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Permit D15-0293 - TWIN PEAKS RESTAURANT - NEW CONSTRUCTION
TWIN PEAKS 17920SOUTHCENTER PKWY D15-0293 Citv of Tukwila Department of Community Development - Jack Pace, Director CERTIFICATE OF OCCUPANCY Allan Ekberg, Mayor 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.: D15-0293 Occupant/Tenant: TWIN PEAKS Building Address: 17920 SOUTHCENTER PKWY Parcel No.: 3523049123 Property Owner: MADISON INVESTMENTS LLC P O BOX 1922, BOZEMAN, MT 59771 Use: COMM/WHSE Occupancy Group/Division: A-2 Type of Construction: VB Automatic Sprinkler System: Provided: YES Design Occupant Load: 328 - Interior seating 94 - Patio seating 422 - Total 4—/a BUIL,OAG OFFIC L DATE THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 Website: TukwilaWA.gov City of Tukwila irY • 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.Rov DEVELOPMENT PERMIT Parcel No: 3523049123 Permit Number: D15-0293 Address: 17920 SOUTHCENTER PKWY Issue Date: 3/31/2016 Permit Expires On: 9/27/2016 Project Name: TWIN PEAKS Owner: Name: MADISON INVESTMENTS LLC Address: P 0 BOX 1922, BOZEMAN, CO, 59771 Contact Person: Name: ALEX KANAPILLY Address: 3333 S BANNOCK ST, STE 340, ENGLEWOOD, CO, 80110 Contractor: Name: ALEGIS CONSTRUCTION INC Address: 6900 SW ATLANTA ST #300, PORTLAND, OR, 97223 License No: ALEGIC1894CN Lender: Name: SRG SOUTHCENTER, LLC Address: 207 VILLAGE LANE, SOUTH HAMPTON, NJ, 08088 Phone: (303) 886-6219 Phone: (503) 970-8312 Expiration Date: 2/19/2017 DESCRIPTION OF WORK: CONSTRUCTION OF NEW TWIN PEAKS RESTAURANT OF 6929 SF WITH A 1,399 SF PATIO. Project Valuation: $1,437,534.51 Fees Collected: $22,262.11 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Occupancy per IBC: A-2 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: HIGHLINE Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan neIization/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: Volumes: Cut: 150 Fill: 75 Number: 0 Water Meter: Yes c 2 Permit Center Authorized Signature: 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 conditions attached to this permit. Signature: Print Nam This permit the work is Date: r /ecome null and void if the work is not commenced within 180 days for the date of issuance, or if nded or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 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, 406:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 6: Portable fire extinguishers shall be provided within a 30-foot (9144 mm) travel distance of commercial -type cooking equipment. Cooking equipment involving vegetable or animal oils and fats shall be protected by a Class K rated portable extinguisher. (IFC 904.11.5) 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) 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) 7: Maintain fire extinguisher coverage throughout. 4: A Type 1 hood shall be installed at or above all commercial cooking appliances and domestic cooking appliances used for commercial purposes that produce grease vapors. Each required commercial kitchen exhaust hood and duct system required by section 610 of the International Fire Code to have a Type 1 hood shall be protected with an approved automatic fire -extinguishing system installed in accordance with this code. (IFC 904.2.1 and IFC 904.11) Automatic fire -extinguishing systems shall comply with UL 300 or other equivalent standards and shall be installed in accordance with the requirements of the listing. (NFPA 96, 10.2.3) 9: Type I hood systems shall be designed and installed to automatically activate the exhaust fan whenever cooking operations occur. The activation of the exhaust fan shall occur through an interlock with the cooking appliances, by means of heat sensors or by means of other approved methods. (IMC 507.2.1.1) 8: All new automatic fire -extinguishing systems and all modifications to existing automatic fire -extinguishing systems shall have fire department review and approval of drawings prior to installation or modification. 10: 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) 11: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 12: 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) 13: 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) 14: 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) 15: 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) 16: 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) 17: 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) 18: 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) 19: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 22: 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). 20: U.L. central station supervision is required. (City Ordinance #2436) 21: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 23: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 24: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 25: All control, drain, and test connection valves shall be provided with permanently marked weather-proof metal or rigid plastic identification signs. The signs shall be secured with corrosion -resistant wire, chain or other approved means. (NFPA 13-6.7.4.1, 6.7.4.2) 27: All piping and attached appurtenances subjected to system working pressure shall be hydrostatically tested at 200 psi (13.8 bar) or 50 psi (3.5 bar) in excess of the system working pressure, whichever is greater, and shall maintain that pressure at /- 5 psi (0.35 bar) for 2 hours. Contact the Public Works Department at 206- 433-0179 to make an appointment. (NFPA 24, sec. 10.10.2.2.1) 28: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 30: 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) 29: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5-inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13-6.8.3) (City Ordinance #2436) 31: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 32: 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. 33: 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. 34: 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. 39: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 41: 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) 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) 42: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 36: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2437) 37: When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control". (City Ordinance #2437) 38: Dedicated fire alarm system circuit breaker(s) shall be equipped with a listed breaker locking device. (NFPA 72 (10.6.5.4)) 40: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2437) 43: 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. 48: 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) 44: 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) 45: 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) 46: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 47: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 49: 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) 50: 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) 26: 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. 53: ***PUBLIC WORKS PERMIT CONDITIONS*** 54: Schedule and attend a Preconstruction Meeting with the Public Works Department Dave Stuckle, Public Works Inspector and Laura Benjamin, Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 55: 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. 56: 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. 57: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 58: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 59: Any material spilled onto any street shall be cleaned up immediately. 60: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 61: 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. 62: 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. 63: 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. 64: A double detector check valve assembly is required for the fire lines. 65: All double check valve assemblies shall be approved by the State Department of Health. 66: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 67: Utility Plan Sht. C-3.0 - Verify if installing a new deduct water meter for irrigation. If new deduct water meter then show and label on plan sheet including backflow. If there is an existing irrigation meter then show and label on plan sheet including backflow information. 68: Submit a cut sheet for any Backflow Devices and circle each device to be installed. Verify that backflow devices are approved by the Washington State Department of Health Backflow Prevention Assembly as listed on the Washington State approved list. 69: A separate plumbing permit shall be obtained for installation of fire prevention Detector Check Double Valve Assembly (DCDVA). Plan showing installation detail w/callout of backflow size, manufacturer's name, model number, together with backflow cut sheet shall be submitted to Tukwila permit center for review and approval. 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. Verify if the (DCDVA) is to be constructed outside of the Building within a Vault (or) to be installed inside the Building. 70: Show & label water meter only (or) deduct water meter (if applicable), including size; on Civil plan sheet and Irrigation plan sheet. 71: ***BUILDING PERMIT CONDITIONS*** 72: 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. 73: 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. 74: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 75: 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. 76: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 77: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 78: 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. 79: 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. 80: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 81: 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. 82: Readily accessible access to roof mounted equipment is required. 83: 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. 84: 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. 85: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 86: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 87: 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. 88: All food preparation establishments must have Seattle/King County Department of Public Health sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection shall be made by calling Seattle/King County Department of Public Health, (1-800-325-6165 ext 9-566), at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by the agency on the job site. 89: 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. 90: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 91: 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. 92: All wood to remain in placed concrete shall be treated wood. 93: Masonry construction shall be special inspected. 94: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 95: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 96: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 97: 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. 98: 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). 99: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 100: 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. 101: 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. 102: 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. 103: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center(206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 5190 BACKFLOW - WATER 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0611 EMERGENCY LIGHTING 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0612 EXT ROOFING INSUL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5220 GREASE INTERCEPTOR 5040 LAND ALTERING 0502 LATH & GYPSUM 0608 PIPE INSULATION 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4037 SI-CAST-IN-PLACE 4029 SI-COLD-FORM TRUSS 4027 SI-COLD-FORM WELD 4000 SI-CONCRETE CONST 4043 SI-E.I.F.S 4046 SI-EPDXY/EXP CONC 4033 SI-HIGH LOAD DIAPH 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 51-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 4032 SI-WOOD CONST 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKV ,A Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hqp://www.TukwilaWA.p,ov Building PeNt No. (.�- — Q,)=g 3 Project No. Date Application Accepted: Date Application Expires: (For office 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.: 352304-9123 Site Address: 17920 Southcenter Pkwy Suite Number: Floor: Tenant Name: Twin Peaks - Tukwila New Tenant: 1Z .....Yes [:]..No PROPERTY OWNER Name: Stovetop Restaurant Group Address: 9327 Piperhill Drive SE 16ty701ympia State: wA Zip: 98513 CONTACT PERSON — person receiving all project communication Name: Alex Kanapilly Address: 3333 S. Bannock Street Suite 340 City: Englewood State: CO Zip: 80110 Phone: (303) 886-6219 Fax: Email: alex@precisiondsllc.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License NO.: ARCHITECT OF RECORD Company Name: Jeffrey Baker Architects Architect Name: Jeffrey Baker Address: 6373 Silver Stream Lane City: Frisco State: TX Zip: 75034 Phone: (214) 784-5014 Fax: Email: ENGINEER OF RECORD Company Name: Anchor Engineering Engineer Name: David Poe, P.E. Address: 2535 17th Street City: Denver State: CO Zip: 80211 Phone: (303) 783-4797 Fax: Email: david@anchoreng.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: T:ao- 5ti G Ca-4— L t_ Ic—, Address: .7 U,,IIa City: S n w je State: Zip:o HAApplications\Forms-Applications On Line\2011 ApplicationsTermit Application Revised - 8-9-1I.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATIO' `t06-431-3670 Valuation of Project (contractor's bid price): $ 1,250,000 Existing Building Valuation: $ 3,878,700 Describe the scope of work (please provide detailed information): Construction of a new Twin Peaks Restaurant of 6929 sf with a 1,399 sf patio. Will there be new rack storage? ❑..... Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor 6,929 V-B A-2 2"d 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) 0 *For an Accessory dwelling, provide the following: Lot Area (sq ft): 0 Floor area of principal dwelling: 0 Floor area of accessory dwelling: 0 *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: Compact: Handicap: Will there be a change in use? El ....... Yes ©....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® ....... Sprinklers m ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes JZ1 .......No If `yes', attach list of materials and storage locations on a separate 8-112"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ ....... On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line\2011 ApplicationsTermit Application Revised - 8-9-11.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERNUT INFO' ATION — 206-433-0179 Scope of Work (please provide detailed information): Installation of a 2" RPPA, 6" fire line, FDC and domestic connection. Existing 2" water meter and grease interceptor to remain and to be reused. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District m ...Tukwila El ... Water District # 125 ❑ .. Highline El.. Renton ❑ ... Water Availability Provided Sewer District m ...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 ap m ...Civil Plans (Maximum Paper Size — 22" x 34" 0 ...Technical Information Report (Storm Drainage) m .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way LZ ❑ ...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 El.. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 6" 1" Ex2" ❑ ...Permanent Water Meter Size... " ❑ ...Temporary Water Meter Size.. " ❑ ...Water Only Meter Size............ " ❑ ...Sewer Main Extension.............Public ❑ ❑ ...Water Main Extension.............Public ❑ FINANCE INFORMATION Fire Line Size at Property Line ❑ ... Water ❑ ...Sewer Monthly Service Billing to: Mailing Water Meter RefundBilline: Mailing WO# WO# WO# Private ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size " Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City Day Telephone: State Zip City State Zip H:\Applications\Forms-Applications On Line\2011 ApplicationsTermit Application Revised - 8-9-1 I.docx Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — i 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 OWNER OR AUTHORIZED AGENT: Signature: -1? Date: 11/20/2015 Print Name: Brad Clawson Day Telephone: (303) 501-9272 Mailing Address: 9327 Piperhill Drive SE Olympia WA 98513 City State Zip H:Wpplications\Forms-Applications On Line\2011 ApplicationsTe mit Application Revised - 8-9-11.docx Rcvised: August 2011 Page 4 of 4 bh !y 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Twin Peaks - Tukwila ID PERMIT # 15- o Z93 �� h`3 Zo S�o�th c�-(-.�, Pk urn _ ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. 2. 3 .19 APPLICATION BASE FEE $250 (1) Enter total construction cost for each improvement category: Mobilization $2,500.00 Erosion prevention $5,000.00 Water/Sewer/Surface Water $20,000.00 Road/Parking/Access $12,000.00 A. Total Improvements $39,500.00 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 150 cubic yards Enter total fill volume 1-, 1S cubic yards $987.50 $ 987.50 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 V $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $_ D 37.90 (5) 1,275.00 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW ma v ad ust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 987.50 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1 B to estimate the pavement mitigation fee. E Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. SD $ 54 f -,23-50 (8) QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51 -100 $37.00 101 -1,000 ✓ $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001-10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001-100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Technology Fee (5% of 6+8) Approved 09.25.02 2 Last Revised 01/01/14 t BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H . Transportation Mitigation I . Other Fees Total A through I $_ 0.00 (9) 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ /U9� ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014-12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312.775 Approved 09.25.02 Last Revised 01/01/14 Temporary ora Meter 0.75" 1 $300 2.5'3 1 $1,500 3 Clear Form PROJECT ESTIMATE TABULATION LOCATION: TUKWILA, WA DATE: 11/20/15 ITEM NO WORK ACTTi'I'I Y QUANTI I Y It UNIT PRICE TOTAL 1 MOBILIZATION Mobilization 1 LS $2,500.00 IS $2,500.00 2 EROSION CONTROL Inlet Protection 4 Each $1,000.00 $/Each $4,000.00 Misc Erosion Control 1 LS $1,000.00 LS $1,000.00 SUBTOTAL $5,000.00 Contingency $0.00 $5 O00 O0 3 Water/Sewer/Surface Water Domestic Water 80 LF $30.00 $/LF $2,400.00 RPPA 1 Each $1,600.00 $/Each $1,600.00 Sewer Line 30 LF $40.00 $/LF $1,200.00 Grease Line 150 LF $40.00 $/SF $6,000.00 Roof Drain Leaders 75 LF $32.00 $/LF $2.400.00 6" Fire Line 80 LF $55.00 $/SY $4,400.00 SUBTOTAL $18,000.00 Contingency 10% $1 800 00 TOTAL. 4 ROAD/PARKING/ACCESS Remove Curb and Gutter 0 LF $5.00 $/LF $0.00 Remove Landscaping 120 SF $1.00 $/SF $120.00 Remove Asphalt 0 SF $1.00 $/SF $0.00 Remove Concrete 1,100 SF $2.00 S/SF $2,200.00 18" Curb & Gutter 0 LF $15.00 $/LF $0.00 Heavy Duty Asphalt Paving 5 SY $34.00 S/SY $170.00 Sidewalk 149 SY $50.00 $/SY $7,450.00 Handicap Signs 2 Each $275.00 $/Each $550.00 Handicap Symbol 2 Each $25.00 $/Each $50.00 Relocated Signs 0 Each $275.00 $/Each $0.00 Striping 60 Each $0.20 $/LF $12.00 Landscaping 120 SF $4.00 S/SF $480.00 SUBTOTAL $11,032.00 Contingency 10% $1,103.20 3 TOTAL Project Grand Total Estimate Prepared By: Company Name: Plans Dated: WFF PACLAND 11 /20/2015 $39,435 Date Paid: Monday, May 09, 2016 Paid By: JOHN DERINGTON Pay Method: CREDIT CARD A38130 Printed: Monday, May 09, 2016 8:35 AM 1 of 1 � ��' SYSTEMS DESCRIPTIONS• PermitTRAK QUANTITY PAID $15,305.05 D15-0293 Address: 17920 SOUTHCENTER PKWY Apn: 3523049123 $15,305.05 DEVELOPMENT $12,670.52 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $2,347.47 PERMIT FEE R000.322.100.00.00 0.00 $10,318.55 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PUBLIC WORKS $2,066.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $987.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $987.50 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TECHNOLOGY FEE $5,68.03 TECHNOLOGY FEE TOTAL: 1 R000.322.900.04.00 0.00 $568.03 1 1 Date Paid: Monday, March 28, 2016 Paid By: TYLER MILNE Pay Method: CREDIT CARD A48502 Printed: Monday, March 28, 2016 11:27 AM 1 of 1 (rR? SYSTEMS DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK $8,038.96 D15-0293 Address: 17920 SOUTHCENTER PKWY Apn: 3523049123 $6,957.06 DEVELOPMENT $6,707.06 PLAN CHECK FEE R000.345.830.00.00 0.00 $6,707.06 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 EL15-1018 Address: 17920 SOUTHCENTER PKWY Apn: 3523049123 $486.66 ELECTRICAL $486.66 PLAN CHECK FEE R000.345.832.00.00 0.00 $486.66 M15-0156 Address: 17920 SOUTHCENTER PKWY Apn: 3523049123 $346.43 MECHANICAL $346.43 PLAN CHECK FEE R000.322.102.00.00 0.00 $346.43 PG15-0136 Address: 17920 SOUTHCENTER PKWY Apn: 3523049123 $248.81 GAS $83.88 PLAN CHECK FEE R000.322.103.00.00 0.00 $83.88 PLUMBING $164.93 PLAN CHECK FEE R000.322.103.00.00 0.00 $164.93 TOTAL FEES PAID BY RECEIPT: R6698 $8,038.96 Date Paid: Friday, November 20, 2015 Paid By: JB CLAWSON Pay Method: CREDIT CARD 04897D Printed: Friday, November 20, 2015 10:18 AM 1 of 1� !j t ! _srsreMs Date Paid: Friday, August 12, 2016 Paid By: ALEGIS CONSTRUCTION INC Pay Method: CREDIT CARD A35374 Printed: Friday, August 12, 2016 7:50 AM 1 of 1 CR? SYSTEMS y .� INSPECTION RECORD Retain a copy with permit is-o INSPECTION N0. PERMITT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: c Type of I spectionr fiv(K s Address: Date Ca I . ® `lam C Special Instructions: Date Wante � /;— (6 a P. Requester: Phone No: Inspector: Date: _ 6�;� 1 i -1,6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Iai INSPECTION RECORD 3 Retain a copy with permit I PT- OZ 3 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 Pro'ect: Type of Ins ection :,, I Address: 1-7 7-0 X C+r Date Called• Special Instructions: to Wanted: 't Z130 P.m. lReque9ter: Phone No: ElApproved per applicable codes. Corrections required prior to approval. 1 ■r v, ' •'t �� L / `� i r >, MI: Inspector: Eg� Dater _ & �/6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. V I INSPECTION RECORD Retain a copy with permit b jS �j3:1 IN N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: o G11 f� � Typ Inspection: �� / / f tie v� P�Ji Address- 10 j� 2Cfv Date Called: Special Instructions: Date Wa ted: a _ _ p. Requester: Phone No: Inspector: Date:go IL REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 4. INSPECTION RECORD 6 Retain a copy with permit 'tWfrECTION 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 lAlt �t Type of Inspection: c t Lr Address: ZX Date Called: Special Instructions: Date Wanted: ©� a.m. p.m. Requester: Phone No: Approved per applicable codes. P Corrections required prior to approval. COMMENTS: ME ,O , i P�■ 1 I • �f� ,fit/.//,M M/Ii i L, F0.6 MA �.. i Inspector: Date- 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Date- 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M INSPECTION RECORD )'0Retain a copy with permit S� I EC N N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P 'ee ct`I f /�� Type of Inspection: Address -b c� pr Date II d: Special Instructions: ate W ted: a.m. —/ p.m. Requester: Phone No: Inspector: V Date: —�� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. tL INSPECTION RECORD �� Retain a copy with permit G 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: -71LD-Al EA1 Type of Inspection: SU�PC,-Jb= )t1Af& Address: Date Called: Special Instructions: a, Date Wanted: a. arv- 611X p.m. Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. e - d 1�— Inspector: Date ti Z-6 -( /C REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. nd INSPECTION RECORD Y8) ]Retain a copy with permit �l ®Z� P ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350hf-qt-';A t 4-'� Project: I XS Type of inspection: Address: g20 S�t6l1%L'►� u1` Date Called: Special Instructions, : .m. Date Wan8021116� Requester: Phone No: (Inspector: �/ r- - (Date:& REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. r'zj�)INSPECTION RECORD Retain a copy with permit ��� ©�p� SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: O�G"•v1<S of pection: Pape Address: 9Uv Called: Special Instructions: Date Want a.m. V2-?116 p.m. Requester '/ OAI Phone No: '&Z~-1I Approved per applicable codes. Corrections required prior to approval. Mail - t r %LL / I 1 s L` (inspector: � /` IDate:� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 8 23 INSPEI Retain a PE ON NO. MON RECORD copy with permit ljls=62g3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: W/J Type Inspection: Address: 7q2o ELjT- Date Called: Special tinstructions: —y �Ca LAJ Date Wanted � J� m. Requester: Phone No: 11 Approved per applicable codes. L_J Corrections required prior to approval. COMMENTS: c a Inspector: � /3 �' Date: C> REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 2� INSPECTION RECORD Retain a copy with permit INSPEMON 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 P 'ect:_ , P l Type o pectin_ n: r Address: ®�_ D to Called: Special Instructions: do � ��� Date/1ant d: a.m. p.m. ilkequest&: Phone No: IInspector: IDate: 7 -1,6 1 REINSPECT1 N FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. K INSPECTION RECORD Retain a copy with permit U 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 P rtt, Type of Inspection: f� Adder � /� �-r/ l Date ailed: W Special Instructions: 9 %c ( h r `�7 J Dat Wanted: a.m. .. p.m. lRequestlar: Phone No: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. MIR INSPECTION RECORD Retain a copy with permit IRSR&CerON 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 Inspect�i/o�n:C� A -7 � C/'wC Date ailed: Special Instructions: io ®14-q rk Da Wanted Z a.m. Requester: Phone No: (Inspector: Nate:% "—'t ---9 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 21 INSPECTION RECORD Retain a copy with permit Imo" �213 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: d AIIS Type of In ection: /AfG Address: Date ailed: Special Instructions: f j e- t / q �1 II 1 �(1l�a yl Date Wanted a.m. Z7 M. ))6/ Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. IInspector: IDate 7— ;?-7 —t ` 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 1)IS '(jZQ 3 PECTION 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 spection: Address: Date Called: 1�920 Special Instructions: Date Wanted: a.m. Re uester: q Phone No: M-3a-7 ❑ Approved per applicable codes. LJ Corrections required prior to approval. MMENTS: Dates_ *— 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 j� 0��� INSP ION 00. 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: i Type of Ins ion: -_ Address: p '� f Date Called: Special Instructions: �../ISr WALL- A-r—IR—equestert Date Wante /� l� a.m. ! p.m. Phone No: Approved per applicable codes. LJ Corrections required prior to approval. 711 IInspector: /h-414, (Date: '7119'& REINSPECTIQN FEE REQUIRED. Prior to next inspection, fde must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ' 1 INSPECTION RECORD F— ! l� 1 Retain a copy with permit[ oZ _j iN � ..ION N0. PERMIT NO. CITY OF TDKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431••3670 Permit Inspection Request Line (206) 438-9350 Jr;&.1 ).4)k�'y Project: Ty e of Inspection: t,) KS Date Called: Address: 9 0 !!�e P Special Instructions: -�rtx �"►�! wl�a� Date Want�dq 7)16 p Requeste . Phone No: �.. Approved per applicable codes. rM Corrections required prior to approval. LAJ s _.[� 1� I 1 ■ Ili%:� MW (. a da • r �r mIt j �l � J i►_Jl Inspector: Date: H REINSPECTION FEE REQUIRED. Prior to next inspection, flee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspection. INSPECTION RECORD 3 Retain a copy with permit IN ION 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: -TwIAl PE�xs Type of Inspection: „J Address: Date Called: 9 o Pw Special Instructions: �i�s� W� e r Date Wante a. 7 Requeste 1 /✓ _ IN Phone No: ElApproved per applicable codes. 51Corrections required prior to approval. COMMENTS: 1 �erU'-tripe'' I Zc� 1�L �S IInspector:/ IDate: -///-i�-/ f ' I r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 7 Retain a copy with permit ��� 0293 IN CTION 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: PKA xs Type of Inspection: Address: Date Called: Special Instructions: rV / 11 Date wanted: e1im.. Reque ter: Phone No: G- Approved per applicable codes. 11 Corrections required prior to approval. Inspector: Date:./ i3 L6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. WA A 10 ofre... / INSPECTION RECORD p(f�Q�t3 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 4 PMect': , �FPS I " � Type r Inspection: o k-c( 12 Address: �� Zv SOt4 ate alled: Special Instructions: ni � o vc, Date Wa�tS ;_ �� a.m. Ma Phone No: Zo 3q 5 -11l 11 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: a [mil • # ■. IMMEN i =10 .! it it `Z �'� ��:i�:fs�-r�--.��sriri _����►TIC.SL 111r� � �T/ �►S .. .,, / Inspector:A�� Date: • / REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M. INSPECTION RECORD Retain a copy with permit 0 3 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:C iAh k. Type of Inspection: C c Address: - (or Date Called: Special Instructions: Date Wanted: (� a.p.m. Requester: pets U i s Phone No: Approved per applicable codes. LCorrections required prior to approval. HI I REINSPECTION FEE REQUIRED. Prior to next Inspection. tee must be L_J paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD re Retain a copy with permit 0 L f 3 IN42ECION 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✓(K Type of Inspection:, ter_ . Gt Address: � ��` - ( 6[�"Date Date ailed: Special lnstyt-ec _' %% S j os'f's � Wanted: a.m. p.m.A Requester: Phone No: 11 Approved per applicable codes. Wcorrections required prior to approval. COMMENTS: aIt co, Inspector: Date% REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. JO- INSPECTION RECORD Retain a copy with permit 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: W.h Type 'of In ecti( �B JU��{ t A dress: 7 70 5-nk ft�4/ Date Called: Special nst do >� Date Wanted: `� a.m. p.m. Requester: Phone No: E Inspector: �� / Date ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORDri Pax ®3 Retain a copy with permit IN N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ro'ec ' i W(K I' C-� Type o Insp on: ID J ltie C Address- f� _ 2-0 5d r D to Called: Special,lnstructions: r /r r� mil" Yr V✓�fl D e Wa ted• p a.m. 4 ! l fU p.m. Requester: Phone No: Approved per applicable codes. - U Corrections required prior to approval. COMMENTS: 77 �. Inspector: Date: 0 <6 �6 - 1, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. NO INSPECTION RECORD Retain a copy with permit TWSPECTION 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 Proj�c� t: (, 7 Type of Insp do 6 a ,. Address: 17 q Date Called: w Special Instructions: d� /( i pj D.to Wanted- a.m. (a p.m. Requester: Phone No: ❑ Approved per applicable codes. 11 Corrections required prior to approval. Inspector: Date A�L I K®o' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit puf'6-� 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: R W Type of Ins ecti G > Address: ic � Kf Ctr PrKw Date Called: yr Special Instructions:: V � �� Datetanted: a.m. �� `� P.m. Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. Inspector:le-l" Date: _ / 3- 1S 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 PT- 63 IN 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:r LlirK S Type of Inspection, U ( - (�o Address: GG y J�f� r 1" �ar`w Date Called: SpecialInstructions: AA Iot— ujr l� Date Wanted: a.m. p.m. Requester: Phone No: Inspector: Date-6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD EA I Retain a copy with permit I ION NO, PERMIT NO. CITY OF" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request tine (206) 438-9350 Project: V-Kea Typ�j of In pecti n: kt0 S� Address: f r_Ch q Date Called: Special/Instr ctions:� Kate Wa tawt eded: % a.m. Requester: Approved per applicable codes. EI Corrections required prior to approval. Inspector: Dater REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. INSPECTION RECORD �IT���`�3 ZNCT Retain a copy with permitION N0. PERMIT N0. CITY OF" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pt` F0t Gt 1pq Type of Inspection: 41 0 A dress: M70 Date Called: Special Instructions: A� ate Wanted: a.m. 5-2,01,6 P.M. Requester: Phone No: ❑Approved per applicable codes. E Corrections required prior to approval. Inspector: L6(:��— pater- 2 6/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cat[ to schedule reinspection. TI tl� INSPEC N RECORDn7 O Retain a copy with permit Tn5PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: v✓( Type f insp cion: JI ' I- la-1 ddress: 7170 Date Called: Special Instructions: Date Wanted:' a.m. d p.m. Requester: Phone No: Inspector: IDateY- 2- 7 —/6 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 INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: rr rpq IN �-"l Ty e of Inspe G{ Gt1. W"L AddressZ:0 r� � ���,.` ' pate Called: pecial Instructions: pate W�rltG� ed:, /' '/f� a.m. L� p.m. Requester: Phone No: Inspector: � Date: El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �e INSPECTION RECORD(5- 2 Retain a copy with permit I ION N0, PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projectt:� c Typ fJJnnspection: �II (� Address: Date Ca d: Special Instructions,: Date anted: a.m. p.m. Requester: Phone No: Ilnspector: y � luace j j /,` �� �l REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Der'°L�3 mot' Retain a copy with permit 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: C Tu/t K. S Type of Ins ertion: 0 A��� : 716 _ � � Oat .Called: Special Instructions: Date W n a.m. p.m. Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: VIA dc> a Inspector. r—C Oate: /I , �" REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Call to schedule reinspection. a 2 INSPECTION RECORD 3 Retain a copy with permit D is INS P N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: a (''Q-0c. Typ of Inspectipn: :fie—S S t Address ��� Date Called: Special Instructions: `A fr i Date d: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. Inspector: I/ !/ IDate: ,r_ b , 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 I P(-r-007 SPECTION 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`je�c�t: v Type of Inspection: Address: Date Called: Special Instructions: gate Wa=d: a.m. p.m. Requester: Phone No: Inspector: Date:f RE INSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD l-)l S - t`V'iS Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project- Type of Inspection: Address: Suite #: % �`� ?�j Sc 6<1 Contact Person: Special Instructions: Phone No.: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: / C ZA.1 r e/L ©i' // 0 ✓�'� % o 1/ a.vC !rJ ;, v / ✓ D /Zi 2,-�v Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:' Date: 91 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 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: >/ 1/, rPl-- 2 S Type of Inspectio � /V/'� Address: Suite Contact Person: Special Instructions: Phone No.: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: ` .'J 6 l.� //✓ �G jam{ IV -� Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: � Inspector:, C_:-- f f' � Date: ') // 3 //, I Hrs.: /. O ❑ $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 7`r INSPECTION RECORD Retain a copy with permit t l5--- O l5-(0 INSPECTION NUMBER PERMIT NUMBERS A -- /-/ - In, CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:__----- Typ/e.of Inspection: r Address: Contact Person: Suite #: Special Instructions: Phone No.. Approved per applicable codes. N"Corrections required prior to approval. COMMENTS: ZU.5-1 1 �37 11-4 ,A- i4l/ iw�l 1 r i#i�� / 6 / 7(1 ' / X - %'L z z /U Ige Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:' i�y Date: y/,I Hrs.: 3' O $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 INSPECTION RECORD / Retain a copy with permit - �> INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project .--� Type of Inspe p n: Address: Suite #: 7r Contact Person: Special Instructions: Phone No.: Approved per applicable codes. _Corrections required prior to approval. r COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector Date: %,2 f� Hrs.: Q $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 Retain a copy with permit /5 0 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project, Type of Inspection: Address: Suite #: Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: S D du/N/� rs �C Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �� /,-r�s Date: Hrs.: / S r $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 INSPECTION RECORDI- fZ� Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project, Type of Inspection: Address: 21/ Contact Person: Suite #: w 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: >�S Date: -711 FHrs.: -7, 0 $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 �s INSPECTION RECORD �`hi� -1179Z Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: �i N ��,S Type of Inspection: I/e K Address: Contact Person: Suite #: Z C PkI Special Instructions: Phone No.: ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: r c /-/,410 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 31 Date: '1 1 Hrs.: 1.y $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 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: 1 Address: -7 c( Contact Person: " Suite #. / Special Instructions: Phone No.: 1-1 Approved per applicable codes. /L Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ; ! I Date: r/�/ I Hrs.: t $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: a 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: — / 141//l/ Type of Inspection: Address: Suite #: %^'9 ;�!o Contact Person: Special Instructions: Phone No.: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ' v Needs Shift Inspection: Sprinklers: Fire Alarm: /fjr, - Hood & Duct: Monitor: zN(e Pre -Fire: Permits: Occupancy Type: Inspector: 9�5 Date: 1��1��� Hrs.: / Q ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. willing Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 .J . 1., GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INS.PECTION August 26, 2016 KA No. 066-16076 Permit No. D15-0293 City of Tukwila Attn: Bldg. Dept. 6200 Southcenter Parkway Blvd. Tukwila, WA 98188 RE: Final Letter Twin Peaks Restaurant 17920 Southcenter Parkway Tukwila, WA 98188 To Whom It May Concern: In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Proprietary Anchors • Reinforcing Steel Cast in Place Concrete • Structural Steel Welding To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2012 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939-2500. Respectfully submitted, & SO TES, MC William B Throne Operations Manager Puyallup CC: Stovetop Restaurant Group RECEIVED CITY OF TUKW-A SEP 0 6 2016 PERMIT CEN1 c-R �� - With Offices Serving The WesterD ted States _ 922 — Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939-2500 • Fax: (253) 939-2556 g Page 1 of 1 au " I(Man&Associates, Inc. Field Geotechnical Engineering • Environmental Engineering Report NO.: 06616076DFR462016WR-1 Construction Testing and Inspection DATE: 4/6/2016 Set Count: 1 CONTRACTOR: Alegis PROJECT #: 06616076 PERMIT #: D15-0293 PROJECT: Twin Peaks Restaurant INSPECTOR: William Rooney LOCATION: 17920 Southcenter Parkway JURISDICTION: City of Tukwila KA P.M.: WEATHER: Sunny TEMP: 600 F Inspected reinforcing steel for footings and grade beams located 1.6-6/A+l 8'-H. Reinforcing steel was checked for size, grade, spacing, count, lap, and clearance. Reinforcing appeared to conform to the approved plans and specifications. Inspected concrete placement for footing s located 1.6-6/A+18'-H. Corliss delivered 71.5yd3 of approved concrete mix J15500 One set of five strength. test cylinders was cast form this mix. Concrete was placed by pump and boom and was mechanically consolidated. Concrete placement appeared to conform to the approved plans and specifications. RECEIVED CITY OF TUKWILA AUG-0 1.2016 PERMIT CENTER Reviewed B . ASTM Test #: Asset Numbs s : To the best of my know edge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 The Wmnstion proAdod on ihls report is prepared for the achuive we of the clica Thfa repot my not be reproduced in any foram wlthoul the written permission of the client and Krvie & Associates. This report indlema our impactors dxar on end testiq results based on site conditions and contractor activities. This inform dm a sabjeet to review prize to fhW tubmitW. By sipping thu rrgatt, cur hupeetor dots not satgt responsibility for wt'tdity ofresulm The rams inforantion has bun provided by others on site, NO i1a%WK.Y'aZal&Assoc1ates, Inc. Geotechnical Engineering a Environmental Engineering Construction Testing and Inspection FIELD REPORT NO.: 16076DFRO40816-MA DATE: 4/8/2016 CONTRACTOR: Alegis Construction PROJECT #: 06616076 PERMIT #: D15-0293 PROJECT: TvAn Peaks INSPECTOR: Mike Allen LOCATION: 17290 Southcenter Blvd JURISDICTION: Tukwila KA P.M.: WEATHER: Sunny TEMP: 66 ° Krazan & Associates representative arrived on site as requested for reinforced concrete placement inspections. Upon arrival net with Alegis contractor and reviewed the general notes and details of the approved plans and specifications. Inspections is follows: Entry footings gridlines 1-1.6/A-D iforcing steel: Inspected ASTM A615 grade 60 reinforcing steel installed for locations noted above. Reinforcing steel of proper bar size, type, grade, spacing, location, count, lap splice, configuration, alignment, clearances. All items ected were secure and in place as per details and general notes of the approved plans prior to placement of concrete. acrete Placement: EM Precision contractor placed 5 cyds of Corliss Resources concrete mix #J15500 by truck chute I consolidated by h/f vibrations. Sampled and tested concrete for slump, temperature, and cylinder strength testing. Cast a of 5- 4" x 8" compressive strength cylinders to meet 4000 psi @ 28 days. reference concrete report #16076CRO40816MA for additional concrete test information. Reviewed By. To the best of my RECEIVED CITY OF Ti:6MILA AUG 0 1 2015 PERMIT CENTER. ASTM Test ft: Equipment/Asset Number(s): the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: /Y- l -"_ - Offices Serving the Western United States Lynnwood (425) 485-5519 - Poulsbo (360) 598-2126 - Puyallup (253) 939-2500 Deily Fidd Report Rerlsi°° B E6a6-07AY2013 71e �! maa°a puvidd®dm rtpulkPe3'�tw met�9adavae otme dimi.'mY rtpun may°mbrepad°mdmaay m,mn amhom me>dnm p-mY,im otmc tLmlWKmaaa'.an®tn'Ihb report hWsels emmryWNi ohweub°mlludag raatsbaaedon dOemWhim lad mahada a iAkr. 7Lo a@ dm is mb)Mto re— Prix W&W mbmihL By WaN fhm MPM,= brlw da+ml V-0-p—ibilY:'W lUky arem1m Tk Ya W—adtm her b m P'or+dW by °mm a a ft N QKrazan&Associ ate s, Inc. Geotechnicai Engineering . Environmental Engineering Construction Testing and Inspection FIELD REPORT NO.: 16076DFRO42816-JP DATE: 4/28/2016 CONTRACTOR: Alegis Construction PROJECT #: 06616076 PERMIT #: D15-0293 PROJECT: Twin Peaks Restaurant INSPECTOR Justin Pink -ley LOCATION: 17920 Southcenter Parkway JURISDICTION: city of Tukwila Wa, KA P.M.: Bill Throne WEATHER: overcast TEMP: 45-65 tcrazan held representative Justin Pinkley arrived on site as requested to perform reinforced concrete placement inspections of grade 60 rebar and 4000 psi concrete placed for the kitchen slab at grid lines A-F/4-5, the utility room slab at grid lines 4.9-6/F.5-H, the bar slab at grid lines 3.25-3.9B.2-B.8, and the main entry pedestals at grid lines 1/A-D. The Krazan field representative performed rebar placement inspections of the grade 60 rebar and WWM placed at the above noted locations. The field representative verified the size, grade, splice, clearance, count, placement, and locations of the rebar placed at the above noted locations and found that the rebar had been placed in accordance with the general notes and details of the approved plans and specifications. The field representative performed reinforced concrete placement inspections of 4000 psi concrete placed at the above noted locations. The field representative observed the concrete subcontractor place approx 25+ cubic yards of Corliss Resources 4000 psi concrete mix ID# J 15500 at the above noted locations. The 4000 psi concrete was placed via boom pump and was mechanically consolidated with a high frequency vibrator as specified in the general notes and details of the approved plans and specifications. One representative sample of the 4000 psi concrete was taken for field and laboratory testing during the duration of the concrete placement at the above noted locations. The sample taken consists of 5-4"x 8" concrete test cylinders cast for compressive strength testing. Please refer to concrete cylinder report 06616076CR4282016JP-1 for concrete placement information and test results of the samples taken. RECEIVED CITY OF'I'UKWILA AUG 0 1 2016 PERMIT CENTER Reviewed By: ofASTM Test #: Equipment/Asset Numbegs): To the best of my knowtedge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 Duly Fidd Rtpun ReaisimB Rff &.07Jt3R017 TDe iffummm trnddd ro Otls noon 4,ucpad Av ute adoeae oR oftfe Nm1. 74is.a �n m.+wt be rtpo7�a0 N mN twmY vBhmame�+M�m p�miedrm W the6mem0 Yn� Q e. •avle':. ThB Rpmt mdimn our mll,pVey oDw.niuu coC recce, � A mJ m sao amdtumcua mutrncur aClhui[a 1tic aGxmetFnBmbJad wnvinv priorW hul wtmhal BYliyutuY/Bd.rt3nn. mY loryGrlOr doau Ytoxpl+t@wmBq 4r,�BEiq�otnsuLi. The umc BNumstYm Ou bw prowled byaKnmcie 4.1(1�G an& A s s o c i a t a s, I n c. Geotechnical Engineering - Environmental Engineering Construction Testing and Inspection DATE: 4/6/2016 PROJECT#: 06616076 PROJECT: Twin Peaks Restaurant LOCATION: 17920 Southcenter Parkway KA P.M.: CONCRETE REPORT NO.: 16076CRO40616-WR CONTRACTOR: Alegis PERMIT #: D15-0293 INSPECTOR: William Rooney JURISDICTION: City of Tukwila WEATHER; Sunny TEMP: 57 ° Field Data Concrete: J15500 Other: Supplier.l CorllSs Plant No.I I Site Mix: -1 Slump Mix Air Unit Time Truck # Ticket # % Air Inch Temp (F) Temp (F) Weight 9:07 1 110 42750 5.0 1 55 ° 57 ° Placement Area Location: Footings and grade beams 1.6-6/A+18'-H RECEN CITY OF TU AUG 01 Remarks: IPlaced by pump and boom, m Please Refer To Field Repot Number: 06616076DFR462016W R Inspector : I Ta for Rooney Reported Batch DATA Cement Type I I -II Design Actual Mix No. J15500 Cem. Lbs. 4890 F. Ash lbs. C. Agg. Lbs 3/4" 17960 C. Agg. Los C. Agg. Lbs send ibs 14060 Water 280 Admixture Glen3030 120oZ Admixture Masterset 492 Admixture Air Ent. 17 ( oz l cwt. ) Water Added On Job Site (Gals.) 15 Field Test ASTM Method C143 C138 C11114 C173 C31 Other Laboratory Data Design Strength: �� 4000 @ 28 days Date Specimens Rec'd: 4/7/2016 Cyl, Code Test Date Field Cure Age Dim. Area Wt. # Max Load Comp. Strength Set # Tested By Brk Typ Test Method ASTM C39 ASTM C109 ASTM C617 ASTM C1231 ASTM C1019 OTHER 1366-1 4/13/16 7 4.00 12.57 - 49585 3940 1 MT 3 1366-2 5/4/16 - 28 - 1 1366-3 5/4/16 - 28 - 1 1366-4 5/4/16 - 28 - 1 1366-5 - H - 1 Test Results Rem arks: Results Reviewed By: Date: - ir Codes for Break Types: 3 4 5 6 T Offices Serving The Western United States Concrete Repoli Lynnwood (425) 485-5519 - Poulsbo (360) 598-2126 - Puyallup (253) 939-2500 The NfamClmI-W.4 m bb mWa P.-uu P-W byW=dwkzaleedbt W nMdbar.PW.W b n"u"g.haul 0- 10W mLe P."jcn°IP-cad xnrm-Au W-Thi rhal}WkK}aab-PaabM1 a0servtlionWI: 'bq -wt.b woncW PMdll -Memb.ebfsum. . THa bfamriun U.uhj.db mb=r p,ln bIWJgMnIWL By -Oft N.,pat"if-P- dw ad.c 0 n.PmYLBtyfar wWk, d—It, TM-m-Wm bmhtl hn —Mqd byoihm m slip. 3 dgKrazan&Ass aciate s,Inc, Geotechnical Engineering . Environmental Engineering Construction Testing and Inspection DATE: 4/26/2016 PROJECT #: 06616076 PROJECT: Twin Peaks LOCATION: 17290 Southcenter Blvd KA P.M. FIELD REPORT NO.: 16076DFRO42616-MA CONTRACTOR: Alegis Construction PERMIT #: D15-0293 INSPECTOR: Mike Allen JURISDICTION: Tukwila WEATHER: Sunny TEMP: 60's Krazan & Associates representative arrived on site as requested for reinforcing steel inspections. Upon arrival met with Aegis contractor and reviewed the general notes and details of the approved plans and specifications. Inspections as follows 4" slab gridlines 1.6-6/A1.5-H inforcing steel: Inspected the reinforcing steel installed for locations noted above. Reinforcing steel was in the process c ng installed in accordance with the general notes and details of the approved plans. Final reinforcing steel inspection will performed prior to concrete placement. RECEIVED CITY OF TUKWIL AUG 01, 2016 PERMIT CENTER Reviewed By: y ASTM Test M Equipment/Asset Number(s)- To the best of my knowl'41 e, the above WAS performed In accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: 4 #411 Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 Daily Fidd Repon Revision 8 Maiv 02J132013 Tbeia m &np-Aad M mb ftrn bprgwvd ftWee luein uxenrth: a..L TbbnPW w.7 M tb ',tdwdbnryF—".WM tnemtewprtmbin ufftdimand Kr;ntnB Amjftk. 7db npr[indimea mr b,�aweansa.wnaod toalbs n-^n. ba,e0wahe wadMom ead wntnaor eunide. Tbi: iobrmu®bwbjM mreaiew pnNb�nl mbmiiml %diva tbb,sytm, au 6gatwdor: doteasNt�e07lb 0t veaQbY oftmnb. 1Te umeinf wbulw dew Vn�d�tr,od�maon ti,a. A Page 1 of 1 = an&Associates, Inc. Field Geotechnical Engineering . Environmental Engineering Report NO.: 06616076DFR5242016JT Construction Testing and Inspection DATE: 5/24/2016 Set Count: CONTRACTOR: ALEGIS CONST. PROJECT #: 06616076 PERMIT #: DI5-0293 PROJECT: TWIN PEAKS RESTAURANT INSPECTOR: Jeffry Tuttle LOCATION: 1.7920 SOUTHCENTER PKWY JURISDICTION: CITY OF TUKWILA KA P.M.: BILL WEATHER: OVERCAST TEMP: 57' F ARRIVE ON SITE AS REQUESTED. OBSERVE AND REVIEW GENERAL NOTES. OBSERVE AND REVIEW STRUCTURAL DRAWINGS. OBSERVE AND REVIEW WELD PROCEDURE AND WELDER QUALIFICATIONS. PERFORM VISUAL WELD INSPECTION OF MOMENT FRAME KNIFE PLATES PER DETAIL 1 ON SE-7A GRID LINE 1 ON SE-7A. GLU-LAM HANGERS PER DETAIL B-B AQND C-C ON SE -IA GRID LINES A & D ON 3 TO 4 LINE. CANOPY COLUMN BASE TO EMBED AND COLUMN CAP TO BEAM SADDLE PER DEATAIL 2 ON S-301 GRID LINE XX ON 4 TO 6 LINE AND 6 ON XX TO F LINE. CANOPY BASE TO EMBED WELD AT XX LINE ON 4 LINE CANNOT BE WELDED PER DRAWING DUE TO EMBED TO CANOPY COLUMN MISALIGNMENT. COLUMN BASE TO EMBED WELDED ON THREE SIDES. THIS IS PENDING RFI APPROVAL. WELDING WAS FOUND TO BE ACCEPTABLE PER AWS D1.1. WORK COMPLIES WITH DRAWING SPECIFICATIONS. RECEIVED CITY OF TUKWILA AUG'01�2016 PERMIT CENTER Reviewed B7- ASTM Test #: --F Asset Number(s): To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 The information provided on this report is prepared for the exclusive use of the client. This report may not he reproduced in any formal without the written permission of the client and Krumn & Associates. This report indicates our inspectors observation and testing results based on site conditions and contractor activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. The same information has been provided by others on site. AK ANN" -_KT'azal1&Ass ociate s, Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 4/27/2016 PROJECT #: 06616076 PROJECT: Twin Peaks Restaurant LOCATION: 17920 Southcenter Parkway KA P.M.: Bill Throne Field Data Concrete: Slab Other: N/A CONCRETE REPORT NO.: 16076CRO42716-JP -1 CONTRACTOR: Alegis PERMIT #: INSPECTOR: Justin Pinkley JURISDICTION: city of Tukwila Wa, WEATHER: overcast TEMP: 45-55 Supplier: Corliss Resources Plant No. 002 Site Mix: N/A Slump Mix Air Unit Time Truck # Ticket # % Air Inch Temp (F) Temp (F) Weight 7:45 1 0151 1 104545 1 N/A 6 1 61 0 1 54 0 1 N/A Location Placement Area Concrete was placed for the interior slab on vapor barrier and the thicken grade beams. The sample was taken at the start of the concrete placement. Remarks: Concrete was placed via boom pump and was mechanically consolidated with a high frequency vibrator as specified in the approved plans Please Refer To Field Repot Number: 06616076DFR4272016JP Inspector :I Justin Pinkley Reported Batch Cement Type Design Mix No. Cam. Lbs. F. Ash lbs. C. Agg. Lbs C. Agg. Lbs C. Agg. Lbs Sand Ibs Water Admixture Admixture Admixture Air Ent. (O� j cwt. I Water Added On Job (Gals.) DATA Actual Site 10 rAwl J15500 J15500 517 515 N/A N/A 3l4" - 1890 1 887 N/A N/A N/A N/A 1380 1440 327 310 GIen3030-13e= 13 oz N/A N/A N/A N/A N/A N/A Field Test ASTM Method C143 C138 C1064 C173 C31 Other Laboratory Data Design Strength: 4000 @ 28 days Date Specimens Rec'd: Cyl. Code Test Date Field Cure Age Dim. Area Wt. # Max Load Comp. Strength Set # Tested By Brk Typ Test Method ASTM C39 ASTM C109 ASTM C617 ASTM C1231 ASTM C1019 OTHER 7 1 28 1 28 1 28TY 1 H 1 F-_I I Test Results Non -Conforming Remarks: Results Reviewed By: Date: Codes for Break Types: 1 2 ® 3 4 5 n 6 Offices Serving The Western United States Concrete Report Revision 11 Effective 02-11.13 Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 The information provided on this report is prepared for the exclusive use of the client. and may not be reproduced in any format without the Welsh permission of the client and Krazan 3 Associates. This report Indicates our inspector's observation and testing results based on site conditions and contractor activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. The same information has been provided by others m site. Kraza'n&Associates, Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 4/28/2016 PROJECT #: 06616076 PROJECT: Twin Peaks LOCATION: 17920 Southcenter Parkway KA P.M.: Bill Throne Field Data Concrete: slab Other: pedestals CONCRETE REPORT NO.: 16076CRO42816-JP CONTRACTOR: Alegis Construction PERMIT #: D15-0293 INSPECTOR: Justin Pinkley JURISDICTION: city of Tukwila Wa, WEATHER: overcast TEMP: 45-65 Supplier: Corliss Resources Plant No. 002 Site Mix: r N/A Slump Mix Air Unit Time Truck # Ticket # % Air Inch Temp (F) Temp (F) Weight 11:00 1 0152 1 104601 1 N/A 4 1 63 0 1 64 0 1 N/A Location: Placement Area concrete was placed for the kitchen slab at grid lines A-F/4-5, the utility room slab at grid lines 4.9-6/17.5-H, the bar slab at grid lines 3.25-3.9/B.2-B.8, and the main entry pedestals at grid lines 1/A-D Remarks: Concrete was placed via boom pump and was mechanically consolidated with a high frequency vibrator as specifid in the general notes and details of the approved plans and specifications. Please Refer To Field Repot Number: 06616076DFR4282016JP Inspector :I Justin Pinkley Reported Batch DATA Cement Type Design Actual Mix No. Cem. Lbs. F. Ash lbs. C. Agg. Lbs C.Agg. Lbs C. Agg. Lbs Sand Ibs Water Admixture 271 oz 163 oz Field Test ASTM Method C143 C138 C1064 C173 C31 Other Laboratory Data Design Strength: 4000 @ 28 days Date Specimens Rec'd: Cyl. Test Field Wt. Max Comp. Set Tested Brk Test Method Code Date Cure Age Dim. Area # Load Strength # By Typ ASTM C39 7 1 ASTM C109 28 1 ASTM C617 28 1 ASTM C1231 28 1 ASTM C1019 H 1 OTHER Test Results Remarks: Non -Conforming Results Reviewed By: Date: Codes for Break Types: �� a 1 2 3 4 5 6 Offices Serving The Western United States Concrete Report Revision 11 Effective 02-11-13 Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 •Puyallup (253) 939-2500 The information provided on this report is prepared for the exclusive use of the client, and may not be reproduced In any format without the written permission of the client and Krazan &Associates. This report indicates our inspector's observation and testing results based on site conditions and contractor activities. This information Is subject to review prior to foal submittal. By signing this report, our inspector doss rwt accept responsibility for validity of results. The same information has been provided by others on site. Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 •Puyallup (253) 939-2500 The information provided on this report is prepared for the exclusive use of the client, and may not be reproduced In any format without the written permission of the client and Krazan &Associates. This report indicates our inspector's observation and testing results based on site conditions and contractor activities. This information Is subject to review prior to foal submittal. By signing this report, our inspector doss rwt accept responsibility for validity of results. The same information has been provided by others on site. [d an&As sociate s,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection FIELD REPORT NO.: 16076DFRO42816-JP DATE: 4/28/2016 CONTRACTOR: Ale is Construction PROJECT #: 06616076 PERMIT #: Z 15- 29 PROJECT: Twin Peaks Restaurant INSPECTOR: Justin Pin e LOCATION: 17920 out center ar wa JURISDICTION: cit o u wi a VVa, KA P.M.: I i T rove WEATHER: overcast : 45-65 Krazan field representative Justin Pinkley arrived on site as requested to perform reinforced concrete placement inspections of grade 60 rebar and 4000 psi concrete placed for the kitchen slab at grid lines A-F/4-5, the utility room slab at grid lines 4.9-6/17.5-1-1, the bar slab at grid lines 3.25-3.9/B.2-B.8, and the main entry pedestals at grid lines 1/A-D. The Krazan field representative performed rebar placement inspections of the grade 60 rebar and WWM placed at the above noted locations. The field representative verified the size, grade, splice, clearance, count, placement, and locations of the rebar placed at the above noted locations and found that the rebar had been placed in accordance with the general notes and details of the approved plans and specifications. The field representative performed reinforced concrete placement inspections of 4000 psi concrete placed at the above noted locations. The field representative observed the concrete subcontractor place approx 25+ cubic yards of Corliss Resources 4000 psi concrete mix 1D4 J15500 at the above noted locations. The 4000 psi concrete was placed via boom pump and was mechanically consolidated with a high frequency vibrator as specified in the general notes and details of the approved plans and specifications. One representative sample of the 4000 psi concrete was taken for field and laboratory testing during the duration of the concrete placement at the above noted locations. The sample taken consists of 5-4"x 8" concrete test cylinders cast for compressive strength testing. Please refer to concrete cylinder report 06616076CR4282016JP-1 for concrete placement information and test results of the samples taken. Reviewed By: ASTM Test #: RECEIVE[ CITY OF TU16V ILA AUG 0 1- 2016 PERMIT CENTER Equipment/Asset Number(s): To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 Daily Field Report Revision B Effective 02/13/2013 The information provided on this rcp,,t is prepared for the crclusiva — of the client. This report may not he rep,Wo.d in toy format without the written I—iniort ofthe diem and K—o R Associmes. This report indicates our inspecmrs obscrvotioo and testing rnuIt, based mt site conditions and wol—, -wits- This info,-m is subject to review prior to f nal submito 1. 0y signing this report. our inspwtor does not erupt responsibiliry for validity of results. l'he more inlivnmlion has berm provided ny others on silo. ge==K M& A s s o c i a t e s, I n c. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 4/27/2016 PROJECT #: 06616076 PROJECT: LOCATION: KA P.M.: Twin Peaks Restaurant 17920 Southcenter Parkway Bill Throne Field Data Concrete: Slab Other: N/A CONCRETE REPORT NO.: 16076CRO42716-JP -2 CONTRACTOR: Alegis PERMIT #: INSPECTOR: Justin Pinkley JURISDICTION: city of Tukwila War WEATHER: overcast TEMP: 45-55 Supplier: I Corliss Resources Plant No. 1 002 Site Mix: N/A Slump Mix Air Unit Time Truck # Ticket # % Air Inch Temp (F) Temp (F) Weight 9:30 1 0153 14556 1 N/A 1 5.25 1 62 ° 1 55 0 1 N/A Location: Placement Area Concrete was placed for the interior slab on vapor barrier and the thicken grade beams. The sample was taken at the second portion of the placement. Remarks: Concrete was placed via boom pump and was mechanically consolidated with a high frequency vibrator as specified in the approved plans Please Refer To Field Repot Number: 06616076DFR4272016JP Inspector :I Justin Pinkley Reported Cement Type Mix No. Batch Design DATA Actual J15500 J15500 Field Test ASTM Method C143 C138 C1064 C173 C31 Other Laboratory Data Design Strength: 4000 @ 28 days Date Specimens Rec'd: Cyl. Test Field Wt. Max Comp. Set Tested Brk Test Method Code Date Cure Age Dim. Area # Load Strength # By Typ ASTM C39 7 EIVED 2 ASTM C109 28 l 2 ASTM C617 28%.#1-2 ASTM C1231 28 2 ASTM C1019 H 2 OTHER ER Test Results Remarks: Non -Conforming Results Reviewed By: Date: Codes for Break Types: 1 2 3 4 5 6 Offices Serving The Western United States Concrete Report Revision 11 Effective 02-11-13 Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 •Puyallup (253) 939-2500 The information provided on this report is prepared for the exclusive use of the client, and may not be reproduced in any lormat vrittaut the written permission of the client and Krazan 8 Associates. This report indicates our inspactofs observation and tasting results based on sits conditions and contractor activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. The same information has been provided by others on site. Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 •Puyallup (253) 939-2500 The information provided on this report is prepared for the exclusive use of the client, and may not be reproduced in any lormat vrittaut the written permission of the client and Krazan 8 Associates. This report indicates our inspactofs observation and tasting results based on sits conditions and contractor activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. The same information has been provided by others on site. MOT W4 FIELD (I dial& Ass ociate s,Inc. REPORT NO.: Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection 16076DFRO42716-JP DATE: 4/27/2016 CONTRACTOR: Alegis Construction PROJECT #: 06616076 PERMIT #: PROJECT: Twin Peas Restaurant INSPECTOR: Justin Pinkie LOCATION: 17920 Southcenter Mairkway JURISDICTION: ci—tyof Tu wl a Wa, KA P.M.: I rone WEATHER: overcast -TEMP: 40-50 Krazan field representative Justin Pinkley arrived on site as requested to perform reinforced concrete placement inspections of grade 60 rebar and 4000 psi concrete placed for the interior slab on vapor barrier. Initial rebar placement inspections were performed by Krazan field representative Mike Allen on 4-26-2016 in the afternoon. Krazan field representative performed an additional rebar placement inspection prior to the placement of concrete at the above noted locations. The field representative verified the size, grade, splice, clearance, count, placement, and locations of the rebar placed at the above noted locations and found that the rebar had been placed in accordance with the general notes and details of the approved plans and specifications. The field representative performed reinforced concrete placement inspections of 4000 psi concrete placed at the above noted locations. The field representative observed the concrete subcontractor (EM Precision) place approx 162+ cubic yards of Corliss Resources 4000 psi concrete mix ID # J15500 at the above noted locations. The 4000 psi concrete was placed via boom pump and was mechanically consolidated with a high frequency vibrator as specified in the general notes and details of the approved plans and specification. Two representative samples of the 4000 psi concrete were taken for field and laboratory testing during the duration of the concrete placement at the above noted locations. The samples taken consist of 5-4"x 8" concrete test cylinders cast for compressive strength testing. Please refer to concrete test cylinder report #'s 06616076CR4272016JP-1 and 2 for concrete placement information and test results of the samples taken. Reviewed By: ASTM Test #: RECEIVED CITY OF TUKWILA AUG 0 1 � 2016 PERMIT CENTER Equipment/Asset Number(s): To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 Daily Field Report Revision 8 Effective 02/13/2013 The information provided an this rcNd is prepared for the exclusive — of the diam. This report may nm be reproduced in any f—t without Iho wn— permission ofth. client and Krorua A Associates. This tepod indicates our inspectors observation end testing resales based on site conditions and convo w activities. This information is subject to r.d— prior to final submittal. By signing this report. our inspector dots oat accept responsibility for validity of results. Thesameinformation has been provided by others on site. 130 VAM e!==1( ZM&Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection FIELD REPORT NO.: 16076DFRO70716-RH -1 DATE: 7/7/2016 CONTRACTOR: Alegis Construction PROJECT #: 06616076 PERMIT #: D15-0293 PROJECT: Twin Peaks Restaurant INSPECTOR: Randy Hansen LOCATION: 17920 Southcenter Parkway JURISDICTION: City of Tukwila KA P.M.: WBT WEATHER: Cloudy TEMP: 61 ° Krazan and Associates representative on site as requested for the following: • Proprietary Anchor Inspection is inspector arrived on site and met with the contractor representative and was informed of the requested inspection on st Installed Anchor for Hold Downs. The contractor provided this inspector with an engineer redlined S 100 drawing )wing the locations of the anchor bolts for the HDU4 and HDU5 hold downs, along with the red letter note for installation the bolts including embed depth, bolt size, and type of anchor adhesive to use. contractor drilled the HDU 4 holes 8" deep and the HDU 5 holes 12" deep per the note. The holes were cleaned by npressed air and brush. The bolts were then set into the holes with Simpson AT-XP lot # 009YO80Y 1/2/17, Report #: -263. contractor only installed (2) of the (4) HDU 5 anchor bolts at this time due to an issue with the wall framing. Reviewed By: RECEIVED CITY OF TUKWILA AUG 01- 20% PERMIT CENTER ASTM Test #: Equipment/Asset Number(s): To the best of my knowledge, the above WAS NOT performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 Daily Field Report Revision 8 Effective 02/13/2013 The in(omulion provided m din report isp vpand for Ne exclusive use a da client. This report may na be mpnod-c in any formal withau,vie wn—penni,6,, of the diem and K—.&&—imes. This report indicates our inspttvor.obsnvaiion and wsting m.1n, hash an sirecondidons and mn—na actisities. Th¢ in(reaulion is subiml Io review prior Io Fast wba,ia,L By signing this pon. our inryena does not amepl responsibJi,y far vsliday Nresuhs. The snore Wann'ti" has been peovided by "hers ao site. %AA(=M&Associate s,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 7/7/2016 PROJECT #: 06616076 PROJECT: Twin Peaks Restaurant LOCATION: 17920 Southcenter Parkway KA P.M.: W BT STRUCTURAL STEEL WELDING INSPECTION REPORT NO.: 16076SSR070716-RH -1 CONTRACTOR: Aleais Construction PERMIT #: D15-0293 INSPECTOR: Randy Hansen JURISDICTION: City of Tukwila WEATHER: Cloudy TEMP: 61 ° FFIELD ❑ SHOP WELDING F VISUAL ❑ MATERIALID Item(s) Inspected: Patio Area - roof structure connections, and metal deck fasteners Location: Patio Area Welder qualification / certification verified for: Position: ❑ FLAT ❑ VERTICAL Process: 0 SMAW ❑ FCAW Weld Type: 0 FILLET ❑ C.P. Weld Size: ❑ 3/16" ❑� 1/4" Codes: 0 AWS ❑ AISC NOTES Colleen Nichols W03369 ❑ OVERHEAD ❑ HORIZONTAL ❑✓ Filler Metal: E7018 ❑ SAW ❑ GMAW ❑ Other: ❑ PLUG ❑ P.P. ❑✓ Other: Puddle ❑ 3/8" 0 5/16" ❑ Other: ❑ ASME ❑ IBC ❑ Other: DISCREPANCIES % COMPLETE Formed a visual inspection on the completed welds for the patio area roof structure. "1'he tit up, prep and completed well e found to be acceptable. Also verified metal roof decking was attached per the approved plans. The welding was done the roof plan. The side laps were not fastened as required with # 10 TEK Screws. work was performed in accordance with the project documents and applicable code, except as noted above. RECEIVED CITY OF TUKWILA AUG 01.2016 PERMIT CENTER To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Struetural Steel Report Technician: Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 The infomutim provided on this rcpon is prq ed ro, the exclusive use of the client. Thu uponmey not be rcpmduced in u,yf-1 without the wdocn permission of thedi—and K.—&Associmes. This g—indicmes our inspecmrs oh—fi. and testing rcsulu based on size—dik—and rontr mr ucuvities. This infmnmimt is subject to miew prmrmf Wsubmiunl. By signing this rcpmn. aurinspcctor dsns not xccpt resrynsibitity for v;Jidiry ofrcsults. Thesameinfonnmion hushcen provides by when on sire. :ood_Establishment Inspection Report > For ' B` Public Health t Seattle & King County lusineds Na a Operator: Page of address fl�CitYZIP Email � Phone: ieneral Health Record ID P/E Date Time In Office Time Activity Time Travel Time SCR' �I I R I � v m m m : m Item I Location _ i 14 OBSERVATIONSTEMPERATURE Temp (OF) Item I Location t Temp (OF)S@fviC@ �129 ' t \ _ . ❑ Retu nuled 126 ❑ Fld PI Rvw 130 ❑ Complaint 133❑Illness/ Inj. 134❑Permit Inv. 136❑Field Educ. 12 aPree Q Brat. !� j y .. } 3 RP `, A W 3 i lb ► /'� \E ts1-) b.� rl ~ f ` -ti .04 Q � - F rLj. '-t I _ - ff!a�i�`106❑HACCP OBSERVATIONS and CORRECTION R@suits 01 ❑ Satisfact Item Number Violations cited in this area must be corrected with the time frame specified. Points 02 � = Ur1SatlSfaCt. 