w 1- D cn z 0 0 LO M N M Lt co w n 0 d0 M dN = M J r LLJ N 0 I- PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS BEAM ELEVATIONS FTG DRAIN IN GRAVEL BACKFILL LAP PER ELEV. r. a PER ELEV. WALL REINF PER ELEV CENTER IN WALL 8" WALL EA FACE IN 10" WALL W/ 1%" CLR TO SOIL SIDE AND 3/4" CLR TO INTERIOR FTG DOWEL BAR TO MATCH WALL REINF, PER ELEV LAP PER SCHEDULE \\/ / EQ / / EQ / -J U PER PLAN PER ELEV. VERT. BARS TO BE PLACED ON OUTSIDE FACE OF WALL WALL REINF PER ELEV EA FACE AT 10" WALL CENTER REINF AT 8" WALL S14 LAP PER ELEV. 1%" CLR TO X,;..... OUTSIDE FACE 3/4" CLR TO INSIDE FACE #4 PROVIDE PROPER WATERPROOFING AND DRAINAGE COLLECTION AGAINST WALL 2'_6" AT 18" O.C. P1$ #56 AT 10" O.C. FTG DOWEL BAR TO MATCH WALL REINF, PER ELEV LAP PER SCHEDULE FTG DRAIN IN GRAVEL BACKFILL FOUNDATION SECTION PROVIDE PROPER WATERPROOFING AND DRAINAGE COLLECTION AGAINST WALL 1 OUTSIDE SLAB DOWEL li AT 6" O.C. W/ FTG WIDTH HOOK INSIDE SLAB DOWEL (AT 10" WALL ONLY) PER ELEVATION W/ STD HOOK 2'-6" #4_7- AT 18" O.C. OR DRILL AND EPDXY SIM TO 1/S14 P1� r— /A •r' A.i 5'-0" N) FOUNDATION SECTION %" CHAMFER 6" CONCRETE CURB CONTINUE UP WALL REINF Cr) w 0 DRAINAGE BY OTHERS (2)#5 TOP #5 AT 12" 0.C. BTM SCALE 1/2" = 1'-0" #4x2'-6" DOWEL AT 18" 0.C. DRILL AND EPDXY INTO WALL EMBED 5" EA SIDE \4\\\'`\•>,\ #5H AT RAMP AND AT 12" 0.C. #5VAT12"0.C. W/ HOOK INTO FTG • 4 \>;;;): A n n \j (3) #5 8" 8" 8" 2'-O" FOUNDATION SECTION / \� STRUCTURAL FILL OR CDF SCALE 3/4" = 1'-0" CAST -IN -PLACE STAIRS #4 AT 12" 0.C. EA WAY 0 k 8" #4H NOSING BAR TYP HOOK INTO THICKENED EDGE SIDEWALK EXPANSION JOINT 16 SLAB -ON -GRADE STAIR DETAIL S14 SCALE 3/4" = 1'-0" PER ELEV. ,,a REINF PER ELEVATION /\/'. \/ / • /, PER PLAN SCALE 3/4" = 1'-0" REINF PER ELEVATION 4 A J U #4x2'-6" DOWEL AT 18" O.C. DRILL AND EPDXY INTO WALL EMBED 5" TOP OF FTG PER PLAN #5B AT 10" 0.C. RAMP FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE (7)FOUNDATION SECTION 14 SLAB ON GRADE PER PLAN 7-6" #4_FAT 18" 0.C. EA SIDE P1 #5 TRANS AT 18" 0.C. #5B AT 9" 0.C. SCALE 3/4" = 1'-0" 2'-6" #4 FAT 18" 0.C. 2'-6" 2 MAX 12 FOUNDATION SECT/ON S14 MATCH FTG REINF W/ 48 BAR DIA. LAP STEP PER PLAN • :D TYP FTG REINF D. D• \ /`/ \f/4//;\,A D � / 1'-0" / D: SCALE 3/4" = i i• TYP FTC REINF i\i�\/i\yip\i/ yam\! • /.�;iX \/ 2 MAX STEPPED FOOTING DETAIL SCALE 3/4" = 1'-0" GARAGE SLAB PER PLAN BALANCE PER 3/S14 REINF PER ELEVATION 4 4 FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE EA SIDE P1 r. AT 41-0" FTG AND LARGER 1-0 FOUNDATION SECTION FACE OF STUD/FACE OF CONC EA WAY EPDXY HORIZONTAL REINF co FOUNDATION SECTION REINF PER SLAB ON GRADE STAIRS PER 16/S14 13 FOUNDATION SECTION REINF PER ELEVATION EQ DRILL AND EPDXY INTO WALL EMBED 6", TYP FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE 2-0 CONTINUOUS CHAMFERED 2x6 KEY COSTRUCTION JOINT WALL REINF PER ELEVATION STOP AT CONSTRUCTION JOINT • CONSTRUCTION JOINT WALL REINF PER ELEVATION STOP AT CONTROL JOINT CONTROL JOINT 1,F3 CONCRETE WALL JOINT DETAIL EA WAY 10" WALL OR 12" WALL t,BAR TO MATCH OUTSIDE FACE REINF 90° HOOK INSIDE FACE REINF • DRILL AND EPDXY INTO WALL EMBED 5" EA SIDE, STAGGERED FOOTING DOWEL BAR TO MATCH WALL REINFORCING, PER ELEV LAP PER SCHEDULE AND LARGER #5B AT 10" 0.C. • • RE-ENTRY CORNER • 90° HOOK INSIDE FACE REINF INSIDE CORNER CC CC LLJ LLJ REINF PER ELEVATION FLOOR 30" W/ 12" LEG INTO WALL AT FLOOR ONLY DRILL AND EPDXY EMBED 6" MIN TOP/B TM EA WAY st- r. 4 4 AT DOOR 5 FOUNDATION SECTION WALL BEYOND HOOK VERT BAR INTO SLAB AT DOOR S14 EXTERIOR INSIDE TYP GARAGE SLAB REINF EXTEND 2'-0" INTO EXT. SLAB WALL REINF TO HOOK INTO RAMP SLAB FTG PER 1/S14 rio, FOUNDATION SECTION TrinEM REID MIDDLETON, INC. 8" WALL V„ I TYP WALL • RE-ENTRY CORNER CONCRETE WALL CORNER REINFORCING S14 SCALE 3/4" = INSIDE CORNER 0 0 0 Civil - Structural - Land Use Lo as CO 0.1 .03.20 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 10-08-2014 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 ILA VILLAGE - BUILDING D cc 0 0 ce OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC Lj w ct a. DW PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS FOUNDATION DETAILS 1'-0" 90° HOOK AT TOP 4' MAX TOP FLOOR LAP PER SCHEDULE A, 2" MAX TO LAST TIE " MAX TO FIRST TIE #4 CROSSTIES MATCH TIE SPACING 2'-6„ #4 C— AT 12" O.C. AROUND COLUMN w J CD U CO w 0 0_ J REINF PER SCHEDULE MID —FLOOR DOWELS TO MATCH VERT REINF W/ MIN EMBED INTO FTG PER SCHEDULE THICKEN SLAB 1'-0" AROUND COLUMN ////\/. .r o w \ cr) PER SCHEDULE 1ST TIE W/IN 2" OF TOF TYPICAL COLUMN DETAIL EQ STUDRAILS PER SCHEDULE BALANCE PER 13/S14.1 N ' EQ 1Y" CLR (6)#7v 3/4" CHAMFER TYP \BTMFLOOR 0 SCALE 3/8" = 1'-0" 14 COLUMN BELOW 1'-0" C1 1" DEEP SAW JOINT ALONG COLUMN LINES AND AROUND COLUMNS #4 TIE AT 41/2" O.C. #4 CROSSTIES MATCH TIE SPACING 11/2" CLR 3/4" CHAMFER TYP COLU 4. C2 VN SECTION #4 TIE AT 41/2" O.C. #4 TIE MATCH TIE SPACING 3/4" CHAMFER TYP co CONCRETE COLUMN SCALE 3/4" = 1'-0" COLUMN STUDRAIL SCHEDULE MARK STUD DIA. STUD LENGTH NO. STUDS/RAIL STUD SPACING(D) NO. RAILS SIDE SR2.1 5/8" 121/2" 15 2%" 3 SR2.2 8" PER 14/S14.1 3 SR 1.1 * 8" 10 2" 7 41/2" 2 * STUD RAILS ON 3 SIDES ONLY WHERE OPENING/EDGE OF SLAB TYPICAL STUD RAIL DETAIL SCALE 1/2" = 1'-0" STUD HEIGHT MACTH STUD SPACING (D) EA END DIAM. 516"x2" BASE RAIL TYPICAL STUD RAIL SECTION 14 CONT WALL REINF 90° OR 180° HOOK ALTERNATE DIR #4 CROSSTIES MATCH TIE SPACING #4 TIE AT 41/2" O.C. 11/2" CLR (8)#7V %" CHAMFER TYP 1-6" C4 %" CHAMFER TYP #4 TIE AT 5" O.C. 1%" CLR (12)#7V --T--Jv---r- 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 #4 CROSSTIES MATCH TIE SPACING 2 1'-6" C5 COLUV 3/4" CHAMFER TYP #4 TIE AT 5" O.C. 1%" CLR (12)#8V #4 CROSSTIES MATCH TIE SPACING 1'-6" N SECTIONS C6 #4 SPIRAL REINF W/ 3%" PITCH (9)#7V C7 14 COLUMN PER PLAN BALANCE PER 2/S14.1 COLUMN/WALL DETAIL 14,V 3.16x DIAM. MIN ROUND HEAD NELSON PSR STUDS, DECON STUDRAILS OR APPROVED ALTERNATE W/ DIAMETER PER SCHEDULE 10" WALL OR SPANDREL SCALE 3/4" = 1'-0" SPACING PER SCHEDULE (D) C3 (4)#5V AT INTERSECTION (4)#5V AT INTERSECTION (4)#5V AT CORNER 90° OR 180° HOOK AT INTERSECTION (4)#5V AT CORNER SCALE 1/2" = 1'-0" CORNER BAR PER 20/S14 CORNER BAR PER 20/314 AT CORNER COND (.1,8 TYPICAL WALL INTERSECTION DETAIL 14. SCALE 3/4" = 1'-0" TYP WALL REINF J cc SCALE 3/4" = 1'-0" ---�'V---r- BEND UPPER COL REINF INTO WALL BELOW AS NEC • 4 18" SQ COLUMN PER PLAN CONTINUE DOWN UPPER COLUMN VERT REINF INTO WALL BELOW, (6) BARS COLUV a IL CONTINUE THRU WALL HORIZ REINF U.N.O. 1%" CLR (6)#7V C8 REINF TO START AT SLAB W/ 90° HOOK (1) BAR H r' 10" WALL BELOW N TRANSITION DETAILS 1ST SHORTER STUD AT FACE OF DROP CAP w SCALE 3/4" = 1'-0" BALANCE STUDRAILS PER 13/S14.1 4 w (7) AT 53/" O.C. —"X—PER PLAN 2" 3 1" (5) AT 33/4" 0. C. STUD RAIL SR2.2 SECTION 1'-6" #4 TiE CONTINUE AT 12" O.C. THRU WALL HORIZ REINF 11/2" CLR (8)#7V #4 CROSSTIES MATCH TIE %" CHAMFER SPACING TYP CONTINUE THRU WALL HORIZ REINF #4 TIE AT12"O.C. ; •4 .a C9 Y4." STEEL COLUMN AS FORM 1-6„ 1%" CLR .q 4 #4 TIE AT 12" O.C. • #4 CROSSTIES MATCH TIE SPACING %" CHAMFER TYP (12)#7V C11 • a 4 C10 3/4" CHAMFER TYP REINF AS C4 COLUMN PER 2/S14.1 COLU V N TRANSITION DETAILS STUDRAILS PER SCHEDULE �� CM�[�MnI[� I MAR 31 2015 REID MIDDLETON, INC. �514)' PER PLAN Asa CORNER CONDITION TYP WALL REINF ' 4 • •o • • • ALTERNATE HOOK DIR CO 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. 