03 'Complete 04 ❑ Incomplete Action 04 O Suspend 07 ;A; oved, , 10 ❑ Disapprv'd t,, 11 i O -� � , � (� �, � ry ` %' - �. ,. r i' ► t . C • 26 ❑ Fol/up Rq'd 00 O N/A F - *� up'. 4 t> LQ�'\ =0t,=- -tom y (Employees must have a valid oo worker ? aJ`'�`= _.. - card within 14 days of hire. Please call 206 263-9566 for more information or go to http://www.kingcounty.gov/healthservices f /health/ehs/foodsafety/FoodWorker.aspx. An fnyoice MAy 1e .sent to you if the total plan, revfewcfrvify$irnesendpreoprafidnei ' lnspei # on n# )► and fhe bade " 3X ft411r` r fie s��r9til tbilf.Viitftln 30 days to, avot_!h.epps_$jbwl`,t#yofclosure .. Tf(bbkVou. aP° Ml "fir t This establishment's Health Permit Application is Cbminent� f A-1 Q. 'approved. This approval does not allow you to operate without obtaining the necessary permits and inspections that by law may be required by other agencies. This will serve as a health permit until your � �. permanent health permit is received. Be advised that 1 - menu line changes require prior health approval. Based ontpn inspection this day, the above items are violations, which must be corrected in the time specified bydhe health officer. A food establishment permit may be suspended without Total Points warning, notice or hearing if the requirements of the food code and/or directives of the health officer are not met or if violations are not corrected in the time stated in this report.The permit will be suspended if an imminent hazard exists or there are 90 or more red critical points or if there are 120 or more total points. The health officer will provide an opportunity for an appeal on the validity of a suspension or the findings of an inspection report if a written request is filed with the health officer within ten (10) days of the suspension or inspection. The filing of an appeal does not stay the effectiveness of a suspension.The completed inspection form is a public document that must be made available to any person who requests it under the provision of the Public Disclosure Act (42.17.260 RCW). Person in Charge (Printed Name) ��r. � �•�,%�c (Signature) �-"''�,r � Regulatory Authority (Printed Name) .,�� (Signature), r. \ `. PH-0078-2 (Rev. 7/14) `�- \ Sent: Wednesday, July 20, 2016 10:37 AM To: Jeffrey Baker; Ian Jesse Cc: Alex Kanapilly Subject: FW. F-Line Jeff/Ian — the building inspector has called out a discrepancy between the drawings and as built condition. Can you please review the description below (photo attached) and provide a response. I'll follow up with the formal RFI in a moment, just wanted to get this over to you. Thanks, Jeff From: Tyler Milne[mailto:tyler.milne@alegisconstruction.coml Sent: Wednesday, July 20, 2016 10:30 AM To: Jeff Kindsfater <jgfffflreci6iondsllc.com> Cc: Don Sikes <don.skes@alegisconstruction.com> Subject: F-Line Jeff, S401 section 7 is the detail in question from the city inspector. Section 7 shows 6X10 solid blocking in between stud bays with jack studs on each end of the blocking. We elected for time saving purposes to install a continuous beam of 6X8 material from post to post with jack studs underneath @ 16"OC, with the assumption that this install was much stronger than the specified detail and much faster to perform considering we had to rebuild this wall and at the time was a critical path item. Attached is a current photo of the install hopefully we can get some documentation today that this is sufficient has this and other structural questions have us currently on critical path delay on this project. Thanks, RECEIVED Tyler Milne CITY OF TUKWILA Y ALEGIS Construction, Inc. JUL 27 2016 Ceti: 206.735.2013 PERMIT CENTER ww giscoro.com Tyler.Mijne vLalegisconstruction.com ..r 0;4.q3 From: Jeff Kindsfaterjeff@precisiondsllc.com Subject: FW: F-Line Date: July 21, 2016 at 2:02 PM To: Don Sikes don.sikes@alegisconstruction.com, Tyler Milne tyler.milne@alegisconstruciion.com Cc: Project Twin Peaks Engineer Ian Jesse ian.jesse@anchoreng.com, Jeffrey Baker jeffrey. baker @ des ignparameters.corn Tyler/Don — see Ian's response below. From: Ian Jesse [mailto:ian.jesse@anchoreng.com] Sent: Thursday, July 21, 2016 2:57 PM To: Jeff Kindsfater <jeff@precisiondsllc.com>; Jeffrey Baker <jeffrey. baker@ desig nparameters.com> Cc: Alex Kanapilly <alex@precisiondsllc.com>; David Poe <david@anchoreng.com>; Steven (Caan) Taylor <caan.taylor@anchoreng.com> Subject: RE: F-Line Jeff, To rectify the cut studs along gridline 'F' depicted in the photo strap every stud with a Simpson CS16 x 36" long strap on the inside face and exterior face of the stud. Center the straps on the centerline of the 6x8 installed element, such that 18" is provided above and below the center line. Fill each hole on every strap with 8d nails. The straps can be installed over the exterior sheathing. Sincerely, Ian Jesse, P.E., S.E. Project Engineer Anchor Engineering, Inc. 2535 17th Street Denver, CO 80211 303-783-4797 Main 303-830-9133 Fax From: Jeff Kindsfater fmailto:Jeff@grecisiondsllc.coml RECEIVED CITY OF TUKWILA JUL 27 2016 PERMIT CENTER AIR �.1 . . 4" TO: Jeff Baker t t ASS E I i�: r' COMP Design Parameters m v,, 7J EMAIL: Jeffrey.baker@designparameters.com IN� CL �sx,' a���.�iz, • FROM: Jeff Kin dsfater COMP PDS �' tr EMAIL: 'eff recisiondsllc.com SUBJECT: Bearing Plate Conflict Submittal Date: 5/24/2016 Time: 8:30p QUESTION The attached image (Tab 2 of RFI) shows a conflict between the GLB Hanger and timber truss bearing plate conflict that we have @ five locations. A proposed solution has bee provided in Tab 3 of this RFI. The timber truss installation will be delayed until receipt of this RFI, I (Tyler) have taken the liberty of starting the process for the fabrication of the shim plates for our proposed solution to try and minimize delays. Response Date: Time: ANSWER Our office takes no exception to the use of 1/4" shim plates where there is a conflict between the glulam beam hanger and the truss bearing plate. Weld the shim plate to the steel beam flange with a 1/4" fillet weld all around and weld the truss bearing plate to the shim plater per 2/S401. Shim plates are only required at locations where there is a conflict between the truss bearing plate and the glulam beam hanger. As an alternate option the truss bearing plate can be notched for the installation of the glulam hanger beam. Please contact our office with any questions. Ilf Reponse is from and individual not listed above list responder name here: Ian Jesse. PE iAEl1 RECEIVED CITY OF TUKWILA JUL 08 2016 PERMIT CENTER m J t� 6- w O V Qj C1 a a 0) c m RECEIVED CITY OF TUKWILA JUL 0 8 2016 PERMIT CENTER REQUEST FOR INFORMATION # ' TO: Jeff Baker COMPA Design Parameters • EMAIL: Jeffrey.baker@designparameters.com a FROM: Jeff Kindsfater COMPA PDS EMAIL: jeff@precisiondslfc.com SUBJECT: S200 - Deck 2 Material Submittal Date: 5/16/2016 Time: 1:00p QUESTION One of the VE ideas that was submitted and approved by us was to change the roof spec. In that same change, they proposed to change the roof deck spec over roof deck 2 from 3-1/2" tectum under 7/16" OSB to 3-1/2" rigid insulation over 1-1/8" T&G plywood. We did not know about the roof deck portion of this VE idea until yesterday. Can you please check with the structural engineer and make sure that this substitution is acceptable? Response Date: Time: ANSWER Our office takes no exception to the proposed TPO flat roof on protection board on 3-1/2" rigid insulation over 1-1/8" Mg wood structural sheathing. Provide 2x horizontal blocking at all panel edges. Fasten wood sheathing to framing/blocking with 10d (0.148" diameter x 3" long) @ 6" on -center at all panel edges and intermediate supports. Stagger structural sheathing end joints. The wood structural sheathing can be APA rated OSB or APA rated plywood. If Re onse is from and individual not listed above, list responder name here: Ian N. Jesse, P.E. AEI b I y - 02q_3 RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER F L ANCHOR ENGrNEERING, INC. Www;gnchoren.g._.com STRUCTURAL CALCULATIONS FOR Twin Peaks: Seismic Connection of TV Racks LOCATED IN 17920 Southcenter Parkway Tukwila, WA PROJECT ENGINEERS REVIEW ENGINEER: PROJECT NUMBER: REVIEWED FOR .V'- APPROVED w: AUG 0 5 2016 city, Of Tulwoo UILOING DIVISickm July 26, 2016 Ian N. Jesse, P. E., S. E. David A. 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Client: LG aAuu Project: Job Number: 5D52q By: I Date: _7 yS It (p Page: --J—of EI 0 Hql, Sos vi/� i Z,5 CT��.►e, f3.ro—I} Conr�vncr�ly, ap pp V A Afta vial- > 6 SDS r -o'q7 r'r= (lo�C,q,}L��oI+Z) 35�1 3cati 2,y FF , ^^< 1, (f -ps zP "'i = 11015, -W f w, = 3 5 j wr - 2 3I #� F� = 360 It • -7FF s 2so ySo aF Z5o # tos a 'S+n A"�� Gas 6S C.®s reS lS%3n 6 71111 aQvIRUrt� �M vtD t� cBc.E p = I q vo 4$ (See- A Tf itGft(5 P) &,2e Cosa, P� = P" lee Cosh 5'(0 7 W30 sin roo = °�i # ✓ F. = S� 1'a�f IyS� + i 2 �, q `Ix l3^ t 1(v3� �� _ S k t ♦ lL (3) c.4mi i X .J r, �7pV SG'rU S F y�..A� I Cj1= -- 72.0 # ,%off Y 16 Anchor Engineering, Inc. Client: TEESVA14 � Project: -WI4 Pew"- -ruy-W rL-,& Job Number: Sp y By: 1,43 Date: ?12-5 /!t Page: Z of 3 Al Z,S z rrs A<--nmcq Co/.Acue-Ae,m-Y z.'rp �s►ram zoo Z.O MA,-4 COS sc slh 79, W. SO cos to . a I e ` l� ,g pop 1 # Stn Sn 5p� iU� ( ,,� lot 7*� CaK-h� art-`( �17- + . L (MI)f if = fqI q 4 Fbsr : 12z3 d4 5 3v2- Sr LIDO tb K `r u N i s-rsc wr zrt # > -- -fir-- / -� 7L.0 Anchor Engineering, Inc. Client: 21F,24id '% Project: 24Iti4 Job Number: IC7i06" By: I N.1 Date: -7ZS I I Page: _ �_of _'TV 6gMm(C CO�JrJecfla►as TO. Prµ = ►�%�C � COS T5 6 oS 50� GeJ'�'s 5�n was Page I of I Product Standard REV-02 Date: May 8, 2015 AC.7X19.G.EQR CEOMIO'PRITE' Aircraft Cable, 7 x 19, Galvanfzed The information below lists the required dimensional, chemical and physical characteristics of the products in this purchase order. If the order received does not meet these requirements, it may result in a supplier corrective action request, which could jeopardize your status as an approved vendor. Unless otherwise specified, all referenced consensus standards must be adhered to in their entirety. •jl• •jr°.il• •1•.i I•is: i�ie•�• •1•,�sf i•4•�•fxli�Ki •j eL�1� •l• • Part Numbers Nominal (inch) Working Load Limit (lbs) Minimum Breaking Strength (lbs) 0545502 3/32 200 1,000 0545503 1/8 400 2,000 0545504 5/32 560 2,800 054550S 3/16 840 4,200 0545506 1/4 1400 7,000 0545507 5/16 1960 9,800 0545508 3/8 2880 1 14,400 Specification Requirements: • Performance Standard & Dimensions: • Type: • Composition: • Construction: • Material: Federal Specification MIL-DTL-83420M I A 7x19 Drawn galvanized high carbon steel per Federal Specification MIL-DTL-83420M Page I of I product Standard REV-01 Date: April 24, 2013 SLV.HG.ALUM.EQR LC�UOB-DR ITE' Swage Sleeve, Hour Glass, Aluminum The information below lists the required dimensional, chemical and physical characteristics of the products in this purchase order. If the order received does not meet these requirements, it may result in a supplier corrective action request, which could jeopardize your status as an approved vendor. Unless otherwise specified, all referenced consensus standards must be adhered to in their entirety. A ATi�- B -""_y R Nominal size A B S L 1 /32 x 3/8 0.051 0.102 0.031 0.375 3/64 x 3/8 0.063 0.125 0.039 0.375 1 /16 x 3/8 0.078 0.156 0.047 0.375 3/32 x 1 /2 0.125 0.250 0.078 0.500 1 /8 x 5/8 0.156 0.313 10.094 0.625 1 /8 x 5/8 TW 0.170 0.343 0.087 0.625 5/32 x 11/16 0.187 0.3151 0.094 0.688 5/32 x 11/16 TW 0.201 0.406 0.087 0.688 3/16 x 1 0.219 0.438 0.109 1.000 7/32 x 1-1/16 0.250 0.500 0.125 1.063 1/4 x 1-1/8 0.281 0.562 0.125 1.125 5/16 x 1-1/4 0.375 0.750 0.156 1.250 3/8 x 1-7/16 0.437 0.875 0.156 1 A38 7/16 x 1-11 /16 0.499 1.000 0218 1.689 TW - Thin Wall Specification Requirements: • Dimensions: See dimensions above. • Material: 6061-6064 Aluminum T6 condition • Performance: Sleeves, when crimped properly shall withstand 90% of wire rope breaking strength prior to slippage • RoHS: Material shall be in compliance with European Union Directive 2002/95/EC. Page I of I I I REV-03 Date: October 23, 2015 Product Standard WRT.HDG.EOR �� EMUS RITE` Wire Rope Thimble, Hot Dip Galvanized The information below lists the required dimensional, chemical and physical characteristics of the products in this purchase order. If the order received does not meet these requirements, it may result in a supplier corrective action request, which could jeopardize your status as an approved vendor. Unless otherwise specified, all referenced consensus standards must be adhered to in their entirety. C a Part Number Thimble size (nominal rope diameter) B C D E F Min. Min. Min. Max. Min. Min. 434.41 3/32 - 1 /8 1.25 0.56 0.15 0.22 0.12 0.04 43442 3/16 1..25 0.56 0.21 0.28 0.12 0.04 43443 1 /4 1.25 0.56 0.27 0.34 0.12 0.04 43444 5/16 1.38 0.69 0.33 0.41 0.12 0.04 43445. 3/8. 1.50 0.81 0.40 0.48 0.18 0.05 43446 7/16 1.75 0.81 0.43 0.56 0.19 0.05 43447 1/2 1.75 0.94 0.51 0.63 0.20 0.05 43448 9/16 1.75 1 0.94 0.52 0.69 0.22 0.05 43449 5/8 2.00 1.25 1 0.65 0.73 0.24 0.08 43450 3/4 2.25 1.38 0.77 0.86 0.30 0.08 43451 7/8 2.88 1.60 0.93 1.06 0.37 0.12 43452 1 3.00 2.00 1.05 1.20 0.39 0.12 43453 1 1 /8 3.63 2.38 1.29 1.46 0.48 0.15 43454 1 1 /4 3.88 2.50 1.30 1.46 0.48 0.15 43456 1 1 /2 4.50 1 2.63 1 1.53 1.80 0.61 0.18 Specification Requirements: • Dimensions: • Material: • Finish: Per FF-T-276 (sizes not listed in FF-T-276 are proprietary) AISI C1020 or Q235 [per GB 7001 Hardness: HRB 65 - 80 Hot Dip Galvanizing per ASTM A153, Class B Display Part P1000 Page 1 of 3 UNISTRUT & .,%atkore Atkore Website I Join E-Notice Search Part No. 9 Download Submittal (PDF) Add to cart View Cart 1p 000 - P1000 - 1-5/8" x 1-5/8", 12 Gage Channel, Solid Channel Selection Chart Related Channel Nuts Additional Specifications Part No. Finish Length Weight P1000 DF 20 201.40 P1000 DF 10 201.40 P1000 GR 20 189.00 P1000 GR 10 189.00 P1000 PG 10 189.00 P1000 PG 20 189.00 P1000 HG 20 201.40 P1000 HG 10 201.40 P1000 ZD 20 189.00 P1000 ZD 10 189.00 P1000 PL 20 189.00 P1000 PL 10 189.00 P1000 EA 20 73.30 P1000 EA 10 73.30 P1000 SS 10 189.00 P1000 SS 20 189.00 P1000 ST 20 189.00 P1000 ST 10 F 1-89-00 http://www.unistrut.us/index.php?WP=cat—detail&S=S05&P=PIOOO 7/25/2016 Display Part P 1000 41 4 2 Elements of Section - P1000 Area of 0.555 in2 (3.6 CM2) Section Axis 1-1 Axis 2-2 Moment of 0.185 in4 (7.7 cm4) 0.236 in4 (9.8 CM4) - Inertia (I1) Section Modulus S 0.202 in3 (3.3 cm3) 0.290 in3 (4.8 C.m3) Radius of Gyration r 0.577 in (1.5 cm) 0.651 in (1.7 cm ) Column Loading - P1000 Unbraced Height in Allowable Load at Slot Face Ibs Max Column Load Applied at C.G. K=0.65 bs) K=0.80 (Ibs) K=1.0 (Ibs) K=1.2 (Ibs 24 3,550 10,740 9,890 8,770 7,740 36 3,190 8,910 7,740 6,390 5,310 48 2,770 7,260 6,010 4,690 3 800 60 2,380 5,910 4,690 3,630 2,960 72 2,080 4,840 3,800 2,960 2,400 84 1,860 4,040 3,200 2,480 1,980 961 1,6701 3,480 2,750 2,110 1,660 1081 1,5101 3,050 2,400 1,810 1201 1,3801 2,700 2,110 1441 1,1501 2,180 1,660 'KUr > 200 Beam Loading - P1000 Span in) Max Allow. Uniform Load (Ibs) Defl at Uniform load (in) Uniform Loading at Deflection Lateral I gracing Reduct. Factor Span /180 (Ibs) Span /240 (Ibs) Span /360 (Ibs 24 1,690 0.06 1,690 1,690 1,690 1.00 36 1,130 0.13 1,130 1,130 900 0.94 48 850 0.22 850 760 500 0.88 60 680 0.35 650 480 320 0.82 72 560 0.50 450 340 220 0.78 84 480 0.68 330 250 160 0.75 96 420 0.89 250 190 130 0.71 1081 380 1.14 200 150 100 0.69 120 340 1.40 160 120 80 0.66 144 280 2.00 110 80 60 0.61 168 240 2.72 80 60 40 0.55 192 210 3.55 60 50 0.51 216 190 4.58 50 40 0.47 240 170 5.62 40 - 0.44 i 23 18 Page 2 of 3 3. i f http://www.unistrut.us/index.php?WP=cat-detail&S=S05&P=PIOOO 7/25/2016 Display Part P1000 Page 3 of 3 Notes: • Above loads include the weight of the member. This weight must be deducted to arrive at the net allowable load the beam will support. • Long span beams should be supported so as to prevent rotation and twist. • Allowable uniformly distributed loads are listed for various simple spans, that is, a beam on two supports. If load is concentrated at the center of the span, multiply load from the table by 0.5 and corresponding. deflection by 0.8. • The lateral bracing factor should be multiplied by the load to determine the load retained based on the distance between lateral braces. Bearing Load on Channel: LOAD I s i� f^F 3F Max Load 5,000 Lbs 2,268 Kg Max Load 8,000 Lbs 3,629 Kg LORD - s ---------------- 4 p �5 jI Max. Load 3,500 Lbs 1,588 Kg @2016 Atkore International, Inc. All Rights Reserved. P vacy Policy I Rep Central, http://www.unistrut.us/index.php?WP=cat—detail&S=S05&P=PIOOO 7/25/2016 W A e sm mm A = X 00 Cfi ma 3 4 O �0 z m < rn z r�- co 0 o� ao C� n Co ' C7 I N x 00 0 -i n < 1.50" [1054.1 a [400.00mm C V O O N W _ 4 O Vto 3 3 a' o Co w O ALL 'c `J _ r X 0) C7 = CJ1 C.n = N N 0 r- r c O D Z � Z m n X z n 13.16" r- 6 D N w N X N n O 3 � 3 MEE D (� i D co 0 0 m D-< m o FACFN-017 m m = m;o `+^ iv X =.r-�-UZ mF CAz O 2 00 �o-i O V Z T 2 _ CD CD W r 1 ^" C 2 0 3 X r n 90 D o A 00 zv 3 X m c fn p z r " p > o a,m 6 Z 1 ;a r 2 .z r �v n o C ado m p n COco X X z s o n � o X - - D ti A) n J m K i 1 10 D nm D Acn O O �� C 0 Ci - 31.50"[800.10mm]r 0 j CT w A A 3 4 U: A 3 � 3 0 W 0. 3 3 -1 v I ter., MC D co 0 0 O=Z-Dm Kcc oz•Zn �--i ZOO X Z=M<�K m C 390962�6PAMj- < X n o Cnz CD mD{M `iO � -0 = m � D b� O�O�az cn 15_75-14N.00MM] i a, 'Sin l o Wp�mOmmp �_ • •---4 m0 0n{ 0-1 N Z nm Z H a o N D ` � X 3 n o O Z (7 _i --4 z i I 0 , X = o .N W �3. o� Z 0 o W 00 VEY z\ � w f 0 00 0 co CD �o 00 -� y X ocn w A 2X n V 4 N O o A 00 O me Co "+ O o z --_ m21- 1 obi c n X cn Oho co m ; 00 cn 0 A v 0o o y c c n i rn r C� D I_ "p J 10.15" [257.691M]L cn n � o V W N V W H o n m n i co d Q. C- �^ o 3 o P X 3 Coco o m o� D o0 a � c y D co 0 0 D m C) p 0* 100--f *):�o;0;0= ()=ZR D m AO —Ng— Z O Z -n N � G� 0 Z m X< N D D �r=> <:EOImO �17n Z nZV)Zr-O N�D��-Zi vm��AD A�=m0Z OmO-p-o� o000000 =�m�m ::� momo-Z N vZ C-)0= N En Z X o w IV o N � J (-n (.n O O Wo 00 � N � W ® 0 0 < 3 - o 3 0 3 3 r1i z W � �fl O__--__----- � � O 00 0 0 0 Vb 19.76'[501.8mm] 20.57'[522.6mm] 0 N m� O Z 0,0 < 0) v �M n 77!N �Z co C OD P cocn 1 P m N C> N N 0P W CD — 3 cn N o0 Z O CO O N i 3 cn 6 3 No V CD V If X. 3 c w �9 � m y Q z O ^ 3 .�► n w 7 w m C •• � 5o r N 3 n O C' to D w n p > = 0 o g k02°= 0a:zK 3o-®kz §\-u?j3 m0-A > �2 <k='om) \§$ §/{ �m>Z<mo 2�$m$) ?�P2%2 m°°°mo w$ c]2 �k ^0m P ® e � \ � J q k \ g w 3 w ; + 2 � < % / 0 , �ƒƒ $ c0 �a 2 60 §q $m r % z $ 2 , �! a m s � « n w � o x � \ � \ � a N � .4 . % , . \ x / x w 7 �_ / w ? a § , § Z o CL | 0 � n $ k \( _� ]/ 2 = 80 ■ WARNING! SEVERE PERSONAL INJURY AND PROPERTY DAMAGE CAN RESULT FROM IMPROPER INSTALLATION OR ASSEMBLY. READ THE FOLLOWING WARNINGS BEFORE BEGINNING. Do not use this product for any purpose not explicitly specified by Crimson AV. Improper installa- tion may cause property damage or personal injury. If you do not understand these directions, or have doubts about the safety of the installation, contact Crimson AV Customer Service or call a qualified contractor. Crimson AV is not liable for damage or injury caused by incorrect mounting, assembly, or use. DO NOT EXCEED THE MAXIMUM WEIGHT CAPACITY FOR THIS PRODUCT ES�Ml117I:'419:3 kl,[41U!t ES iADVERTENCIA! LA INSTALACION O EL MONTAJE INAPROPIADOS PUEDEN PROVOCAR LESIONES, DANOS MATERIALES O INCLUSO LA MUERTE. ANTES DE COMENZAR, LEA LAS SIGUIENTES ADVERTENCIAS. No utilice este producto para ningOn fin que no sea explicitamente especificado par Crimson AV. Una instalacion inadecuada puede provocar dahos materiales o lesiones personales. Si no entiende las instrucciones de montaje o tiene alguna duda sabre la seguridad de la instalacion, contacte con Crimson AV o Ilame a un operario cualificado. Crimson AV no es responsable de danos o lesiones causados par el montaje, ensamblaje o use incorrectos. NO EXCEDA LA CAPACIDAD DE PESO MAXIMA PARA ESTE PRODUCTO. FRS TA:3 �9�.'fI:1JAI �I:1MFR AVERTISSEMENT! SI CE PRODUIT WEST PAS CORRECTEMENT INSTALL@ OU ASSEMBLI, IL RISQUE DE CAUSER DES BLESSURES RAVES, VOIRE MORTELLES, AINSI QUE DES DOM- MAGES MATERIELS IMPORTANTS. AVANT DE COMMENCER, USEZ LES AVERTISSEMENTS SUIVANTS. N'utilisez pas ce produit a une fin non specifiee expressement par Crimson AV. Une installation incorrecte peut entrainer des prejudices corporels ou des dommages materiels. Si vous ne com- prenez pas ces instructions ou si vous avez des doutes quant a la s6curite de ('installation, veuillez contacter le service clientele de Crimson AV ou un installateur qualifie. Crimson AV n'est pas re- sponsable des dommages ou des prejudices causes par un montage, un assemblage ou une utilisation incorrects. NE DEPASSEZ JAMAIS LA CAPACITY DE CHARGE MAXIMALE DE CE PRODUIT. CAVI-0001 EN ES FR 001b / 136kg A LB/KG CAUTION! i CAVI-0001 IFE--Na Ensure that holes are on center of wood joist. HFR E5 Asegurese de que los agujeros estdn en el centro de la viga de madera. Veiller d ce que les trous sont au centre des solives de boil. la-1 drill diameter drill depth 4mm 65mm / 2.5" 5/32' I. i i i 2 I OR (D) 0 ou (E) m (I) 0 C Congratulations on the purchase of this Crimson product! The product you now have in your posses- sion is made of durable materials and is based on a design, every detail of which has been meticu- lously thought-out. That is why Crimson AV LLC products are covered by a 10-year warranty against defects in materials or manufacturing. Crimson AV LLC disclaims any liability for modifications, improper installations, or installations over the specified weight range. To the maximum extent permitted by law, Crimson AV LLC disclaims any other warranties, expressed or implied, including warranties of fitness for a particular purpose and warranties of merchantability. Crimson AV LLC will not be liable for any damages arising out of the use of, or inability to use, Crimson AV LLC products. Crimson AV LLC bears no responsibility for incidental or consequential damages. This includes, but is not limited to, any labor charges for the repair of Crimson AV LLC products performed by anyone other than Crimson AV LLC. Specifications are subject to change without prior notice. iFelicitaciones par su compro de este producto Crimson! Ahora tiene en su poder un pro- ducto fabricado con materiales resistentes, basado en un diseno muy bien meditado. Par ello, Crimson AV LLC responde de los posibles defectos de material o fabricaci6n con una garantia de 10 ants. Crimson AV LLC no se hace responsable de modificaciones, instalaciones inadecuadas o instalaciones que superen el rango de peso especificado. En la medida en clue la ley to permita, Crimson AV LLC no se hace responsable de ninguna otra garantia, expresa o implicita, incluso las garantfas de aptitud para un fin determinado o de comercializaci6n. Crimson AV LLC no se hace responsable de ningun tipo de danos causados par el use de los productos Crimson AV LLC o par el use inapropiado de dichos productos. Crimson AV LLC no es responsable de los danos incidentales o emergentes. Dentro de bstos se in- cluyen todo tipo de gastos que pudieran surgir de las reparaciones de productos Crimson AV LLC que no se hayan realizado en Crimson AV LLC. Las especificaciones estdn sujetas a cambios sin previo aviso. 4 Nous vous f6licitons pour I'achat de ce produit Crimson! Vous venez d'acqu6rir un produit r6alis6 d partir de matdriaux durables et d'une conception ing6nieuse jusque clans les moindres d6tails. Crimson AV LLC est ainsi en mesure de garantir ses produits pendant 10 ans contre les d6fauts de mat6riaux et de fabrication. Crimson AV LLC rejette toute responsabilit6 relativement a quelque probldme pouvant titre associ6 6 une modification d'un produit, 6 une mauvaise installation ou 6 une installa- tion ne respectant pas les limites de charge. Sous r6serve des lois en vigueur, Crimson AV LLC rdfute toute autre garantie expresse ou implicite, notamment toute garantie de com- mercialisation ou de convenance a un usage quelconque. Crimson AV LLC r6fute toute responsabilit6 pour des dommages r6sultant de ('utilisation ou de I'impossibilitd d'utiliser des produits Crimson AV LLC. Crimson AV LLC r6fute 6galement toute responsabilit6 pour quelque dommage accessoire ou indirect. Ceci s'applique notamment aux frais de main d'oeuvre pour la r6paration de produits Crimson AV LLC par une personne ne travaillant pas pour Crimson AV LLC. Les sp6cifications sont sujettes d changement sans pr6avis. CR I MS® N" AV MOUNTING SOLUTIONS © 2010 Crimson AV LLC. All rights reserved. Crimson is a Crimson AV LLC brand. Crimson and Crimson AV Mounting Solutions logos are trademarks of Crimson AV LLC. Crimson AV LLC 10513 United Parkway Schiller Park, IL 60176 CAVI-000I y ANCHOR ENGINEERING, INC. www.anchoreng.com SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR Twin Peaks LOCATED IN 17920 Southcenter Parkway Tukwila, WA PROJECT ENGINEERS REVIEW ENGINEER: PROJECT NUMBER: REVIEWED FOR CODE COMPLIANCE APPROVED, MAR 17 2016 City of Tukwila BUILDING DIVISION March 2, 2016 Caan Taylor E. I., Ian N. Jesse, P. E., S. E. David A. Poe, P.E., S.E. 150529 LIAR 0 2 2016 0 2535 17"" STREET, DENVER, CO 80211 0 303-783-4797 a4 303-830-9133 FAX 000 Anchor Engineering, Inc. Client: OAfztd Project: —rW) is) fLArY-5 - -T-V Y--w I L-r Job Number: 1505V9 By: I �,U Date: 2 —Page: ---L—of 9f T�IkTY4rzpat-A 55HI:TA-�— 6.46k_ L WkV_ COV-lf'. F(A 133 or C)F,<a, CALX-I) %A el(A"T OF MrAV*( ^11MOeK_1)tA"SZS dexcoAr cF wl-iTr z lPzAvj5 4j-_ t C9 .2.1ij HSTA-C-5 Cc, ZA 9,5 Y__ HT-r, ask P 5 . GP4 k- z'�.Op ft rF%1M 12-We 5VIM S i -rAPL.IE L4, I'L C. f-_Lt�K-f CJS e_,t, Z, 3, 1 -6 fizo&4 I '-CC,- [Niv FR_1hM 19 T t4 'I cp4 V C Vepi CZ CA-j"A— 1-r Y P'Y C; AjklL,57 2 SrA4- 62 ZL 2 of 23 R Anchor Engineering, Inc. Client: PA -FAN Project: --rW( kl -tv rwl L--)',r Job Number: 150 5e2-1 By. Date: —Page: Z of ---------- --, --- - - - --------- --------- 4,_CO""g,4-r BLA CL e- e%Af vx. 53 -f%. < I Q9 4- 4- 12. Lt %J .5w wT of �-Ovv zzrrr -HeD lee?. 1_AT raftc&) 1JL 1,;L SW CA 12A. tc>,k or, To I 3 of 23 Anchor Engineering, Inc. Client: VF-2(04 Patter(. Project: 'rWi t1 FF-M-5- 'iVI -W tt-4 z/-2-t Page: 3 of Job Number: 1So�iZ`t By: 1/�1..i Date: g Cs�►ttr•!T 32 of tz�3o(i� c t;rn�+= ccrrNU �; R..a:C�• trt G� � • 2. S. 1 . L E3 •S � < 1 ✓ c�l� ,FtNoGat,- stw /klr -NtT,> L'.a?'• L-00 r' acn 111� tEttre,%- &V i--w Zg� -�'r z' W r-,(. tt' " L•ow ' I �i°t { 2.5 s<q f�) = 31 "t {� xeata,.c,�G r�tx tzrk,z. •�e�L-590. - . 5� t<- M = �-t �► zsf+--) = 1. 45 1e Asp ►�' t. K s k fi- 55 T(�4sw�� 33.16't ` cv#nIst tDEt'.. tt 3 A' f5F-th4& APPUe P -r?2 5w G ' 5w t3 M _ rl0 /4DD. I A�L� fit± �i t era Dtz Et-e✓ rc��'C- • ogi4 i� d2' v4q__t tZ i 4 of 23 Anchor Engineering, Inc. Client: fr--5'(2f4 2fR • Project: 'TV1 04 f;tS - TU kw ! L� Job Number: WC752-1 By: tflJ Date: Page: �_of CCm tt Et4T- 33 OF �1T t 8 • (v'iS k t 3 • 1014 L - 22. 52 tc... >" r r epr. ( nm e9pzY 'RZ"SSC5 pLoo11- v q = s T- 2 q-1 z <, . Ste.K- . "1 VL'4 i2 = . "t ( t. 5 v �� �2� Z �4sc� r2. ,4 1 . cc t� sv, wl.n �t = , :36c, 27. s 4+ IC,x l'/`{ I Hwq �� 4.5 Pothl� ryp� w0aP Cwpr—I-rY z i.L, (Is4 35co #�scwp�w s o r�r kvls vt= 'lam �Zo ��/� ruwK �1 �► �' M c.. 35(, 4t t 2) K z " y- 'i ? ? !,65 p ✓° tom I 5of23 Client Design Parameters Job # 150529 Anchor Engineering, Inc. Consulting Structural Engineers Proiect Twin Peaks - Tukwila INJ Dowel Yield Limit Equations Use when Z is not given in Table 11 of NOS Description of connection: Plate to Steel Beam Connection Single Shear User Input (RE: Table 11.3.1A for descriptions) O 0.25 in. 4t 70,000 psi (Value found in notes of tables 11A-11 R) Is 1.5 in. Im 0.125 in. Fe,„ 61850 psi F 5400 psi em 0 degrees (Discription found in Table 11.3.113) 9s 0 degrees (Discription found in Table 11.3.113) User Output Re 11.4537 Rt 0.083 Mode Im Rd 4 Z 483.203125 # Mode III,,, Rd 3.2 K 8.85196753 Z 223.638761 # Mode 1. Rd 4 Z 506.25 # Mode Ill, Rd 3.2 K 0.56735073 Z 305.654469 # Final Results z 223.638761 # Date 3.2.2016 Page 5 $ Mode 11 Rd 3.6 K 0.41275371 # Z 232.173961 Mode IV Rd 3.2 # Z 297.340466 6 of 23 Anchor Engineering, Inc. Client: 2iV&J J Project: -7Wtf-4 FkA'K.S r- -NY-W (trA- Job Number: i�W�z`� By: !!J J Date: hz'n i Page: of �c-i3� rZ�•n r.� 5 GL D UF Y- D 353 3.2 �`i -3.'2- L> 24.q 4 .3 Lt-`t - 3.3 F— - 10.5 --1 tO•& -1 k5c� 1- 10 "'L4-'-• $ s. Cl•2 .r . + , 2S �1 �� = bau• to �L �� r 1"-E.2. k'. �t USG @ems• `E Yv(2r 0"Rc CA-Uc- vaz- 7 of 23 Anchor Engineering, Inc. Consulting Structural Engineers CLIENT: Peslgn farametem PROJECT: Uin f eak5 - fukwila JOB # : 150529 BY: INJ DATE: 0-5.2.2016 Pa5e Plate be5lgn Plate Description: Load Information Pa 85.4 kips (service) LRFD Factor 1 (Estimated factor between 1.2 & 1.6 to account for dead/live load proportions) Pu 85.4 kips Base Plate Information N 12 in B 8 in Concrete Support in N Direction 14 in Concrete Support in B Direction 8 in Concrete fc 3 ksi Plate fy 36 ksi Steel Shape _ Wide Flanged d 10.5 in depth bf 5.625 in flange width percent of d 0.95 percent of bf 0.8 Concrete Bearing Check (Per Section 10.17 of ACI 318-05) Pu 85.4 kips an of to c I I ,p I I OR m I I � m 0.95d m N A 1 96 square inches A 1 112 square inches 4A 21A 1 1.08 (Max Value of 2 per ACI 318-05) mPn 171.9 kips opn > Pu OK Base Plate Thickness (Per Section 14-2 of AISC 13th Edition) m 1.0125 in X 0.9086 n 1.75 in A 1 n' 1.921303269 in An' 1.921303269 Vu 1.709 k Min. Plate t 0.079 in L 1.921303269 in Min. Plate t 0.460 in Fbu 11.68 ksi 4)Fb 32.4 ksi Fvu 2.2789 ksi 4)Fv 21.6 ksi Use 0.75 inch Plate Thickness MFb > Fbu OK OFv > Fvu OK Use'Pi2tte 0.75 in X 12 in X 8 in _ 8 of 23 u i in 0 www.hilti.us Profis Anchor 2.6.2 Company: Page: 1 Specifier: Project: Twin Peaks - Tukwila Address: Sub -Project I Pos. No.: OCBF BP Conn. Phone I Fax: Date: 3/2/2016 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.ib] Square Head ASTM F 1554 GR. 36 314 hef = 7.000 in. ASTM F 1.554 Design method ACI 318-08 / CIP without clamping (anchor); restraint level (anchor plate): 2.00; eb = 1.000 in.; t = 0.750 in. Hilti Grout: CB-G EG, epoxy, fc,orout = 14939 psi Ix x ly x t = 8.000 in. x 26.250 in. x 0.750 in.; (Recommended plate thickness: not calculated W shape (AISC); (L x W x T x FT) = 10.500 in. x 5.810 in. x 0.300 in. x 0.510 in. cracked concrete, 4000, fc' = 4000 psi; h = 12.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar no 3 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Kill AG. FL-9494 Schaan Hilti is a registered Trademark ofHilti AG, , chaan I Lm.i Ln ;3 Profis Anchor 2.6.2 wwwAlltims Company: Page: Project: 2 Twin Peaks - Tukwila Specifier: Address: Sub -Project I Pos. No.: OCBF BP Conn. Phone I Fax: Date: 3/2/2016 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads 01 02 Anchor reactions [lb] y Tension force: (+Tension, -Compression) 3 4 Anchor Tension force Shear force Shear force x Shear force y 1 1478 1014 0 1014 2 1478 1014 0 1014 05Ten ion 06 3 1248 1014 0 1014 4 1248 1014 0 1014 5 1017 1014 0 1014 07 08 6 1017 1014 0 1014 7 691 1014 0 1014 09 01 8 691 1014 0 1014 9 460 1014 0 1014 Oil 0 1 10 460 1014 0 1014 11 230 1014 0 1014 0 13 01 12 230 1014 0 1014 13 0 1014 0 1014 14 0 1014 0 1014 max. concrete compressive strain: 0.02 M-1 max. concrete compressive stress: 104 [psi] resulting tension force in (x/y)=(0.000/3.902): 10248 [lb] resulting compression force in (x/y)=(0.000/-12.122): 1248 [lb] 3 Tension load Load Nua (lb) Capacity #N,, jib] Utilization ON = NuJ+N„ Status Steel Strength* 1478 14529 11 OK Pullout Strength* 1478 18458 9 OK Concrete Breakout Strength** 10248 33858 31 OK Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A *anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength . Nsa = n ASe.N fora ACI 318-08 Eq. (D-3) � Nsteel Z Nua ACI 318-08 Eq. (D-1) Variables n ASa,N [in.2] face [psi] 1 0.33 58000 Calculations Nsa [lb] 19372 Results Nsa [lb] steel Nsa [lb] Nua [lb] 19372 0.750 14529 1478 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark 018 f H��IOAG3Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Pullout Strength NPN Wc,p Np Np = 8 Abrg fe � NpN Z Nua ACI 318-08 Eq. (D-14) ACI 318-08 Eq. (D-15) ACI 318-08 Eq. (D-1) Variables %rep Abrg [in.2] fe [psi] 1.000 0.82 4000 Calculations Np [lb] 26368 Results Npn [lb] concrete Npn [lb] NUe [lb] 26368 0.700 18458 1478 3.3 Concrete Breakout Strength Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.6.2 3 Twin Peaks - Tukwila OCBF BP Conn. 3/2/2016 Ncbg = (ANC) 11ec,N wed,N wc,N wcp,N Nb ACI 318-08 Eq. (D-5) Ncbg z Nue ACI 318-08 Eq. (D-1) AN, see ACI 318-08, Part D.5.2.1. Fig. RD.5.2.1(b) ANcO = 9 het ACI 318-08 Eq. (D-6) 1 _ I..N `1 e 51.0 ACI 318-08 Eq. (D-9) \ 3 her 1Ved,N = 0.7 + 0.3 \ Ca, h. ! c 1.0 1.5hef ACI 318-08 Eq. (D-11) = MAX � min 1.5hat15 1.0 ACI 318-08 Eq. (D-13) WcpN Cac Cac J Nb = kc 2 he's ACI 318-08 Eq. (D-7) Variables hef [in.] ec1 N [in.] ec2 N [in.] Capin [in.] Wc.N 7.000 0.000 2.902 34.000 1.000 cac [in.] ke fc [psi] 0.000 24 1 4000 Calculations In2] ANco [in•2] ANe [in. 2] iVect N Tec2 N %red N WcpN Nb [lb] 968.50 441.00 1.000 0.783 1.000 1.000 28112 Results Ncbg [lb] concrete Ncbg [lb] Nu. [lb] 48368 0.700 33858 10248 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11 of 23 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4 Shear load Page: Project: Sub -Project I Pos. No.: Date: L= Profis Anchor 2.6.2 4 Twin Peaks - Tukwila OCBF BP Conn. 3/212016 Load V„a [lb] Capacity+Vn [lb] Utilization pv = Vua/+Vn Status Steel Strength* 1014 6044 17 OK Steel failure (with lever arm)* 1014 1924 53 OK Pryout Strength** 14200 93394 16 OK Concrete edge failure in direction y+** 14200 36435 39 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = n 0.6 ASe,v fut. ACI 318-08 Eq. (D-20) � Vsteel 2 Vua ACI 318-08 Eq. (D-2) Variables n Asa.v [in•2] futa (psi] 1 0.33 58000 Calculations Vsa [lb] 11623 Results Vs. [lb] �steei �eb Vs. [lb] Vua [lb] 11623 0.650 0.800 6044 1014 4.2 Steel failure (with lever arm) VIVI M = txMLb, Ms bending equation for stand-off MS = Me (I_ N"a > resultant flexural resistance of anchor �Nsa M° _ (1.2) (S) (fu,min) characteristic flexural resistance of anchor (1 - � Nu.l reduction for tensile force acting simultaneously with a shear force on the anchor 3 S = �32 elastic section modulus of anchor bolt at concrete surface Lb = z + (n)(do) internal lever arm adjusted for spelling of the surface concrete TVs 2 Vua ACI 318-08 Eq. (D-2) Variables aM fu min [psi] Nu. [lb] [lb] z [in.] n do [in.] 2.00 58000 1478 14529 1.375 0.500 0.750 Calculations Nua ( Ms [in.lb] _ \1 ^a) Ms [in.lb] Lb [in.] 2882.656 0.898 2589.373 1.750 Results VM [lb] +steel �VM [Ib] Vua [lb] 2959 0.650 1924 1014 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 12 of 23 IM www.hilti.us Profis Anchor 2.6.2 Company: Page: 5 Specifier: Project: Twin Peaks - Tukwila Address: Sub. -Project I Pos. No.: OCBF BP Conn. Phone I Fax: Date: 3/2/2016 E-Mail: 4.3 Pryout Strength 1 vcpg — kcp [(ANcO) Wec,N Wed,N Wc,N Wcp,N Nb] ACI 318-08 Eq. (D-31) � Vcpg a vus ACI 318-08 Eq. (D-2) ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 haf ACI 318-08 Eq. (D-6) 1 - ylec.N 1 + 2 eN 51.0 ACI 318-08 Eq. (D-9) \ 3 haf 4red,N = 0.7 + 0.31.5f Ca hs \ 5 1.0 ACI 318-08 Eq. (D-11) WcpN = MAlOa_min 115 ± 1.0 `` ACI 318-08 Eq. (D-13) cac cac Nb = k� hei5 ACI 318-08 Eq. (D-7) Variables kcp haf [in.] ec1,N [in.] ec2,N [in.] ca,min. [In.] 2 7.000 0.000 0.000 34.000 TcN cac [in.] k� 71 fc [psi] - - 1.000 - 24 1 4000 Calculations ANc [in.2] ANcO [in.') Wect N tVec2 N tlfed N WcpN Nb [lb] 1046.50 441.00 1.000 1.000 1.000 1.000 28112 Results vcpg [Ib] con«ete vcpg [lb] yue [lb] 133419 0.700 93394 14200 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 13 of 23 I I a www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4.4 Concrete edge failure in direction y+ Ayc )Vcbg — (AvcoWec,V yred,V Wc,v Wh,V Wparallel,V Vb Vcbg > Vue Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 cef 1 Weo,V = 1 e 51.0 3Cai tyea,v=0.7+0.3(15caf)51.0 1.5Caf z 1.0 Wb'v h e 0.2 Vb = (7 ( \d ) > 2, � Ca' `a ACI 318-08 Eq. (D 22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Page: Project: Sub -Project I Pos. No. Date: Variables Cal [in.] cat [in.] ecv [in.] Way ha [in.] -- 30.000 45.000 0.000 1.000 12.000 le [in.] X ds [in.] {c [psi] Wparallel,y 6.000 1.000 0.750 4000 1.000 Calculations Ave, [in.2] Avco [in.21 Wecy Wed.v Wh,V Vb [Ib] 1140.00 4050.00 1.000 1.000 1.936 95490 Results Vcbg [lb] concrete Vcbg [lb] Vue [lb] 52050 0.700 36435 14200 5 Combined tension and shear loads 0 al I Profis Anchor 2.6.2 6. Twin Peaks - Tukwila OCBF BP Conn. 302016 RN pv i Utilization pN v [%] Status 0.303 0.527 513 49 OK PNV = fl , + OV <= 1 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hi1tiiM $chaan Zi 2i 1i I www.hilti.us Profis Anchor 2.6.2 Company: Page: 7 Specifier: Project: Twin Peaks - Tukwila Address: Sub -Project I Pos. No.: OCBF BP Conn. Phone I Fax: Date: 3/2/2016 E-Mail: 7 Installation data Anchor plate, steel: - Profile: W shape (RISC); 10.500 x 5.810 x 0.300 x 0.510 in Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.750 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required LO N 17 CD Anchor type and diameter: Square Head ASTM F 1554 GR. 36 3/4 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 7.000 in. Minimum thickness of the base material: 8.000 in. y 4.000 4.000 0 1 05 07 09 O11 13 1.50 5.000 .50 Coordinates Anchor in. Anchor x y C.x c+x c-Y c+y Anchor x y c.x c+x c.y c+y 1 -2.500 9.125 45.000 50.000 53.250 34.000 8 2.500 -1.125 50.000 45.000 43.000 44.250 2 2.500 9.125 50.000 45.000 53.250 34.000 9 -2.500 -4.125 45.000 50.000 40.000 47.250 3 -2.500 6.125 45.000 50.000 50.250 37.000 10 2.500 -4.125 50.000 45.000 40.000 47.250 4 2.500 6.125 50.000 45.000 50.250 37.000 11 -2.500 -7.125 45.000 50.000 37.000 50.250 5 -2.500 3.125 45.000 50.000 47.250 40.000 12 2.500 -7.125 50.000 45.000 37.000 50.250 6 2.500 3.125 50.000 45.000 47.250 40.000 13 -2.500 -10.125 45.000 50.000 34.000 53.250 7 -2.500 -1.125 45.000 50.000 43.000 44.250 14 2.500 -10.125 50.000 45.000 34.000 53.250 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of HjIti,?2 $chaan www.hiltims d, Profis Anchor 2.6.2 Company: Page: 8 Specifier: Project: Twin Peaks - Tukwila Address: Sub -Project I Pos. No.: OCBF BP Conn. Phone I Fax: Date: 3/2/2016 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in, Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG Schaan 16 of 23 I DIVISION: 05 00 00—METALS SECTION: 05 05 23—METAL FASTENINGS REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 52101 EVALUATION SUBJECT: DRIL-FLEX® SELF -DRILLING STRUCTURAL FASTENERS ICC ICC ICC C PMG Q"_ STED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" MEN :. A Subsidiary of'CODECOUNCIi C A".d[W ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not WIN specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as G!D aNSlAmedlhd P�aarem OCP9 to anyfinding or other matter in this report, or as to any product covered by the report. PRODUCT ',° °A°°" ACerldlld CCN , Copyright © 2015 ICC Evaluation Service, LLC All rights reserved. 17 of 23 IMES Evaluation Report ESR-3332 Reissued September 2015 This report is subject to renewal September 2016. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 05 00 00—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 62101 (800) 435-7213 www.elcoconstruction.com infoElco(a)infastech.com EVALUATION SUBJECT: DRIL-FLEX® SELF -DRILLING STRUCTURAL FASTENERS ADDITIONAL LISTEE: HILTI, INC. 6400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com PRODUCT NAME: KWIK-FLEX® SELF DRILLING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code® (IBC) ■ 2012 and 2009 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES Elco Dril-Flex® and Hilti Kwik-Flex® Self -Drilling Structural Fasteners are used in engineered connections of cold - formed steel members. The fasteners may be used under the IRC when an engineered design is submitted for review in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 General: Elco Dril-Flex® and Hilti Kwik-Flex® Self -Drilling Structural Fasteners are proprietary, self -drilling tapping screws that have a dual heat treatment and that are coated with a corrosion -preventive coating identified as Silver Stalgardo. The drill point and lead threads of the screws are heat - treated to a relatively high hardness to facilitate drilling and thread forming. The balance of the fastener is treated to a lower hardness complying with the hardness limits for SAE J420 Grade 5 screws and the hardness limits for ASTM A449-10 Type 1 screws. The threaded portion of the screw with the lower hardness is considered the load -bearing area, used to :transfer loads between connected elements. See Figures 10, 11 and 12. Table 1 provides screw descriptions (size, tpi, length), nominal diameters, head styles, head diameters, point styles, drilling capacities and length of load -bearing area. 3.1.1 EDX445 (Type 1): The EDX445 screw is a #10, coarse threaded screw with a phillips pan head. See Figure 1. 3.1.2 'EAF430, EAF460, EAF470, EAF480 (Type 2): These screws are #10, coarse threaded screws with an indented hex washer head. See Figure 2. 3.1.3 EAF621, EAF641, EAF681, EAF690, EAF715 (Types 3 and 4): These screws are #12, coarse threaded screws with an indented hex washer head. See Figure 3. 3.1`.4 EAF755 (Type 5): The EAF755 screw is a #12, fine threaded screw with an indented hex washer head. See Figure 4. 3.1.6 EAF81'6, EAF841, EAF846 (Type 6): These screws are 14-inch-diameter, coarse threaded screws with an indented hex washer head. See Figure 5. 3.1.6 EAF865, EAF876, EAF886, EAF890 (Type 7): These screws are 1/4-inch-diameter, fine threaded screws with an indented hex washer head. See Figure 6. 3.1.7 EAF888 (Type 8): The EAF888 screw is a 1/4-inch- diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 7. 3.1.8 EAF900, EAF910 (Types 9 and 10): These screws are 1/4-inch-diameter, partially threaded, fine threaded screws with an indented hex washer head. 3.1..9 EAF940 (Type 11): The EAF940 screw is a 5/16- inch-diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptiteo. See Figure 8. 3.1.10 EAF960, EAF970 (Type 12): These screws are 5M6-inch-diameter, fine threaded screws with an indented hex washer head. At the lead end of the screw, the shank of the screw is notched to form a shank slot. See Figure 9. 3.2 Screw Material: The screws are formed from alloy steel wire complying with ASTM F2282 Grade IFI-4037. The screws are heat -treated to a through -hardness of 28 to 34 HRC. The drilling point and lead threads are heat -treated to a minimum of 52 HRC. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not spectfically addressed, nor are they to he construed as an endorsement of the subject o%the report or a recommendation/br its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright© 2015 ICC Evaluation Service, LLC. All rights reserved. 3. Page 1 of 6 18 of 23 ESR-3332 I Most Widely Accepted and Trusted Page 2 of 6 3.3 Connected Material: The connected steel materials must comply with one of the standards listed in Section A2 of AISI S100 (AISI NAS for the 2006 IBC) and have the minimum thickness, yield strength and tensile strength shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4A Design: Elco Dril-Flex® and Hilti Kwik-Flex® Self -Drilling Structural Fasteners are recognized for use in engineered connections of cold -formed steel construction. Design of the connections must comply with Section E4 of AISI S100 (AISI-NAS for the 2006 IBC). Nominal and available fastener tension and shear strengths for the screws are shown in Table 2. Available connection shear, pull -over and pull-out capacities are given in Tables 3, 4 and 5, respectively. For tension connections, the lowest of the available fastener tension strength, pull -over strength and pull-out strength, in accordance with Tables 2, 4 and 5, respectively, must be used for design. For shear connections, the lower of the available fastener shear strength and the shear (bearing) strength, in accordance with Tables 2 and 3, respectively, must be used for design. Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AISI S100 (AISI-NAS for the 2006 IBC). Connected members must be checked for rupture in accordance with Section E5 of AISI S100. The values in the tables are based on a minimum spacing between the centers of fasteners of three times the nominal diameter of the screw, and a minimum distance from the center of a fastener to the edge of any connected part of 1.5 times the nominal diameter of the screw. See Table 6. When the direction to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI S100 (AISI-NAS for the 2006 IBC) must be considered. When tested for corrosion resistance in accordance with ASTM 13117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after twelve hours. 4.2 Installation: Installation of Elco Dril-Flex® and Hilti Kwik-Flex Self - Drilling Structural Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. Screw length and point style must be selected by considering, respectively, the length of load -bearing area and the drilling capacities shown in Table 1. The fasteners must be installed without predrilling holes in the receiving member of the connection. The drilling function of the fastener must be completed prior to the lead threads of the fastener engaging the metal. When the total connection thickness exceeds the maximum drilling capacity shown in Table 1, clearance holes must be provided in the attached material to reduce the thickness to be drilled by the screw. Clearance holes must be 13164, 15./64, 17/64 and 21/64 inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, 1/4-inch- diameter and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners, respectively. The screw must be installed perpendicular to the work surface using a 1,200 to 2,500 rpm screw gun incorporating a depth -sensitive or torque - limiting nose piece. The screw must penetrate through the supporting metal with a minimum of three threads protruding past the back side of the supporting metal. 5.0 CONDITIONS OF USE The Elco Dril-Flexe and Hilti Kwik-Flex® Self -Drilling Structural Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The. fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, the more severe requirements govern. 5.2 The allowable connection capacities specified in Section 4.1 are not to be increased when the fasteners are used to resist short -duration loads, such as wind or seismic forces. 5.3 The utilization of the nominal connection capacities contained in this evaluation report, for the design of cold -formed steel diaphragms, is outside the scope of this report. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC118), dated June 2012. 7.0 IDENTIFICATION The Elco Drib -Flex® and Hilti Kwik-Flex® self -drilling tapping screws are marked with a " ,, on the top surface of the screw heads, as shown in Figures 1 through 9. Packages of self -drilling tapping screws are labeled with the report holder or listee name (Elco Construction Products or Hilti, Inc.) and address, product brand name (Dril-Flex® or Kwik-Flex®), product number or item number, size and length, point style and the evaluation report number (ESR-3332). 19 of 23 ESR-3332 I Most Widely Accepted and Trusted Page 3 of 6 11 TABLE 1-ELCO DRIL-FLEX SELF -DRILLING STRUCTURAL FASTENERS DRILLING LENGTH OF SCREW ELCO HILTI ITEM DESCRIPTION NOMINAL HEAD HEAD POINT CAPACITY LOAD TYPE PRODUCT NUMBER (nom. size-tpi x DIAMETER , STYLE DIAMETER STYLE (In.) BEARING AREA NUMBER length) (in.) (in) Min. Max. (in,) 1 EDX445 03409732 #10-160, 0.190 PPH 0.365 2 0.11 0.110 0.38 EAF430 004.08123 #10-1.60, 0.190 IHWH 0.399 3 0.11 0.150 0.38 EAF460 03489672 #10-16xl'/2 0.190 IHWH 0.399 3 0.11 0.1601 1.00 2 EAF470 03458234 #10-16x2 0.1`90 IHWH 0.415 3 0.11 0.150 1.50 EAF480 03492651 #1'0-16x2'/2 0.190 IHWH 0.399 3 0.11 0.150 1..83 EAF621 00087572 #12-14x7/s 0.216 IHWH 0.415 3 0.11 0.1.87 0.38 EAF641 00087646 #12-14x1 0.216 iHWK 0.415 3 0.11 0.187 0.50 3 EAF681 00087647 #12-14x1'/2 0.216 IHWH 0.415 3 0.11 0.187 1.00 EAF690 00008595 #12-14x2 0.216 IHWH 0.415 3 0.11 0,1871 1.50 4 EAF715 03011177 #12-14x3 0.216 IHWH 0.500 2 0.11 0.110 2.36 5 EAF755 03458235 #12-24x13/4 0.216 IHWH 0.415 5 0.11 0.500 0.80 EAF816 00087648 '/4-14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45 6 EAF841 00087649 '/,-14x1'/2 0.250 IHWH 0.500 3 0.11 0.210 0.95 EAF846 00008598 '/4-14x2 0.250 IHWH 0.500 3 0.11 0.210 1.45 EAF865 03011203 '/4-20x1'/e 0.250 IHWH 0i500 4 0.11 0,312 j 0.50 EAF876 00000451 '/4-20x11/2 0.250 IHWH 0.500 4 0.11 0.312 0.83 7 EAF886 00000452 '/4-20x2 .0.250 IHWH. 0,500 4 0.11 0.312 1.33 EAF890 00010436 '/4-20x2'/2 0.250 IHWH 0.500 4 0.11 0.312 1.83 8 EAF888 03458236 /4-20 x1 /, 0.250 IHWH 0;500 5 0.11 0.500 0.80 ,- x e 0 10 EAF910 03463594 '/,20x4 0.250 IHWH 0.500 4 0.11 0.312 3.50 11 EAF940 03011230 5/16-18x1'/2 0.313 IHWH 0.600 3 0.11 0.312 0.80 EAF960 03006009 5/1s-24x11/2 0.313 IHWA 0.600 4 0.11 0.312 0.80 12 EAF970 03432628 5/1s-242 0.313 IHWH 0.600 4 0.11 0.312 1.25 For SI: 1 inch = 25.4 mm. 'Head styles: IHWH = Indented Hex Washer Head; PPH = Phillips Pan Head. 2The Length of Load Bearing Area is based on the length of the threaded portion of the screw that is heat treated to HRC 28-34, and represents the limit of the total thickness of the connected elements. See Sections 3.1 and 4.2 and Figures 10 through 12 for further clarification. TABLE 2-FASTENER SHEAR AND TENSION STRENGTH, pounds-force''2,3 SCREW TYPE SCREW SIZE NOMINAL STRENGTH (TESTED) ALLOWABLE STRENGTH (ASD) 0=3 DESIGN STRENGTH (LRFD) m=0.5 Shear, P„ Tension, Pes Shear, P.01 Tension, P„ Q Shear, OP.. Tension, mPffi 1 #10-16 1526 2273 509 758 763 1136 2 #10-16 1463 2276 488 759 732 1138 3,4 1 #12-14 1992 3216 664 1072 996 1608 5 #12-24 2503 4177 834 1392 1252 2088 6 1/,-14 2692 4353 897 1454 1346 2182 8 '/,-20 2617 4619 872 1540 1308 2309 11 4568 8070 1523 12 5/15-24 5471 8757 1824 2919 2736 4379 7d For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N. 'For tension connections, the lower of the available fastener tension strength, pullover strength, and pull-out strength found in Tables 2, 4 and 5, respectively, must be used for design. 2For shear connections, the lower of the available fastener shear strength and the allowable shear (bearing) capacity found in Tables 2 and 3, respectively, must be used for design. Nominal strengths are based on laboratory tests. I 20 of 23 ESR-3332 I Most Widely Accepted and Trusted Page 4 0f 6 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds -force' 2,3,4,5 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMn TER DESIGN THICKNESS (in.)° 0.048-0.048 0.048-6.076 0.060.0.060 0.075-0.075 118.0116., 3/18 '+/4 '/4'-0.105" ALLOWABLE STRENGTH (ASD) 1 #10-16 0.190 289 289 4.04 2 #10-16 0.190 369 395 453 3,4 #12-14 0.216 356 573 513 497 - - 6 7, 8 1/4-14 /4-20 0.250 0.250 377 386''6 626 526 `° 520 533° 661 670° 638 595° 6249 - 554s 11 5/16-18 0.313 408 622 561 891 - - 12 5/16-24 0.313 - - - 1347 984 887 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 433 433 605 2 #10-16 0.190 590 631 724 3,4 #12-14 0.216 569 917 820 795 6 '14-14 0.250 603 1001 833 1058 1021 7,8 '/4-20 0.250 617 842°'B 852° 10728 952° 9999 886° 11 5/16-18 0.313 653 996 897 1425 - - 12 5/t6-24 0.313 - - - 2155 1575 1419 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. 'Values are based on steel members with a minimum yield strength of F. = 33 ksi and a minimum tensile strength of F. = 45 ksi. `Available capacity for other member thickness may be determined by interpolating within the table. r'Unless otherwise noted, when both steel sheets have a minimum specified tensile strength F a 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F a 65 ksi steel, multiply tabulated values by 1.44. °The first number is the thickness of the steel sheet in in contact with the screw head (top sheet). The second number is the thickness of the steel sheet not in contact with the screw head (bottom sheet). 'When both steel sheets have a minimum specified tensile strength of Fu a 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. Wen both steel sheets have a minimum specified tensile strength of Fu a 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. Wen both steel sheets have a minimum specified tensile strength of F. a 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL -OVER CAPACITY OF SCREW CONNECTIONS, pounds-force''3,4,6,6 MINIMUM DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD NOMINAL EFFECTIVE (in.) SCREW SCREW DIAMETER PULL -OVER TYPE DESIGNATION (in.) DIAMETER 0.048 0.060 0.075 0.105 'le' 3/+e" 'la 'I+6. (In.) ALLOWABLE STRENGTH (ASD) 1 #10-16 0.190 0.357 386 4812 481z 4812 4812 - 2 #10-16 0.190 0.384 415 4812 4812 4812 4812 3,4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 '/4-14 0.250 0.480 518 648 810 112e 11262 11262 - - 7, 8 1 4-20 0.250 0.480 - 648 810 112e 11262 11262 11262 11262 11 5/16-18 0.313 n/a2 11692 11692 - 12 5/i6-24 0.313 n/a2 13262 13262 F13262 13262 132e DESIGN STRENGTH (LRFD) 1 #10-16 0.190 0.357 578 723 7812 7812 781' - 2 #10-16 0.190 0.384 622 778 7812 7812 7812 3,4 #12-14 0.216 0.398 645 806 1007 119Z 11922 11922 5 #12-24 0.216 0.398 645 806 1007 11922 11922 11922 11922 11922 6 '/4-14 0.250 0.480 778 972 1215 1701 18302 18302 - - 7, 8 '/4-20 0,250 0.480 - 972 1215 1701 18302 18302 18302 18302 11 5/16-18 0.313 n/a2 - - 18712 1871' 12 5/16-24 0.313 n/a2 - 21212 2121' 21212 21212 21212 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted. 2Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. 3For tension connections, the lowest of the available pull-out, pull -over, and fastener tension strength must be used for design. `Values are based on steel members with a minimum yield strength of Fy = 33 ksi and a minimum tensile strength of Fu = 45 ksi. SAvailable capacity for other member thickness may be determined by interpolating within the table. °For steel with a minimum tensile strength F. a 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F. a 65 ksi steel, multiply tabulated values by 1.44. 21 of 23 ESR-3332 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds-force''2,',4,1 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER (in.) DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (in.) 0.048 1 0.080 1 0.075 0.905 ALLOWABLE STRENGTH (ASD) 1 #10-16 0.190 136 193 236 307 297 2 #10-16 0.190 136 193 236 307 297 3,4 #12-14 0.216 132 205 264 328 510 665 6 '/4-14 0.250 131 207 255 342 561 899 7, 8, 9, 10 '/4-20 0.250 - 2046 266' 4236 524' 914' 1044 1206 11 5/16-18 0:313 - - - 520 707 - - - 12 5/16-24 0.313 724 1189 1424 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 217 309 378 492 476 2 #10-16 0.190 217 309 378 492 476 3,4 #12-14 0.216 211 328 423 525 816 1064 6 '/4-14 0.250 210 331 409 548 897 1439 7, 8, 9, 10 '/4-20 0.250 3266 416% 6776 838' 1462' 1670 1930 11 5/16-18 0.313 - - 832 1131 12 5/16-24 0.313 - 735 1019 1159 1903 2279 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For tension connections, the lowest of the available pull-out, pull=over, and fastener tension strength must be used for design. 3Values are based on steel members with a minimum yield strength of F, = 33 ksi and a minimum tensile strength of F. = 45 ksi. `Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, for steel with a minimum tensile strength F z 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F a 65 ksi steel, multiply tabulated values by 1.44. %When both steel sheets have a minimum specified tensile strength of F t 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 'When both steel sheets have a minimum specified tensile strength of Fa 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 6—MINIMUM FASTENER SPACING AND EDGE DISTANCE BASIC SCREW FASTENED MINIMUM SPACING MINIMUM EDGE DISTANCE MINIMUM EDGE DISTANCE FOR DIAMETER MATERIAL (3d) 5d) FRAMING MEMBERS (3d) (inch) (1 0.190 Steel %/,s' 6/16" 9/16.' (#10) 0.216 Steel (#12) 1/4 Steel 3/4.' a'` 34" 6/16 Steel 15/s' i/2' For SI: 1 inch = 25.4 mm. 22 of 23 ESR-3332 I Most Widely Accepted and Trusted Page 6 of 6 III 160111111.,lj M�111111111Q111111111�!► O� I�illlllllllllllllllllllllllillll�l�h�d��%+�► FIGURE 1—#10-16 PHILLIPS PAN HEAD FIGURE 7—'lr20 INDENTED HEX WASHER HEAD TYPE 1 SCREW ROUND BODY TAPTITE TYPE 8 SCREW FIGURE 2--#10-16 INDENTED HEX WASHER HEAD FIGURE 8—'/,,-16 INDENTED HEX WASHER HEAD TYPE 2 SCREW ROUND BODY TAPTITE TYPE 11 SCREW FIGURE 3—#12-14 INDENTED HEX WASHER HEAD FIGURE 9—°1,,-24 INDENTED HEX WASHER HEAD TYPE 3 AND 4 SCREW WITH SHANK SLOT TYPE 12 SCREW MAXIMUM LOAD BEARING AREA FIGURE 4--4112-24 INDENTED HEX WASHER HEAD FIGURE 10—PHILLIPS PAN HEAD AND INDENTED TYPE 5 SCREW HEX WASHER HEAD LOAD BEARING AREA MAXIMUM LOAD BEARING O � AREA FIGURE 5—'/,-14 INDENTED HEX WASHER HEAD FIGURE 11—INDENTED HEX WASHER HEAD WITH TYPE 6 SCREW SHANK SLOT LOAD BEARING AREA MAXIMUM LOAD BEARING O AREA 1*=wz> FIGURE 6—'/,-20 INDENTED HEX WASHER HEAD FIGURE 12—INDENTED HEX WASHER HEAD ROUND BODY TYPE 7 SCREW TAPTITE LOAD BEARING AREA 23 of 23 rILE ANCHOR ENGINEERING, INC. www.anchoreng.com SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR Twin Peaks LOCATED IN 17920 Southcenter Parkway Tukwila, WA January 27, 2016 PROJECT ENGINEERS: Caan Taylor E.I., Ian N. Jesse, P.E., S.E. REVIEW ENGINEER: David A. Poe, P.E., S.E. PROJECT NUMBER. 150529 REVIEWED FOR BODE COMPLIANCE APPROVED MAR 17 2016 City of Tukwila BUILDING DIVISION 0 2535 17r" STREET, DENVER, CO 80211 0# 303-783-4797 49 303-830-9133 FAX 0 /\2 � ..,. |t .,■| TWIN PEAKS ._ SOUTHCENTERm_. »_«m» S Anchor Engineering, Inc. Structural Engineering Consultant CUM ; Pc5lgn Parameters PPOlff ; Twin peaks - fukwlla, WA. J013 # ; 15O529 IN C1 ► M ; 1/ 2112016 Fastener Location: Base of exterior Columns Tension /Compression Calc Length 11.25 in s Width 5.5 in3 Moment Applied 14.81 kip-ft ?'gip &V,0 d. Fc 1700 psi .. �G i �, PZF a 4 04°-D�^ Cd 1.6 Pc 2720 psi Iteration 1 Iteration 2 Iteration 3 Iteration 4 Unit 2 in New D 1.16 1.11 1.11 1.11 Moment Arm 10.25 in New Moment Arm 10.67 10.69 10.69 10.69 Tension/Compression 17.34 kips New Tension/Comp. 16:66 16.62 16.62 16.62 17339 Ibs 16655 16620 16618 16618 Required Area 6.87 in^2 New Required. Area 6.12 6.11 6.11 6.11 Required D 1.16 in New Required D 1.11 1.11 1.11 1.11 Tension/Compression Design Load 16618 Ibs . Compression Zone Design Length 1.11 in (11M : Pesign Parameters J06 # : 1h0529 Fastener Location: base of f xterior Columns Side Member Cross Section Width (Actual) Cross Section Height (Actual) E Side Dowel Type Fasteners: Allowable / / Load Per Fastener (Z) Allowable Perp. Load Per Fastener (Z) Fastener Diameter Number of Rows Number Fasteners per Row Fastener Spacing Row Spacing End Distance for Closest Fastener Edge Distance Angle from / / to Grain Anchor Engineering, Inc. Structural Engineering Consultant PPOJ�Cf : Twin Teaks - fukwila, WA l3Y : CT PA9 : 112712016 Main Member 0.375 in Width 5.5 in 5.5 in Height 5.625 in 29000000 E main 1900000 T 7�C.E N S ( 72W S/on/ o-V lit. pF U 7S" COJ UM Ao�, 6tG rJ4,e�n! F92on� itiAtM �'►�at$l� °� y 1.670 Ibs Cd 1.6 Table 2.3.2 940 Ibs Cm 0.7 Table 10.3.3 0.75 in Ct 1 Table 10.3.4 2 Cg 0.982 Section 10.3.6 5 C delta J/ 1 Table 11.5.1A 3 in C delta Perp 0.500 Table 11.5.1A 3 in Ceg 1 Section 11.5.2 4 in Cdi 1 Section 11.5.3 1.5 in Ctn 1 Section 11.5.4 0 degrees Illowable l l Load Per Fastener(Z) 1837 Ibs Illowable Perp. Load Per Fastener(Z) 517 lbs lankinson Formula: Illowable Load Per Fastener(Z) 1837 Ibs Illowable Load Per Connection (Z') 18368 Ibs A side 2.0625 in^2 A main 30.9375 in^2 EsAs 59812500 EmAm 58781250 R EA 0.982759 Gamma (wood to metal) 175370 u 1.0089 m 0.8754 Cg 0.9821 C delta C delta Perp.: "Tension" or "Compression" Tension End Dist for C delta = 1 3.75 in End Dist for C delta =1 3 in End Dist for C delta =3 1.875 in End Dist for C delta = .5 1.5 in C delta 1 C delta Perp. 0.500 Spacing for C delta =1 3 in Spacing for C delta = .5 2.25 in C delta 1 C delta // 1 's Anchor Engineering, , g g, Inc. Client: Project: Job Number: By: Date: Page: of %mh a: fe. Y� �• �'r ."h 5r� •,ylxe S C-AP[ QVPT(""° Olt- -/_ . 70), rn h, a �% ci TAN. icy ►��iaNcs -51 '.S 56 z �: -5.• 3�„+ . + S% St s1s CT t"34 e) Z• go F" t/&( VE4OPMA4.1f 42.E G F G.77 b B !s, !r: is ) _g NSI W7, 4 Calculations per ACI 318-11, IBC 2012, CBC20113, ASCE 7-10 Load Cornbinations Used ASCE 7-10 Material Properties Soil Design Values f c Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf soii/concrete Friction Coeff . = 0.30 9 Values Flexure = 0.90 Shear = 0.750 Analysis Settings increases based on footing Depth Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min, Overturning Safety Factor = 1.0 1 Min. Sliding Safety Factor = 1.0 1 Increases basedon footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure -increase per foot of depth ksf Use Itg wt for stability, moments & shears Yes when maximum length or width is greater than ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear Yes Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... px parallel to X-X Axis = 12.0 in pz parallel to Z-Z Axis = 120.0 in Height 12.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing _ = 3.0 in Bars parallel to X-X Axis Number of Bars 13.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( # 4 Bandwidth Distribution Check (ACI 15.4-4-2) Direction Requiring Closer Separation ig X-X Axis -. . . . . # Bars required within zone 46.2% # Bars required on each side of zone 53.8% Applied ""164" D Lr L S W E H P: Column Load = k ksf OB : Overburden ----- ------ - M-xx = 16.618 k-ft M-zz = k-ft V-x k V-Z = k Description : FOOTING UNDER EXTERIOR COLUMNS @FRONT PATIO DSJCN'SUMMARYtN xN i Min. Ratio Item Applied Capacity. r - • Governing Load Combination PASS 0.1920 Soil Bearing 0.480 ksf 2.50 ksf +0.6013+0.60W+0.601-1 about X-X axis PASS 1.745 Overturning - X-X 9.971 k-ft 17.40 k-ft +0.600+0.60WA.60H PASS n/a Overturning - Z-Z 0.0 k-ft ok k-ft No Overtuming PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 010 k No Uplift PASS 0.0 Z Flexure (+X) 0.0 k-ft 10,306 k-ft +1.40D+1.60H PASS 0.0 Z Flexure (-X) 0.0 k-ft 10.306 k-ft +1.40D+1.60H PASS 0.0 X Flexure (+Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 X Flexure (-Z) 0.0 RA 0.0 k-ft No Moment PASS 0.0 1-way Shear (+X) 0.0 psi 94.868 psi +1.40D+1.60H PASS 0.0 1-way Shear (-X) 0.0 psi 04,868 psi +1.40D+1.60H PASS n/a 1-way Shear (+Z) 0.0 psi 94:868 psi n1a PASS n/a 1-way Shear (•Z) 0.0 psi 94.868 psi n/a PASS .0000050 2-way Punching 0.000556 psi 113,842 psi +0.90D+W+0.90H Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... _ Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left, -X __ Right, +X_ _, Ratio__ X-X, +D+H 2.50 n/a 0.0 0,1450 0.1460 n/a n/a 0.058 X-X, +D+L+H 2.50 n/a 0.0 0.1450 0.1450 n/a n/a 0.058 X-X, +D+Lr+H 2.50 n/a 0.0 0,1460 0,1450 n/a n/a 0.058 X-X, +D+S+H 2.50 n/a 0.0 0.145.0 0.1450 n/a n/a 0.058 X-X, +M,750Lr+0.750L+H 2.50 n1a 0.0 0.1450 0.1450 n/a n/a 0.058 X-X. +D+0,750L+0.750S+H 2.50 n/a 0.0 0.14:50 0.1450 n1a n/a 0,058 X-X, +D+0.60W+H 2.50 n/a 27.506 .0,0 0.3533 n/a n/a 0.141 X-X, +D+0.70E+H 2.50 n/a 0.0 :0.1450 0.1450 n/a n/a 0.058 X-X, +D+0.750Lr+0.750L+0.450W+H 2,50 n/a 20.629 0.0 0,2921 n/a n/a 0.117 X-X, +D+0.750L+0.750S+0.450W+H 2:50 n/a 20.629 0.0 0.2921 n/a n/a 0.117 X-X. +D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 0.1450 0.1450 n/a n/a 0.058 X-X. +0.60D+0.60W40.60H 2.50 n/a 45.843 0.0 0.480 n/a n/a 0.192 X-X, +0.60D+0:70E+0.60H 2.50 n/a 0.0 0,0870 0.0870 n/a n1a 0.035 Z-Z, +D+H 2.50 0.0 n/a n/a n/a 0,1450 0.1450 0,058 Z-Z, +D+L+H 2.50 0.0 n/a n/a n/a 0.1450 0.1450 0.058 Z-Z, +D+Lr+H 2.50 0.0 n/a n/a n/a 0.1450 0.1450 0.058 Z-Z. +D+S+H 2.50 0.0 n/a n/a n/a 0,1450 0.1450 0.058 Z-Z, +D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 0.1450 0.1450 0.058 Z-Z, +D+0:750L+0.750S+H 2.50 0.0 n/a n/a n/a 0.1450 0.1450 0.058 Z-Z, +D+0.60W+H 2.50 0.0 n/a n/a n/a 0.1450 0.1450 0,058 Z-Z, +D+0.70E+H 2.50 0.0 n/a n/a n/a 0.1450 0.1450 0.058 Z-Z, +D+0.750Lr-4750L+0.450W+H 2.50 0.0 n/a n/a n/a 0.1450 0,1450 0,058 Z-Z, +D+0.750L+0.750S+0.450W+H 2.50 0.0 n/a n/a n/a 0.1450 0.1450 0.058 Z-Z. +D+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 0.1450 0.1450 0.058 Z-Z. +0.60D+0.60W+0.60H 2.50 0.0 n/a n/a n/a 0,0870 0.0870 0.035 Z Z. +0 60D+0 70E+0 60H 2.50 0.0 n/a n/a n/a 0.0870 0.0870 0.035 $�apility; Ove�`Fu friing E Rotation Axis& Load_ Combination... Overturning Moment Resisting Moment Stability Ratio - Status _ X-X, +D+H None 0.0 k-ft Infinity OK X-X. +D+L+H None 0.0 k-ft Infinity OK X-X, +D+Lr+H None 0.0 k-ft Infinity OK X-X, +D+S+H None 0.0 k-ft Infinitv OK X-X, +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X. +D+0.60W+H 9.971 k-ft 29.0 k-ft 2,908 OK X-X, +D+0.70E+H None 0.0 k-ft Infinity OK X-X, +D+0:750Lr+0.750L+0.450W+H 7.478 k-ft 29.0 k-ft 3.878 OK X-X, +D+0.750L+0.750S+0.450W+H 7.478 k-ft 29.0 k-ft 3.878 OK Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+0,750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X, +0.601)+0.60W+0.601-1 9.9710 17.40 k-ft 1,745 OK X-X, +0.60D+0.70E+0,60H None 0,0k-ft Infinity OK Z-Z, +D+H None 0.0 k-ft Infinity OK Z-Z, +D+L+H None 00 k-ft Infinity OK Z-Z, +D+Lr+H None 0.0 k-ft Infinity OK Z-Z, +D+S+H None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr-4750L+H None 0.0 k-ft Infinity OK Z-Z, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z, +D+0.60W+H None 0.0 k-ft Infinity OK Z-Z. +D+0.70E+H None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK Z-Z, +D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Z-Z, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z, +0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK Z Z +0 60D+0 70�+0 60H None 0.0 k-ft Infinity OK SlitiltS Stably r t All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status FootingyHas NO Slid Flexure Axis & Load Combination Mu k-ft Which Side ? Tension@ Bot or Top ? As Req'd in12 Own. As in" 2 Actual As in^2 Phi*Mn k-ft Status X-X. +1.40D+1,60H 0.0 +Z Too 0.2592 Min Temp % 0.2667 10.565 0 X-X, +1.40D+1.60H 0.0 -Z Top 0.2592 Min TemD % 0,2667 10.565 0 X-X, +1.20D+0.50Lr+1.60L+1.60H 0.0 +Z Top 02592 Min Temp % 0.2667 10.565 0 X-X, +1.20D+0.50Lr+1.60L+1,60H 0.0 -Z Top 0:2592 Min Temp % 0.2667 10.565 C X-X, +1.20D+1.60L+0.50S+1.60H 0.0 +Z Top 0.2592, Min. TemD % 0.2667 10,565 C X-X, +1.20D+1.60L+0.50S+1.60H 0.0 -Z Too 0.2592 Min TemD % 0,2667 10.565 C X-X, +1.20D+1,60Lr+0.50L+1.60H 0.0 +Z Top 0.2592 Min Temp % 0.2667 10.565 C X-X, +1.20D+1,60Lr+0,50L+1.60H 0.0 -Z TOD 0.2592 Min TemD % 0.2667 1.0,565 C X-X, +1.20D+1.60Lr+0,50W+1.60H 0.0 +Z Top 0,2592 Min TemD % 0.2667 10.565 C X-X, +1.20D+1.60Lr+0.50W+1.60H 0.0 -Z Top 0.2592 Min TemD % 0.2667 10.565 C X-X, +1.20D+0.50L+1.60S+1.60H 0.0 +Z TOD 0,2592 Min TemD % 0.2667 10.565 C X-X. +1.20D+0.50L+1.60S+1.60H 0.0 -Z Top 0.2592 Min Temp % 0.2667 10.565 C X-X, +1.20D+1,60S+0.50W+1,60H 0.0 +Z Too 0.2692 Min TemD % 0,2667 10.565 C X-X, +1.20D+1.60S+0.50W+1.60H 0.0 -Z Top 0.2592 Min Temp % 0.2667 10.565 C X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.0 +Z Top 0.2592 . Min TemD % 0.2667 10.565 C X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.0 -Z Too 0.2592 Min Temo % 0.2667 10.565 C X-X, +1.20D+0.50L+0.50S+W+1.60H 0.0 +Z Too 0.2592 Min TemD % 0.2667 10.565 C X-X, +1.20D+0.50L+0.50S+W+1.60H 0.0 -Z Top 0.2592 Min Temp % 0.2667 10,565 C X-X. +1.20D+0,50L+0.20S+E+1,60H 0.0 +Z TOD 0.2592 Min TemD % 0.2667 10.565 C X-X, +1.20D+0.50L+0.20S+E+1.60H 0.0 -Z Top 0.2592 Min TemD % 0.2667 10.565 C X-X, +0.90D+W+0.90H 0.0 +Z Top 0,2592 Min TemD % 0.2667 10,565 C X-X. +0.90D+W+0.90H 0.0 -Z TOD 0.2592 Min TemD % 0.2667 10,565 C X-X, +0.90D+E+0,90H 0.0 +Z Tor) 0,2592 Min Two % 0.2667 10.565 C X-X. +0.90D+E+0.90H 0.0 -Z Too 0,2592 Min TemD % 0.2667 10,565 C Z-Z. +1.40D+1,60H 0.0 -X Bottom 0.2592 Min Temp % 0.260 10.306 C Z-Z. +1,40D+1.60H 0.0 +X Bottom 0.2592 Min Temp % 0,260 10.306 C Z-Z, +1.20D+0.50Lr+1,60L+1.60H 0.0 -X Bottom 0.2592 Min Temp % 0.260 10.306 C Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.0 +X Bottom 0,2592 Min Temp % 0.260 10.306 C Z-Z, +1.20D+1,60L+0,50S+1.60H 0.0 -X Bottom 0.2592 Min Temo % 0.260 10.306 C Z-Z, +1.20D+1.60L+0.50S+1.60H 0.0 +X Bottom 0.2592 Min Temp % 0.260 10.306 C Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.0 -X Bottom 0.2592 Min Temp % 0.260 10.306 Z-Z, +1.20D+1,60Lr+0,50L+1.60H 0.0 +X Bottom 0,2592 Min Temo % 0,260 10.306 C Z-Z, +1.20D+1,60Lr+0.50W+1.60H 0.0 -X Bottom 0.2592 Min Temo % 0.260 10.306 Z-Z, +1.20D+1,60Lr-+0.50W+1.60H 0.0 +X Bottom 0.2592 Min Temp % 0.260 10.306 Z-Z, +1.20D{0.50L+1.60S+1.60H 0.0 -X Bottom 0.2592 Min Temp % 0.260 10306 Z-Z, +1.20D+0.50L+1.60S+1.60H 0.0 +X Bottom 0.2592 Min Tema % 0.260 10.306 Z-Z. +1.20D+1.60S+0.50W+1,60H 0.0 -X Bottom 0,2592 Min TemD % 0.260 10.306 Z-Z, +1.20D+1.60S+0.50W+1.60H 0.0 +X Bottom 0.2592 Min Temp % 0.260 10.306 Description : FOOTING UNDER EXTERIOR COLUMNS @FRONT PATIO Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.0 -X Bottom 0,2592 Min Temp % 0.260 10.306 OK ys' }f'�'77/��m►ry)+i'Q(tQ��;�"� .' ,,##'�'X� •S� �: P��Cq�'"1 T tM� �': t'�f'u't("-r'; ;1� ���di�lL+li1T.Ju�����,'"'L�'nl¢#, �1�t£. �a;;�s��v�'�st;t�l�h..F. - :: v�R.H�'W,��_'��„=•�i�r.