4•••J •'4 TEE CONDITION WALL END REINF DETAIL s�v SCALE 1/2" = 1'-0" TYP WAL REINF. VERT. BAR AT CENTER AT 8" END WALL 1)/2" CLR TO VERT BAR AT 10" END WALL SCALE 3/4" = 1'-0" SLAB EDGE SLAB EDGE 2" MIN SCALE 3/4" = 1'-0" STUDRAILS PERP. TO EDGE Civil - Structural - Land Use C rn LU Q z m (41N-• a0o 0 0 N N at 0 LO Li) Lc) N a) a 0 0 0:=.(:‘N ,- co -JOLT- ,SE 5.03.20 0•:19:29-07'00' PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 10-08-2014 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 REVIEWED FOR CODE COMPLIANCE APPROVED JUL C 8 2016 STUDRAILS City o` 'Vona BUILDING DIVISION PARALLEL TO COLUMN BELOW CORNER COLUMN STUDRAIL SCHEDULE MARK STU DAD STUD LENGTH NO. STUDS/RAIL STUD SPACING (D) NO. RAILS EA FACE SR20 /8" 12 2" 10 5%" 3 15 STUD RAIL SR20 DETAIL 14 #3 TIES AT 3" O.C., U.N.O. ALL BOUNDARY ZONE REINF. TO BE A706 SCALE 1/2" = 1'-0" #3 CROSSTIE EVERY VERT BAR, MATCH TIE SPACING ALTERNATE DIRECTION • 4 • Q.. .... VERT REINF PER ELEV J . LOCATE HALF ON EA FACE #3 TIES AT 3" O.C., U.N.O. U SPACING PER ELEV TYP WALL REINF PER ELEV AT 8" WALL 3 CROSSTIE EVERY VERT BAR, MATCH TIE SPACING ALTERNATE DIRECTION 14 mc�n��ir71 'WI-- VERT REINF PER ELEV LOCATE HALF ON EA FACE • SPACING PER ELEV AT 10" WALL TYP WALL REINF PER ELEV �201 WALL BOUNDARY ZONE DETAIL 1 SCALE 3/4" = 1'-0" BUILDING D I ILA VILLAGE I - Et 0 Ib 0 H LIJ OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC FAX: (253) 231-5010 cj a. F. • CL wee ectu fez LA 9 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS COLUMN DETAILS PASS PARALLEL BARS WITHIN PLANE OF BANDED TENDONS AND PERP. BARS BELOW BANDED TENDONS COL COLUMN ABOVE WHERE OCCURS PROVIDE HIGH POINT CHAIRS EA SIDE OF COLUMN AND AT END OF TOP REINF. BARS BANDED TENDONS DISTRIBUTED TENDONS a #5x8'-0" EA WAY UNDER 6" MAX DROP CAP REINF 4 4 Lu a_ w 0. EQUAL EQUAL PER PLAN CT)SECTION 15 CONTROL POINTS AS SHOWN ON PLAN STRESSING END NA - J a_ J 0 BANDED TENDONS PROFILE HEIGHT CONTROLS VERSUS DISTRIBUTED TENDONS AT CONFLICT HIGH POINT SEE PLAN TERMINATED TENDONS STAGGER AT 12" AT BANDS (ANCHOR AT NA) SCALE 3/4" = 1'-0" TYP U.N.O. 4 4 4 A •• p ° 4 4 4 a_ . '� 4 , 4. a -4 d a4•' Q .a ' L1/2 SPAN/4 0 s / L2/2 o a TYP / L3/2 r 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=0.1L. 3) FOR UNIFORM SLAB NA IS AT MID -DEPTH C)S15 SECTION MAX CURVATURE FOR NO ADDITIONAL REINF 6 11 3'-0" MIN STRAIGHT 12" /Mllf WITH STRESSING CGS SCALE 3/4" = 1'-0" - 6" MIN CLR OPENING IN SLAB TENDON SECTION CDS15 SECTION HAIRPIN PER DTL 12 REQ'D WHERE CURVATURE EXCEEDS 1:6 RATIO CURVATURE NOT TO EXCEED 1:3 RATIO SCALE 3/4" = 1'-0" SLAB EDGE NO VOIDS, CONDUIT, DUCTS OR PENETRATIONS ALLOWED WITHIN THIS AREA STRESSED OR DEAD END ANCHOR SCALE 3/4" = 1'-0" PASS PARALLEL BARS WITHIN PLANE OF BANDED TENDONS AND PERP. BARS BELOW BANDED TENDONS COL COLUMN ABOVE WHERE OCCURS TYP MILD REINF STAGGER, EA WAY PROVIDE HIGH POINT CHAIRS EA SIDE OF COLUMN AND AT END OF TOP REINF. BARS BANDED TENDONS /DISTRIBUTED / TENDONS 4 SECTION J CC L a_ a E W a_ 2'-0" MAX BANDED TENDONS PROFILE HEIGHT CONTROLS VERSUS DISTRIBUTED TENDONS AT CONFLICT SCALE 3/4" = 1'-0" STRESSING END PER DTL 9 AT DISTRIBUTED TENDONS AND DTL 10 AT BANDED TENDONS 2" (MIN) 6" (MAX) VSL-S5N ANCHOR OR EQUAL POST -TENSIONED TENDON 12" MAX DEAD END SHEATHING REMOVAL 3" TYP SECTION S15 OPENING OR CENTER OF TENDON TURN VSL-S5N ANCHOR OR EQUAL (2)#4 CONT BACK UP BARS AT DISTRIBUTED TENDONS REFER TO 10/S23 AT BANDED TENDONS EDGE OF OPENING WHERE IT OCCURS a 4 .• 4• PT TENDON SEE PLAN TENDON A 6" CLR SECTION A -A HAIRPIN CDS15 SECTION DIAGONAL REINFORCEMENT NOT REQUIRED WALL INTERSECTIONS. REFER TO DETAIL 13 (1)#5x10'-0" T/B EA WAY, TYP. J 0 GROMMETS AT STRESSING END ONLY J a. a_ SUPPORT BARS #4 AT 48" O.C. MAX STRESSING END 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 (4)#5T AT 6" O.C. OVER WALL SCALE 3/4" = 1'-O" 7 WALL BELOW 4'-0" TYP SECTION \1% SCALE 3/4" = 1'-0" ,1.5H,W,1.5H, MILD REINF TO BE EQUALLY DISTRIBUTED W/IN THE DIM LINES EA WAY OVER COLUMNS TOP MILD REINF 12" MAX SPACING TYP NOTE: 2 TENDONS MIN TO PASS DIRECTLY OVER COLUMN IN EA DIRECTION 73 SECTION s� S15/ 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 \--DISTRIBUTED TENDONS SPACED PER PLAN BANDED TENDONS 4 PER BUNDLE MAX TYP BANDED TENDONS DISTRIBUTED TENDONS SPACED PER PLAN 1.0 TOP MILD REINF 12" MAX SPACING TYP LEGEND T = SLAB THICKNESS W = COL WIDTH H = COL CAP DEPTH + T SCALE 3/4" = 1'-0" ANCHOR CASTING NAIL TO FORM GROMMET 16" MIN GREASED AND 1%" CLR CHAIR PLASTIC WRAPPED STRAND OPENING U.N.O STRESSING TAIL FORM REINF PER PLAN WHERE WALLS OCCUR BELOW OPENINGS 1' NA 2'-6" TYP WALL BELOW 1%" CLR TYP SUPPORTED OPENING STANDARD OPENING C3SECTION #5T/B CONT POST TENSIONED TENDON 2x6 KEYED JOINT DRAPE PER PLAN AT COLD JOINT REINF PER PLAN STRESSING END SIM TO 10/S15 riB' SECTION S15 1ST 2ND POUR POUR 2" MIN 8" MAX #5x3'-0" T/B DIAGONALS TYP (4)PER BUNDLE MAX TYP MAX CURVATURE #5 T/B, TYP ALL AROUND (EXCEPT OVER WALLS) SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" 6 NOTE: 2 TENDONS MIN TO PASS DIRECTLY OVER COLUMN IN EA DIRECTION, TYP SECTION (4\ 2J %" 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 1.5H 1" MAX HEATHING, MOVAL MILD REINF TO BE EQUALLY DISTRIBUTED WAN 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 SCALE 3/4" = 1'-0" ANCHOR CASTING NAIL TO FORM -GROMMET 16" MIN z�- v 0 \ 4 (2) #4 EXTEND 9" BEYOND LAST ANCHOR T, 7 7 7— PREFERRED 9 SECTION STRESSING TAIL FORM SIMILAR AT DEAD END NA S15 1'-6" TYP TENDON SCALE 3/4" = 1'-0" 1'-6" TYP r " CLR TYP 3" CLR TYP 3" CLR TYP (1)#5 T/B TYP TENDON // 1" CLR TYP REINF FOR OPENINGS IN SLAB 12"-24" (1)#5 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. 