�= .. Flexure Axis & Load Combination Mu ` Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side ? Bot or Top ? in 2 in^2 in^2 k-ft Z-Z. +1,20D+O.50Lr+0.50L+W+1.60H 0.0 +X Bottom 0.2592 Min Temp % 0.260 10.306 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.0 -X Bottom 0 2592 Min Temp % 0.260 10.306 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.0 +X Bottom 0,2592 Min Two % 0.260 10.306 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.0 -X Bottom 0.2592 Min TemD % 0.260 10.306 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.0 +X Bottom 0.2592 Min TemD % 0.260 10.306 OK Z-Z, +0.90D+W+0,90H 0.0 -X Bottom 0.2592 Min TemD % 0,260 10.306 OK Z-Z, +0.90D+W+0.90H 0.0 +X Bottom 0.2592 Min TemD % 0.260 10306 OK Z-Z, +0.901)+E+0.901-1 0.0 -X Bottom 0.2592 Min Tom % 0.260 10.306 OK ZZ+O +09�0,K 0 0 +X Bottom 0.2592 Min TemD % 0.260 10.306 OK OWN���he il .. v.. _. Load Combination... Vu @ -X Vu @ +X Vu @ -Z vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 0 psi 0 Dsi 0 psi 0 osi 0 psi 94.868 Dsi 0 OK +1.20D+0.5OLr+1.60L+1.60H 0 psi 0 psi 0 DSi 0 DSi 0 Dsi 94:868 Dsi 0 OK +1.20D+1:60L+0.50S+1.60H 0 psi O psi Opsi O osi 0 Dsi 94.868 osi 0 OK +1,20D+1.6OLr+0,50L+1.60H 0 Dsi O psi 0 psi O'osi O Dsi 9068 Dsi 0 OK +1.20D+1.6OLr+0.50W+1.60H 0 Dsi O Dsi 0 Dsi 0 osi 0 psi 94.868 Dsi 0 OK +1.20D+0,50L+1.60S+1.60H 0 Dsi 0 psi 0 DSi 0 psi 0 psi 94,868 Dsi 0 OK +1.20D+1.60S+0.50W+1.60H 0 Dsi 0 Dsi 0. pSi 0 DSi 0 Dsi 94.868 Dsi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0 Dsi 0 Dsi 0 psi O Dsi 0 Dsi 94.868 psi 0 OK +1.20D+0,50L+0.50S+W+1.60H 0 DSI0 psi 0 psi 0 osi O Dsi 94.868 Dsi 0 OK +1.20D+0,50L+0,20S+E+1.60H 0 psi O psi O'Dsi 0 DSi 0 DSi 94.868 Dsi 0 OK +0.90D+W+0.90H 0 psi 0 Dsi 0 psi 0 psi 0 Dsi 94.868 Dsi 0 OK +0 90D+E+0 90H 0 osi 0 osi 0 Dsi 0 Dsi 0 psi 94.868 psi 0 OK All units Load Combination... Vu Phi*Vn Vu I Phi*Vn _ Status +1.40D+1.60H 0 psi 111842osi 0 OK +1.20D+0,50Lr+1.60L+1.60H 0 psi 113.842osi 0 OK +1.20D+1.60L+0.50S+1.60H 0 Dsi 113.842osi 0 OK +1.20D+1.6OLr+0.50L+1.60H 0 Dsi 113.842osi 0 OK +1.20D+1,6OLr+0.50W+1.60H 0 psi 113.842osi 0 OK +1.20D+0,50L+1.60S+1.60H 0 psi 113.842osi 0 OK +1.20D+1.60S+0.50W+1.60H 0 Dsi 113.842Dsi 0 OK +1.20D+0.5OLr+0.50L+W+1,60H 7.2e-05 Dsi 113:842osi 0 OK +1.20D+0.50L+0.50S+W+1.60H 7,2e-05 osi 113.842osi 0 OK +1.20D+0.50L+0.20S+E+1.60H 0 psi 113.842osi 0 OK +0.90D+W+0.90H 0.000556 psi 113.842osi 5.e-06 OK +0.90D+E+0.90H 0 Dsi 113.842osi 0 OK ., Anchor Engineering, Inc. Client: W516" meµ. Project: -T JtA M�Y-- 'tt1lLW ti Job Number: j 5b'52-1 By: r r`LS Date t z t co Page: --j-_of CAr-OrAF\ S t-p -. fr; . rJIN o (1w T" 'wiz- ovt- off"' Q3 2.-10k ire ft �-l.l � r%I r!'r', oil✓_�-' i J'' t0 Y r rzY� s is t� 1-4i - . 2 t F+ -32 "44-- c2 �D s �-Qw rV.VMr P,nd) �G2� 2..S f- I \f - 3.3 tr. r--1..✓G 3 ' S (c- 2 dr—Mzot47 PA�-1 r�� S7 r S T . 6i�/1 - rye ' R Anchor Engineering, Inc. Client: �' Project: r\� �C-•w «h- Job Number: l So 5 2q By: I r,l J Date: i /2 6 f' 1 le Page: of LVAt� T� �-a.r-►��g c..ai�1i�: 'ivt7lST i PU t2•t-t t4 2 • Co a L4 '_ s j f�c�i2Ltnt CC . -7 r' t v t.L • U''C'trIr— f5t—. cry 0 - tc$ ?�5 C 1. S 4.1.) o L ea z -•�30pS� .Qd - �-a,•3 ps�- tr^6. +. 23,3�s�F 3d�s �' spa �q.8 p-t x -7P p t iV. tn)tttp r t3 i! 5 �1 2" �ISt�c (c�c+ f ` ia1�n..lt7r tort-r1� �oo.�ti = �'� • t Ps� i t , poTr. qr'L le r1 '41t,i 2.5$� Lr . -f'L7 Sy 51L Caiw1 r �2-.453 3•�X-►x3t+ G , Anchor Engineering, Inc. 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Fotzct✓ o� sYsT�'.r`�1 j I hssv"e > 22 k.- C� i 8 Pry k.- -a c -M C I 'f H. 1 tc 3 P514 4 �5iL 2Z pE� � S�nKrr�yS-ZL�� a pCYi Co544 �45 ^ 2Z� 1 4 tL Rev©S �p2 3� k) iS l� Pf-(k soh Ciz (3z K-� 2g G�PEGtL F►Pr. %J✓l raz Lo/N s 6. liod C rJ �Cyec'S� R a G 4�O s C-c 5 n4` 4.t5 h� vcti - 3. 14 �tr� - cto.r, A" �r ��dluxafi k Anchor Engineering, Inc. Client: pf, Project: Tw 1 '?Cwv--S -N t-L-I % L-1- Job Number: 15OSSA By: I t-U Date: I Zee Page: --S—of Fe Z— E3 (,4) , s 5 -Ist, �2 It. V cpk -rV( 3/4' C;U-,Sc-r -42— CAN > ZL IL V/ 6 M F'ru (,—c 5. 1-ce j Z. L Anchor Engineering, Inc. Client: PE5(btr Pert . Project: "TW' ^l P(F-rAt✓5 -1vt--OJ't-A Job Number: 1 g 95 2`t By: WJ Date: Page: t of 11 30( ?Q-)i 5.5 �p T \ �Cjt- ti3� S Z. 2j A x I At--t �) 4 �Tl�Gdcl .. C k-) "1" r G7 L C%A. y� Pr' 2-1 i .' f-AA K-re4Stor4 Ac x t act St_ 1,5 • q D- g- t✓ i � 3. Z (, 2ta + t,ZCi 5 iL Lp�.lsrt 2_ 3 t I Fc fL- "IYt tsta..J cent iS� r��tz 3 it- L4 F3Mz- s f-orz-. 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H W M Q W Z UJ O w m w Z_ U) c p IX w w o W Z_ U) C? �> Z X �p W of L >-0 o O N C: N W Z Q Z Q Column: M7 I Shape: W14x48 Material: A992 Dyin Length: 9.25 ft I Joint: N14 J Joint: N11 LC 13: ASCE ASD 6 (d) (b) Code Check: 0.723 (bending) -.503 at 9.25 ft Report Based On 97 Sections A._ ___- k -.505 at 9.25 ft T_ _.. _—. -- ...._.. __ __-- _ ._. k-ft Mz k-ft -98 at 9.25 ft Dz_........_................... ...._,_......._._..._ in Vz — - ---- - -- - _ k My -----._.____ k-ft A/SC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.723 Max Shear Check 0.141 (y) Location 9.25 ft Location 0 ft Equation HI-1b Max Defl Ratio L/1211 Bending Flange Compact Compression Flange Non -Slender Qs=1 Bending Web Compact Compression Web Slender Qa=1 y-y z-z Fy 50 ksi Lb 18.5 ft 18.5 ft Pnc/om 156.761 k KL/r 116.274 37.891 Pnt/om 422.156 k Mny/om 48.902 k-ft L Comp Flange 18.5 ft Mnz/om 135.708 k-ft Warp Length NC Vny/om 93.84 k L-torque 9.25 ft Vnz/om 171.659 k Tau—b 1 Cb 1 1, Column: N18 Shape: W14x48 Material: A992 Length: 9.25 ft I Joint: N11 J Joint: N16 LC 13: ASCE ASD 6 (d) (b) Code Check: 0.736 (bending) Report Based On 97 Sections -11.425 at 0 ft A - k -11.575 at 2.794 ft T _.. k-ft -.81 at 0 ft fa ksi -.821 at 2.794 ft _.__. in -.503 at Oft Dz in -3.045 at 0 ft Vyr-- ..... _..........) k Vz - - k -13.341 at 9.25 ft Mz t k-ft 1 h�� � � f � t C ? + ; 1 f •Sf ��. Mi f -98 at 0 ft My .__. _ . _ k-ft RISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.736 Max Shear Check 0.1.42 (y) Location 0 ft Location 9.25 ft Equation HI-1b Max Defl Ratio L/1112 Bending Flange Compact Compression Flange Non -Slender Qs=1 Bending Web Compact Compression Web Slender Qa=1 y-y z-z Fy 50 ksi Lb 18.5 ft 18.5 ft Pnc/om 156.761 k KL/r 116.274 37.891 Pnt/om 422.166 k Mny/om 48.902 k-ft L Comp Flange 18.5 ft Mnz/om 135.708 k-ft Warp Length NC Vny/om 93.84 k L-torque 9.25 ft Vnz/om 171.659 k Tau—b 1 Cb 1 Column: M10 Shape: W14x48 Material: A992 Length: 9.252 ft I Joint: N16 J Joint: N10 LC 13: ASCE ASD 6 (d) (b) Code Check: 0.467 (bending) Report Based On 97 Sections 25.204 at 0 ft A -26.168 at 9.252 ft k T k-ft -1.788 at 0 ft fa ksi wo ps stow -1.856 at 9.252 ft Dz _ _ . in Vz _ .. _ k My k-ft _ . in -.287 at 0 ft -5.246 at 0 ft Vy k -7.565 at 9,252 ft Mz k-ft -59.266 at 0 ft A/SC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.467 Max Shear Check 0.081 (y). Location 0 ft Location 9.252 ft Equation H1-1b Max Defl Ratio L/2069 Bending Flange Compact Compression Flange Non -Slender Qs=1 Bending Web Compact Compression Web Slender Qa=1 y-y z-z Fy 50 ksi Lb 18.5 ft 18.5 ft Pnc/om 156.761 k KL/r 116.274 37.891 Pnt/om 422.156 k Mny/om 48.902 k-ft L Comp Flange 18.5 ft Mnz/om 135.708 k-ft Warp Length NC Vny/om 93.84 k L-torque 9.252 ft Vnz/om 171.659 k Tau—b 1 Cb 1 z x f9 M13 ANCHOR ENGINEERING INJ 13 Mro U) 2 OCBF GL 3 I Jan 27, 2016 at 4:47 PM MEMBER & NODE LABELS 1150529.00BF GL 3.r3d 150529 r� Y Z X N O O Q 7 m �992 O O Q rn.01 Q A500 Gr.46 N OOi Q qg 92 �992 9S, 00 CO ems$ c Q ANCHOR ENGINEERING OCBF GL 3 MATERIALS 3 [NJ Jan 27, 2016 at 4:48 PM 150529 150529.00BF GL 3.r3d t Y Z X rn V) 0 N 9252 L0 10.485 N N r 9?S 9252 �O � ASS r` 0) AQ 92S Ln �3' v n ai " Member Length (ft) Displayed ANCHOR ENGINEERING 4 INJ OCBF GL 3 Jan 27, 2016 at 4:48 PM 150529 LENGTHS (FT.) 150529.00BF GL 3.r3d Code Check v Y (LC4) Cale > 1.0.0 .90-1.0 Z X 75-.90 .50-.75 0.-.50 .00 0 M �s N .02 U) op •s M A 76 v 0 00 N Member Code Checks Displayed Results for LC 4, ASCE ASD 5 (a) (a) ANCHOR ENGINEERING 5 INJ OCBF GL 3 Jan 27, 2016 at 4:53 PM 150529 MEMBER STRESSING @ WORST CASE 150529.00BF GL 3.r3d ANCHOR FI-L ENGINEERING, INC. www.anchoreng.com STRUCTURAL CALCULATIONS FOR Twin Peaks LOCATED IN 17920 Southcenter Parkway Tukwila, WA November 17, 2015 PROJECT ENGINEERS: Caan Taylor E.1., Ian N. Jesse, REVIEW ENGINEER: David A. Poe, P.E., S.E. PROJECT NUMBER: 150529 REVIEWED FOR CODE COMPLIANCE «y, APPROVED MAR 17 2016 City of Tukwila BUILDING DIVISION P.E. S.E. D C CSC OMf- I DEC O 12 015 DD ab�s. ao ; blbol REID MIDDLETON, INC. R"".^r= `1Er, C@r-Y OF NOV 2 0 2015 PERMIT CENTER Sf-wutv'� 0 2535 17r" STREET, DENVER, CO 80211 0 303-783-4797 00 303-830-9133 FAX r) I q • Table of Contents LoadCriteria...................................................................................... Pg. 2-15 FoundationDesign.......................................................................... Pg. 16-49 VerticalDesign.................................................................................. Pg. 50-116 Lateral Design.................................................................................. Pg. 117-193 Columns and Stud Walls................................................................. Pg. 194-206 Miscellaneous Calculations............................................................. Pg. 207-208 Load Criteria 2 of 208 DESIGN CRITERIA City of Tukwila 2012 IRC & IBC Building Division/Permit Center 6300 Southcenter Blvd. #100 Tukwila, WA 98188 (206)431-3670 TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND SNOW WIND DESIGN SEISMIC DESIGN SUBJECT TO DAMAGE FROM WINTER DESIGN ICE BARRIER UNDERLAYMENT FLOOD AIR FREEZING MEAN ANNUAL Speed Topographic Frost line LOAD (mph) effects'"' CATEGORY Weathering") depth` Termite "' TEMP "' REQUIRED "' HAZARDS "' INDEX "' TEMP" 25 85 NO DI Moderate 12" NA 20 Not Required (See map) N/A 51.4 deg. For SI: 1 pound per square foot = 0.0479 kPa, I mile per hour = 0.447 m/s. a. Weathering may require a higher strength concrete or grade of masonry than necessary to satisfy the structural requirements of this code. The weathering column shall be filled in with the weathering index (i.e., "negligible," "moderate" or "severe") for concrete as determined from theWeathering Probability Map [Figure R301.2(3)]. The grade of masonry units shall be determined from ASTM C 34, C 55, C 62, C 73, C 90, C 129, C 145, C 216 or C 652. b. The frost line depth may require deeper footings than indicated in Figure R403.1(1). The jurisdiction shall fill in the frost line depth column with the minimum depth of footing below finish grade. c. The jurisdiction shall fill in this part of the table to indicate the need for protection depending on whether there has been a history of local subterranean termite damage. d. The jurisdiction shall fill in this part of the table with the wind speed from the basic wind speed map [FigureR301.2(4)]. Wind exposure category shall be determined on a site -specific basis in accordance with Section R301.2.1.4. e. The outdoor design dry-bulb temperature shall be selected from the columns of 971/2-percent values for winter from Appendix D of the International Plumbing Code. Deviations from the AppendixDtemperatures shall be permitted to reflect local climates or local weather experience as determined by the building official. f. The jurisdiction shall fill in this part of the table with the seismic design category determined from Section 11301.2.2.1. g. The jurisdiction shall fill in this part of the table with (a) the date of the jurisdiction's entry into the National Flood Insurance Program (date of adoption of the first code or ordinance for management of flood hazard areas), (b) the date(s) of the currently effectiveFIRMandFBFM, or other flood hazardmap adopted by the community, as may be amended. h. In accordance with Sections R905.2.7.1, R905.4.3.1, R905.5.3.1, R905.6.3.1, R905.7.3.1 and R905.8.3.1, where there has been a history of local damage from the effects of ice damming, the jurisdiction shall fill in this part of the table with "YES". Otherwise, the jurisdiction shall fill in this part of the table with "NO". i. The jurisdiction shall fill in this part of the table with the 100-year return period air freezing index (BF -days) from Figure R403.3(2) or from the 100-year (991/o) value on the National Climatic Data Center data table "Air Freezing Index- USA Method (Base 32°Fahrenheit)" at http://www.ncdc.noaa.gov/oa/fpsf/AFI-pubretum.pdf. j. The jurisdiction shall fill in this part of the table with the mean annual temperature from the National Climatic Data Center data table "Air Freezing Index -USA Method (Base 32°Fahrenheit)" at http://www.ncdc.noaa.gov/oa/fpsf/AFI-pubretum.pdf. k. In accordance with Section R301.2.1.5, where there is local historical data documenting structural damage to buildings due to topographic wind speed-up effects, the jurisdiction shall fill in this part of the table with "YES." Otherwise, the jurisdiction shall indicate "NO" in this part of the table. t,4, r7/"acej) Y!4- r a , MSO Ia� p,h3 Fo.. ({' 1 i6N'"_��+. •ril/,i fF�l ����+' :r_ • 0.,J 4C,0"t ,ft �— ..3�ia�oi� : T c'ct n "n4ceXS,1 ; X ,?`9 it%l r 2 = S. a oS���) �s DRAWING # DCD HO19 REVISION # ' 2 DATE 10/01/2014 3 of 208 ANCHOR ENGINEERING, INC. 253517" ST., DENVER, CO 80211 303-783-4797 303-830-9133FAX WWWANCHORENG-coil' Design Load Summary Project Name: Twin Peaks -Tukwila, WA Project Number: 150529 Date Updated: 11/2/2015 Roof Loadine: Roof Live Load: Typical Live Load: Reduced Distributed Live Load at Drift Conditions: Maximum Drift Load (___): General Drift Load (_): Upper Roof w/ Heavy Timber Trusses: 60 MII. TPD Roofing, Mechanically Fastened: , 1/2" Plywood Deck: !, Rigid Insulation (6" Thick): 1/2" Plywood Deck: !is 2x Decking T- Heavy Timber Trusses 0.35 psf 1.5 psf 6 psf 1.5 psf 4.9 psf 5 psf Lights / Mechanical / Electrical / Misc.: 5 psf ��? � teal>Roof�ii3 )Load : �2`4425, ,", sf USE: 25 psf Mot'f'CA&.J ;r4r--sv6, *ke-, '"-^ 4ZSf) It-- Rnnf —/ PRI. Fram ina. EPDM Single-pty Membrane Roofing (No Ballast)_ +. Protection Board - 3 1/2" Tectum Structural Decking Rigid Styrofoam Insulation (3" Thick):'(. 3 1/2"x 16" PSL @ 4'-0" o,c. --- -- -- Ste. 1 psf 0.25 psf 4 psf 0.6 .psf 4.375 psf Lights / Mechanical / Electrical / Misc.: 5 psf 1,;0", sT. 1ca1'RoofDea316a8: 15:225 sf USE: 16 psf 4 of 208 ANCHOR ENGINEERING, INC. 2535 17"" ST., DEIvVER, CO 80211 *.**303-783-4797 0-303-830-9133F4x0- WWW.AA(CHOREiVG.COM Design Load Summary Project Name: Twin Peaks -Tukwila, WA Project Number: 150529 Date Updated: t1/212015 Roof Loading: Roof Live Load: Typical Live Load: Reduced Distributed Live Load at Drift Conditions: Maximum Drift Load General Drift Load Upper Roof w/ Trusses& Ceiling A Front: Upper Roof w/ Trusses P Rear: 60 Mil. TPO Roofing, Mechanically Fastened: 5/8" Plywood Deck: Wood Truss Self Weight (24" o.c.): Light Frame Roof Insulation: 2x10 Joists @ 16" o.c. (1) Layer 5/8" Gypsum Board Ceiling: 2, 0.35 psf 60 MiI.TPO Roofing, Mechanically Fastened: 0.35 psf 1.8 psf 5/8" Plywood Deck: 1.8 PSI` 2.5 psf Wood Truss Self Weight (24" ox.): 2.5 psf 2.2 psf Light Frame Roof Insulation: 2.2 psf 2.8 psf (1) Layer 5/8" Gypsum Board Ceiling: 2.8 psf 2.8 psf - Lights / Mechanical / Electrical / Misc.: .5 psf Lights / Mechanical / Electrical / Misc.: 5 psf tcaA, 6 df USE: 18 psf USE: 15 psf I 5 of 208 ANCHOR ENGINEERING, INC. 2535 1 7rH ST., DENvER, CO 80211 •:•303-783-4797 •:•303-830-9133FAx WWW.AAICHORENG.COM Design Load Summary Project Name: Twin Peaks -Tukwila, WA Project Number: 150529 Date Updated: 11/2/2015 RoofLoadinz: Roof Live Load: Typical Live Load: Reduced Distributed Live Load at Drift Conditions: gg Maximum Drift Load General Drift Load Lom 2 psf 8 psf Lights / Mechanical / Electrical / Misc.: 5 psf USE: 15 psf 6 of 208 Lights I Mechanical / Electrical / Misc.: F 1.8 psf 1.4 psf 5 psf USE: 9 psf ueslgn snaps Nummary xeport http://ehp l-earthquake.er.usgs.gov/desigmnaps/us/summary.php'ltemp... 2(SGS Design Maps Summary Report User -Specified Input Report Title Twin Peaks - Tukwila, WA Fri October 2, 2015 17:50:34 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4490N, 122.26219°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 5mi 5040m ; 90A 549 Surlen _1®r, Nil Rp An i -; EA,M ERICA b C4Joine s t? 'I mapeau.es4_ C�20 MapQueit S e d 15'Op t� MapQuert USGS-Provided Output Ss = 1.449 g SMs = 1.449 g Sos = 0.966 g, �� , = Sl = 0.540 g SMl = 0.809 g Sol = 0.540 g , < so r "'4- h eC 6esTAf For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.0 1.35 1.20 1.05 0.50 y 0.75 O.GO 0.45 0.30 0.15 o.o0 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Design Response Spectrum 1.10 l.on 0.50 0.80 0.70 Im O.GO N 0.50 0.40 0.30 0.20 0.10 0.00 0.00 0.2o 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 2.00 Period, T ( sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. I l of 1 7 of 208 10/2/2015 11:50 AM Asa 7-iv CHAPTER 26 WIND LOADS: GENERAL REQUIREMENTS 16 160(72) Figure 26.5-1A Basic Wind Speeds for Occupancy Category II Buildings and Other Structures. Notes: 1. Values are nominal design 3-second gust wind speeds in miles per hour (m/s) at 33 ft (10m) above ground for Exposure C category. 2. Linear interpolation between contours is permitted. 3. Islands and coastal areas outside the last contour shall use the last wind speed contour of the coastal area. 4. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. 5. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (Annual Exceedance Probability = 0.00143, MRI = 700 Years). 247a 8 of 208 y 7 m V C N M �I�00000 00000 sc0 L Na- NN M d' I-000)0- a E +� O)C =nN aMl 04 W H vi to NY G QJ OaOO a) NN ON�MN apMj IIN N o W o Y E O II L y i�_ m -14 O 1 al r(L F- C C O 'j LL' I �I �l CNO�n�00 a0O 00 CM) m a-) �p f(00 Cl) QtOD. < +� •y CC, caM �7 .a SZWf10000000 C000 ONO N W O E m MV g U C L O. � ��-NM�'OCOnOO)�� � C is rnC c � W a O N O y N O O j M 7 3 W y U N C E`m V> >: oda0EE y mll�QQ pr O N �0000000000g tim° m M If I I II it N a C.�.i6 0) 'O O N Of O1 J N N�NNM� 00 t- 00 O)� N I N �ik N Y (� 8a`�oou7€mm gO YID =J@)�Ua� Q U N 7 d1 V C 8 N N Cl) 0-'' 00000000QOo NN M`7 toot O) L a N E a OU_nC')LO a O N Q G (0 aa UpIJ'COD O�mOOMnNNN OC) W Q� IIH I�+)i0000.-��-a-�e-� ONO N w O Y W NY = II t O A ;^ E N O u) 40 (Q C a NO NN CO CO G �N�r'� �000009 W O)O) ^NOMN O Q~ C O Win, N C M O w 0 0 0 0 0 0 0 0 0 0 0 W O Q N �o �� an d E �ca U U C � cL O h c L I. ZI O i Nm g0t0 r-wm�� p C _0aa 4) O O j a A 1_ V O M C C .O .O LLI U. N16- SEE p0 nm m �/� n _ c O OZ.Of N v> > m v OU C�� M J N �Ln O00c)000000 (I�NNMV LO 0N000)� M 11 N N N O� N 0. Y � N Y lC O O YIIfO N11 3 Q ( Ua °oo �wEmmm L-�D�� 9 of 208 ASCE 7 Wind Analysis - Twin Peaks - Tukwila, WA Main Force Resisting System - Long Direction General Information: Wind Speed 110 mph, 3 second gust Exposure C Risk Category II Mean Roof Height h = 23.75 ft Bldg Dimension in Wind Direction L = 123 ft Other Bldg Dimension B = 79.5 ft UB = 1.55 (Decrease UB for conservative values) h/L = 0.19 ASCE 7-10 Directional Procedure Eq. 27.4-1 p = q G Cp - q; (GCp;) (GCp; cancels out for MFRS) Eq. 27.3-1 q = 0.00256 KZ KZt Kd VZ Table 26.6-1 Kd = 0.85 Figure 26.8-1 Kn = (1 + K, K2 K3 )z H/Lh = 0.00 K, = 0.00 Krt = 1.0 Fig. 27.4-1 Sec. 26.9.1 Parapet Walls: (Sec. 27.4.5) Height KZ (T.27.3- Range 1) h = 23.75 f 0.93 Cp = 0.8 -0.39 -0.9 -0.18 G = 0.849 GCpn = 1.5 -1.0 q (psf) (Eqn. 27.3-1) 24.5 0 - 15 ft 0.85 22.4 15 - 20 ft 0.90 23.7 20 - 25 ft 0.94 24.7 25 - 30 ft 0.98 25.8 30 - 40 ft 1.04 27.4 40 - 50 ft 1.09 28.7 50 - 60 ft 1.13 29.8 60 - 70 ft 1.17 30.8 70-80ft 1.21 31.9 80 - 90 ft 1.24 32.6 90 - 100 ft 1.26 33.2 Windward Wall (Positive values indicate Leeward Wall loads acting towards Windward Roof the building surface.) Leeward Roof (Rigid Structure - See Gust Factor Calculation) Windward Parapet Leeward Parapet Typ- Parapet Walls/Roof Walls WW Roof p = -18.7 --- psf LW Roof p = -3.7 --- psf LW Wall p = -8.1 -24.6 psf WWWall p= 15.2 33.6 psf, 0-15ft 16.1 36.5 psf, 15 - 20 ft 16.8 37.1 psf, 20 - 25 ft 17.6 38.7 psf, 25 - 30 ft 18.6 41.1 psf, 30 - 40 ft 19.5 43.0 psf, 40 - 50 ft 20.2 44.6 psf, 50 - 60 ft 20.9 46.2 psf, 60 - 70 ft 21.7 47.8 psf, 70 - 80 ft 22.2 49.0 psf, 80 - 90 ft 22.5 49.8 psf, 90 -100 ft 10 of 208 ASCE 7 Wind Analysis - Twin Peaks - Tukwila, WA Main Force Resisting System - Short Direction General Information: Wind Speed 110 mph, 3 second gust Exposure C Risk Category II Mean Roof Height h = 23.75 ft Bldg Dimension in Wind Direction L = 79.5 ft Other Bldg Dimension B = 123 ft UB = 0.65 (Decrease LB for conservative values) h/L = 0.30 ASCE 7-10 Directional Procedure Eq. 27.4-1 p = q G Cp - q; (GCpi) (GCp; cancels out for MFRS) Eq. 27.3-1 q = 0.00256 KZ Ke Kd Vz Table 26.6-1 Kd = 0.85 Figure 26.8-1 Kr = ( 1 + K, KZ K3 )z H/Lh = 0.0 K, = 0.0 Kn = 1.0 Fig. 27.4-1 Sec. 26.9.1 Parapet Walls: (Sec. 27.4.5) Height KZ (T.27.3- Range 1) h = 23.75 f 0.93 0 - 15 ft 0.85 15-20ft 0.90 20 - 25 ft 0.94 25 - 30 ft 0.98 30 - 40 ft 1.04 40 - 50 ft 1.09 50 - 60 ft 1.13 60 - 70 ft 1.17 70 - 80 ft 1.21 80 - 90 ft 1.24 90 - 100 ft 1.26 Cp = 0.8 -0.50 -1.3 -0.18 G = 0.835 GCp„_ 1.5 -1.0 q (psf) (Eqn. 27.3-1) 24.5 22.4 23.7 24.7 25.8 27.4 28.7 29.8 30.8 31.9 32.6 33.2 Windward Wall (Positive values indicate Leeward Wall loads acting towards Windward Roof the building surface.) Leeward Roof (Rigid Structure - See Gust Factor Calculation) Windward Parapet Leeward Parapet Typ. Parapet Walls/Roof Walls WW Roof p = -26.6 --- psf LW Roof p = -3.7 --- psf LW Wall p = -10.2 -24.5 psf WW Wall p = 14.9 33.6 psf, 0 -15 ft 16.8 35.6 psf, 15 - 20 ft 16.6 37.1 psf, 20 - 25 ft 17.2 38.7 psf, 25 - 30 ft 18.3 41.1 psf, 30 - 40 ft 19.2 43.0 psf, 40 - 50 ft 19.9 44.6 psf, 50 - 60 ft 20.6 46.2 psf, 60 - 70 ft 21.3 47.8 psf, 70 - 80 ft 21.8 49.0 psf, 80 - 90 ft 22.2 49.8 psf, 90 -100 ft 11 of 208 ASCE 7 Wind Analysis - Twin Peaks - Tukwila, WA Components and Cladding General Information. Wind Speed 110 mph, 3 second gust Exposure C Risk Category II Mean Roof Height h = 23.75 ft ASCE 7-10 C&C Part 1 Eq. 30.4-1 p = qh ( GCP - GCP;) Eq. 30.3-1 qh = 0.00256 KZ Kt Kd V2 Table 26.6-1 Kd = 0.85 Table 30.3-1 Figure 26.8-1 Eqn. 30.3-1 Table 26.11-1 Fig. 30.4-1 Trib. Area. (ft2) 10 20 50 100 200 500 KZ = 0.93 Ke=(1+K,K2K3)2 H/Lh = 0.0 K, = 0.0 Kn = 1.0 Parapet wind /owls need to be evaluated at the to of the parapet elevation! I qh = 24.5 psf GCP; = 0.18 GCP values below are worst of either windward or leeward. GCpjp GCpc . GCP� P^. -1.10 -1.40 2.10 -1.04 -1.30 2.00 -0.98 -1.15 1.83 -0.93 -1.05 1.73 -0.88 -0.95 1.66 -0.80 -0.80 1.48 RIP (psf) (psf) WW+LW (psf) 31.3 38.7 51.4 29.9 36.2 49.0 28.4 32.6 44.8 27.2 30.1 42.4 26.0 27.7 40.6 24.0 24.0 36.2 12 of 208 Anchor Engineering, Inc. Structural Engineering Consultant CLIENT: 12e5icin Parameters PROJECT: fwin peaks - Tukwila, WA JOB # : 150529 BY: CT DATE: 101712015 Snow Drift Load Per ASCE 7-05 & 7-10 (Section 7.7) Calculation Description: Typical Low Roof Drift PROJECT INFORMATION: lu 46 P9 25 Obstr. Height 5.5 Drift leeward Roof Slope sloped CS 1 CB 1 Ct 1 1 1 RESULTS feet (7.7.1) psf (7.2) ft "windward" or "leeward" (7.7.1) "flat" or "sloped" (7.3 & 7.4) (Figure 7-2) (Sec 7.3) (Sec 7.3) (Sec 7.3) TABLE 7-2 EXPOSURE FACTOR. C, Fatly DIP,- of Root- unrilne-ilny eq... P-1.11Y linipred Shnitoron A 1!ev Sion 6. S,I;I Nye\ I I I.] R I'„c S-ion 6.5,61 00 10 L? C I,a• Svvainn 615.61 n.9 1!f I.I I) h.�v tihlinll 6.5.(il Ile\ ilea 111 :Ww•c Ile ua,lae it w'ind.wapi n nnluo nn, ate:hs. (.7 os Nbl In Altnk.l. in amo, ..here Inc., Johnnl.>i.l within ch 0.7 n k NlA ^---mile f 7 km) India, of Ih, sin• The Noah cat',," and -1- rYpr':ary eo""11 n vhnx•n 'bill h. n•P"` tmtire of It' Intwipmed ""Mane ,ttir1q, Ill, life of IN, -W-1. An ezpr w fwlor vh+11 by desnnhwd fw each r-rof a vhwinn•. roenhubnl, 1'ARTIA1.1.1EXIn1F.D. All oW., 1.111i l m in,1111-n I'll- 6UI.Ll' E\Po 1:1/. kvvf+ofy+nvvW oa all uN> with Il t wrl- tifnNN by t wn. higher.hunun•,. er In- koaf, IIul ,rom in „•rand bilge P &- or mah:n k:l' gull-' I. Nrnp a, It.,ahead Inc Ingm of the hxlancvd un�w h,.xl tilt,, nr odher nlr:tmeth.n+an• nor In IlhN ealv�wny." SIIRI.THRISh. Rrok Ivr M, t ligM-in among rnnilen that qualify a. li-nnn,. ••ulwdwli- within n distmxe of mA,. Pn^ W 'Vlelbr:' mlmm rho. 1< In, hnon of Its obIlowl I aNev III,• ua level. [fill only orl'i limn no, a fare vh idnru, IM•f m tw Iralh•,v In ..... 1, IW 'rally "t,"wd" eahy+ny ,hall K. head -PI fit 1-1.Cakix•n• "A." NM thn, dne..• an• h6j;hn, al ava III,nvof. ROVIlt, In,, In e,:d•Ihl, It. nvrnin vatPny In S•vlion n.5;a an• 1,62W ahov>• the ininw. h, 4.34 ft (Figure 7-9) Pf 20 psf (7.3) TABLE 7-3 P, 20 psf (7.4) THERMAL FACTOR, CI IDannal Condition-Cr y17.25 pcf (7.7.1) All <.-it-, exee,a a, indiemed Mot,, 1.11 hd 2.25 ft (Figure 7-9) SO Ianro, kept ;u.:r ohow trwnri+ And Mia, with rrdd. ventilated n, r, In 1.1 which the tl- A-istar- iR-vtduei hnvecn the vcmilmed'pear and the heWell ,,age eceeed, s r`•hl' 4 fl/Bm u. r hb 1.16 ft (7.7.1) Li nhented mn-u-,:Ind struclurex Imemion:dih.• kept helow• reeding I? hdmn 2.2 ft (Figure 7-9 & 7.7.1) C'unlinuuu.l 11-1 d grt'enhou.e,+' will, a «vf hewing a Ihcrnlal "'i.lanee rt.R5 iR.r ,k,c1 le„ ilum 2.0 F`•h-ft=/BiW0.4 K.,WAVI 8.99 ft (Figure 7-8 & 7.7.1) Tnest ionUlltmt, shall he repm.emahve of tin' amidral d eollditl- duritui w'inh• R•r the life of w Ine ,lnlclink,. Pd 38.8 psf (Figure 7-8 & 7.7.1) ++C,reenbou4, ,hh a enlz;Iiy m:umai-I interior 1cmM1rature of 5017 clo-Ct or more al tat,• point 3 It ahoce the floor level durtng w9nlen ;tnd having either a mamienamc atleadant on duty it ;dl times or a i-Tenatitre alarm zywru In pride worming in it., evcm of a heating f:nlure (Note: For Parapet Applications input: "windward" into drift cell) hg hd Pd hb W Surcharge Load Due to Drifting TABLE 7-A IMPORTANCE FACTOR, 1, (SNOW LOADS) Category' ! [ Ile$ II I �I w 1.1 1V L] 'Ge 5-6 1 1.5 and Table 1-1 Balanced Snow Load 13 of 208 Anchor Engineering, Inc. Structural Engineering Consultant CLIENT: Pc5ign Fxalrct--r5 PROJECT: Twin F45 - Tukwila, WA JOB# 150529 BY: Cf DATE: 101712015 Snow Drift Load Per ASCE 7-05 & 7-10 (Section 7.7) Calculation Description: Typical Parapet Drift PROJECT INFORMATION: lu 46 Pg 25 Obstr. Height 5.5 Drift windward Roof Slope flat C, 1 C. 1 C, 1 I 1 RESULTS feet (7.7. 1) psf (7.2) ft "windward" or "leeward" (7.7.1) "flat" or "sloped" (7.3 & 7.4) (Figure 7-2) (Sec 7.3) (Sec 7.3) (Sec 7.3) TABLE 7- EXPOGURE FACTOR. G. F,po— PMWUYE,y,osed St.h.1 I d A 1Sn— 6.5,6) NIA 1.3 fl, 1—Suwon �,-, ion 6.5.6. 119 �1.11 C S"lin. 6AS, tl9 1.0 1.7 t"', d1 i.d-,Pl to 0.7 WA In A1111,1. in In-, 11-11o, o-1 111� IXW 1�illti— (0 Ifs MA 2—ik 0 lon) o'diu, of lh.` 'i, The .-In -eq and ..r expmun '[.It N, tell . ..... live of 11, nlrcipk-d ont,1111111 111hill the Ilk a IN S-1— An-.`Iff— A-1 'Wit he �Ilml for gall, Aar of., 'I—n. 'mrml Inn, PARTIALLY FNINISEll. All n 61 11-Ift 141 oel— FILILIA, k"r., —,d n drrdol q lemur. Inyhe-1-1-- —1 R-fl ""ll 1k-, or me,hm,d otdip n ..... P..N—Iva e-In! — 'lle i,mrm l4ft. tnlaih'aV .non' loal 111o. or ., — lln I, tho V", SUIMIFIRED. I—f, I—ed lifill to 'I"All —trels It'll ip,M.fy n, 'hom,fion, ."It —don, olln't '. r Wk, P.-id,- "10,":. 1, 1, 1,- boyin of Uw ehshu9lon ot.— lite 4 n..-,,:.e a f- d1vid"W1 to— dal W W01- Ill lint- Ilk, "folly 1XI-11" 'Niesolry'll'al N. —a ", In for .-In cale"'Y "A." H Z - Wl'i, �:kda— h"Pht—h—lin, "f."eigia—M to"Inbti'l, Ilk h, 4.34 ft (Figure 7-9) Pf 20 psf (7.3) TABLE 7-3 P, 20 psf (7.4) THERMAL FACTOR. Cr Thermal Colld"1011- or V 17.25 pcf (7.7.1) All tt—mm, --p, a, indi-wd 1,1— h d 1.69 ft (Figure 7-9) Sm ....... . kept Jim above I ocvzing and olh,r, with cold. 1—tilided —11" ,01KA, ill, th—cial --tart— 1R—A-1 1,1—tt the wnlilal,d spa., d Ill, heated pi ... ...... 1, 25 1�4,. —.1 fl/BlId t4A K-,n2A%1 I hb 1.16 ft (7.7. 1) Unhealed stia-ur— and �Lr—uures onlerawrially 1�pl b0o", 11"zint; 1.2 hd,trin 17 ft (Figure 7-9 & 7.7.1) C.'Ifirtuou.'l, I—n.l sV1111h,41.1c.1- with , rl-f a then-1 —i,fan- R,altwl less ill; I .() ft2/B,,I(().4 K - 1-1.95 6.74 ft 7 & 7.7.1) hall be mpm,emalo,e ,fill, t WipAted l:oIldillorls dtifing WillIeN for the [If, of w (Figure -8 cht- Pd 29.1 psf (Figure 7-8 & 7.7.1) Gmenbans s with . v..mmly maintained interim temperature of A01F (10Ct or mom at any point 3 it above the floor level during wlnlers and having either a rhaink e 11-jam on duty .1 all Nme< of a leimpornillre alarm syme to provide witming In the event of a heating ralltim. TABLE 7.4 IMPORTANCE FACTOR, 1. (SNOW LOADS) (Note: For Parapet Applications Input: catogory. windward" into drift cell) IV 9,fioa 1.1 and Tattle I -I hn led Pd hb W Surcharge Load Due to Drifting Balanced Snow Load 14 of 208 Anchor Engineering, Inc. Client: Project:Vj- Job Number: ! 5 oSZ-[ By: GT Date: Ov.o-7 -zaEK' Page: of V \\ f R zlit Picis t '5"w 75na 1.s /a6 0 Foundation Design 16 of 208 N co N to (D (O O OV co co V (.000 � Cl) N V OV OV N C (D O) O O O Cl)( Ln U') v M Cl) O (0 O O O O O O M O O_ O W — n M M 0 tM '7 co '7 LO d' IT O (0 N O N N M N N N O to h (O co O h to F O F F F F F F O O O O O (n O O h O O N O O O O O O N to O m O O O O O O O O O O O O O O O N O O O O O O N O h O O 0 O O O H 0 0 0 0 coo coo coo ro coo C0 Cl) Cl) M V M V N N N N N N N N N N N N N M �n Y M Q o c Q �y (V Q M Q � cp = V CD N , LL 17 of 208 Project Name: Twin Peaks - Tukwila Project Num: #150523 Date: 11 /13/2015 Eng: INJ Footing Calculations Soil Conditions Loading Info Qallow 2500 psf Qmin 0 psf GL'H' FROM GL W TO GL'6' PG DL, roof NA psf LL, of NA psf DL, floor NA psf L'L, floor NA psf DL, all NA psf DL„, slab 50 psf Yvon 1501blft3 GL'4.8' FROM GL'AA.S' TO GL'H' 1 W,,,�;; 12 in Dead 410 plf W„,�;t 12 in Dead 682 plf Hweudound 1.5 ft Live 50 pif H ll road 1 ft Live 563 plf Hrooting 12 in PLDEAD 0 # : Hrootlq 12 in PLDEAD 0 Wfooting 16 in PLuvE 0 # Wroodng 24 in PLuvE 0 # Lw,i; 1 ft Trib. Areae;ab 0 ft2 L-11 l it Trib. Areaa,ab 0 fl Lrootin 1 ft - Area, looting 1,333 ft' Lfootin 1 ft Area, footing 2.000 ft' Total Load 885 # Total Load 1695 # Check Check Qtotai 663.75 psf < 2500 psf Qtota, 847.5 psf < 2500 psf Qdead 626.25 psf > 0 psf Qdead 566 psf > 0 psf Max Max Pressure Acceptable Max Max Pressure Acceptable Min Min- Soil Pressure Acceptable Min Min. Soil Pressure Acceptable GL'AA.S' FROM GL W TO GL'6' GL W FROM GL'F.S' TO GL'H' W„,�,i 12 in Dead 410 plf W-11 12 in Dead 470 plf Hwau,rouna 1 ft Live 50 plf HmIIJ ..d 1.5 ft Live 150 plf Hrooting 12 in PLoEAD 0 # Hfoogng 12 in PLDEAD 0 # Wrooung 16 in PLLm 0 # Wtmting 16 in PLuvE 0 # Lwaii 1 ft Trib. Areasiab 0 ftZ Lwati 1 ft Trib. Areae,ab O ft Lroot; 1 It Area, footing 1.333 ft2 Lroonn 1 ft Area, rooting 1.333 ftZ Total Load 810 # Total Load 1045 # Check Check Qtotal 607.5 psf < 2500 psf Qtota] 783.75 psf < 2500 psf Qdead 570 psf > 0 psf Qdead 671.25 psf > 0 psf Maz Max Pressure Acceptable Max Max Pressure Acceptable Min Min. Soil Pressure Acceptable Min Min. Soil Pressure Acceptable 18 of 208 Project Name: Twin Peaks - Tukwila Date: 11/13/2015 PG Project Num: #150523 Eng: INJ N uL wa rtcum uL c..r IV uL 4 UL'Z.3' FKUM UL'AW TO GL 'A W,,,rap 12 in Dead 571 plf W„�ii 12 in Dead 430 plf Hwan,round 1 ft Live 333 plf H _g,found 1.5 ft Live 50 plf Hfoobng 12 in PLDEAD 0 # Htooting 12 in PLDEAD 0 # Wtooting 24 in PLUVE 0 # Wtoonn9 16 in PLUVE 0 # Lwan 1 ft Trib. Areaaiab 0 ft2 : L—ii t ft Trib. Areaa,ab O ft2 1-tooting 1 ft Area, rooting 2.000 ftz 1-footing 1 ft Area, tooling 1.333 ft2 Total Load 1354 # Total Load 905 # Check Check Qtotai 677 psf < 2500 psf Qtotai 678.75 psf < 2500 psf Qdead 510.5 psf > 0 psf Qdead 641.25 psf > 0 psf Max IMax Pressure Acceptable Imax ima,x Pressure Acceptable Min JMin. Soil Pressure Acceptable IMin Imin. Soil Pressure Acceptable GL W FROM GL'AA' TO GL'AA.5' GL'4' FROM GL'E' TO GL'H' W,M,a,i 12 in Dead 430 plf W„„aii 12 in Dead 658 plf Hwagfound 1 ft Live 50 plf Hwag:round 1 ft Live 463 plf Hfooting 12 in PLDEAD 0 # Hfoodng 12 in PLDEAD 0 # Kwing 16 in PL, E 0 # Wroauag 24 in PLUVE 0 # L 1 ft Trib. Areaaiab 0 ft? Lwai, 1 ft Trib. Areaaiab 0 ff Lfoo,ia 1 ft Area, rooting 1.333 ft2 Lfootin 1 ft Area, roouna 2.000 ft2 Total Load 830 # Total Load 1571 # Check Check Qtotai 622.5 psf < 2500 psf Qtotai 785.5 psf < 2500 psf Qdead 585 psf > 0 psf Qdead 554 psf > 0 psf Max Max Pressure Acceptable Max Max Pressure Acceptable Min Imin. Soil Pressure Acceptable IMin Imin. Soil Pressure Acceptable GL'6' FROM GL'AA' TO GL'F.5' GL'F.3' FROM GL'3.8' TOGL'4' W,,,,ai, 12 in Dead 0 plf W,„aii 12 in Dead 653 plf Hwa0.found 1 ft Live 0 plf Hmii,found 1 ft Live 373 plf Hrooting 12 in PLDEAD 845 # Hfwt;ng 12 in PLDEAD 0 # Wfommg 16 in PLuvE 2347 # Wrooting 24 in PLUVE 0 # L.Hen 4 ft Trib. Areaaiab 0 ff2 Lwaii 1 ft Trib. Areawab 0 ft2 Lfootin 4 ft Area, ,00,iag 5.333 ft2 Lloothg 1 It Area, foal np 2.000 fe Total Load 4592 # Total Load 1476 # Check Check Qrorai 861 psf < 2500 psf Qtotai 738 psf < 2500 psf Qdead 420.9375 psf > 0 psf Qdead 551.5 psf > 0 psf Max Imax Pressure Acceptable imax Imax Pressure Acceptable Min IMin. Soil Pressure Acceptable IMIn Imin. Soil Pressure Acceptable 19 of 208 Anchor Engineering, Inc. Client: D. f, Project: ^TW l tA PtM45 Job Number: By: It-4 � Date: Page: of ZU OT ZU6 F��-1 -1--2 e Current Date: 11/17/2015 1:17 PM Units system: English File name: J:\Design Parameters - Jeff Baker\150529.Twin Peaks.Tukwila WA\Caic\Foundation Calcs\PadFooting EntryTruss.ftd\ Design Results Reinforced Concrete Footings >✓httiZY-pz,UsS rou► t9ar-n,.-1 GENERAL INFORMATION: Global status Design Code Footing type Column type Geometry Warnings ACI 318-2011 Combined Pedestal Pagel 21 of 208 Length 7.50 [ft] Width 4.00 [ft] Thickness 1.00 [ft] Base depth 2.00 [ft] Base area 30.00 [ft2] I Footing volume 30.00 [ft3] Pedestal length 1 39.00 [in] Pedestal width 1 36.00 [in] i Pedestal height 1 18.00 [in] Pedestal length 2 39.00 [in] Pedestal width 2 36.00 [in] i Pedestal height 2 18.00 [in] Distance between pedestals Pedestal location relative to footing g.c. Materials Concrete, fc Concrete type Concrete elasticity modulus Unit weight Soil Modulus of subgrade reaction Unit weight (wet) Footing reinforcement Free cover Maximum Rho/Rho balanced ratio Bottom reinforcement // to L (xx) Top reinforcement // to L (xx) Bottom reinforcement // to B (zz) Bottom reinforcement // to B (zz) Bottom reinforcement // to B (zz) Pedestal reinforcement 7 Longitudinal Free cover Provided area Bars number // to x axis Bars number // to z axis Transverse Legs number // to x axis Legs number // to z axis Pedestal reinforcement 2 Longitudinal Free cover Provided area Bars number J/ to x axis Bars number /! to z axis Transverse Legs number // to x axis Legs number // to z axis 4.00 [Kip/in2] Normal 3605.00 [Kip/in2] 0.15 [Kip/ft3] 200.00 [Kip/ft3] 0.11 [Kip/ft3] 3.25 [it) Centered Steel, fy Epoxy coated Steel elasticity modulus 3.00 [in] 0.75 5-#5 @ 10.00" 5-#5 @ 10.00" 145 @ 0.00" (Zone 1) 645 @ 17.00" (Zone 2) 145 @ 0.00" (Zone 3) 24 - #7 1.00 [in] 14.40 [in2] 7 7 #6 @ 14.00" 4 4 24 - #7 1.00 [in] 14.40 [in2] 7 7 #6 @ 14.00" 4 4 Paget 22 of 208 60.00 [Kip/in2] No 29000.00 [Kip/in2] Load conditions to be included in design Service loads: SC1 DL S1 DL S2 DL+SL S3 DL+0.75SL S4 DL+0.7E S5 DL+0.525E S6 DL+0.75SL S7 DL+0.525E+0.75SL S8 0.6DL+0.7E Design strength loads: DC1 1 ADL D1 1 ADL D2 1.2DL+0.5SL D3 1.2DL+1.6SL D4 1.2DL+0.2SL D5 1.2DL+E D6 1.2DL+E+0.2SL D7 0.91)1-+E Loads Condition Column Axial Mxx IVizz Vx Vz [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------------------- DL 1 2.70 0.00 0.00 1.40 0.00 SL 1 1.50 0.00 0.00 0.80 0.00 E 1 11.00 0.00 0.00 3.20 0.00 DL 2 2.70 0.00 0.00 1.40 0.00 SL 2 1.50 0.00 0.00 0.80 0.00 E 2 ------------------------------------------------------------------------------------------------------------------------------- 11.00 0.00 0.00 3.20 0.00 RESULTS: IGMov-C Status Warnings - There is punching perimeters superposition due to the proximity between columns Soii.Foundation interaction Allowable stress 2.5E03 [Lb/ft2] Min. safety factor for sliding 1.25 Min. safety factor for overturning 1.25 Controlling condition S7 Condition qmean qmax Amax Area in compression Overturning FS [Lb/ft2] [Lb/ft2] [in] [ft2] N FSx FSz slip S7 900 1.39E03 0.0834 30.00 100 1000.00 5.50 1.70 Bending Factor 0.90 Min rebar ratio 0.00180 Page3 23 of 208 Development length Axis Pos. Id [in] --- ----------------------------------------------------- zz Bot. 18.59 I roc Bot. 15.86 xx ----- ----- Top --------------- - ------------------- 12.00 -------- k E Axis Pos. Condition Mu ------------------------------------------------------ [Kip*ft] ( zz Top D3 0.00 zz Bot. D6 3.63 xx Top DC1 0.00 xx Bot. D6 0.91 Shear Ihd Dist1 Dist2 [in] [in] [in] ----------------------------------------------------- 6.51 3.00 3.00 6.00 3.00 3.00 6.00 3.00 3.00 *Mn Asreq Asprov Asreq/Asprov Mu/(�*Mn) [Kip*ft] ---------------- [in2] [in2] - - -58.61 ---------- 0.00 - ----------- 1.55 0.000 0.000 C� 58.61 1.04 1.55 0.669 0.062 0.00 0.00 0.00 0.000 0.000 O 71.40 1.94 2.48 0.784 0.013 �7 Factor 0 0.75 Shear area (plane zz) 2.90 [ft2] Shear area (plane xx) 5.04 [ft2] Plane Condition Vu Vc Vul(O*Vn) --------------------------------------------------------------------------------------------------------------------- [Kip] [Kip] xy DC1 0.00 91.79 0.000 yz D6 7.66 52.75 0.194� Punchina shear Factor 0 0.75 Perimeter of critical section (b... 15.29 [ft] Punching shear area 10.67 [ft2] Perimeter of critical section (b... 15.29 [ft] Punching shear area 10.67 [ft2] Column Condition Vu Vc Vul(�*Vn) [Kip] [Kip] ---------------------------------------------------------------------------------------------------------------------- column 1 D6 4.64 327.48 0.019 column 2 D6 -3.86 327.48 0.016 Pedestal desion Reinforcement: Pedestal Asreq [in2] ------------------------------- 1 14.04 2 14.04 Asprov Asreq/Asprov [in2] -------------------------------------- 14.40 0.98 14.40 0.98 Page4 24 of 208 Biaxial bending: Pedestal Condition Muxx Muzz �*Mnxx �*Mnzz Mcl(t *Mn) ----------------------------------------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] [Kip*ft] 1 ----------------------------------------------------------------------------------------------------------------------------------------------------- D6 2.04 0.00 1054.94 0.00 0.00 2 ------------------------------------------------------------------------------------------------------------------------------------------------ D6 2.04 0.00 1054.94 0.00 0.00 Axial: Pedestal Condition Pu �*Pn Pul(�*Pn) [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------ 1 D6 -14.54 -2906.09 0.01 2 ----------------------------------------------------------------------------------------------------------------- D6 -14.54 -2906.09 0.01 C 7 Shear: Pedestal 1: S provided 14.00 [in] S required 14.00 (in] Condition Dir. Vu Vc Vs �*Vn Vul(�*Vn) [Kip] [Kip] [Kip] (Kip] ---------------------------------------------------------------------------------------------------------------------------------------------------- D6 x 5.04 173.94 0.00 130.45 0.04 D6 ----------------------------------------------------------------------------------------------------------------------------------------------------- z 0.00 173.55 0.00 130.17 0.00 Pedestal 2: S provided 14.00 [in] S required 14.00 [in] Condition Dir. Vu Vc Vs �*Vn Vul(�*Vn) (Kip] [Kip] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------------------------------------- D6 x 5.04 173.94 0.00 130.45 0.04 D6 z 0.00 173.55 0.00 130.17 0.00 Notes * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement * The design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code Page5 25 of 208 *gprom = Mean compression pressure on soil. *qmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). * Mn = Nominal moment strength. * Mu/(�*Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn=Vc). * Vu/(O*Vn) = Shear or punching shear strength ratio. Page6 26 of 208 Current Date: 11/17/2015 11:27 AM Units system: English File name: J:\Design Parameters - Jeff Baker\150529.Twin Peaks.Tukwila WA\Calc\Foundation Calcs\PadFooting_Wood_12x6.ftd\ Reinforced Concrete Footings GENERAL INFORMATION: Global status Design Code Footing type Column type Geometry OK ACI 318-2011 Spread Steel Design Results w e ,c7o 1" 0 '>Y Pagel 27 of 208 Length 3.00 [ft] Width 3.00 [ft] Thickness 2.00 [ft] Base depth 2.00 [ft] Base area 9.00 [ft2] Footing volume 18.00 [ft3] Base plate length 12.00 [in] Base plate width 6.00 [in] Column length 11.25 [in] Column width 5.50 [in] Column location relative to footing g.c. Centered Materials Concrete, fc 4.00 [Kip/in2] Steel, fy Concrete type Normal Epoxy coated Concrete elasticity modulus 3605.00 [Kip/in2] Steel elasticity modulus Unit weight 0.15 [Kip/ft3] Soil Modulus of subgrade reaction 200.00 [Kip/ft3] Unit weight (wet) 0.11 [Kip/ft3] Footina reinforcement Free cover 3.00 [in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement // to L (xx) 645 @ 6.00" Bottom reinforcement // to B (zz) 645 @ 6.00" (Zone 1) Load conditions to be included in desion Service loads: SC1 DL S1 DL S2 DL+SL S3 DL+0.75SL S4 DL+0.7E S5 DL+0.525E S6 DL+0.75SL S7 DL+0.525E+0.75SL S8 0.6DL+0.7E Design strength loads: DC 1 1.4DL D1 1.4DL D2 1.2DL+0.5SL D3 1.2DL+1.6SL D4 1.2DL+0.2SL D5 1.2DL+E D6 1.2DL+E+0.2SL D7 0.9DL+E Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------------- DL 2.70 0.00 0.00 0.00 0.00 SL 2.90 0.00 0.00 0.00 0.00 Paget 28 of 208 60.00 [Kip/in2] No 29000.00 [Kip/in2] RESULTS: Status OK Soil.Foundation interaction Allowable stress Min. safety factor for sliding Min. safety factor for overturning Controlling condition Condition qmean qmax [Lb/ft2] [Lb/ft2] ------------------------------------------------------- S2 922 922 Bending 2.5E03 [Lb/ft2] 1.25 1.25 S2 Amax Area in compression Overturning FS [in] [ft2] N FSx FSz slip ---------------------------------------------------------------------------------------------------- 0.0553 9.00 100 1000.00 1000.00 1000.00 Factor 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Dist1 Dist2 [in] [in] [in] [in] ------------------------------------------------------------------------------------------------------------------------- zz Bot. 19.83 6.94 12.12 12.12 xx Bot. --------------------------------------------------------------------------------------------------------------------------- 19.83 6.94 9.19 9.19 Axis Pos. Condition Mu �*Mn Asreq Asprov Asreq/Asprov Mu/(O"Mn) [Kip"ft] [Kip`ft] [in2] [in2] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 zz Bot. D3 1.35 169.34 1.56 1.86 0.836 0.008 xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 xx Bot. D3 2.09 164.11 1.56 1.86 0.836 0.013 C� -------------------------------- Shear Factor Shear area (plane zz) Shear area (plane xx) Plane Condition --------------------------------- xy DC1 yz DC1 Punching shear Factor Perimeter of critical section (b.. Punching shear area 0.75 5.17 [ft2] 5.02 [ft2] Vu VC Vu/(O"Vn) [Kip] -------------------------------------------------------------------- [Kip] 0.00 91.36 0.000 C �7 0.00 94.20 0.000 0.75 7.51 [ft] 12.75 [ft2] Page3 29 of 208 Column Condition Vu Vc Vu/(VVn) [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------- column 1 D3 2.80 459.39 0.008 Notes • Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. " The required flexural reinforcement considers at least the minimum reinforcement " The design bending moment is calculated at the critical sections located at the support faces " Only rectangular footings with uniform sections and rectangular columns are considered. • The nominal shear strength is calculated in critical sections located at a distance d from the support face • The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces " Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code *gprom = Mean compression pressure on soil. *gmax = Maximum compression pressure on soil. `Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). • Mn = Nominal moment strength. " Mu/(�*Mn) = Strength ratio. " Vn = Nominal shear or punchure force (for footings Vn=Vc). • Vu/(O"Vn) = Shear or punching shear strength ratio. Page4 30 of 208 Anchor Engineering, Inc. Consulting Structural Engineers CLIENT: t2e5lgn parameters PROJECT: fwln Peaks JOB # : 150259 BY : INJ Pa5e Plate benign Plate Description: W16x31 Column Load Information DATE: IIJ3,2015 Pa 48 kips (service) LRFD Factor 1.5 (Estimated factor between 1.2 & 1.6 to account for dead/live load proportions) Pu 72.0 kips Base Plate Information N 20 in B 8 in Concrete Support in N Direction 24 Concrete Support in B Direction 24 Concrete fc 4 ksi Plate fy 36 ksi Steel _-- -Shape-------..._.------ Wide Flanged d 16 in bf 5.5 in percent of d 0.95 percent of bf 0.8 in in depth flange width Concrete Bearing Check (Per Section 10.17 of ACI 318-05) Pu 72.0 kips d OO'I I 0 c eo rm I - I — —i o O I I O c m 0.95d m N A 1 160 square inches A 2 576 square inches CIA 21A 1 1.90 (Max Value of 2 per ACI 318-05) kips OPn 670.9 OPn > Pu OK Base Plate Thickness (Per Section 14-2 of AISC 13th Edition) m 2.4 in X 0.7615 n 1.8 in A 1 n' 2.34520788 in An' 2.34520788 Vu 1.080 k L 2.4 in Min. Plate t 0.400 in Fbu 9.22 ksi OFb 32.4 ksi Fvu 1.4400 ksi OFv 21.6 ksi Min. Plate t 0.050 in Use 0.75 inch Plate Thickness 4)Fb > Fbu OK 4)Fv > Fvu OK Use Plate 0.15 in X 20 in X 8 in P A i 3 s 31 of 208 Current Date: 11 /1612015 2:15 PIVI Units system: English File name: J:\Design Parameters - Jeff BakerN1 50529.Twin Peaks.Tukwila WA\CalcNFoundation Calcs\PadFooting__YV1 6x3l.ftd\ Reinforced Concrete Footings V4 J(t, 771 GENERAL INFORMATION: Global status OK Design Code ACI 318-2011 Footing type Spread Column type Steel Geometry Design Results Oft aft ft Oft D 4 It ? ft Pagel 32 of 208 Length 8.00 [ft] Width 8.00 [ft] Thickness 1.00 [ft] Base depth 2.00 [ft] Base area 64.00 [ft2] Footing volume 64.00 [ft3] Base plate length 20.00 [in] Base plate width 8.00 [in] Column length 16.00 [in] Column width 5.50 [in] Column location relative to footing g.c. Materials Concrete, fc 4.00 [Kip/in2] Concrete type Normal Concrete elasticity modulus 3605.00 [Kip/in2] Unit weight 0.15 [Kip/ft3] Soil Modulus of subgrade reaction 200.00 (Kip/ft3] Unit weight (wet) 0.11 (Kip/ft3] Footing reinforcement Free cover Maximum Rho/Rho balanced ratio Bottom reinforcement // to L (xx) Top reinforcement // to L (xx) Bottom reinforcement // to B (zz) Top reinforcement // to B (zz) Load conditions to be included in design Service loads: SC1 DL S1 DL S2 DL+SL S3 DL+0.75SL S4 DL+0.7E S5 DL+0.525E S6 DL+0.75SL S7 DL+0.525E+0.75SL S8 0.6DL+0.7E Design strength loads: DC 1 1.4DL D1 1.4DL D2 1.2DL+0.5SL D3 1.2DL+1.6SL D4 1.2DL+0.2SL D5 1.2DL+E D6 1.2DL+E+0.2SL D7 0.9DL+E Loads Centered Steel, fy Epoxy coated Steel elasticity modulus 3.00 [in] 0.75 745 @ 15.00" 745 @ 15.00" 745 @ 15.00" (Zone 1) 745 @ 15.00" Paget 33 of 208 60.00 [Kip/in2] No 29000.00 [Kip/in2] Condition Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------------- DL 28.00 0.00 0.00 0.00 0.00 SL 23.00 0.00 0.00 0.00 0.00 E 5.40 -------------------------------------------------------------------------------------------------------------------- 0.00 0.00 3.50 0.00 RESULTS: Status OK Soil.Foundation interaction Allowable stress 2.5E03 [Lb/ft2] Min. safety factor for sliding 1.25 Min. safety factor for overturning 1.25 Controlling condition S2 Condition qmean qmax Amax Area in compression Overturning FS [Lb/ft2] [Lb/ft2] [in] [ft2] N FSx FSz slip ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- S2 1.06E03 1.06E03 ------------ ---------------------------------------------------- 0.0634 ------------------------------------ 64.00 100 ----- ------------------- 1000.00 1000.00 1000.00 ---------------------------------------- Bendin Factor 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Dist1 Dist2 [in] [in] [in] [in] --------------------------------------------------------------------------------------------------------------------------- zz Bot. 22.66 7.93 41.63 41.63 xx Bot. 22.66 7.93 36.00 36.00 zz Top 12.00 6.00 42.25 42.25 xx Top --------------------------------------------------------------------------------------------------------------------------- 12.00 6.00 37.00 37.00 Axis Pos. Condition Mu Own Asreq Asprov Asreq/Asprov Mu/(�*Mn) [Kip*ft] [Kip*ft] [in2) [in2] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- zz Top DC1 0.00 0.00 0.00 2.17 0.000 0.000 zz Bot. D3 46.48 82.89 2.07 2.17 0.956 0.561 7 xx Top DC1 0.00 0.00 0.00 2.17 0.000 0.000 xx Bot. D3 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 60.85 76.78 2.07 2.17 0.956 0.792 Shear Factor 0.75 Shear area (plane zz) 5.79 [ft2] Shear area (plane xx) 5.38 [ft2] Page3 34 of 208 Plane Condition Vu [Kip] xy D3 26.81 yz D3 22.23 Punchino shear Factor Perimeter of critical section (b... Punching shear area Column Condition Vu [Kip] -------------------------------------------------------- column 1 D3 67.35 Vc Vul(�*Vn) [Kip] — ------------------- 97.90 0.365 C 105.49 0.281 0.75 6.92 [ft] 4.83 [ft2] Vc Vu/(�*Vn) [Kip] ------------------------------------------------------- 148.38 0.605 C� Notes * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement * The design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code *gprom = Mean compression pressure on soil. *gmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). * Mn = Nominal moment strength. * Mu/(�*Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn=Vc). * Vu/(�*Vn) = Shear or punching shear strength ratio. Page4 35 of 208 Anchor Engineering, Inc. Consulting Structural Engineers CLIENT: 17e5ign Parameters PROJECT: fw[nPeA5 JOB # : 150259 Plate Description: HSS 4-112 x 4-112 x 114 Load Information BY : INJ I3a5e plate ne5ign DATE: 11,13,2015 Pa 48 kips (service) LRFD Factor 1.5 (Estimated factor between 1.2 & 1.6 to account for deadilive load proportions) Pu 72.0 kips d Base Plate Information N 11 in B 11 in Concrete Support in N Direction 18 in Concrete Support in B Direction 18 in Concrete fc 4 ksi Plate fy 36 ksi Steel Shape S -- d --- 4.5 in depth w 4.5 in width percent of d 0.95 percent of bf 0.95 Concrete Bearing Check (Per Section 10.17 of ACI 318-05) Pu 72.0 kips - i o co O I l O c m 0.95d m N A 1 121 square inches A 2 324 square inches 4A 21A 1 1.64 (Max Value of 2 per ACI 318-05) kips OPn 437.6 Oft > Pu OK Base Plate Thickness (Per Section 14-2 of AISC 13th Edition) m 3.3625 in X 1.0000 n 3.3625 in A 1 n' 1.125 in An' 1.125 Vu 2.001 k L 3.3625 in Min. Plate t 0.644 in Fbu 23.92 ksi Oft 32.4 ksi Fvu 2.6678 ksi OFv 21.6 ksi Min. Plate t 0.093 in Use 0.75 inch Plate Thickness (PFb > Fbu OK 4)Fv > Fvu OK Use Plate 0.76 in X 11 In''I 11 in 36 of 208 4 n2. FEB,,, e n tit e r:Y Current Date: 11/16/201511:25 AM Units system: English File name: J:\Design Parameters - Jeff Baker\150529.Twin Peaks.Tukwila WA\Calc\Foundation Calcs\PadFooting HSS4.ftd\ Design Results Reinforced Concrete Footings H'7e7 r-Vr4, GENERAL INFORMATION: Global status OK Design Code ACI 318-2011 Footing type Spread Column type Steel Geometry 4 fl a ft 4 ft 4 ft 4 ft aft Pagel 37 of 208 Length 8.00 [ft] Width 8.00 [it] Thickness 1.00 [ft] Base depth 1.83 [ft] Base area 64.00 [ft2] Footing volume 64.00 [ft3] Base plate length 11.00 [in] Base plate width 11.00 [in] Column length 4.50 [in] Column width 4.50 [in] Column location relative to footing g.c. Centered Materials Concrete, fc 4.00 [Kip/in2] Steel, fy Concrete type Normal Epoxy coated Concrete elasticity modulus 3605.00 [Kip/in2] Steel elasticity modulus Unit weight 0.15 [Kip/ft3] Soil Modulus of subgrade reaction 200.00 [Kip/ft3] Unit weight (wet) 0.11 [Kip/ft3] Footing reinforcement Free cover 3.00 [in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement // to L (xx) 745 @ 15.00" Bottom reinforcement // to B (zz) 745 @ 15.00" (Zone 1) Load conditions to be included in design Service loads: SC1 DL S1 DL S2 DL+SL S3 DL+0.75SL S4 DL+0.7E S5 DL+0.525E S6 DL+0.75SL S7 DL+0.525E+0.75SL S8 0.6DL+0.7E Design strength loads: DC 1 1.4DL D1 1.4DL D2 1.2DL+0.5SL D3 1..2DL+1.6SL D4 1.2DL+0.2SL D5 1.2DL+E D6 1.2DL+E+0.2SL D7 0.9DL+E Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] ----------------------------------------------------------------------------------------------------------------------- DL 26.50 0.00 0.00 0.00 0.00 SL 21.50 0.00 0.00 0.00 0.00 Paget 38 of 208 60.00 [Kip/in2] No 29000.00 [Kip/in2] RESULTS: Status OK Soil.Foundation interaction Allowable stress Min. safety factor for sliding Min. safety factor for overturning Controlling condition Condition qmean gmax [Lb/ft2] [Lb/ft2] -------------------------------------------------- S2 991 991 Bending 2.5E03 [Lb/ft2] 1.25 1.25 S2 Amax Area in compression Overturning FS [in] [ft2] N FSx FSz slip ------------------------------------------------------------------------------------------------- 0.0595 64.00 100 1.000.00 1000.00 1000.00 Factor 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Dist1 Dist2 [in] [in] [in] [in] ---------------------------------------------------------------------------------------------------------------------- zz Bot. 22.66 7.93 41.13 41.13 xx Bot. ------------------------------------------------------------------------------------------------------------------------ 22.66 7.93 41.13 41.13 Axis Pos. Condition Mu �*Mn Asreq Asprov Asreq/Asprov Mul(�*Mn) [Kip*ft] [Kip*ft] [in2] [in2] ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 U zz Bot. D3 55.94 82.89 2.07 2.17 0.956 0.675 xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 �7 xx Bot. D3 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 55.94 76.78 2.07 2.17 0.956 0.729 Shear Factor 0.75 Shear area (plane zz) 5.79 [ft2] Shear area (plane xx) 5.38 [ft2] Plane Condition Vu Vc Vul(O*Vn) [Kip] [Kip] ---------------------------------------------------------------------------------------------------------------------------- xy D3 24.87 97.90 0.339 yz D3 24.44 105.49 0.309 Punching shear Factor 0.75 Perimeter of critical section (b... 5.38 [ft] Punching shear area 3.75 [ft2] Page3 39 of 208 Column Condition Vu VC Vu/(+"Vn) [Kip] [Kip] ----------------------------------------------------------------------------------------------------------------- column 1 D3 64.33 136.66 0.628� Notes * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement * The design bending moment is calculated at the critical sections located at the support faces " Only rectangular footings with uniform sections and rectangular columns are considered. • The nominal shear strength is calculated in critical sections located at a distance d from the support face " The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces " Transverse reinforcement is not considered in footings " Values shown in red are not in compliance with a provision of the code 'gprom = Mean compression pressure on soil. "gmax = Maximum compression pressure on soil. 'Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). " Mn = Nominal moment strength. " Mu/(�*Mn) = Strength ratio. " Vn = Nominal shear or punchure force (for footings Vn=Vc). * Vu/(�*Vn) = Shear or punching shear strength ratio. Page4 40 of 208 Bfianftey Current Date: 11 /17/2015 2:17 PM Units system: English File name: J:\Design Parameters - Jeff Baker\150529.Twin Peaks.Tukwila WA\Calc\Foundation Calcs\PadFooting Exterior Patio.ftd\ Design Results Reinforced Concrete Footings � �\o1Z Pxtn c7 wMV P,-K frnfA GENERAL INFORMATION: Global status Warnings Design Code ACI 318-2011 Footing type Spread Column type Pedestal Geometry Pagel 41 of 208 a F Length 8.00 [ft] Width 4.00 [ft] Thickness 1.00 [ftj Base depth 2.00 [ttj Base area 32.00 [ft2j Footing volume 32.00 [ft3j Pedestal length 96.00 [in] Pedestal width 12.00 [in] Pedestal height 14.00 [in] Pedestal location relative to footing g.c. Centered Materials Concrete, fc 4.00 [Kip/in2] Steel, fy Concrete type Normal Epoxy coated Concrete elasticity modulus 3605.00 [Kip/in2] Steel elasticity modulus Unit weight 0.15 [Kip/ft3j Soil Modulus of subgrade reaction 200.00 [Kip/ft3] Unit weight (wet) 0.11 [Kip/ft3] Footina reinforcement Free cover 3.00 [in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement // to L (xx) 445 @ 14..00" Bottom reinforcement /! to B (zz) 345 @ 10.00" (Zone 1) Bottom reinforcement // to B (zz) 545 @ 12.00" (Zone 2) Bottom reinforcement // to B (zz) 345 @ 10.00" (Zone 3) Pedestal reinforcement Longitudinal 70 - #3 Free cover 1.00 [in] Provided area 7.70 [in2] Bars number /! to x axis 2 Bars number // to z axis 35 Transverse #4 @ 6.00" Legs number // to x axis 35 Legs number // to z axis 10 Load conditions to be Included in design Service loads: SC1 DL S1 DL S2 DL+SL S3 DL+0.75SL S4 DL+0.7E S5 DL+0.525E S6 DL+0.75SL S7 DL+0.525E+0.75SL S8 0.6DL+0.7E Design strength loads: DC1 1.4DL D1 1.4DL D2 1.2DL+0.5SL D3 1.2DL+1.6SL D4 1.2DL+0.2SL D5 1.2DL+E Paget 42 of 208 60.00 [Kip/in2] No 29000.00 [Kip/in2] D6 1.2DL+E+0.2SL D7 0.9DL+E Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] DL 3.70 0.00 0.00 0.00 0:00 SL 0.70 0.00 0.00 0.00 0.00 E 0.00 0.00 21.70 0.00 0.00 RESULTS: Status Warnings - Asreq > Asprov - Stirrups: adopted spacing < calculated spacing - Rho < Rho min - Every longitudinal bar shall have lateral support provided by the corner of a tie, Section 7.10.5.3 Soil.Foundation interaction Allowable stress 2.5E03 [Lb/ft2] Min. safety factor for sliding 1.25 Min. safety factor for overturning 1.25 Controlling condition S8 Condition qmean qmax Amax Area in compression Overturning FS [Lb/ft2] [Lb/ft2] [in] [ft2] N FSx FSz slip ---- -------------------------- --------------------------------------------------------------------- -------- ----------------------------------------------------------- S8 317 635 0.0381 22.71 71 1000.00 1.90 1000.00 Bending Factor 0.90 Min rebar ratio 0,00180 Development length Axis Pos. Id [in] -------------------------------------------------------------------- zz Bot. 14.42 xx Bot. ---------------------------------------------------------------------- 19.83 Axis Pos. Condition Mu (Kip*ft] --------------------------------------------------------------------- zz Top D7 0.00 zz Bot. DC1 0.00 xx Top DC1 0.00 xx Bot. D3 1.56 Shear IN Dist1 Dist2 [in] [in] [in] --------------------------------------------------- 6.00 15.00 15.00 6.94 ---------------------------------------------------- -3.00 -3.00 *Mn Asreq Asprov Asreq/Asprov Muf(�*Mn) [Kip*ft] [in2] [in2] -- ------------ ------------------ ---------------- 0.00 ----------------------------------------------------- 0.00 0.00 0.000 0.004 47.20 0.00 1.24 0.000 0.000 �7 0.00 0.00 0.00 0.000 0.000 118.91 2.07 3.41 0.608 0.013 Page3 43 of 208 Factor 0.75 Shear area (plane zz) 2.90 [ft2] Shear area (plane xx) 5.38 [ft2] Plane Condition Vu Vc Vu/(�*Vn) [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------- xy D3 1.15 97.90 0.016 yz DC1 ------------------------------------------------------------------------------------------------------------------- 0.00 52.75 0.000 Punching shear Factor 0.75 Perimeter of critical section (b... 17.70 [ft] Punching shear area 12.35 [ft2] Column Condition Vu VC Vul(�*Vn) [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------ column 1 D3 3.57 281.23 0.017 Pedestal design Reinforcement: Pedestal Asreq Asprov Asreq/Asprov [in2] [in2] ------------------------------------------------------------------------------- 1 ------------------------------------------------------------------------------- 11.52 7.70 1.50 Biaxial bending: Pedestal Condition Muxx Muzz �*Mnxx �*Mnzz Mc/(�*Mn) [Kip*ft] [Kip*ft] [Kip*ft] [Kip*ft] -------------------------------------------------------------------------------------------------------------------------------------------------------- 1 -------------------------------------------------------------------------------------------------------------------------------------------------------- D7 0.00 21.70 0.00 1494.75 0.01 Axial: Pedestal Condition Pu �*Pn Pu/(�*Pn) [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------ 1 ------------------------------------------------------------------------------------------------------------------- D3 -5.56 -2263.36 0.00 Shear: Pedestal 1: S provided 6.00 [in] S required 6.00 [in] Condition Dir. Vu VC Vs �*Vn Vul(�*Vn) [Kip] [Kip] [Kip] [Kip] --------------------------------------------------------------------------------•-------------------------------------------------------------------- D7 x 0.00 144.41 0.00 108.31 0.00 D7 z 0.00 133.77 0.00 100.33 0.00 Page4 44 of 208 Notes * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement * The design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code *qprom = Mean compression pressure on soil. *qmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). * Mn = Nominal moment strength. * Mu/(�*Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn=Vc). * Vu/(�*Vn) = Shear or punching shear strength ratio. Page5 45 of 208 Anchor Engineering, Inc. Client: Pk'z-* J FAISAtel Project: -24 t 1A FVV — 'TU Ic-W 1 L-* Job Number: 1505 21 By: IAIJ Date: i t I I V 1 S Page: _L_of FbOARx-nori 11&S 70 M t 'nC-OJ%-se �tsr✓ atap co s yr- o� t'rc u� t"P. ► N At pp (,n C"'i 'M STEP. ot- t ;z*e-,Moa o✓ ijumn Pl i..1at �1 �%Pac IF-.J e r )T ?a-OJ tv%9 -M E e4eo, 1 S I,)-. 0. co . 2, or A. PS 5 l V— y • °t 3 t-- TWY 1404 2L4" C,oLurLr3 3&4 .N"A, 11. lei .- 3..6q t•, " ti �S) � -, P-k?,J�. $....�-- fAK = 4•5"'-C , Ot) (� CO k,%,) 2zs-1 be ?-,;,-7 L4.ct V-- ��C•st^i 46 of 208 Benfley Current Date: 11/16/2015 12:35 PM Units system: English File name: J:\Design Parameters - Jeff Baker\150529.Twin Peaks.Tukwila'WA\Caic\Foundation Calcs\Conc Column.ccM Reinforced Concrete Columns GENERAL INFORMATION: Design Code ACI 318-2011 Load Conditions included In deslan: C1 DL Materials Concrete, fc 4.00 [Kip/in2] Concrete type Normal Modulus of elasticity 3605.00 [Kip/in2] Unit weight 0.15 [Kip/ft3] Maximum provided Rho 0.080 General status Warnings COLUMN DATA: 1 Geometry Section type Rectangular Column location Center Distance between levels 54.00 [ft] Width b (N to axis x) 16.00 [in] Height h (// to axis y) 24.00 [in] Rebar b Y h I r Longitudinal 847 Free cover 3.00 [in] As provided 4.80 [in2] Provided Rho 0.012 Number of bars // to axis x 2 Spacing between bars 7.25 [in] Number of bars // to axis y 4 Spacing between bars 4.50 [in] Design nesnits Steel, fy Steel, fyt Type of splices Minimum provided Rho Pagel 47 of 208 40.00 [Kip/in2] 40.00'[Kip/in2] Tangential 0.010 Transverse 64 #4 @ 10.00" Number of legs // to axis x 2 Number of legs !/ to axis y 4 Initial spacing (Sin!) 3.00 [in] Desion parameters Slenderness Axis yy Axis xx -------------------------------------------------------- Lu[in] 3.00 648.00 K 1.00 1.00 Pc[Kip] 8096403.00 390.45 Sway No -------------------------------------------------------- No Forces Condition Position Pu Muxx Muyy Vx Vy Transverse load [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] xx yy C1 Top 5.00 0.00 0.00 0.00 0.00 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No RESULTS OF COLUMN: 1 Column status Warnings - Stirrups: adopted spacing < calculated spacing Biaxial compression Controlling condition C1 Stress in bars fs>0.5fy Dowel splice length 36.00 [in] Bar clear spacing at splices 3.63 [in] Condition Pos. Pu Mcxx Mcyy 8nsxx Snsyy Cmxx Cmyy [Kip] [Kip*ft] [Kip*ft] ------------------------------------------------------------------------------------------------------------------------------------------------------- C1 Top 5.00 0.00 0.00 1.00 1.00 1.000 1.000 Bot. --------------------------------------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 1.00 1.00 1.000 1.000 Condition Pos. O*Mnxx O*Mnyy Mc/(O*Mn) Pu/(0*Pn) Asreq/Asprov Demand: Capacity Ratio [Kip*ft] [Kip*ft] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ C1 Top 141.69 0.00 0.00 0.03 0.80 0.03 Bot. ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 145.24 0.00 0.00 0.00 0.80 0.00 Shear S provided 10.00 [in] S required 10.50 [in] Sini provided 3.00 [in] Sini required 5.25 [in] Paget 48 of 208 Dir Condition Pos. Vu Vc Vs O*Vn Vu/(O*Vn) Gob. [Kip] [Kip] [Kip] [Kip] 2 C1 Top 0.00 41.39 67.20 81.45 0.00 Bot. 0.00 42.50 67.20 82.28 0.00 3 C1 Top 0.00 38.44 0.00 28.63 0.00 Bot. 0.00 39.47 0.00 29.60 0.00 Notes * Torsion is not considered for design. * Only columns with rectangular or circular sections are designed. * Each column is verified considering only the forces at the ends of the member. * The transverse reinforcement is ordered from bottom to top of the column. * Lu = Unsupported length. * K = Effective length factor. * Cm = A factor relating actual moment diagram to an equivalent uniform moment diagram. * Sway = True if column is considered unbraced in its local axis. * Mc = Factored moment to be used for design. Considers the slenderness effects of the column. Mc = Mu*Sns. * 8n2 = Amplification factor to account for small P-delta effects (P-8). * Mn = Nominal moment strength. * Mc/(+*Mn) = Strength ratio. The bar graphs indicate the relative ratio of Mc/(+*Mn) for each load condition. If a bar is shown in red the ratio is greater than one. Page3 49 of 208 Vertical Design 50 of 208 Q 0 Q r O N M > O z o M N E F- = Ci a 0 LO W � s W m J W � m H ew Q W W � Y f Q W a z_ rn N K U) ' U O LO 51 of 208 N Q 0 O +, to N M > O Z � M uyi F2- m E d = 0) 10 �- mX � W m � W � m W d a F _ 9X9 W cm c 1 W � Y W a zcl rn N >� U LO 52 of 208 �{n D O M Q� t0 O N co VII > O Z M E m (D = of to 0 (� U 04 ti O U) W U) D g F- m H 2 W H U) sPio4� �410 O W ~ U = W U) � QYQ W a. Z_ �,J g Y rj N K U-) q U V) 53 of 208 aM 0 r r N C e- > O Z h y F- m N = ci O LO W D H U) J o W m � W I— w S6 a jel-A0 G Q W LU CO U) Lu cG YG !� w a z_ �o 0 rn N LO q� 54 of 208 Qo O r r r �+ N to N cM V- > p z M f/1 N 2 N EH m a� = 0) to o W CO F— a w LL m = ~ U' I'M w Q J W = W � m a _z 0 0) = N x LO ' LO U I 55 of 208 (D Q r r' r � Nc�v M > O Z � M 0' N y E i= 0) 0 to .- CO W H W m U) ~ O J 3 Q Q4 . W W 1 Q CO Q W a z_ o rn N LO LO 56 of 208 Q N r r N cy � > O Z o M N CA E i= m m = of o U) W cn co D C� I— m U) Q 0 >J Q W O = fZ Y W n. _Z N a O LO 57 of 208 g M1 Tod hb4��s J R 1 I i i i i i i AF&PA NDS-12: ASD Code Check Max Bending Check 0.845 Max Shear Check 0.169 (y) Location 11.407 ft Location 17.11 ft Equation 3.9-3 Max Defl Ratio L/1165 CD 1.15 RB 2.113 CL .999 Cr 1 Cfu 1 CP .265 ksi Cm Ct CF y-y z-z Fc' Lb 17.11 ft 17.11 ft Ft' le/d 37.331 18.261 Fb1' Sway No No Fb2' Le -Bending Top 1 ft Fv' Le -Bending Bot 17.11 ft E' Shape: 6X12 .323 1 1 1 1.092 1 _ 1 1 1.839 1 1 1 1.84 1 1 1 .196 1 1 1600 1 1 58 of 208 Beam: M6 '36T7bA& C-Nogg Shape: 6X6 Material: DF-Large SS Dy in Length: 15.825 ft I Joint: N4 J Joint: N6 LC 3: IBC 16-10 (b) Code Check: 0.853 (bending) Report Based On 97 Sections .766 at 9.066 ft -13.721 at Oft A k Dz in .24 at 0 ft 1 Vy k vz k -.44 at 10.715 ft -13.91 at 15.825 ft Mz wpm - k ft 1T k-ft 1 My k-ft i -1.857 at 8.902 ft .803 at 8.902 ft -.454 at 0 ft ft ksi fa hu ksi -.46 at 15.825 ft fc ksi .803 at 8.902 ft AF&PA NDS-12: ASD Code Check Max Bending Check 0.853 Max Shear Check 0.112(y) Location 9.066 ft Location 10.715 ft Equation 3.9-1 Max Defi Ratio L1363 CID 1.15 RB 5.876 CL I Cr 1 Cfu 1 CP .294 ksi Cm Ct CIF Y-Y Z-Z Fc' Ft' Fbl' Fb2' Fv' E' .372 1 1.092 1.84 1.84 .196 1 --i6-OO Lb 15.825 ft 15.825 ft le/d 34.527 34.527 Sway No No Le -Bending Top 15.825 ft Le -Bending Bot 15.825 ft 59 of 208 Beam: M7 -t>,A4ovAi- wk&! --- ------ Shape: 6X6 -.324 at 0 ft Material: DF-Large SS Dy Length: 4.909 ft I Joint: N5 J Joint: N6 LC 3: IBC 16-10 (b) Code Check: 0.074 (bending) 338 at 4.909 ft Report Based On 97 Sections 2.645 at 4.909 ft T k-ft .087 at 4.909 ft in Dz in Mz k-ft My .021 at 2.455 ft k-ft .009 at 2.455 ft ft ksi fc ksi -.009 at 2.465 ft fa ksi .087 at 0 ft AF&PA NDS-12: ASD Code Check Max Bending Check 0.074 Max Shear Check 0.004 (y) Location 4.909 ft Location 4.909 ft Equation 3.6.3 Max Defl Ratio L/1 0000 CID 1.15 RB 3.273 CL I Cr I Cfu I CP .928 (ksi) Cm Ct CF Y-Y Z-Z Fc' Ft' Fbl' Fb2' FV E' 1.174 1 J I 1.092 1 1 1.84 1 1 1.84 1 1 .196 1 1 1600 1 1 Lb 4.909 ft 4.909 ft le/d 10.711 10.711 Sway No No Le -Bending Top 4.909 ft Le -Bending Bot 4.909 ft 60 of 208 Beam: M3 VF-27706 L-458 Shape: 6X6 Material: DF-Large SS Length: 3.624 ft I Joint: N1 J Joint: N6 LC 3: IBC 16-10 (b) Code Check: 0.278 (bending) Report Based On 97 Sections -9.148 at 3.624 ft A k -9.174 at 0 ft T _ k-ft -.302 at 3.624 ft fa ksi -.303 at 0 ft -.159 at 3.624 ft Dy__.. _._......._.._....