14 SECTION S15 SCALE 3/4" = 1'-0" ti 11 6 MAX 11 6 MAX r-S-1 SECTION S15� 9" 9" #3 HAIRPIN - TOTAL EQUAL TO NUMBER OF ANCHORS PLUS 1 GREASED AND PLASTIC WRAPPED STRAND PT TENDON (2)#4 T/B AT 6" O.C., EXTENDED 9" BEYOND LAST ANCHOR EA END 36" STRAIGHT 1" MAX SHEATHING, a REMOVAL BANDED DISTRIBUTED GROMMET AT STRESSED END ONLY SCALE 3/4" = 1'-0" ANCHOR CASTING NAIL TO FORM GROMMET 16" MIN CS1oDSECTION PERIMETER BAR T/B, MATCH TYP 3" TYP BTM REINF BAR 7 7 3/T ALTERNATE REID MIDDLETON, INC. PT SLAB DROP CAP - (WHERE OCCURS) 6" 0 MAX, OPENING WAN 2D OF EDGE OF COLUMN, DROP CAP, OR STUDRAILS. #4 STIRRUP SECTION PERIMETER BAR T/B, MATCH TYP BTM REINF BAR SECTION SIMILAR AT DEAD END —NA STRESSING TAIL FORM SCALE 3/4" = 1'-0" 6'-0" DIAGONAL BAR T/B MATCH PERIMETER BAR REENTRANT CORNER EXTERIOR CORNER PE, SE 015.03.20 06:19:40-07'00' 0 I PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 42.2 c N co O 0 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 08 2016 City of Tukwila BUILDING DIVISION CORNER BAR T/B MATCH PERIMETER BAR SCALE 3/4" = 1'-0" -1%" CLR 18 CLR 12" T/B MIN ¶ MAX J000crAO 0 12" ,, MIN 12" MIN NO CONDUIT ON THIS REGION AT COLUMNS' SYM 12" MIN c25 w LU 6" MAX FROM END OF CONDUIT NOTES 1. CONDUIT 0=2" MAX 2. ALL CONDUIT IS TO BE TIED TOGETHER IN FLAT BUNDLES WHERE POSSIBLE 3. LOCATE CONDUIT MID -DEPTH OF SLAB (2-0 SECTION S15/ 0000130 CC U N NO ,CONDUI T, IN THIS REGION A -A U V. 000goo TENDON 1'-6" #4( AT 24" O.C. REQ'D AT (3) OR MORE CONDUIT ONLY ;1%" CLR T/B (2)#4 TOP WITHIN HAIRPINS TYP BTM REINF A -A SECTION AT CONDUIT SCALE 3/4" = 1'-0" ILA VILLAGE - BUILDING D I- OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 M I- Q Z J co w 0 w�`r' d =g� M kav NuJ CL FAX: (253) 231-5010 PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS PT DETAILS TOP BARS OUTSIDE OF A. BOLT WHERE OCCURS U E--sue---- CONCRETE WALL WHERE OCCURS TOPPING SLAB PER PLAN •.• 4 BTM REINF PER ELEV EQ SPACING REST REINF ON TOP PERP BEAM REINF BEYOND #5 AT 12" O.C. EA WAY AROUND EDGE BEAM REINF PER ELEV EQ SPACING 4 4 .°44 6" MIN EXTENSION OVER SUPPORT 4 EXTERIOR SUPPORT TOP BARS TO LAP IN MID Y3 OF SPAN • LAP PER•S'i'• 44. 4 SPAN 4' BTM BARS LAP TO BE CENTERED OVER SUPPORT TYPICAL BEAV �515� U CC 4 4 TOP SLAB REINF W/ HOOK AT STEP STIRRUPS PER ELEVATION q. 4 4 LAP PERP SLAB REINF 3'-0" MIN INTO BEAM PER BEAM ELEVATION (6 BEAM SECTION 15.' 4'-0" #5 BTM 4 . 4.� ° AT 24" 0. C. TYP 4'-0" q 4 st v • 4 u4 • 4 A° a '• '1 ' a C BEAM WIDTH PER ELEV . 4 A 4 EDGE OF BEAM BEYOND CONTINUE TOP REINF TO SLAB STEP • #5H TOP/BTM AND AT12"O.C. VARIES PER PLAN n BEA bI SECTION 15 ADD'L TOP REINF PER ELEVATION a. CC Cc CC . LAP SLAB REINF INTO BEAM W/ HOOK AT TOP BARS 16 15 Ia2 off, CC -J CC C.)Q to. OD z BEAV SECTION 4 4 --�--�� --�-- 4' 4° 4 L iPR•PER' S1' 4a 4 • 4. 4 a a. REINF DETAIL TOP REINF PER ELEVATION BELOW PERP BEAM TOP REINF BEYOND ° 23" CLR TO BEAM REINF SCALE 3/4" = 1'-0" CONTINUE TYP SLAB BTM REINF TO BEAM LAP TOP REINF 4'-0" PAST STEP BEAM REINF-1 PER ELEV EQ SPACING 4'-0 #5 4'-0" AT 24" 0. C. TYP SCALE 3/4" = 1'-0" STIRRUPS PER ELEVATION . 15 15. SCALE 3/4" = 1'-0" . q , 4 INTERIOR SUPPORT SPAN TO FACE OF SUPPORT CONCRETE WALL WHERE OCCURS TOPPING SLAB PER PLAN w 0 BTM REINF PER ELEV EQ SPACING REST REINF ON TOP PERP BEAM REINF BEYOND LAP TOP REINF 4'-0" PAST SLAB STEP a •' • • 4. 4.i • 4 4 ° 4 e .• •., 4 TOP REINF PER ELEVATION A TOP SLAB REINF W/ HOOK AT STEP a. U CK • di v • LAP PERP SLAB REINF 3'-0" MIN INTO BEAM ♦ ji • PER BEAM ELEVATION BEAV SECTIGN #5H TOP/BTM AND AT 12" O.C. CONTINUE TOP REINF TO EXTERIOR OF SLAB STEP 4 . : 4 4 GO 74=•=• BEAM WIDTH PER ELEV BEAN 4 a u •a II .. 4 Ji l • 4 • EXTEND PERP BEAM REINF THRU PARA BEAM HOOK TOP BARS VARIES PER PLAN SECTION PROVIDE CLOSED STIRRUP OR CROSS TIE AT EACH STIRRUP a_ Co ADD'L BTM REINF PER ELEV CURVE W/ BEAM SCALE 3/4" = 1'-0" TOP REINF PER ELEVATION 17 BEAM SECTION 15 4 • ° V 4 #5AT12"O.C. EA WAY AROUND EDGE STIRRUPS BEYOND CONTINUE TO PARA BEAM STIRRUP Y #5 4'-0" AT 24" O.C. TYP SCALE 3/4" = 1'-0" STIRRUPS PER ELEVATION 1Y" CLR BTM REINF PER ELEV CURVE W/ BEAM SCALE 3/4" = 1'-0" 7 d 4 CONTINUE SLAB REINF THRU BEA 0 cc Cc Cr) V q. BEAM A I a I d i ' I 1. I .. SECTION DOUBLE STIRRUPS WHERE INDICATED ON ELEV • 4 4' LU w LU CD_ 4 TOP REINF PER ELEVATION BELOW PERP BEAM TOP REINF BEYOND I W STIRRUPS L' PER ELEV a 2%" CLR TO BEAM REINF SCALE 3/4" = 1'-0" BEAM REINF PER ELEV EQ SPACING r13 BEA 15. ' 4 ° 4 BEAM WIDTH PER ELEV V SECTION CHAMFER PER ARCH (2)#4H AT TOP AND AT18"O.C. c LU 0 #4V AT 18" O.C. DRILL AND EPDXY EMBED 6" INTO SLAB 6" STEMWALL 4 4 COLUMN ABOVE WHERE OCCURS STIRRUPS PER ELEVATION • h c1 . '4 1 %" CLR TYP 4 � Z LU •GC a. J a. LULU a_ w BTM REINF PER ELEV DOUBLE STIRRUPS WHERE INDICATED ON ELEV SCALE 3/4" = 1'-0" BALANCE PER 6 & 7/S15.1 TOP/BTM REINF OF BEAM PARALLEL TO NEST INSIDE PERP BEAM EA FACE SLAB BEYOND 15 #57 STIRRUPS PER ELEVATION TOP REINF PER ELEVATION • . '4 CONTINUE SLAB REINF THRU BTM REINF PER ELEV EQ SPACING (2) LAYERS WHERE INDICATED IN ELEV 4 15 SLOPE BEAM W/ SLAB BEA V SECTION CONCRETE WALL OR METAL STUD PER PLAN SLAB STEP PER PLAN REINF NOT SHOWN FOR CLARITY A 4 CL CC CC J � U o a •• . ° a 4 .. 1 4 .4 4 ° e 'a ♦ ■ .4 • 4' a DOUBLE STIRRUPS WHERE INDICATED ON ELEV • q •* . • • :04�+'O. .4®•' .:•4' is• I:O. •:) • • . -•-• •--•-} •- • —A 4s- "� • PER ELEVATION SECTION STEP PERP BEAM REINF PER 9/S15 STIRRUPS PER ELEV IN -PLANE W/ PERP BEAM LONG REINF PERP BEAM STIRRUPS BEYOND INTERIOR CURVE BARS TO BE BENT TO MATCH CURVE COLUMN REINF- PER PLAN BEAM REINF PER ELEV TO CURVE W/ SLAB ca CD 0 PHASE II PERMIT SET co PERMIT COMMENTS/MEP COORD/BID SET CD PLAN REVIEW COMMENTS #2 03-19-2015 015.03.20 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D ci z ci z z 0 cn z 0 00 di I— ti n c:' ....t a Kis go PROJECT #: DRAWN BY: CHECKED BY: BEAM DETAILS 1026.04 BV,TF STIRRUPS PER ELEVATION • 1Y9" CLR TYP TOP REINF PER ELEVATION 4 CONTINUE SLAB REINF THRU 1%2" CLR BTM REINF BETWEEN LAYERS PER ELEV EQ SPACING (2) LAYERS WHERE INDICATED IN ELEV BALANCE PER 14/S15.1 AT BRICK COND TOPPING SLAB PER PLAN SLAB BEYOND 9 15 DIAGONALS TYP CZD 15 4 BEA V SLOPE BEAM W/ SLAB BEA V SECTION CL CC 4 4. 4 PER ELEVATION SECTION CONCRETE WALL WHERE OCCURS EXTEND PERP BEAM TO STEP W/ HOOK TO ACHIEVE (6) VERT BARS GROUPED AT SPACING PER ELEVATION TOP REINF LAP REINF AT STEP W/ 6:1 BEND TO STRAIGHT EXTEND 8'-0" INTO DEEPER PORTION OF BEAM 4 ocz TYP 1 BETWEEN LA YERS STIRRUPS BEYOND PER ELEV HOOK REINFORCING AT RECURSIVE EDGE V EZZANINE STAIR OPENING PLAN ADD (2)#5 TOP AND BOTTOM PERIMETER OF STAIR OPENING COLUMN REINF PER PLAN SEE 9/S13 FOR REINFORCING REID MIDDLETON, INC. SLAB DOWEL PER PLAN FLOOR 3/4" CHAMFER — SLAB EDGE AT EXPOSED COND, 4:. SIDEWALK OVER WATERPROOF TOPPING REINF PER SCHEDULE • TOP BAR PER PLAN CENTER OVER WALL • FLOOR REINF PER SCHEDULE 3/4" CHAMFER SLAB EDGES AT EXPOSED COND. AT 8" WALL CT)CONCRETE SECTION STOREFRONT COND (REFER TO 7/S16 FOR VENEER COND) #5JAT 24" O.C. 3'-0. • • #5H T/B AT Z BAR S16 S16 LAP TOP REINF FROM LOWER SLAB AND BTM REINF FROM STD SLAB 3'-0" PAST STEP CONC WALL PER 3/16 (REINF NOT SHOWN) CONCRETE SECTION PER $ARCH TOP REINF PER ELEV IN (2) LAYERS 2" APART III BRICK VENEER PER PLAN---'- =) ATTACH PER S1 BRICK LINTEL SUPPORT - PER 20/S16 0PER ARCH BTM REINF PER ELEV 1'-8" I SCALE 1/2" = 1'-0" STIRRUPS PER ELEV HORIZONTAL REINF EA FACE MATCH WALL BEYOND SLAB DOWEL PER PLAN FLOOR MEZZANINE SLAB PER PLAN BOTTOM PORTION INTEGRAL WITH SLAB CONTINUE HORIZ REINF INTO PIER BEYOND PER ELEV W/ FORMSAVERS CONCRETE SECTION S16 (3)#6 T/B TO BE LOCATED IN TIES AT WALLS FLOOR olit BEYOND #4 TIES AT 6" O.C. WALL REINF. PER ELEVATION SCALE 1/2" = 1'-0" EXTEND BARS 8'-O" PAST EA END OF OPENING CS16 CONCRETE SECTION #5 Tx6'-0" AT 12" O.C. W/ 90° HOOK EA WAY FLOOR L1 AT BEYOND SCALE 3/4" = 1'-0" SLAB DOWEL PER PLAN FLOOR REINF PER ELEVATION EA FACE z 0 17-7 LAP TOP BAR PER PLAN CENTER OVER WALL AT 10" WALL SCALE 1/2" = 1'-0" BRICK VENEER ATTACH PER S1 CHAMFER PER ARCH ER PARCH 6" #4 AT 18' O.C. EA WAY DRILL AND EPDXY VERT EMBED 6" MIN INTO SLAB COS16 CONCRETE SECTION #4V AT 18" O.C. DRILL AND EPDXY EMBED 6" MIN INTO SLAB 6" STEMWALL TYP #4H AT TOP AND AT 12" O.C. EXTEND SLAB TO EDGE OF PLANTER L1 SCALE 1/2" = 1'-0" 4. FLOOR ELEVATREINFPERION EA FACE CONCRETE OR METAL STUD PER PLAN SLAB STEP PER 6/S16 STOREFRONT COND (REFER TO 7/S16 FOR VENEER COND) PLANTER PER ARCH BALANCE SLAB STEP PER 6/S16 CONC WALL PER 3/S16 (REINF NOT SHOWN) CCONCRETE SECTION S16 SHEATHING PER PLAN %" 0 A. BOLT PER SCHEDULE (48" 0. C. MIN) W/ WASHER PER S1 STAIR CORE REINF PER 16/S16 EXTEND INTO SLAB BEYOND WHERE INDICATED ON PLAN (17 CONCRETE SECTION S16 MATCHING 6" STEMWALL SCALE 1/2" = 1'-0" 2 HR WALL FLOOR 4 MATCH CONC BEYOND 2x6 PT PLATE SCALE 3/4" = 1'-0" L1 3/4" CHAMFER SLAB EDGE AT EXPOSED COND. SLAB DOWEL PER PLAN FLOOR TOP BAR PER PLAN CENTER OVER WALL TOP DOWEL W/ HOOK INTO SLAB PER ELEV REINF PER SCHEDULE . 1 f o ii TOP DOWEL W/ HOOK O 1� INTO SLAB PER ELEV AT 8" WALL BRICK BEYOND.,', C-CD5 6" THICK ABOVE SLAB W/ 2" RIGID INSUL #4 HOOK AT 12" O.C. AT TOP/BTM EPDXY INTO WALL EMBED 6" PER $ARCH z N) 4 0 FLOOR REINF PER SCHEDULE CONCRETE SECTION CONCRETE OR METAL STUD WALL BEYOND STOREFRONT PER ARCH 8" OR 10" CONCRETE STEMWALL W/ #5 AT 18" O.C. EA WAY (EA FACE AT 10" STEMWALL) HOOK VERT INTO SLAB FLOOR BELO #4 AT 18" O.C. EA WAY • 4 !) COS16 CONCRETE SECTION SLOPPED STRUCTURAL SLAB PER PLAN W/ TOPPING SLAB CS1L3CONCRETE SECTI s� 6� TOP OF WALL PER CIVIL TOPPING SLAB WHERE OCCURS PER PLAN #4 AT 12" O.C. EA WAY DRILL AND EPDXY VERT EMBED 6" MIN INTO SLAB CONCRETE WALL AND SLAB BALANCE PER 1/S16 (REINF NOT SHOWN) SCALE 1/2" = 1'-0" SLOPE CHANGE PER PLAN BEND REINFORCING TO MATCH N SCALE 1/2" = 1'-0" PLANTERS BY OTHERS SLAB PER PLAN (REINF NOT SHOWN) CS1iDCONCRETE SECTION SCALE 1/2" = 1'-0" 3/4" CHAMFER SLAB EDGE AT EXPOSED COND. SLAB DOWEL PER PLAN FLOOR 90° HOOK VERT REINF INTO SLAB REINF PER ELEVATION EA FACE AT 10" WALL SCALE 1/2" = 1'-0" STORE FRONT PER ARCH CONCRETE BRICK SUPPORT BALANCE PER 8/S16 FINISH GRADE VARIES PER PLAN z BELOW 8,' :• 4 CONCRETE SECTION SLOPPED STRUCTURAL SLAB PER PLAN W/ TOPPING SLAB (3)#6 T/B (2)#5H AT JOINT AND AT 12" O.C. EA FACE TOP BAR PER PLAN CENTER OVER WALL FLO 90° HOOK VERT REINF INTO SLAB REINF PER ELEVATION EA FACE FLOOR CONCRETE WALL AND SLAB BALANCE PER 1/S16 (REINF NOT SHOWN) SCALE 1/2" = 1'-0" � /" CHAMFER 8" RAILING WALL CONCRETE SECTION #5AT18"0.C. VERT BARS DRILL AND EPDXY EMBED 6" MIN INTO SLAB #5 is-0., AT 12" O.C. S16 4 4 4 .4 SCALE 1/2" = 1'-0" REINF PER ELEVATION a 0 4 4 44 4 TOP BAR PER PLAN CENTER UNDER WALL L1 24" LONG 90° HOOK VERT REINF INTO SLAB ALTERNATE DIRECTION CONCRETE SECTIGN �16 SCALE 3/4" = 1'-0" ti 'b. CONCRETE OR MTL STUD I WALL PER PLAN PER $ARCH CONCRETE BRICK SUPPORT BALANCE PER 8/S16 CS16 CONCRETE SECTION 3/4" CHAMFER 8" RAILING WALL #5 AT 18" O.C. VERT BARS DRILL AND EPDXY EMBED 6" MIN INTO SLAB • FLOORS CONCRETE WALL AND SLAB BALANCE PER 1/S16 (REINF NOT SHOWN) SCALE 1/2" = 1'-0" SLAB DOWEL PER PLAN SLOPPED STRUCTURAL SLAB PER PLAN W/ TOPPING SLAB TOP DOWEL W/ HOOK INTO SLAB PER ELEV REINF PER SCHEDULE �'J �i,l CONCRETE SECTION BRICK VENEER ATTACH PER S1 Y2" EPDXY ANCHOR AT 24" O.C. EMBED 4" MIN GALV L8x6� BRICK SUPPORT L 3" GAP CONCRETE SECTION SCALE 1/2" = 1'-0" 1)) EWII 11 MAR 3 1 2015 REID MIDDLETON, INC. SCALE 1" = 1'-0" E, SE 5.03.20 0:03-07'00' ISSUE DATE: 08-21-2014 PROJECT #: DRAWN BY; CHECKED BY: 1026.04 BV,TF JN,MJ,MS CONCRETE DETAILS 1%" FACE OF DRYWALL EDGE OF CONC SHEATHING PER PLAN 3/" O A. BOLT PER SCHEDULE (48" 0.C. MAX) W/ WASHER PER S1.1 EMBED 7" 2x6 PT PLATE #5H TOP OUTSIDE A. BOLT 0/" ' FACE OF STUD SPANDREL SIM TO 2/516.1 WHERE OCCURS 2—HR WALL 2x6 STUD WALL PER PLAN FACE OF DRYWALL EDGE OF CONC SLAB DOWEL PER PLAN HOOK TOP #5 FLOOR 4 •4 a 4 4 4 4 4J • 4 • 4 4 4. 4 A .4 4 4 4 . 4 4: 4 4 4 4 4 4 . 4 CONCRETE SECTION �516,1/ WALL/POST TS IN WALL PER 11/S18 WALL/SLAB REINF PER 1/S16 WHERE OCCURS 2" TYP 16 CONCRETE SECTION SCALE 3/4" = 1'-0" "x8" SQ BASE PLATE W/ (4)/"x8" WHS 16 SCALE 3/4" = 1'-0" #5H TOP OUTSIDE A. BOLT FACE OF STUD f7—FRAMING PER l/s16, 1 4 • 4 SLAB DOWEL PER PLAN 4 44 .4 4• '4 . • 4 4' • TOP REINF PER ELEV IN (2) LAYERS 2" APART 4 4 4 . 4 CONTINUE SLAB REINF THRU PER PLAN SPANDREL BTM REINF PER PLAN BRICK ATTACHMENT PER 20/S16 AND S1 A 4 1 2 CONCRETE SECTION 4 SHEATHING PER PLAN 34" O A. BOLT PER SCHEDULE (48" O.C. MAX) W/ WASHER PER S1.1 FLO STIRRUPS PER ELEV EXTEND INTO SLAB STOREFRONT PER ARCH 16 SCALE 3/4" = 1'-0" 2 HR WALL 2—HR WALL SW SHEATHING WHERE OCCURS PER PLAN 2x6 PT PLATE, U.N.O. FLOOR FORM MOUNT WASHER CORRIDOR/SHEAR WALL CONCRETE SECTION %" O A. BOLT PER SCHEDULE (48" 0. C. MAX) W/ WASHER PER S1.1 AT SHEARWALL SHOT PIN AT 8" 0.C. AT NON—SHEARWALLS 2x4 PT PLATE FLO FORM MOUNT WASHER PARTY WALL SCALE 3/4" = 1'-0" SHOT PIN AT 8" 0.C. PT PLATE PER PLAN FLOOR BEARING WALL SHOT PIN AT 8" O.C. PT PLATE PER PLAN FLOOR NON -BEARING WALL CONCRETE SECTION 2x6 WALL BETWEEN SHAFTS 16d AT 6" 0.C.—\ SHOT PIN AT 8" 0.C. METAL STUD WALL REQUIREMENTS SW PER PLAN 6x10 SCALE 3/4" = 1'-0" /-16d AT 6" 0.C. / %" O A. BOLT / PER SCHEDULE x (AT 48" 0.C. MAX) W/ % "x3" SQ. WASHERS 2x10 RIM .4 4 4 4 4 WALL TYPE WALL HEIGHT STUD SIZE AND SPACING INTERIOR 4" H < 10'-0" 400S137-33 AT 24" O.C. 10'-0" > H < 20'-0" 4005162-68 AT 12" 0.C. INTERIOR 6" H < 10'-0" 600S137-43 AT 24" O.C. 10'-0" > H < 20'-0" 600S137-43 AT 12" 0.C. EXTERIOR 6" H < 10'-0" 600S137-43 AT 16" 0.C. 10'-0" > H < 20'-0" 600S200-43 AT 12" O,C. A35 AT 16" 0.C. 4 4 4 PT 2x6 PLATE CONCRETE SECTION 16. PDPW-150 SHOT PINS AT 16" 0.C. 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" FLOORS 20 GA SLIPTRACK W/ /8" DEFLECTION GAP TYPICAL VETAL STUD FRAYING \16)/ SCALE 3/4" = 1'-0" 2._0. #5 _FA T 24" 0.C. FINISH PER ARCH #5H TOP/BTM AT EDGE BRICK VENEER WHERE OCCURS ATTACH PER S1 a 4 4 4 4' SLOPE Y2"/FT :4 4• A 4 4 /FRAMING PER 1/S16,1 4' 4 1 • 4. 