___._- in Dz _ .. - in -.159 at 0 ft Vy _ _ ._ .. __ _-____ - __._ ___. k f Vz - -- k Mz k-ft i My .. .. k-ft fc _ ksi ; ft - ksi AF&PA NDS-12: ASD Code Check Max Bending Check 0.278 Max Shear Check 0.000 (z) Location 0 ft Location 0 ft Equation 3.9-1 Max Defl Ratio L110000 CD 1.15 RB 2.812 CL 1 Cr 1 Cfu 1 CP .964 ksi Cm Ct CF y-y z-z Fc' Ft' Fb1' Fb2' Fv' E' 1.219 1 1 1 1.092 1 1 1 1.84 1 1 1 1.84 1 1 1 .196 1 1 1600 1 1 Lb 3.624 ft 3.624 ft le/d 7.907 7.907 Sway No No Le -Bending Top 3.624 ft Le -Bending Bot 3.624 ft 61 of 208 CLEW ; Pe5ign Parameters J013 # ; 150529 Pa5tewr Location, NTT Top Chord @ Pearina Anchor Engineering, Inc. Structural Engineering Consultant MOICT ; Twin Peaks - Tukwila, WA 13Y ; CT M ; 11 / 14/ 2015 Side Member Main Member Width (Actual) 0.25 in Width Height (Actual) 8 in Height E Side 29000000 E main Dowel Tvve Fasteners: Allowable Load Per Fastener (Z) 3320 lbs Cd Fastener Diameter 0.75 in Cm Number Fasteners per Row 3 Ct Fastener Spacing 3 in Cg Number of Rows 2 C delta End Distance for Closest Fastener 2 in Ceg Row Spacing 3 in Cdi Ctn Allowable Load Per Fastener(t) 3507 lbs Allowable Load Per Connection (Z') 21040 lbs A side EsAs R EA Gamma (wood to metal) u m Cg C delta: "Tension" or "Compression" End Dist for C delta =1 End Dist for C delta = .5 C delta Spacing for C delta =1 Spacing for C delta =1 C delta C delta 2 in^2 58000000 0.423977 175370.1 1.006458 0.892623 0.990216 Compression 3 in 1.5 in 0.666667 3 in 2.25 in 1 0.666667 A main EmAm 6 in 12 in 1900000 1.6 1 1 0.9902155 0.6666667 1 1 1 72 in^2 136800000 62 of 208 Anchor Engineering, Inc. Structural Engineering Consultant CLIENT: neslgn Parameters PPOICT : Twin Peaks - f6611a, WA JO13 # : 150529 13Y : CT PATF : 1111412015 Fastener Location: NTT bottom Chord @ 13earinq Side Member Width (Actual) 0.25 in Height (Actual) 6 in E Side 29000000 Dowel Type Fasteners: Allowable Load Per Fastener (Z) 3320 Ibs Fastener Diameter 0.75 in Number Fasteners per Row 7 Fastener Spacing 3 in Number of Rows 1 End Distance for Closest Fastener 5 in Row Spacing 3 in M ad Per Fastener(Z) 4870 Ibs ad Per Connection (Z') 34093 Ibs A side 1.5 in^2 ESAs 43500000 R EA 0.635965 Gamma (wood to metal) 175370.1 u 1,009893 m 0.868882 Cg 0.916872 C delta: "Tension" or "Compression" Tension End Dist for C delta =1 3.75 in End Dist for C delta = .5 1.875 in C delta 1 Spacing for C delta =1 3 in Spacing for C delta =1 2.25 in C delta 1 C delta 1 Main Member Width Height E main Cd Cm Ct Cg C delta Ceg Cdi Ctn A main EmAm 6 in 6 in 1900000 1.6 1 1 0.9168718 1 1 1 1 36 in^2 68400000 63 of 208 Anchor Engineering, Inc. Structural Engineering Consultant CLIENT : benign Parameters PPOJfCT : Twin Peaks - Tukwila, WA JOP # : 60529 13Y : CT PM : 11 / 14/ 2015 Fastener LOGatlo1: NTT Top Chad @ Peak Side Member Width (Actual) 0.25 in Height (Actual) 8 in E Side 29000000 Dowel Tvae Fasteners: Allowable Load Per Fastener (Z) 3320 Ibs Fastener Diameter 0.75 in Number Fasteners per Row 2 Fastener Spacing 3 in Number of Rows 2 End Distance for Closest Fastener 2 in Row Spacing 3 in Allowable Load Per Fastener(Z') 3532 lbs Allowable Load Per Connection (Z) 14129 Ibs Ca., A side 2 in^2 EsAs 58000000 R EA 0.423977 Gamma (wood to metal) 175370.1 u 1.006458 m 0.892623 Cg 0.997411 C delta: "Tension" or "Compression" Compression End Dist for C delta =1 3 in End Dist for C delta = .5 1.5 in C delta 0.666667 Spacing for C delta =1 3 in Spacing for C delta =1 2.25 in C delta 1 C delta 0.666667 Main Member Width Height E main Cd Cm Ct Cg C delta Ceg Cdi Ctn A main EmAm 6 in 12 in 1900000 1.6 1 1 0.997411 0.6666667 1 1 1 72 in ^2 .136800000 64 of 208 Anchor Engineering, Inc. Structural Engineering Consultant CLIPNT : Pesicgn Parameters MOJcCT : twin Peaks - Tukwila, WA JOCK # : 150529 COY : CT PK : 11 / 14/ 2015 PaAener location; NtT 13ottorn Chord @ POCK Side Member Width (Actual) 6 in Height (Actual) 0.25 in E Side 29000000 Dowel Type Fasteners: Allowable Load Per Fastener (Z) 3320 Ibs Fastener Diameter 0.75 in Number Fasteners per Row 3 Fastener Spacing 3 in Number of Rows 2 End Distance for Closest Fastener 4.675 in Row Spacing 3 in Allowable Load Per Fastener(Z) 5261 Ibs Allowable Load Per Connection (Z') 31564 Ibs A side 1.5 in^2 EsAs 43500000 R EA 0.635965 Gamma (wood to metal) 175370.1 u 1.009893 m 0.868882 Cg 0.990342 C delta: "Tension" or "Compression" Tension End Dist for C delta =1 3.75 in End Dist for C delta = .5 1.875 in C delta 1 Spacing for C delta =1 3 in Spacing for C delta =1 2.25 in C delta 1 C delta 1 Main Member Width Height E main Cd Cm Ct Cg C delta Ceg Cdi Ctn A main EmAm 6 in 6 in 1900000 1.6 1 1 0.990342 1 1 1 1 36 in ^2 68400000 65 of 208 CI Mf : l2e5igl Parameters JOP # : 150529 Fastener Locabon: Nff Horiz Web @ Fidge Anchor Engineering, Inc. Structural Engineering Consultant PP,OXCf : fwin Peaks - Tukwila, WA PY : Cf 12AT : 11 / 14/ 2015 Side Member Main Member Width (Actual) 0.25 in Width Height (Actual) 6 in Height E Side 29000000 E main Dowel Tvoe Fasteners: Allowable Load Per Fastener (Z) 3320 lbs Cd Fastener Diameter 0.75 in Cm Number Fasteners per Row 2 Ct Fastener Spacing 3 in Cg Number of Rows 2 C delta End Distance for Closest Fastener 2 in Ceg Row Spacing 3 in Cdi Ctn Allowable Load Per Fastener(Z) 3534 lbs Allowable Load Per Connection (Z') 14135 lbs CO. A side EsAs R EA Gamma (wood to metal) u m Cg C delta: "Tension" or "Compression" End Dist for C delta =1 End Dist for C delta = .5 C delta Spacing for C delta =1 Spacing for C delta =1 C delta C delta 1.5 in^2 43500000 0,635965 175370.1 1.009893 0.868882 0.997825 Compression 3 in 1.5 in 0.666667 3 in 2.25 in 1 0.666667 A main EmAm 6 in 6 in 1900000 1.6 1 1 0.9978249 0.6666667 1 1 1 36 in^2 68400000 66 of 208 CLIENT : Pc5ign Parameters JOP # : 150529 Fastener Location: NTT Vert Web Side Member Width (Actual) Height (Actual) E Side Dowel Type Fasteners: Allowable Load Per Fastener (Z) Fastener Diameter Number Fasteners per Row Fastener Spacing Number of Rows End Distance for Closest Fastener Row Spacing Anchor Engineering, Inc. Structural Engineering Consultant PPOJFCT : Twin Peaks - Tukwila, WA 0.25 in 6 in 29000000 psi 3320 lbs 0.75 in 2 3 in 2 6 in 3 in 13Y : CT Allowable Load Per Fastener(Z) 5300 lbs Allowable Load Per Connection (Z`) 21202 lbs A side 1.5 in^2 EsAs 43500000 R EA 0.635965 Gamma (wood to metal) 175370.1 u 1.009893 m 0.868882 Cg 0.997825 C delta: "Tension" or "Compression" Tension End Dist for C delta = 1 3.75 in End Dist for C delta = .5 1.875 in C delta 1 Spacing for C delta =1 3 in Spacing for C delta =1 2.25 in C delta 1 C delta 1 Main Member Width Height E main Cd Cm Ct Cg C delta Ceg Cdi Ctn A main EmAm PAS : 11 / 14/ 2019 6 in 6 in 1900000 psi 1.6 1 1 0.9978249 1 1 1 1 36 in^2 68400000 67 of 208 Anchor Engineering, Inc. Structural Engineering Consultant COM : Pesion Parameters MOICT : fwin Peaks - fukwila, WA JO13 # : 150529 13Y : Cf PAS: I I / l4/ 2015 Fastener Location: Nff Hcriz Web @ fop Chord Side Member Main Member Width (Actual) 0.25 in Width 6 in Height (Actual) 6 in Height 6 in E Side 29000000 E main 1900000 Dowel Tvae Fasteners: Allowable Load Per Fastener (Z) 3320 Ibs Cd Fastener Diameter 0.75 in Cm Number Fasteners per Row 2 Ct Fastener Spacing 3 in Cg Number of Rows 2 C delta End Distance for Closest Fastener 2 in Ceg Row Spacing 3 in Cdi Ctn Allowable Load Per Fastener(Z) 3534 Ibs Allowable Load Per Connection (Z') 14135 lbs A side EsAs R EA Gamma (wood to metal) u m Cg C delta: "Tension" or "Compression" End Dist for C delta =1 End Dist for C delta = .5 C delta C delta Hankinson Formula: Z perp Theta 1.5 in^2 43500000 0.635965 175370.1 1.009893 0.868882 0.997825 Compression 3 in 1.5 in 0.666667 0.666667 1890 Ibs 44 degrees Z' perp 2011.615 Z' theta 2588.5428 Z' theta Connection 10354.171 A main EmAm Spacing for C delta =1 Spacing for C delta =1 C delta 1.6 1 1 0.9978249 0.6666667 1 1 1 36 in^2 68400000 3 in 2.25 in 1 68 of 208 I 69 of 208 70¥Se V d is 0 U a d � Cl) 0 z 9x9'09'►SSH r N � E _� y N m M a Z � a z 9x9'►x9'►SSH e 9x9'►xS'►SSH SQ m W 9x9 ►x9'►SSH n e sy w V% W W C a 2 N+ems y a W N � o 9xS'►x9'►SSH z ` �y o z Z Py nz N Z f t9F� J+�y 2 m xS.p .VS H o �+ `►u+�y o rm mmQ 'Pry '°n� m z �+ s r"rmym�+m i i9�m J�, s LO r m mm tos N m Z r � O x N > O N U 71 of 208 J N t0 C Nnmoo'1N1 Q U m O � r- LA O a cM 0? N >p o o� Z In y NWfl'10o'1NI P� O� dd Q NWftloolNi d o 0o d� ✓ i W� °- Q Y � VJ LU 3 � (n o Z o d, Y6 W UJ G� o ° fA o Z NWo]olaNL.. �Y6Yo �o QP / 3 1 Qe0 Q A�Q. d dd� 6dY6Yy� ti �c �e d o QPa e� d� do Y6 Q a W 4e d� p Y Y P Y QP pz Z [ Y6 47 �� o- QP QP Y6 Q. o ti QP 6 a. Yy t > O U U') N 72 of 208 74 of 208 I 75 of 208 76¥ma Beam: M45 Shape: W30x99 Material: A992 Length: 53.523 ft I Joint: N81 J Joint: N83 LC 3: IBC 16-10 (b) Code Check: 0.612 (bending) Report Based On 97 Sections U T fa - I -.063 at 53.523 ft Dy _ - ------ in -2.711 at 26.762 ft Dz in N 36.259 at 0 ft k Vy — k Vz -34.477 at 53.523 ft Mz - k-ft k-ft v My i-476.562 at 28.434 ft _.._.___..-.._....___--...- ksi T k-ft l 1 A/SC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.612 Max Shear Check 0.117 (y) Location 28.434 ft Location 0 ft Equation HI-1b Max Defl Ratio L/243 Bending Flange Compact Compression Flange Non -Slender Qs=1 Bending Web Compact Compression Web Slender Qa=.892 y-y z-z Fy 50 ksi Lb 5.5 ft 53.523 ft Pnclom 636.911 k KUr 31.415 54.756 Pnt/om 868.263 k Mny/om 96.307 k-ft L Comp Flange 5.5 ft Mnz/om 778.443 k-ft Warp Length NC Vny/om 308.88 k L-torque 53.523 ft Vnz/om 252.754 k Tau-b 1 Cb 1 77 of 208 Beam: M48 Shape: W16x57 i -.051 at 21.649 ft Material: A992 i Dy Length: 28.085 ft I Joint: N81 J Joint: N82 LC 3: IBC 16-10 (b) Code Check: 0.283 (shear) -.146 at 28.085 ft Report Based On 97 Sections an Dz_..-___.__.___.._..._---_..___..._._._._.-__ in 1 39.515 at 26.622 ft A._.._______._._....__._-_-.---__...__ _._-- k i Vz---------- ___.____.._.._----.--....___ k Vy ' == k -8.037 at 26.329 ft .014 at 0 ft .014 at 26.622 ft fa -- — -.- _.._.__.. ksi RISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.248 Max Shear Check 0.283 (y) Location 26.329 ft Location 26.622 ft Equation H1-lb Max Defl Ratio L/5245 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 50 ksi Lb 28.085 ft 28.085 ft Pnc/om 57.038 k KL/r 210.409 50.173 Pnt/om 502.994 k Mny/om 47.156 k-ft L Comp Flange 28.086 ft Mnz/om 245.475 k-ft Warp Length NC Vny/om 141.04 k L-torque 28.085 ft Vnz/om 182.903 k Tau—b 1 Cb 2.658 78 of 208 Beam: M49 Shape: W16x67 Material: A992 Length: 28.085 ft I Joint: N83 J Joint: N84 LC 3: IBC 16-10 (b) Code Check: 0.650 (bending) Report Based On 97 Sections A - k I Vz k 1 Mz k-ft! MY ------ k-ft T k-ft NO NEW I T fc ksi -8.859 at 14.042 ft RISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.650 Max Shear Check 0.069 (y) Location 14.042 ft Location 28.086 ft Equation HI-1b Max Defl Ratio L/612 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender Y-Y Z_Z Fy 50 ks! Lb 28.085 ft 28.085 ft Pnc/om 57.038 k KL/r 210.409 50.173 PntIom 602.994 k Mny/om 47.156 k-ft L Comp Flange 28.085 ft Mnz/om 104.929 k-ft Warp Length NC Vnylom 141.04 k L-torque 28.085 ft Vnz/om 182.903 k Tau—b I Cb 1.136 79 of 208 Beam: M51A N°R-IW P Shape: 5.5X14FS Material: PSL Length: 16.641 ft 1 Joint: N80 J Joint: N82 LC 3: IBC 16-10 (b) Code Check: 0.197 (bending) Report Based On 97 Sections A T -.004 at 0 ft Dy in Dz -.214 at 8.798 ft 2.853 at 0 ft k Vy k Vz -2.601 at 15.641 ft 1.984at0ft Mz , : k-ft _... k-ft My f 'sY -9.687 at 8.146 ft AF&PA NDS-12: ASD Code Check Max Bending Check 0.197 Max Shear Check 0.167 (y) Location 8.146 ft Location 0 ft Equation 3.9-3 Max Defl Ratio L/1132 CD 1.15 RB 9.32 CL .986 CV 1 Cr 1 Cfu 1 CP .218 ksi Cm Ct CF y-y z-z Fc' Ft' Fb1' Fb2' Fv' E' .726 1 1 1 2.329 1 1 1 3.287 1 _ 1 1 3.335 1 1 1 .333 1 1 2000 1 1 Lb 15.641 ft 15.641 ft le/d 34.126 13.407 Sway No No Le -Bending Top 15.641 ft Le -Bending Bot 15.641 ft in 11 k-ft':, 80 of 208 Beam: M53 50L-� Fy! Shape: 5.5X14FS Material: PSL Length: 12.641 ft I Joint: N127 J Joint: N81 LC 3: IBC 16-10 (b) Code Check: 0.042 (shear) Report Based On 97 Sections A __ k -.001 at 0 ft Dyin Dz --- -.064 at 10.929 ft .727 at 0 ft Vy--- — k -.647 at 12.641 ft _.------___.------.---_-_.-_------ ...................._.__�--- --_ .525 at OVft Mz k-ft T -ft I M _.__ _.. _ _._.. _ _ _._..--- y k _-_ I V -1.907 at 6.716 ft I � AF&PA NDS-12: ASD Code Check Max Bending Check 0.039 Max Shear Check 0.042 (y) Location 6.716 ft Location 0 ft Equation 3.9-3 Max Defl Ratio 1-17183 CD 1.15 RB 8.379 CL .989 CV 1 Cr 1 Cfu 1 CP .327 (ksi) Cm Ct CF y-y z-z Fc' Ft' Fb1' Fb2' Fv' E' 1.089 1 1 1 2.329 1 1 1 1 3.298 1 1 1 3.335 1 1 1 .333 1 1 2000 1 1 -- in Lb 12.641 ft 12.641 ft le/d 27.58 10.835 Sway No No Le -Bending Top 12.641 ft Le -Bending Bot 12.641 ft k-ft 81 of 208 Beam: M4 Shape: HSS6x3x6 i .176at0ft Material: A500 Gr.46 PDy. _.__ __- in Length: 21.903 ft Joint: N70 ! Dz __-..__.._,..------__ .. in J Joint: N71 LC 3: IBC 16-10 (b) j Code Check: 0.293 (bending) _ 984 at 11.636 ft Report Based On 97 Sections i A- - ._..-.._ k 1.206 at 1.369 ft Vy - ` � -- k -1.549 at 21.903 ft - ----- - --- - ---------- -.--------------- - I I .073 at 1,141 ft Mz -s k-ft ! -6.658 at 12.092 ft 10.558 at 12.092 ft Aid&fa ksi fc ... ksi Vz k My .. . __ k-ft 10.558 at 12.092 ft RISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.293 Max Shear Check 0.027 (y) Location 12.092 ft Location 21.903 ft Equation H1-1b Max Defl Ratio L/246 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 46 ksi Lb 21.903 ft 21.903 ft Pnc/om 16.274 k KL/r 224.972 129.142 Pnt/om 150.946 k Mny/om 13.841 k-ft L Comp Flange 21.903 ft Mnz/om 22.726 k-ft Warp Length NC Vny/om 57.137 k L-torque 21.903 ft Vnz/om 22.529 k Tau-b 1 Tn/om 14.175 k-ft Cb 1.154 Beam: m29 �'4''o Shape: HSS16x4x3 i •221 at 0 ft Material: A600 Gr.46 I Dy - Length: 30.976 ft (_..-----_._._____. _ _ _.____._ __. in I Joint: N49 J Joint: N50 i LC 3: IBC 16-10 (b) Code Check: 0.583 (bending) 1 -1.31 at 17.101 ft Report Based On 97 Sections A.._. _ _____.. k 3.349 at 1.936 ft Vy k -8.708 at 30.976 ft Dz Vz...._ ---------- �i k My.____-_.._.-- _ .... k-ft A/SC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.583 Max Shear Check 0.163 (y) Location 18.715 ft Location 30.976 ft Equation H1-1b Max Defl Ratio 1_1263 Bending Flange Compact Compression Flange Non -Slender Qs=1 Bending Web Non -Compact Compression Web Slender Qa=.589 y-y z-z Fy 46 ksi Lb 30.976 ft 30.976 ft Pnc/om 23.389 k KL/r 208.429 69.566 Pnt/om 186.204 k Mny/om 15.095 k-ft L Comp Flange 30.976 ft Mnz/om 66.808 k-ft Warp Length NC Vny/om 53.648 k L-torque 30.976 ft Vnz/om 20.003 k Tau—b 1 Tn/om 17.402 k-ft Cb 1.196 I F A D T E " MEMBER REPORT Calcs Used, Upper Roof Glulam Joists V • i plece(s) 3 1/8" x 13 1/2" 24F-V4'D'F Glulam PASSED 0 Overall Sloped Length: 19' 9 5/16" 19, 0 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 ';CS I� S I. c c al icca ones _ AI _ ei1 ; 41t u Passed (64%) ` - mb at�oh (Padefnj Member Reaction (Ibs) 1940 @ 5 1/2" 3047 (1.50") 1.0 D + 1.0 S (Ail Spans) Shear (Ibs) 1655 @ 1' 7" 8571 Passed (19%) 1.15 1.0 D + 1.0 5 (All Spans) Pos Moment (Ft-Ibs) 8536 @ 9' 4 1/2" 21832 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.294 @ 9' 10 13/16" 0.633 Passed (U776) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.483 @ 9' 11 1/16" 0.950 Passed (L/472) 1.0 D + 1.0 S (All Spans) _ • Deflection criteria: LL (1./360) and TL (14240). Bracing (Lu): All compression edges (top and bottom) must be braced at 19' 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability, Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 19' 1/16 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. �S �..apf4.Agcessaies, - 1 - Hanger on 13 1/2" HF beam 5.50" Hanger' 1.50" 735 1326 2061 See note' 2 - Hanger on 13 1/2" HF beam 3.50" Hanger' 1,50" 724 1100 1824 See note' • At hanger supports, the Total Bearing dimension is equal to the width or the material that Is supporting me hanger • 1 See Connector grid below for additional Information and/or requirements. System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology: ASO Member Pitch: 0.25/12 i �'E ' to - - - .s'F di�'�jttlwrt 3£a, ,�. x - +f�,•E s y t r MOModelea6Len9if+_ TAP ai. sFacd',N ils -,ra MemtiNails ". N/A N/A N/A ,'Accessories .i - Face Mount Hanger Connector not found N/A 2- Face Mount Hanger Connector not found N/A N/A I N/A N/A IA U 9)41(11 k'omfi©n4A.- otitis hMIR 9h r idgtA : ) 1 - Uniform (PSF) 0 to 19, 9" 4' 16.0 20.0 Roof 2 - Tapered (PLF) 0 to 6' 9" N/A - 116.4 to 0.0 Parapet Drifting 3 - Uniform (PSF) 4' 9" to 19' 9" 4' 7.5 Sliding Snow 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.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Caan Taylor Anchor Engineering, Inc. (303)783-4797 Caan.Taylor@anchoreng.com ...... - ..84_of 208 .. _ SUSTAINABLE FORESTRY INITIATIVE 11 /13/2015 9:31:42 AM Forte v5.0, Design Engine: V6.4.0.40 150529. Twin Peaks - Tukwila WA. 4te Page 1 of 1 17 9.3" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDIF Load: combination (Pattern) Member Reaction (Ibs) 3906 @ 9' 71/2" 11419 (3.00") Passed (34%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3467 @ 8' 6 3/4" 12905 Passed (27%) 1.15 1.0:D + 1.0 S (All Spans) Moment (Ft-ibs) 9812 @ 4' 8 3/4" 27837 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.088 @ 4' 10 1/2" 0.317 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.152 @ 4' 10 1/2" 0.475 Passed (L/751) - 1.0 D + 1.0 S (All Spans) • Deflection criteria: U. (L/360) and TL (1./240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. 4u0porkS Bearing toadd td.Supports (iby), . AacesSories Total Ayaf100 Required Deiltl StiotN Total - 1- Trimmer - HF 3.00" 3.00" 1.50" 1626 2172 3798 None 2 - Trimmer - HIP 3.00" 3.00" 1.50" 1664 2242 3906 None Tributary Dead Snow Loads Location Width (0.90) (1.15) , [`Ont1VL8nts t - Uniform (PSF) 0 to 9' 9" 6' 12.0 Parapet Linked from: Low 2 - Uniform (PLF) 0 to 9' 9" N/A 100.7 180.7 Roof Joist Over Patio @ Side Elev., Suovort 2 Linked from: Upper 3 - Point (lb) 3' N/A 724 1326 Roof Glulam ]oists, Support 1 Linked from: Upper 4 - Point (lb) 7' N/A 724 1326 Roof Glulam Joists, Support 1 Weyerhaeuser Notes - -- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESP-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www,woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator F.to Sift.. ara `Jurrakx i Job Notes i JiG 85 of 208 System: Wall Member Type: Header Building Use : Residential Building Code: IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE I %i F ® R T E MEMBER REPORT Calcs Used, Garage Door Header Alt. Loading J f1 3 piece(s) 13/4" x 11 1/4" 2.0E Microllam0'LVL PASSED 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual f@ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4877 @ 9' 7 1/2" 11419 (3.00") Passed (43%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3755 @ 1' 2 1/4" 12905 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 10576 @ 4' 10 1/2" 27837 Passed (38%) 1.15 .1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.087 @ 4' 10 1/2" 0.317 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.150 @ 4' 10 1/2" 1 0.475 Passed (U762) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (1./240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing =Loads to Stipporte (Iba) 1lcoessoNes Total Available Required Died snow .,. Total 1 - Trimmer - HF 3.W' 3.00" 1.50" 2007 2870 4877 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 2007 2870 4877 None Tributary Deed Snow. Loads Location Wldth (040) (1.15) Commertts 1 - Uniform (PSF) 0 to T 9" 6' 12.0 Parapet Linked from: Low 2 - Uniform (PLF) 0 to 9' 9" N/A 100.7 180.7 Roof Joist Over Patio @ Side Elev., SUDoort 2 Linked from: Upper 3 - Point (lb) 4' 10 1/2" N/A 724 1326 Roof Giulam Joists, Support 1 Linked from: Upper 4 . Point (lb) 10 1/2" N/A 724 1326 Roof Giulam Joists, Support 1 Linked from: Upper 5 - Point (lb) 8' 10 1/2" N/A 724 1326 Roof Giulam Joists, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReporU.aspx. 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: ASO 0 SUSTAINABLE FORESTRY INITIATIVE i lyq I CiII ii .. 0 I 86 of 208 Description ; Patio Rafter Suporting Beam (Front) .ODEREimI7ENCES.i. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE7-10 Fb -Compr 2,400.0psi Ebend-xx 1,800,Oksi Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 830.Oksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Completely Unbraced D(1.826, Span = 2.0 ft Span = 12.250 ft Span = 16.0 ft A "I"d'L-' ds...., Service toads entered. Load Factors will be applied for calculations. __....__._ Beam self weight calculated and added to loads Load for Span Number 1 Point Load: D=1.826, S =1.523 k (). 0.0 ft, (Hip Beam) Load for Span Number 2 Varyinq Uniform Load: D(S,E) = 0.0340->0.130, S(S,E) = 0.0450->0.170 klft, Extent = 0.0 -->> 12.250ft, Trib Width =1.0 ft, (Low Roof Joist Over Patio) Load for Span Number 3 Varyinq Uniform Load: D(S,E) = 0.130->0.1720, S(S,E) = 0.170->0.230 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width =1.0 ft, (Low Roof Joist Over Patio) Uniform Load : D = 0.1720, S = 0.230 k/ft, Extent = 6.0 ->> 16.0 ft, Tributary Width =1.0 ft tSESIG04"SUMMARY�'� - Maximum Bending Stress Ratio = 0.2061 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb : Actual = 560.07psi fv : Actual = 61.30 psi FB : Allowable = 2,712.52 psi Fv: Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 9277ft Location of maximum on span = 1.261 ft Span # where maximum occurs = Span # 3 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.077 in Ratio = 2484 Max Upward Transient Deflection -0.023 in Ratio = 6270 Max Downward Total Deflection 0.040 in Ratio = 1196 Max Upward Total Deflection -0.047 in Ratio = 3139 laxtmum Forces &5tresse for Load Combmpons„ Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i _ Mo_ment Values Cr Cm C t CL M fb Fb Length = 2.0 ft 1 0,099 0.141 0.90 1.000 1.00 1.00 1.00 1.00 1,00 3.69 Length = 12.250 ft 2 0.100 0.141 0.90 1,000 1.00 1.00 1.00 1.00 0.99 3,69 Length = 16.0 ft 3 0.120 0.141 0.90 0.998 1.00 1.00 1.00 1.00 0.99 4.40 Shear Values V- fv --- Fv 0.00 0.00 0.00 0.00 214.56 2157.15 1.85 33.61 238.50 214.56 2140.13 1.44 33.61 238.50 255.87 2132.69 1.44 33.61 238,50 87 of 208 Description : Patio Rafter Suporting Beam (Front) Load Combination Max Stress Ratios Moment Values _ - __Shear Values _ -F'v Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv - +D+L+H 0.998 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.090 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 2396.47 1.85 33.61 265.00 Length=12.250 ft 2 0.090 0.127 1.00 1.000 _ 1.00 1.00 1.00 1.00 0.99 3.69 214.56 2375.02 1.44 33.61 265.00 Length =16.0 It 3 0.108 0.127 1.00 0.998 1.00 1.00 1.00 1.00 0.99 4.40 255.87 2365.44 1.44 33.61 265.00 +D+Lr+H 0.998 1.00 1.00 1.00 1.60 0.99 0.00 0.00 0.00 0.00 Length = 2.0 It 1 0.072 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 2994.44 1.85 33.61 331.25 Length = 12.250 ft 2 0.073 0.101 1.25 1.000 1.00 1.00 1.00 1.00 0.99. 3.69 214.56 2959.10 1.44 33.61 331.25 Length =16.0 ft 3 0.087 0.101 1.25 0.998 1.00 1.00 1.00 1.00 0,98 4.40 255.87 2942.43 1.44 33.61 331.25 +D+S+H 0.998 1.00 1.00 1.00 1.60 0.98 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.142 0.201 1.15 1.000 1.00 1.00 1..00 1.00 1.00 6.73 391.78 2755.31 3.37 61.30 304.75 Length=12.250 ft 2 0.163 0.201 1.15 1,000 1.00 1.00 1.00 1.00 0.99 7.64 444.51 2726,03 3.17 61.30 304.75 Length = 16.0 ft 3 0.206 0.201 1.15 0.898 1.00 1.00 1.06 1.00 0.98 9.63 560.07 2712.52 3.17 61.30 304.75 +D+0.750Lr+0.750L+H 0.998 1.00 1.00 1.00 1.60 0.98 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.072 0.101 1.25 1.000 1.00 1.00 1.00 1,00 1 00 3.69 214.56 2994A4 1.85 33.61 331.25 Length=12.250 ft 2 0.073 0.101 1.25 1.000 1.00 1.00 1.00 1.00 099 3.69 214.56 2959.10 1,44 33,61 331.25 Length =16.0 ft 3 0.087 0.101 1.25 0.998 1.00 1.00 1.00 1.00 0:98 4.40 255.87 2942.43 1.44 33.61 331.25 +D+0,750L+0750S+H 0.998 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.126 0.178 1.15 1.000 1.00 1.00 1.00 1.00 1 A 5.97 347.48 2755.31 2.99 54.38 304.75 Length=12.250 ft 2 0.140 0.178 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.57 382.47 2726.03 2.74 54,38 304.75 Length =16.0 ft 3 0.178 0.178 1.15 0.998 1.00 1.00 1.00 1.00 0.98 8.32 484.02 2712.52 2.74 54.38 304.75 +D+0.60W+H 0.998 1.00 1:00 1.00 1.00 0.98 0.00 0.00 0,00 0.00 Length = 2.0 ft 1 0.056 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 3830.81 1.85 33.61 424.00 Length=12.250 ft 2 0.057 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.69 214.56 3768.25 1.44 33.61 424.00 Length =16.0 ft 3 0.068 0.079 1.60 0.998 1,00 1.00 1.00 1.00 0.97 4.40 255.87 3736.22 1.44 33.61 424.00 +D+0.70E+H 0.998 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.056 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 3830.81 1.85 33.61 424.00 Length=12.250 ft 2 0.057 0,079 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.69 214.56 3768,25 1.44 33.61 424.00 Length = 16.0 It 3 0.068 0.079 1.60 0,998 1.00 1.00 1.00 1.00 0.97 4.40 255.87 3736.22 1.44 33.61 424.00 +D+0.750Lr+0.750L-+0.450W+H 0.998 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 It 1 0.056 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 3830.81 1,85 33.61 424.00 Length=12.250 ft 2 0.057 0.079 1.60 1.000 1,00 1.00 1.00 1.00 0.98 3.69 214.56 3768.25 1.44 33.61 424.00 Length =16.0 ft 3 0.068 0.079 1.60 0.998 1.00 1.00 1.00 1.00 0.97 4.40 255.87 3736.22 1.44 33.61 424.00 +D+0.750L+0.750S+0.450W+H 0.998 1.00 1.00 1.00 1.00 0.97 Ho 0.00 0.00 0.00 Length = 2.0 It 1 0.091 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.97 347.48 3830.81 2.99 54.38 424.00 Length=12.250 ft 2 0.101 0.128 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.57 382.47 3768.25 2.74 54.38 424.00 Length =16.0 ft 3 0.130 0.128 1.60 0.998 1.00 1.00 1.00 1.00 0.97 8.32 484.02 3736.22 2.74 54.38 424.00 +D+0,750L+0.750S+0.5250E+H 0.998 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.091 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.97 347.48 3830.81 2.99 54.38 424.00 Length=12.250 ft 2 0.101 0.128 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.57 382.47 3768.25 2.74 54.38 424.00 Length =16.0 ft 3 0,130 0.128 1.60 0.998 1.00 1.00 1.00 1.00 0.97 8,32 484.02 3736.22 2.74 54.38 424.00 +0.60D+0.60W+0.60H 0.998 1.00 1.00 1.00 1,00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.034 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.21 128.74 3830.81 1.11 20.17 424.00 Length =12,250 ft 2 0,034 0.048 1.60 1.000 1.00 1.00 1.00 1.00 0,98 2,21 128.74 3768.25 0.86 20.17 424.00 Length =16.0 ft 3 0.041 0.048 1.60 0.998 1.00 1.00 1.00 1.00 0.97 2.64 153.52 3736.22 0.86 20.17 424.00 +0.60D+0.70E+0.60H 0.998 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 It 1 0.034 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.21 128.74 3830.81 1.11 20,17 424.00 Length=12.250 ft 2 0.034 0.048 1.60 1,000 1.00 1.00 1,00 1.00 0.98 2.21 128.74 3768.25 0.86 20.17 424.00 Length =16.0 ft 3 0.041 0.048 1.60 0.998 1.00 1.00 1.00 1.00 0.97 2,64 153.52 3736.22 0.86 20.17 424.00 Overall Deflections Ma 1MU'! Load Combination Span Max. " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0401 0.000 0,0000 0.000 2 0.0000 0.000 +D+S+H -0.0468 6,176 +D+S+H 3 0.1429 8.605 0.0000 6.176 (er{tcal ReaCtlOtfls Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 SuppoR 3 Support 4 Overall MAXimum 4.355 5.139 2,843 Overall MlNimum 1.441 1.382 0.775 +D+H 2.401 2.304 1.292 88 of 208 Description : Patio Rafter Suporting Beam (Front) °Ip �Yerticaf`,Reactlons:w Support notation : Far left is #1 Values in KIPS --- ------ Load Combination Support 1 Support 2 Support 3 Support 4 +D+L+H 2.401 2.304 1,292 +D+Lr+H 2.401 2.304 1.292 +D+S+H 4.355 5.139 2.843 +D-10.750Lr+0.750L+H 2.401 2.304 1.292 +D+0.750L+0.750S+H 3.867 4.430 2.456 +D+0.60W+H 2.401 2.304 1.202 +D+0.70E+H 2.401 2.304 1.292 +D+0.750Lr+0.750L+0.450W+H 2.401 2.304 1,292 +D+0.750L+0.750S+0.450W+H 3,867 4.430 2.456 +D+q.750L+0.750S+0.5250E+H 3.867 4.430 2.456 +0.60D+0.60WA.60H 1.441 1.382 0.775 +0.60D+0.70E+0.60H 1.441 1.382 0.775 D Only 2.401 2.304 1,292 Lr Only L Only S Only 1.954 2.835 1.551 W Only E Only H Only 89 of 208 Description : Patio Rafter Suporling Beam (Side Front) -- Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination ASC E 7-10 Fb -Compr 2,400.0psi Ebend-xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 930.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1.100.0psi Density 31.20pcf Beam Bracing : Completely Unbraced D(1 Span = 2.0 ft Span=19.670 ft Span = 19.570 ft rt A' I►e� Loads �'c�' 1,` ,,� h�? ^� ', Service loads entered. Load Factors will be applied for calculations_ �; ,°, _ ; ,' Beam self weight calculated and added to loads Load for Span Number 1 Point Load: D=1.826, S =1.523 k (@ 0.0 ft, (Hip Beam) Load for Span Number 2 Varyinq Uniform Load: D(S,E) = 0.0710->0.2190, S(S,E) = 0.0640->0.3350 k/ft, Extent = 0.0 -->> 19.670 ft, Trib Width =1.0 ft, (Low Roof Joist Over Patio) Load for Span Number 3 Uniform Load D = 0 0150 S 0.020 ksf, Tributary Width = 8.0 It, (Low Roof Joist Over Patio) 'Maximum Bending Stress Ratio - 0.3151 Maximum Shear Stress Ratio = 0.239 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb : Actual 850.64psi fv : Actual = 72.81 psi FB : Allowable = 2,697.41 psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 19.670ft Location of maximum on span = 18.513 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 3160 Max Upward Transient Deflection -0.014 in Ratio = 3314 Max Downward Total Deflection 0.147 in Ratio = 1607 Max Upward Total Deflection -0.017 in Ratio = 2784 `Maximum,Forces&StcessesvfoiLoadHCotnbmatio'ns Load Combination Max Stress Ratios _ Moment Values _ _ ______ Shear Values Segment Length Span # M V C d C FN C i_ Cr C m_ C t C L M fb F to _ V fv _ F'v +D+H 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.099 0.141 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 2157.15 1.85 33.61 238.50 Length = 19.670 ft 2 0.178 0.141 0.90 0.977 1.00 1.00 1.00 1.00 0.98 6.47 376.44 2111.24 1.72 33.61 238.50 Length=19.670 ft 3 0.178 0.141 0.90 0.977 1.00 1.00 1.00 1.00 0.98 6.47 376.44 2111.24 1.53 33.61 238.50 +D+L+H 0.977 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 90 of 208 Description : Patio Rafter Suporting Beam (Side Front) Load Combination Max Stress Ratios. Moment Values _ Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb F'b V fv F'v Length = 2.0 ft 1 0.090 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 2396.47 1.85 33.61 265.00 Length=19.670 ft 2 0.160 0.127 1.00 0.977 1.00 1.00 1.00 1.00 0.98 6.47 376.44 2345.82 1.72 33.61 265.00 Length=19.670 ft 3 0.160 0.127 1.00 0.977 1.00 1.00 1.00 1.00 0.98 6.47 376.44 2345.82 1.53 33.61 265.00 +D+Lr+H 0.977 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.072 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 2994:44 1.85 33.61 331.25 Length=19.670 It 2 0.129 0.101 1.25 0.977 1.00 1.00 1.00 1,00 0.97 6,47 376.44 2923.50 1.72 33.61 331.25 Length=19.670 ft 3 0.129 0.101 1.25 0.977 1.00 1.00 1.00 1.00 ON 6.47 376.44 2923.50 1.53 33.61 331.25 +D+S+H 0.977 1.00 1.00 1.00 1..00 0.97 0.00 0.00 0,00 0.00 Length = 2.0 ft 1 0.142 0.201 1.15 1.000 1.00 1.00 1,00 1.00 1.06 6.73 391.78 2755.31 3.37 61.30 304.75 Length=19.670 ft 2 0.315 0.239 1.15 0.977 1.00 1.00 1.00 1.00. 0.98 14.62 850.64 2697,41 4.00 72.81 304.75 Length=19.670 It 3 0.315 0,239 1.15 0.977 1.00 1.00 1.00 1.00 0.98 14.62 850.64 2697.41 3.33 72.81 304.75 4D40.750Lr+0.750L+H 0.977 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.072 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 2994.44 1,85 33.61 331.25 Length=19.670 ft 2 0.129 0.101 1.25 0.977 1.00 1.00 1.00 1.00 0.97 6.47 376.44 2923.50 1.72 33.61 331.25 Length=19.670 It 3 0,129 0.101 1.25 0.977 1.00 1.00 1.00 1.00 0.97 6.47 376.44 2923.50 1.53 33.61 331.25 +D+0.750L+0,750S+H 0.977 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 It 1 0.126 0.178 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.97 347.48 2755.31 2.99 54.38 304.75 Length=19.670 ft 2 0.271 0.205 1.15 0,977 1.00 1.00 1.00 1.00 0.98 12.58 732.09 2697.41 3.43 62.41 304.75 Length=19,670 ft 3 0.271 0.205 1.15 0.977 1.00 1.00 1.00 1.00 0.98 12.58 732.09 2697.41 2.88 62.41 304.75 +D+0.60W+H 0.977 1.00 1.00 1:00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.0 It 1 0,056 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 3830.81 1.85 33.61 424.00 Length=19.670 ft 2 0.102 0.079 1.60 0.977 1.00 1.00 1.00 1.00 0.96 6.47 376.44 3697.90 1.72 33.61 424.00 Length=19.670 ft 3 0.102 0.079 1.60 0,977 1.00 1.00 1.06 1.00 0.96 6.47 376.44 3697.60 1.53 33,61 424.00 +0+0.70E+H 0.977 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.056 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 214.56 3830.81 1.85 33,61 424.00 Length=19.670 ft 2 0.102 0.079 1.60 0.977 1.00 1.00 1.00 1.00 0.96 6.47 376.44 3697.90 1.72 33,61 424.00 Length=19.670 ft 3 0,102 0.079 1.60 0.977 1.00 1.00 1.00 1.00 0.96 6.47 376.44 3697.90 1.53 33.61 424,00 +D+0.75OLr+0.750L+0.450W+H 0.977 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0,00 Length = 2.0 It 1 0.056 0.079 1.60 1,000 1.00 1.00 1:00 1.00 1.00 3,69 214.56 3830.81 1.85 33.61 424.00 Length=19.670 ft 2 0.102 0.079 1.60 0.977 1.00 1.00 1.00 1.00 0.96 6.47 376.44 3697.90 1.72 33.61 424.00 Length=19.670 ft 3 0.102 0.079 1.60 0.977 1.00 1.00 1.00 1.00 0.96 6.47 376.44 3697.90 1.53 33.61 424.00 +D+0.750L+0.750S+0,450W+H 0.977 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.091 0,128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.97 347.48 3830.81 2.99 54.38 424.00 Length=19.670 ft 2 0.198 0,147 1,60 0.977 1.00 1.00 1.00 1.00 0.96 12.58 732.09 3697.90 3,43 62.41 424.00 Length=19.670 It 3 0.198 0.147 1.60 0,977 1.00 1.00 1.00 1.00 0.96 12,58 732.09 3697.90 2.88 62.41 424.00 +D+0.750L+0.750S+0.5250E+H 0.977 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.091 0.128 1,60 1.000 1.00 1.00 1.00 1.00 1.00 5.97 347.48 3830.81 2.99 54.38 424.00 Length=19.670 ft 2 0.198 0.147 1.60 0.977 1:00 1.00 1.00 1.00 0.96 12.58 732.09 3697.90 3.43 62.41 424.00 Length=19.670 It 3 0,198 0.147 1.60 0.977 1.00 1.00 1,00 1.00 0.96 12.58 732.09 3697.90 2.88 62.41 424.00 +0.60D+0.60W+0.60H 0.977 1.00 1.-00 1a0 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.034 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.21 128.74 3830.81 1.11 20.17 424.00 Length=19.670 It 2 0.061 0.048 1.60 0,977 1.00 1.00 1.00 1.00 0.96 3.88 225.86 3697.90 1.03 20.17 424.00 Length=19.670 ft 3 0.061 0.048 1.60 0.977 1.00 1.00 1.00 1.00 0.96 3.88 225.86 3697.90 0.92 20.17 424.00 +0,60D+0.70E+0.60H 0.977 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.0C Length = 2.0 It 1 0.034 0.048 1.60 1.000 1.00 1,00 1.00 1.00 1.00 2.21 128.74 3830.81 1.11 20.17 424.0C Length=19.670 It 2 0.061 0.048 1.60 0.977 1.00 1.00 1.00 1.00 0.96 3.88 225.86 3697.90 1.03 20.17 424.00 Length=19.670 ft 3 0.061 0.048 1.60 0.977 1.00 1.00 1.00 1.00 0,96 3.88 225.86 3697.90 0.92 20.17 424.0C Overfill Maxtmum'DeflectfQns Load Combination Span Max. "" Deft Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+S+H -0.0172 0.000 +D+S+H 2 O.1191 9.587 0.0000 0.000 +D+S+H 3 0.1468 11.571 S Only -0.0004 0.331 " =1/erttcal Reactions" � � ,j Support notation :Far left is #1 ------------------- Values in KIP ---- - - - -- Load Combination Support 1 Support 2 Support 3 Support 4 Overall WA -Mum- 5.861 8.325 2.186 Overall MINimum 1.848 2.203 0.616 +D+H 3,080. 3.671 1.027 +D+L+H 3.080 3,671 1027 91 of 208 Description: Patio Rafter Suporting Beam (Side Front) lfeitlQ81'iZAB'Ct1011 `"�' Support notation : Far left is #1 Values in KIPS _ Load Combination Support 1 Support 2 Support 3 Support 4 _- +D+Lr+H -- 3.080 3.671 1.027 - ---- +D+S+H 5.861 8.325 2.186 +D+0.750Lr40,750L+H 3.080 3.671 1.027 +D+0.750L+0.750S+H 5.166 7,161 1,897 +D+0.60W+H 3.080 3.671 1.027 +D+0.70E+H 3.080 3.671 1.027 +D+0.750Lr+0.750L+0.450W+H 3.080 3.671 1.027 +D+0.750L+0.750S+0.450W+H 5.166 7.161 1.897 +D+0.750L40.750S+0.5250E+H 5.166 7.161 1.897 +0.60D+0.60W+0.60H 1.848 2.203 0.616 +0.6O0+0.70E40.60H 1.848 2.203 0.61.6 D Only 3.080 3.671 1.027 Lr Only L Only S Only 2.781 4.654 1.159 W Only E Only H Only 92 of 208 Description : Patio Rafter Suporting Beam (Side Rear) Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7-10 Fb - Compr Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade : 24F - V8 Fv Ft Beam Bracing : Completely Unbraced 2400.0 psi E: Modulus of Elasticity 2:400.0psi Ebend-xx 1,800.Oksi 1,650.0 psi Eminbend - xx 930.0 ksi 650.0psi Ebend-yy 1,600.Oksi 265.0 psi Eminbend - yy 830.Oksi 1,100.0psi Density 31.20pcf DO.12 50.16 D0.12 S0.16 Span = 19.670 ft Span = 13.50 ft fit Service loads entered. Load Factors will be applied for calculations_ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 8.0 ft, (Low Roof Joist Over Patio) Load for Span Number 2 Uniform Load: D = 0.0150, S = 0.020 ksf, Tributary Width = 8.0 ft, (Low Roof Joist Over Patio) lSESIG S MMAWIi"{ ,, .= • Maximum Bending Stress Ratio - 0.2441 Maximum Shear Stress Ratio = 0.188 : 1 Section used for this span 5.5xl5 Section used forth is span 5.5x15 fb : Actual 657.74psi fv :Actual = 57.17 psi FB : Allowable = 2,697.41 psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 19.670ft Location of maximum on span = 18.461 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio = 2246 Max Upward Transient Deflection -0.008 in Ratio = 20930 Max Downward Total Deflection 0.196 in Ratio = 1206 Max Upward Total Deflection -0.014 in Ratio = 11242 :;Maximf um orces_&,Str esses?for;Load Combin'atlons , Load Combination Max Stress Ratios ___ ___ Moment Values __ _ - Shear Values, Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb_ Vfv _ Fv +DH 0.00 0.00 0.00 0.00 Length=19.670It 1 0.144 0.111 0.90 0,977 1,00 1.00 1.00 1.00 0.98 5.23 304.44 2111.24 1.46 26.46 238.50 Length =13.50 ft 2 0.142 0.111 0.90 1,000 1.00 1.00 1.00 1.00 0.99 5,23 304.44 2137.73 1.15 26.46 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=19.670 It 1 0.130 0.100 1.00 0.977 1.00 1.00 1.00 1.00 0.98 5.23 304,44 2345.82 1.46 26.46 265.00 Length =13.50 ft 2 0.128 0,100 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.23 304.44 2371.94 1.15 26,46 265.00 +D+Lr+H 1.000 1.00 1.00 1,00 1.00 0.99 0.00 0.00 0.00 0.00 93 of 208 �qiy*K b rat " _ ` ¢ n s! " d1 i a 14 i"gn°RarB ("ilaif" r50 8 [winxPeu(iivile WA1atc1150529 twm7peaks tukwila Wa ec6 YY�O-�rOe�llll�>r f �? r�'s,,ril-'i s x-...t�` :. `xir --i C�lCB�,v9,241,�"BWld;6;9,tiiQ6�yr614831 r.00, •R ENGINEERING AND INSPECTIU ilawrinfinn • Patio Rafter Sunortino Beam (Side Rearl Load Combination Max Stress Ratios Moment Values - _ Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb F'b V fv F'v Length=19.670 ft 1 0.104 0.080 1.25 0.977 1.00 1.00 1.00 1.00 0.97 5.23 304.44 2923.50 1.46 26,46 331.25 Length =13.50 ft 2 0,103 0.080 1.25 1.000 1.00 1.00 1.00 1.00 0,98 5.23 304.44 2953.81 1.15 26.46 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.98 0,00 0.00 0.00 0.00 Length=19.670 It 1 0.244 0.188 1.15 0.977 1.00 1.00 1.00 1.00 0.98 11.30 657.74 2697.41 3.14 57.17 304.75 Length =13.50 ft 2 0.242 0.188 1.15 1.000 1.00 1.00 1.00 1.06 6.99 . 11.30 657.74 2721.72 2.49 57.17 304.75 +D+0.750Lr+0,750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=19.670 ft 1 0.104 0.080 1.25 0.977 1.00 1.00 1.00 1.00 0.97 5.23 304.44 2923.50 1.46 26.46 331.25 Length =13.50 ft 2 0.103 0.080 1.25 1.000 1.00 1.00 1.00 1.00 0.98 5.23 304.44 2953.81 1.15 26.46 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=19.670 ft 1 0.211 0.162 1.15 0.977 1.00 1.00 1.00 1.00 0.98 9.79 569.41 2697.41 2.72 49.49 304.75 Length =13.50 ft 2 0.209 0.162 1.15 1.000 1.00 1.00 1.00 1.00 0.99 9.79 569.41 2721.72 2.15 49,49 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 6.99 0.00 0.00 0.00 0.00 Length=19.670 it 1 0.082 0.062 1.60 0.077 1.00 1.00 1.00 1.00 0.96 5.23 304.44 3697.90 1.46 26.46 424.00 Length =13.50 It 2 0.081 0.062 1.60 1.000 1.00 1,00 1.00 1.00 0.98 5.23 304.44 3758.27 1.15 26.46 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=19.670 It 1 0.082 0.062 1.60 0.977 1.00 1.00 1.00 1.00 0.96 5.23 304.44 3697.90 1.46 26.46 424.00 Length =13.50 ft 2 0,081 0.062 1.60 1.000 1.00 1.00 1,00 1.00 0.98 5.23 304.44 3758.27 1.15 26.46 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=19.670 it 1 0.082 0.062 1.60 0.977 1.00 1.00 1.00 1.60 0.96 5.23 304.44 3697.90 1,46 26.46 424.00 Length =13.50 ft 2 0.081 0.062 1.60 1.000 1.00 1,00 1.00 1.00 0.98 5.23 304.44 3758.27 1.15 26.46 424.00 +D+0.750L+0.750S+0.450W+H 1,000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=19.670 ft 1 0.154 0.117 1.60 0.977 1.00 1.00 1.00 1.00 0.96 9.79 569.41 3697.90 2.72 49.49 424.00 Length =13.50 it 2 0.152 0.117 1.60 1.000 1.00 1.00 1.00 1.00 0.98 9.79 569.41 3758.27 2.15 49.49 424.00 +D+0.750L-4750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=19.670 ft 1 0.154 0.117 1.60 0.977 1.00 1.00 1.00 1.00 0.96 9.79 569.41 3697.90 2.72 49.49 424.00 Length =13.50 (t 2 0.152 0.117 1.60 1,000 1.00 1.00 1.00 1.00 0.98 9.79 569,41 3758.27 2.15 49.49 424.00 +0.60D,0.60W+0.60H 1.000 1.00 1:00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=19.670 ft 1 0.049 0.037 1.60 0.977 1.00 1.00 1.00 1.00 0.96 3.14 182.67 3697.90 0.87 15.88 424.00 Length =13.50 R 2 0.049 0.037 1.60 1.000 1.06 1.00 1.00 1.00 0.98 3.14 182.67 3758.27 0.69 15.88 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=19.670 ft 1 0.049 0.037 1.60 0.977 1.00 1,00 1.00 1.00 0.96 3.14 182.67 3697.90 0.87 15.88 424.00 Length =13.50 It 2 0.049 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.14 182.67 3758.27 0.69 15.88 424.00 Load Combination Span Max. `2 Defl Location in Span Load Combination Max. "+" Dell Location in Span +p+S+H 1 0.1956 8.901 0.0000 0.000 +D+S+H 2 O.0066 10.031 +D+S+H -0,0144 2.564 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 - Overall MAXimum 2.355 6.352 1.173 ----- ------------------------------ Overall MINimum 0.654 1.764 0.326 +D+H 1.090 2.940 0.543 +D+L+H 1.090 2.940 0.543 +D+Lr44i 1.090 2.940 0.543 +D+S+H 2.355 6352 1,173 4",750Lr4O.750L+H 1.090 2.940 0.543 +D+0.750L+0.750S+H 2.039 5.499 1.016 +D+0.60W+H 1.090 2.940 0.543 +D+0.70E+H 1.090 2.940 0.543 +D+0,750Lr+0.750L+0.450W+H 1.090 2.940 0.543 +D+0.750L+0.750S+0.450W+H 2.039 5,499 1.016 +D+0.750L+0.750S+0.5250E+H 2.039 5.499 1.016 +0.60D+0.60W+0.60H 0.654 1.764 0.326 +0.60D+0.70E+0.60H 0.654 1.764 0.326 D Only 1.090 2.940 0.543 Lr Only L Only S Only 1.265 3.412 0.630 W Only 94 of 208 Description : Patio Rafter Suporting Beam (Side Rear) z Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 H Only I 95 of 208 1 F ® T E ' MEMBER REPORT Calcs Used, Front Entry Ca Rear of Storefront 1 1 piece(s) 5 1/4" x 16" 2.0E Parallam® PSL PASSED Overall Length: 15' 7" Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 4692 @ 2" 7442 (3.50") Passed (63%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4093 @ 1' 7 1/2" 18676 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 24602 @ 7' 91/2" 60297 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.168 @ 79 1/2" 0.508 Passed (U999+) -- 1.0 D + 1.0 5 (All Spans) Total Load DeFl. (in) 0.289 @ 7' 9 1/2" 0.762 Passed (L/634) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 7" o/c unless detailed otherwise. Proper attachment and positioning of laterall bracing Is required to achieve member stability. supports Beall Loads to Supports (Ill Accessories Total Available Required Dead Snow Total 1. - Stud wall - HF 3.50" 3.50" 2.21" 2074 2618 4692 Blocking 2 - Stud wall - HF 3.50" 3.50" 2.21" 2074 2618 4692 Blocking • Blacking 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 (0.96) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 15' 7" 9' 18.0 20.0 Roof 2 - Point (Ib) 79 1/2" N/A 1215 2430 Front Entry Top Beam 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. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESP-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.aspx. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator System : Roof Member Type: Drop Beam Building Use: Residential Building Code: IBC Design Methodology: ASD Member Pitch: 0/12 0 SUSTAINABLE FORESTRY INITIATIVE 96 of 208 F 0 p T E "` MEMBER REPORT Cabs Used, Rear Storage Cover Joists r' 1 piece(s) 2 x 10 Douglas Fir -Larch No. 2 @ 16" OC PASSED Overall Sloped Length: 10' 1 3/16" 0 2 b 8, 3„ 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 D'S,i' .. R. Su fs ,.' t s;9�I;�t .. tlSn,_ I rid • : Fite; t ..., LLD rJ�ComblggtlonfY(a�txeFn�'s Member Reaction (Ibs) 268 @ 9' 6 1/2" 1406 (1.50") Passed (19%) 1.0_D + 1.0 S (Alt Spans) Shear (Ibs) 211 @ 8' 9 3/8" 1915 Passed (11%) 1.15 : 14:1) + 1.0 S (Alt Spans) Moment (Ft-Ibs) 507 @ 5' 7 1/8" 2334 Passed (22%) 1.15 1.0 D + 1.0 S (Alt Spans) Uve load Defl. (in) 0.033 @ T 4 7/8" 0.284 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.041 @ 5' 4 3/4" 0.426 Passed (U999+) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: U. (L/360) and TL (1./240). Overhang deflection criteria: U. (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 8 1/16" 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 NOS. rir �,r<r..f _, WON ii aSU�OI ` ,;Tonal lyrig�LA IAvOReyul ...'! DPdf S ¢. Tot Accgssorles��. 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 66 201 267 Blocking 2 -Hanger on 9 1/4" HF beam 3.50" Hanger' 1.50" 54 236 290 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being aesigneo. • At hanger supports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • ' See Connector grid below for additional Information and/or requirements. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 2112 .. � -..: . � ^c . Z.. a �' nh Qr1 Stfii I,. t.r•c C. �,r. '>: q, �,y.>p ,� 4� S'E� ILf b lei\ �t�nl kM_i TLt A43 LC _ a0., t7ab�•tt'. '.. Rf3: kt e Fx� -;a:,. a 'ax.t:de - i-.. �. K .. - F. ,� ti!+.�f. aJI v �'c •il.�a ,-t j, $uppert' w ,gat,^' F "�i� �l,:z Mods Seat4engthE opa,�,i13 FaceN�tls? ,p-�r Memberirails,�;;,-�Aocessories �„,,���,...I 2 - Face Mount Hanger LSSU28 3.50" N/A 9-10d common 5-Iod x 1-1/2 �.Y �,.� L'O dS � a, F�LOgBtlOn,? Spacing :si �0`90 � c�t_ �Fl�). a vCO 1 -Uniform (PSF) 0 to 9' 10" 16" 9.0 20.0 Roof 2 . Tapered (PLF) 10" to 9' 10" N/A - 0.0 to 38.8 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 detal Is. (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.comiservlccs/s_CodeRepotts.aspx. IThe product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte software Operator Job Notes Caen Taylor Anchor Engineering, Inc. (303)783-4797 Cean.Taylor@anchoreng.com _...................._._. __...__...._..........._......_......_...._ 97of.208_......... ....... 0 SUSTAINABLE FORESTRY INITIATIVE 11/17/2015 1:11:35 PM Forte v5.0, Design Engine: V6.4.0.40 150529. Twin Peaks - Tukwila WA.4te Page 1 of 1 F i z Y MEMBER REPORT Cabs Used, Rear Storage Joist Supporting Beam (2 Span) F O R T E 1 piece(s) 4 x 10 Douglas fir -Larch No. 2 PASSED Overall Length: 24'. " 0 a a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. I 0 5950 (4.00") Passed,(489%) 1.0<D + 1.0 S (All Spans) Member Reaction (Ibs) 2880 @ 12' 4" Shear (Ibs) 1264 @ 13' 3 1/4" 4468 Passed (280/Q) 1..15 1.0 •D + 1.0 S (All Spans) j Moment (Ft-Ibs) -3540 @ 12' 4" 5166 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.101 @ 5' 7 1/4" 0.410 Passed (L/999+) -- 1.0 ;D + 1.0 5 (Alt Spans) I Total Load Defl, (in) 0.134 @ 5' 6" 0.615 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: ILL (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 24' 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. 1000111mill'WOR_ Tota�.� u �.P _ f �? ae � (4 .. ui _ a �-a Dead _ ti � �o r -• ,AccesSartgsm kk 2.00" 2.00" 1.50" 268 653 921 Blocking 1 - Column - HF 2 - Stud wall - SPF 4.00" 4.00" 1.94" 887 1994 2881 Blocking 3 - Column - HF 2.00" 2.00" 1.50" 268 653 921 — Blocking • Blocking Panels are assumed to carry no loads applied directly aoove mem ano me rue Ioau Is appneo W Ulu I„�„ �, 111119 01,01,31 �•���i 140 Linked from: Rear 1 - Uniform (PLF) 0 to 24' 8" N/A 49.5 129.8 Storage Cover Joists, Suploort 1 . Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes :- Caan Taylor Anchor Engineering, Inc. (303) 783-4797 Caan.Taoor@anchoreng.com 98 of 2D8. System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 0 SUSTAINABLE FORESTRY INITIATIVE 11/17/2015 9:31:12 AM Forte v5.0, Design Engine: V6.4.0.40 150529. Twin Peaks - Tukwila WA.4te Page 1ofI m 0 Nov 13, 2015 at 11:22 AM KEY PLAN 1150529.Entry Truss System.R3D 99 of 208 Nov 13, 2015 at 11:16 AM MEMBER LABELS 150529.Entry Truss System .R3D 100 of 208 2 Nov 13, 2015 at 11:19 AM MEMBER SHAPES 150529.Entry Truss System.R3D 101 of 208 I Nov 13, 2015 at 11:20 AM SECTION SETS 1150529.Entry Truss System.R3D 102 of 208 0 4 Nov 13, 2015 at 11:20 AM MATERIALS 1150529.Entry Truss System.R3D 103 of 208 Nov 13, 2015 at 11:21 AM DEAD LOADS 150529.Entry Truss System.R3D 104 of 208 6 Nov 13, 2015 at 11:21 AM WIND LOADS 150529.Entry Truss System.R3D 105 of 208 L—Sl.SnO Lt Nov 13, 2015 at 11:21 AM SNOW LOADS 150529.Entry Truss System.R3D 106 of 208 E L.W.-. EL. 8 Nov 13, 2015 at 11:22 AM SEISMIC LOADS 150529.Entry Truss System.R3D I x i 107 of 208 Beam: M12 ZAFrE s Shape: 6X14 Material: DF-Large #2 Length: 18.573 ft I Joint: N16 J Joint: N17 LC 3: IBC 16-10 (b) Code Check: 0.278 (bending) Report Based On 97 Sections .586 at 5.417 ft A k -.583 at 18.573 ft -.046 at 18.573 ft Dy_-___-._..._----- _ in -.113 at 11.415 ft 1.172 at 5.417 ft vy -.852 at 18.573 ft 2.105 at 5.417 ft - .095at5417ft T ._._... ___..- -- -- k-ft ; Mz y k-ft -2.36 at 12.962 ft .008 at 5.417 ft fa _.-. _ .. ksi -.008 at 18.573 ft AF&PA NDS-12: ASD Code Check Max Bending Check 0.278 .172 at 6.384 ft Dz--__.-____._.____ in 0 at 18.573 ft .04 at 5.417 ft Vz - ---- k 0at0ft 0 at 5.224 ft My k-ft -.53at5.417ft ft V ksi I t 5.417 ft Max Shear Check 0.178 (y) Location 5.417 ft Location 5.417 ft Equation 3.9-3 Max Defl Ratio L/2566 CD 1.15 RB 9.88 CL .99 Cr 1 Cfu .86 CP .315 ksi Cm Ct CIF y-y z-z Fc' .218 1 1 1 Lb 18.573 ft 18.573 ft Ft' .489 1 1 1 le/d 40.523 16.821 Fb1' .979 1 1 .983 Sway No No Fb2' .851 1 1 .983 Le -Bending Top 18.573 ft Fv' .196 1 1 Le -Bending Bot 18.573 ft E' 1300 1 1 108 of 208 Beam: M10 ,tCj>&4 ZE.4M Shape: 8X16 Material: DF-Large #2 Length: 13 ft I Joint: N22A J Joint: N26 LC 3: IBC 16-10 (b) Code Check: 0.470 (bending) Report Based On 97 Sections I -.002 at 0 ft Dy in -.112 at 6.229 ft 4.044at0ft .066 at 9.073 ft 1_ _ A - k -2.898 at 13 ft .306 at 9.073 ft T .... k-ft 0 at 9.073 ft fa.ksi 3.261 at 13 ft Mz k-ft -10.014 at 5.01 ft .009 at 0 ft Dz in -.004 at 6.771 ft 1.084 at 0 ft Vz k -.533 at 13 ft 1.109 at 1.083 ft Myk-ft -1.455 at 13 ft AFBPA NDS-12: ASD Code Check Max Bending Check 0.470 Max Shear Check 0.297 (y) Location 4.875 ft Location 13 ft Equation 3.9-3 Max Defi Ratio L/1433 CD 1.15 RB 6.672 CL .996 Cr 1 Cfu .86 CP .755 ksi Cm Ct CF y-y z-z Fc' .521 1 1 1 _ Lb 13 ft 13 ft Ft' .489 1 1 1 le/d 21.517 10.4 FbT .971 1 1 .969 Sway No No Fb2' .838 1 1 •969 Le -Bending Top 13 ft Fv' .196 1 1 Le -Bending Bot 13 ft E' 1300 1 1 109 of 208 Beam: M1 1 FRorr Zr9j Shape: 8X20FS Material: DF-Large #2_1 Length: 18.273 ft I Joint: N22 J Joint: N8_1 LC 15: IBC 16-12 (b) (b) Code Check: 0.138 (shear) Report Based On 97 Sections .796 at 4.378 ft i i � I A k I I -1.109 at 18.083 ft .849 at 18.273 ft T __ _ ,_:� s _y k-ft .005 at 4.378 ft fa ksi -.007 at 18.083 ft .219 at 18.273 ft Dy in -.012 at 0 ft .838 at 18.273 ft i ---._.--_.. _....1__._......_.._.._..._i -.289 at 18.083 ft .129 at 4.188 ft Mz ..- ;,- k-ft -1.745 at 10.279 ft AF&PA NDS-12: ASD Code Check Max Bending Check 0.057 Location 4.378 ft Equation 3.9-3 CD 1.6 RB 8.278 Cr 1 Cfu .86 (ksgh Cm Ct Fc' Ft' Fb1' Fb2' Fv' E' -.008 at 18.273 ft Dz._..._. _._. _,_.__.......__ in -.116 at 0 ft Vz ------ --- :. _._=i k -.128 at 18.273 ft 1.103 at 4.378 ft My --- v v-4n k-ft -.311 at 18.083 ft Max Shear Check 0.138 (y) Location 18.273 ft Max Defl Ratio L/947 CL .991 CP .462 CF y-y .443 1 1 1 .68 1 1 1 1.31 1 1 .945 1.138 1 1 .945 .272 1 1 1300 1 1 Z-Z Lb 18.273 ft 18.273 ft le/d 27.409 10.964 Sway No No Le -Bending Top 18.273 ft Le -Bending Bot 18.273 ft 110 of 208 Beam: M6 1 X-mc-aast Shape: 8X20FS Material: DF-Large #2_1 Length: 24.516 ft I Joint: N9 1 J Joint: N10_1 LC 15: IBC 16-12 (b) (b) Code Check: 0.254 (bending) Report Based On 97 Sections 10.757 at 0 ft [�=A k 2.219 at 24.516 ft .853 at 5.107 ft T = k-ft .067 at 0 ft fa- ksi .014 at 24.516 ft .259 at 24.516 ft Dy ---------- in -.001 at 2.043 ft Dz - - - - in -.018 at 15.833 ft 1.827 at 0 ft .122 at 0 ft Vy- �__ --- - -- k Vz - = _ --- ..__....___._. k -1.202 at 13.79 ft -.025 at 14.046 ft .682 at 14.556 ft Mz _ , k-ft -9.12 at 5.107 ft .228 at 4.852 ft i i fc ALmbw.-ksi .59 at 4.852 ft My - k-ft -.104 at 13.79 ft AF&PA NDS-12: ASD Code Check Max Bending Check 0.254 Max Shear Check 0.151 (y) Location 4.852 ft Location 13.79 ft Equation 3.9-3 Max Defl Ratio L/1138 CD 1.6 RB 9.588 CL .987 Cr 1 Cfu .86 CP .279 ksi Cm Ct CF y-y z-z Fc' Ft' Fb1' Fb2' Fv' E' .268 1 1 1 .68 1 1 1 1.305 1 1 .945 1.138 1 1 .945 .272 1 1 1300 1 1 Lb 24.516 ft 24.516 ft le/d 36.774 14.71 Sway No No Le -Bending Top 24.516 ft Le -Bending Bot 24.516 ft I F l 111 of 208 Beam: M2_1 X-,vtT,H��� Shape: 8X20FS Material: DF-Large #2 1 Length: 15.048 ft I Joint: N3_1 J Joint: N2_1 LC 15: IBC 16-12 (b) (b) Code Check: 0.244 (bending) Report Based On 97 Sections 3.44 at 4.702 ft A k N?M -3.573 at 4.546 ft 1.154 at 12.54 ft T ____...._ _ = k-ft -.265 at 4.702 ft .022 at 4.702 ft fa ksi -.022 at 4.546 ft 0 at 1.567 ft Dy___.._ __._-.--_-. _ in -.144 at 15.048 ft 1.245 at 12.54 ft Vy -: _ k -2.021 at 4.546 ft 9.082 at 4.546 ft Mz a k-ft AF&PA NDS-12: ASD Code Check Max Bending Check 0.244 Location 4.546 ft Equation 3.9-1 CD 1.6 RB 7.512 Cr 1 Cfu .86 /Lei\ rm rt Fc' Ft' Fbl' Fb2' Fv' E' 114 at 15.048 ft Dz---.___....._..._.__ in .254 at 0 ft vz - _, k .104 at 12.54 ft 1.156 at 4.546 ft My k-ft -.26 at 12.54 ft .• at 4.546 ft Max Shear Check 0.191 (y) Location 12.54 ft Max Defl Ratio L/1251 CL .993 CID .609 r.F y-y .584 1 1 1 .68 1 1 1 1.313 1 1 .945 1.138 1 1 .945 .272 1 1 1300 1 1 _-_ z-z Lb 15.048 ft 15.048 ft le/d 22.671 9.029 Sway No No Le -Bending Top 15.048 ft Le -Bending Bot 15.048 ft 112 of 208 Beam: M3 bae f3 ( j Shape: 8X20FS Material: DF-Large #2_1 Length: 6.25 ft I Joint: N4 1 J Joint: N5_1 LC 3: IBC 16-10 (b) Code Check: 0.217 (shear) Report Based On 97 Sections I 1.184at0ft I A k j I j 1.187atOft T k-ft -.007 at 0 ft fa ksi -.004 at 0 ft Dy.________.-.---_—__-- in -.004 at 6.12 ft .122 at 0 ft -.122 at 6.25 ft -.021 at 6.25 ft Dz--_._.__.__._--_.__-----_._.._.__---__-_- in I -.117 at O ft Vz...... _ ..._ ._ . _-- .-.-- k Mz k-ft I My _.._- ... k-ft� -.19 at 3.125 ft ; I AF&PA NDS-12: ASD Code Check Max Bending Check 0.020 Max Shear Check 0.217 (y) Location 3.125 ft Location 6.26 ft Equation 3.9-1 Max Defl Ratio L/10000 CD 1.15 RB 4.841 CL .998 Cr 1 Cfu 1 CP .966 ksi Cm Ct CIF y-y z-z Fc' Ft' Fb1' Fb2' Fv' E' .666 1 1 1 .489 1 1 1 .949 1 1 .945 .951 _ 1 1 .945 .196 1300 1 1 Lb 6.25 ft 6.25 ft le/d 9.375 3.75 Sway No No Le -Bending Top 6.25 ft Le -Bending Bot 6.25 ft 113 of 208 Beam: M4 WEISZ Shape: 8X20FS Material: DF-Large #2_1 Length: 5.206 ft I Joint: N6 J Joint: N7 LC 3: IBC 16-10 (b) Code Check: 0.054 (shear) Report Based On 97 Sections 1.065at0ft A k .878 at 5.206 ft T .294 at 0 ft k-ft -.001 at 0 ft Dy I in -.003 at 5.206 ft .04at0ft Vy k -.04 at 5.206 ft {,.. -.052 at 2,603 ft .117 at 5.206 ft Dzin .022 at 0 ft vz Ci My _ _...__..._. k-ft i i i i i i i ft ksi -.001 at 2.603 ft Max Bending Check 0.010 Max Shear Check 0.054 (y) Location 0 ft Location 0 ft Equation 3.6.3 Max Defl Ratio LI10000 CD 1.15 RB 4.418 CL .998 Cr 1 Cfu 1 CP .977 ksi Cm Ct CF y-y z-z Fc' Ft' Fb1' Fb2' Fv' E' .674 1 1 1 .489 1 1 1 .949 1 1 .945 .951 1 1 .945 .196 1 1 1300 1 1 Lb 5.206 ft 5.206 ft le/d 7.809 3.124 Sway No No Le -Bending Top 5.206 ft Le -Bending Bot 5.206 ft 114 of 208 Anchor Engineering, Inc. Structural Engineering Consultant CUNT: Pesign Parameters PPO fCf : twin Peaks - fukwila, WA JOP # : 150529 Fastener Location: tension Tie Truss @ P.idge Side Member Width (Actual) Height (Actual) E Side Dowel Type Fasteners: Allowable Load Per Fastener (Z) Fastener Diameter Number Fasteners per Row Fastener Spacing Number of Rows End Distance for Closest Fastener Row Spacing 13Y : Ci 0.25 in 6 in 29000000 Main Member Width Height E main PAS: 11 / 14/ 2015 6 in 14 in 1900000 3320 Ibs Cd 1.6 0.75 in Cm 1 1 Ct 1 3 in Cg 1 2 C delta 1 6 in Ceg 1 3 in Cdi 1 Ctn 1 Allowable Load Per Fastener(Z) 5312 ibs Allowable Load Per Connection (Z') 10624 ibs CM A side 1.5 in^2 EsAs 43500000 R EA 0.272556 Gamma (wood to metal) 175370.1 u 1.007695 m 0.883397 Cg 1 C delta: "Tension" or "Compression" Tension End Dist for C delta = 1 3.75 in End Dist for C delta = .5 1.875 in C delta 1 C delta 1 Hankinson Formula: Z perp 1890 Ibs Theta 44 degrees Z' perp 3024 Z'_theta 3891.2782 Z' theta Connection 7782.5563 A main 84 in^2 EmAm 159600000 Spacing for C delta =1 3 in Spacing for C delta =1 2.25 in C delta 1 115 of 208 Anchor Engineering, Inc. Structural Engineering Consultant CLIENT : t2e5ign parameters PPO ECT : Twin Peaks - Tukwila, WA JOP # : 150529 f3Y : CT Fastener Location: Front Fntry bottom Connection Side Member Main Member Width (Actual) 8 in Width Height (Actual) 14 in Height E Side 1900000 E main Dowel Tvne Fasteners. Allowable Load Per Fastener (Z) 3320 lbs Fastener Diameter 0.75 in Number Fasteners per Row 2 Fastener Spacing 4.375 in Number of Rows 2 End Distance for Closest Fastener 10 in Row Spacing 3 in Allowable Load Per Fastener(Z) S312 lbs Allowable Load Per Connection (Z') 21248 lbs CO. A side EsAs R EA Gamma (wood to metal) u m Cg C delta: "Tension" or "Compression" End Dist for C delta =1 End Dist for C delta = .5 C delta Spacing for C delta =1 Spacing for C delta =1 C delta C delta 112 in^2 2.13E+08 1 175370.1 1.003605 0.918612 1 Compression 3 in 1.5 in 1 3 in 2.25 in 1 1 Cd Cm Ct Cg C delta Ceg Cdi Ctn A main EmAm PM: 11 / 14/ 2015 8 in 14 in 1900000 1.6 1 1 1 1 1 1 1 112 in^2 212800000 116 of 208 Lateral Design 117 of 208 Twin Peaks — Tukwila, WA I Seismic Design Category D: Special Requirements ASCE 7-10 • Table 12.3-1— Horizontal Structural Irregularities o 12.3.3.4 — 25% increase in in loads for the following connections: ■ Diaphragms to collectors & vertical elements ■ Collectors & their connections, including connections to vertical elements of the seismic force -resisting system • 12.3.4.2 — Redundancy Factor p is 1.3 • 12.10.2.1— Collector Elements with 0, over -strength factor • 12.11.2.2.3 —Wall Anchorage to wood diaphragm with Simpson hardware 2008 SDPWS • 4.3.7.4 — 3x studs & blocking 2012 IBC • 2308.12.8 — Steel washers shall be .25" thick 3"x3" plates 118 of 208 CLIENT: DESIGN PARAMETERS JOB # : 150529 LOCATION: BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/16/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-10 12.8.1.1 Ss (11.4.1,g) 1,449 SMs 1.449 (11.4-1) S, (11.4.1,g) 0.54 SMi 0.810 (11.4-2) Site Class D SDI 0.966 (11.4-3) Fe IT 11.4-1) 1 SDI 0.540 (11.4-4) F, (T 11.4-2) 1.5 T. (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAx 0.181 (12.8-3 & 4) Ie (11.5.1) 1 CSON 0.010 (12.8-5 & 6) R IT 12.2-1) 6.5 C•S,CALC. 0.149 (12.8-2) C, (T 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 hn (12-2,ft) 65 Cs 0.14 F-vl.L 1OPF Component Area(ft`) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 746 25 18650 15 Upper Roof w/ PSL Rafters 2224 16 35584 Upper Roof w/ Trusses 2768 16 44288 Low Roof @ Front Patio 1497 15 22455 Low Roof @ Rear Storage 882 9 7938 Entry Trusses 472 10 4720 Exterior Wall Framing 8000 15 120000 Interior Wall Framing 0 10 0 Mechanical 1 7700 7700 Total Level Weight w= 261335 # VROOF 38.8 K k 1.000 VROOF (ASD) 27.7 K Whk 3920.03 kft Cvx 1-000 Seismic Base Shear Ewh = 3920.03 kft Fw= 261335.00 # �r f�=.ZS VBASE 38.84 K 77 �$' K ) IZZ�'• r`o' ly" -(iN.1 �ru.2 > ? srtol�T VBASE(ASD) 27.74 K � _y�' f` i-Co� •(3sst44.5) 00 3 _ C P*VBASE 50.49 K P*VBASE(ASD) 36.06 K ()*P*VBASE 151.47 K Q*P*VBASE(ASD) 108.19 K 00"I -4 72.1 3 sL �ince- ./e.itc3 Af tee dti� p A,4`I lwS 119 of 208 9 DESIGNPARAMETERS, LLC 10495 S PROGRESS WAY. 0202 PARKER, GO 80134 PH: 303.668.1474 FK: 303.223.9104 DESIGN PARAM E TERS. COM ANCH(Ai EAVIA'FFRMU./AZ .. Q `1 a � Q Cl- 00 w m W uj a w 3 U 2 J 0 plc O H O Cn n START DATE • iaoatoie PROICT NO • �>� DRAWN BY CHECKED BY• ISSUED/REWSED• •DATE Od619K m lKt=5 5201 ROOF FRAMING PLAN 120 of 208 CLIENT': DESIGN PARAMETERS JOB # : 150529 LOCATION: ASCE 7-10 12.8.1.1 PROJECT: TWIN PEAKS - TUKWILA, WA BY: CT ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution DATE: 11/13/2015 Ss (11.4.1,g) 1.449 SMS 1.449 (11.4-1)' S, (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDs 0.966 (11.4-3) Fe (T 11.4-1) 1 Sol 0.540 (11.44) Fv (T 11.4-2) 1.5 Te (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAX 0.786 (12.8-3 & 4) le (11.5.1) 1 Cs,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 1.5 CS,CALC. 0.644 (12.8-2) Ct (T 12.8-2) 0.02 k 1,000 (12.8-12) X (T 12.8-2) 0.75 h (12-2,ft) 65 1 Cs 0.644 Wall Component 1 Component Area(ft`) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 0 16 0 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 0 9 0 Entry Trusses 236 10 2360 Exterior Wall Framing 0 12 0 Interior Wall Framing 0 10 0 Total Level Weight w= 2360 # VROOF 1.5 K k 1.000 VROOF (Aso) 1.1 K whk 35.40 kft Cv, 1.000 Seismic Base Shear Ewn = 35.40 kft Ew= 2360.00 # VBASE 1.52 K VBASE(ASD) 1.09 K 00 1.5 0 1.3 rv.sS 2is�' /Vt�i P BASE 1.98 K P BASE(ASD) 1.41 K P BASE 2.96 K P V VBASE(ASD) 2.12 K 121 of 208 CLIENT: DESIGN PARAMETERS JOB # : 150529 LOCATION: ASCE 7-1012.8.1.1 BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/16/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution Ss (11.4.1,g) 1.449 S1 (11.4.1,g) 0.54 Site Class D Fe (T 11.4-1) 1 Fv (T 11.4-2) 1.5 TL (F 22-12, Sec) 6 le (11.5.1) 1 R (T 12.2-1) 1.5 C1 (T 12.8-2) 0.02 X (T 12.8-2) 0.75 h„ (12-2,ft) 65 Wall Component 2 SMs 1.449 (11.4-1) SM1 0.810 (11.4-2) SDS 0.966 (11.4-3) S01 0.540 (11.4-4) Te (sec) 0.458 (12.8-7) Cs,MAx 0.786 (12.8-3 & 4) CS,MIN 0.010 (12.8-5 & 6) CS,CALC. 0.644 (12.8-2) k 1.000 (12.8-12) Cs 0.644 Component Area(ft`) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 0 16 0 Low Roof @ Front Patio 364 15 5460 Low Roof @ Rear Storage 0 9 0 Entry Trusses 0 10 0 Exterior Wall Framing 0 12 0 Interior Wall Framing 0 10 0 Total Level Weight w= 5460 # k 1.000 whk 81.90 kft C' ,. 1.000 Seismic Base Shear iwh'= 81.90 kft 7w= 5460.00 # VBASE 3.52 K VBASE(ASD) 2.51 K QO 1.5 n 13 P*VBASE 4.57 K P*VBASE(ASD) 3.27 K Q*P*VBASE 6.86 K Q*P*VBASE(ASD) 4.90 K IRl- 40 St 1L E VROOF 3.5 K VROOF (ASD) 2.5 K 122 of 208 CLIENT. DESIGN PARAMETERS JOB # : 150529 LOCATION: BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/13/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-10 12.8.1.1 Ss (11.4.1,g) 1.449 SMs 1.449 (11.4-1) Si (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDS 0.966 (11.4-3) Fa (T 11.4-1) 1 SD, 0.540 (11.4-4) Fv (T 11.4-2) 1.5 Te(see) 0.458 (12.8-7) Tu (F 22-12, Sec) 6 CS.", 0.181 (12.8-3 & 4) le (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 CS,CALC. 0.149 (12.8-2) C, (T 12.8-2) 0.02 k 1.000 (12.8-12) X IT 12.8-2) 0.75 h„ (12-2,ft) 65 1 CS 0.149 Wall Component 3 Component Area(ft`) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 240 16 3840 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 0 9 0 Entry Trusses 236 10 2360 Exterior Wall Framing 650 12 7800 Interior Wall Framing 0 10 0 Total Level Weight w= 14000 # k 1.000 Whk 210.00 kft Cvx 1.000 Seismic Base Shear Ewh = 210.00 kft Fw= 14000.00 # VBASE 2.08 K VBASE(ASD) 1.49 K 00 2.5 n 13 p BASE 2.70 K P BASE(ASD) 1.93 K P BASE 6.76 K p BASE(ASD) 4.83 K VROOF 2.1 K VROOF (ASD) 1.5 K 123 of 208 •}`• TEKLA Project Job Ref. M TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL 3 1 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11 /13/2015 WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the perforated shear wall method Panel details Structural wood panel sheathing on one side Panel height h = 14.75 ft Panel length b = 28.5 ft Tedds calculation version 1.1.02 I Y Y a) M tb 00 N N N N Panel opening details Width of opening Height of opening Height to underside of lintel over opening Position of opening Total area of wall Panel construction Nominal stud size Dressed stud size Cross -sectional area of studs Stud spacing Nominal end post size Dressed end post size Cross -sectional area of end posts Hole diameter Net cross -sectional area of end posts Nominal collector size wot = 15 ft hot=13ft lot = 13 ft Pot = 6.75 ft A = h x b - wot x hot = 225.375 ft2 2" x 6" 1.5" x 5.5" As = 8.25 in s=16in 2" x 6" 1.5" x 5.5" Ae = 8.25 in Dia = 1 in Aen = 6.75 in 2x2"x6" 0 124 of 208 •}`• TEKLA Project Job Ref. oe TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL 3 2 Denver, CO 80211 Calc. by Date Chk'd by Date App'd by Date CT 11/13/2015 Dressed collector size 2 x 1.5" x 5.5" Service condition Dry Temperature 100 degF or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Douglas Fir -Larch, no.2 grade, 2" & wider Specific gravity G = 0.50 Tension parallel to grain Ft = 575 Ib/in2 Compression parallel to grain Fc =1350 Ib/in2 Modulus of elasticity E = 1600000 Ib/in2 Minimum modulus of elasticity Emin = 580000 Ib/in2 Sheathing details Sheathing material Fastener type 7/16" wood panel oriented strandboard sheathing 8d common nails at 6"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design vs = min(520 plf, 1740 plf) = 520 Wit Nominal unit shear capacity for wind design vW = min(730 plf, 2435 plf) = 730 Ib/ft Apparent shear wall shear stiffness Ga = 15 kips/in Loading details Self weight of panel SWt =12 Ib/ft2 In plane wind load acting at head of panel W = 1.93 kips Design spectral resp. accel. par., short periods SDs = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(Lf or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.613 + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.30 Size factor for compression - Table 4A CFI = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CIE = 1.00 Incising factor - cl.4.3.8 Ci = 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 125 of 208 •}�;• T E K L A • Project Job Ref. e e TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. S W L 3 3 Calc. by Date ChWd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 Adjusted modulus of elasticity Emig = Emin x CME x CtE x Ci x CT = 580000 psi Critical buckling design value FcE = 0.822 x Emin / (h / d)2 = 460 psi Reference compression design value Fc* = Fc x Co x CMc x Ctc x CFc x Ci = 2376 psi For sawn lumber c = 0.8 Column stability factor — egn.3.7-1 CP = (1 + (FcE / Fc')) / (2 x c) — 4([(1 + (FcE / Fc')) / (2 x c)j2 (FcE / Fc*) ! c) _ 0.19 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Perforated shear wall length bs = 6.75 ft Shear wall aspect ratio h / bs = 2.185 Shear capacity adjustment factor — cl.4.3.3.5 Sum of perforated shear wall lengths Total length of perforated shear wall Total area of openings Sheathing area ratio (eqn. 4.3-6) Shear capacity adjustment factor (eqn. 4.3-5) Perforated shear wall capacity Maximum shear force under seismic loading Shear capacity for seismic loading Maximum shear force under wind loading Shear capacity for wind loading Chord capacity Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Shear force for maximum compression Axial force for maximum compression Maximum compressive force in chord Maximum applied compressive stress Design compressive stress Collector capacity Maximum shear force in collector Unit shear above opening EL- = 13.5 ft Ltot = 28.5 ft Ao = wot x hot = 195 ft2 r = 1 / (1 + Ao /(h x EL,)) = 0.505 Co = 0.536 Vsmax=0.7xCsx0.5xAxSYA=0.189kips Vs=vsx Co x EU x (2 x bs / h) / 2 = 1.722 kips Vs max / Vs = 0.11 PASS - Shear capacity for seismic load exceeds maximum shear force Vw_max = 0.6 x W =1.158 kips Vw=vwxCoxEL;/2=2.642kips Vw max / Vw = 0.438 PASS - Shear capacity for wind load exceeds maximum shear force V = 0.6 x W = 1.158 kips P = 0.6 x Swt x h = 106.2 lb/ft T=Vxh/(Co xELi)-Pxs/2=2.289kips ft = T / Aen = 339 Ib/in2 Ft = Ft x Co x CMt x Ctt x CFt x Ci = 1196 Ib/in2 ft / Ft' = 0.284 PASS - Design tensile stress exceeds maximum applied tensile stress V = 0.6 x W = 1.158 kips P=Swtxh=177lb/ft C=Vxh/(CoxZU)+Pxs/2=2.478kips fc = C / Ae = 300 Ib/in2 Fc' = Fc x Co x CMc x Ctc x CFc x Ci x CP = 440 Ib/in2 fc/Fc' =0.682 PASS - Design compressive stress exceeds maximum applied compressive stress Vmax = maX(Vs_max, Vw max) = 1.158 kips V. = Vmax / b = 40.632 lb/ft 126 of 208 •}`• TEKLA Project Job Ref. o TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL 3 4 Calc. by Date Chk'd'by Date App'd by Date Denver, CO 80211 CT 11/13/2015 Unit shear below opening vb = Vmax / (Co x EU) = 160.001 lb/ft Maximum tensile force in collector T = bt x vb - Po, x va = 0.806 kips Maximum applied tensile stress ft = T / (2 x As) = 49 Wine Design tensile stress Fi = Ft x Co x CMt x Ctt x CR x Ci = 1196 Ib/in2 ft / Fr = 0.041 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum compressive force in collector C = max((Poa + wot) x va - b1 x vb, 0 kips) = 0 kips Maximum applied compressive stress fc = C / (2 x As) = 0 Ib/in2 Column stability factor CP = 1.00 Design compressive stress Fc' = Fc x Co x Cmc x Ctc x CFc x G x CP = 2376 Ib/in2 fc / Fc' = 0.000 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Each end of shear wall T = 2.289 kips Deflection Design shear force V = W = 1.93 kips Induced unit shear vmax = V / (Co x ELi) = 266.669 lb/ft Vertical elongation of wall anchorage oa = 0.25 in Deflection limit 8iimit = h / 240 = 0.738 in Shear wall deflection — Eqn. 4.3-1 8sw = 2 x vmax x h3 / (3 x E x Ae x ELi) + vmax x h / (Ga) + h x Aa / EL = 0.574 in 8sw / 8iimit = 0.778 PASS - Shear wall deflection is less than deflection limit 127 of 208 CLIENT: DESIGN PARAMETERS PROJECT: TWIN PEAKS - TUKWILA, WA JOB # : 150529 BY: CT DATE: 11/13/2015 LOCATION: ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-1012.8.1.1 Ss (11.4.1,g) 1.449 S1 (11.4.1,g) 0.54 Site Class D Fe (T 11.4-1) 1 Fv IT 11.4-2) 1.5 TL (F 22-12, Sec) 6 le (11.5.1) 1 R (T 12.2-1) 6.5 C, (T 12.8-2) 0.02 X (T 12.8-2) 0.75 h (12-2,ft) 65 Wall Component 4 SMs 1.449 (11.4-1) SMi 0.810 (11.4-2) SDS 0.966 (11.4-3) SD, 0.540 (11.4-4) T. (sec) 0.458 (12.8-7) Cs,MAx 0.181 (12.8-3 & 4) CS,MIN 0.010 (12.8-5 & 6) Cs,CALc. 0.149 (12.8-2) k 1.000 (12.8-12) Cs 0.149 Component Area(ft) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 603 16 9648 Upper Roof w/ Trusses 0 16 0 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 0 9 0 Entry Trusses 0 10 0 Exterior Wall Framing 420 12 5040 Interior Wall Framing 0 10 0 Total Level Weight w= 14688 # k 1.000 whk 220.32 kft CvK 1.000 Seismic Base Shear Ewh = 220.32 kft Tw= 14688.00 # VBASE 2.18 K VBASE(ASD) 1.56 K 00 2.5 n 13 A BASE 2.84 K P BASE(ASD) 2.03 K P BASE 7.09 K p BASE(ASD) 5.07 K VROOF 2.2 K VROOF (ASD) 1.6 K 128 of 208 •}�• �E��� e Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section SWL 4 Sheet no./rev. 1 Anchor Engineering, Inc. 2535 17th St. Calc. by ate Chk'd by Date App'd by Date Denver, CO 80211 CT 1/13/2015 rl WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the perforated shear wall method Panel details Structural wood panel sheathing on one side Panel height h = 13.25 ft Panel length b = 18 ft je Y N LO M M O O Panel opening details Width of opening wo1 = 9.25 ft Height of opening hot = 6 ft Height to underside of lintel over opening 101 = 10 ft Position of opening Pot = 4.75 ft Total area of wall A = h x b - wo1 x ho1 = 183 ft2 Panel construction Nominal stud size 2" x 6" Dressed stud size 1.5" x 5.5" Cross -sectional area of studs As = 8.25 in2 Stud spacing s = 16 in Nominal end post size 2 x 2" x 6" Dressed end post size 2 x 1.5" x 5.5" Cross -sectional area of end posts A. = 16.5 in2 Hole diameter Dia = 1 in Net cross -sectional area of end posts Aar, = 13.5 in2 Nominal collector size 2 x 2" x 6" Tedds calculation version 1.1.02 i 129 of 208 •}`• 7 E K L A • e e Anchor Engineering, Inc. Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section Sheet no./rev. 2535 17th St. SWL 4 2 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 Dressed collector size Service condition Temperature 2 x 1.5" x 5.5" Dry 100 degF or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" & wider Specific gravity G = 0.43 Tension parallel to grain Ft = 525 Ib/in2 Compression parallel to grain Fe = 1300 Ib/in2 Modulus of elasticity E = 1300000 Ib/in2 Minimum modulus of elasticity Emin = 470000 Ib/in2 Sheathing details Sheathing material Fastener type 7/16" wood panel oriented strandboard sheathing 8d common nails at 6"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design vs = min(520 plf x min[1 - (0.5 - G), 1], 1740 plf) = 483.6 Ib/ft Nominal unit shear capacity for wind design v„. = min(730 plf x min[1 - (0.5 - G), 1], 2435 plf) = 678.9 lb/ft Apparent shear wall shear stiffness Ga =15 kips/in Loading details Self weight of panel Sin = 12 Ib/ft2 In plane seismic load acting at head of panel Eq = 0.1 kips Design spectral resp. accel. par., short periods SDS = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(L, or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.613 + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 Co = 1.60 Size factor for tension - Table 4A CFt =1.30 Size factor for compression - Table 4A CFC = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor - cl.4.3.8 Ci = 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 130 of 208 • • .a a Project TWIN PEAKS - T.UKWILA, WA Job Ref. 150529 Section SWL 4 Sheet no./rev. 3 Anchor Engineering, Inc. 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 Adjusted modulus of elasticity Critical buckling design value Reference compression design value Emin' = Emin x CME x CtE x Ci x CT = 470000 psi FeE = 0.822 x Emin' / (h / d)2 = 462 psi Fc* =FcxCDxCMcxCtcxCFcxCi=2288psi For sawn lumber c = 0.8 Column stability factor - egn.3.7-1 Ca = (1 + (FCE / Fc`)) / (2 x c) - 4([(1 + (FcE / Fc*)) / (2 x c)j2 - (FcE / Fc`) / c) _ 0.19 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Perforated shear wall length bs = 4 ft Shear wall aspect ratio h / bs = 3.313 Shear capacity adjustment factor - cl.4.3.3.5 Sum of perforated shear wall lengths Total length of perforated shear wall Total area of openings Sheathing area ratio (eqn. 4.3-6) Shear capacity adjustment factor (eqn. 4.3-5) Perforated shear wall capacity Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity ELi=8.75ft Ltot = 18 ft Ao = wol x hol = 55.5 ft2 r = 1 / (1 + Ao /(h x ELi)) = 0.676 Co = 0.844 Vs -max = 0.7 x (Eq + Cs x 0.5 x A x Swt) = 0.224 kips Vs=vsxCox ELix(2xbs/h)/2=1.079kips Vs max / Vs = 0.207 PASS - Shear capacity for seismic load exceeds maximum shear force Shear force for maximum tension V = 0.7 x (Eq + Cs x 0.5 x A x Swt) = 0.224 kips Axial force for maximum tension P = 0.6 x Swt x h - 0.7 x 0.2 x SDs x Swn x h = 73.14 lb/ft 2.Z`s 11.z5 Maximum tensile force in chord T = V x h / (Cox ELi) - P xl&12 = 0.352 kips • (8,�s�(�Ya�i) t'~ Maximum applied tensile stress ft = T / Am = 26 Ib/in2 47- , 2S Design tensile stress Ft' = Ft x CD x CMt x Ctt x CFt x Ci = 1092 lb/in2 Shear force for maximum compression Axial force for maximum compression Maximum compressive force in chord Maximum applied compressive stress Design compressive stress Collector capacity Maximum shear force in collector Unit shear above opening Unit shear below opening Maximum tensile force in collector Maximum applied tensile stress Design tensile stress ft / Ft' = 0.024 PASS - Design tensile stress exceeds maximum applied tensile stress V=0.7x(Eq +Csx0.5xAxSwt)=0.224kips P= Swt xh+0.7x0.2xSDsxSwt xh=181.26lb/ft C=Vxh/(CoxZU)+Pxs/2=0.522kips fc = C / Ae = 32 Ib/in2 Fc' = Fc x CD x CMc x Ctc x CFo x Ci x CP = 441 Ib/in2 fc / Fc' = 0.072 PASS - Design compressive stress exceeds maximum applied compressive stress Vmax = Vs -max = 0.224 kips va = Vmax / b = 12.429 lb/ft vb = Vmax / (Co x Et.i) = 30.278 lb/ft T = bt x vb - Pot x va = 0.085 kips ft = T / (2 x As) = 5 Ib/in2 Ft' = Ft x Co x CMt x Ctt x CFt x Ci = 1092 Ib/in2 131 of 208 •}`• TEKLA • Project Job Ref. -e o TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. SWL 4 4 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 ft / Ft' = 0.005 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum compressive force in collector C = (Po, + wo,) x va - b, x vb = 0.03 kips Maximum applied compressive stress fc = C / (2 x As) = 2 Wine Column stability factor CP = 1.00 Design compressive stress Fc' = Fe x CD x CMc x Ctc x CFc x Ci x CP = 2288 Ib1in2 fc/Fe' =0.001 PASS - Design compressive stress exceeds maximum applied compressive stress Deflection Design shear force V = Eq + Cs x 0.5 x A x Swt = 0.32 kips Induced unit shear vmax = V / (Co x EU) = 43.255 Ib/ft Vertical elongation of wall anchorage Da = 0.137 in Deflection limit Siimit = h / 240 = 0.663 in Shear wall deflection — Eqn. 4.3-1 Ssw = 2 x vmax x h3 / (3 x E x Ae x ELi) + vmax x h / (Ga) + h x Aa / EL; = 0.25 in Ssw / btimit = 0.377 PASS - Shear wall deflection is less than deflection limit ) i 132 of 208 CLIENT: DESIGN PARAMETERS PROJECT: TWIN PEAKS - TUKWILA, WA JOB # : 150529 BY. CT DATE: 11/16/2015 LOCATION: ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-10 12.8.1.1 Ss (11.4.1,g) 1.449 SMS 1.449 (11.4-1) SI (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SUS 0.966 (11.4-3) Fe IT 11.4-1) 1 SDI 0.540 (11.44) Fv (T 11.4-2) 1.5 T. (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS.Mnx 0.363 (12.8-3 & 4) IB (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 3.26 Cs.CALC. 0.297 (12.8-2) Ci IT 12.8-2) 0.02 k 1.000 (12.8-12) X IT 12.8-2) 0.75 hn (12-2,ft) 65 CS 0.297 Wall Component 5 Component Area(ft`) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 747 25 18675 15 Upper Roof w/ PSL Rafters 500 16 8000 Upper Roof w/ Trusses 240 16 3840 Low Roof @ Front Patio 764 15 11460 Low Roof @ Rear Storage 0 9 0 Entry Trusses 0 10 0 Exterior Wall Framing 420 12 5040 Interior Wall Framing 0 10 0 Total Level Weight w= 47015 # VROOF 14.0 K k 1.000 VROOF (ASD) 10.0 K Whk 705.23 kft Cvx 1.000 Seismic Base Shear 1wh = 705.23 kft 7w= 47015.00 # VBASE 13.97 K VBASE(ASD) 9.98 K no 2 n 1.3 P*VBASE 18.17 K P*VBASE(ASD) 12.98 K Q*P*VBASE 36.33 K Si*P*VaASE(ASD) 25.95 K 133 of 208 ANCHOR ENGINEERING FRONT MOMENT FRAME MEMBER LABELS 134 of 208 n ANCHOR ENGINEERING 2 CT FRONT MOMENT FRAME Nov 13, 2015 at 9:02 PM 150529 MEMBER SHAPES 150529.Moment Frame.R3D 135 of 208 ANCHOR ENGINEERING CT 150529 FRONT MOMENT FRAME SECTION SETS 3 Nov 13, 2015 at 9:02 PM 150529.Moment Frame.R3D I 136 of 208 I I m ANCHOR ENGINEERING CT 150529 FRONT MOMENT FRAME MATERIALS 4 Nov 13, 2015 at 9:02 PM 150529.Moment Frame.R3D 137 of 208 lz-L.x e.Bss a asr refs O5� 'o59J I B.I to Mombor longB (BI OisOlayM ANCHOR ENGINEERING FRONT MOMENT FRAME MEMBER LENGTHS (FT.) 5 CT Nov 13, 2015 at 9:03 PM 150529 150529.Moment Frame.R3D 138 of 208 U1,z .22 nr zn R _ _ L..es'. oL -o..e Lase ANCHOR ENGINEERING 6 CT FRONT MOMENT FRAME Nov 13, 2015 at 9:03 PM 150529 DEAD LOADS 150529.Moment Frame.R3D 139 of 208 LOMa'..-..-1-d ANCHOR ENGINEERING CT 150529 FRONT MOMENT FRAME SNOW LOADS 7 Nov 13, 2015 at 9:03 PM 150529.Moment Frame.R3D 140 of 208 L W!_EL Eldhp ho Leaf ANCHOR ENGINEERING CT 150529 FRONT MOMENT FRAME SEISMIC LOADS 8 Nov 13, 2015 at 9:04 PM 150529.Moment Frame.R3D 141 of 208 ANCHOR ENGINEERING CT 150529 FRONT MOMENT FRAME WIND LOADS 9 Nov 13, 2015 at 9:04 PM 150529.Moment Frame.R3D 142 of 208 Column: M1 Shape: W16x31 Material: A992 Length: 19.781 ft I Joint: N1 J Joint: N7 LC 13: IBC 16-14 (b) (b) Code Check: 0.742 (bending) Report Based On 97 Sections 48.654 at 0 ft .619 at 8.654 ft Vy >: _ :.:.,,.. n. k -3.802 at 0 ft A_., ,.. k .02 at 19.781 ft T - k-ft 32.117 at 8.448 ft 1 F= Mz k-ft Dz__.___... __ __.. __---.._..- in Vz ...._... _... _ k My k-ft 8.171 at 8.448 ft ft �....._; ksi I I fc _.. _ _.._ _ .. ksi ! -8.171 at 8.448 ft RISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.742 Max Shear Check 0.043 (y) Location 8.448 ft Location 0 ft Equation HI-1a Max Defl Ratio L/2126 Bending Flange Compact Compression Flange Non -Slender Qs=1 Bending Web Compact Compression Web Slender Qa=.954 y-y z-z Fy 50 ksi Lb 8.5 ft 8.5 ft Pnc/om 109.312 k KL/r 87.524 15.915 Pnt/om 273.353 k Mny/om 17.54 k-ft L Comp Flange 19.781 ft Mnz/om 95.456 k-ft Warp Length 19.781 ft Vny/om 87.45 k L-torque 19.781 ft Vnz/om 87.42 k Tau—b 1 Cb 2.556 143 of 208 Column: M3 Shape: W16x31 Material: A992 Length: 19.781 ft I Joint: N2 J Joint: N8 LC 6: IBC 16-13 (b) Code Check: 0.525 (bending) Report Based On 97 Sections i i 8.898 at 0 ft I i AIL___ k i .02 at 19.781 ft T k-ft -.144 at 13.806 ft .975 at 0 ft fa ksi .002 at 19.781 ft .03 at 19.781 ft i Dy ��- _. _ _. _ in I -.003 at 3.297 ft 3.363 at 8.654 ft _. k ? Vy -.03 at 13.806 ft i � 1.299 at 9.891 ft i } pz in 1.104 at 13.806 ft Vz k 715at0ft 15.199 at 8.654 ft 252 at 19.781 ft M k-ft i y : Mz w x l _ _ ._._.. k-ft Y -6.346 at 13.806 ft i 10.865 at 8.448 ft A/SC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.526 Max Shear Check 0.070 (z) Location 8.654 ft Location 13.806 ft Equation HI-1b Max Defl Ratio L1183 Bending Flange Compact Compression Flange Non -Slender Qs=1 Bending Web Compact Compression Web Slender Qa=.954 y-y z-z Fy 50 ksi Lb 8.5 ft 8.5 ft Pnc/om 109.312 k KL/r 87.524 15.915 Pnt/om 273.353 k Mny/om 17.54 k-ft L Comp Flange 19.781 ft Mnz/om 69.7 k-ft Warp Length 19.781 ft Vny/om 87.45 k L-torque 19.781 ft Vnz/om 87.42 k Tau-b 1 Cb 1.866 144 of 208 Beam: MZ Shape: W8x18 Material: A992 Length: 18.115 ft I Joint: N14 J Joint: N15 LC 2: IBC 16-10 (b) Code Check: 0.766 (bending) Report Based On 97 Sections -3.148 at 0 ft A k T ____ _ .. k-ft -.598 at 0 ft fa v .µme,;. ksi -.005 at 18.115 ft Dy in -.47 at 9.623 ft 7.681 at 0 ft I i Vy k i -8.046 at 18.115 ft 31.293 at 18.115 ft j Dz __-.-- .-- - in Vz k A RA x Mz - rip, - k-ft My k-ft _ e� � -21.456 at 11.51 ft I A/SC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.766 Max Shear Check 0.215 (y) Location 18.115 ft Location 18.115 ft Equation H1-1b Max Defl Ratio L1476 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 50 ksi Lb 18.115 ft 18.115 ft Pnc/om 26.352 k KL/r 176.593 63.366 Pnt/om 157.485 k Mny/om 11.627 k-ft L Comp Flange 18.115 ft Mnz/om 41.412 k-ft Warp Length 18.115 ft Vny/om 37.444 k L-torque 18.115 ft Vnz/om 62.246 k Tau-b 1 Cb 2.315 145 of 208 Beam: M8 Shape: HSS12x4x3 Material: A500 Gr.46 Length: 18.12 ft I Joint: N9 J Joint: N10 LC 4: IBC 16-12 (a) Code Check: 0.486 (bending) Report Based On 97 Sections i I1.725 at 11.891 ft -.003 at 18.12 ft� t Dy in t -.021 at 0 ft Dz in 1.208 at 18.12 ft 1.725 at 18.12 ft A k 1.174 at 0 ft .532 at 0 ft Vy i k -.563 at 18.12 ft 2.93at9.06ft i 1.129at1812ft T k-ft I 405 at 0 ft .4 at 4.907 ft .321 at 18.12 ft fa �-.,v. —. F w.� - ksi .219at0ft i Vz � k i -1.224 at 0 ft -.035 at 0 ft MY z = - k-f1 K . ✓_ z ar I NEV -6.202 at 9.06 ft AISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.486 Max Shear Check 0.196 (z) Location 9.06 ft Location 18.12 ft Equation H1-1b Max Defl Ratio L/233 Bending Flange Compact Compression Flange Non -Slender Qs=1 Bending Web Non -Compact Compression Web Slender Qa=.721 y-y z-z Fy 46 ksi Lb 18.12 ft 18.12 ft Pnc/om 50.338 k KL/r 124.421 52.589 Pnt/om 147.916 k Mny/om 13.572 k-ft L Comp Flange 18.12 ft Mnz/om 44.365 k-ft Warp Length NC Vny/om 61.804 k L-torque 18.12 ft Vnz/om 20.003 k Tau—b 1 Tn/om 20.197 k-ft Cb 2.005 I 146 of 208 Column: M11 Shape: HSS4x4x3 Material: A600 Gr.46 Length: 10.598 ft I Joint: N14 J Joint: N16 LC 9: IBC 16-12 (b) (b) Code Check: 0.266 (bending) Report Based On 97 Sections 9.53 at 0 ft A k 9.482 at 10.598 ft T k-ft 3.694 at 0 ft .153 at 4.195 ft Dz in Dy - in .131 at 0 ft .087 at 0 ft .007 at 10.598 ft .419 at 0 ft My k-ft Mz k-ft 'I .082 at 10.598 ft 1.617 at 0 ft -.005 at 6.845 ft ft ksi fc ksi .005 at 6.845 ft -1.617 at 0 ft fa ksi 3.675 at 10.598 ft AISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.256 Max Shear Check 0.004 (y) Location 0 ft Location 0 ft Equation HI -la Max Defl Ratio L/7696 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender Y-Y Z_Z Fy 46 ksi Lb 10.598 ft 10.598 ft Pnc/om 45.221 k KL/r 81.976 81.976 Pnt/om 71.066 k Mny/om 8.424 k-ft L Comp Flange 10.598 ft Mnz/om 8.424 k-ft Warp Length NC Vny/om 20.003 k L-torque 10.598 ft Vnz/om 20.003 k Tau-b I Tn/om 6.988 k-ft Cb 2.554 147 of 208 Column: M12 Shape: HSS4x4x3 Material: A600 Gr.46 Length: 10.598 ft I Joint: NIS J Joint: N16 LC 8: IBC 16-12 (b) (a) Code Check: 0.249 (bending) Report Based On 97 Sections 9.46 at 0 ft A k 9.411 at 10.598 ft T k-ft fa 3.666 at 0 ft ksi 3.648 at 10.598 ft .146 at 3.422 ft Dy in .13 at 10.598 ft .08 at 0 ft Vy k 0 at 10.598 ft .381 at 0 ft Mz k-ft -.049 at 10.598 ft 1.471 at 0 ft fc bhb-�-- -�01' ksi .001 at 7.066 ft Dz in Vz---- - -- - - - - -- --- - - - - k My k-ft -.001 at 7.066 ft ft , w ksi P P -1.471 at 0 ft RISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.249 Max Shear Check 0.004 (y) Location 0 ft Location 0 ft Equation HI-Ia Max Defl Ratio L/8190 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender Y-Y Z_Z Fy 46 ksi Lb 10.598 ft 10.598 ft Pnc/om 45.221 k KL/r 81.976 81.976 Pnt/om 71.066 k Mny/om 8.424 k-ft L Comp Flange 10.698 ft Mnz/om 8.424 k-ft Warp Length NC Vny/om 20.003 k L-torque 10.598 ft Vnz/om 20.003 k Tau-b I Tnlom 6.988 k-ft Cb 2.589 148 of 208 Beam: M8A Shape: 2-2X6 Material: DF Length: 9.067 ft I Joint: N7 J Joint: N13 LC 4: IBC 16-12 (a) Code Check: 0.619 (bending) Report Based On 97 Sections .014 at 0 ft .023at0ft 4 T >a...r.... _. k-ft 1.51 at 9.057 ft Dy _.._.... in -.045 at 0 ft -.451 at 0 ft 1.434 at 6.51 ft 1192-0 - `. 3 -.038 at 0 ft AFBPA NDS-12: ASD Code Check Max Bending Check 0.619 .023 at 3.963 ft Dz -- in .014 at 9.057 ft 028at0ft My k-ft 013 at 4.529 ft Max Shear Check 0.219 (y) Location 6.321 ft Location 0 ft Equation 3.9-3 Max Defl Ratio L1344 CD 1.6 RB 8.16 CL .989 Cr 1 Cfu 1.16 CP .089 Kf .6 ksi Cm Ct CIF y-y z-z Fc' .212 1 1 _ _ 1.1 Lb 9.067 ft 9.067 ft Ft' 1.196 1 1 1.3 le/d 36.229 19.761 Fb1' 1.852 1 1 1.3 Sway No No Fb2' 2.153 1 1 1.3 Le -Bending Top 9.057 ft Fv' .288 1 1 Le -Bending Bot 9.067 ft E' 1600 1 1 149 of 208 CLIENT: DESIGN PARAMETERS JOB # : 150529 LOCATION: BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/13/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-10 12.8.1.1 Ss (11.4.1,g) 1.449 SMS 1.449 (11.4-1) Si (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDs 0.966 (11.4-3) Fa (T 11.4-1) 1 Sol 0.540 (11.4-4) F, (T 11.4-2) 1.5 Ta (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAX 0.181 (12.8-3 & 4) le (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 CS,CALC. 0.149 (12.8-2) C, (T 12.8-2) 0.02 k 1 000 (12.8-12) X (T 12.8-2) 0.75 h„ (12-2,ft) 65 Cs 0.149� Wall Component 6 Component Area(ft2) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 373 25 9325 15 Upper Roof w/ PSL Rafters 603 16 9648 Upper Roof w/ Trusses 572 16 9152 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 0 9 0 Entry Trusses 0 10 0 Exterior Wall Framing 1124 12 13488 Interior Wall Framing 11 10 110 Total Level Weight w= 41723 # k 1.000 Whk 62585 kft Cvx t000 Seismic Base Shear Ewhk= 625.85 kft Fw= 41723.00 # BASE 6.20 K VBASE(ASD) 4.43 K 00 2.5 n 1 P BASE 8.06 K p BASE(ASD) 5.76 K 11'PWVBASE 20.15 K p BASE(ASD) 14.39 K VROOF 6.2 K VROOF (Aso) 4.4 K 150 of 208 •}�• TEKLA • Project Job Ref. or TWIN PEAKS - TUKWILA, WA 150529 Section Sheetno.trev. Anchor Engineering, Inc. $WL 6 1 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the segmented shear wall method Panel details Structural wood panel sheathing on one side Panel height h = 13.25 ft Panel length b = 18 ft Total area of wall A = h x b = 238.5 ft2 D Y Y O O O co M ,.. ' Panel construction Tedds calculation version 1.1.02 1 Nominal stud size 2" x 6" Dressed stud size 1.5" x 5.5" Cross -sectional area of studs A5 = 8.25 in2 Stud spacing s = 16 in Nominal end post size 2 x 2" x 6" Dressed end post size 2 x 1.5" x 5.5" Cross -sectional area of end posts A. = 16.5 in2 Hole diameter Dia = 1 in Net cross -sectional area of end posts Aen = 13.5 in2 Nominal collector size 2 x 2" x 6" Dressed collector size 2 x 1.5" x 5.5" Service condition Dry Temperature 100 deg or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" & wider Specific gravity G = 0.43 151 of 208 • • h gEKLA Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section SWL 6 Sheet no./rev. 2 Anchor Engineering, Inc. 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 Tension parallel to grain Compression parallel to grain Modulus of elasticity Minimum modulus of elasticity Sheathing details Sheathing material Fastener type Ft = 525 Wine Fc = 1300 Ib/in2 E = 1300000 Ib/in2 Emin = 470000 Ib/in2 7/16" wood panel oriented strandboard sheathing 8d common nails at 6"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design v5 = 520 pif x min[1 - (0.5 - G), 1] = 483.6 Wit Nominal unit shear capacity for wind design vv, = 730 plf x min[1 - (0.5 - G), 1] = 678.9 Ib/ft Apparent shear wall shear stiffness Ga = 15 kips/in Loading details Dead load acting on top of panel D = 15 Ib/ft Self weight of panel SWt =12 Ib/ft2 In plane seismic load acting at head of panel Eq = 5.76 kips Design spectral resp. accel. par., short periods SDS = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 el.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(Lr or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.61) + 0.6W Load combination no.6 0.61) + 0.7E Adjustment factors Load duration factor - Table 2.3.2 Co = 1.60 Size factor for tension - Table 4A CFt = 1.30 Size factor for compression - Table 4A CFc = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CM, = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 Incising factor - cl.4.3.8 Buckling stiffness factor - cl.4.4.2 Adjusted modulus of elasticity Critical buckling design value Reference compression design value For sawn lumber CtE = 1.00 Ci = 1.00 CT = 1.00 Emin = Emin x CME x CtE x Q x CT = 470000 psi FcE = 0.822 x Emin / (h / d)2 = 462 psi Fc` = Fc x CD x CMc x Ctc x CFc x Ci = 2288 psi c = 0.8 152 of 208 .}`• ����� s Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section SWL 6 Sheet no./rev. 3 Anchor Engineering, Inc. 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 Column stability factor - egn.3.7-1 CP = (1 + (FCE / Fc*)) / (2 x c) - 4([0 + (FEE / Fc* )) / (2 x c)]2 - (FcE / Fc') / c) _ 0.19 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 18 ft Shear wall aspect ratio h / b = 0.736 Segmented shear wall capacity Maximum shear force under seismic loading Vs -max = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 4.27 kips Shear capacity for seismic loading Vs = vs x b / 2 = 4.352 kips Vs max / Vs = 0.981 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity Shear wall aspect ratio h / b = 0.736 Shear force for maximum tension V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 4.27 kips Axial force for maximum tension P = 0.6 x (D + Swt x h) - 0.7 x 0.2 x SDs x (D + Swt x h) = 80.04 Ib/ft Maximum tensile force in chord T = V x h / b - P / 2 = 3.090 kip��14. ?.iY.'734) —,OW4 (1) Maximum applied tensile stress ft = T / Aen = 229 -' -e. qz I( - IM2 Design tensile stress Fi = Ft x CD x Cent x Ctt x CFt x Ci = 1092 Ib/in2 ft/Ft' =0.210 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b))= 4.27 kips Axial force for maximum compression P = (D + Swt x h) + 0.7 x 0.2 x Sos x (D + Swt x h) = 198.36 Ib/ft Maximum compressive force in chord C = V x h / b + P x s / 2 = 3.276 kips Maximum applied compressive stress fe = C / Ae =199 Ib/in2 Design compressive stress Fc' = Fc x CD x CMS x Ctc x CFI x C; x CP = 441 Wine fc / Fc' = 0.450 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Each end segment 1 Ti =-940 kips "�,, W z Ok Deflection Design shear force V = Eq + Cs x (0.5 x A x Swt + D x b) = 6.1 kips Induced unit shear v = V / b = 338.9 Ib/ft Vertical elongation of wall anchorage Aa = 0.25 in Deflection limit 8init = h / 240 = 0.663 in Shear wall deflection - Eqn. 4.3-1 Ssw = 2 x v x h3 / (3 x E x Ae x b) + v x h / (Ga) + h x Aa / b = 0.5 in Ssw / bruit = 0.754 PASS - Shear wall deflection is less than deflection limit 153 of 208 CLIENT: DESIGN PARAMETERS JOB # : 150529 LOCATION: BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/13/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-10 12.8.1.1 Ss (11.4.1,g) 1.449 SMs 1.449 (11.4-1) S, (11.4.1,g) 0.54 SMi 0.810 (11.4-2) Site Class D SDs 0.966 (11.4-3) Fe (T 11.4-1) 1 So, 0.540 (11.44) Fv (T 11.4-2) 1.5 Te (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 Cs.Mnx 0.181 (12.8-3 & 4) le (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 Cs,CALC. 0.149 (12.8-2) C, (T 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 hn (12-2,ft) 65 CS 0.149� Wall Component 7 Component Area(W) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 373 25 9325 15 Upper Roof w/ PSL Rafters 518 16 8288 Upper Roof w/ Trusses 572 16 9152 Low Roof @ Front Patio 369 15 5535 Low Roof @ Rear Storage 0 9 0 Entry Trusses 0 10 0 Exterior Wall Framing 1113 12 13356 Interior Wall Framing 380 10 3800 Mechanical 1 5400 5400 Total Level Weight w= 54856 # k 1.000 Whk 822.84 kft Cvx 1.000 Seismic Base Shear iwh = 822.84 kft Fw= 54856.00 # VBASE 8.15 K VBASE(ASD) 5.82 K 00 2.5 1 2 p BASE 10.60 K p BASE(ASD) 7.57 K p BASE 26.50 K p BASE(ASD) 18.93 K VR00F 8.2 K VROOF (Aso) 5.8 K 154 of 208 •}�• T E K L A • Anchor Engineering, Inc. Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section Sheetno./rev. 2535 17th St. SWL 7 1 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the perforated shear wall method Tedds calculation version 1.1.02 Panel details Structural wood panel sheathing on one side Panel height h = 12.25 ft Panel length b = 30.5 ft D i N Panel opening details Width of opening Height of opening Height to underside of lintel over opening Position of opening Total area of wall Panel construction Nominal stud size Dressed stud size Cross -sectional area of studs Stud spacing Nominal end post size Dressed end post size Cross -sectional area of end posts Hole diameter Net cross -sectional area of end posts Nominal collector size Dressed collector size Service condition wot = 4.75 ft hot = 8 ft 1o1=8ft Po,=13ft A = h x b - wot x hot = 335.625 ft2 2" x 6" 1.5" x 5.5" As = 8.25 in s=16in 2x2"x6" 2 x 1.5" x 5.5" As=16.5in2 Dia = 1 in Aen = 13.5 in 2x2"x6" 2 x 1.5" x 5.5" Dry 155 of 208 TEKLA ® Anchor Engineering, Inc. Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section Sheet no./rev. SWL 7 2 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11 /13/2015 Temperature 100 degF or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" & wider Specific gravity G = 0.43 Tension parallel to grain Ft = 525 Ib/in2 Compression parallel to grain Fc = 1300 Ib/in2 Modulus of elasticity E = 1300000 Ib/in2 Minimum modulus of elasticity Emin = 470000 Wine Sheathing details Sheathing material Fastener type 7/16" wood panel oriented strandboard sheathing 8d common nails at 4"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design v5 = min(760 pif x min[1 - (0.5 - G), 1], 1740 plf) = 706.8 Ib/ft Nominal unit shear capacity for wind design vW = min(1065 plf x min[1 - (0.5 - G), 1], 2435 plf) = 990.5 Ib/ft Apparent shear wall shear stiffness Ga = 22 kips/in Loading details Dead load acting on top of panel D = 265 Ib/ft Self weight of panel Swt = 12 Ib/ft2 In plane seismic load acting at head of panel Eq = 7.57 kips Design spectral resp. accel. par., short periods SDS = 1 Seismic response coefficient CS = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(L, or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.30 Size factor for compression - Table 4A CFC = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor - cl.4.3.8 Ci = 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin' = Emin x CME X CtE X Q x CT = 470000 psi I 156 of 208 •}�• T E K L A Project Job Ref. o TWIN PEAKS - TUKWILA, WA 150529 section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL 7 3 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 Critical buckling design value FcE = 0.822 x Emio' / (h / d)2 = 541 psi Reference compression design value Fo' = Fc X CD X CMc X Ctc X CFC X Ci = 2288 psi For sawn lumber c = 0.8 Column stability factor — egn.3.7-1 CP = (1 + (FCE / Fc')) / (2 x c) — 4([(1 + (FCE / Fc')) / (2 x c)]2 - (FCE / Fc`) / c) _ 0.22 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Perforated shear wall length Shear wall aspect ratio Shear capacity adjustment factor — cl.4.3.3.5 Sum of perforated shear wall lengths Total length of perforated shear wall Total area of openings Sheathing area ratio (eqn. 4.3-6) Shear capacity adjustment factor (eqn. 4.3-5) Perforated shear wall capacity Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Shear force for maximum compression Axial force for maximum compression Maximum compressive force in chord Maximum applied compressive stress Design compressive stress Collector capacity bs = 12.75 ft h/bs=0.961 EL; = 25.75 ft Ltot = 30.5 ft Ao = wot x hot = 38 ft2 r = 1 / (1 + Ao /(h x ELi)) = 0.892 Co = 0.87 Vs_max=0.7x(Eq+Csx(0.5xAxSvn+Dxb))=6.712kips Vs = vs x Co x ELi / 2 = 7.917 kips Vs max / Vs = 0.848 PASS - Shear capacity for seismic load exceeds maximum shear force V=0.7x(Eq+Cr. x(0.5xAxSwt+Dxb))=6.712kips P=0.6x(D+Swtxh)-0.7x0.2xSDsx(D+Swtxh)=189.52lb/ft G,�t2f!tt.LS) .!4 tit t2.�a� T = V x h / (Co x ELi) - P x1./ 2 = r..Sd�kips��7 � ft = T / Aen = 263 Ib/in2 RZ. Ft' = Ft x CD X CMt x Ctt x CFc x Ci = 1092 Ib/in2 ft / Ft' = 0.240 PASS - Design tensile stress exceeds maximum applied tensile stress V=0.7x(Eq+Csx(0.5xAxSwt+Dxb))=6.712kips P = (D + Swc x h) + 0.7 x 0.2 x SDs x (D + Swt x h) = 469.68 lb/ft C=Vxh/(Co xELi)+Pxs/2=3.983kips fc = C / As = 241 Ib/in2 Fe'=FcxCDXCMcxCtcxCFcxGxCP=511 Ib/in2 fc/Fe' =0.472 PASS - Design compressive stress exceeds maximum applied compressive stress Maximum shear force in collector Vmax = Vs -max = 6.712 kips Unit shear above opening va = Vmax / b = 220.081 lb/ft Unit shear below opening vb = Vmax / (Co x ELt) = 299.619 lb/ft Maximum tensile force in collector T = bt X vb - Pot X va = 1.034 kips Maximum applied tensile stress ft = T / (2 x As) = 63 Ib/in2 Design tensile stress Ft' = Ft x CD x CMt X Ctt X CR X Ci = 1092 Ib/in2 ft / Ft' = 0.057 157 of 208 • • TEKLA • e o Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section SWL 7 Sheet no./rev. 4 Anchor Engineering, Inc. 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum compressive force in collector C = (Pol + WOO x va - b, x vb = 0.011 kips Maximum applied compressive stress fc = C / (2 x As) = 1 Wine Column stability factor Ca = 1.00 Design compressive stress Fc' = Fc x Co x CMc x Ctc x CPc x G x CP = 2288 Ib/in2 fc / Fc' = 0.000 PASS - Design compressive stress exceeds maximum applied compressive stress Deflection Design shear force V = Eq + Cs x (0.5 x A x Swt + D x b) = 9.589 kips Induced unit shear vmax = V / (Co x ELi) = 428.027 Ib/ft Vertical elongation of wall anchorage Aa = 0.25 in Deflection limit 5iimit = h / 240 = 0.613 in Shear wall deflection — Eqn. 4.3-1 8sw = 2 x vmax x h3 / (3 x E x As x ELi) + vmax x h / (Ga) + h x As / ELi = 0.369 in 8sw / 8timit = 0.602 PASS - Shear wall deflection is less than deflection limit 158 of 208 CLIENT: DESIGN PARAMETERS PROJECT: TWIN PEAKS - TUKWILA, WA JOB # : 150529 BY: CT DATE: 11/16/2015 LOCATION: ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-10 12.8.1.1 Ss (11.4.1,g) 1.449 SMs 1.449 (11.4-1) S1 (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDS 0.966 (11.4-3) Fa (T 11.4-1) 1 SDI 0.540 (11.44) Fv (T 11.4-2) 1.5 T. (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAx 0.181 (12.8-3 & 4) le (11.5.1) 1 CS.MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 CS,cALc. 0.149 (12.8-2) C, IT 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 h„ (12-2,ft) 65 Cs 0.149 Wall Component 8 Component Area( ) Weight (PSF) Component Weight (#) Height Ift) Upper Roof @ HTT's 0 25 0 12.25 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 1185 16 18960 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 882 9 7938 f Entry Trusses 0 10 0 Exterior Wall Framing 2052 12 24624 Interior Wall Framing 0 10 0 Mechanical 1 2000 2000 Total Level Weight w= 53522 # VROOF 8.0 K k 1.000 VROOF (ASD) 5.7 K I Whk 655.64 kft t Cvx 1.000 I I Seismic Base Shear Ewh = 655.64 kft Ew= 53522.00 # VBASE 7.95 K VBASE(ASD) 5.68 K 00 2.5 n 1. P"VBASE 10.34 K P*VBASE(ASD) 7.39 K Q*P*VBASE 25.85 K P BASE(ASD) 18.47 K ?'.k's L. ;- ��tl low, �v 159 of 208 •}`• T E K L A Project Job Ref. ":tom TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 253517th St. SWL 8 1 Denver, CO 80211 Calc. by Date Chk'd by Date App'd by Date CT 11 /16/2015 WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the segmented shear wall method Panel details Structural wood panel sheathing on one side Panel height h =12.25 ft Panel length b = 64 ft 0 E Tedds calculation version 1.1.02 i 7u _ 6 tax------'ah------'0'''--------------al Panel opening details Width of opening wo, = 16.25 ft Height of opening hoi = 11.75 ft Height to underside of lintel over opening lo, = 11.75 ft Position of opening Po, = 17.5 ft Total area of wall A = h x b - wol x ho, = 593.062 ft2 Panel construction Nominal stud size 2" x 6" Dressed stud size 1.5" x 55' Cross -sectional area of studs AS = 8.25 in2 Stud spacing s = 16 in Nominal end post size 2 x 2" x 6" Dressed end post size 2 x 1.5" x 5.5" Cross -sectional area of end posts As = 16.5 in2 Hole diameter Dia = 1 in Net cross -sectional area of end posts Aen = 13.5 in2 Nominal collector size 2 x 2" x 6" Dressed collector size 2 x 1.5" x 5.5" Service condition Dry Temperature 100 degF or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2"- 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" & wider Specific gravity G = 0.43 Tension parallel to grain Ft = 526 Ib/in2 Compression parallel to grain F. = 1300 Ib/in2 Modulus of elasticity E = 1300000 Ib/in2 Minimum modulus of elasticity Emin = 470000 Ib/in2 i Y 160 of 208 TEKLA Project Job Ref. TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL 8 2 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/16/2015 Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 6"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design vs = 520 plf x min[1 - (0.5 - G), 1] = 483.6 Ib/ft Nominal unit shear capacity for wind design vW = 730 plf x min[1 - (0.5 - G), 1] = 678.9 Ib/ft Apparent shear wall shear stiffness Ga = 15 kips/in Loading details Dead load acting on top of panel D = 415 Ib/ft Self weight of panel SWt = 20 Ib/ft2 In plane seismic load acting at head of panel Eq = 7.39 kips Design spectral resp. accel. par., short periods SOS = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(Lr or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.30 Size factor for compression - Table 4A CFc = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMc = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression -Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor - cl.4.3.8 Ci = 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin = Emin x CME x CtE x G x CT = 470000 psi Critical buckling design value FcE = 0.822 x Emin / (h / d)2 = 541 psi Reference compression design value Fc* = Fc x CD x CMc x Ctc x CFc x Ci = 2288 psi For sawn lumber c = 0.8 Column stability factor - egn.3.7-1 CP = (1 + (FcE / Fc*)) / (2 x c) - 4([(1 + (FcE / Fc')) / (2 x C)]2 - (FcE / F-*) / c) _ 0.22 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Segment 1 shear wall length b, = 17.5 ft 161 of 208 •}`• TEKLA Project Job Ref. TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL 8 3 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11 /16/2015 Shear wall aspect ratio Segment 2 shear wall length Shear wall aspect ratio Segmented shear wall capacity Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity for segment 1 Shear wall aspect ratio Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress h/bt=0.7 b2 = 30.25 ft h/b2=0.405 Vs -max = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 9.722 kips Vs = vs x (bt + b2) / 2=11.546 kips Vs max / Vs = 0.842 PASS - Shear capacity for seismic load exceeds maximum shear force h/b,=0.7 V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 9.722 kips P = 0.6 x (D + Swt x h) - 0.7 x 0.2 x SDs x (D + Swt x h) = 303.6 lb/ft T = Vt x h / (bt + bsl- P x's/ 2 = 2.292 kips '�`�( �� ' • 3os ft = T / Aen = 170 lb/ in2 Fi = Ft x Co x CMt x Cn x CFt x Q = 1092 Ib/in2 ft / Ft' = 0.155 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 9.722 kips Axial force for maximum compression P = (D + Swt x h) + 0.7 x 0.2 x SDs x (D + Swt x h) = 752.4 lb/ft Maximum compressive force in chord C = V x h / (b, + b2) + P x s / 2 = 2.996 kips Maximum applied compressive stress fc = C / Ae = 182 Ib/in2 Design compressive stress F.' = Fc x Co x CMc x Ctc x CFc x Ct x CP = 511 Ib/in2 fc / Fc' = 0.355 PASS - Design compressive stress exceeds maximum applied compressive stress Chord capacity for segment 2 Shear wall aspect ratio Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Shear force for maximum compression Axial force for maximum compression Maximum compressive force in chord Maximum applied compressive stress Design compressive stress Collector capacity Maximum shear force in collector Unit shear above opening h/b2=0.405 V=0.7x(Eq +Csx(0.5xAxSwt +Dxb))=9.722kips Y=b--V- P =0.6x(D+Swtxh)-0.7x0.2xSDsx(D+Swtxh)=303.61b/ft T = Vcx h / Zba,+ b2) - P xb / 2 = 2.292 kips •Fs°��Os�-'2" Z ft = T / An = 170 Ib/in2 a z 40 Ft' = Ft x CD x CMt x Ctt x CFt x Ci = 1092 Ib/in2 --;>^�O HT ft/Ft' =0.155 PASS - Design tensile stress exceeds maximum applied tensile stress V=0.7x(Eq +Csx(0.5xAxSwt+Dxb))=9.722kips P=(D+Swtxh)+0.7x0.2xSDsx(D+Swt xh)=752.4lb/ft C=Vxh/(bt+b2)+Pxs/2=2.996kips fc = C / Ae = 182 Ib/in2 Fc' = Fc x CD x CMc x Ctc x CFc x Q x CP = 511 Ib/in2 fc / Fc' = 0.355 PASS - Design compressive stress exceeds maximum applied compressive stress Vmax = Vs_max = 9.722 kips Va = Vmax / b = 151.901 lb/ft 162 of 208 •}`,• TEKLA Project Job Ref. TWIN PEAKS - TUKWILA, WA 150529 Section SWL 8 Sheet no./rev. 4 Anchor Engineering, Inc. 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11 /16/2015 Unit shear below opening vb = Vmax / (b, + b2) = 203.696 lb/ft Maximum tensile force in collector T = bt x vb - Pot x va = 0.905 kips Maximum applied tensile stress ft = T / (2 x As) = 55 Ib/in2 Design tensile stress Fi = Ft x CD x CMt x Ctt x CR x G = 1092 Wine ft / Ft' = 0.050 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum compressive force in collector C = (Pot + wot) x va - bi x vb =1.564 kips Maximum applied compressive stress fc = C / (2 x As) = 95 Ib/in2 Column stability factor Cp = 1.00 Design compressive stress Fc' = Fo x CD x CMo x Ctc x CFC x Ci x CP = 2288 Ib/in2 fc/Fc' =0.041 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Each end segment 1 Ti ='2-.M kips < o Each end segment 2 T2=-2192.kips < v --A>wo KD Deflection Design shear force V = Eq + Cs x (0.5 x A x Swt + D x b) = 13.888 kips Induced unit shear v = V / (bt + b2) = 290.851 lb/ft Vertical elongation of wall anchorage Da = 0.25 in Deflection limit 8iimit = h / 240 = 0.613 in Segment 1 deflection — Eqn. 4.3-1 8swt = 2 x v x h3 / (3 x E x As x b,) + v x h / (Ga) + h x As / bt = 0.424 in 8swt / biimit = 0.692 PASS - Shear wall deflection is less than deflection limit Segment 2 deflection — Eqn. 4.3-1 8sw2 = 2 x v x h3 / (3 x E x Ae x b2) + v x h / (Ga) + h x Aa / b2 = 0.345 in 8sw2 / 8iimit = 0.564 PASS - Shear wall deflection is less than deflection limit 163 of 208 CLIENT: DESIGN PARAMETERS JOB # : 150529 LOCATION: BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/13/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-10 12.8.1.1 Ss (11.4.1,g) 1.449 SMs 1.449 (11.4-1) Si (11.4.1,g) 0.54 SMi 0.810 (11.4-2) Site Class D Ss 0.966 (11.4-3) F,, IT 11.4-1) 1 SDI 0.540 (11.44) Fv (T 11.4-2) 1.5 T. (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAx 0.944 (12.8-3 & 4) Ie (11.5.1) 1 C+S,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 1.25 CS.cALc. 0.773 (12.8-2) Cr (T 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 h„ (12-2,ft) 65 �Cs 0.773 Wall Component 10 Component Area(ft!) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 0 16 0 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 441 9 3969 Entry Trusses 0 10 0 Exterior Wall Framing 0 12 0 Interior Wall Framing 0 10 0 Total Level Weight w= 3969 # VROOF 3.1 K k 1.000 VROOF (ASD) 2.2 K Whk 59.54 kft C.,,, 1.000 Seismic Base Shear Fwhk= 59.54 kft Ew= 3969.00 # VBASE 3.07 K VBASE(ASD) 2.19 K 00 1.25 n 13 P BASE 3.99 K P BASE(ASD) Z.85 K P BASE 4.98 K p BASE(ASD) 3.56 K ti�.5 es - �,s�- 164 of 208 (?D I ctl) 165 of 208 9 DESIGNPARAMETERS, LLC 10495 S PROGRESS WAY. /202 PARKER, CO 80134 PH: 303.668.1474 FK: 303.223.9104 DESIGN PARAMETER S. COM AA'CNOR &GINCE mu, I.Nr Cauulup 9.r+mN Ngim.. START DATE • 19JUM PRMCT NO - Il W DRAWN BY w CHECKED BY• w ISSUED/REMSED• Wi61WC110M •DATE MUMS S201 ROOF FRAMING PLAN CLIENT: DESIGN PARAMETERS JOB # : 150529 LOCATION: BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/13/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-10 12.8.1.1 Ss (11.4.1,g) 1,449 SMS 1.449 (11.4-1) SI (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDS 0.966 (11.4-3) Fe (T 11.4-1) 1 SDI 0.540 (11.4-4) Fv (T 11.4-2) 1.5 T. (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAx 0.181 (12.8-3 & 4) le (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R IT 12.2-1) 6.5 CS.CALC. 0.149 (12.8-2) Ct IT 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 h„ (12-2,ft) 65 Cs 0.149 Wall Component A Component Area(ft`) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 747 25 18675 15 Upper Roof w/ PSL Rafters 1206 16 19296 Upper Roof w/ Trusses 240 16 3840 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 0 9 0 Entry Trusses 236 10 2360 Exterior Wall Framing 1200 12 14400 Interior Wall Framing 0 10 0 Total Level Weight w= 58571 # k 1.000 Whk 878.57 kft Cvx 1.000 Seismic Base Shear Ewh = 878.57 kft Ew= 58571.00 # VBASE 8.70 K VBASE(ASD) 6.22 K 00 2.5 n 1 3 P*VBASE 11.32 K P*VBASE(ASD) 8.08 K Q*P*VBASE 28.29 K Q*P*VBASE(ASD) 20.21 K VROOF 8.7 K VROOF (Aso) 6.2 K 166 of 208 •�• TEnA s Project Job Ref. o e TWIN PEAKS - TUKWILA, WA 150529 section Sheet no./rev. Anchor Engineering, Inc, 2535 17th St. SWL A 1 Calc. by te Chk'd by Date App'd by Date Denver, CO 80211 CT r1l11312015 WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the segmented shear wall method Tedds calculation version 1.1.02 I Panel details Structural wood panel sheathing on one side Panel height h = 13.25 ft Panel length b = 69.5 ft Total area of wall A = h x b = 920.875 ft2 D Panel construction Nominal stud size 2" x 6" Dressed stud size 1.5" x 5.5" Cross -sectional area of studs As = 8.25 in2 Stud spacing s = 16 in Nominal end post size 2 x 2" x 6" Dressed end post size 2 x 1.5" x 5.5" Cross -sectional area of end posts Ae = 16.5 in Hole diameter Dia = 1 in Net cross -sectional area of end posts Aen = 13.5 in Nominal collector size 2 x 2" x 6" Dressed collector size 2 x 1.5" x 5.5" Service condition Dry Temperature 100 degF or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" & wider Specific gravity G = 0.43 Tension parallel to grain Ft = 525 Ib/in2 Compression parallel to grain Fr = 1300 Wine Modulus of elasticity E = 1300000 Wine Minimum modulus of elasticity Emin = 470000 Ib/in2 Sheathing details Sheathing material Fastener type 7/16" wood panel oriented strandboard sheathing 8d common nails at 6"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design vs = 520 plf x min[1 - (0.5 - G), 1] = 483.6 lb/ft 167 of 208 •}`• T E K L A Project Job Ref. n TWIN PEAKS - TUKWILA, WA 150529 section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL A 2 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 Nominal unit shear capacity for wind design vW = 730 plf x min[1 - (0.5 - G), 1] = 678.9 Ib/ft Apparent shear wall shear stiffness Ga = 15 kips/in Loading details Dead load acting on top of panel D = 144 Ib/ft Self weight of panel SH,t = 12 Ib/ft2 In plane seismic load acting at head of panel Eq = 8.08 kips Design spectral resp. accel. par., short periods SDs = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(Lt or S or R) Load combination no.4 D + 0.525E + 0.751-f + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.30 Size factor for compression - Table 4A CFc = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMc = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor - cl.4.3.8 Ci = 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin = Emin x CME x CtE x Ci x CT = 470000 psi Critical buckling design value FcE = 0.822 x Emin / (h / d)2 = 462 psi Reference compression design value Fc" = Fc x CD x CMc x Ctc x CFc x Ci = 2288 psi For sawn lumber c = 0.8 Column stability factor - egn.3.7-1 CP = (1 + (FcE / Fc')) / (2 x c) - 4([(1 + (FcE / Fc')) / (2 x c)]2 (FcE / Fc') / c) _ 0.19 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 69.5 ft Shear wall aspect ratio h / b = 0.191 Segmented shear wall capacity Maximum shear force under seismic loading Vs -max = 0.7 x (Eq + Cs x (0.5 x A x Sit + D x b)) = 7.831 kips Shear capacity for seismic loading Vs = vs x b / 2 = 16.805 kips Vs max / Vs = 0.466 168 of 208 +}`• TEKLA • Project Job Ref. o o TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL A 3 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11 /13/2015 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity Shear wall aspect ratio h / b = 0.191 Shear force for maximum tension V = 0.7 x (Eq + Cs x (0.5 x A x Sm + D x b)) = 7.831 kips Axial force for maximum tension P = 0.6 x (D + Swt x h) - 0.7 x 0.2 x Sos x (D + Swt x h) = 139.38 lb/ft Maximum tensile force in chord T = V x h / b - P x'/ 2 = 1.400 kips Maximum applied tensile stress ft = T / Aen = 104 Wine Design tensile stress Ft' = Ft x Co x CMt x Ctt x CFt x Ci = 1092 Ib/in2 C 0 a> NO hf.) ft / Fi = 0.095 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.7 x (Eq + Cs x (0.5 x A x Sm + D x b)) = 7.831 kips Axial force for maximum compression P = (D + Swt x h) + 0.7 x 0.2 x Sos x (D + Swt x h) = 345.42 lb/ft Maximum compressive force in chord C = V x h / b + P x s / 2 =1.723 kips Maximum applied compressive stress fc = C / Ae = 104 Wine Design compressive stress Fc' = Fe x CD x CMS x Ctc X CFo x Ci x CP = 441 Wine fo / Fc' = 0.237 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Each end segment 1 T, = 1.4 kips Deflection Design shear force V = Eq + Cs x (0.5 x A x Swt + D x b) = 11.187 kips Induced unit shear v = V / b = 160.959 lb/ft Vertical elongation of wall anchorage Aa = 0.25 in Deflection limit Stimit = h / 240 = 0.663 in Shear wall deflection — Eqn. 4.3-1 Ssw = 2 x v x h3 / (3 x E x Ae x b) + v x h / (Ga) + h x oa / b = 0.192 in Ssw / Siimit = 0.29 PASS - Shear wall deflection is less than deflection limit 169 of 208 CLIENT: DESIGN PARAMETERS J013 # : 150529 LOCATION: BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/13/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-10 12.8.1.1 Ss (11.4.1,g) 1.449 SMs 1.449 (11.4-1) S, (11.4.1,g) 0.54 SMi 0.810 (11.4-2) Site Class D SDS 0.966 (11.4-3) Fe (T 11.4-1) 1 SDI 0.540 (11.4-4) Fv (T 11,4-2) 1.5 T, (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAx 0.181 (12.8-3 & 4) le (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 CS,CALc. 0.149 (12.8-2) Ct (T 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 h„ (12-2,ft) 65 Cs 0.149 1 Wall Component B Component Area(ft`) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 1144 16 18304 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 0 9 0 Entry Trusses 0 10 0 Exterior Wall Framing 1311 12 15732 Interior Wall Framing 200 10 2000 Total Level Weight w= 36036 # k 1.000 Wilk 540.54 kft Cvx 1.000 Seismic Base Shear TW= 540.54 kft Ew= 36036.00 # VBASE 5.36 K VBASE(ASD) 3.83 K Q0 2.5 n 13 P"VBASE 6.96 K P*VBASE(ASD) 4.97 K (*P*VBASE 17.41 K C*P*VBASE(ASD) 12.43 K VROOF 5.4 K VROOF (ASo) 3.8 K 170 of 208 • • T E K L A Project Job Ref. M TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL B 1 Denver, CO 80211 Calc. by Date by Date App'd by Date CT 11 /16/2015 Thk'd WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the segmented shear wall method Tedds calculation version 1.1.02 Panel details Structural wood panel sheathing on one side Panel height h =12.25 ft Panel length b = 33 ft Total area of wall A = h x b = 404.25 ft2 D 33' Panel construction . .J%? tt —>AO LID Nominal stud size 2" x 6" Dressed stud size 1.5" x 5.5" Cross -sectional area of studs As = 8.25 in Stud spacing s = 16 in Nominal end post size 2 x 2" x 6" Dressed end post size 2 x 1.5" x 5.5" Cross -sectional area of end posts Ae = 16.5 in Hole diameter Dia = 1 in Net cross -sectional area of end posts Aen =13.5 in Nominal collector size 2 x 2" x 6" Dressed collector size 2 x 1.5" x 5.5" Service condition Dry Temperature 100 degF or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" 8 wider Specific gravity G = 0.43 Tension parallel to grain Ft = 525 Ib/in2 Compression parallel to grain Fc = 1300 Wine 171 of 208 •k• TEKLA im Anchor Engineering, Inc. Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section Sheet no./rev. 2535 17th St. SWL B 2 Cale. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/16/20t5 Modulus of elasticity E = 1300000'Ib/in2 Minimum modulus of elasticity Emin = 470000 lb/in2 Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 6"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design vs = 520 plf x min[1 - (0.5 - G), 1] = 483.6 lb/ft Nominal unit shear capacity for wind design vW = 730 plf x min[1 - (0.5 - G), 1] = 678.9 Ib/ft Apparent shear wall shear stiffness Ge = 15 kips/in Loading details Dead load acting on top of panel D =16 Ib/ft Self weight of panel SWt = 20 Ib/ft2 In plane seismic load acting at head of panel Eq = 5.58 kips Lo,,i�-� l✓ /j �'"r"r"�`� G�� Design spectral resp. accel. par., short periods SDs = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(Lr or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.30 Size factor for compression - Table 4A CFc = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMc = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor - cl.4.3.8 Ct =1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin = Emin x CME x CtE x Q x CT = 470000 psi Critical buckling design value FcE = 0.822 x Emin / (h / d)2 = 541 psi Reference compression design value Fc` = Fc x CD x CMc x Ctc x CFc x Ci = 2288 psi For sawn lumber c = 0.8 Column stability factor - egn.3.7-1 CP = (1 + (FcE / Fc* )) / (2 x c) - 4([(1 + (FcE / Fc')) / (2 x c)]2 - (FcE / Fc") / c) _ 0.22 172 of 208 •�• TEKLA Project Job Ref. TWIN PEAKS - TUKWILA, WA 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL B 3 Calc. by te Chk'd by Date App'd by Date Denver, CO 80211 CT . Tlall'1612015 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 33 ft Shear wall aspect ratio h / b = 0.371 Segmented shear wall capacity Maximum shear force under seismic loading Vs_max = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 4.546 kips Shear capacity for seismic loading Vs = vs x b / 2 = 7.979 kips Vs max / Vs = 0.57 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity Shear wall aspect ratio h / b = 0.371 Shear force for maximum tension V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 4.546 kips Axial force for maximum tension P = 0.6 x (D + Swt x h) - 0.7 x 0.2 x SDs x (D + Swt x h)=120.06 lb/ft Maximum tensile force in chord T = V x h / b - P x / 2 =1.607 kips y•S`t •37 t — . r2oZ Maximum applied tensile stress ft = T / Aen = 119 Ib/in2 _ ,37 °i ►� Design tensile stress Fi = Ft x Co x CMt x CH x CFt x Ci = 1092 Wine ft / Fi = 0.109 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 4.546 kips Axial force for maximum compression P = (D + Swt x h) + 0.7 x 0.2 x SDs x (D + Swt x h) = 297.54 lb/ft Maximum compressive force in chord C = V x h / b + P x s / 2 =1.886 kips Maximum applied compressive stress fe = C / Ae = 114 Wine Design compressive stress Fc' = Fc x CD x CMo x Ctc x CFC x Ci x CP = 511 Ib/in2 fc / Fc' = 0.223 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Each end segment 1 Ti = t*07_kips vo NZ Deflection Design shear force V = Eq + Cs x (0.5 x A x Swt + D x b) = 6.494 kips Induced unit shear v = V / b = 196.791 lb/ft Vertical elongation of wall anchorage A. = 0.25 in Deflection limit 8wit = h / 240 = 0.613 in Shear wall deflection — Eqn. 4.3-1 8sw = 2 x v x h3 / (3 x E x Ae x b) + v x h / (Ga) + h x oa / b = 0.258 in 8sw / 8timit = 0.421 PASS - Shear wall deflection is less than deflection limit 173 of 208 CLIENT: DESIGN PARAMETERS PROJECT: TWIN PEAKS - TUKWILA, WA JOB # : 150529 BY: CT DATE: 11/13/2015 LOCATION: ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-1012.8.1.1 Ss (11.4.1,g) 1.449 SMs 1.449 (11.4-1) S, (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDS 0.966 (11.4-3) Fe (T 11.4-1) 1 SDI 0.540 (11.4-4) Fv IT 11.4-2) 1.5 T. (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAX 0.181 (12.8-3 & 4) Ie (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 Cs,CALC. 0.149 (12.8-2) C, (T 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 h„ (12-2,ft) 65 �Cs 0.149 Wall Component C Component Area(fr) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 240 16 3840 Low Roof @ Front Patio 367 15 5505 Low Roof @ Rear Storage 0 9 0 Entry Trusses 236 10 2360 Exterior Wall Framing 0 12 0 Interior Wall Framing 0 10 0 Total Level Weight w= 11705 # k 1.000 whk 175.58 kft C". 1.000 Seismic Base Shear Ewh = 175.58 kft iw= 11705.00 # VBASE 1.74 K VBASE(ASD) 1.24 K 00 2.5 D 1.3 P*VBASE 2.26 K P*VBASE(ASD) 1.62 K S1*P*VBASE 5.65 K Q*P*VBASE(ASD) 4.04 K VROOF 1.7 K VROOF (ASD) 1.2 K 174 of 208 •}t• irEKLA • Project Job Ref. -o e TWIN PEAKS - TUKWILA, WA 150529 Section SWL C Sheet no./rev. 1 Anchor Engineering, Inc. 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 711 /13/2015 WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the segmented shear wall method Tedds calculation version 1.1.02 Panel details Structural wood panel sheathing on one side Panel height h = 14.75 ft Panel length b = 5.5 ft Total area of wall A = h x b = 81.125 ft2 J u u. y Y CO 00 0) M M �.__....5.6"._. ► Panel construction Nominal stud size 2" x 6" Dressed stud size 1.5" x 5.5" Cross -sectional area of studs AS = 8.25 in Stud spacing s = 16 in Nominal end post size 2 x 2" x 6" Dressed end post size 2 x 1.5" x 5.5" Cross -sectional area of end posts As = 16.5 in Hole diameter Dia = 1 in Net cross -sectional area of end posts Aen = 13.5 in2 Nominal collector size 2 x 2" x 6" Dressed collector size 2 x 1.5" x 5.5" Service condition Dry Temperature 100 degF or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" & wider Specific gravity G = 0.43 175 of 208 • E T E K L o Anchor Engineering, Inc. Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section Sheet no./rev. SWL C 2 2535 17th St. Calc. by Date Chk'd by Date App'd byTte Denver, CO 80211 CT 11J13/2015 Tension parallel to grain Compression parallel to grain Modulus of elasticity Minimum modulus of elasticity Sheathing details Sheathing material Fastener type Ft = 525 Ib/in2 Fc = 1300 Wine E = 1300000 Ib/in2 EmIn = 470000 Wine 7116" wood panel oriented strandboard sheathing 8d common nails at 4"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design vs = 760 plf x min[1 - (0.5 - G), 11 = 706.8 Ib/ft Nominal unit shear capacity for wind design vw = 1065 plf x min[l - (0.5 - G), 1] = 990.5 Ib/ft Apparent shear wall shear stiffness G. = 22 kips/in Loading details Dead load acting on top of panel D = 16 Ib/ft Self weight of panel Swt = 12 Ib/ft2 In plane seismic load acting at head of panel Eq = 1.62 kips Design spectral resp. accel. par., short periods SDs = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(L, or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.30 Size factor for compression - Table 4A CFc = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMc = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor - cl.4.3.8 Ci = 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emir = Emin x CME X CtE x C; x CT = 470000 psi Critical buckling design value Reference compression design value For sawn lumber FcE = 0.822 x Emin' / (h / d)2 = 373 psi Fc` = Fc x CD x CMc x Ctc X CFc x Ci = 2288 psi c = 0.8 176 of 208 •}�• TEKLA Project Job Ref. o TWIN PEAKS - TUKWILA, WA 150529 Section S W L C Sheet no./rev. 3 Anchor Engineering, Inc. 2535 17th St. Calc. by Chk'd by Date App'd by Date Denver, CO 80211 CT r3-1e /13/2015 Column stability factor - eqn 3.7-1 CP = (1 + (FcE / Fc')) / (2 x c) - 4([(1 + (FcE / Fc*)) / (2 X c)]2 - (FCE / Fc') / c) _ 0.16 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 5.5 ft Shear wall aspect ratio h / b = 2.682 Segmented shear wall capacity Maximum shear force under seismic loading Vs -max = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 1.214 kips Shear capacity for seismic loading Vs = vs x b x (2 x bs / h) / 2 =1.45 kips Vs max / Vs = 0.838 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity Shear wall aspect ratio h / b = 2.682 Shear force for maximum tension V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 1.214 kips Axial force for maximum tension P = 0.6 x (D + Swt x h) - 0.7 x 0.2 x SDs x (D + Swt x h) = 88.78 lb/ft Maximum tensile force in chord T = V x h / b - P x s / 2 = 3.198 kips Maximum applied tensile stress ft = T / Aen = 237 Wine Design tensile stress Fi = Ft x CD x CMt x Ctt x CFt x Ci = 1092 Ib/in2 ft/Fi =0.217 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 1.214 kips Axial force for maximum compression P = (D + S n x h) + 0.7 x 0.2 x SDs x (D + Swt x h) = 220.02 lb/ft Maximum compressive force in chord C = V x h / b + P x s / 2 = 3.404 kips Maximum applied compressive stress fc = C / Ae = 206 Ib/in2 Design compressive stress Fc' = Fc x CD x CMc X Ctc X CFc X Ci x CP = 360 lb/in2 fc / Fc' = 0.574 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Each end segment 1 T, = 3.198 kips Deflection Design shear force V = Eq + Cs x (0.5 x A x Swt + D x b) = 1.735 kips Induced unit shear v = V / b = 315.445 lb/ft Vertical elongation of wall anchorage Aa = 0.137 in Deflection limit 8iimit = h / 240 = 0.738 in Shear wall deflection -Egn.4.3-1 8sw=2xvxh3/(3xExAexb)+vxh/(G.)+hX4a/b=0.648in 8sw / 8ilmit = 0.878 PASS - Shear wall deflection is less than deflection limit I s s 177 of 208 CLIENT: DESIGN PARAMETERS PROJECT: TWIN PEAKS - TUKWILA, WA JOB # : 150529 BY: CT DATE: 11/13/2015 LOCATION: ASIDE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-1012.8.1.1 SS (11.4.1,g) 1.449 SMs 1.449 (11.4-1) S, (11.4.1,g) 0.54 SMi 0.810 (11.4-2) Site Class D SDS 0.966 (11.4-3) Fe (T 11.4-1) 1 Sol 0.540 (11.4-4) Fv (T 11.4-2) 1.5 T, (see) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAX 0.181 (12.8-3 & 4) le (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 CS.CALC. 0.149 (12.8-2) C, (T 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 h„ (12-2,11) 65 Cs 0.149 Wall Component D Component Area(fr) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 747 25 18675 15 Upper Roof w/ PSL Rafters 1018 16 16288 Upper Roof w/ Trusses 0 16 0 Low Roof @ Front Patio 389 15 5835 Low Roof @ Rear Storage 0 9 0 Entry Trusses 0 10 0 Exterior Wall Framing 1000 12 12000 Interior (Nall Framing 0 10 0 Total Level Weight w= 52798 # k 1.000 Whk 79197 kft C', 1.000 Seismic Base Shear Fwh = 791.97 kft Fw= 52798.00 # VBASE 7.85 K VBASE(ASD) 5.60 K 00 2.5 O 1.3 P*VBASE 10.20 K P*VBASE(ASD) 7.29 K f2*P*VBASE 25.50 K I2*P*V8ASE(ASD) 18.22 K VROOF 7.8 K VROOF (Aso) 5.6 K 178 of 208 •�;• TEMA • -oa Anchor Engineering, Inc. Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section Sheet no./rev. 2535 17th St. SWL D 1 Denver, CO 80211 Calc. by Chkd by Date App'd by Date CT [Eat/el 113/2015 WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the segmented shear wall method Tedds calculation version 1.1.02 Panel details Structural wood panel sheathing on both sides Panel height h = 13.25 ft Panel length b = 7.75 ft Total area of wall A = h x b = 102.688 ft2 LL Y Y CO N N N N 0 ._ Panel construction Nominal stud size 2" x 6" Dressed stud size 1.5" x 5.5" Cross -sectional area of studs A5 = 8.25 in2 Stud spacing s = 16 in Nominal end post size 3 x 2" x 6" Dressed end post size 3 x 1.5" x 5.5" Cross -sectional area of end posts A. = 24.75 in2 Hole diameter Dia = 1 in Net cross -sectional area of end posts Aen = 20.25 in2 Nominal collector size 2 x 2" x 6" Dressed collector size 2 x 1.5" x 5.5" Service condition Dry Temperature 100 degF or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" & wider Specific gravity G = 0.43 179 of 208 •he .Q.���� s Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 section SWL D Sheet no./rev. 2 Anchor Engineering, Inc. 2535 17th St. Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11 /13/2015 Tension parallel to grain Compression parallel to grain Modulus of elasticity Minimum modulus of elasticity Sheathing details Sheathing material Fastener type Ft = 525 Ib/in2 Fc = 1300 Wine E = 1300000 Ib/in2 Emin = 470000 Ib/in2 7/16" wood panel oriented strandboard sheathing 8d common nails at 3" centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design vs = 980 plf x min[1 - (0.5 - G), 1] = 911.4 Ib/ft Nominal unit shear capacity for wind design vW = 1370 plf x min[1 - (0.5 - G), 1] = 1274.1 Ib/ft Apparent shear wall shear stiffness Ga = 28 kips/in Combined unit shear capacities Combined nominal unit shear capacity for seismic design vsc = 2 x vs = 1822.8 Ib/ft Combined nominal unit shear capacity for wind design vH,c = 2 x vW = 2548.2 Ib/ft Combined apparent shear wall shear stiffness Gac = Gal + Ga2 = 56 kips/in Loading details Dead load acting on top of panel D = 260 Ib/ft Self weight of panel Sm = 12 Ib/ft2 In plane seismic load acting at head of panel Eq = 7.29 kips Design spectral resp. accel. par., short periods SDS = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(Lr or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFI = 1.30 Size factor for compression - Table 4A CFc = 1.10 Wet service factor for tension - Table 4A CMf = 1.00 Wet service factor for compression - Table 4A CMc = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Cn = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 Incising factor - cl.4.3.8 GE = 1.00 Ci = 1.00 180 of 208 •}`.• irEKLA • Project Job Ref. ME TWIN PEAKS - TUKWILA, WA • 150529 Section Sheet no./rev. Anchor Engineering, Inc. 2535 17th St. SWL D 3 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11 /13/2015 Buckling stiffness factor — cl.4.4.2 Adjusted modulus of elasticity Critical buckling design value Reference compression design value For sawn lumber Column stability factor — egn,3.7-1 CT = 1.00 Emin' = Emin x CME x CtE x Ci x CT = 470000 psi FCE = 0.822 x Emin' / (h / d)2 = 462 psi Fc* = Fc x Co x CMS x Ctc x CFI x Ct = 2288 psi c = 0.8 CP = (1 + (FCE / Fc`)) / (2 x c) — 4([(1 + (FCE / Fn')) / (2 x c)j2 - (FcE / Fc`) / c) _ 0.19 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 7.75 ft Shear wall aspect ratio h / b = 1.71 Segmented shear wall capacity Maximum shear force under seismic loading Vs_max = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 5.471 kips Shear capacity for seismic loading % = vsc x b / 2 = 7.063 kips Vs max / Vs = 0.775 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity Shear wall aspect ratio h / b =1.71 Shear force for maximum tension V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 5.471 kips Axial force for maximum tension P = 0.6 x (D + Swt x h) - 0.7 x 0.2 x Sos x (D + Swt x h) = 192.74 Ib/ft Maximum tensile force in chord T = V x h / b - P x s / 2 = 9.226 kips Maximum applied tensile stress ft = T / Aen = 456 Ib/in2 Design tensile stress Ft' = Ft x CD x CMt x Ctt x CFt x Ci =1092 Ib/in2 ft/Ft' =0.417 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 5.471 kips Axial force for maximum compression P = (D + Swt x h) + 0.7 x 0.2 x SDs x (D + Swt x h) = 477.66 lb/ft Maximum compressive force in chord C = V x h / b + P x s / 2 = 9.673 kips Maximum applied compressive stress f. = C / Ae = 391 Wine Design compressive stress F. = Fr x CD x CM, x Ctc x CFc x Ci x CP = 441 Ib/in2 f� / Fe' = 0.886 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Each end segment 1 Ti = 9.226 kips Deflection Design shear force V = Eq + Cs x (0.5 x A x Sm + D x b) = 7.816 kips Induced unit shear v = V / b = 1008.546 lb/ft Vertical elongation of wall anchorage A. = 0.137 in Deflection limit Siimit = h / 240 = 0.663 in Shear wall deflection — Eqn. 4.3-1 Ssw = 2 x v x h3 / (3 x E x Ae x b) + v x h / (Gac) + h x Aa / b = 0.548 in 8sw / 5iimit = 0.827 PASS - Shear wall deflection is less than deflection limit 181 of 208 CLIENT: DESIGN PARAMETERS JOB # : 150529 LOCATION: BY: a PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/16/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution € ASCE 7-10 12.8.1.1 ( Ss (11.4.1,g) 1.449 SMs 1.449 (11.4-1) S1 (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDs 0.966 (11.4-3) Fe (T 11.4-1) 1 SDI 0.540 (11.4-4) Fv (T 11.4-2) 1.5 T. (sec) 0.458 (12.8-7) j TL (F 22-12, Sec) 6 CS,MAX 0.786 (12.8-3 & 4) I le (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 1.5 CS,cALc. 0.644 (12.8-2) C, (T 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 h„ (12-2,ft) 65 Cs 0.644 Wall Component E Component Area(ft`) Weight (PSF) Component. Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 0 16 0 Low Roof @ Front Patio 751 15 11265 Low Roof @ Rear Storage 0 9 0 Entry Trusses 0 10 0 Exterior Wall Framing 0 12 0 Interior Wall Framing 0 10 0 Total Level Weight w= 11265 # VROOF 7.3 K k 1.000 VROOF (ASD) 5.2 K whk 168.98 kft Cvx 1.000 Seismic Base Shear it ..?`l IClLf Ewh = 168.98 kftGo%,..� iw= 11265.00 # ��•(� i K 01 VBASE 7.25 K -f5•(�J ��(�`��- i BASE(ASD) 5.18 K 90 1.5 n 13 - i P*VBASE 9.43 K P*VBASE(ASD) 6.74 K I:)*P*VBASE 14.15 K Q*P*VBASE(ASD) 10.10 K 182 of 208 CLIENT: DESIGN PARAMETERS JOB # : 150529 LOCATION: BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11113/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-1012.8.1.1 Ss (11.4.1,g) 1.449 SMs 1.449 (11.4-1) S, (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDs 0.966 (11.4-3) Fe (T 11.4-1) 1 SD, 0.540 (11.4-4) Fv (T 11.4-2) 1.5 Te (sec) 0,458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAX 0.181 (12.8-3 & 4) le (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 CS,CALC. 0.149 (12.8-2) C, (T 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 h„ (12-2,11) 65 Cs 0,149 Wall Component F Component Area(ft`) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 1226 16 19616 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 0 9 0 Entry Trusses 0 10 0 Exterior Wall Framing 2133 12 25593 Interior Wall Framing 0 10 0 Total Level Weight w= 45209 # k 1.000 whx 678.14 kft Cvx 1.000 Seismic Base Shear Ewh = 678.14 kft Ew= 45209.00 # VBASE 6.72 K VBASE(ASD) 4.80 K Q 2.5 0 1.3 P*VBASE 8.73 K P*VBASE(ASD) 6.24 K Q*P*VBASE 21.84 K Q*P*VBASE(ASD) 15.60 K VROOF 6.7 K VROOF (ASO) 4.8 K 183 of 208 i 1 •}�;• TEKLA • ON Anchor Engineering, Inc. Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section Sheet no.1rev. SWL F 1 2535 17th St. Calc. by Chk'd by Date App'd by Date Denver, CO 80211 CT r1112015 WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the segmented shear wall method Panel details Structural wood panel sheathing on one side Panel height h = 12.25 ft Panel length b = 39.75 ft Total area of wall A = h x b = 486.937 ft2 E� 'I-- �' - V Tedds calculation version 1.1.02 i Panel construction Nominal stud size 2" x 6" Dressed stud size 1.5" x 5.5" Cross -sectional area of studs As = 8.25 in Stud spacing s = 16 in Nominal end post size 2 x 2" x 6" Dressed end post size 2 x 1.5" x 5.5" Cross -sectional area of end posts Ae = 16.5 in Hole diameter Dia = 1 in Net cross -sectional area of end posts Aen = 13.5 in Nominal collector size 2 x 2" x 6" Dressed collector size 2 x 1.5" x 5.5" Service condition Dry Temperature 100 degF or less From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" & wider Specific gravity G = 0.43 Tension parallel to grain Ft = 525 Ib/inz Compression parallel to grain F, = 1300 Ib/inz Modulus of elasticity E = 1300000 Ib/inz Minimum modulus of elasticity Emin = 470000 Ib/inz Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing 184 of 208 •�• TEKLA • -o o Anchor Engineering, Inc. Project TWIN PEAKS - TUKWILA, WA Job Ref. 150529 Section Sheet no./rev. 2535 17th St. $WL F 2 Calc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11/13/2015 Fastener type 8d common nails at 6"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design vs = 520 plf x min[l - (0.5 - G), 1] = 483.6 Ib/ft Nominal unit shear capacity for wind design vW = 730 plf x min[l - (0.5 - G), 1] = 678.9 Ib/ft Apparent shear wall shear stiffness Ga =15 kips/in Loading details Self weight of panel SWt = 12 Ib/ft2 In plane seismic load acting at head of panel Eq = 6.24 kips Design spectral resp. accel. par., short periods SDs = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(Lr or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.30 Size factor for compression - Table 4A CFc = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMc = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 Incising factor - cl.4.3.8 Buckling stiffness factor - cl.4.4.2 Adjusted modulus of elasticity Critical buckling design value Reference compression design value CtE = 1.00 Q = 1.00 CT = 1.00 Emin' = Emin x CME x CtE x Ci x CT = 470000 psi FcE = 0.822 x Emin' / (h / d)2 = 541 psi Fc` = Fc x CD x CMc x Ctc x CFc x Ci = 2288 psi For sawn lumber c = 0.8 Column stability factor - egn.3.7-1 CP = (1 + (FcE / Fc')) / (2 x c) - 4([(1 + (FcE / Fc')) / (2 x c)]2 - (FcE / F�) / c) _ 0.22 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 39.75 ft Shear wall aspect ratio h / b = 0.308 Segmented shear wall capacity Maximum shear force under seismic loading Vs -max = 0.7 x (Eq + Cs x 0.5 x A x Sal) = 4.777 kips 185 of 208 ff t t I 3 •}r`• T E K L A • Project Job Ref. o o TWIN PEAKS - TUKWILA, WA 150529 Section SWL F Sheet no./rev. 3 Anchor Engineering, Inc. 2535 17th St. Cafc. by Date Chk'd by Date App'd by Date Denver, CO 80211 CT 11 /13/2015 Shear capacity for seismic loading Vs = vs x b / 2 = 9.612 kips Vs max / Vs = 0.497 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity Shear wall aspect ratio h / b = 0.308 Shear force for maximum tension V = 0.7 x (Eq + Cs x 0.5 x A x Swt) = 4.777 kips Axial force for maximum tension force in P = 0.6 x Swt x h - 0.7 x 0.2 x SDs x Swt x h = 67.62 lb/ft T = V h / b P / 2 =1.427 kips y, 9�7 �'2W, — 'ovr,767s. Maximum tensile chord x - x Maximum applied tensile stress ft - T / Aen = 106 Ib in2 Z3S0 iC Design tensile stress Fr = Ft x CD x CMt x Ctt x CR x Ci = 1092 Ib/in2 &j nelwP-41 a 0 laet ft / Fr = 0.097 >330- 6 2-90 "Doi) PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.7 x (Eq + Cs x 0.5 x A x Swt) = 4.777 kips Axial force for maximum compression P = Swt x h + 0.7 x 0.2 x SDS x S„n x h = 167.58 lb/ft Maximum compressive force in chord C = V x h / b + P x s / 2 =1.584 kips Maximum applied compressive stress fc = C / Ae = 96 Ib/in2 Design compressive stress Fc' = Fc x CD x CMc x Ctc x CFc x Ci x CP = 511 Ib/in2 fc/F.'=0.188 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Each end segment 1 T, = 4.421? kipsO Deflection Design shear force V = Eq + Cs x 0.5 x A x Sin = 6.824 kips Induced unit shear v = V / b = 171.681 lb/ft Vertical elongation of wall anchorage Aa = 0.25 in Deflection limit 8iimit = h / 240 = 0.613 in Shear wall deflection - Eqn. 4.3-1 8sw = 2 x v x h3 / (3 x E x Ae x b) + v x h / (Ga) + h x Aa / b = 0.22 in 8sw / btimit = 0.36 PASS - Shear wall deflection is less than deflection limit 186 of 208 CLIENT: DESIGN PARAMETERS PROJECT: TWIN PEAKS - TUKWILA, WA JOB # : 150529 BY: CT DATE: 11/16/2015 LOCATION: ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-1012.8.1.1 SS (11.4.1,g) 1.449 SMs 1.449 (11.4-1) S, (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDS 0.966 (11.4-3) Fe (T 11.4-1) 1 SDI 0.540 (11.4-4) Fv IT 11.4-2) 1.5 T, (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 Cs_M,,, 0.181 (12.8-3 & 4) le (11.5.1) 1 CS,MIN 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 CS,cALc. 0.149 (12.8-2) Ct IT 12.8-2) 0.02 k 1.000 (12.8-12) X IT 12.8-2) 0.75 ht, (12-2,ft) 65 1 Cs 0.1.49 Wall Component G Component Area(fr) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 15 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 41 16 656 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 390 9 3510 Entry Trusses 0 10 0 Exterior Wall Framing 0 12 0 Interior Wall Framing 0 10 0 Total Level Weight w= 4166 # VROOF 0.6 K k 1.000 VROOF (Aso) 0.4 K Whk 62.49 kft Cvx 1.000 Seismic Base Shear -� —. f « �P_ i�5 K « . 