4 4 4 .4 5 CC A ti •d a WALL/SLAB `—#5H TOP REINF PER 1/S16 OUTSIDE A. BOLT WHERE OCCURS NCRETE SECTION FORM MOUNT WASHER, TYP FLO 16 2x PT PLATE W/ SHOT PIN AT 8" 0.C. TYP SLAB REINFORCING CONTINUE THRU STEP PROVIDE 3/4" CLR TO TOP OF SLAB • • STEP BTM OF SLAB AROUND RECESSED AREA n CONCRETE SECTION SCALE 3/4" = 1'-0" 2" MAX STEP AT BATHROOMS .4 4. 4 4 '4 • A 4 • 4 44 FLOOR 6Y WALL TRACK TO MATCH STUD SIZE AND GAUGE #8 SCREW EA SIDE WIDTH TO MATCH WALL SCALE 3/4" = 1'-0" REVIE D FOR CODE, COMPLIANCE APPROVED AO_ 0 ? Mb City of Tukwila BUILDING DIVISION E) RE W RE We RE 0) MAR 3 1 2015 REID M IDDLETON, INC. WALL STUD PER SCHEDULE AT 5' SPAN OR LESS WALL STUD W/ NESTED TRACK MATCHING SIZE AND #8 AT 6" 0.C. AT GREATER THAN 5' WIDTH TO MATCH WALL 16GA L2x2 MATCH WALL WIDTH W/ (3)#A EA LEG 16 GA L2x2x5" W/ (3)#8 TO JAMB AND (2) PDPW-150 SHOT PINS 20 METAL STUD HEADER 16 SCALE 3/4" = 1'-0" Civil - Structural - Land Use by PE, SE : 015.03.20 06:20:13-07'00' 0 a u 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 d 10 CI 0 N CO O O 02-15-2015 03-19-2015 0) r4 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D OWNER/APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC FAX: (253) 231-5010 U z 0 0 0 F U a a. n. wo FU W cc O0 oa ce cc El Ka W Q uw o Z� go Lug, W PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS CONCRETE DETAILS (CONT.) 16d PER SCHEDULE (6" O.C. MAX) 11/2" 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 CigFLOOR SECTION 1 4" OFFSET 2—HR WALL ALIGN EXTERIOR FACE OF DRYWALL W/ SHEATHING ABOVE PROVIDE 12" LSL BLKG AT 48" O.C. AT PARA. COND SUBFLOOR4 LTP4 NOT REQUIRED IF BTM SHEATHING LAPS RIM, 2" MIN OR TOP SHEA THING NAILED TO TOP —TOP PLATE SCALE 3/4" = 1'-0" 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING 3%" LSL RIM — -- SUBFLOOR4 :> A35 AT LTP4 SPACING (6 FLOOR SECTION S17 RIPPED 2x LSL PLATE MATCH BEAM WIDTH W/ 2—ROWS SHOT —PINS AT 24" O.C. CORRIDOR WALL BEYOND LEDGER AND HGR PER 3/S17 CONTINUOUS 12" LSL RIM S17sn BEAM PER PLAN FLOOR SECTION 2—HR WALL WALL WHERE OCCURS 1%" LSL BLKG 16dAT 6" O.C. HGRS PER PLAN 16d TN AT 6" O.C. FLUSH BEAM PER PLAN AT BRG WALL C2ID FLOOR SECTION 16d PER SCHEDULE (6" O.C. MAX) SUBFLOOR DOUBLE 1%" LSL RIM U.N.O. LTP4 PER SCHEDULE LSL BLKG AT 24" 0. C. (16" 0. C. MAX) W/ A53 EA END NAILED INTO TOP PLATE AND RIM SCALE 3/4" = 1'-0" 10dx21/4" AT 6" O.C. FLOOR NAILING SUBFLOOR S HGR PER PLAN /—ISL BLKG AT 24" O.C. / A53 EA END SCALE 1" = 1'-0" STAIRWELL 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING HGR PER SCHEDULE 2—HR RIM PER PLAN ADD'N 1%2" LSL W/ 6" BRG NAIL TOGETHER W/ (2)10d AT 6" O.C. OR SINGLE 3Y2" LSL RIM —� PER PLAN FLCOR SECiICN x 10dAT6"O.C. AT FLUSH BEAM 10d AT 6" O.C. FLOOR NAILING SUBFLOOR SCALE 3/4" = 1'—O" SUBFLOOR 2x8 BLKG AT 24" O.C. W/ A53 EA END HGA10 AT 48" O.C. U FLOOR SECTION SUBFLOOR LTP4 PER SCHEDULE (16" O.C. MAX) SW PER PLAN SCALE 3/4" = 1'-0" S17 S17 12"TYP,yI I BEAR POST ON WALL PLATE LTP4 NOT REQUIRED IF BTM SHEATHING LAPS RIM, 2" MIN OR TOP SHEATHING NAILED TO TOP— TOP PLATE SCALE 3/4" = 1'-0" / STEEL POSTS IN WALL ABOVE / PER PLAN 3/1 6 /2" BRG PLATE W/ (2) 5/"0x8" LAGS INTO BLOCK 5%x11 %x2'-0" SOLID BLOCK BELOW POST MULTISTUD POST PER PLAN FLCOR SECTION 2—HR WALL RATED SHAFT A35 EA SIDE TOP/BTM SCALE 3/4" = 1'-0" 2—HR RIM PER PLAN 16d PER SCHEDULE (6" 0. C. MAX) 10dAT6"0.C. FLOOR NAILING HGR PER SCHEDULE FLCOR SECTION SUBFLOOR —FLOOR FRAMING PER PLAN LTP4 PER SCHEDULE (16" O.C. MAX) SW PER PLAN WHERE OCCURS SCALE 3/4" = 1'-0" CORRIDOR 10dAT6"0.C. 2x8 LEDGER W/ (4)16d AT 6" O.C. STAGGERED LUS26 HGR SHEATHING TO LAP RIM W/ NAILING TO RIM AND PLATE UNIT 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING 1 2" LSL RIM, U.N.O. TOP PLATE NAILING 16d AT 3" O.C. STAGGERED CORRIDOR UNIT LEDGER AND HGR PER TYP HGR PER PLAN CONDITION CONTINUOUS 1%" LSL RIM 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 FLOOR SECTION S17 S17 DECK FINISH PER ARCH NO PLATE REQ'D AT DECK CORRIDOR FRAN 1%" LSL RIM WALL BEYOND ING AT DOORWAY SCALE 3/4" = 1'-0" 10dAT6"0.C. TYP ►4,i�iiOO'+� OO�O��•I��e� ��►•Zd���Zi4�ib ►1��01i!i!�Aa' e!i:+!e'+!�2 4 jmn MI�1►1 HGR PER PLAN 2x10 LEDGER W/ (3)Y4"0x4" SDS LAGS AT 16" O.C. INTO BLOCK (8\ FLOOR SECTION 1 13/4"x16" LVL RIM WF BEAM PER PLAN RIPPED 4x BLOCK EA SIDE TO BEAR ON BTM FLANG W/ /"0 THRU—BOLT AT 16" O.C. COUNTERBORE 1" MAX EA SIDE 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 HGR PER PLAN FRAME WALL TO UNDERSIDE OF 16" JOISTS �3 FLOOR SECTION S17 UNIT 2—HR WALL SW PER PLAN 16" TJI—JOISTS PER PLAN A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) PROVIDE 2" MIN BRG SCALE 3/4" = 1'-0" STAIRWELL 16d PER SCHEDULE (6" 0. 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 SHEA THING OVER BOTH WALLS SUBFLOOR 4 S 17 SCALE 3/4" = 1'-0" SUBFLOOR 3.5"x9.25" LSL PLATE RIPPED TO MATCH WF BEAM W/ /"0 THRU—BOLT STAGGERED AT 16" O.C. COUNTERBORE 1" MAX S17 S17 HGR PER PLAN 2x10 LEDGER W/ (3)%"0x4" SDS LAGS AT 16" O.C. INTO BLOCK 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG 3%" LSL RIM BELOW POSTS 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS A35 PER SCHEDULE (16" 0. C. MAX) BEAR JOISTS HGR IN EA UNIT PER PLAN ON PARTY WALL —1r--- AT SHEARWALL AT WIDE RIM FLOOR SECTION 16d PER SCHEDULE (6" 0. C. MAX) /10d AT 6" O.C. FLOOR NAILING FLOOR SECTION PROVIDE VERT SOLID BLKG BELOW POSTS A35 AT LTP4 SPACING PER SCHEDULE (16" 0. C. MAX) SUBFLOOR S WF BEAM PER PLAN RIPPED 4x BLOCK TO BEAR ON BTM FLANG W/ /"0 THRU—BOLT AT 24" O.C. COUNTERBORE 1" MAX AT EXTERIOR FACE SCALE 3/4" = 1'—O" 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING 1 %" LVL RIM HGR PER PLAN FLOOR SECTION S17 S17 CORRIDOR 2-HR WALL 10d AT 6" O.C. 2x8 LEDGER W/ (4)16d AT 6" O.C. STAGGERED SUBFLOOR 4 16" TJI—JOISTS PER PLAN SCALE 3/4" = 1'-0" STAIRWELL 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING MATCH CORRIDOR FRAMING 2-HR RIM PER PLAN HGR PER SCHEDULE--' 19 FLCCR SECTION S17 SUBFLOOR JLTP4 PER SCHEDULE (16" O.C. MAX) SW PER PLAN SCALE 3/4" = 1'-0" 1%" LSL RIM A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) BEAR JOISTS ON PARTY WALL 16d AT 6" O.C. 10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS SUBFLOOR A35 AT 16" O.C. BEAR JOISTS IN EA UNIT ON PARTY WALL AT NON-SHEARWALL SCALE 3/4" = 1'-0" 1%" LSL RIM UNO 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING PROVIDE VERT SOLID BLKG BELOW POSTS SUBFLOOR4 HGR PER PLAN WIDE RIM WHERE OCCURS CDS17 FLOOR SECTION UNIT SUBFLOOR FLOOR FRAMING PER 18/S17 SW PER PLAN FLOOR SECTION A35 AT LTP4 SPACING PER SCHEDULE (16" O.C. MAX) ANGLE JOISTS TO BEAR ON PLATE PROVIDE 2" MIN BRG SCALE 3/4" = 1'-0" REVIEWED E R V►E FOR COMPLIANCE. CODE. PPROVED Cltj o -tukoNlla UIL.DING D1V1$101 D Ew[iEWEIN tilAft 3 1 2015 b.)) REID MIDDLETON, INC. 2 HR WALL STAIRWELL FLOOR FRAMING PER 1/S17 MID -LANDINGS SCALE 3/4" = 1'-0" , SE 5.03.20 0:23-07'00' PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 C) 0 N 00 O 02-15-2015 