57 tC Ewh = Ew= 62.49 4166.00 kft # G3 L.ew�,"fo ��a � /���� �L•R VBASE 0.62 K VBASE(ASD) 0.44 K ^W Mao 00 2.5 a 1.3 P*VBASE 0.80 K P*VBASE(ASD) 0.57 K tZ*P*VBASE 2.01 K Q*P*VBASE(ASD) 1.44 K I g i 187 of 208 •'h•,• TEKLA • Project Job Ref. e e TWIN PEAKS - TUKWILA, WA 150529 Section SWL G Sheet no./rev. 1 Anchor Engineering, Inc. 2535 17th St. Denver, CO 80211 Calc. by Date Chk'd by Date App'd by Date CT 11 /16/2015 WOOD SHEAR WALL DESIGN (NDS2012) Using allowable stress design and the segmented shear wall method Panel details Structural wood panel sheathing on one side Panel height Panel length Total area of wall Panel construction Nominal stud size Dressed stud size Cross -sectional area of studs Stud spacing Nominal end post size Dressed end post size Cross -sectional area of end posts Hole diameter Net cross -sectional area of end posts Nominal collector size Dressed collector size Service condition Temperature h = 12.25 ft b = 12.25 ft A = h x b = 150.063 ft2 D Eq I LLL i I i 1 I I � Cal Y t 12' 3"- 2" x 6" 1.5" x 5.5" As = 8.25 in s=16in 2x2"x6" 2 x 1.5" x 5.5" Ae=16.5in2 Dia = 1 in Aen = 13.5 in 2x2"x6" 2 x 1.5" x 5.5" Dry 100 degF or less Tedds calculation version 1.1.02 oMo C v->ND HZ From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Hem -Fir, no.2 grade, 2" & wider Specific gravity G = 0.43 188 of 208 TEKLA Project Job Ref. TWIN PEAKS - TUKWILA, WA 150529 section SWL G Sheet no./rev. 2 Anchor Engineering, Inc. 2535 17th St. Calc. by Date Date App'd by Date Denver, CO 80211 CT 11/16/2015 FChk'd Tension parallel to grain Compression parallel to grain Modulus of elasticity Minimum modulus of elasticity Sheathing details Sheathing material Fastener type Ft = 626 Ib/in2 Fe = 1300 Ib/in2 E = 1300000 Ib/in2 Emin = 470000 Ib/in2 7/16" wood panel oriented strandboard sheathing 8d common nails at 6"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels Nominal unit shear capacity for seismic design vs = 520 plf x min[l - (0.5 - G), 1] = 483.6 Ib/ft Nominal unit shear capacity for wind design vw = 730 plf x min[l - (0.5 - G), 1] = 678.9 Ib/ft Apparent shear wall shear stiffness Ga = 15 kips/in Loading details Dead load acting on top of panel D = 144 Ib/ft Self weight of panel S„t = 12 Ib/ft2 In plane seismic load acting at head of panel Eq = 0.57 kips Design spectral resp. accel. par., short periods SDs = 1 Seismic response coefficient Cs = 0.2 - Seismic shear force calculated with 50 % of panel self weight From IBC 2012 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(Lt or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt =1.30 Size factor for compression - Table 4A CFc = 1.10 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMc =1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc =1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor - cl.4.3.8 Ci = 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin = Emin x CME x CtE x Ci x CT = 470000 psi Critical buckling design value FcE = 0.822 x Emin / (h / d)2 = 541 psi Reference compression design value Fc" = Fc x CD x CMc x Ctc x CFc x Ci = 2288 psi For sawn lumber c = 0.8 189 of 208 •�• TEKLA Project Job Ref. • ® TWIN PEAKS - TUKWILA, WA 150529 Anchor Engineering, Inc. Section Sheet nodrev. 2535 17th St. SWL G 3 Denver, CO 80211 Calc. by Date Chk'd by Date App'd by Date CT 11/16/2015 Column stability factor - egn.3.7-1 CP = 0 + (FEE / Fc')) / (2 x c) - 4([(1 + (FcE / Fc')) / (2 x c)]2 - (FCE / Fc') / c) _ 0.22 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 12.25 ft Shear wall aspect ratio h / b = 1 Segmented shear wall capacity Maximum shear force under seismic loading Vs_max = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 0.772 kips Shear capacity for seismic loading Vs = vs x b / 2 = 2.962 kips Vs max / Vs = 0.261 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity Shear wall aspect ratio h / b =1 Shear force for maximum tension V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 0.772 kips Axial force for maximum tension P = 0.6 x (D + Swt x h) - 0.7 x 0.2 x SDs x (D + Swt x h) = 133.86 lb/ft Maximum tensile force in chord T = V x h / b - P x`- / 2 = 0.683 kips 7�Z i — @�6 t t•25� Maximum applied tensile stress ft = T / Aen = 51 Ib/in2— Design tensile stress Ft' = Ft x CD x CMt x Ctt x CFt x Q = 1092 lb/in2 ft / Ft' = 0.046 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.7 x (Eq + Cs x (0.5 x A x Swt + D x b)) = 0.772 kips Axial force for maximum compression P = (D + Swt x h) + 0.7 x 0.2 x Sos x (D + Swt x h) = 331.74 lb/ft Maximum compressive force in chord C = V x h / b + P x s / 2 = 0.993 kips Maximum applied compressive stress fc = C / Ae = 60 Win Design compressive stress Fc' = F, x CD x CMS x Cte x CFI x Ci x CP = 511 Ib/in2 fc/Fc'=0.118 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Each end segment 1 Ti = 6:663,,kips - .o`f 7°1 K L 0 Deflection Design shear force V = Eq + Cs x (0.5 x A x Swt + D x b) =1.103 kips Induced unit shear v = V / b = 90.031 lb/ft Vertical elongation of wall anchorage Aa = 0.25 in Deflection limit 8umit = h / 240 = 0.613 in Shear wall deflection - Eqn. 4.3-1 8sw = 2 x v x h3 / (3 x E x Ae x b) + v x h / (Ga) + h x Aa / b = 0.329 in 8sw / Siimit = 0.536 PASS - Shear wall deflection is less than deflection limit 190 of 208 CLIENT: DESIGN PARAMETERS JOB # : 150529 LOCATION: BY: CT PROJECT: TWIN PEAKS - TUKWILA, WA DATE: 11/16/2015 ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution ASCE 7-1012.8.1.1 Ss (11.4.1,g) 1.449 SMS 1.449 (11.4-1) S, (11.4.1,g) 0.54 SM1 0.810 (11.4-2) Site Class D SDS 0.966 (11.4-3) Fe (T 11.4-1) 1 Sol 0.540 (11.44) F„ IT 11.4-2) 1.5 T. (sec) 0.458 (12.8-7) TL (F 22-12, Sec) 6 CS,MAx 0.181 (12.8-3 & 4) Ie (11.5.1) 1 CS,M,N 0.010 (12.8-5 & 6) R (T 12.2-1) 6.5 CS,CALC. 0.149 (12.8-2) C, (T 12.8-2) 0.02 k 1.000 (12.8-12) X (T 12.8-2) 0.75 hn (12-2,ft) 65 Cs 0.149 Wall Component GA Component Area(ff) Weight (PSF) Component Weight (#) Height (ft) Upper Roof @ HTT's 0 25 0 9 Upper Roof w/ PSL Rafters 0 16 0 Upper Roof w/ Trusses 0 16 0 Low Roof @ Front Patio 0 15 0 Low Roof @ Rear Storage 494 9 4446 Entry Trusses 0 10 0 Exterior Wall Framing 0 12 0 Interior Wall Framing 0 10 0 Total Level Weight w= 4446 # VR00F 0.7 K k 1.000 VROOF (Aso) 0.5 K whk 40.01 kft Cvx 1.000 Seismic Base Shear Ewh = 40.01 kft Ew= 4446.00 # VBASE 0.66 K VBASE(ASD) 0.47 K 00 2.5 0 1.3 P*VBASE 0.86 K P*VBASE(ASD) 0.61 K Q*P*VBASE 2.15 K C*P*VBASE(ASD) 1.53 K 191 of 208 Description : Parapet Studwall @ 16" o.c. Glide Refe`re�ces f'>U� R", � ; _ - ------.. Calculations per 2012.NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Geh�r�Wrtfbrmattbll =11 92 _, _. ---_--- Analysis Method : Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 13.50 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 1.50 in Allow Modification Factors Wood Species Douglas Fir - Larch Exact Depth or entln 5.50 in Cfo 1.30 Wood Grade No•2 Area ^ Cf or Cv for Compression 8.25 in 2 P 1.10 Fb - Tension 900 psi Fv 180 psi Ix 20.797 in^4 Cf or Cv for Tension 7 1.30 Fb - Compr 900 psi Ft 575 psi ly 1.547 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1350 psi Density 31.2 pcf Ct : Temperature Factor 1:0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.a2 Basic 1600 1600 1600 ksi Use Cr: Repetitive ? Yes (non-glb cniy) Minimum 580 580 Brace condition for deflection (buckling) along columns : X-X (width) axis.: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Applled.Loads -- Column self weight included : 24.131 Ibs * Dead Load Factor AXIAL LOADS ... Upper Roof: Axial Load at 13.50 ft, D = 0.1840, S = 0.3320 k Parapet Wall Dead: Axial Load at 13.50 ft, D = 0.160 k BENDING LOADS ... Wind Loadinq (Ultimate): Lat. Uniform Load creating Mx-x, W = 0.040 k/ft Moment From Parapet Load: Moment acting about X-X axis, W = 0.3920 k-ft ------ Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7918 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.60W+H Top along Y-Y 0.2410 k Bottom along Y-Y 0.2990 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.520 It Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 1.143 in at 6.977 ft above base Applied Axial 0.3681 k for load combination: W Only Applied Mx Applied My 0.6707 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 1,485.0 psi for load combination: n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.1208 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 It Applied Design Shear 32.622 psi Allowable Shear 180.0 psi Load Cortbmatlon Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location -_ +D+H 1.000 1.000 0.03005 PASS 0.0 ft 0.0 PASS 13.50 ft +D+L+H 1.000 1.000 0.03005 PASS 0.0 it 0.0 PASS 13.50 ft +D+Lr+H 1.000 1.000 0.03005 PASS 0.0 ft 0.0 PASS 13.50 ft +D+S+H 1.000 1.000 0.05715 PASS 0.0 ft 0.0 PASS 13.50 ft +D+0.750Lr+0.750L+H 1.000 1.000 0.03005 PASS 0.0 it 0.0 PASS 13.50 ft +D+0,750L+0.750S+H 1.000 1.000 0.05037 PASS 0.0 ft 0.0 PASS 13.50 ft +D+0.60W+H 1.000 1.000 0.7918 PASS 7.520 ft 0.1208 PASS 0.0 ft 192 of 208 Description: Parapet Studwall @ 16" o.c. � St in. � �'jA#q i •T L ' W 4 1 _ .. Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.70E+H 1.000 1.000 0.03005 PASS 0.0 ft 0.0 PASS 13.50ft +D+0.750Lr-tO.750L+0.450W+H 1.000 1.000 0.5941 PASS 7.520ft 0.09062 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.000 1.000 0.5957 PASS 7.520ft 0.09062 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.05037 PASS 0.0 ft 0.0 PASS 13.50ft +0.60M.60W+0.60H 1.000 1.000 0.7912 PASS 7.520ft 0.1208 PASS 0.0 ft +0.60D+0.70E+0.60H 1.000 1.000 0.01803 PASS O.Oft 0.0 PASS 13.50 ft �Maximum`ReaActtoris k Note: Only non -zero reactions are listed. , X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base _ .._ .. . +D+H !^ k k 0.368 k +D+L+H k k 0.368 k +D+Lr+H k k 0.368 k +D+S+H k k 0.700 k +D+0.750Lr+0.750L+H k k 0.368 k +D+0.750L+0.750S+H k k 0.617 k +D+0.60W+H k 0.179 0.145 k 0.368 k +D+0.70E+H k k 0.368 k +M.750Lr+0.750L+0.450W+H k 0.135 0.108 k 0.368 k +D+0,750L+0.750S+0.450W+H k 0.135 0.108 k 0.617 k +D+0.750L+0.750S+0.5250E+H k k 0.617 k +0.60D+0.60W+0.60H k 0.179 0.145 k 0.221 k +0.60D+0.70E+0.60H k k 0.221 k D Only k k 0.368 k Lr Only k k k L Only k k k S Only k k 0.332 k W Only k 0.299 0.241 k k E Only k k k H Only k k k ;.Maxirnum?Deflecflons'61 Od ComV 010 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L40.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.60W+H 0.0000 in 0.000 ft 0.686 in 6.977 It +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.514 in 6.977 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.514 in 6.977 ft +D+0,750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.686 in 6.977 it +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 1.143 in 6.977 it E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 It 193 of 208 Columns and Stud Walls 194 of 208 Description : Parapet Studwall @ 16" o.c. bode ) efre`ncesS;G Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 niyt Y 3 C0eneal�fnforrhalonat .«t mm` o, rrr--- -- - -- - Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood GradinglManuf, Graded Lumber Overall Column Height 13.50 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 ^ Cf or Cv for Compression Area 8.250 in 2 P 1.10 Fb - Tension 900 psi Fv 180 psi p p Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb - Compr 900 psi Ft 575 psi ly 1.647 in^4 Cm: Wet Use Factor 1.0 Fc - Prll 1350 psi Density 31.2 pcf Ct : Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr : Repetitive ? Yes (non-glb only) Minimum 580 580 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. --- Column self weight included : 24.131 Ibs " Dead Load Factor AXIAL LOADS... Upper Roof: Axial Load at 13.50 ft, D = 0.1840, S = 0.3320 k Parapet Wall Dead: Axial Load at 13.50 ft, D = 0,160 k BENDING LOADS ... Wind Loadinq (Ultimate): Lat. Uniform Load creating Mx-x, W = 0.040 ktft Moment From Parapet Load: Moment actinq about X-X axis, W = 0.3920 k-ft Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7918 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.60W+H Top along Y-Y 0.2410 k Bottom along Y-Y 0.2990 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.520 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 1.143 in at 6.977 ft above base Applied Axial 0.3681 k for load combination: W Only Applied Mx 0.6707 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc :Allowable 1,485.0 psi for load combination: nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.1208 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 32.622 psi Allowable Shear 180.0 psi L`otad `CombIna lolriA0 lilts Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location _ +D+H 1.000 1.000 0.03005 PASS 0.0 ft 0.0 PASS 13.50 ft +D+L+H 1.000 1.000 0.03005 PASS 0.0 ft 0.0 PASS 13.50 ft +D+Lr+H 1.000 1.000 0.03005 PASS 0.0 It 0.0 PASS 13.50 ft +D+S+H 1.000 1.000 0.05715 PASS 0.0 ft 0.0 PASS 13.50 ft +D+0.750Lr+0.750L+H 1.000 1,000 0.03005 PASS 0.0 It 0.0 PASS 13.50 ft +D+0.750L+0.750S+H 1.000 1.000 0.05037 PASS 0.0 ft 0.0 PASS 13.50 ft +D+0.60W+H 1.000 1.000 0.7918 PASS 7.520 ft 0.1208 PASS 0.0 ft 195 of 208 Description : Parapet Studwall @ 16" o.c. x Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.70E+H 1.000 1.000 0.03005 PASS 0.0 ft 0.0 PASS 13.50 ft +D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.5941 PASS 7.520 ft 0.09062 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.000 1.000 0.5957 PASS 7.520 ft 0.09062 PASS 0.0 ft +D+0,750L+0.750S+U.5250E+H 1.000 1.000 0.05037 PASS . 0.011 0.0 PASS 13.50 ft +0.60D+0.60W+0.60H 1.000 1.000 0.7912 PASS 7.520 ft 0.1208 PASS 0.0 ft +0.60D+0.70E+0.60H 1.000 1.000 0.01803 PASS 0.0 ft 0.0 PASS 13.50 ft Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base ----- +D+H k k -------- 0.368 k +D+L+H k k 0.368 k +0+ir+H k k 0.368 k +D+S+H k k 0.700 k +0+0.750Lr+0.750L+H k k 0.368 k +D+0.750L+0.750S+H k k 0.617 k +D+0.60W+H k 0.179 0.145 k 0.368 k +0+0.70E+H k k 0.368 k +D+0.750Lr+0.750L+0.450W+H k 0.135 0.108 k 0.368 k +D+0.750L+0.750S+0.450W+H k 0.135 0.108 k 0.617 k +D+0.750L+0.750S+0.5250E+H k k 0.617 k +0.60D+0.60W+0.60H k 0.179 0.145 k 0.221 k +0.60D+0.70E+0.60H k k 0.221 k D Only k k 0.368 k Lr Only k k k L Only k k k S Only k k 0.332 k W Only k 0.299 0.241 k k E Only k k k H Only k k k F':4:Maximum:Deflectionsfor:LoadCornbmatlons �__ Load Combination - Max. X-X Deflection Distance Y-Y Deflection Distance +D+H 0.0000 in _Max. 0.000 ft 0.000 in 0.000 it +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 It +0+0.750L+0.750S+H 0.0000 In 0.000 ft 0.000 in 0.000 it +D+0.60W+H 0.0000 in 0.000 ft 0.686 in 6.977 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.75OL-0.450W+H 0.0000 in 0.000 ft 0.514 in 6.977 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.514 in 6.977 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.686 in 6.977 ft 40 . 60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 it D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 1.143 in 6.977 it E Only 0.0000 in 0.000 it 0.000 in 0.000 it H Only 0.0000 in 0.000 It 0.000 in 0.000 ft 196 of 208 Description : Parapet Studwall @ 16" o.c. V -*x Loads Loads are total entered value. Arrows do not reflect absolute direction. 197 of 208 Column: M49A W®2sr cy __.►nr 0l.ro/l, STEEL Goy— _______.---------___-- _._ i Shape: HSS4.5x4.5x6 Material: A500 Gr.46 i Length: 15 ft Joint: N126A Dy .-_ ___ _ __ —_ in Dz --------------------- in J Joint: N121A LC 3: IBC 16-10 (b) j Code Check: 0.758 (bending) j Report Based On 97 Sections - - - -- _ ...------ - - --- - - ------ _----- - - _ 52.418 at 0 ft Vy__.._._-...______.—_.__ k Vz -- _.__..— _-- _______.__ _ k A k 52.138 at 15 ft T__...__.____....----__....__.----_ _.._._ k-ft , Mz - -- -- _._.___.__...____ _ _--- k-ft My ----.____._.__...._ _ k-ft I 9.565 at 0 ft Ifc ..._...-- -- -- - ksi I ft -.. _---.-......... ksi I I fa ksi ! I j 9.514at15ft I I( ..... ------ -- _----_-_-- _._.--.--___-_- __l ____ _. RISC 14th(360-10); ASD Code Check Direct Analysis Method Max Bending Check 0.758 Max Shear Check 0.000 (y) Location 0 ft Location 0 ft Equation HI-1a Max Defl Ratio L/10000 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 46 ksi Lb 15 ft 15 ft Pnc/om 69.151 k KL/r 107.725 107.725 Pnt/om 150.946 k Mny/om 19.19 k-ft L Comp Flange 15 ft Mnz/om 19.19 k-ft Warp Length NC Vny/om 39.833 k L-torque 15 ft Vnz/om 39.833 k Tau-b 1 Tn/om 16.338 k-ft Cb 1 198 of 208 Description: Patio Column �tf„o' UQ� �I BIBIIYQJ.:'i ,.lt.. �.! i F �.:x +i .. �.•. .: .1 n, r�T ��...•- Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 ------------------ Analysis Method: Allowable Stress Design Wood Section Name 6x12 End Fixities Top Free, Bottom Fixed Wood GradinglManuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn ( used for non -slender calculations) Exact Width5.50 � in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 11.50 in Cf or Cv for Bending 1.0 Wood Grade Select structural Area 63.250 In^2 Cf or Cv for Compression 1.0 Fb - Tension 1,500.0 psi Fv 180.0 psi Ix 697.07 in"4 Cf or Cv for Tension 1.0 Fb - Compr 1,500.0 psi Ft 1,000.0 psi ly 159.443 inA4 Cm: Wet Use Factor 1.0 Fc - Prll 1, 700.0 psi Density 31.20 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . , . x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,900.0 1,900.0 1,900.0 ksi Use Cr: Repetitive ? No (non -gib only) Minimum 690.0 690.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Applld Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 123.338 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft. D = 3.671, S = 4,654 k BENDING LOADS ... Lat. Point Load at 9.0 ft creatinq Mx-x, E = 2.350 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9898 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.70E+H Top along Y-Y 0.0 k Bottom along Y-Y 2.350 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.7413 in at 9.0 ft above base Applied Axial 3.794 k for load combination : E Only Applied Mx -14.805 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My Fc: Allowable 0.0 k-ft 1,700.0 psi for load combination: nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.1445 : 1 Bending Compression Tension Load Combination +D+0.70E+H Location of max.above base 8.940 ft Applied Design Shear 39.012 psi Allowable Shear 180.0 psi Load,Combinatio'n Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D P _ Stress Ratio_ Status Location _ Stress Ratio Status Location_ +D+H 1,000 1.000 0.03529 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 1.000 0.03529 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.000 1.000 0.03529 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.000 1.000 0.07857 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+O 750L+H 1.000 1.000 0.03529 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+H 1.000 1,000 0.06775 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W+H 1.000 1.000 0.03529 PASS 0.0 ft 0.0 PASS 9.0 ft -D-{0.70E+H 1,000 1.000 0.9898 PASS 0.0 ft 0.1445 PASS 8.940 ft +D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.03529 PASS 0.0 ft 0.0 PASS 9.0 ft 199 of 208 Description : Patio Column -----____--- Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location__ +D+0.750L+0.750S+0,450W+H 1.000 1.000 0.06775 PASS 0.0ft 0.0 PASS 9.0ft +D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.7373 PASS 0.0 ft 0.1084 PASS 8.940 ft +0.60D+0.60W+0.60H 1.000 1.000 0.02117 PASS 0.0 ft 0.0 PASS 9.0ft +0.60D+0,70E+0.60H 1.000 1.000 0.9774 PASS 0.0 ft 0.1445 PASS 8.940ft Maximurrr:React�o"ns n, ,r, Note: Only nonzero reactions are listed. - X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 3.794 k +D+L+H k k 3.794 k +D+Lr+H k k 3.794 k +D+S+H k k 8.448 k +D+0.750Lr+0,750L+H k k 3.794 k +D+0.750L+0.750S+H k k 7.285 k +D+0.60W+H k k 3.794 k +D+0.70E+H k 1.645 k 3.794 k +D+0.750Lr+0.750L+0.450W+H k k 3,794 k +D+0.750L+0.750S+0.450W+H k k 7.285 k +D+0.750L+0.750S+0.5250E+H k 1.234 k 7.285 k +0.60D+0.60W+0.60H k k 2.277 k +0.60D+0.70E+0.60H k 1.645 k 2.277 k D Only k k 3.794 k Lr Only k k k L Only k k k S Only k k 4,654 k W Only k k k E Only k 2.350 k k H Only k k k MaxtmumDefl�ctiotis°for Load Combinations`, 4 � `;�,� =i'fi __-_--__-_ Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance- +D+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0,000 in 0.000 ft +0+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.70E+H 0,0000 in 0.000 It 0.519 in 9.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.750L+0.750S-45250E+H 0.0000 in 0.000 It 0.389 in 9.000 It +0.60D+0.60W+0.60H 0,0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E4.60H 0,0000 in 0.000 It 0.519 in 9.000 It D Only 0,0000 in 0.000 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 0.000 in 0.000 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 It 0.741 in 9,000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 It 200 of 208 Description : Patio Column y 8.8MM-x Loads I — F.� a �s 5.50 It Loads are total entered value. Arrows do not reflect absolute direction. I E e 1 f 201 of 208 Description : Storefront Beam (Out of Plane Wind Loading) NT��€ 7�;1� -- --------- Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 1 V,". �Fe Tn!1 Afi_a erfal WIT,'.l?. '.. .u� T ."N Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi — Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-10 HSS6x4x7/8 At'�li@d. LOFa�d3�s Qy:;,_- Service loads entered. Load Factors will be applied for calculations_ n4', ,.. ._ . Beam self weiqht NOT internally calculated and added Uniform Load: W = 0,01660 ksf, Tributary Width = 3.50 ft, (Wind) Point Load: W = 0.530 k 0 5.0 ft, (Mullion wind) Point Load : W = 0.530 k a)11.250 ft, (Mullion Wind) DESIGN�SUMMAR;Y'�^� < t , � '� "�,.� �"''z�1`" •_ • Maximum Bending Stress Ratio = 0.137 : 1 Maximum Shear Stress Ratio = _• .. . 0.018 : 1 Section used for this span HSS6x4x3/8 Section used for this span HSS6x4x3/8 Ma: Applied 2.816 k-ft Va : Applied 0.6104 k Mn / Omega: Allowable 20.521 k-ft Vn/Omega : Allowable 34.065 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 8.391 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.549 in Ratio = 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.329 in Ratio = 601 Max Upward Total Deflection 0.000 in Ratio = 0 <240 ' Maxlmum,Forces `& Stresses for Load Comlilnattors Load Combination Max Stress Ratios_ _ _ Summary of Moment Values _Summary of Shear Values Segment Length Span # — M V Mmax + Mmax - — Ma Max Mny Mny/Omega Cb Rm — Va Max Vny Vny/Omega +D+0.60W+H Dsgn. L = 16.50 ft 1 0.137 0.018 2.82 2.82 34.27 20.52 1.12 1.00 0.61 56.89 34.07 O'4erall Maximum Deflection`s ti : ;; � - � '; 4z, — Load Combination Span Max. =" Defi Location in Span Load Combination Max. "+" Dell Location in Span W Only 1 0.5488 8.250 0.0000 0.000 _ VerpCafReacilonsy-. v.:.a..: Support notation :Far left is 41 Values in KIPS ---------- ----__ Load Combination Support 1 ----- Support 2 Overall MAXimum — — 1.017 1.001 Overall MINimum 0.458 0.451 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H 40+0.750L+0.750S+H +D40.60W+H 0.610 0.601 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.458 0.451 +D+0.750L+0.750S40.450W+H 0.458 0.451 202 of 208 Description : Storefront Beam (Out of Plane Wind Loading) :enialeRe�ctionF ," , 'r * _;.;>.� Y <" y k; y` Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H — — — - — - ---- ---__ +0.60D+0.60W+0.60H 0.610 0.601 40.600+0.70E+0.60H D Only Lr Only L Only S Only W Only 1.017 1.001 E Only H Only 203 of 208 Description : Storefront Column (Case 3 Loading (Figure 27 rCoderRefe're`nces�kE"" Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 T1TS'N.FS ate' ""R` �, ,.y. s r ^^" v, i .5 ✓+;` GenBral>Iriformatton- , x , k a$ --- - - Steel Section Name : HSS4x4x3/16 Overall Column Height 17.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis - :r Applied Coati's ;} � t • t 1 ,:�; F i'' Service loads entered. Load Factors will be applied for calculations. Column self weight included :159.852 Ibs " Dead Load Factor AXIAL LOADS ... Axial Load at 12.50 ft, D = 0.80 k BENDING LOADS , . . Wind Girt: Lat. Point Load at 12.50 ft creating Mx-x, W = 0.750 k Wind: Lat. Uniform Load from 0.0-->12.50 ft creating Mx-x, W = 0.03740 klft Wind Girt: Lat. Point Load at 12.50 ft creating My-y, W = 0.750 k Wind: Lat. Uniform Load from 0.0-->12.50 ft creating My-y, W = 0.03740 k/ft s bESIGN �U�MMAFtY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4702 :1 Maximum SERVICE Load Reactions . . Load Combination +D+0.60W+H Top along X-X 0.7233 k Location of max.above base 12.436 ft Bottom along X-X 0.4942 k At maximum location values are ... Top along Y-Y 0.7233 k Pa: Axial 0.9599 k Bottom along Y-Y 0.4942 k Pn / Omega: Allowable 71.066 k Maximum SERVICE Load Deflections ... M a-x :Applied 1.952 k-ft M-x /Omega :Allowable 8.952 k-ft Along Y-Y 0.8702 in at 9.128 ft above base for load combination : W Only Ma-y : Applied 1.952 k-ft Mn-y I Omega: Allowable 8.424 k-ft Along X-X 0.8702 in at 9.128 ft above base for load combination : W Only PASS Maximum Shear Stress Ratio = 0.02170 :1 Load Combination +D+0.60W+H Location of max.above base 12.550 ft At maximum location values are , . . Va : Applied 0.4340 k Vn I Omega: Allowable 20.003 k + Load CombinationgResrrlts------------------ Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location_ +D+H 0,014 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.014 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.014 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.014 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0,750L+H 0.014 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,750L+0.750S+H 0.014 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.470 PASS 12.44 ft 0.022 PASS 12.55 ft +D+0.70E+H 0.014 PASS 0.00 ft 0.000 PASS 12.55 ft +D+0.750Lr+0.750L+0.450W+H 0.354 PASS 12.44 ft 0.016 PASS 12.55 ft +D+0.750L+0.750S+0.450W+H 0.354 PASS 12,44 ft 0.016 PASS 12.55 ft +D+0.750L+0.750S+0.5250E+H 0.014 PASS 0.00 ft 0.000 PASS 12.55 ft +0.60D+0.60W+0.60H 0.467 PASS 12.44 ft 0.022 PASS 12.55 ft 204 of 208 Description : Storefront Column (Case 3 Loading (Figure 27.4-8)) Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0,60H 0.008 PASS 0.00 ft 0.000 PASS 12.55 ft MBXItitU111f���CtI0t1^§ " ' Note: Only non -zero reactions are listed. ;} X-X Axis Reaction _ Y-Y Aids Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.960 k +D+L+H k k 0.960 k +D+Lr+H k k 0.960 k +D+S+H k k 0.960 k +D+0.750Lr+0.750L+H k k 0.960 k +D+0.750L+0.750S+H k k 0.960 k +D+0.60W+H -0.296 0.434 k -0.296 0.434 k 0,960 k +D+0.70E+H k k 0.960 k +D+0.750Lr+0.750L+0.450W+H -0.222 0.326 k -0.222 0.326 k 0.960 k +D+0,750L+0.750S+0.450W+H -0.222 0.326 k -0.222 0.326 k 0.960 k +D+0.750L+0.750S+0.5250E+H k k 0,960 k +0.60D+0.60W+0.60H -0.296 0,434 k -0.296 0.434 k 0.576 k +0.60D+0.70E+0.60H k k 0.576 k D Only k k 0.960 k Lr Only k k k L Only k k k S Only k k k W Only -0.494 0.723 k -0.494 0.723 k k E Only k k k H Only k k k Maxit�um-DeflectiGns'for,Load Combinations„ . ,.; Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +p+H 0.0000 in O.D00 ft 0.009 in 0.000 It +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +{)+0.750Lr+0.750L+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0,000 In 0.000 it +0+0.60W+H 0.5221 in 9.128 ft 0.522 in 9.128 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0,000 It +D+0.750Lr+0.750L+0.450W+H 0.3916 in 9.128 ft 0,392 in 9.128 ft +D+0.750L+0.750S+0.450W+H 0.3916 in 9.128 ft 0.392 in 9.128 it +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D40.60W+0.60H 0.5221 in 9.128 ft 0.522 in 9,128 It +0.60D+0.70E+0.60H 0.0000 in 0,000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 it S Only 0.0000 in 0.000 ft 0.000 in 0.000 it W Only 0.8702 in 9.128 it 0.870 in 9.128 it E Only 0,0000 in 0.000 it 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties ;' HSSUU3I16 205 of 208 Description ; Storefront Column (Case 3 Loading (Figure 27.4-8)) Steel:Section.Properties _ `' HSS4x4x3116 Depth = 4.000 in I xx = 6.21 in14 J = 10.000 in^4 S xx = 3.10 inA3 Width = 4.000 in R xx = 1,550 in Wall Thick = 0.187 in Zx = 3.670 in13 Area = 2.580 inA2 lyy = 6.210 in^4 C = 5.070inA3 Weight = 9.403 plf S yy = 3.100 inA3 R yy = 1.550 in Ycg = 0.000 in x M-y Loads M-x Loads 4-- I o. o.ii _—., I o -- -- 2� Loads are total entered value. Arrows do not reflect absolute direction 206 of 208 Miscellaneous 207 of 208 Anchor Engineering, Inc. Client.'QAn;g an 2w%*xl Project: 'rw,,,- 'Perks to, Job Number: I St-SX17 By: Date: Page: of 146S OA6 AS CORRECTION LTR#--I_ Twin Peaks HVA C Load Analysis for 41�11111 iqi� CHVACC:OMMURCIAL. WAC LoADs -'p v i f 7-3 pis-o�q3 RECEIVED CITY OF TUKWILA FEB 011016 PERMIT CENTER Prepared By: Monday, January 25, 2016 Chvac - Full Commercial HVAC Loads Calculation Program Elite Software Development, Inc- kVA Consulting Twin Peaks Elizabeth, CO 80107 Page 2 General Project Data Input General Project Information Project file name: tukwila.CH8 Project title: Twin Peaks Project address: 17920 Southcenter Parkway Project city, state, ZIP: Tukwila, WA 98188 Project date: Monday, January 18, 2016 I Weather reference city: SEATTLE, WASHINGTON, USA Barometric pressure: Altitude: Latitude: Mean daily temperature range: Starting & ending time for HVAC load calculations: Number of unique zones in this project: Lighting requirements: Equipment requirements: People sensible load multiplier: People latent load multiplier: Zone sensible safety factor: Zone latent safety factor: Zone heating safety factor: People diversity factor: Lighting profile number: Equipment profile number: People profile number: Building default ceiling height: Building default wall height: 29.491 in.Hg. 400 feet 47 Degrees 26 Degrees 1 am - 12am 1 Both heating and cooling loads 0.90 Watts per square foot 1.00 Watts per square foot 275 Btuh per person 275 Btuh per person 0 % 0 % 0 % 100 % 1 1 1 10.00 feet 10.00 feet Internal Operating Load Profiles (C = 100 hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr 1 2 3 4 5 6 7 8 9 10 11 12 13 1 14 15 16 17 18 19 20 21 22 23 24 2 C C C c C c C C c c c C C c c C c C c c C c C c 3 4 C C c C c C i C C C c C c c C C C C c C C C c C CI C c C C C CI I c C c c C C c C c c C C c c C C c c 5 6 c C C C I C C C C C C c c C C C C c C C c c c C c I C C C C C c' I C C c C C C C C c C C C c C C c C c 7 8 C C C C c c C C C C C C C C c c C c C c c c C c C c C C C C C C C c C C C C C C c c C C c C C Cj 9 10 C C C C C C c C C C C C C C C C C c c c c c C C c c C C C C C C c c C C C C C C C C C C CI C C C C:\Users\Jake\Documents\Elite Software\Chvac 8 Projects\tukwila.CH8 Monday, January 25, 2016, 10:58 AM E Chvac - Full Commercial HVAC Loads Calculation Program Elite Software Development, Inc. kVA Consulting _ Twin Peaks Elizabeth, CO 80107 Page 3 General Project Data Input (cont'd) Building -Level Design Conditions Design Outdoor Outdoor Indoor Indoor Grains In/Outdoor Month Dry Bulb Wet Bulb Rel.Hum Dry Bulb Diff Correction August 86 68 50% 75 9.62 -9 June 84 66 50% 75 2.57 -11 July 88 69 50% 75 11.70 -7 September 80 65 50% 75 4.02 -15 January 54 48 50% 75 -24.90 -41 February 59 50 50% 75 -25.74 -36 Winter 21 75 Master Roofs Roof _ CTS Roof No. Type U-Fac Absorpt. h(Outside) Emit. Delta R 1 14 0.054 0.68 4.00 1.00 20.00 Roof #1 Description: Membrane, Sheathing, R-15 Insulation Board, 4" LW Concrete Master Walls Wall CTS Wall No. Type U-Fac Absorpt. h(Outside) Emit. Delta R 1 3 0.075 0.68 4.00 1.00 _ 0.00 Wall #1 Description: 1" Stone, R-10 Insulation Board, Gyp Board Master Glass Glass Summer Winter SHGC SHGC SHGC SHGC SHGC SHGC SHGC No. U-Factor U-Factor Normal 400 50° 600 700 800 Hemis. 1 0.550 0.420 0.81 0.8 0.78 0.73 0.62 0.39 0.73 C:\Users\Jake\Documents\Elite Software\Chvac 8 Projects\tukwila.CH8 Monday, January 25, 2016, 10:58 AM Chvac - Full Commercial HVAC Loads Calculation Program Elite Software Development, Inc. kVA Consulting Twin Peaks Elizabeth, CO 80107 _ - W s A Page 4 Building Summary Loads Building peaks in July at 8pm. Bldg Load Area Sen %Tot Lat Sen Net %Net Descriptions Loss Gain Gain Gain Gain ' _Quan Roof - -----27,075 -- - _Loss 78,951 85.66 - --- 0 - -- 36,819 36,819 --- 7.76 Wall 2,760 11,178 12.13 0 2,621 2,621 0.55 Glass 90 2,041 2.21 0 916 916 0.19 Floor Slab 0 0 0.00 0 0 0 0.00 Skin Loads 92,170 100.00 0 40,356 40,356 8.50 Lighting 65,190 0 0.00 0 220,946 220,946 46.56 Equipment 18,864 0 0.00 0 63,773 63,773 13.44 Pool Latent 0 0 0.00 0 0 0 0.00 People 270 0 0.00 74,250 73,805 148,055 31.20 ' Partition 0 0 0.00 0 0 0 0.00 Cool. Pret. 0 0 0.00 0 0 0 0.00 Heat. Pret. 0 0 0.00 0 0 0 0.00 Cool. Vent. 0 0 0.00 0 0 0 0.00 Heat. Vent. 0 0 0.00 0 0 0 0.00 Cool.lnfil. 0 0 0.00 0 0 0 0.00 Heat.Infil. 0 0 0.00 0 0 0 0.00 Draw-Thru Fan 0 0 0.00 0 1,406 1,406 0.30 Blow-Thru Fan 0 0 0.00 0 0 0 0.00 Reserve Cap. 0 0 0.00 0 0 0 0.00 Reheat Cap. 0 0 0.00 0 0 0 0.00 Supply Duct 0 0 0.00 0 0 0 0.00 Return Duct 0 0 0.00 0 0 0 0.00 Misc. Supply 0 0 0.00 0 0 0 0.00 ± Misc. Return 0 0 0.00 0 0 0 0.00 Building Totals 92,170 100.00 74,250 400,285 474,535 100.00 Building Sen %Tot Lat Sen Net %Net i Summary Loss Loss Gain Gain Gain 11 Gain ; Ventilation 0 0.00 0 0 0 0.00 Infiltration 0 0.00 0 0 0 0.00 Pretreated Air 0 0.00 0 0 0 0.00 Zone Loads 92,170 100.00 74,250 398,879 473,129 99.70 Plenum Loads 0 '0.00 0 0 0 0.00 Fan/Duct/Misc Loads 0 0.00 0 1,406 1,406 0.30 Building Totals 92,170 100.00 74,250 400,285 474,535 100.00 j Check Figures - Total Building Supply Air (based on a 31' TD): 11,910 CFM j Total Building Vent. Air (0.00% of Supply): 0 CFM Total Conditioned Air Space: 27,075 Sq.ft Supply Air Per Unit Area: 0.4399 CFM/Sq.ft Area Per Cooling Capacity: 684.7 Sq.ft/Ton Cooling Capacity Per Area: 0.0015 Tons/Sq.ft Heating Capacity Per Area: 3.40 Btuh/Sq.ft Total Heating Required With Outside Air: 92,170 Btuh Total Cooling Required With Outside Air: 39.54 Tons ; C:\Users\Jake\Documents\Elite Software\Chvac 8 Projects\tukwila.CH8 Monday, January 25, 2016, 10:58 AM h5ac -Full Commercial HVAC Loads Calculation Program Elite Software Development, Inc VA Consulting Twin Peak. ilizabeth, CO 80107 a -__ Page Air Handler #1 - Electric Heat Pump - Summary Loads Zn Description Area Htg. Loss Sen.Gain Lat.Gain Htg.O.A. Clg.O.A. No Zone Peak Time People Htg.CFM CIg.CFM S.Exh Req.CFM Req.CFM Volume CFM/Sgft CFM/Sgft W.Exh Act.CFM Act.CFM 1 Dining 9,025 30,723 132,960 24,750 None None 8pm July 90 5,000 3,970 0 0 0 90,250 0.55 0.44 0 0 0 Zone Peak Totals: 9,025 30,723 132,960 24,750 Total Zones: 1 90 5,000 3,970 0 0 0 Unique Zones: 1 90,250 0.55 0.44 0 0 0 - --- C:\Users\Jake\Documents\Elite Software\Chvac 8 Projects\tukwila.CH8 Monday, January 25, 2016, 10:58 AM C� hvac - Full Commercial HVAC Loads Calculation Program Elite Software Development, Inc. kVA Consulting Twin Peaks Elizabeth, CO 80107 _ _ _ Page 6 Air Handler #1- Electric Heat Pump - Total Load Summary Air Handler Description: Electric Heat Pump Variable Air Volume Supply Air Fan: Draw-Thru with program estimated horsepower of 0.19 HP Fan Input: 100% motor and fan efficiency with 0 in. water across the fan Sensible Heat Ratio: 0.84 --- This system occurs 3 time(s) in the building. --- Air System Peak Time: 8pm in July. Outdoor Conditions: Clg: 76° DB, 67° WB, 84.77 grains, Htg: 21 ° DB Indoor Conditions: Clg: 75° DB, 50% RH, Htg: 750 DB Summer: Exhaust controls outside air, ----- Winter: Exhaust controls outside air. Zone Space sensible loss: 30,723 Btuh Infiltration sensible loss: 0 Btuh 0 CFM Outside Air sensible loss: 0 Btuh 0 CFM Supply Duct sensible loss: 0 Btuh Return Duct sensible loss: 0 Btuh Return Plenum sensible loss: 0 Btuh Total System sensible loss: 30,723 Btuh Heating Supply Air: 30,723 / (.986 X 1.08 X 6) = 5,000 CFM Winter Vent Outside Air (0.0% of supply) = 0 CFM Zone space sensible gain: 132,960 Btuh Infiltration sensible gain: 0 Btuh Draw-thru fan sensible gain: 469 Btuh Supply duct sensible gain: 0 Btuh Reserve sensible gain: 0 Btuh Total sensible gain on supply side of coil: 133,428 Btuh Cooling Supply Air: 133,428 / (.986 X 1.1 X 31) = 3,970 CFM Summer Vent Outside Air (0.0% of supply) = 0 CFM Return duct sensible gain: 0 Btuh Return plenum sensible gain: 0 Btuh Outside air sensible gain: 0 Btuh 0 CFM Blow-thru fan sensible gain: 0 Btuh Total sensible gain on return side of coil: 0 Btuh Total sensible gain on air handling system: 133,428 Btuh Zone space latent gain: 24,750 Btuh Infiltration latent gain: 0 Btuh Outside air latent gain: 0 Btuh Total latent gain on air handling system: 24,750 Btuh Total system sensible and latent gain: 158,178 Btuh Check Figures Total Air Handler Supply Air (based on a 31 ° TD): 3,970 CFM Total Air Handler Vent. Air (0.00% of Supply): 0 CFM Total Conditioned Air Space: 9,025 Sq.ft Supply Air Per Unit Area: 0.4399 CFM/Sq.ft Area Per Cooling Capacity: 684.7 Sq.ft/Ton Cooling Capacity Per Area: 0.0015 Tons/Sq.ft Heating Capacity Per Area: 3.40 Btuh/Sq.ft Total Heating Required With Outside Air: 30,723 Btuh Total Cooling Required With Outside Air: 13.18 Tons i i I C:\Users\Jake\Documents\Elite Software\Chvac 8 Projects\tukwila.CH8 Monday, January 25, 2016, 10:58 AM 6ac - Full Commercial HVAC Loads Calculation Program Elite Software Development, In( VA Consulting Twin Peak lizabeth, CO 80107A,Page_ Zone Detailed Loads At Zone Peak Times Load Unit U.Fac/ Conv. Radiant Total Lat. Htg. Htg. Description Quan Usage S.Gain S.Gain S.Gain Gain Mutt. Loss ! Zone 1-Dining peaks (sensible) in July at 8pm, Air Handler 1 (Electric Heat Pump), Group 0, 95.0 x 95.0,. Construction Type: 1 (Exterior, Light Construction, With Carpet, 10% Glass) j Roof-1-UP-Type:14 9,025 0.054 2,107 10,166 12,273 2.916 26,317 Wall-1-N-Type:3 920 0.075 292 582 874 4.050 3,726 GIs-N-1-0%S 30.0 0.550 5 193 198 22.680 680 Unshaded Beam 30.0 0 108 108 ! Lights-Prof=1 21,730 1.000 24,468 49,181 73,649 ! Equipment-Prof=1 6,288 1.000 1,505 19,753 21,258 0 j People-Prof=1 90.0 1.000 9,900 14,702 24,602 24,750 i Sub -total 132,960 24,750 30,723 ! ! Safety factors: +0% +0% +0% Total w/ safety factors: ------------------ 132,960 24,750 --------- 30,723 I Equipment Cooling Loads Nominal Quantity Nominal Quantity Sensible Latent ! Item Output Type Output Type Load Load Name Sensible Sensible Latent Latent Btuh Btuh Office Loads - Light 0 watts/sq.ft. 0 Btuh 4,116 0 2,683 Btuh 0 Btuh 1,095 0 4,800 Btuh 0 Btuh 1,197 0 18,082 Btuh 0 Btuh 13,068 0 7,273 Btuh 0 Btuh 792 0 12,500 Btuh 0 Btuh 990 0 Total 21,258 0 Li htin Cooling Loads Special Item Quantity Allowance Space Occur- Usage 'Load I Name Quantity Type Factor Fraction rences Factor (Btuh Lounge/recreation 1.2 watts/sq.ft. 1 - 1 1 1 36,706 ! 13 watts/sq.m. 1 1 1 1 36,943 i Total I I 73,649 C:\Users\Jake\Documents\Elite Software\Chvac 8 Projects\tukwila.CH8 Monday, January 25, 2016, 10:58 AM I LW RILEY6ROUP GEOTECHNICAL ENGINEERING REPORT PREPARED BY: THE RILEY GROUP, INC. 17522 BOTHELL WAY NORTHEAST BOTHELL, WASHINGTON 98011 PREPARED FOR: STOVETOP RESTAURANT GROUP, LLC 9327 PIPERHILL DRIVE SOUTHEAST pill , d� OLYMPIA, WASHINGTON 98513 TUKWiLA PUBLIC WORKS RGI PROJECT No. 2015-124 TWIN PEAKS RESTAURANT 17920 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON C' : V 0 17 `i .i r ' A` I LA AUGUST 20, 2015 HOV 2 0 2015 PERMIT CENTER Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 • Fax 425.415.0311 www.riley-group.com mom I LW RILEYGROUP August 20, 2015 Mr. Brad Clawson Stovetop Restaurant Group, LLC 9327 Piperhill Drive Southeast Olympia, Washington 98513 Subject: Geotechnical Engineering Report Twin Peaks Restaurant 17920 Southcenter Parkway Tukwila, Washington RGI Project No. 2015-124 Dear Mr. Clawson: As requested, The Riley Group, Inc. (RGI) has performed a Geotechnical Engineering Report (GER) for the Twin Peaks Restaurant located at 17920 Southcenter Parkway, Tukwila, Washington. Our services were completed in accordance with our proposal PRP2015-200 dated July 31, 2015 and authorized by you on August 5, 2015. The information in this GER is based on our understanding of the proposed construction, the native soils, and review of provided information on the original construction at the site. RGI recommends that you submit the project plans and specifications to RGI for a general review so that we may confirm that the recommendations in this GER are interpreted and implemented properly in the construction documents. RGI also recommends that a representative of our firm be present on site during portions of the project construction to confirm that the soil and groundwater conditions are consistent with those that form the basis for the engineering recommendations in this GER. If you have any questions or require additional information, please contact us. Respectfully submitted, THE RILEY GROUP, INC. Eric L. Woods, LG Project Geologist Kristina M. Weller, PE 910011 Senior Project Engineer Tacoma, Washington Corporate Office Kennewick, Washington Phone 253.565.0552 17522 Bothell Way Northeast Phone 509.586.4840 Bothell, Washington 98011 Phone 425.415.0551 • Fox 425.415.0311 www.riley-group.com Geotechnical Engineering Report Twin Peaks Restaurant Tukwila, Washington TABLE OF CONTENTS August 20, 2015 RGI Project No. 2015-124 1.0 INTRODUCTION............................................................................................................................... 1 2.0 PROJECT DESCRIPTION...............................................................................................................1 3.0 FIELD EXPLORATION AND LABORATORY TESTING..........................................................1. 3.1 FIELD EXPLORATION...................................................................................................................................1 4.0 SITE CONDITIONS........................................................................................................................... 2 4.1 SURFACE..................................................................................................................................................2 4.2 GEOLOGY.................................................................................................................................................2 4.3 SOILS.......................................................................................................................................................2 4.4 GROUNDWATER........................................................................................................................................ 2 4.5 SEISMIC CONSIDERATIONS...........................................................................................................................3 4.6 GEOLOGIC HAZARD AREAS..........................................................................................................................4 5.0 DISCUSSION AND RECOMMENDATIONS................................................................................. 4 5.1 GEOTECHNICAL CONSIDERATIONS.................................................................................................................4 5.2 EARTHWORK.............................................................................................................................................4 5.2.1 Erosion and Sediment Control.....................................................................................................4 5.2.2 Stripping.......................................................................................................................................5 5.2.3 Excavations...................................................................................................................................5 5.2.4 Site Preparation...........................................................................................................................6 5.2.5 Structural Fill................................................................................................................................6 5.2.6 Wet Weather Construction Considerations.................................................................................8 5.3 FOUNDATIONS..........................................................................................................................................8 5.4 SLAB -ON -GRADE CONSTRUCTION.................................................................................................................9 5.5 DRAINAGE..............................................................................................................................................10 5.5.1 Surface.......................................................................................................................................10 5.5.2 Subsurface..................................................................................................................................10 5.6 UTILITIES................................................................................................................................................10 6.0 ADDITIONAL SERVICES.............................................................................................................. 11. 7.0 LIMITATIONS................................................................................................................................. 11 LIST OF FIGURES AND APPENDICES Figure1.........................................................................................................Site Vicinity Map Figure 2................................................................................... Geotechnical Exploration Plan Figure 3....................................................................................... Typical Footing Drain Detail AppendixA................................................................................................... Field Exploration Appendix B............................................................................................. Liquefaction Analysis a L- Rii FVrRnIIP Geotechnical Engineering Report ii August 20, 2015 Twin Peaks Restaurant, Tukwila, Washington RGI Project No. 2015-124 Executive Summary This Executive Summary should be used in conjunction with the entire Geotechnical Engineering Report (GER) for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the GER must be read in its entirety for a comprehensive understanding of the items contained herein. Section 7.0 should be read for an understanding of limitations. RGI's geotechnical scope of work included review of a Geotechnical Engineering Services report by GeoEngineers dated February 23, 1998 that contains explorations and construction monitoring reports for the site, and a site reconnaissance. Based on our review, the site is suitable for development of the proposed project. The following geotechnical considerations were identified: Soil Conditions: The soils encountered during field exploration in the vicinity of the site include up to five feet of fill comprised of medium dense gravel with some silt and sand, and loose silty sand over very loose to medium dense deposits of sand and silty sand, and very soft to medium stiff deposits of silt and organic silt. Groundwater: A groundwater table was encountered at five feet below grade during the subsurface exploration. Foundations: Foundations for the proposed building may be supported on conventional spread footings bearing on at least two feet of structural fill. Slab -on -grade: Slab -on -grade floors and slabs for the proposed building can be supported on structural fill. mom Q E na rvnnnim Geotechnical Engineering Report 1 August 20, 2015 Twin Peaks Restaurant Tukwila, Washington RGI Project No. 2015-124 1.0 Introduction This Geotechnical Engineering Report (GER) presents the results of the geotechnical engineering services provided for the Twin Peaks Restaurant in Tukwila, Washington. The purpose of this evaluation is to assess subsurface conditions and provide geotechnical recommendations for the construction of a new restaurant building. Our scope of services included field explorations, laboratory testing, engineering analyses, and preparation of this GER. The recommendations in the following sections of this GER are based upon our current understanding of the proposed site development as outlined below. If actual features vary or changes are made, RGI should review them in order to modify our recommendations as required. In addition, RGI requests to review the site grading plan, final design drawings and specifications when available to verify that our project understanding is correct and that our recommendations have been properly interpreted and incorporated into the project design and construction. 2.0 Project description The project site is located at 17920 Southcenter Parkway in Tukwila, Washington. The approximate location of the site is shown on Figure 1. The site is currently occupied by the Newport Bay Restaurant building, the Mizuki Buffet building, landscaping, and associated parking and drive areas. RGI understands it is proposed to demolish the existing Newport Bay Restaurant building and construct a new building with a similar footprint. At the time of preparing this GER, building plans were not available for our review. Based on our experience with similar construction, RGI anticipates that the proposed building will be supported on perimeter walls with bearing loads of two to six kips per linear foot, and a series of columns with a maximum load up to 80 kips. Slab -on -grade floor loading of 150 pounds per square foot (psf) are expected. 3.0 Field Exploration and Laboratory Testing 3.1 FIELD EXPLORATION RGI reviewed boring logs in the vicinity of the site in the Geotechnical Engineering Services report prepared by GeoEngineers dated February 23, 1998. Borings GEI-7 and GEI-11 were reviewed due to their close proximity to the site. The approximate exploration locations are shown on Figure 2. The GeoEngineers logs are included in Appendix A. ® ®® RILEYGROUP Geotechnical Engineering Report 2 August 20, 2015 Twin Peaks Restaurant Tukwila, Washington RGI Project No. 2015-124 4.0 Site Conditions 4.1 SURFACE The subject site is an irregular -shaped parcel of land approximately 2.27 acres in size. The site is bound to the north and east by retail buildings and parking lots, to the south by South 180th Street, and to the west by Southcenter Parkway. The site is currently occupied by the Newport Bay Restaurant building, the Mizuki Buffet building, landscaping, and associated parking and drive areas. The site is relatively flat with an overall elevation difference of less than five feet. 4.2 GEOLOGY Review of the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, by Derek B. Booth, etc. (2004) indicates that the soils in the project vicinity are mapped as Alluvium (Map Unit Qal) which is moderately sorted gravel, sand, and sandy silt deposited on the floodplain of the Green River. These descriptions are generally similar to the findings in the reviewed field exploration logs. 4.3 SOILS The soils encountered during field exploration in the vicinity of the site include up to five feet of fill comprised of medium dense gravel with some silt and sand, and loose silty sand over very loose to medium dense deposits of sand and silty sand, and very soft to medium stiff deposits of silt and organic silt. Review of the Geotechnical Engineering Services report prepared by GeoEngineers dated February 23, 1998 show a fill surcharge of five feet was necessary to construct the buildings on the property. Review of field reports by GeoEngineers during construction of the Newport Bay Restaurant building show that footings for the building were over - excavated by two feet and replaced with pit run sand and gravel structural fill. More detailed descriptions of the subsurface conditions encountered are presented in the boring logs included in Appendix A. 4.4 GROUNDWATER A groundwater table was encountered at five feet below grade during the subsurface exploration. It should be recognized that fluctuations of the groundwater table will occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the explorations were performed. In addition, perched water can develop within seams and layers contained in fill soils or higher permeability soils overlying less permeable soils following periods of heavy or prolonged precipitation. Therefore, •IM ®® RILEYGROUP Geotechnicol Engineering Report 3 August 20, 2015 Twin Peaks Restaurant Tukwila, Washington RGI Project No. 2015-124 groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the logs. Groundwater level fluctuations should be considered when developing the design and construction plans for the project. 4.5 SEISMIC CONSIDERATIONS Based on the 2012 International Building Code (IBC), RGI recommends the follow seismic parameters for design. Table 12012 IBC Site Soil Class' Dz Site Latitude 47.4420270 N Site Longitude 122.2603720 W Short Period Spectral Response Acceleration, Ss (g) 1.436 1-Second Period Spectral Response Acceleration, S1(g) 0.535 Adjusted Short Period Spectral Response Acceleration, SMs (g) 1.436 Adjusted 1-Second Period Spectral Response Acceleration, Sm, (g) 0.803 1. Note: In general accordance with Chapter 20 of ASCE 7. The Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. 2. Note: The 2012 IBC and ASCE 7 require a site soil profile determination extending to a depth of 100 feet for seismic site classification. The current scope of our services does not include the required 100 foot soil profile determination. Boring extended to a maximum depth of 51.5 feet, and this seismic site class definition considers that similar soil continues below the maximum depth of the subsurface exploration. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus reducing or eliminating the soil's strength. RGI reviewed the results of the field and laboratory testing and assessed the potential for liquefaction of the site's soil during an earthquake. Since the site is underlain by loose and soft alluvial deposits, and a water table was encountered at a shallow depth, RGI considers that the possibility of liquefaction during an earthquake is moderate to high. For liquefaction analysis, soil information from Boring Log GEI-7 was used with the groundwater at 5.0 feet below the existing ground. Analysis indicates the native soil below groundwater table in the boring may liquefy under severe earthquake ground 1 L- RILEYGROUP Geotechnical Engineering Report 4 August 20, 2015 Twin Peaks Restaurant, Tukwila, Washington RGI Project No. 2015-124 motions (Magnitude 7.0 and horizontal acceleration 0.15g) or moderate ground shaking of significant duration. However, the soil above groundwater level and the organic silt and silt will not likely be liquefied during an earthquake event. Based on our analysis, a spread footing foundation would not experience a bearing capacity failure. However, total ground settlement up to 2.5 inches is possible upon dissipation of excess pore pressures generated during a seismic event. RGI expects that that the resulting differential settlement will be approximately 1 inch along the building length. The analysis is attached in Appendix B. The liquefaction settlements may be severe enough that the buildings will require significant repairs to be useable after an earthquake event. Similar soils are mapped throughout this area and we expect that damage to infrastructure in the area will occur as well. 4.6 GEOLOGIC HAZARD AREAS Regulated geologically hazardous areas include erosion, landslide, earthquake, or other geological hazards. Based on review of the King County Liquefaction Susceptibility Map, the site is a moderate to high liquefaction hazard. 5.0 Discussion and Recommendations 5.1 GEOTECHNICAL CONSIDERATIONS Based on our study, the site is suitable for the proposed construction from a geotechnical standpoint. Foundations for the proposed building can be supported on conventional spread footings bearing on at least two feet of structural fill. Slab -on -grade and pavements can be supported on at least one foot of structural fill. Detailed recommendations regarding the above issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 EARTHWORK The earth work is expected to consist of overexcavating the building foundations and replacement with structural fill and preparing the slab subgrade. Site utilities are expected to be limited to connecting the new building to the existing utilities that serve the existing building. 5.2.1 EROSION AND SEDIMENT CONTROL Potential sources or causes of erosion and sedimentation depend on construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, mom I L7 RII.EYGROUP I k- ► Geotechnical Engineering Report 5 August 20, 2015 Twin Peaks Restaurant Tukwila, Washington RGI Project No. 2015-124 construction sequencing and weather. The impacts on erosion -prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable city and/or county standards. RGI recommends the following erosion control Best Management Practices (BMPs): ➢ Scheduling site preparation and grading for the drier summer and early fall months and undertaking activities that expose soil during periods of little or no rainfall ➢ Retaining existing vegetation whenever feasible ➢ Establishing a quarry spall construction entrance ➢ Installing siltation control fencing or anchored straw or coir wattles on the downhill side of work areas ➢ Covering soil stockpiles with anchored plastic sheeting ➢ Revegetating or mulching exposed soils with a minimum 3-inch thickness of straw if surfaces will be left undisturbed for more than one day during wet weather or one week in dry weather ➢ Directing runoff away from exposed soils and slopes ➢ Confining sediment to the project site ➢ Inspecting and maintaining erosion and sediment control measures frequently (The contractor should be aware that inspection and maintenance of erosion control BMPs is critical toward their satisfactory performance. Repair and/or replacement of dysfunctional erosion control elements should be anticipated.) Permanent erosion protection should be provided by reestablishing vegetation using hydroseeding and/or landscape planting. Until the permanent erosion protection is established, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. 5.2.2 STRIPPING Stripping efforts should include removal of pavements, existing slabs and foundations, vegetation, organic materials, and deleterious debris from areas slated for building, hardscape, and utility construction. 5.2.3 EXCAVATIONS All temporary cut slopes associated with the site and utility excavations should be adequately inclined to prevent sloughing and collapse. The site soils consist of fill soft native soils. ® ►w RILEYGRUUP Geotechnical Engineering Report 6 August 20, 2015 Twin Peaks Restaurant, Tukwila, Washington RGI Project No. 2015-124 Accordingly, for excavations more than 4 feet but less than 20 feet in depth, the temporary side slopes should be laid back with a minimum slope inclination of 1.5H:1V (Horizontal:Vertical). If excavations will extend more than five feet below grade, dewatering may be necessary. For open cuts at the site, RGI recommends: ➢ No traffic, construction equipment, stockpiles or building supplies are allowed at the top of cut slopes within a distance of at least five feet from the top of the cut ➢ Exposed soil along the slope is protected from surface erosion using waterproof tarps and/or plastic sheeting ➢ Construction activities are scheduled so that the length of time the temporary cut is left open is minimized ➢ Surface water is diverted away from the excavation ➢ The general condition of slopes should be observed periodically by a geotechnical engineer to confirm adequate stability and erosion control measures In all cases, however, appropriate inclinations will depend on the actual soil and groundwater conditions encountered during earthwork. Ultimately, the site contractor must be responsible for maintaining safe excavation slopes that comply with applicable OSHA or WISHA guidelines. 5.2.4 SITE PREPARATION After the existing building foundations are removed, the overexcavations of the new foundations should be completed. If the fill soils placed for the existing building construction are encountered under new foundations, the fill may be reused under new foundations provided it is adequately moisture conditioned and compacted. The suitability of the existing fill soils and the need for additional overexcavations should be addressed by a representative of RGI during construction. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to reveal firm, non -yielding, non -organic soils and backfilled with compacted structural fill. In order to maximize utilization of site soils as structural fill, RGI recommends that the earthwork portion of this project be completed during extended periods of warm and dry weather if possible. If earthwork is completed during the wet season (typically November through May) it will be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork will require additional mitigative measures beyond that which would be expected during the drier summer and fall months. 5.2.5 STRUCTURAL FILL RGI recommends fill below the foundation and floor slab, behind retaining walls, and below pavement and hardscape surfaces be placed in accordance with the following 1 ®L RILEYGROUP Geotechnical Engineering Report 7 August 20, 2015 Twin Peaks Restaurant, Tukwila, Washington RGI Project No. 2015-124 recommendations for structural fill. The structural fill should be placed after completion of site preparation procedures as described above. The suitability of excavated site soils and import soils for compacted structural fill use will depend on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines cannot be consistently compacted to a dense, non -yielding condition when the moisture content is more than 2 percent above or below optimum. Optimum moisture content is that moisture that results in the greatest compacted dry density with a specified compactive effort. Non -organic site soils are only considered suitable for structural fill provided that their moisture content is within about two percent of the optimum moisture level as determined by American Society of Testing and Materials D1557-09 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (ASTM D1557). Excavated site soils may not be suitable for re -use as structural fill depending on the moisture content and weather conditions at the time of construction. Even during dry weather, moisture conditioning (such as, windrowing and drying) of site soils to be reused as structural fill may be required. Even during the summer, delays in grading can occur due to excessively high moisture conditions of the soils or due to precipitation The existing native soils are not suitable for structural fill. If the existing fill soils are or become unusable or additional structural fill soils are necessary, it may become necessary to import clean, granular soils to complete site work that meet the grading requirements listed in Table 2 to be used as structural fill. Table 2 Structural Fill Gradation U.S. Sieve Size Percent Passing 4 inches 100 No. 4 sieve 75 percent No. 200 sieve 5 percent * 'Based on minus 3/4 inch fraction. Prior to use, an RGI representative should observe and test all materials imported to the site for use as structural fill. Structural fill materials should be placed in uniform loose layers not exceeding 10 inches and compacted as specified in Table 2. The soil's maximum density and optimum moisture should be determined by ASTM D1557. L- RILEYGRUUP Geotechnical Engineering Report 8 Twin Peaks Restaurant, Tukwila, Washington Table 3 Structural Fill Compaction ASTM D1557 August 20, 2015 RGI Project No. 2015-124 Minimum Location Material Type Compaction Moisture Content Range Percentage On -site granular or approved Foundations 95 +2 -2 Slab -on -grade On -site granular or approved 95 +2 -2 General Fill (non- On -site soils or approved 90 +3 -2 imported fill soils: Pavement — Subgrade On -site granular or approved 95 +2 -2 imported fill soils: Placement and compaction of structural fill should be observed by RGI. A representative number of in -place density tests should be performed as the fill is being placed to confirm that the recommended level of compaction is achieved. 5.2.6 WET WEATHER CONSTRUCTION CONSIDERATIONS If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If wet weather occurs, the upper wetted portion of the site soils may need to be scarified and allowed to dry prior to further earthwork, or may need to be wasted from the site. RGI recommends that preparation for site grading and construction include procedures intended to drain ponded water, control surface water runoff, and to collect shallow subsurface seepage zones in excavations where encountered. It will not be possible to successfully compact the subgrade or utilize on -site soils as structural fill if accumulated water is not drained prior to grading or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork phases of the project. Free water should not be allowed to pond on the subgrade soils. RGI anticipates that the use of berms and shallow drainage ditches, with sumps and pumps in utility trenches, will be required for surface water control during wet weather and/or wet site conditions. S.3 FOUNDATIONS Following site preparation and grading, the proposed building foundation can be supported on conventional spread footings bearing on at least two feet of structural fill. Loose, organic, or other unsuitable soils may be encountered in the proposed building 1 L- RILEYGROUP a f� Geotechnica/ Engineering Report 9 August 20, 2015 Twin Peaks Restaurant, Tukwila, Washington RGI Project No. 2015-124 footprint. If unsuitable soils are encountered, they should be overexcavated and backfilled with structural fill. Perimeter foundations exposed to weather should be at a minimum depth of 18 inches below final exterior grades. Interior foundations can be constructed at any convenient depth below the floor slab. Finished grade is defined as the lowest adjacent grade within 5 feet of the foundation for perimeter (or exterior) footings and finished floor level for interior footings. Table 4 Foundation Design Design Parameter Value Allowable Bearing Capacity - Structural Fill 2,500 psf1 Friction Coefficient 0.30 Passive pressure (equivalent fluid pressure) 250 pcf2 Minimum foundation dimensions Columns: 24 inches Walfs: 16 inches 1. psf = pounds per square foot 2. pcf = pounds per cubic foot The allowable foundation bearing pressures apply to dead loads plus design live load conditions. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity may be used. At perimeter locations, RGI recommends not including the upper 12 inches of soil in the computation of passive pressures because they can be affected by weather or disturbed by future grading activity. The passive pressure value assumes the foundation will be constructed neat against competent soil or backfilled with structural fill as described in Section 5.2.5. The recommended base friction and passive resistance value includes a safety factor of about 1.5. With spread footing foundations designed in accordance with the recommendations in this section, maximum total and differential post -construction settlements of 1 inch and 1/2 inch, respectively, should be expected. 5.4 SLAB -ON -GRADE CONSTRUCTION Once site preparation has been completed as described in Section 5.2, suitable support for slab -on -grade construction should be provided. RGI recommends that the concrete slab be placed on top of at least one foot of structural fill. Immediately below the floor slab, RGI recommends placing a four -inch thick capillary break layer of clean, free - draining sand or gravel that has less than five percent passing the U.S. No. 200 sieve. This LU RILEYGROUP Geotechnical Engineering Report 10 August 20, 2015 Twin Peaks Restaurant Tukwila, Washington RGI Project No. 2015-124 material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Where moisture by vapor transmission is undesirable, an 8- to 10-millimeter thick plastic membrane should be placed on a 4-inch thick layer of clean gravel. For the anticipated floor slab loading, we estimate post -construction floor settlements of 1/4- to 1/2-inch. For thickness design of the slab subjected to point loading from storage racks, RGI recommends using a subgrade modulus (Ks) of 150 pounds per square inch per inch of deflection. 5.5 DRAINAGE 5.5.1 SURFACE Final exterior grades should promote free and positive drainage away from the building area. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. For non -pavement locations, RGI recommends providing a minimum drainage gradient of 3 percent for a minimum distance of 10 feet from the building perimeter. 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. 5.5.2 SUBSURFACE RGI recommends installing perimeter foundation drains. A typical footing drain detail is shown on Figure 3. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 5.6 UTILITIES Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) specifications. For site utilities located within the right-of-ways, bedding and backfill should be completed in accordance with City of Tukwila specifications. At a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 5.2.5. Where utilities occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density as determined by the referenced ASTM D1557. As noted, soils excavated on site will not be suitable for use as backfill material. Imported structural fill meeting the gradation provided in Table 2 should be used for trench backfill. @No RILEYGROUP Geotechnica/ Engineering Report 11 August 20, 2015 Twin Peaks Restaurant, Tukwila, Washington RGI Project No. 2015-124 6.0 Additional Services RGI is available to provide further geotechnical consultation throughout the design phase of the project. RGI should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design and construction. RGI is also available to provide geotechnical engineering and construction monitoring services during construction. The integrity of the earthwork and construction depends on proper site preparation and procedures. In addition, engineering decisions may arise in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this scope of work. If these services are desired, please let us know and we will prepare a cost proposal. 