03-19-2015 G) ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D F PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS FLOOR FRAMING DETAILS AWNING BALANCE PER X/S20 FINISH PER ARCH DBL 2x6 TOP PLATE 2x6 AT16"O.C. W/ A35 TOP/BTM 2x6 PLATE W/ Y4"x4" SDS AT 8" O.C. BALANCE WALL PER 1/S17 16d AT 6" O.C. 10dAT6"O.C. 2x6 PLATE W/ A35 EA STUD AWNING BALANCE PER X/S20 10d AT 6" O.C. CONTINUE SW TO TOP RAILING FLOOR SECTION BEAM AND HGR PER PLAN �-1%" LSL AT 24" O.C. W/ A35 EA END 3'2" LSL RIM UNIT j I ti SCALE 3/4" = 1'-0" STAIRWELL 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING y" 0x6" LAG —I AT 16" O.C. A35 AT LTP4 SPACING PER SCHEDULE (16" 0. C. MAX) A HGR PER SCHEDULE FLOOR SECTION CONTINUE DOWN SHEATHING TO BTM OF BEAM PAVERS/FINISH PER ARCH DECK JOISTS PER PLAN HGR PER PLAN 2x12 LEDGER W/ (3)Y "0x4%" SDS LAGS AT 6" O.C. INTO BEAM 2—HR RIM PER PLAN 2 HR WALL n n FLOOR SECTION CONTINUE SHEATHING SHEATHING OVER BOTH WALLS SUBFLOOR SCALE 3/4" = 1'-0" 16d PER SCHEDULE (6" O.C. MAX) 10d AT 6" O.C. FLOOR NAILING SUBFLOOR 4 \-16' TJI JOISTS BEAM PER PLAN 17 16 3/4" BRG PLATE W/ (2) %" 0x8" LAGS INTO BLOCK BREAK SHEATHING AT BASE PLATE BEAR ON BEAM SUBFLOOR i V i SCALE 3/4" = 1'-0" POST ABOVE WHERE OCCURS 36V a 1 CCOQ POST CAP POST IN WALL PER 11/S19 FLOOR SECTION V 17 SCALE 3/4" = 1'-0" DBL 2x6 TOP PLATE 2x6 AT16"O.C. W/ A35 TOP/BTM 2x6 PLATE W/ %"x4" SDS AT 8" O.C. 3/8"x11'' PLATE AT BOLT CONNECTION W/ (2)/8" 0 THRU—BOLTS AT 4'-0" MAX FLAT 2x6 AT 4'-0" O.C. W/ (4)% "x4" SDS INTO BEAM FINISH PER ARCH FLOOR SECTION 1%" RIM OVER CORRIDOR WALL 3"0 MAX VENT HOLES AS' NEC UNIT 1 2x4 AT16"O.C. NOTCH SHEATHING FOR FLAT 2x6 2x6 PLATE W/ % "x4" SDS AT 8" O.C. BEAM PER PLAN 1%" LSL AT 24" O.C. W/ A35 EA END 3Y2" LSL RIM Od AT 6" O.C. T FLOOR SECTION �S17)/ SCALE 3/4" = 1'-0" FINISH PER ARCH T A35 AT LTP4 SPACING PER SCHEDULE (AT 16" O.C. MAX) SW SHEATHING AND NAILING PER PLAN POST/WALL PROVIDE TAKE—UP DEVICE AT EACH LEVEL EACH BOLT SUBFLOOR 1 CORRIDOR 46 BEAM IN FLOOR PER PLAN POST IN WALL PER 11/S19 n FLOOR SECTION 1 2" TYP 1 SCALE 3/4" = 1'-0" POST ABOVE WHERE OCCURS '6 Y4" END PLATE 5.5"x10" STEEL SHIM AS NEC 3 "x5.5"x10" BRG PLATE W/ (2)/" 0 THRU—BOLTS %6V I ^� (2)/„0 BOLTS 1 1 Y2„ u V %6 1)/2" TYP I� I6 I1 WALL PER PLAN SCALE 3/4" = 1'-0" i6V %" END PLATE 3/4" BRG PLATE MATCH FLANGE WIDTH 1. " OFFSET NO OFFSET AT INT. COND. POST IN WALL /1 2" PER 11/S19 17 FLDOR SECTION 17 SCALE 3/4" = 1'-0" CC CC -CD U I BALANCE PER 1/S17.1 {`r AWNING BALANCE PER X/S20 DBL 2x6 TOP PLATE 2x6 AT 16" O.C. W/ A35 TOP/BTM FINISH PER ARCH 2x6 PLATE W/ %"x4" SDS AT 8" 0, C. 3% LSL BLKG —PROVIDE 2" BRG BELOW RAILING OR HGR W/ A35 EA END HGR REQ'D ALTERNATE SIDES OVER OPENINGS X CD CLJJ FLOOR SECTION CONTINUE DOWN SHEA THING PAVERS/FINISH 10d AT 6" O.C. PER ARCH I I SCALE 3/4" = 1'-0" --\/\-- EXTERIOR WALL BALANCE PER 1/S17 SUBFLOOR HGR PER PLAN 1%" LSL LEDGER W/ (3)%"0x4%" SDS LAGS AT 6" O.C. INTO RIM 8 FLOOR SECTION A35 AT LTP4 SPACING PER SCHEDULE (AT 16" O.C. MAX) PARTY WALL PER PLAN 17 SCALE 3/4" = 1'-0" DBL 2x6 TOP PLATE W/ A34 EA STUD FLAT 2x4 AT EA STUD W/16dAT6"O.C. 2x6 BLKG W/ VENT HOLES 16d AT 6" O.C. THRU RIM TO 2x6 BLKG 1%" LSL BLKG 10d AT 6" O.C. CONTINUE SW TO TOP RAILING 4 FLOOR SECTION 2x4 AT 16" O.C. PARAPET 10d AT 6" O.C. H2.5 EA STUD (10)16d EA STUD INTO JOIST cc CC 0 1 17 PAVERS/FINISH PER ARCH 9%" TJI JOISTS HGR PER PLAN 12" LSL LEDGER W/ (3)Y"0x4%" SDS LAGS AT 6" O.C. INTO TBEAM (9\ FLOOR SECTION 17. 21" GLB SCALE 3/4" = 1'-0" RIPPED 2x10 SUBFLOOR \-117/3"TJI JOISTS SCALE 3/4" = 1'-0" RAILING SUPPORT DBL 2x8 BLKG OR 4x8 BLKG W/ A35 EA END H2.5 EA STUD 2x8 BLKG) BRICK WHERE OCCURS PER ARCH 10d AT 6" O.C. RAILING PER ARCH / 10dAT6"O.C. -� INTO 2x8 BLKG MATCH BRICK MODULE 10d AT 3" O.C. INTO 2x6 BLOCK CONTINUE SW - TO TOP RAILING 1'-4" WEB BLKG IN JOISTS AT 2x BLKG 2x4 BLKG AT 48" O.C. IN SECOND BAY 2x6 BLOCK AT EA STUD W/ A35 TO JOIST AND (8)16d INTO STUD BALLOON FRAME STUDS TO TOP OF RAILING FLOOR SECTION 10d AT 6" O.C. z A35 EA BLOCK SCALE 1" = 1'-0" 12" LSL BLKG W/ VENT HOLES 1 WEB BLKG OVER SUPPORT H2.5 EA JOTS N INTERIOR BRG WALL PER PLAN ri-oy FLOOR SECTION 17 SCALE 3/4" = 1'-0" D EVIJEMED MAR 3 1 2015 REID MIDDLETON, INC. , PE, SE 015.03.20 06:20:35-07'00' Description ^ PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 (o 0 -zr 0 N co 0 0 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D r z z w ci z 1 U a ya U FU O oa wee crw wa wZ co w CO 0 ow Ro wZ wI w r=� PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS FLOOR FRAMING DETAILS S18 SHEATHING TO MATCH BELOW W/10dAT6"O.C. 2x8 BLKG 10d AT 6" O.C.--1 2x6 BLKG W/ 16dAT16"O.C. SHEAR WALL PER PLAN 2x6 SINGLE TOP PLATE 2x6 PARAPET IS PART OF TRUSS 10d AT 6" O.C. (T) HOOF SECTION 2x6 AT 16" O.C. PARAPET WALL W/ SW SHEATHING 10d AT 6" O.C. 2x6 LEDGER W/ Y4"0x6" SDS LAGS AT 12" O.C. X 2—HR RATING TO UNDERSIDE OF SHEA THING H2.5 TIE EA TRUSS (2)2x6 TOP PLATE CONTINUE UP 2—HR GWB ON INTERIOR OF SHAFT TO TOP OF PARAPET 6x6 BLKG W/ A35 EA END, ALT TOP/BTM RATED SHAFT SLOPE TRUSS PER PLAN SCALE 3/4" = 1'-0" 2x6 AT 16" O.C. / PARAPET WALL W/ SW SHEATHING 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 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 2x4 BLKG W/ Y4"0x6" SDS LAGS EA BLOCK 7x1 8 PSL RIM INTERUPTS °\ GWB ON OUTSIDE FACE (2)%"0x6" SDS LAGS PARR COND AT 16" O.C. INTO PSL v v S18 2x6 AT 24" O.C. W/ A35 EA END HGR PER TRUSS MFR PERP COND 6 ROOF SECTION SCALE 3/4" = 1'-0" 2x6 AT 16" O.C. PARAPET WALL W/ SW SHEATHING 10d AT 6" O.C. 2x6 LEDGER W/ Y4"0x6" SDS LAGS AT 12" O.C. 2—HR RATING TO UNDERSIDE OF SHEATHING ROOF SECTION (2)2x6 TOP PLATE CONTINUE UP 2—HR GWB ON INTERIOR OF SHAFT TO TOP OF PARAPET 6x6 BLKG W/ A35 EA END, ALT TOP/BTM BALLOON FRAME STUD SCALE 3/4" = 1'-0" S1I 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 V TRUSSES PER PLAN 2x6 PLATE W/ 16d AT 6" 2—HR WALL 0 CONTINUE 2— HR � RATING TO UNDERSIDE OF ROOF SHEATHING �1 RATED SHAFT ROOF SECTION (2)2x6 TOP PLATE 6x6 BLKG W/ A35— EA END, ALT TOP/BTM 7x118 PSL RIM- INTERUPTS GWB ON OUTSIDE FACE (2)%"0x6" SDS LAGS AT 16" O.C. INTO PSL >C SCALE 3/4" = 1'-0" 2x6 AT 16" O.C. PARAPET WALL W/ SW SHEATHING 2x4 BLKG W/ Y4"0x6" SDS LAGS EA BLOCK CDS18 Kg-SECTION MATCH SW SHEATHING AND NAILING CONTINUE DOWN TO BEAM 10d AT 6" O.C. TRUSS TIGHT TO SHEATHING W/ 16d AT 6" O.C. THRU TOP CHORD INTO WALL BLKG HGR PER TRUSS MFR SCALE 3/4" = 1'-0" __-2x6 AT 16" O.C. PONY WALL ROOF SECTION 2x6 BLKG 2x6 PLATE W/ 16d AT 6" O.C. BEAM PER PLAN SCALE 3/4" = 1'-0" C. S 188 10dAT6"0.C. SHEAR TRUSS. OVER WALL DESIGN FOR 250 PLF AXIAL LOAD DRAFT STOP PER ARCH YSHEAR WALL PER PLAN ROOF SECTION 10d-AT 6"O.C.—\6 CONTINUE 2 HR-- RATING TO UNDERSIDE OF ROOF SHEATHING EN--" SHEAR WALL PER PLAN >l, A35 AT 24" 0. C. X x SCALE 3/4" = 1'-0" 2x6 AT 24" O.C. CONTINUE UP SW SHEATHING ROOF SECTION 10dAT6"0.C. 2x6 LEDGER W/ %"0x6" SDS LAGS AT 12" O.C. 2x6 W/ 16d AT 6" O.C. 2 HR WALL 2—HR RATING TO UNDERSIDE OF SHEATHING ram. 2x6 AT 16" O.C. 2—HR WALL (181 ROOF SECTION S1 SCALE 3/4" = 1'-0" UPPER ROOF PER 1 & 2/S18 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 SCALE 3/4" = 1'-0" SLOPE PER PLAN 2x6 TOP CHORD EXTEND TO VALLEY 2x8 BLKG 2x6 VALLEY MEMBER F— w w 0 0 Ear U F- A34 EA MEMBER 10d AT 6" O.C. TYP 2x4 BLKG W/16dAT6"O.C. H2.5 TIE EA TRUSS AT WALL UPPER ELEVATOR ROOF BALACE PER 1 & 2/S18 2x6 AT 16" O.C. W/ SW SHEATHING 10d AT 6" O.C. 2x4 BLKG W//"0x6" SDS LAGS EA BLOCK HGR PER TRUSS MFR 2x6 AT 16" O.C. W/ SW SHEATHING 10dAT6"0.C. 2x4 BLKG W/ Y4"0x6" SDS LAGS EA BLOCK HGR PER TRUSS MFR UNIT 19 ROOF SECTI-or- S1 5188 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 DROP BEAM PER PLAN CONTINUE TOP TOP PLATE OVER BEAM ROOF SECTION ROOF UPPER ROOF PER 1 & 2/S18 CONTINUE UP 2—HR GWB ON INTERIOR OF ELEVATOR SHAFT TO UNDERSIDE OF ROOF 6x6 BLKG W/ A35 EA END, ALT TOP/BTM 7x117/8 PSL RIM INTERUPTS GWB ON OUTSIDE FACE ELEVATOR CORE (2)Y4"0x6" SDS LAGS AT 16" O.C. INTO PSL SECTION CONTINUE UP 2—HR GWB ON INTERIOR OF ELEVATOR SHAFT TO UNDERSIDE OF ROOF 6x6 BLKG W/ A35 EA END, ALT TOP/BTM 7x11 8 PSL RIM INTERUPTS GWB ON OUTSIDE FACE ELEVATOR CORE (2)/" 0x6" SDS LAGS AT 16" O.C. INTO PSL SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" 6x6 BLKG W/ A35 EA END, ALT TOP/BTM BALOON FRAME WALL TO ELEVATOR PENTHOUSE ROOF 7-4 J SCALE 3/4" = 1'-0" NON—BRG ENTRY WALL SOFFIT AT ENTRY DTC CLIP EA TRUSS NON—BRG WALL ROOF SECTION BALANCE PER 11/S18 CORRIDOR 10 C,t`J Np ,pN1Sk0t\‘ i3OlSO TYPICAL ROOF TRUSS x TOP PL nVli (1 Ri / ll lS l5 MAR 3 1 2015 [12 REID MIDDLETON, INC. SCALE 3/4" = 1'-0" Y ,SE 5.03.20 :20:45-07'00' a 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 2 0 N co O 0 02-15-2015 03-19-2015 ISSUE DATE: 08-21-2014 0 CC w J 0 J z 0 z Lu I z orsa icn [t CO I- TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 M W F- co 0 z 0 J 5 co 0 aU) U. a a N M k2 4i i-J N a H FAX: Z w O 0 0 5 U W CC a U wV- tu CO o w CC u. Lu Zce zce 00 Z PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS ROOF FRAMING DETAILS HEADER TIGHT TO ROUGH OPENING OR PLATES SIMILAR TO BTM SILL PLATES COIL STRAP PER PLAN TOP AND BTM WINDOW LOCATE 1%" FROM ROUGH OPENING 2x6 BLKG BEHIND STRAP (1) FOR CS16; (2) FOR CMSTC16 OR FLAT 2x4 '—PANEL EDGE NAILING INTO FULL LENGTH KING STUD EA SIDE OPENING 16" FOR CS16 27" FOR CMSTC16 36" FOR CMSTC14 OPENING IN A SHEARWALL S1VS1 � USE PANEL EDGE NAILING AT HD STUDS BOTH FLOORS (2) 2x4 FLAT BLKG IN FLOOR SPACE END OF SHEAR WALL PANEL NAILING INTO EA HD STUD CRIPPLE STUDS AS REQ'D A307 ALL THREAD DIA PER SCHEDULE W/ 4"x3" SQ WASHER AND DBL NUT EMBED 14" MIN BTM SILL PLATE; DBL AT CS16 OR TRIPLE AT CMSTC16 SCALE SCALE 3/4" = 1'-0" DOUBLE HOLDOWN STUDS BOTH FLOORS MST STRAP - WHERE OCCURS PER PLAN PLACE OVER SHEATHING 1ST HOEDOWN DETAIL POST PER PLAN W/ 1-HR WRAP AS NEC AT MID -WALL COND SCALE 3/4" = 1'-0" 2x NAILER EA SIDE TS POST I ...ii mtpwa 2x NAILER POST PER PLAN W/ 1-HR WRAP AT END WALL COND Y2"0 BOLT AT 48" O.C. (3) MIN EA POST START 6" ABOVE/BELOW TOP/BTM PLATES normsmnwriwarm1 i. 2x NAILER AT WALL EDGE COUNTER BORE Y2" MAX AT BOLTS HSS POST IN INiERI3R WALL 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 13/4x11% LVL AT 12" 0.C. 9' 13/x11% LVL AT 16" O.C. W/ 2x6 DBLR 10.5' 134x14 LVL AT 16" 0.C. 11' 13/4"x14" LVL AT 16" O.C. W/ 2x8 DBLR 14' 2x4 THRUST BLOCK d/ (2)%" 0 EXP. ANCHOR OR (2)16d AT 6" O.C. AT WOOD FLOOR STAIR STRINGER PER SCHEDULE %" FLOOR SHEATHING LUS28 HGR SCALE 3/4" = 1'-0" 2x DBLR W/ (2)16d AT 6" O.C. WHERE NEC. RUN LANDING OR FLOOR KING STUDS AT HOLDOWN PER SCHEDULE CONTINUOUS TO TOP PLATE HOLDOWN PER PLAN W/ LAG SCREWS PER MFR CONCRETE SLAB �2\ HDU HOLDOWN DETAIL S1 S19 NAIL TO BTM BEAM BEAM PER PLAN MIN DEPTH 12"(NOM.) LANDING OR FLOOR BEAM PER PLAN MIN DEPTH 12"(NOM.) LUS28 HGR NOTCH STRINGER FOR HGR 16 WOOD LEVEL STAIR DETAIL S1 S19 SCALE SCALE 3/4" = 1'-0" (2) 2x STUDS FLUSH BEAM si\ bSTC J 12 SCALE 3/4" = 1'-0" (2) 2x STUDS RIM A DROPPED BEAM M;iCCEtl `, HCLDOWN DETAIL 16d AT PANEL EDGE NAIL SPACING PROVIDE AT EA STUD WHERE (2)2x EDGE STUDS ARE REQUIRED 6 PANEL EDGE STUDS PER SCHEDULE 8 Iv STC66B3 SCALE 3/4" = 1'-0" PANEL EDGE NAILING SHEARWALL FRAYING DETAIL S1I O FLOOR (3)#6 T/B W/ 90°HOOKS AT WALLS BEYOND TYP EA LEVEL L4x6x4 x STAIR WIDTH W/ 34 0x8" WHS AT 24" 0.C. L4x6x4 x STAIR WIDTH W/ %" 0x8" WHS AT 24" O.C. O FLOOR SCALE 3/4" = 1'-0" 4 ALTOP PLATES PROVIDE PANEL EDGE NAILING EA STUD OR 2-ROWS AT 4x AND 3-ROWS AT 6x $TYP FLOOR CONC SLAB SPREADER PLATE PER HOLDOWN SYSTEM SUPPLIER m (2)VERT GRAIN 2x6 BLOCKS EA SIDE ROD EA FLOOR WASHER PER SCHEDULE W/ NUT T/B � HOEDOWN SYSTEV s� S19/ TYPIC PANEL EDGE NAILING /1\ 16d AT 4" O.C. 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 DETAIL SCALE 1/2" = 1'-0" CONTINUE SHEATHING INTERIOR UNIT WALL SHEARWALL FRAYING DETAIL (1) 19 MC12x10.6 STRINGERS TYP MIDAL LANDING PRE -CAST OR METAL PAN TREADS N 20 GA B FORMLOCK DECK BY VERCO W/ 4" SLAB DEPTH AND 6x6xW1.4xW1.4 WWR L2x2x346 C12x20.7 �14, ,-/" END PLATE W/ (2) 5/80 EXP. ANCHORS AT END C7) CONCRETE LEVEL STAIR DETAIL 19 SCALE 3/4" = 1'- SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" MID LANDING L3x4x4 (3) SIDES W/ /8" 0 EXP. ANCHOR AT 18" O.C. >C FLOOR/ROOF FRAMING PER PLAN PANEL EDGE NAILING EA STUD, TYP -40 -4111 CORNER COMPRESSION STUD CAN BE SHARED, LARGER ONE CONTROLS S19 S19 3' TYP 2-ROWS PANEL EDGE NAILING CORNER PANEL EDGE NAILING, TYP HOLDOWN SYSTEV DETAILS PANEL EDGE NAILING, TYP • A INTERSECTION SCALE 1" = 1'-0" 3%" MIN 4" MAX BRICK VENEER PER ARCH (ANCHORS NOT SHOWN, VENEER ANCHORAGE REQUIREMENTS PER S1) CONTINUOUS L6x6x4" LINTEL ANGLE W/ (2)Y4"0x3" SDS LAGS EA STUD DO NOT LAP W/IN 6" OF OPENING T/ROUGH OPENING B/LINTEL E U u E W MAR 3 1 2015 REID M I DDLETON, INC. FLUSH HEADER PER PLAN HGRS PER PLAN DO NOT SPLICE AT PERP. JOISTS WITHIN 1'-0" OF OPENING HGR PER PLAN $ FLOOR -FRAME MEMBER FLUSH TO SHEATHING DO NOT SPLICE W/ 1'-0" OF OPENING 2x6 BLKG AT 16" O.C. BELOW PLATE TO WINDOW SILL SECTION 1" = 1'-0" KING STUD AND BLKG STUD TO PLATE RIM SPLICE 6" MIN DBL TOP SILL SINGLE BTM SILL U.N.O. 19 TYP FLUSH HEADER DETAIL \S� S 19 SCALE 1/ SCALE 1/2" = 1'-0" BRICK VENEER BEYOND 16d AT PANEL EDGE NAIL SPACING EA SIDE SHEATHING MAY BE INTERRUPTED AT PERP SHEAR WALL ONLY REVIEWED FOR CODE COMPLIANCE. APPROVED JUL 08 2016 City of Tukwila N BUILDING DIVISION .�. 