7.0 Limitations This GER is the property of RGI, Precision Development Services, LLC, and its designated agents. Within the limits of the scope and budget, this GER was prepared in accordance with generally accepted geotechnical engineering practices in the area at the time this GER was issued. This GER is intended for specific application to the Twin Peaks Restaurant project in Tukwila, Washington, and for the exclusive use of Precision Development Services, LLC and its authorized representatives. No other warranty, expressed or implied, is made. Site safety, excavation support, and dewatering requirements are the responsibility of others. The scope of services for this project does not include either specifically or by implication any environmental or biological (for example, mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, we can provide a proposal for these services. The analyses and recommendations presented in this GER are based upon data obtained from the test exploration performed on site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, RGI should be requested to reevaluate the recommendations in this GER prior to proceeding with construction. It is the client's responsibility to see that all parties to the project, including the designers, contractors, subcontractors, are made aware of this GER in its entirety. The use of information contained in this GER for bidding purposes should be done at the contractor's option and risk. mom LM RILEYGROUP USGS, 199S, Des Moines, Washington Approximate Scale: 1"=1000' USGS, 1994, Renton, Washington 7.5-Minute Quadrangle 0 500 1000 2000 N - Corporate Office Twin Peaks Restaurant Figure 1 17522 Bothell Way Northeast RGI Project Number Date Drawn: -Bothell, Washington 98011 2014-124 Site Vicinity Map Phone: 425.415.0551 08/2015 RILEYGROUP Fax: 425.415.0311 Address: 17920 Southcenter Parkway, Tukwila, Washington M7 Mai =Boring Location by Geoengineers -September 1997 Approximate Scale: 1"=100' = Site Boundary 0 SO 100 200 N - Corporate Office Twin Peaks Restaurant Figure 2 17S22 Bothell Way Northeast RGI Project Number Date Drawn: - Bothell, Washington 98011 2014-124 Geotechnica) Exploration Plan 08 2015 Phone: 42S.415.0551 RILEYGROUP Fax:42S.415.0311 Address: 17920 Southcenter Parkway, Tukwila, Washington Building Slab 4" Perforated Pipe 3/4" Washed Rock or Pea Gravel Not to Scale - Corporate Office Twin Peaks Restaurant Figure 3 17522 Bothell Way Northeast RGI Project Number Date Drawn: ® ®® Bothell, Washington 98011 Typical Footing Drain Detail Phone: 425.415.0551 2014-124 08/2015 RILEYGROUP Fax: 425.415.0311 Address: 17920 Southcenter Parkway, Tukwila, Washington Geotechnical Engineering Report Twin Peaks Restaurant, Tukwila, Washington August 20, 2015 RGI Project No. 2015-124 APPENDIX A FIELD EXPLORATION The borings completed by GeoEngineers for the site redevelopment in 1997 that were located in close proximity to the proposed building are attached. 0 DQ RILEYGROUP �w• ura�r.� 4 . Moisture Content Lab Tests (9:) 0 S 3• 5 MD 77 58 2/18' 2 10 5 is— MD 58 68 2 W r .Ti. H a 0 20 18 25 5 Cill DESCRIPTION Group Sudat:e L-levation (ft.): Symbol v ASPHALT 3 inches asphalt concrete 1 e GMNI Drown fine gravel with silt and sand (medium dense. moist) (rill) e • 1. SM Gray silty fine sand with organic matter (loose. moist) (till?) ML Cray organic silt (very soft to medium stiff, moist to wet) 1 III 30 .:: 38 ■ 35 • 11 � Note: See Mpre A-2 for explanation of symbols k. I �Q 4:110 Engineers LOG OF BORING FIGURE A-9 i DBSCR]PTI �- Meisturt: lary Lab Tcsts Cyo,ntent (Pto low Spies Symbol Surface Elevation (h.): 0 ASPHALT 3 inches asphalt concrete o GP -GM Brown and gray tine gravel with sift and sand (medium dense. moist) (till) •o 4 ■ o •, Sp Black fine sand (loose, moist) 5 MD 37 82 2 ■ ML Gray silt (very soft, moist to wet) 5 SM Gray silty fine sand (very loose, wet) . 2 ■: 10 . IX 10 MU 38 84 '4 . W' ML Gray silt (medium stiff, �vct) .5 ■ N uWi .t, 20 20 MD 40 79 2 S 25 :: SP•SM d&y silty fine to coarse sand with gravel (loose. wct)' . 25 SP Gray fine to medium sand (malittm dense, wet) 30 30 . 24 r 35 ■ ML Gray silt (very. soh. wet) 35 2 40 L40 Note: See Figure, A-2 for explanation of symbols -� ��lit• G e o O� Engineers LOG OF BORING ,F FIGURE A-13 A;4- ► , Geotechnical Engineering Report Twin Peaks Restaurant, Tukwila, Washington APPENDIX B LIQUEFACTION ANALYSIS August 20, 2015 RG/ Project No. 2015-124 The LiquefyPro analysis program by CivilTech Software was used to evaluate liquefaction settlement using the soils encountered in boring GEI-7 drilled to 51.5 feet below the existing ground surface. The blow counts contained in the log are for a Dames and Moore sampler driven with a 300 pound hammer. Research suggests the blow counts can be multiplied by 1.1 to convert to SPT values, however; we have conservatively used the blow count data as shown on the logs. In addition, the site was surcharged after the boring was drilled and the 2001 Nisqually Earthquake occurred after the building construction. No evidence of cracking of significant settlement of the existing building was observed during our recent site visit. 1 0 DQ RILEYGROUP fr. M l, LIQUEFACTION ANALYSIS Twin Peaks Restaurant Hole NO.=GEI--7 Water Depth_5 ft Shear Stress Ratio Factor of Safety Settlement Soil Description (% 0 1 0 1 5 0 (in.) 10 i— 20 30 40 —50 fs1�1100 s CRR — CSR fs U Shaded Zone has Liquefaction Potential 2SZU 5 Q 60 co 2A F L H r U L a — 70 iu Q J CivilTech Corporation oarurarea — Unsaturat. — Tukwila, Washington Gravel with silt and sand Silty sand Organic silt Silt Silty sand Silt Silty sand Magnitude=7 Acceleration_0.15g Raw Unit Fines SPT Weight 5 IOU 10 3 125 40 2 100 NoLq 2 100 NoLq 5 100 NoLq 2 100 NoLq 18 120 5 5 110 90 38 120 5 11 125 30 2 110 90 10 125 30 16 125 30 Plate A-1 International Biodderioration & Biodegradation (1995) 409-419 Elsevier Science Limited Printed in Great Britain ELSEVIER 0964-8305(95)00063-1 Comparative Durability of Untreated Wood in Use Above Ground T. L. Highley Supervisory Research Plant Pathologist, USDA Forest Service, Forest Products Laboratory, One Gifford Pinchot Drive, Madison, Wl 53705-2398, USA (Received 28 February 1995; revised and accepted 5 May 1995) ABSTRACT Cross -brace units constructed of 10 different softwoods and nine different hardwoods were exposed on a test fence in Wisconsin for up to 22 years. Sapwood was included for all species and heartwood for some~ The o jec teve` o �rZs s u was & rTeler»rine. e a7�oue��ongevity of tTeese±, Svoods: trgainst decay. The. wood, Baas c asslJied Tito 4 ove grownd.— distance groups. The longevity spans apply only to structural components similar in cross -sectional size to the test units used ,iit-thi -�Oudy lNtllw i1nd enchmg xoneponen ;may it into -4 category.:: _ oafs ,estemated -Ro Idst Vmore`'t7►anT 2p years a ove ground; an7 us ass fed as most resisidn , "n�-e-Me-teartwood vfWlds76 western white pine, redwood, Eucalyptus sp., red and white oak, loi4"ole pine, ponderosa pine, western red cedar, and the sapwood of redwood, white oak, and red oak N-d wob-di s ffe7l into thi ,nonressla lass �= 7 years expel iiyerage feJ Tie_ remai Bing woods lvere�—la ssi,W ,moderalely resistant hor;��rese [ant�iirse el pon°servicives o , 8 to;7=tend 1d;.to�9 years, e�pettive7y. INTRODUCTION We initiated a study in 1972 to determine the relative durability of Amer- ican woods in above -ground exterior use. Both sapwood and heartwood were exposed above ground in the form of cross -brace units in high- and *The Forest Products Laboratory is maintained in cooperation with the University of Wisconsin. This article was written and prepared by US Government employees on official time, and it is therefore in the public domain and not subject to copyright. 409 RECEUVED CITY OF TUKWILA 1j l S - Oz�3 JUL 012016 PERMIT CENTER 410 T. L Highley moderate -decay hazard locales (Scheffer, 1.971). The longevity of the various wood species and the basidiomycetes associated with decay through 12 years exposure has been published (Ellyn et al., 1985). In addition, all woods tests in the high decay hazard climate of Mississippi were removed at 12 years and classified into decay resistance groups (Ellyn et al., 1985). In the moderate decay hazard climate. of Wisconsin, most woods decayed too slowly for estimates to be made of their longevity, and those test units remained in the test. Thus, this paper reports the estimates of longevity of woods exposed in Wisconsin. MATERIALS AND METHODS Test units were constructed of 1.9 by 7.62 by 1524 cm (3/4 by 3 by 6 in) long boards, nailed together at their centers to form a cross (Fig. 1). The intersection of the boards provided a water catchment area similar to joints where decay often originates in wood structures. Ten units were constructed of wood from each tree species. When both sapwood and heartwood were available from a given species, 10 units were constructed of each wood type. Each series of units was then installed on test fences (Fig. 1) located near Madison, Wisconsin. The Madison climate is moderately favorable for promotion of decay (Scheffer, 1971). The test units (crosses) were constructed from sapwood (unless other- wise noted) of the following tree species: won ferous woods �1)-Douglas-fr;Pseudotsuga menziessV�^Franco (2) _i�oug ii9-fir _heartwo__6d - - (3) Western hemlock, Tsuga heterophylla (Raf.) Sarg. (4) Lodgepole pine, Pinus contorta Doug]. ex Loud. (5) Lodgepole pine heartwood (6) Ponderosa pine heartwood, Pinus ponderosa Dougl. ex Laws. (7) Red pine, Pinus resinosa Ait. (8) Southern yellow pine, Pinus sp. (9) Western white pine heartwood, Pinus monticola Dougl. ex D. Don. (10) Redwood, Sequoia sempervirens (D. Don) Endl. (11) Redwood heartwood (12) Engelmann spruce, Picea engelmannii Parry (13) Engelmann spruce heartwood (I- es�d-cedar,-Thup ata onn (I-5) Western -red_: cedar -hia- twood] Comparative durability of untreated wood 411 Fig.1. Test crosses installed on fence. Hardwoods (1) Red alder, Alnus rubra Bong. (2) Basswood, Tilia americana L. (3) Basswood heartwood (4) Yellow birch interior wood, Betula alleghaniensis Britton (5) Eucalyptus, Eucalyptus sp. (6) Eucalyptus heartwood (7) Sugar maple interior wood, Acer saccharum Marsh — true heart- wood is not formed in this species, hence the term `interior' wood is used (8) Red oak, Quercus sp. (9) Red oak heartwood (10) White oak, Quercus sp. (11) White oak heartwood (12) Balsam poplar, Populus balsamifera L. (13) Sweetgum, Liquidambar styraciflua L. Each summer test units were examined for decay and fungal fruiting struc- tures, and isolations were attempted, usually from two units within each group of tree species. In addition, units that had failed were brought back to the laboratory for dissection and intensive isolation work. Malt agar and Taylor's (1971) agar were used for all isolations. Basidiomycetes isolated from the test units were reported in a previous paper (Eslyn et at., 1985). We considered breakage of the unit by hand force to be failure of the unit. The following decay ratings were used: I = sound 2 = sound appearing but infected with Basidiomycetes or a xytaria spp. 412 T. L. Highley 3 = up to 25% decayed 4 = 26-50% decayed 5 = >50% decayed. RESULTS AND DISCUSSION �Naturai�urabilitya-in t is -study-, ire resistance_ _o£-untreated wood to--fnngal- ecay = im sevice above-�. The time for more than half the test units of a given wood species to fail was termed the `average service life' (Table 1). When failure of six or more units of one species occurred prior to final inspection, the average service life was readily discernible. However, determination of the service life of those wood species in which less than half the test units had failed required extra- polation from data on related wood in the test and from the condition of the surviving units. Rased upon determinie or-estim� - ate3 service life; the Wisconsin -ems iwo s were rate on above -group decay resistance (T3le 2) �lasssiea as most resistai-wifh—an oxp—ec-tiid-average_service life of at leas 10 year's - were western white pine, redwood, Eucalyptus sp., red and white oak, lodgepole pine, ponderosa pine, western red cedar and sapwood of redwood, white oak and red oak. o woo -fell-mt6&e Lnonresistant glass (-_<-7 years expected average life -}-The remaining woods ere `�erately resistor t or resistant �ase�C upon eecte - service lives ol'B_-1 3- _an3c -1_4_-1 Years, respectively. Climatic conditions affect expected average life. A comparison of the average expected life of test units in Wisconsin and southern Mississippi is given in Table 3. According to the climate decay hazard map developed by Scheffer (1971), Wisconsin is a moderate decay hazard climate and southern Mississippi a severe decay hazard climate with high rainfall and warm and humid weather. As expected, test units in Wisconsin usually had a greater average life than test units in Mississippi, but in several instances the average life expectancies were very close. The expected average life of the species is also affected by board size and kind of structural joint. For example, 102 cm (4 in) thick planks of untreated Douglas -fir heartwood were estimated to have a service life of only 12 years in southern Mississippi (Highley & Scheffer, 1986), consid- erably less than the 20+ years life determined for the test crosses of the same species used in the present test. The shorter longevity of the larger units may be due to lengthy periods of moisture retention, particularly if checking is involved. Thus, lengthy periods of moisture retention would increase the time that invading fungi can grow and deteriorate the wood. TABLE 1 Decay Evaluation and Longevity of Test Units Composed of Different Woods and Exposed Above Ground in Wisconsin Species Wood type Failed units Remaining units Average service Number Years Number Years Rating° Iifeb (year) 6Douglas-fir Sapwood Heartwood Hemlock, western Sapwood Pine, lodgepole Sapwood Heartwood Pine, ponderosa Heartwood Pine, red Sapwood Pine, southern yellow Sapwood Pine, western white Heartwood 1 3 6 0 2 1 2 1 4 6 4 1 1 2 6 2 2 2 2 1 2 3 0 11 15 16 22 9 10 12 13 15 9 10 10 14 15 10 11 12 9 11 12 13 14 22 - 0 — — 16 10 22 1 >30E 0 — — 13 0 9 7 0 0 5 5 22 21 22 22 1 5 3 4 9 >30E 23E 10 13 25E Continued overleaf ? w A TABLE 1 — contd. a Species Wood type Failed units Remaining units Average service Number Years Number Years Rating life" (year) Redwood Sapwood 4 17 6 22 5 23E Heartwood 0 22 10 22 1 >30E' Spruce, Engelmann Sapwood 1 11 0 — — 16 2 12 1 13 4 16 2 18 Heartwood 6 14 0 — — 14 y 2 16 2 17 11 ZZ Western redcedar Sapwood 1 8 0 — — 2 9 2 10 3 11 2 12 Heartwood 0 22 0 — — >30E Alder, red Sapwood 1 9 0 — — 12 1 10 3 11 1 12 1 15 2 16 1 17 Basswood Sapwood 5 9 0 — — 10 5 10 Basswood — contd. Heartwood 6 8 0 — — 8 3 9 1 10 Birch, yellow Interior 3 14 0 3 15 4 17 Eucalyptus sp. Sapwood 10 18 0 — -- 18 Heartwood 0 21 5 21 2 25E 5 21 3 Maple, sugar Interior 2 10 0 — — 14 2 12 0 6 14 a Oak, red Sapwood 0 21 10 21 3 25E a Heartwood 0 19 10 19 2 25E Oak, white Sapwood 0 21 10 21 1 30E r Heartwood 0 21 10 19 1 30E P, Poplar, balsam Sapwood 1 9 0 — — 16 3 14 �e 6 16 Sweetgum Sapwood 1 8 0 — — 9 6 9 a 10 a 2 11 g 0 'Decay rating: 1 = sound; 2 = appearing sound but infected with a Basidiomycete or Xylaria spp.; 3 = up to 25% decayed; 4 = 26-50% decayed; 5_= +50% decayed. bTime required for failure of six or more test units to occur. An E following figure indicates that time is estimated. _A to A O� TABLE 2 Grouping of Test Woods for Above Ground Decay Resistance and Service Life in a Climate such as that of Wisconsin' Most resistant (>,20 years) Resistant (14-19 years) Moderately resistant (8-13 years) Nonresistant (� 7 years) Douglas -fir, heartwood Douglas -fir, sapwood Western hemlock, sapwood None Western white pine, heartwood Englemann spruce, sapwood Lodgepole pine, sapwood y Redwood, heartwood Englemann spruce, heartwood Southern yellow pine, sapwood Redwood, sapwood Eucalyptus sp., sapwood Red pine, sapwood Eucalyptus sp., heartwood Sugar maple, interior Western red cedar, sapwood Red oak, sapwood Yellow birch, interior Red alder, sapwood `d Red oak, heartwood Balsam poplar, sapwood Basswood, sapwood White oak, heartwood Basswood, heartwood White oak, sapwood Lodgepole pine, heartwood Sweetgum, sapwood Ponderosa pine, heartwood Western red cedar, heartwood °Based on years to failure of cross -brace joints in Madison, Wisconsin. Comparative durability of untreated wood TABLE 3 Comparison of Longevity of Test Units Exposed in Wisconsin and Mississippi 417 Species Wood type Estimated life ° Wisconsin (year) Mississippib Douglas -fir Sapwood 16 16E I Heartwood >30E >20E Hemlock, western Sapwood 13 11 Pine, lodgepole Sapwood 9 7 Heartwood >30E 16E Pine, ponderosa Heartwood 23E 14E Pine, red Sapwood 10 8 Pine, southern yellow Sapwood 13 10 Pine, western white Heartwood 25E >20E Redwood Sapwood 25E 15E Heartwood 30E >20E Spruce, Engelmann Sapwood 16 14E Heartwood 14 14E Western redccdar Sapwood 11 9 Alder, red Sapwood 12 5 Heartwood >35E — Basswood Sapwood 10 4 Heartwood 8 4 Birch, yellow Interior 15 7 Eucalyptus sp. Sapwood 18 10 Heartwood 25E 16E Maple, sugar Interior 14 6 Oak, red Sapwood 25E >20E Heartwood 25E >20E Oak, white Sapwood :=30E >20E Heartwood >30E — Poplar, balsam Sapwood 16 7 Sweetgum Sapwood 9 4 "Time for failure for more than 50% of test units to occur; an E following figure indicates that time is estimated. "Data reported by Eslyn et al. (1985). The influence of joint type on rate of decay is illustrated in Table 4. For example, red oak L joint units had an average life of 6 years compared to the 20+ life of cross -brace units. The L joints provided much greater end - grain absorption of water than did the cross -brace units and L joints do not dry as quickly. Therefore, average service life reported here should be extrapolated only to structural components similar in cross -sectional size and construction to the test units used in this study. Millwork and fencing components may fit into this size category. The heartwood of a species is usually much more resistant to fungal 418 T. L. Highley TABLE 4 Effect of Structural Joint and Board Size on Estimated Service Life of Woods Exposed Above Ground in Southern Mississippi Type of unit Estimated years to failure' Pine Douglas -fir Red oak Maple Cross -brace (2 by 7.5 by 15 cm) 10 520 >20 6 L joint (3.8 by 3.8 by 20.3 cm) 6 9 6 5 Plank (10.2 by 25.4 cm) 5 12 — — Post -rail (3.8 by 8.9 by 30.5 cm) 7 20 — — 'Source: Highley (1993); Highley and Scheffer (1986, 1993). attack in service than the sapwood. Decay resistance is often correlated with the content of fungicidal compounds (inhibitory phenols and terpenes that accumulate during the transition of sapwood into heart- wood). When both heartwood and sapwood of a species were tested in this study, greater heartwood durability was generally the case, but Engle- mann spruce and basswood were the exceptions. Sapwood of all timbers is considered to be very susceptible to fungal attack. Surprisingly, there was considerable variation in the average life of the sapwood among the different species. Estimated average life of sapwood varied from 9 years in sweetgum and lodgepole pine to 25 years in red oak, white oak and redwood. Although toxic extratives play a dominant role in the natural durability of heartwood, Scheffer and Cowling (1966) discussed other mechanisms of natural resistance to microbial deterioration, such as structural and nutritional differences, that may contribute to the variable decay resistance of the sapwood observed here. The variance encountered in sapwood decay susceptibility supports previous laboratory findings (Eslyn & Highley, 1976). Durability is also affected by variation within species. For example, Scheffer et al. (1949) concluded that use of white oak will provide superior decay resistance in general, but some individual trees of this species may have only moderate resistance. Furthermore, they reported variability in decay resistance with locality, tree size, and position of the wood in the tree. Variation in durability within a species or individual tree can also be due to different stages of the decay process, prior to visible changes in the wood (Smith & Shortle, 1988). REFERENCES Eslyn, W.E. & Highley, T.L. (1976). Decay resistance and susceptibility of sapwood of fifteen tree species. Phytopathology, 66, 1010-1017. Comparative durability of untreated wood 419 Eslyn, W.E., Highley, T.L. & Lombard, F.F. (1985). Longevity of untreated wood in use above ground. Forest Prod. J., 35(5), 28-35. Highley, T.L. (1993). Above -ground performance of surface -treated hardwoods and softwoods. Wood Protect., 2(2), 16-66. Highley, T.L. & Scheffer, T.C. (1986). Fifteen -year test of in -place treatments for control of decay in waterfront structures. Mater. Organ., 21, 181-190. Highley, T.L. & Scheffer, T.C. (1993). Thirty-four year test of on -site preservative treatment to control decay in wood above ground. IRG document no. IRG 93-30015. Scheffer, T.C. (1971). A climate index for estimating potential for decay in wood structures above ground. Forest Prod. J., 21(10), 25-31. Scheffer, T.C. & Cowling, E.B. (1966). Natural resistance of wood to microbial deterioration. A. Rev. Phytopathol., 4, 147-170. Scheffer, T.C., Englerth, G.H. & Duncan, C.G. (1949). Decay resistance of seven native oaks. J. Agric. Res. 78(5&6), 129-152. Smith, K.T. & Shortle, W.C_ (1988). Electrical resistance and wood decay by white rot fungi. Mycologia, 80(1), 124-126. Taylor, J.B. (1971). A selective medium for the isolation of Basidiomycetes from diseased roots, mycorrhizas, and soil. Trans. Br. Mycol. Soc., 56, 313-314. on recycled paper NATURAL DURABILITY OF WOOD: A WORLDWIDE CHECKLIST OF SPECIES by T.C. Scheffer j.I. Morrell RECEIV=D CITY OF TUKWILA JUL 012016 PERMIT CENTER Des-o�93 Abstract Scheffer, T.C. and J.J. Morrell. NATURAL DURABILITY OF WOOD: A WORLDWIDE CHECKLIST OF SPECIES. Forest Research Laboratory, Ore- gon State University. Research Contribution 22. 58p. Nat�:rallydurablewo0ds have,_va iety o comrnercil�Uses. N_At06I-ire �'istan, ce to�ec�y'.=ha�Cn �varu,ite-diri fieldl and`labbrafory tests:of wow from many- Species; but tFie�e.are afew blaces.yih�re commetciat=.wodd sers u"canT4d-ft, mr�afa ive asse3srraents of natitiral:t�urabifit In this re- port, previous studies have been used to assign a numerical resistance rating to 1500 wood species. Species are listed alphabetically by scien- tific name, along with trade name, decay resistance rating, growing re- gion, and source of resistance information. Species are also listed alpha- betically by trade name if available, in the appendix. Table of Contents Introduction.............................................................................. 5 Checklist of Natural Durability ............................................... 11 LiteratureCited....................................................................... 41 Appendix —Trade and Scientific Names ................................ 45 Introduction Over the millennia, builders have recognized the inherent resistance of certain wood species against attack by fungi, insects, or marine borers. An- cient builders used naturally durable woods such as the fabled Cedars of Leba- non for ship building, columns for important buildings, and thousands of other uses where resistance to biodeteri oration was required (Graham 1973). De- spite our advances in wood preservation technology, builders continue to rely on natural durability for a variety of products, including ties, utility poles, pil- ing, and decks. Natural Durability Wood is a natural polymer consisting primarily of cellulose, hemicellulose, and lignin in a matrix that provides structural support to the living tree and some resistance against microbial attack. Cellulose, because of its partial crys- tallinity, is somewhat resistant to microbial attack. Lignin is a heterogenous polymer of phenyl propane units and is extremely resistant to some decay fungi. Nevertheless, other organisms have developed the ability to attack one or more of the polymers in the wood cell wall. Some wood species have evolved to produce extractive compounds that can protect the wood; these are the principal source of decay resistance in all species. These compounds are produced as the living ray cells in the inner sapwood zone die, forming the nonliving heartwood. As the sapwood dies in wood species with durable heartwood, a series of reactions in the storage or parenchyma cells of the wood rays converts the stored sugars and starch into a wide array of fungitoxic compounds that become a constituent of the new heartwood. Sapwood of nearly all species has no natural durability (Toole 1970, Eslyn and Highley 1976). Heartwood of some species has a distinctive darker color, while in others it differs little in color from the sapwood. The decay resistance among woods may vary among tree species, among individual trees, and within individual trees. Variation in the inhibitory components of the heart- wood has been considered by Scheffer and Cowling (1966). Old -Growth versus Second -growth Trees The nature of the differences in natural durability between wood from old - and second -growth forests is unclear. In general, heartwood from virgin (old - growth) stands of naturally durable species is more durable than that from second -growth stands (Anderson et al. 1963, Clark and Scheffer 1983). E`x= Eeptions to this [ren- a -have been found-iri Douglas-fiir, a moderately durable 5 conifer (Scheffer and Englerth 1952), and western redcedar (Scheffer 1957). Often, the second -growth material has fewer growth rings per inch. This rate of growth has been thought to influence the amount of extractives deposited, but there is little evidence to support this premise. As we move into a nearly complete dependence on second -growth naturally durable species, a better understanding of the nature of heartwood durability must be developed. Resistance of Different Parts of the Heartwood Specific Gravity Sapwood Heartwood Pith Bottom Decay resistance can vary according to the position in the heartwood from which an item of wood is taken (Figure 1). In some species, the resistance of the outer heartwood increases markedly from the upper to the lower trunk. Radial differences in resistance can vary signifi- cantly, notably in the larger trees, with the low- est resistance occurring in the innermost wood (Zabel and Morrell 1992). Figure 1. Diagram of a longitudinal section of a tree stem showing common variation in decay resistance radially and vertically in the heartwood. Arrows indicate direction of increasing resistance. Density and other physical characteristics do not appreciably affect decay resistance. Superior decay resistance is associated with greater weight in many tropical hardwoods, but this is a reflection of relatively high extractive con- tent —including decay inhibitors —rather than greater density of the wood (Scheffer 1973). Decay Susceptibility and Environment Durability of a wood product subjected to a decay hazard is determined by both the inherent decay resistance of the wood and the magnitude of the hazard. The risk of decay in wood products can vary widely with moisture availability, soil condition, and climate. Therefore, although the term "natural durability" is well understood, it may be applied differently for the same spe- rel cies in different locations. For example, a wood species that is durable in the northern United States may perform extremely poorly under tropical condi- tions. Although it is virtually impossible to predict the performance of individual items of wood, there are many guides to durability hazards for various wood species. Some are based on performance records of wood poles in the United States (Figure 2). Others have been developed to express the relative risks of marine borers or termites (Figure 3). Low Mediu n ermediate Medium Low ( Medium Figure 2. Relative risk of utility pole decay in the United States (except Hawaii), reported by the Rural Electrification Administration (1974). Figure 3. Type and relative degree of marine borer attack in coastal waters of the United States (except Hawaii), reported by the American Wood -Preservers' Association (1996). High Severe 7 The decay hazard to wood serving above ground can be assessed on the basis of climate alone. Relative durability is most commonly considered with reference to wood exposed in the ground, but durability above ground is also of wide concern for wood used in decking, window frames, and an array of other purposes. In addition to rating systems based on prior performance, the aboveground decay hazard can be estimated by combining rainfall and aver- age monthly temperature to calculate the climate index (decay hazard) for a given site (Scheffer 1971; Figure 4). This index, which typically ranges from zero to 130 or more, can help determine the decay risk, an important consid- eration when wood products are used where they may get wet. The higher the risk of decay, the shorter the expected service life for a given wood prod- uct. Figure 4. Climate index denoting relative levels of decay hazard to wood exposed to the weather above ground in the United States. Index formula: ,JJan [(T — 35)(D — 3)] 30 where T = mean monthly temperature ff); D = the mean number of days in the month Dec _ with 0.01 inch or more Jan — of precipitation; and the summation of products for the respective months (Scheffer 1971). Marine Borer or Insect Resistance Some naturally durable wood species also resist attack by insects and ma- rine borers. Some species are naturally resistant to fungal attack, but have little or no protection against other organisms. Furthermore, a wood species might be resistant to one group of termites, but susceptible to others. Similarly, re- sistance to Limnoria may not translate to similar resistance to Teredo, Bankia, or Martesia. Thus, natural durability against fungi, as well as resistance to in- sects or marine borers, can vary widely. Given the high cost of some naturally durable woods, preliminary evaluation of untested species by accelerated test- ing is nearly always warranted. To confirm performance under the intended exposure conditions, wood species should be evaluated against the hazards to which they will be exposed in the country of their use. 0 Natural Durability Checklist Most of the information on the natural durability of woods exists in widely scattered sources. There have been a number of attempts to collect natural durability information on timbers of various countries or biomes (e.g., Chudnoff 1984 on tropical species). Trade in wood species has grown and importers are now faced with an ever-increasing array of species from which to choose. Some of these are secondary species, which were not formerly used commercially, while others emanate from countries that have not historically played a sig- nificant role in the world wood market. In an effort to assist importers, we developed a checklist of natural durability. The checklist is based on reports from several countries and climates worldwide. In this list, durability may be used synonymously with resistance to decay, termites, or marine borers, but the reporting sources have dealt mainly with decay resistance. Assigning Natural Durability Classes to Species Assigning classes of decay resistance to the various species entailed the use of several criteria. The assessments used the results of both laboratory pure - culture decay tests and field tests. In field tests, the soil, temperature, and rainfall conditions can vary widely, making tests difficult to compare. For ex- ample, a decay test performed in the Philippines would be far more severe than a similar trial performed in northern Minnesota. Laboratory test results should be more uniform, since temperature and moisture conditions can be more closely controlled. Even so, however, variations in test fungi or lab tech- niques can influence results. It is generally accepted that standard laboratory testing can indicate relative levels of decay resistance comparable to those in field exposure. In examining field or in-service performance test results, our aim was to assign resistance ratings presumed to be appropriate for exposure conditions common to all tests. This necessarily entailed some subjective decisions con- cerning the severity of specific tests. In studies where many species were tested, it was assumed some species exhibited high resistance to decay and some low resistance, and resistance ratios were assigned accordingly. Weight losses from pure -culture decay trials were assessed with the criteria described in American Society for Testing and Materials Standard D2107 (American Society for Test- ing and Materials 1993). In field tests or in-service performance, the time to nominal failure and/or the relative condition of specimens after a set number of years were used as criteria. In both instances, the woods were classified on the following scale: 1 = very resistant; 2 = resistant; 3 = moderately resistant; and 4 = nonresistant or perishable. In most instances, very resistant and non- resistant woods were easily delineated, whereas those classified as moderately resistant or resistant were more difficult to separate. Some species performed differently in multiple tests. In those instances, overlapping ratings were ap- plied (e.g., 1-2). Where resistance to marine borers or termites was noted in E service or in tests, an M (marine borer) or T (termites) was placed next to the species name (Forest Products Research and Development Institute 1962, Aguilar 1941, Carter 1979, Trong 1988). Species Listing and Growing Regions Species are listed alphabetically by scientific name along with at least one trade name, if appropriate, growing region, and source of the resistance infor- mation. Growing regions recognized are Temperate America (TA), Tropical America (AM), Australia -Asia (AS), Europe (EU), and Africa (AF) (Figure 5). Spe- cies are cross -listed alphabetically by trade name, if available, in the Appen- dix. Figure S. Geographic regions used to classify the natural durability of wood species. 10 CheckiiA of_N turai-durability, FIELD/ SPECIES TRADE NAME DECAY* AREA** LAB SOURCE TEST Abies sp. True fir 4 TA L Clark 1957 Abies concolor White fir 4 TA L Clark 1957 Abies homolepis Urajiromomi 2-3 AS F Matsuoka et aL 1970 Abies pindrow Fir 4 AS F Tewari 1978 Abies sachalinensis Todomatsu 3-4 AS F Matsuoka et al. 1970 Abies spectabilis Fir 4 AS F Tewari 1978 Abies veitchii Shirabe 2-3 AS F Matsuoka et al. 1970 Acacia catechu Cutch 1 AS F Tewari 1978 Acacia dolichostachya Subin 2 AM F Herrera Rodriguez et al. 1978 Acacia koa Koa 3-4 AM F Skolmen 1974 Acacia leucophloea Chalaebgaeng 2 AS F Anuwongse and Cholprasert 1976 Acacia melanoxy/on Australian blackwood 3 AS ? Chudnoff 1984 Acacia mollissima Black wattle 4 AS ? Chudnoff 1984 Acacia nilotica sp. (indica) Babul 4 AS F Tewari 1978 Acacia siamensis Kathinphiman 1 AS F Anuwongse and Cholprasert 1976 Acer campbelli Maple 4 AS F Tewari 1978 Acer mono Itayakaede 4 AS F Matsuoka et al. 1970 Acer rubrum Red maple 4 TA L Carter et al. 1976 Acrocarpus fraxinifolius Mundani 4 AS F Tewari 1978 Adenostephanus sp. Louro faia 3 AM L Tsunoda 1990 Adina cordifolia Haldu, Kwao 4 AS F Anuwongse and Cholprasertl 976, Tewari 1978, Chudnoff 1984 Adina parvula Khamintong 3 AS F Anuwongse and Cholprasert 1976 Adinandra brassii — 3 AS L Sukartana and Highley 1997 Aegle marmelos Bel 4 AS F Tewari 1978 Aextoxicon punctatum Olivillo 4 AM L French and Tainter 1973 Afrormosia elata Assamela, Kokrodua 1 AF L Kukachka 1962, Clark 1969 Afzelia spp. Afzelia, Doussie 1-2 AF L Fortin and Polinquin 1976, Chudnoff 1984 Afzelia bells (M) Papao - AM F Bultman et al. 1979 Afzelia xylocarpa Makamong 2 AS F Anuwongse and Cholprasert 1976 Agathis sp. Agathis 2 AS L Yatagai and Takahashi 1980 Agathis spp. Kauri 3-4 AS ? Chudnoff 1984 Agathis acuminata Raspberry jam 1 AS F Thornton et al. 1993 Agathis a/ba Bindang, Damar minyak, 2 AS L Takahashi and Kishima 1973 Damar minyde, Kauri Agathis harpophy/la Brigalow 1 AS F Thornton et al. 1993 Agathis luehmannii Bull oak 1 AS F Thornton et al. 1993 Agathis selaginoides King William pine 4 AS F Thornton et al. 1993 Aglaeta sp. — 3-4 AS F Tewari 1978 Aglaia sp. — 3 AS L Yatagai and Takahashi 1980 Aglaia diffusa Malasaging 2 AS L Menlado et al. 1975 Aglaia laevigata Gesehan 2 AS L Menlado et al. 1975 Aglaia luzoniensis Kuling-manuk 2 AS L Menlado etal. 1975 Aglaia versteeghii — 1 AS L Sukartana and Highley 1997 Ailanthus fauveliana Mayompa 4 AS F Anuwongse and Cholprasert 1976 Ailanthus grandis Gokul 4 AS F Tewari 1978 Ailanthus peekelii White siris 4 AS L DaCosta and Osborne 1967 Albizia spp. Albizzia 3 AF ? Chudnoff 1984 Albizia falcataria Batai, Molucca albizzia 4 AS ? Chudnoff 1984 Albizia ferruginea Albizzia, Awiemfo-samina 4 AS F Bultman et al. 1979 *Classification Scale: 1 = very resistant; 2 = resistant, 3 = moderately resistant; 4 = nonresistant **TA = Temperate America, AM = Tropical America; AS = Australia -Asia; EU = Europe; AF = Africa m = termite resistant, (M) = marine borer resistant F = Developed in field; L = Laboratory exposure; ? = Lack of information on test methodology 11 SPECIES TRADE NAME DECAY* AREA** FIELD/ LAB TEST SOURCE Pouteria firma — 3 AS L Sukartana and Highley 1997 Pouteria pomifera Capure 4 AM F Mayorca 1972 Pradosia spp. Chupon 2 AM ? Chudnoff 1984 Prioria copaifera Cativo 4 AM L Kukachka 1962, Bultman and Southwell 1976, Chudnoff 1984 Protinum decandrum Azucarito 4 AM F Mayorca 1972 Protium sp. Anime 3-4 AM L Scheffer and Duncan 1947 Protium spp. Copal, Kurokai 4 AM ? Chudnoff 1984 Protium serratum Indian redpear, Ma-faen 3-4 AS F Anuwongse and Cholprasert 1976, Tewari 1978 Prunus grayana Uwamizuzakura 2-3 AS F Matsuoka et at. 1970 Prunus jamasakura Yamazakura 2-3 AS F Matsuoka et al. 1970 Prunus yedoensis Someiyoshino 4 AS F Matsuoka et al. 1970 Pseudobombax ellipticum Mexican bombax 3 AM L Torelli and Cufar 1994 amapola Pseudo/media eggersii Guion 2 AM L Scheffer and Duncan 1947 Pseudo/media oxyphyllavia Leche de Perra 4 AM L Torelli and Cufar 1994 Pseudosamaneaguachapele Frijolillo, Guachapele 1-2 AM ? Chudnoff 1984 Pseudosindora palustris Paya, Sepetir 4 AS L Yatagai and Takahashi 1980, Chudnoff 1984 Pseudotsuga menziesii pougias-fir 8 TA L Englerff and Scheffer 1.955 Pterocarpus spp. Sangre 4 AM ? Chudnoff 1984 Pterocarpus angolensis Muninga 1-3 AF L Fortin and Polinquin 1976, Chudnoff 1984 Pterocarpus dalbergioides (M) Andaman padauk 1 AS F Kalyanasundaran and Ganti 1975, Tewari 1978, Chudnoff 1984 Pterocarpus hayesii — 4 AM L Torelli and Cufar 1994 Pterocarpus indicus Amboina, Narra, 1 AS L DaCosta and Osborne 1967, New Guinea rosewood Chudnoff 1984, Pterocarpus macrocarpus Burma padauk, Pradoo 1 AS F Anuwongse and Cholprasert 1976, Chudnoff 1984 Pterocarpus marsupium Bijasal 2 AS F Tewari 1978 Pterocarpus rohrii Sangrito 4 AM F Mayorca 1972 Pterocarpus soyauxii Padouk 1-2 AF L Fortin and Polinquin 1976 Pterocarpus soyauxii African padauk 1 AF ? Chudnoff 1984 Pterocarya rhoifolia Sawagurumi 4 AS F Matsuoka et al. 1970 Pterocymbium beccard Amberoi 4 AS L Yatagai and Takahashi 1980 Pterocymbium javanicum Po-ikeng 4 AS F Anuwongse and Cholprasert 1976 Pterocymbium tinetorium Papita 4 AS F Tewari 1978 Pterogyne nitens Amendoim, Viraro 3 AM ? Chudnoff 1984 Pterospermum acerifolium Mayand 4 AS F Tewari 1978 Pterospermum diversifolium Khanan 4 AS F Anuwongse and Cholprasert 1976 Pterygota sp. Koto 4 AF L Fortin and Polinquin 1976 Pterygota spp. Pterygota 4 AF ? Chudnoff 1984 Pterygota horsefieldii Pterygota 3 AS L DaCosta and Osborne 1967 Pyatactenia ganoacantra Jacare 3-4 AM L Reis 1973 Pycnanthus angolensis Jlomba, Llomba 4 AF L Fortin and Polinquin 1976, Chudnoff 1984 Pygeum africanum Mueri 4 AF ? Chudnoff 1984 Qualea spp. Gronfoeloe, 3 AM ? Chudnoff 1984 Mandioqueira, Mandioqueira rosa Qualea dinizii Guarapo 2 AM F Mayorca 1972 Quercus sp. Borneo oak 3-4 AS L Yatagai and Takahashi 1980 Quercus sp. Ko 3 AS F Anuwongse and Cholprasert 1976 *Classification Scale: 1 = very resistant; 2 = resistant, 3 moderately resistant; 4 = nonresistant **TA = Temperate America; AM = Tropical America; AS = Australia -Asia; EU = Europe; AF = Africa (T) = termite resistant; (M) = marine borer resistant F = Developed in field; L = Laboratory exposure; ? = Lack of information on test methodology 33 Literature Cited Aguilar, L. 1941. Relative durability of untreated Philippine woods. Philippine Journal of Forestry 4: 247-256. American Society For Testing and Materials. 1993. Standard D 2017. Stan- dard method of accelerated laboratory test of natural decay resistance of woods, pp. 344-348 in Annual Book of ASTM Standards, Volume 04.09 (Wood). Philadelphia PA. American Wood -Preservers' Association. 1996. Standard C3-95. Piles —pre- servative treatment by pressure process, pp. 54 in AWPA Book of Standards. Granbury TX. Anderson, A.B., T.C. Scheffer, and C.G. Duncan. 1963. The chemistry of de- cay resistance and its decrease with heartwood aging in incense cedar (Libocedrus decurrens Torrey). Holzforschung 17: 1-5. Anuwongse, B., and T. Cholprasert. 1976. The Natural Durability of Thai Tim- ber. Progress Report. Forest Products Division, Royal Forest Department, Bangkok, Thailand. 15 p. Behr, E.A., and W. Meyers. 1973. Decay Resistance of Northern White Cedar from a Wet Site in Lower Michigan. Research Report. Agricultural Experiment Station, Michigan State University, East Lansing MI. 10 p. British Department of Environment. 1977. A Handbook of Softwoods. Her Majesty's Stationery Office, London. 63 p. Bultman, J.D.A., and C.R. Southwell. 1976. Natural resistance of tropical Ameri- can woods to terrestrial wood destroying fungi. Biotropica 8(2): 73-95. Bultman, J.D., R.H. Beal, J.B. Huffman, and K.K. Parrish. 1983. An investiga- tion of the natural resistance of Melaleuca quinquenervia to tropical and ter- restrial wood -destroying organisms. Forest Products Journal 33(3): 39-43. Bultman, J.D., R.H. Beal, and F.F.K. Ampong. 1979. Natural resistance of some tropical African woods to Coptotermes formosanus Shiraki. Forest Products Journal 29(6): 46-51. Carter, F.L. 1979. Responses of Reticulitermes flavipes to selected North Ameri- can hardwoods and their extracts. International Journal of Wood Preserva- tion 1(4): 153-160. Carter, F.L., T.L. Amburgey, and F.G. Manwiller. 1976. Resistance of 22 south- ern hardwoods to wood -decay fungi and subterranean termites. Wood Sci- ence 8: 223-226. Chudnoff, M. 1984. Tropical Timbers of the World. Agricultural Handbook 607. USDA Forest Service, Washington DC. 466 p. Clark, J.W. 1957. Comparative decay resistance of some common pines, hem- lock, spruce and true fir. Forest Science 3: 314-320. Clark, J.W. 1961. Decay resistance of alerce. Forest Products Journal 11(3): 127- 128. Clark, J.W. 1969. Natural Decay Resistance of Fifteen Exotic Wood Species Im- ported for Exterior Use. Research Paper FPL 103. USDA Forest Service, Forest Products Laboratory, Madison Wl. 4 p. 41 Scheffer, T.C. 1983. Decay resistance of Alaska -cedar. Forest Products Journal 33(1): 25-26. Scheffer, T.C., and E.B. Cowling. 1966. Natural resistance of wood to micro- bial deterioration. Annual Review of Phytopothology 4: 147-170. Scheffer, T.C., and C.G. Duncan. 1947. The decay resistance of certain Central American and Equadorian woods. Tropical Woods 92: 1-24. Sche elf �, T.C�G_.N. Englert1i. -1952.-Dec4resistance of secon -growth Douglas -fir. -Journal of Forestry 5U._ 439-w4A': Scheffer, T.C., G.H. Englerth, and C.G. Duncan. 1949. Decay resistance of seven native oaks. Journal of Agricultural Research 78(5&6): 129-152. Scheffer, T.C., and W.E. Eslyn. 1961. Natural decay resistance of guijo. Forest Products Journal 11(6): 282. Scheffer, T.C., and H. HOPP. 1949. Decay Resistance of Black Locust Heartwood. Technical Bulletin 984. USDA, Washington DC. 37 p. Sheehan, G. 1986. On the variation of decay resistance in some African tim- bers. Plant Research and Development 23: 21-30. Silverborg, S.B., and L.M. DeMayorca. 1971. Durabilidad relativa de la parte central, media y externa del tronco de 32 maderas de las Lanos Occidentales. Revista Forestal Venezolona 14: 65-75. Skolmen, R.G. 1974. Natural Durability of some Woods Used in Hawaii... Results of 9 112 Years' Exposure. Research Note PSW-292. USDA Forest Service, Pa- cific Southwest Forest and Range Experiment Station, Berkeley CA. 6 p. Sukartana, P., and T.L. Highley. 1997. Decay resistance of some Indonesian hardwood and softwoods against brown- and white -rot fungi. Journal of Tropi- cal Forest Science 2(2): 160-165. Takahashi, M., and T. Kishima. 1973. Decay resistance of sixty-five southeast Asian timber specimens in accelerated laboratory tests. Tonan Ajia Kenkyu (South East Asian Studies) 10(4): 525-541. Tewari, M.C. 1978. Data on Natural Durability of Timber Species (Installed in the Test Yard at New Forest, Dehra Dun) According to 7 976 Inspection, Their Treat - ability and Seasoning Characteristics. IRG/WP/3127. International Research Group on Wood Preservation, Stockholm, Sweden. Thornton, J.D., G.C. Johnson, and N.K. Nugyen. 1993. Condition of Natural Durability Specimens from CSIRO In -ground Field Test after 23 Years of Expo- sure. Twenty-fourth Forest Products Research Conference, Melbourne, Aus- tralia. 9 p. Toole, E.R. 1970. Variation in decay resistance of southern pine sapwood. For- est Products Journal 20(5): 49-50. Torelli, N., and Cufar. 1994. Comparative decay resistance of 43 Mexican tropical woods. Holz als Roh- and Werkstoff 52: 394-396. Trong, L. 1988. Natural Resistance of Twenty -Six Guianese Wood Species against Marine Borers. IRG/WP/4144. International Research Group on Wood Pres- ervation, Stockholm, Sweden. Tsunoda, K. 1990. The natural resistance of tropical woods against biodeterioration. Kyoto University Wood Research 77: 18-27. USDA Forest Service. 1987. Wood Handbook: Wood as an Engineering Material. Agriculture Handbook 72. USDA, Washington DC. 466 p. 44 BORACOL DESCRIPTION BORACOL 20-2613 is .a clear solution of 19.6% Disodium octaborate tetrahydrate and 1.0% didecyl dimethyl ammonium chloride in propylene glycol and water. It is designed for use as a surface treatment in -situ building material to prevent and kill fungal attack and preserve against attack from both mould and wood boring insects. It penetrates 3-5mm into the wood and establishes a reserve from where further penetration takes place (40mm in 2 years has been demonstrated). It can also be used as an initial preventative treatment. APPLICATIONS BORACOL 20-213D is a wood preservative which is fungicidal and insecticidal with an added preventative mouldicidal effect; is fungicidal when used as a preventative treatment and fungicidal when used as an eradicant and effective in preventing mould on wood and stone as well as other absorbent surfaces. A) As a surface treatment to prevent and kill dry rot, wet rot and white rot in -situ building material. B) As a surface treatment to preserve existing and new timbers against fungal and insect attack. PRODUCT BENEFITS • Very low acute mammalian toxicity • Very low vapor pressure (Negligable loss of active ingredient • by evaporation) • Deep penetration into timber; even penetrates heartwood • Practically odorless and non -staining • Non-Flamable • Wider spectrum of activity than conventional preservatives CHARACTERISTICS • Fire and Explosion .... Does not increase ignition point of wood • Cleanup .........................Soap and Water • Corrision.................................................. None, may cause slight oxidizing of bare metals • Ag9ressivity............................................. Doesn't attack glass, textiles, plaster, rubber, putty, mastics, sealants or paint systems. • Adhesive Application ............................... ........... Wood impregnated can be glued • Shelf Life .......... 6-12 months in cool, dry conditions. • VOC.............................................780 g/L PACKAGING Available in 1, 3 and 5 US gallon containers and 50 US gallon drums. PREPARATION Roof Timbers Surface debris, dust and cobwebs must be removed and timbers thoroughly cleaned using an industrial vacuum cleaner. Insulation must be removed, water tanks and electrical junctions covered, ventilation ensured and common roof voices screened. Walking boards and safety lights should be installed. Floor Timbers Floor coverings must be • Coloring....................................Colorless carefully removed, timbers thoroughly • Odor .........................................Very Low vacuumed and sufficient access boards • Form .............................................. Liquid removed. Ventilation must be ensured • Disodium octaborate tetrahydrate 19.6% without affecting adjacent areas with W/W (Na2 BB 013, 41-12O) overspray. • Contains ..... Environmentally Acceptable Propylene glycol Joinery Painted architrave's and skirtages • Didecyl Dimethyl Ammonium Chloride must be removed or pried away from the (DDAQ........................................... 1.0% R��E�� II and the unpainted surfaces cleaned. • Flashpoint ..........................Above 107°CCITY OF TUKWILA JUL 012016 l UsCF.5 Boracol 20-2BD Page 1 of 2 PERMIT CENTER APPLICATION METHODS BORACOL 20-2 may be applied by brushing, dipping spraying to refusal or by injection. Do not apply Boracol 20-2131) when raining or extremely high humidity. COVERAGE • Rough Sawn timber (brush) .................... ................... 1 litre to approx 3m2 surface • Smooth prepared timber (brush) ............. ................ 1 litre to approx 34m2 surface • By spray (either surface) ......................... ................ 1 litre to approx 3-4m2 surface • To prevent attacks .................. 3-6m2/litre • .............To eradicate established attacks ................................................ 2-3m2/litre • Fungi in wood ........................... 1m2/litre* • Insect attacks ........................... 1 m2/litre* *Divide between two applications. *(If wood is already attacked by fungi, mould or insects, it may absorb more per m2) The Boric Acid equivalent is 1.2 times the amount of Boron in Boracol 20-2BD. (Approx. 24% Boric Acid equivalent) STORAGE Store in original containers, tightly closed and in a safe place. Do not allow to freeze. SAFETY See Material Safety Data Sheet WARNING TO USERS Keep out of reach of children. Keep away from animal feedstuffs. Before determining the most appropriate product it is necessary to specifically identify the source the problem, so that the best met o of treatment can , be applied. Technical advice of this nature is available from your supplier or your local Technical Agent. The information contained in this document is given in good faith based on our current knowledge. The use of the product is beyond the control of The Sansin Corporation, and no guarantees, expressed or implied, are made as to the result to be obtained if not used in accordance with the published Directions for Use. The Sansin Corporation does not assume any legal responsibility for use or reliance on same. This information must on no account be used as a substitute for necessary field tests, which alone can ensure that the product is suitable for the expected use. Before using any product, read its label. September 2009 Boracol 20-2BD Page 2 of 2 DESCRIPTION A two coat, aqueous, low VOC, wood stain specifically designed to prevent the leaching of borate's from wood on above ground exterior applications. Sansin Borlox is proven to reduce leaching of borates from wood by 99% for 5 years. Sansin Borlox must be maintained as necessary to ensure coating integrity. APPLICATIONS Recommended for use on timber & millwork treated with borate's (Timber through pressure treatment or hand treatment with Boracol or equal treatments). Available in clear, transparent, semi -transparent and specified architectural custom colors. PRODUCT BENEFITS • Can be top coat with ENS -UV • Water based • Environmentally sound • Low VOC • Prevents the leaching of borate's from treated wood • High water repellency • Enriches the woods character • Reduces warping, shrinking and checking • UV protection • Non flammable CHARACTERISTICS • Appearance........... Transparent Opaque • Coloring ............... Standard and Custom • Odor ................................................. Low • Form .............................................. Liquid • Specific Gravity................................1.01 • Density ....................................... 8.42 Ibs • pH, (approx.. ) ............................. 7.6-8.0 • Viscosity, .......#4 Zahn Cup @200C 68OF .................................................60-65 sec • Solvents ............................................ Low • Freezing Point ........................ 1IC (31°F) • Diluent ........................................... Water • Cleanup ............................ Soap &Water • Drying Time (To touch) @200C 68OF ...... ....................................................6 Hours • Drying Time (Between Applications) @200C 68°F..........................................24 Hours • Coverage Pending to Penetration 300 sq ft/US gal. • Longer drying time needed in high humidity or low temperature • Keep from freezing • VOC (g/L) ..............................Actual — 51 ....................................... Regulatory - 57 PACKAGING Available in 5 US gallon plastic containers, 50 US gallon drums and totes. PREPARATION • Clean the borate treated wood from dust, dirt, etc. • Remove any crystals of Boracol treated wood surface with a damp rag. APPLICATION METHODS • Dipping • Flood Coating • Spraying • Brush or Roller WORKING PROCEDURE • Apply Borlox consistently • Do not overwork the finish • Apply on dry wood • Allow 12 hours of drying time @200C (77°F) • Apply second coat of Borlox • See published Directions for Use STORAGE Store at a temperature of between +20C and +25°C (360F and 771F). Keep containers tightly closed. Borlox Page 1 of 2 v SAFETY See Material Safety Data Sheet WARNING TO USERS Keep out of reach of children, if swallowed immediately drink two glasses of milk or warm water. Do not induce vomiting. Call physician immediately. Avoid contact with skin or eyes; flush with soap and water. Avoid breathing of vapor or mist. Wear a properly fitted NIOSH approved respirator. The information contained in this document is given in good faith based on our current knowledge. The use of the product is beyond the control of The Sansin Corporation, and no guarantees, expressed or implied, are made as to the result to be obtained if not used in accordance with the published Directions for Use. The Sansin Corporation does not assume any legal responsibility for use or reliance on same. This information must on no account be used as a substitute for necessary field tests, which alone can ensure that the product is suitable for the expected use. Before using any product, read its label. September 2009 Borlox Page 2 of 2 N � M FIL =-m Twin Peaks Tukwila, Washington Storm Drainage Memorandu November 19, 2015 r M.1'. Mks 1505 Westlake Avenue N, Suite 305, Seattle, WA 98109 (206) 522-9510 FAX (206) 522-8344 EMAIL: pacland@pacland.com Prepared By. Bill Fortunato, P.E. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 5 2016 city ®f Tukwila BUILDING DIVISION RECEIVE`) NOV. 25. 2015 TUKWiu, PUBLIC WORKS I` 'C -"Jc D CITY OP TtJr'-% ILA NOV 2 0 2015 PERMIT CENTER DI5.02013 Twin Peaks Storm Drainage Memorandum Tukwila, WA Development: The property is located at the northeast corner of S 180th Street and Southcenter Parkway in the City of Tukwila, Washington. The site is part of an approximately 2.2 acre parcel. The project area will be an estimate 8500 sf of on -site disturbance. The drainage area which is being addressed limited to the new building roof. The property is currently occupied by multiple retail uses. The entire property is developed. Design Criteria: The City of Tukwila has adopted storm drainage requirements as which references the 2002 Washington State Department of Ecology. Existing Conditions: The site has been developed as a commercial property over the past 20 or so years. The existing site condition is that of pavement, building roofs and a small amount of landscaping. The project area generally slopes to the east of 2%. Currently, the site's stormwater runoff sheet flows over the pavement to the existing conveyance system to the east of the building. The redevelopment flow chart has been provided below along with a discussion of compliance. PACLANbc Project #10-492-001 Page 1 Twin Peaks Storm Drainage Memorandum Tukwila, WA / Do the new, replaced, or now plus replaced impervious surfaces No total 2,000 square feel or more? OR Ones the project disturb 7.000 square feet or more of land? Campty wNh Mintmum Comply with Minimum equtrements #1 - #8 and #11. Requirement #2 and conduct a Continue to next questions qualitative off -site analysis per Minimum Requirement #11 Aoes the project add 5,000 square feet or more of taw Impervious surfaopsT OR Yea NO Convert acres or more of native vegetation to No tawnliandscaped? OR Convert 2.5 acres or more of native Review Minim; Requirements vegetation to pasture? #1-12 and comply with applicable requirements. Requirements apply to now and converted surfaces. Continue to the next quaadon and continue to Flow Control flow chart. Is the to#aI of new plus replaced impervious surfaces 5,000 square feet Yes or more and does the value of the proposed No improvements, Including interior Improvements, exceed 50% of the Review Minimum Requirements assessed value of the ext ' 91-12 and comply with applicable site improvements? requirements. Requirements apply No additional to now and replaced impervious requirements surfaces. Continue to Flow Control flow chart. NOTES: 1. The combined total of new and replated surfaces since January 1, 2003 shall apply when determining the thresholds. 2. Minimum Requirements #10 and 912 may apply to any project regardless of she size. 3. Watershed specific requirements may or may not require compliance with certain minimum requirements regardless of site size. 4. It is the applicant's responsibility to determine the final natural discharge location for all projects. Figure 1- 5. Determining Minimum Requirements for New and Redevelopment Project Sites Chapter 3 1- 25 Volume 1 Minimum Requirement #1- Preparation of Stormwater Site Plans Stormwater Site Plans shall be prepared in accordance with Chapter 4 of this Volume. A Stormwater Site Plan consists of an assessment of both temporary and permanent stormwater and drainage impacts. Response: The preparation of this document satisfies this requirement. PACLAND Project #10-492-001 Page 2 w 1 Twin Peaks Storm Drainage Memorandum Tukwila, WA Minimum Requirement #2- Construction Stormwater Pollution Prevention Plan (SWPP) This is required in order to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of a project. SWPPs must include all of the following twelve elements: mark clearing limits, establish construction access, control flow rates, install sediment controls, stabilize soils, protect slopes, protect drain inlets, stabilize channels and outlets, control pollutants, control de -watering, maintain BMPs, and manage the project. Response: Because this project will be replacing over 5,000 square feet of impervious surface, a long form Construction SWPPP is required. The completed Construction SWPPP will be completed and maintained by the contractor. Minimum Requirement #3- Source Control Plan All known, available, and reasonable source control BMPs shall be applied to all projects. Source control BMPs shall be selected, designed, and maintained according to the 2012 SWMM. Structural source control BMPs shall be identified in the stormwater site plan and shall be shown on construction plans submitted for City review. Response. Refer to the Permanent Stormwater Control Plan for the identification and discussion of applicable source control BMPs. Minimum Requirement #4- Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. As part of a submittal, the applicant shall identify the location of natural drainage, topography, historic drainage information and any potential impacts. Response: The existing stormwater system will be utilized to discharge the storm drainage. The new building will connect the roof drain leaders at the existing connections. Minimum Requirement #5- On -site Stormwater Management Projects shall employ, where feasible and appropriate, onsite stormwater management BMPs to infiltrate, disperse, and retain stormwater runoff onsite to the maximum extent feasible without causing flooding, erosion, and water quality or groundwater impacts. Response: The project will not add significant impervious surfaces or change the amount of impervious surface subject to pollution generating activities. Refer to the Permanent Stormwater Control Plan to see the existing and proposed onsite conditions PACLAND Project #10-492-001 Page 3 � •i Twin Peaks Storm Drainage Memorandum Tukwila, WA Proposed Drainage System: Project proposes to connect to the existing network of underground pipe, catch basins, curbs and gutter, to collect surface water runoff throughout the site. Conclusion: The proposed stormwater management system for this project will be designed in accordance with the City of Tukwila regulatory criteria. The proposed design will incorporate stormwater quality BMP's during construction. Therefore, no significant adverse impacts to the stormwater management system downstream are expected as a result of the proposed development. PACLAND Project #10-492-001 Page 4 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director March 01, 2016 ALEX KANAPILLY 3333 S BANNOCK ST, STE 340 ENGLEWOOD, CO 80110 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D15-0293 TWIN PEAKS - 17920 SOUTHCENTER PKWY Dear ALEX KANAPILLY, 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. • (BUILDING REVIEW NOTES) 1. I appreciate the response to the previous plan review memo satisfying our requests. While we are still awaiting the structural review process to be completed, one more item shall be required before approval of the permit. This was not included in the previous memo since it has just recently became a requirement for large projects such as this. The owner shall engage and designate on this building permit application a registered design professional who shall act as the registered design professional in responsible charge. The registered design professional in responsible charge shall be responsible for reviewing and coordinating submittal documents prepared by others, including phased and deferred submittal items, for compatibility with the design of the building. Also note, the building official shall be notified in writing by the owner if the registered design professional in responsible charge is changed or is unable to continue to perform the duties. Please provide this signed documentation from the owner, the name of the registered design professional in responsible charge and to include all necessary contact information i.e. email address, business phone and location. This documentation shall be presented to the building official prior to approval of construction plans and related permit documents. (IBC [A] 107.3.4) Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 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)433-7165. Sincerely, Rachelle Ripley P Y Permit Technician File No. D15-0293 6300 Southcenter Boulevard Suite #100 • Tukwila Washington. 98188 • Phone 206-431-3670 • Fax 206-431-3665 D9SIGN PARA 6373 SILV9R STRQAM LN FRISCO. TX 750341 March 17, 2016 Tukwila Community Development 6300 Southcenter Blvd Tukwila, WA 98188 Re: Twin Peaks 17920 Southcenter Pkwy Tukwila, WA 98188 Mr. Rambo: M 9 T Q RS, LLC P4 214-784.5014 As the Architect of Record, the owner has engaged me on this building permit application to act as the registered design professional in responsible charge. As the registered design professional, I will be responsible for reviewing and coordinating submittal documents prepared by others, including phased and deferred submittal items, for compatibility with the design of the building Sincerely, J rey a cer, Architect De ' n arameters, LLC CORRECTION I-TR#-`2,. bjs- O-)O-z RECEIVED CITY OF TUB IWIL A MAR 2 1 2016 PERMIT CENTER 7 I Page of 1 ANCHOR ENGINA,,fING, INC. 253,,7... STREET, DEAwER, CO 80211 a'• 303-783-4797 s'• 303-830-9133 FAx 0- J January 25, 2016 Design Parameters Attn: Jeff Baker 10495 S. Progress Way, #202 Parker, CO 80134 RE: Twin Peaks 17920 Southcenter Parkway Tukwila, WA 98188 Anchor Job #: 150529 Log #: D15-0293 rvww. anchoreng. coin As per your request, our office has reviewed the City of Tukwila building department comments for the above - mentioned project. Our office has the following responses: 1. The Forte Member Report in structural calculations specifies snow load at 20 psi. All other sections and notes reference 25 psi. Please clarify or revise for consistency with other snow loads specified. Response: Refer to roofsnow load notes under the "Design Loads" portion ofgeneral notes (S000), the ground snow load is 25 psf and the ASCE 7-10 roof snow load is 20 psf. At some locations on the roof drift loading is applied The drift loading was calculated per the requirements ofASCE 7-10 using the roofgeometry and Tukwila climatic data. Refer to pages 13-15 of the stamped calculation package for snow, load calculations. Forte member reports will reference either the uniform roof snow load of 20 psf or have additional drift loading. 4. Structural details do not show the roof access framing on the roof fi•aming plan. Provide the details on structural. Also the plan calls for roof top compressors (beer chillers) with no framing details or specifications. Provide manufacturers specifications with weight of the compressors. If required show the additional roof framing or specify if the roof framing is sufficient for the combined loads of the compressors. Response: The roof hatch is located in an area of the roof framed with engineered roof trusses. The fr•arning of the hatch will be addressed in the roof shop documents by the truss manufacturer. The architect will speck the size and location of the hatch and our office will review the truss shop documents per the structural documents for structural adequacy. In discussion with the architect the exact model of the beer chillers have yet to be finalized Our office has attached a cutsheet of a model in consideration. The weight is on the order of 1001bs. Our office will coordinate the loading imposed on the roof truss bottom chord from the beer chillers upon selection of a product with the architect, truss manufacturer and general contractor. 9. For clarification, on sheet S100 between grid 3.1 and 3.5 over the bar area detail key references indicates I/S300. 1 assume it should be 13/S300. Please clarify. Response: You assumption is correct. If an RFI is issued from the contractor regarding this typo i respond noting the typo should be 13/S300. `Q! IMF. Sincerely, Anchor Engi leering, Inc. Reviewed by: Fc V Iq�b35 �O �' REc1stE� v �N. Jess , P. ., S.E. David A. Poe, P.E, S. Project En 'nee Principal Engineer FSSIONAL� .',DESIGNING DENVER AND BEYONDa6 a r January 22, 2016 Department of Community Development City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Twin Peaks Tukwila WA Permit PG15-0136 17920 Southcenter Parkway To whom it may concern, Below are responses to correction comments requiring a response for the above referenced project. Building Department Comments 2. Building codes information on cover sheet specifies 2012 International plumbing code which shall be changed to show 2012 Uniform Ptumbin.p Code. Electrical code shall be.. 2014 NEC. All huildin�_ envelope and elements shall comply with 20I2 Washington State Energy Code (hVSFQ in lieu of IECC. All codes shall include compliance with Washington Stata code amendment`. Changed code requirements on GOO 3. Provide completed 2012.Witshinctou State Nonresidential Energy Code 'Lighting" and "Building Envelope" compliance forms. 2012 NREC Compliance. Forms is available online at: http://www,nece.tictlencrgy-codes, (scroll down to center of page). Comcheck software shall not be accepted unless it can be demonstrated it meets the intent of WSFC. The plan details shall he updated to meet WSFC for floor, wall and ceiling insulation requirements. The forms shalt specify which method to use, either component performance or a prescriptive appnrach. Please update plan details and notes for Washington State energy code compliance. Updated to WSEC form on A002. 5. The.. roof plan shows a number of circles. Please identify what they represent and provide any detail., if necessary. Provide plan dimensions that show uKhaust vents at least 10 feet from intake air systems. Sheet A250 — Roof Plan has been revised. 