3" TO FACE OF STUD 1 I J--fir--� WALL PER PLAN WALL BEYOND (5) TYPICAL BRICK VENEER HEADER 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" 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 �S1 l SCALE 1/2" = 1'-0" , • E, SE 15.03.20 06:20:58-07'00' 0 PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 G) N a0 0 0 U, 0 N L0 0 03-19-2015 ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D w J 0 m J z 0 z w I z o d vs 1.11 cA F- TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC FAX: 0 z 0 Z In m Z 0 0 Z 0 0 5 c) U a a. a FU 0 LL CL <_ Wo 0 a �2 WZ O w zD ce ow wZ 0� w �Z PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS MISC DETAILS 4"x6"x8" ARCHITECTURAL FINISH PLATE "x4"x1'-0" ROUNDED PLATE FOR EA ROD 3/4'10 ROD W/ CLEVIS EA END "x6"x4" ROUNDED PLATE EA END %6 > C12x20.7--� 4 EMBED PLATE PER 6/S20 T 1 CONC COLUMN PER PLAN Ii[ AWNING FINISH PER ARCH =-E 2" MAX �F j,4" HSS4x2x346-7 %6 V3"-1: N/e<\TYP CHANNEL TO CONC CONNECTION PER 9/S20 0I 1_. Sm HEADER TO CONC CONNECTION PER 7/S20 TYP CANOPY SECTION (TYP) SCALE r 01S20 CONCRETE PIER OR COLUMN PER PLAN BRICK PER ARCH L4x4x%x12" W/ (2)3/0x6" WHS CANOPY BELOW CANOPY SECTION YY "x8"x6" ARCHITECTURAL FINISH PLATE 11 ROUNDED PLATE PER 1 & 2/S20 // SCALE 3/4" = 1'-0" BALANCE SLAB EDGE PER SPECIFIC DETAIL AS CALLED OUT ON PLAN FLOORS 3/"x10"SQ EMBED PLATE W/ (4)3/4"0x6" WHS 4" CAP PLATE r. (2)/"0 THRU—BOLTS "x3"x9" PLATE EA SIDE HSS W/ (2)1" VERT SLOTTED HOLES HSS COL PER PLAN CANOPY SECTION S20 HSS PER PLAN "x1'-0" BRG PLATE W/ (2)3/"0 A. BOLTS SCALE 3/4" = 1'-0" CENTER POST IN WALL CDS20 CANOPY SECTION REFER TO PLAN FOR SPECIFIC CONC/FOUNDATION DETAIL SCALE 3/4" = 1'-0" 4"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 16> BRICK SUPPORT PER 14/S20 AWNING nr,in FINISH N 46 <EA END BALANCE PER 10/S20 HSS/SLAB CONNECTION PER 11/S20 CHANNEL PER PLAN AT TOP OF STORE FRONT AND AT CANOPY CANOPY SECTION (TYP) S20 • EMBED PLATE PER 6/S20 TO CHANNEL 1Y2" TYP Y4" SHEAR TAB CANOPY SECTION CANOPY SECTION CHANNEL/HSS CONNECTION PER 5/S20, TYP HSS/CONC CONNECTION PER 17/520 HSS COLUMN SIZE AND LOCATION PER PLAN "x1'-0"SQ EMBED BASE PLATE FLUSH W/ TOP OF SLAB W/ (4)/"0 WHS SCALE 3/4" = 1'-0" BALANCE AWNING CONN PER 1 & 2/S20 BALANCE AWNING CONN PER 1 & 2/S20 ('\CANOPY SECT! S2, (3)3 110 BOLTS "x9" KINFE PLATE 13" TYP N) 4"x4"x10" TOP PLATE W/ (8) 4"0x3" SIDS SCREWS ROOF PER 1/S18 4'x4"x6%" EA SIDE TS POST W/ (8)4"0x3" SDS SCREWS INTO TOP PLATE 11 y"x4"x10" BASE PLATE W/ (2)5/8" 0x6" LAGS N (SuNRocv) 11 %6 %11x12"SQ PLATE W/ (4)3/4"0 EPDXY BOLTS EMBED 6" MIN CDCANOPY SECTION S20 S20 4"x10"SQ SHEAR TAB AWNING CHANNEL 3" MIN %I 1" TYP „,4, 4, 3" 8 :4 1" TYP V %6 ,1 1" TYP O. SCALE 3/4" = 1'-0" 4 "x3" SHEAR TAB 4. Y2"x5"x12" PLATE W/ (8) 4"0x1y" TI TEN SCREWS CONCRETE WALL OR COLUMN PER PLAN SCALE 1" = 1'-0" HSS60x0.25" C11 COLUMN PER 10/S14.1 S20/ �zv L4x6xY2 4 BRICK BEYOND 311— ^ 11 CANOPY SECTION 2" MAX (3)3/"0 BOLTS 13 " TYP 0 Y2"x9" KINFE PLATE %6 ANGLE LEDGER FOR BRICK WHERE OCCURS PER 4/S20 CANOPY SECTION CO 3/8"x10"x6" SHEAR TAB W/ (2)%"0 BOLTS IN VERT—SLOTTED HOLES CANOPY SECTION (ENTRY TREE COW �S=J C11 COLUMN PER 10/S14.1 CONCRETE BASE DIMENSIONS PER ARCH 4 4 4 SCALE 3/4" = 1'-0" CONTINUE COLUMN REINF THROUGH CONCRETE BASE (2)#5H AT TOP AND AT 12" O.C. #5V AT 6" O.C. W/ HOOK INTO SLAB AROUND CONC BASE • BALANCE PER 6 & 12/S16 C4 COLUMN PER 2/S14.1 4 A CANOPY SECTION BALANCE PER 6/S14 SCALE 3/4" = 1'-0" VN 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 3/4" = 1'-0" 4"x3" SHEAR TAB j/" STIFFENER PLATE CHANNEL HEADER PER PLAN STOREFRONT WHERE OCCURS BY OTHERS SCALE 1" = 1'-0" SIMILAR CONNECTION WHERE OCCURS O O O TUBE STEEL PER PLAN (3)3/4"0 WTS TO CHANNEL %6 y CANOPY SECTION 516" SHEAR TAB SCALE 3/4" = 1'-0" tVIIEWEB MAR 3 1 2015 REID MIDDLETON, INC. 0 PHASE II PERMIT SET N co O PERMIT COMMENTS/MEP COORD/BID SET 02-15-2015 PLAN REVIEW COMMENTS #2 03-19-2015 by pirriu , E, 015.03.20 06:21:08-07'00SE' ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D PROJECT #: DRAWN BY: CHECKED BY: 1026.04 BV,TF JN,MJ,MS CANOPY AND TRELLIS DETAILS AWNING INTERMEDIATE SUPPORT MEMBER AT 4'-0" MAX WELDED TO PLATE AND CHANNEL AWNING PER ARCH e"x62"x12" PLATE o IN/ (4)4"0 THRU—BOLTS (2) EA SIDE AWNING MEMBER BALANCE PER 2/S17.1 32" LSL RIM 1 2" TYP CANOPY SECTION 20. 'JP WELD \ ID GRIND \�` )TH, TYP AWNING -R ARCH • 20 . A35 EA SIDE W/ SD SCREWS 3%" LSL AT AWNING CONNECTION L4x6x%" EA SIDE LSL W/ (2)4" 0 BOLTS THRU LSL SCALE 3/4" = 1'-0" LOW ROOF PER PLAN A • CJP WELD AND GRIND SMOOTH, TYP TRELLIS PLAN (NE/NW L6) SCALE 1/4"= 1'-0" BALANCE PER 3/S17.1 AWNING INTERMEDIATE SUPPORT MEMBER AT 4'-0" MAX WELDED TO PLATE AND CHANNEL AWNING PER ARCH 0 0 38"x62"x12" PLATE ' W/ (4)4"0 THRU—BOLTS I— (2) EA SIDE AWNING MEMBER CANCPY SECTION L 3Y2" LSL OR DBL 1 4" LVL, UNO AT AWNING CONNECTION L4x6x%" EA SIDE LSL W/ (2)4" 0 BOLTS THRU LSL • • LOW ROOF PER PLAN SCALE 3/4" = 1'-0" / 7 TRELLIS PLAN (SW L6) 20 LOW ROOF PER PLAN 1 SCALE 1/4"= 1'-0" AWNING INTERMEDIATE SUPPORT MEMBER AT 4' 0" MAX WELDED TO PLATE AND CHANNEL AWNING PER ARCH 3/8"x9"x12" PLATE W/ (4)3/4" O THRU—BOLTS (2) EA SIDE AWNING MEMBER AWNING PER ARCH CJP WELD AND GRIND SMOOTH, TYP PROVIDE AWNING (2)BOLTS PER ARCH PER 4/S20.1 iz TRELLIS PLAN (TYP L6 LCW ROOF) SCALE 1/4"= 1'-0" Th CANC 2o. 13 20 CUP WELD AND GRIND SMOOTH, TYP BALANCE PER 1/S17.1 1 2" TYP ---V\--- 10dAT3"O.C. INTO 32" LSL LOW ROOF PARAPET CONTINUOUS (2)/8" O BOLTS 3Y2" LSL RIM PY SECTION L4x6x1/4" EA SIDE LSL W/ (2)3/" 0 BOLTS THRU LSL AWNING PER ARCH TYP (4)LOC SCALE 3/4" = 1'-0" ROOF PLAN PER PLAN TRELLIS PLAN (NW ROCF) SCALE 1/4"= 1'-0" HUS HGR 32" LSL OR BEAM PER PLAN PROVIDE SPACER AT AWNING CONNECTIONS BETWEEN CHANNEL AND SHEATHING AT EACH BOLT 11 AWNING 46"x3" PER ARCH WASHER PLATE SECTION VIEW 4 CANOPY SECTION ti ELEVATION VIEW 20 CONTINUOUS 32" LSL RIM 3" MAX N N) SCALE 3/4" = 1'-0" (2)4"0 THRU—BOLTS AT 12" O.C. /6"x3" WASHER PLATE PROVIDE SPACER BETWEEN ANGLE AND SHEATHING AT EACH BOLT �5� CANCPY SECT! �y N AWNING PER ARCH SCALE 1" = 1'-0" Q_ AWNING PER ARCH L4x3x/" WELDED TO CHANNEL W/ (2)4" 0 THRU—BOLTS INTO BLOCKING BALANCE ROOF FRAMING PER 1/S18 5 CANOPY SECTIGN 4x12 BLOCK BETWEEN TRUSSES W/ HUC HGR EA END 20 2" SPACER PLATE W/ (2)/" 0 THRU—BOLTS (4)/"/ THRU—BOLTS " 12 " TYP 12" TYP 2"x8" KNIFE PLATE BETWEEN DBL CHANNELS 3" MAX 2"x4"x10" BASE PLATE W/ (2)5/8"0x6" LAGS SCALE 3/4" = 1'-0" )/"x4" TOP PLATE W/ (8)%"0x3" SDS SCREWS INTO PARAPET DBL PLATE ROOF PER 1/S18 3/4'x4"x62" EA SIDE TS POST W/ (8)/" 0x3" SDS SCREWS STAGGERED INTO TOP PLATE 111 GIRDER TRUSS PER PLAN PROVIDE HHUC HGR WELDED TO POST Peem Y\\11 io CANOPY SECTION �zo \20. SUBFLOOR SCALE 1/2" = 1'-0" D RE Y 0 Ri WN E B IMAR 3 , 2015 1 REID MIDDLETON, INC. a =t-: 2015.03.20 06:21:19-07'00' PHASE II PERMIT SET PERMIT COMMENTS/MEP COORD/BID SET PLAN REVIEW COMMENTS #2 10-08-2014 02-15-2015 03-19-2015 C, re ISSUE DATE: 08-21-2014 TUKWILA VILLAGE - BUILDING D PROJECT #: DRAWN BY: CHECKED BY: I F/ 1026.04 BV,TF JN,MJ,MS CANOPY AND TRELLIS DETAILS (CONT)