6. The restaurant shall have various sewer and supply lines to the different service area where the potential for floor and foundation penetrations may occur. Show on a floor plan location for penetrations for pipes and service equipment. Show on the plan inhere the different plumbing or equipment lines shall penetrate the Moor at required locations. Provide details and recommendations for sleeves or other methods for potential pipe and service lines penetrations. GC will coordinate slab -on -grade under -slab plumbing locations and stub -ups prior to floor slab pour. Any penetrations through grade beams will be coordinated with Struct. Engineer. 7. Therc are a number of dimension missing* on the floor plan (A2I OA). While. looking for bathroom dimensions, the bathroom blowup section indicates to be found on detail l/A410. That section does not exist and is keyed to a separate hatlutiwm wall detail. Please provide all mcessary dimensions. Provide, the bathroom detail as indicated with dimensions. 1049S S. PROGRESS WAY, SUITE 202: PARKER, COLORADO 80134 : PHONE 303.668.1474 : FAx 303.362.7361 Dimensions have been added to Sheet A2I OA and detail mark has been revised to 20/A440. 8. Provide a door and window schedule matrix that shows dour & window numbers keyed to the floor plan Provide each specific notes and specifications for the different doors and windows. Include manufacturer's specifications for the motorized insect screens. include the. garage doors with insulated U-values and seals specificd. Schedule sfuttl also specify the U-values of all exterior doors and windows per 2012 WSEC. Sheet A320 has been revised with added schedules. A210 with Insect Screen Specs. 10. Provide complete details for the roof access ladder and how it shall he ,ecured. Include the ra-tf hatch UL. listines, curb specifications with manufacturer's installation details. Reference Sheet A250 details 02 and 03. 11. On the fixture plan, show where the wheelchair accessible seating shall be located. The tops of dining surfaces and work surfaces shall be 28 inches minimum and 34 inches maximum in height above the floor. All other elements to be. wheelchair accessible lbr the dining areas shall comply with Chapter 4 of the 2009 ANSI code. The Fixture Schedule on A310 wasn't clear as to the location and sites of tables and which ones shall he accessible. Some table key references eithea appear to he missin.v or inisplaced. Please clarify. Sheet A230, tables have been noted as with an ADA symbol. 12. Provide. acecssiblc ADA barrier free detail sheet with details, dimensions related accessible bathroom fixture; and all other interior/exterior building related accessible elements. Sheet GOOIA has been added to the set. 13. In addition to the scupper detail shown on sheet A.i40, pmvide actual dimensions for the sizing of the scuppers. Provide calculations for the 100-year. 1-hour rainfall for this region to shone the &:uppers size, shall be sufficient to handle the rain water. (IBC SECTION 1611) See Revised Roof Plan with calculations shown. 14. The detail 04 on A530 shown exterior trell is materials where the ends of the wood point upward exposed to the damp elements where to potential over time would decay. Specify all exterior wood to br pressure treated or treated - with material coatings specific for this geographical area and climate. Pods of exterior wood shall he protected by a specific method of protection. (IBC 2303.1.8) Detail 04/A530 has been noted referencing pressure treated wood. 15. Plan detail on sheet A330 proposes core drill 2" deep into concrete for the fixed tables. By this design due to use and lateral force. of the !able top, the concrete most likely would break on the edges and fail to hold the table secure. Also this would make for a very wobbling table. Provide a detail to show a method for sufficicaitly securing the tables where tables shall he adequately secured and stable. Revised Detail to go 5" into/thru slab and epoxy into place 10495 S. PROGRESS WAY, SUITE 202: PARKER, COLORADO 80134 : PHONE 303.668.1474 : FAx 303.362.7361 16. Sheet A430 details show the reference TL-0 I and TL-02.1 could not find it listed in the finish schedule. please. Clarify or add to the schedule. Sheet A430 — tags have been revised to T-01. 17. Because of the nigh (tumidity For this region, stucco walls are susceptible to moisture buildup on the interior framing with the potential fog ntuld and moisture damage. Provide specific details for the DRYVIT kwsfern. or Stucco system proposal, Sltowin- application of all 1<ayer5, joints, and required fastening. Specify type of moisture harrier (manufacture) materials acceptable for this region for stucco systcrns. Provide duality assurance insptclion requirements. JBC 1404.11 & SECTION 14{}8) Reference sheet G003 — Section 07240 for E.I.F.S. information. 18. Provide manufacturer's installation .information manual and details with UL listing for the fireplace. Firepit has been removed from the project. Planning Department Comments 1) As stated as a condition of approval in the Notice of Decision 1'or the corresponding design review (L.15-4052). the three light poles on the west elevation must be replaced to be consistent with the design of the new building. Note replaced light Pops on site plan and include light pole detail. See revised Civil Plans 2) Sheet A270 shores chain link fencing in the service area. As stated in TMC 18.28.280(C).. chain link fencing is not allowed in the'rOC unless it is fully screened from view. Revise elevations to show cedar slat fencing fully screens chain link fencing. Sheet A270 Detail 31, this area is within the enclosed cedar fence area and not seen from the exterior elevation. 8. Propused trash enclosure may be required to be covered. Contact Alike Cusick, Y.L.. Senior Water cot Sanitary Secve,r Engineer at {206) 431-2441, Michael.C;usickCa,TukwilaWA.,ov- for specilic questionslinforntatiun reg.trding this requirement. ` See Revised Elevations and Roof Plan. Sincerely, Jeffrey Baker, Architect 10495 S. PROGRESS WAY, SUITE 202: PARKER, COLORADO 80134 : PHONE 303.668.1474 : FAx 303.362.7361 s City of Tukwila Department of Community Development December 29, 2015 ALEX KANAPILLY 3333 S BANNOCK ST, STE 340 ENGLEWOOD, CO 80110 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0293 TWIN PEAKS - 17920 SOUTHCENTER PKWY Dear ALEX KANAPILLY, 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. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" to be stamped and signed. [Electronic copies shall not be approved.] (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. The Forte Member Report in structural calculations specifies snow load at 20 psi. All other sections and notes reference 25 psi. Please clarify or revise for consistency with other snow loads specified. 2. Building codes information on cover sheet specifies 2012 International plumbing code which shall be changed to show 2012 Uniform Plumbing Code. Electrical code shall be 2014 NEC. All building envelope and elements shall comply with 2012 Washington State Energy Code (WSEC) in lieu of IECC. All codes shall include compliance with Washington State code amendments. 3. Provide completed 2012 Washington State Nonresidential Energy Code "Lighting" and "Building Envelope" compliance forms. 2012 NREC Compliance Forms is available online at: http://www.neec.net/energy-codes, (scroll down to center of page). Comcheck software shall not be accepted unless it can be demonstrated it meets the intent of WSEC. The plan details shall be updated to meet WSEC for floor, wall and ceiling insulation requirements. The forms shall specify which method to use, either component performance or a prescriptive approach. Please update plan details and notes for Washington State energy code compliance. 4. Structural details do not show the roof access framing on the roof framing plan. Provide the details on structural. Also the plan calls for roof top compressors (beer chillers) with no framing details or specifications. Provide manufacturers specifications with weight of the compressors. If required show the additional roof framing or specify if the roof framing is sufficient for the combined loads of the compressors. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 5. The roof plan shows a number of circles. Please identify what they represent and provide any details if IV necessary. Provide plan dimensions that show exhaust vents at least 10 feet from intake air systems. 6. The restaurant shall have various sewer and supply lines to the different service areas where the potential for floor and foundation penetrations may occur. Show on a floor plan location for penetrations for pipes and service equipment. Show on the plan where the different plumbing or equipment lines shall penetrate the floor at required locations. Provide details and recommendations for sleeves or other methods for potential pipe and service lines penetrations. 7. There are a number of dimensions missing on the floor plan (A210A). While looking for bathroom dimensions, the bathroom blowup section indicates to be found on detail 1/A430. That section does not exist and is keyed to a separate bathroom wall detail. Please provide all necessary dimensions. Provide the bathroom detail as indicated with dimensions. 8. Provide a door and window schedule matrix that shows door & window numbers keyed to the floor plan. Provide each specific notes and specifications for the different doors and windows. Include manufacturer's specifications for the motorized insect screens. Include the garage doors with insulated U-values and seals specified. Schedule shall also specify the U-values of all exterior doors and windows per 2012 WSEC. 9. For clarification, on sheet S100 between grid 3.1 and 3.5 over the bar area the detail key references indicates 1/S300. I assume it should be 13/300. Please clarify. 10. Provide complete details for the roof access ladder and how it shall be secured. Include the roof hatch UL listings, curb specifications with manufacturer's installation details. 11. On the fixture plan, show where the wheelchair accessible seating shall be located. The tops of dining surfaces and work surfaces shall be 28 inches minimum and 34 inches maximum in height above the floor. All other elements to be wheelchair accessible for the dining areas shall comply with Chapter 9 of the 2009 ANSI code. The Fixture Schedule on A310 wasn't clear as to the location and sizes of tables and which ones shall be accessible. Some table key references either appear to be missing or misplaced. Please clarify. 12. Provide accessible ADA barrier free detail sheet with details, dimensions related accessible bathroom fixtures and all other interior/exterior building related accessible elements. 13. In addition to the scupper detail shown on sheet A340, provide actual dimensions for the sizing of the scuppers. Provide calculations for the 100-year, 1-hour rainfall for this region to show the scuppers sizes shall be sufficient to handle the rain water. (IBC SECTION 1611) 14. The detail 04 on A530 shown exterior trellis materials where the ends of the wood point upward exposed to the damp elements where to potential over time would decay. Specify all exterior wood to be pressure treated or treated with material coatings specific for this geographical area and climate. Ends of exterior wood shall be protected by a specific method of protection. (IBC 2303.1.8) 15. Plan detail on sheet A330 proposes core drill 2" deep into concrete for the fixed tables. By this design due to use and lateral forces of the table top, the concrete most likely would break on the edges and fail to hold the table secure. Also this would make for a very wobbling table. Provide a detail to show a method for sufficiently securing the tables where tables shall be adequately secured and stable. 16. Sheet A430 details show tile reference TL-01 and TL-02. I could not find it listed in the finish schedule. Please clarify or add to the schedule. 17. Because of the high humidity for this region, stucco walls are susceptible to moisture buildup on the interior framing with the potential for mold and moisture damage. Provide specific details for the DRYVIT system, or stucco system proposed, showing application of all layers, joints, and required fastening. Specify type of moisture barrier (manufacture) materials acceptable for this region for stucco systems. Provide quality assurance inspection requirements. (IBC 1404.11 & SECTION 1408) 18. Provide manufacturer's installation information manual and details with UL listing for the fireplace 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLANNING DEPARTMENT: LAURA BENJAMIN at (206)433-7166 if you have questions regarding these comments. • 1) As stated as a condition of approval in the Notice of Decision for the corresponding design review (1-15-0052), the three light poles on the west elevation must be replaced to be consistent with the design of the new building. Note replaced light poles on site plan and include light pole detail. 2) Sheet A270 shows chain link fencing in the service area. As stated in TMC 18.28.280(C), chain link fencing is not allowed in the TUC unless it is fully screened from view. Revise elevations to show cedar slat fencing fully screens chain link fencing. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Cover Sheet CV-1.0 — Add sheet no. D-1.0 (Demolition/ESC Plan) to Drawing Index. Remove sheet nos. A1.0 & A2.0 (Exterior Elevations) from Drawing Index. 2. Cover Sheet CV-1.0 — Top of sheet should be `Portion of the NW 1/4 of the NEIA and the NE1/4 of the NW 1/4, of Sec. 35, TWP 23 N, RGE 4E, W.M.'. 3. Demolition/ESC Plan Sht. D-1.0 — Remove note to remove and replace existing City of Tukwila Street Light. See red -lined plan sheet enclosed. 4. Site Plan Sht. C-1.0 — Remove site key R from existing City of Tukwila Street Light (to install new light pole). See red -lined plan sheet enclosed. 5. Utility Plan Sht. C-3.0 — Enlarge area showing the waterlines & fire lines, domestic backflow w/hot box, P.I.V, FDC, etc. See red -lined plan sheet enclosed. 6. Utility Plan Sht. C-3.0 — Provide floor drain for Trash Enclosure and connect to the sanitary sewer. See red -lined plan sheet enclosed. 7. Utility Plan Sht. C-3.0 - Verify if installing a new deduct water meter for irrigation. If new deduct water meter then show and label on plan sheet including backflow. If there is an existing irrigation meter then show and label on plan sheet including backflow information. 8. Proposed trash enclosure may be required to be covered. Contact Mike Cusick, P.E., Senior Water & Sanitary Sewer Engineer at (206) 431-2441, Michael.Cusick@TukwilaWA.gov for specific questions/information regarding this requirement. 9. Utility Plan Sht. C-3.0 — NOTE - Existing grease interceptor can be cleaned, inspected, and reused, only if it conforms to City of Tukwila standard detail SS-14. Only gray water from sinks, floor drains, and drains under garbage compactors are routed through the interceptor. DO NOT route dishwashers through the grease interceptor. 10. Provide grease interceptor size calculations for the new Restaurant per City of Tukwila standard detail SS-14 11. Submit a cut sheet for both Backflow Devices and circle each device to be installed. Verify that backflow devices are approved by the Washington State Department of Health Backflow Prevention Assembly as listed on the Washington State approved list. 12. A separate plumbing permit shall be obtained for installation of fire prevention Detector Check Double Valve Assembly (DCDVA). Plan showing installation detail w/callout of backflow size, manufacturer's name, model number, together with backflow cut sheet shall be submitted to Tukwila permit center for review and approval. 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. Verify if the (DCDVA) is to be constructed outside of the Building within a Vault (or) to be installed inside the Building. 13. Show & label water meter only (or) deduct water meter (if applicable), including size; on Civil plan sheet and Irrigation plan sheet. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 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, c -0 Al Bill Rambo Permit Technician File No. D15-0293 6300 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 9 Phone 206-431-3670 9 Fax 206-431-3665 ReidMiddleton March 16, 2016 File No. 262015.005/01003 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Twin Peaks Restaurant (D15-0293) Dear Mr. Hight: RECEIVED CITY OF TUKWILA MIAR 17 2016 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. We have no comments necessitating a response from the permit applicant. Three complete sets of revised structural drawings were submitted in response to our second plan review to replace the previous structural drawing set. Please find the enclosed three sets of stamped Anchor Engineering drawings. The following structural calculations are enclosed: 1. One set of original calculations dated November 17, 2015. 2. Three sets of supplemental calculations dated January 27, 2016. 3. Three sets of stamped supplemental calculations by Anchor Engineering dated March 2, 2016. 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. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure. See also IBC Section EVERETT728 134th Street SW 1613.1 and Section 13.2 of ASCE 7-10. suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila March 16, 2016 File No. 262015.005/01003 Page 2 Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Riley Group, dated August 20, 2015. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill. 3. Construction dewatering, where applicable. 4. Placement of structural fill and soil compaction. 5. Verification of soil -bearing capacity. 6. Installation of foundation wall subsurface drainage system. 7. Placement and compaction of foundation wall backfill. Structural special inspections. Special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction: continuous. See also IBC Section 1705.3. 2. Reinforcement at concrete construction: periodic. See also IBC Section 1705.3. 3. Welding of concrete reinforcement at the seismic -force -resisting system: continuous. See also Item 2 of IBC Table 1705.3 and Item 2.b.2 of IBC Table 1705.2.2. 4. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.11. 5. Installation of steel anchor bolts/rods in concrete at hold-downs of wood -framed lateral -force -resisting system: continuous. See also IBC Sections 1705.3 and 1705.11. 6. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. 7. Adhesive installation of concrete reinforcement, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. See also IBC Section 1705.1.1. 8. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5. 9. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. Reid iddletaL Mr. Jerry Hight, Building Official City of Tukwila March 16, 2016 File No. 262015.005/01003 Page 3 10. Welding of structural steel members for single -pass fillet welds (maximum 5/16 inch): periodic. See also IBC Sections 1704.2.5, 1705.2, and AISC 360-10 Section N5. 11. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16 inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. 12. Welding of steel threaded rods, where applicable: periodic. See also IBC Section 1705.2. 13. Welding of cold -formed steel roof decks: periodic. See also Item 2.a.1 of IBC Table 1705.2.2. 14. Installation of power -driven fasteners at cold -formed steel roof decks: periodic. See also IBC Section 1705.1.1. 15. Installation and fastening of prefabricated steel structure: periodic. See also IBC Sections 1704.2.5 and 1705.2. 16. On -site welding of cold -formed steel roof deck at prefabricated steel structure: periodic. See also Item 5.a.6 of IBC Table 1705.2. 17. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. 18. High -strength bolting of structural steel members, slip -critical: continuous. See also IBC Section 1705.2, Section N5.6 of AISC 360-10, and RCSC Section 9.3. 19. Installation and fastening of prefabricated metal -plate -connected wood trusses: periodic. See also IBC Section 1705.5.2. 20. Fastening and welding at cold -formed, steel -framed, lateral -force -resisting system: periodic. See also IBC Section 1705.11.3. 21. Fastening at wood -framed, lateral -force -resisting system: periodic. See also IBC Section 1705.11.2. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete for specified compressive strength, f,', air content, and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 5.6. 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 ReidMiddle Mr. Jerry Hight, Building Official City of Tukwila March 16, 2016 File No. 262015.005/01003 Page 4 state that the work was performed in accordance with the approved construction documents. The following is a summary: 1. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, where applicable. See also IBC Sections 1705.12.1. 2. 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 such as Elevation 1/S404. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS DI A-98. 3. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See also IBC Section 1901.2, Section 3.5.2 of ACI 318-11, and Section 6.1.2 of AWS DIA-98. 4. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. 5. Submittal of certificates of compliance from the fabricators of prefabricated structural steel frames at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. 6. Submittal of welding procedure'specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at 0 degrees-F as determined by the applicable AWS A5 classification test method. See also IBC Section 2205.2.2, Section A3.4b of AISC 34140, Section A2 of AISC 360-10, and Sections 2.3.2 and 4.2.1.3 of AWS D1.1-10. 7. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at minus 20 degrees-F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees-F as determined by Section A3.4a. See also IBC Section 2205.2.2, Section A3.4b of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.3.2 and 4.2.1.3 of AWS D1.1-10. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila March 16, 2016 File No. 262015.005/01003 Page 5 8. Submittal of certificates of compliance from the fabricators of prefabricated metal -plate -connected wood trusses at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.2, and 2303.4.7. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Seth E. Stapleton, P.E. S.E. Bradley Martin P E p Y ., S.E. Project Engineer Project Engineer Enclosures cc: Alex Kanapilly, Stovetop Restaurant Group (by e-mail) Jeffrey Baker, Jeffrey Baker Architects (by e-mail) Kristina Weller, Riley Group (by e-mail) David Poe, Anchor Engineering (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by surface mail and e-mail) Kevin Ellis, City of Tukwila (by e-mail) ReidMiddleton r_"� ReidrAiddleton ECEIVED February 16, 2016 FEB 22 2016 File No. 262015.005/01002 Community Development Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal Twin Peaks Restaurant (D15-0293) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Several of the previous review comments (letter to the city of Tukwila, dated December 30, 2015) have not been addressed completely in the recent submittal. The design team should address the comments below, which supersede the previous review comments and outline the remaining issues. The numbering system from our previous letter has been retained for your reference. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the structural engineer respond and resubmit four full-sized revised structural drawings and three copies of any supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical No additional comments. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com 13 Mr. Jerry Hight, Building Official City of Tukwila February 16, 2016 File No. 262015.005/01002 Page 2 Architectural 1. No additional comments. 2. No additional comments. Structural General 3. No additional comments. 4. No additional comments. 5. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. See also the structural comments below. The following is a summary: a. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, where applicable. See also IBC Sections 1705.12.1. b. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D 1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable, such as Elevation l/5404. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS DI A-98. c. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See also IBC Section 1901.2, Section 3.5.2 of ACI 318-11, and Section 6.1.2 of AWS DI A-98. d. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila February 16, 2016 File No. 262015.005/01002 Page 3 e. Submittal of certificates of compliance from the fabricators of prefabricated structural steel frames at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. f. Submittal of welding procedure specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at 0 degrees-F as determined by the applicable AWS A5 classification test method. See also IBC Section 2205.2.2, Section A3.4b of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.3.2 and 4.2.1.3 of AWS D1.1-10. g. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at minus 20 degrees-F as determined by the applicable-AWS A5 classification test method and 40 ft-lbf at 70 degrees-F as determined by Section A3.4a. See also IBC Section 2205.2.2, Section A3.4b of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.3.2 and 4.2.1.3 of AWS D1.1-10. h. Submittal of certificates of compliance from the fabricators of prefabricated metal -plate -connected wood trusses at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.2, and 2303.4.7. The revised drawings do not appear to include the above text requiring submittals to the building official. Hence, this comment remains unresolved. 6. No additional comments. 7. No additional comments. 8. No additional comments. 9. No additional comments. 10. No additional comments. 11. No additional comments. 12. No additional comments. 13. No additional comments. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila February 16, 2016 File No. 262015.005/01002 Page 4 14. No additional comments. 15. No additional comments. 16. No additional comments. 17. No additional comments. 18. No additional comments. 19. No additional comments. 20. No additional comments. Vertical 21. No additional comments. 22. No additional comments. 23. No additional comments. 24. No additional comments. 25. No additional comments. 26. With respect to Detail 6/5402, the size and effective throat for the flare bevel weld connecting the side plate to the HSS column is unclear. The drawings should be revised to clarify the required weld size and effective throat and resubmitted for review. See IBC Sections 107.2.1, 1604.2, 1604.4, 2205.1, as well as AISC 360-10 Section A2 and AWS D1.1-10 Section 1.6. Reid Middleton understands that Detail 6/5402 has been changed since submission of the revised drawings and that the connecting welds will be fillet welds and not flare -bevel groove welds. Please submit this revised detail to resolve this comment. 27. No additional comments. 28. No additional comments. 29. No additional comments. ReidMiddleton Mr. Jerry Hight, Building Official City of Tukwila February 16, 2016 File No. 262015.005/01002 Page 5 Lateral 30. The design includes wood framing. The drawings do not appear to include the requirement for 3x3x0.229 washers to extend to within a 1/2-inch of the edge of the bottom plate per IBC 2305.1 and AF&PA SDPWS 2008 Section 4.3.6.4.3. Please revise the drawings to indicate this requirement in the drawings and resubmit the drawings. 31. No additional comments. 32. Sheet S200 and Details 14/S400 and 15/ S400 are unclear as to the connection of the deck Type 1 to the wood trusses and wood structure below. The calculations are also unclear as to the consideration of the reduction in nail capacity due to the nails' lack of 1 Od penetration into the below wood structure. The drawings should be revised to clarify the required connections and substantiating data, such as additional calculations that the proposed design has the design capacity to resist the required IBC loadings. See IBC Sections 107.2.1, 1604.2, 1604.4, 1605.2, 1605.3, 1609.1.1, 1913.1, and 2305.1, as well as AWC NDS-2012 Table I I including the footnotes and AWC SDPWS-2008 Tables 4.2A and 4.2C. Sheet S400 was not submitted in the latest set of drawings. Hence, this comment remains unresolved. 33. ' Detail 7/5400 is unclear regarding whether the 200-pound force at the top of the parapets as indicated in the truss note is a factored or service load. Please revise the drawings to clarify the type of load. See IBC Section 107.2.1 and Section 1604.2. Sheet S400 was not submitted in the latest set of drawings. Hence, this comment remains unresolved. 34. Section 9/S400 is unclear as to the load path from the 2x blocking between the joists, which appears to carry roof diaphragm shear and the wall or beam below the blocking. Please revise the drawings indicating the required connection between the blocking and the below beam or wall and resubmit for review. See IBC Section 107.2.1 and Section 1604.2. Our review indicates the steel columns and cantilevered column system takes lateral loading. The proposed system does not appear to meet the requirement for a three -sided diaphragm. Please clarify how the diaphragm loading is passed Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila February 16, 2016 File No. 262015.005/01002 Page 6 to the cantilevered column system. Also please provide substantiating data that indicates the proposed cantilevered system has the design capacity to resist the IBC loadings. See IBC Sections 1604.2, 1604.4, 1605.2, 1605.3, 1609.1.1, 1613.1, 2205.2.2; ASCE 7-10 Sections 12.2.1, 12.2.3.3; and AISC 341-10 Section D1.4a, Section. E5, and Section E6. 35. Details 3/S401 and 2/S402 appear to use Powder Driven Fasteners as part of the lateral -force -resisting system. Per ICC-ES ESR-2269 for Hilti X-U fasteners, Section 4.1.5 number 5, Hilti fasteners installed in steel base material for use in design of the lateral -force -resisting system, such as shear walls, is beyond the scope of this ICC report. Please provide substantiating data, such as an ICC Engineering Services Report, that justifies the current design, or revise the design and resubmit the drawings for review. See IBC Sections 104.11, 107.2.1, 1604.2, 1604.4, 1605.2, 1605.3, 1609.1.1, and 16013.1. Detail 3/5401 appears to be unchanged from the original drawings. Also, the revised Detail 2/5402 is unclear regarding how the wood is attached to the supporting steel framing. Hence, this comment remains unresolved. 36. No additional comments. 37. The complete -joint -penetration groove welds of the beam flanges, shear plates, and beam webs to the columns of the steel frames are required to be demand critical. Also, the welds at the column -to -base plate connections for steel special cantilever column systems are required to be demand critical welds. Section 1/5405 should be revised by specifying the locations of these welds for review. See IBC Section 2205.2.2 and Sections A4.2(3), E1.6a, and E6.6a of AISC 341-10. 38. This comment remains unresolved due to the above comments being unresolved. 39. The submitted calculations are unclear as to the consideration of the amplified seismic load per the IBC and AISC 341-10 Section D2.6a and E6.6. Further, the drawings, such as Section 1/5405, are unclear as to the attachment of the proposed steel structure to the below foundation. The drawings should be revised to clarify this connection to the foundation. Substantiating data, such as additional calculations, should be provided indicating the proposed structure Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila February 16, 2016 File No. 262015.005/01002 Page 7 satisfies the IBC loadings including the amplified loadings. The design may need to be revised. Please verify. This comment remains unresolved due to the above comments being unresolved. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin M. Hammer, P.E., S.E. Alan D. Findlay, P.E. Senior Engineer Project Engineer cc: Alex Kanapilly, Stovetop Restaurant Group (by e-mail) Jeffrey Baker, Jeffrey Baker Architects (by e-mail) Kristina Weller, Riley Group (by e-mail) David Poe, Anchor Engineering (by e-mail) Bill Rambo (by surface mail and e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\o:\doc\26\planrevw\bellevue\15\tO 1 Or2.doc\adf ReidMiddle ReidrAiddleton December 30, 2015 File No. 262015.005/01001 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Twin Peaks Restaurant (D15-0293) Dear Mr. Hight: C� VD Comm�n'ry t pevelopme We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the structural engineer respond and resubmit four full-sized sets of the revised structural drawings and three copies of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Riley Group, dated August 20, 2015. See IBC Sections 1705.6 and 1803. The following is a summary: a. Site excavation and grading. b. Overexcavation for placement of structural fill. c. Construction dewatering, where applicable. RETT EVEEVE ETT Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 2 d. Placement of structural fill and soil compaction. e. Verification of soil -bearing capacity. f. Installation of foundation wall subsurface drainage system. g. Placement and compaction of foundation wall backfill. Architectural 1. Structural submittals required prior to issuance of the initial permit. Portions of the structural design have not been included by the applicant or structural engineer as part of the submittal to the city of Tukwila. The architect should recognize that the city of Tukwila will require approval of this submittal before the issuance of the initial permit. Please see below for a list that is required for the initial permit. The following is a summary. a. Design drawings for prefabricated metal -plate -connected wood trusses. 2. 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 should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. See also structural general comments below. The following is a summary: a. Concrete mix designs. b. Design drawings for attachment of mechanical and electrical components to the structure, and support by the structure. See also IBC Section 1613.1 and Section 13.2 of ASCE 7-10. Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. We assume the prefabricated structural steel members, steel structure, and structural Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 3 steel moment frames will be fabricated by registered and approved fabricators. See IBC Section 1704.2.5.2. The following is a summary: a. Concrete placement at concrete construction: continuous. See also IBC Section 1705.3. b. Reinforcement at concrete construction: periodic. See also IBC Section 1705.3. c. Welding of concrete reinforcement at the seismic -force -resisting system: continuous. See also Item 2 of IBC Table 1705.3 and Item 2.b.2 of IBC Table 1705.2.2. d. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.11. e. Installation of steel anchor bolts/rods in concrete at hold-downs of wood - framed lateral -force -resisting system: continuous. See also IBC Sections 1705.3 and 1705.11. f. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. g. Adhesive installation of concrete reinforcement, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. See also IBC Section 1705.1.1. h. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5. i. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 3 60- 10 Section N5. j. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5, 1705.2, and AISC 3 60- 10 Section N5. k. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. 1. Welding of steel threaded rods, where applicable: periodic. See also IBC Section 1705.2. m. Welding of cold -formed steel roof decks: periodic. See also Item 2.a.1 of IBC Table 1705.2.2. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 4 n. Installation of power -driven fasteners at cold -formed steel roof decks: periodic. See also IBC Section 1705.1.1. o. Installation and fastening of prefabricated steel structure: periodic. See also IBC Sections 1704.2.5 and 1705.2. p. On -site welding of cold -formed steel roof deck at prefabricated steel structure: periodic. See also Item 5.a.6 of IBC Table 1705.2. q. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. r. High -strength bolting of structural steel members, slip -critical: continuous. See also IBC Section 1705.2, Section N5.6 of AISC 360-10, and RCSC Section 9.3. s. Installation and fastening of prefabricated metal -plate -connected wood trusses: periodic. See also IBC Section 1705.5.2. t. Fastening and welding at cold -formed, steel -framed, lateral -force -resisting system: periodic. See also IBC Section 1705.11.3. u. Fastening at wood -framed, lateral -force -resisting system: periodic. See also IBC Section 1705.11.2. 2. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete for specified compressive strength, f,', air content, and slump. See IBC Sections 1705.3, 1901.2, ACI 318 Section 5.6. 3. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. See also the structural comments below. The following is a summary: a. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, where applicable. See also IBC Sections 1705.12.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 5 b. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable such as Elevation 1/5404. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS D1.4-98. c. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See also IBC Section 1901.2, Section 3.5.2 of ACI 318-11, and Section 6.1.2 of AWS DI A-98. d. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. e. Submittal of certificates of compliance from the fabricators of prefabricated structural steel frames at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. f. Submittal of welding procedure specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at 0 degrees-F as determined by the applicable AWS A5 classification test method. See also IBC Section 2205.2.2, Section A3.4b of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.3.2 and 4.2.1.3 of AWS D1.1-10. g. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at minus 20 degrees-F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees-F as determined by Section A3.4a. See also IBC Section 2205.2.2, Section A3.4b of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.3.2 and 4.2.1.3 of AWS D1.1-10. h. Submittal of certificates of compliance from the fabricators of prefabricated metal -plate -connected wood trusses at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.2, and 2303.4.7. 4. The section of the structural notes on special inspection, Sheet S000, should be revised by specifying additional special inspections, as indicated in Structural General Comment Number 1, and resubmitted for review. See IBC Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 6 Section 1704.3.1. Refer to Sections 1704 and 1707 and the structural comment above to determine the additional types of special inspections. 5. The extent of each type of special inspection in the section of the structural notes on special inspection, Sheet 5000, should be specified for review (e.g., periodic or continuous). See IBC Section 1704.3.1(5). Refer to Section 1702.1 for the definitions of continuous special inspection and periodic special inspection. Refer to Sections 1704 and 1707 and the structural comment above to determine when continuous or periodic special inspection is required for each type of special inspection. 6. The floor live load design data in the section of the structural notes on design loads, Sheet S000, should be revised by specifying the concentrated design loads at Level 1 and for each uniform design load whether it is reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607.10.1 and Table 1607.1. 7. The floor live load design data in the section of the structural notes on design loads, Sheet 5000, should be further revised by also specifying uniform design loads for the restaurant at Level 1. See IBC Sections 1603.1.1 and 1603.1.8 and Table 1607.1. 8. A note should be added to the section of the structural notes on concrete reinforcement, Sheet S000, specifying submittal by the contractor to the building official of reports of material properties from the manufacturers verifying compliance with AWS D I A for weldability of concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See IBC Sections 107.3.4.2, 1705.12.1, and 1901.2 and Section 3.5.2 of ACI 318-11. 9. A note should be added to the section of the structural notes on concrete reinforcement, Sheet 5000, specifying chemical tests to determine weldability of concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where reports of material properties verifying compliance with AWS DI A for weldability are not available. See IBC Sections 107.3.4.2, 1705.12.1, and 1901.2 and Section 3.5.2 of ACI 318-11. ReidMiddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 7 10. Based on our review, welding of concrete reinforcement other than by fillet welds is specified (e.g., Elevation 1/5404). A note should be added to the section of the structural notes on concrete reinforcement, Sheet S000, specifying submittal by the contractor to the building official of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See IBC Sections 107.3.4.2 and 1901.2 and Section 6.1.2 of AWS DI A-98. 11. Special inspection is required for the fabrication of structural steel members on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on structural steel, Sheet 5000, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the structural steel at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.2 and 1705.2. 12. Special inspection is required for the fabrication of prefabricated steel structures on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on prefabricated steel structures, Sheet 5000, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the steel structure at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.2, and 1705.2. 13. A note should be added to the section of the structural notes on steel, Sheet S000, specifying that the welds at members and connections of the seismic - force -resisting system shall be made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at 0 degrees-F as determined by the applicable AWS A5 classification test method. See IBC Section 2205.2.2, Section 7.3a of AISC 341-10, Section A2 of AISC 360-10, and Sections 1.4.1(5) and 2.3.2 of AWS D1.1-10. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 8 14. A note should be added to the section of the structural notes on steel, Sheet S000, specifying that demand critical welds shall be made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at minus.20 degrees-F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees-F determined by Section A3.4 of AISC 341-10. See IBC Section 2205.2.2, Section A3.4 of AISC 341-10, Section A2 of AISC 360-10, and Sections 1.4.1(5) and 2.3.2 of AWS D1.1-10. 15. Referring to the comments immediately above, the filler metal producing welds at members and connections of the seismic -force -resisting system are required to meet minimum requirements for Charpy V-notch toughness, which are specified in welding procedure specifications. A note should be added to the section of the structural notes on steel, Sheet S000, specifying submittal by the contractor to the building official of welding procedure specifications verifying these requirements. See IBC Sections 107.3.4 and 2205.2.2, Section A3.4 of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.2.2 and 4.2.1.3 of AWS D1.1-10. 16. A note should be added to the section of the structural notes on inspection, Sheet S000, specifying nondestructive testing of complete -joint -penetration (and partial -joint -penetration, where applicable) groove -welded joints at the steel ordinary moment frames and special cantilevered column systems. See IBC Section 1705.11.1 and Sections J1 and J6 of the AISC 341-10. 17. A note should be added to the section of the structural notes on wood, Sheet S000, stating that fasteners installed in preservative -treated and fire -retardant - treated wood shall be hot -dipped zinc -coated galvanized with a minimum coating weight complying with ASTM A 153. Fasteners other than nails, wood screws and lag screws are permitted to be mechanically deposited zinc -coated with coating weights complying with ASTM B 695, Class 55 minimum. Plain carbon steel fasteners in wood preservative -treated with SBX/DOT or zinc borate are not required to be galvanized. See IBC Sections 2304.9.5 and 2304.9.5.1. ReidMiddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 9 18. Special inspection is required for the fabrication of metal -plate -connected wood trusses on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on metal -plate -connected wood trusses, Sheet S000, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the trusses at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.2, 2303.4.6, and 2303.4.7. Vertical 19. Sheet S100 and Detail 1/5300 are unclear as to what base plates `1' and `2'are. Please revise the drawings clarifying what these base plates are and resubmit for review. See IBC Sections 107.2.1, 1604.2, and 1604.4. 20. With respect to Section 5/5401, the size of the double -sided fillet weld is unclear. The drawings should be revised to include the size of the weld and resubmitted for review. See IBC Sections 107.2.1, 1604.2, 1604.4, 2205.1 as well as AISC 360-10 Section A2 and AWS 131.1-10 Section 1.6. 21. With respect to Detail 6/5401, the size of the double -sided fillet weld connecting the angles to the steel rafters is unclear. The drawings should be revised to clarify the required weld size and resubmitted for review. See IBC Sections 107.2.1, 1604.2, and 1604.4. 22. Detail 8/S401 is unclear as to the maximum notch the wood beam may have as it frames into wood header, nor do the submitted calculations appear to consider the effect of this beam's notch has on the beam's shear capacity. The drawings should be revised to indicate the maximum notch that may be permitted, and substantiating data should be provided which indicates the proposed design has the capacity to resist the IBC loadings. Please see IBC Section 107.2.1, 1604.2, 1604.4, 1605.2, 1605.3, and 2305.1 as well as AWC NDS-2012 Sections 3.4.3 and 4.4.3. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 10 23. For Section 9/S401, this section is unclear as to the edge distance from the center line of the proposed bolt and the edge of the steel plate as well as unclear as to bolt size. The drawings should be revised to include this information and resubmitted for review. See IBC Sections 107.2.1, 1604.2, and 1604.4. 24. With respect to Detail 6/S402, the size and effective throat for the flare bevel weld connecting the side plate to the HSS column is unclear. The drawings should be revised to clarify the required weld size and effective throat and resubmitted for review. See IBC Sections 107.2.1, 1604.2, 1604.4, 2205.1 as well as AISC 360-10 Section A2 and AWS D1.1-10 Section 1.6. 25. Truss Elevation l/S404 is unclear with respect to: a. The thickness of the steel tubes, which does not appear to be indicated. b. What the abbreviation F.S. means, the drawings do not appear to include an abbreviation list. C. The orientation of the 8x14. The Elevation should be revised to clarify the above -mentioned items and resubmitted for review. See IBC Sections 107.2.1, 1604.2, and 1604.4 26. For Truss Elevation 1 /S404, the connection of the DAS to the embed plate is unclear. Please revise the elevation to show this connection and resubmit for review. See IBC Sections 107.2.1, 1604.2, and 1604.4. 27. Section 2/S401 is unclear with respect to:• a. The all-around field fillet weld size does not appear to be shown. b. The referenced sheet in the note ROOF TRUSS & TRUSS PLATES, RE: S-X SHEET. c. The Simpson HGLTV top flange hanger connection to the continuous 2x12 blocking. Please note, the blocking does not appear to have a gap between the blocking and the steel beam's top flange, hence the connection does not appear to be possible. d. The studs connecting the continuous blocking to the steel beam, especially Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 11 with respect to shear capacity of the blocking as this is dependent on the stud location in the blocking. The Section should be revised to clarify the above -mentioned items and resubmitted for review. See IBC Sections 107.2.1, 1604.2, and 1604.4. Lateral 28. The design includes wood framing. The drawings do not appear to include the requirement for 3x3x0.229 thick washers which shall extend to within a 1/2-inch of the edge of the bottom plate per IBC 2305.1 and AF&PA SDPWS 2008 Section 4.3.6.4.3. Please indicate where this requirement resides in the drawings or revise and resubmit the drawings with this requirement indicated. 29. Sheet S200 is not clear how the 3-1/2-inch Tectum III is attached to the supporting. structure so that the deck may transfer diaphragm shears and resist wind uplift loads. Please revise and resubmit the drawings indicating this information as well as provide substantiating data, such as additional calculations, that indicate the proposed connection have the design capacity to resist the required IBC loadings. See IBC Sections 107.2.1, 1604.2, 1604.4, 1605.2, 1605.3, 1609.1.1, and 1613.1 30. Sheet S200 and Details 14/S400 and 151 S400 are unclear as to the connection of the deck type 1 to the wood trusses and wood structural below. The calculations are also unclear as to the consideration of the reduction in nail capacity due to the nails' lack of 1 Od penetration into the below wood structure. The drawings should be revised to clarify the required connections and substantiating data, such as additional calculations that the proposed design has the design capacity to resist the required IBC loadings. See IBC Sections 107.2.1, 1604.2, 1604.4, 1605.2, 1605.3, 1609.1.1, 1913.1, and 2305.1 as well as AWC NDS-2012 Table 11M including the footnotes and AWC SDPWS-2008 Tables 4.2A and 4.2C. 31. Detail 7/5400 is unclear whether the 200-pound force at the top of the parapets as indicated in the truss note is a factored or service load. Please revise the drawings to clarify the type of load. See IBC Section 107.2.1 and Section 1604.2. ReidMiddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 12 32. Section 9/S400 is unclear as to the load path from the 2x blocking between the joist which appears to carry roof diaphragm shear and the wall or beam below the blocking. Please revise the drawings indicating the required connection between the blocking and the below beam or wall, and resubmit for review. See IBC Section 107.2.1 and Section 1604.2. 33. Details 3/S401 and 2/S402 appear to use Powder Driven Fasteners as part of the lateral -force -resisting system. Per ICC-ES ESR-2269 for Hilti X-U fasteners, Section 4.1.5 number 5, Hilti fasteners install in steel base material for use in design of lateral -force -resisting system, such as shear walls, is beyond the scope of this ICC report. Please provide substantiating data, such as an ICC Engineering Services Report, that justifies the current design, or revise the design and resubmit the drawings for review. See IBC Sections 104.11, 107.2.1, 1604.2, 1604.4, 1605.2, 1605.3, 1609.1.1, and 16013.1. 34. With respect to the Sheet S405 and the steel ordinary braced frame, our review indicates the proposed frame does not meet the requirements for an ordinary braced frame. Please see IBC Section 2205.2.2 and AISC 341-10 Glossary and Commentary Sections F1.5b and F2.1 as well as Figures C-F2.1 and C-F2.2. Our review indicates the proposed system is a cantilevered column system. Per IBC Section 1613.1 and ASCE 7-10 Section 12.2.1 as well as Table 12.2-1, a steel special cantilever column system is required. Please provide substantiating data, such as additional calculations, that indicate the proposed design meets the aforementioned requirements. The proposed design may need to be revised. Please verify. See IBC Sections 2205.2.2 and AISC Section E6. 35. The complete -joint -penetration groove welds of the beam flanges, shear plates, and beam webs to the columns of the steel frames are required to be demand critical. Also, the welds at the column -to -base plate connections for steel special cantilever column systems are required to be demand critical welds. Section 1/S405 should be revised by specifying the locations of these welds for review. See IBC Section 2205.2.2, and Sections A4.2(3), E1.6a, and E6.6a of AISC 341-10. ReidMiddleton Mr. Jerry Hight, Building Official City of Tukwila December 30, 2015 File No. 262015.005/01001 Page 13 36. The submitted calculations are unclear as to the consideration of the amplified seismic load per the IBC and AISC 341-10 Section D2.6a and E6.6. Further, the drawings, such as Section 1/5405, are unclear as to the attachment of the proposed steel structure to the below foundation. The drawings should be revised to clarify this connection to the foundation and substantiating data, such as additional calculations, provided indicating the proposed structure satisfies the IBC loadings including the amplified loadings. The design may need to be revised. Please verify. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Fog- Corbin M. Hammer, P.E., S.E. Alan D. Findlay, P.E. Senior Engineer Project Engineer cc: Alex Kanapilly, Stovetop Restaurant Group (by e-mail) Jeffrey Baker, Jeffrey Baker Architects (by e-mail) Kristina Weller, Riley Group (by e-mail) David Poe, Anchor Engineering (by e-mail) Bill Rambo (by surface mail and e-mail) Mr. Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\o:\doc\26\planrevw\bellevue\ 15\t010rl .doc\adf Reid M iddleton o City of Tukwila Jim Haggerton, Mayor o Department of Community Development Jack Pace, Director December 1, 2015 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D15-0293 Twin Peaks Restaurant 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, c Bill Rambo Permit Technician encl File: D15-0293 WAPennit CentMStructural Review\D15-0293 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ?EMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0293 DATE: 08/02/16 PROJECT NAME: TWIN PEAKS RESTAURANT SITE ADDRESS: 17290 SOUTHCENTER PKWY Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: A-- kP Building Division Fire Prevention Public Works ❑ Structural PRELIMINARY REVIEW: Not Applicable ❑ (no approval review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ (corrections entered in Reviews) Notation: ❑ Planning Division ❑ ❑ Permit Coordinator ❑ DATE: 081/02/16 Structural Review Required ❑ DATE: DUE DATE: 08/30/16 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: 12118/201 i PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0293 DATE: 04/22/16 PROJECT NAME: TWIN PEAKS SITE ADDRESS: 17920 SOUTHCENTER PKWY Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division ubltc Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: A-t� AJIA 1-A- 4�o Fire Prevention Structural ❑ L-'?� A)IIAr Planning Division Permit Coordinator ❑ DATE: 04/26/16 Structural Review Required ❑ DATE: DUE DATE: 05/24/16 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COOK® COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0293 DATE: 03/21/16 PROJECT NAME: TWIN PEAKS SITE ADDRESS: 17920 SOUTHCENTER PKWY Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: " AWG �Iv" Building Division Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 03/22/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/19/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Pernut Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REV EW/RO�TING SLIP PERMIT NUMBER: D15-0293 DATE: 02/01/16 PROJECT NAME: TWIN PEAKS SITE ADDRESS: 17920 SOUTHCENTER PKWY Original Plan Submittal Revision # X Response to Correction Letter # 1 Revision # before Permit Issued after Permit Issued DEPARTMENTS: Al S eovy,Z Building Division �*A �*'b A-1924 Public Works Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 02/02/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/01/16 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 ?ERMIT COORD COPY "' PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0293 DATE: 11/24/15 PROJECT NAME: TWIN PEAKS SITE ADDRESS: 17920 SOUTHCENTER PKWY X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: OVY IR, W%—( T 'wilding Division Du F, r cQr PRELIMINARY REVIEW: Not Applicable ❑ (no approval review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) Notation: A0 Nc 194-1,r L-$ covf 1p, Fire Prevention Planning Division 71A )kP 3'1-7-1 � Structural Permit Coordinator ❑ DATE: 11/24/15 Structural Review Required ❑ DATE: DUE DATE: 12/22/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only l CORRECTION LETTER MAILED: Departments issued corrections: Bldg [4-- Fire ❑ Ping4$j— PWg Staff Initials: 12/18/2013 !3 PROJECT NAME: �W I PXAJ'�J PERMIT NO: Uri. �/�_ `� SITE ADDRESS: 1-147V S&ca?r4r ORIGINAL ISSUE DATE: / REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS I Summary of Revisio : Gii(ji Q Received b : 0 p A -- P1, 1J,,?v,14 q REVISION NO. DATE RECEIVED STAFF INIJIALS ISSUED DATE STAFF INITIA PWT Summary of Revision: UY&M ri01 G1ti Received b : (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) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please prim) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: — 7 I a a Plan Check/Permit Number: (�� Q �. 92 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision # 9— after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: t —,-_ P, -- I- f Project Address: I -? a 9 o 5 1-1 —`) — r �_ �-- W ., — 1" , , =4 1, k w' j Contact Person: q-e • .+ t I,• -J To J Phone Number: Summary of Revision: < II< Pt"fJ I RECEIVED CITY OF TUKWILA ERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:Terrnit CenteATemplatesTormskRevision Submittal Form.doc Revised: August 2015 City of Tukwila 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: !_I -14-1/11 Plan Check/Permit Number:_ ❑ Response to Incomplete Letter # ❑ Response to Correction Letter# RECEIVEJ3 Revision # �_ after Permit is Issued CITY OF TUKWILA ❑ Revision requested by a City Building Inspector or Plans Examiner APR 14 2016 ❑ .Deferred Submittal # PERMIT CENTER Project Name: i.y i I& Project Address: Contact Person: . Phone Number: Summary of Revision: n J 11,rp-A-S& 11iine Sheet Number(s): r — 0 _ d ".Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: It ❑' Entered in TRAKiT on 42�&V&C W-Tertnit Cenier\TemplaresNFormsVtevision Submittal Form doc Raised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: h1W.-11www.ci.1ukwi1a.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ❑ Response to Incomplete Letter # Plan ChecWPermit Number: D 15-0293 ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Twin Peaks Project Address: 17920 Southcenter Pkw-v q Contact Person: Phone Number: Summary of Revision: SAP �-f ,- RECEI�n CITY Of TUKWILA PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: :i X �;?j N— Entered in TRAKiT on 3 ��'"G V \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hqp://www.Tukwi]aWA.Rov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2 Plan Check/Permit Number: /.5- - 0 2C?3 ❑ Response to Incomplete Letter # ZResponse to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ( �✓Z j Project Address: J'79Z0 5;--r1tc4Dvr4r4z Contact Person: /l4.6�t g6,JA.PXUV Phone Number: R03 <5M- 4z49 Summary of Revision: 5ar .47-r� RECEIVED CITY OF TUKWILA FEB 0 12016 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision c Received at the City of Tukwila Permit Center by: 63— Entered in TRAMT on ALEGIS CONSTRUCTION INC Page 1 of 2 Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries ALEGIS CONSTRUCTION INC Owner or tradesperson 6900 SW Atlanta St. Bldg 2, suite 110 Principals PORTLAND, OR 97223 JONES, BARRIE GLYN, PRESIDENT 503-970-8312 PRICE, MICHAEL RAY, VICE PRESIDENT PRICE, MARK ALLAN, SECRETARY EVERTON, ROBERT K, TREASURER Doing business as ALEGIS CONSTRUCTION INC Search !L&I I A-7..Index Help My L&I Workplace Rights Trades & Licensing WA UBI No. Business type 603 073 077 Corporation Governing persons BARRIE GLYN JONES DANIEL ANTHONY FINNEGAN; JASON WYNECOOP; MICHAEL RAY PRICE; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. ALEGIC1894CN Effective — expiration 02/10/2011— 02/19/2017 Bond ................. Travelers Cas and Surety Co of America $12,000.00 Bond account no. 106017187 Received by L&I Effective date 02/12/2014 01/12/2014 Expiration date Until Canceled Bond history Insurance Valley Forge Ins Co $1,000,000.00 Policy no. 5086230808 Received by L&I Effective date 06/30/2015 06/28/2015 Expiration date https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603073077&LIC=ALEGICI894CN&SAW= 3/31/2016 a Q co 0 CV N a. Q 0 N Q CV T av U L 0 Cn �H V) WV N GRADING NOTES 9,1 xryaha 1. THE DESIGN SHOWN 1S BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING LEGEND ry xry1a� ry�rya 1`'' CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE �- 36' 36' 15 rt, I x airy N 8 EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY EX. CONTOUR - �--� ` Row Q Row , N 9ryb0 b40 UTrLITY 49 I ry � � a� PREPARED BY GEODIMENSIONS, DATED SEPTEMBER 8, 2015. THE CONTRACTOR IS REC EASEMENT ryb ry x 2s,6r xryb• RESPONSIBLE FOR VERIFYING FIELD CON0111ONS PRIOR TO BIDDING THE PROPOSED '' #s34387 a, a• ry�b� �`" 9 x °2 651 PROPOSED CONTOUR s . ry • N ry ' rya• cQ xry - SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED THE CONTRACTOR SHALL XX.XX TC RIM-2s. ' XX.XX TP ry9y i r� �xry�5'` ry69�ry,V 59 xry66's, IE 8,+ PVC w 23.21 ay9 ry°6O NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH SPOT ELEVATION �- p a xry ryb• xry . xry WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING 2 3 a 30LF 6 SD f 0. ryba° yb66 try TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, TYPE I CATCH BASIN ® " 2.0� MIN x „ xryb' AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND 12 AREA DRAIN X. CB TO REMAIN / 9, SUBMIT IT TO THE OWNER FOR REVIEW. CITY OF TUKWILA STD PLAN ' , O9x�a xryb j 3 xryb TYPE 11 CATCH BASIN , W xry rye. ry� . 0l ryb� rya. 2. CAUTION - N011C£ TO CONTRACTOR / DS-03, SEE 1 C-5.0 rye" RIM=27.0 ry °9� xrybgry pa ry�p THE CONTRACTOR IS SPECIFICALLY CAU110NED AT THE LOCATION AND/OR ELEVATION OF r C8 RIM- ' ry�X. CB TO REMAIN ry1 EXISTING UTILITIES AS SHOWN ON THESE' PLANS IS BASED ON RECORDS OF THE CLEANOUT TO GRADE o ,E 1g ADS N_22 7s IE=25.0 09.8 ; ry x 28.20 TC ry699 xry�' 69xry��ry 27.70- TP VARIOUS UTILITY COMPANIES AND, MEASUREMENTS TAKEN IN THE (C.O.T.G.) rE $'° ADS E=2; EXISTING ADA ACCESS ry a9Yb WHERE POSSIBLE, ADS Og � p x FIELD. THE INFORMATION IS NOT BE RELIED ON AS BEING EXACT OR COMPLETE. THE pVc sE_22 9g 27.75 b9a v 09 AT 5.6% TO 8.3% 28. TC 28.25 TC 9� CONTRACTOR MUST CALL THE APPROPRIATE U1ILITY COMPANY AT LEAST 48 HOURS STORM DRAIN PIPE ❑ T a, 0 xry xryb BEFORE ANY EXCAVATION TO REQUEST I_XACT FIELD LOCA11ON OF UTILITIES IT SHALL HANDRAILS REQUIRED 4 z EX xry � 27 27.75 TP BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES FINISHED FLOOR ELEVATION FFE 'x a a� x r Ss�xry� s IE ,' vc7 72 28.25 TC EX k ya 4' A xry z ?° i ) AS xryA kO rE 6 PVC e-233. 72 27.82 TP EX ry� rye.$ WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 30.74 ry E T 72 3. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP OF TOP OF CURB TC o EXRaP-ssMH RIM_�� _xti�'k xry��, ry�1�1 PAVEMENT, UNLESS OTHERWISE NOTED. ��.1,.. : c a 28.25 C , �y TOP OF PAVEMENT TP o z 30.35 i �" ( s E�ou x 4. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES INCLUDING _ EX , 28.5i 8.3'., - 28.30 27.81 TP REMOVREMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. U11LIlIES ARE TO BE ; EXa ` ry$' " _ • :`', SS AL xry xry� REMOVED TO THE RIGHT-OF-WAY. HIGH POINT HP LPass x�°h a S „..4....'. 28.30 5. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE 4 INCHES CONNECT TO EX CB k'...::.:.::'h.:._... Cg I b .4., �: t. 4 b OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO ALL SLOPES 3H:1 V LOW POINT LP E 1g.. qDs N� 3 p 5s IE=23.38 �i �4, .0 - 28.25 :: , , . �. 28.30 ~: °:� :� ry,� . ry� OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED AREAS WITH GRASS IN 12" PADS 22 26 1 a y �� ryo rye' ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A HEALTHY STAND OF GRASS IS EXISTING ELEVATION EX rE 8„ VC S 2S'36 EX CB TO REMAI f _ . $•ly SA/ xry� �, s` OBTAINED. 1g ' }- Ev 28.30 +�' �a9 28.27 TC , ry� Ss '� ' 2$.30 9 ` 6. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE IBC CODE AND ' 28.10 �b�. 27.79 TP 27.77 TP'- ss PROPOSED GRADE AT BW ;p ;. 28.30 28.40 FFE APPLICABLE LOCAL REGULATION. ALL CUT AND ALL SLOPES SHALL BE 3:1 OR FLATTER FACE OF WALL 3 rE ROOF DRAIN LEADERS i ' Ron x 28.32 EE 'ak �a� EX(�� TO BE CONNECTED VIA 28.40 FFE k UNLESS OTHERWISE NOTED. , rya: : •:. 27.84 TP 7. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR ALL EXISTING STORM a 28.32 EE ry�� ry, EX rybaa NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO PRECLUDE PONDING OF IE Ce RrM_ CONNECTIONS (TYP.) a ' ` 27 70 TP ryb bag 1�8 RiM'2 12„ ADs 2g•88 t 28.40 EAVE LINE I a•' �'� ry ryba1 �s� I ° ADS WATER. rE �2» ADg W-22.38 ' o ry EX A rE 18» ADS IE 6" S=22. ' TORY a 1s- 8. ALL POLLUTANTS OTHER THAN SEDIMENT ON -SITE DURING CONSTRUCTION SHALL BE PVC E=23 3a ° -� LP I o j TPRINT gREFRAME BU1L pr 8.30 6 28.22 TC rE 15„ AOS HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF ► REss: q-7 Nc _ 5 .. xr 27.72 TP ryb8� 66a STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL TERMS AND CONDITIONS AS Q C a i o i 1792p 's0sP ��, �1 28.2OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR STORMWATER DISCHARGE ASSOCIATED ; �p°' _ ; �'TWINBEAKS I aryy ry�11 27;80 TP WITH CONSTRUCTION ACTIVITIES. �•I i 6 930 SF .4 28.25 TC 9. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE PROTECTED FROM = 4 i o FFE=28.4 8E IQ o 28.25 TP 6h9Tell py EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY AND PEAK FLOW RATE OF Know vuhat'S �iE''I® n i c =28.6' h ��a 27.81 TC rybs xryb1� ryb 1e 2R'M-2 STORMWATER RUNOFF FROM PROJECT SITE. m ' 28.40 FFE x a2a 27.31 TP rE 8„ AD Cal# before you dig. 10. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE g y o'kT 1 28.32 EE - ryb b 27.87 TC 1 Pic n DQ °a9 IV' `6 PAD c s„ rya. ry�°ry a 27.37 TP i ry°ab a / CONSTRUCTED TO SAME. nlCO 11. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS SPLAY m W 6" ''�' ''` �' TRASH ENCLOSURE DRAIN LINE OF THE FOOTINGS. GRAPHIC SCALE v .„ .� �. w , 28.40 +>,, i,Y.a:.:;:.. xry 20 0 10 20 40 SO 28.20 ° ,5 i Y'x�''`' RIM=28.30 12. FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 9 , NE i ► �q VE LINE '�'', ,^ ,,,::,M•;,z.i SEE SHEET C-3.0 13. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN. -� djb�a . " yC„ �:•`"i ;�•il:..;r y.rt t' ( IN FEET) 4 x' I 28.40 FFE EA VE `' y : i.;-,k "' 'nl`.;' 27.40 EX :.'• •yr.)';-•t:. f:F .J•%�,ii::yn, ry'- 20 28.4Q 28.40 � f• � STORMDRAINAGE NOTES 28.32 EE t 'T �_ � :;.ti-� ` � � AMPED 1 inch ft. -,;. �'=s t- w:k;,: , ry �o _ s. t. `1:1-a r :.v _r k„'. 27.44 EX ry t l ' ACCESS FOR TRASH Q CB 4 rE �2„ s IM'29 SERVI`'�Y DN x'� ,ENCLOSURE 1. EXISTING DRAINAGE STRUCTURES TO BE 114SPECTED AND REPAIRED AS NEEDED, AND I AD 2s I .K...> «<17 • •' r=:`•° = 28.10 TC a E 12" N-2� n. I oo m .t "rss,Rs !' ?t':° �':r''' EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.. SLOPE TO DRAIN ' (COVERED) °��'Y:-`°° '' 27.60 TP y Rf: a ry-b 2. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT (TYP.) 3; �' a" x 9 ry� rya�� a,9 �y ry rah 4 xry a ' -' xry 4 ' a 28.32 TC �. SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR AND/OR REPLACE THE c C �D DESIGNATION �b ,O9 �0 �s 28.40 �E� p 2$ 20 2 .3, EX ?8.32 TP EXISTING STRUCTURE AS NECESSARY TO [RETURN IT TO EXISTING CONDITIONS OR �E A FLOOD ���� N �° W rya' a )oD4 TRELLIS • a�� ryas ° A U. N 4- BETTER. ,� PER THE CURRENT FEMA FIRM MAP NUMBER 53033CO959 F DATED MAY 16, 1995 THE SITE IS EX. CB TO REMAI o xrya a• 8.20 Q28.20 a 28.60 EX a� 3. STORM DRAINAGE PIPE WITH LESS THAN -0 COVER SHALL BE CLASS IV REINFORCED NOT %THIN THE 100 YEAR FLOODPLAIN ' ° ^a� . ryati rya' �b �- lilEUlfEO F®R `" , � ary a 9 0. • rye• CONCRETE PIPE, OR APPROVED EQUAL TO SUSTAIN H-20 LOADING. WV x''° ' '$ xrya a �aaa ° RECEIVED C� E COMPLIANCE - o � sQ, ry xrya' xry ryas 4. ALL ON -SITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, PPROt�® T xryb' rya6~sp ��, oo� APPROVED MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT N=0.012 OR a6 x xrya-sD x2a6 65. ADJUST EX CB i " i C8 RrM_ (2 0 °. Q, ry APR 27 2016 APR 2 5 2016 LESS. VERTICAL DATUMMAY 0 6 2016 RIM TO 27.6 ' IEaa72„ 28.01 1) v 5. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. NAVD 88 PER CITY OF KENT POINT 8047: FOUND M.I.C. @ INTX. S. 196TH AND 72ND AVE. S., ay o a ; 8., ADS W. x •yo• ADS 23.s1 - t;ity of Tuk-wila TUKWILA 6. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE OUTSIDE " s of Tukwila ; _E�23 71 xrya6 �,� / PUE Works PUBLIC WORKS 4 X4 CONCRETE POST, 1.75 BRASS DISK WITH PUNCH, DOWN 0.60 ELEVATION = 33.42 EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOWLINE OF GUTTER (WHERE DUI CI€V p1�/IS+ ca '�, 9\ 2s o Go�c QP a x 9 APPLICABLE). z ' xry c $ xry9 rE� SA -R y 7. CATCH BASIN INLET PROTECTION / EROSION CONTROL TO BE USED FOR ALL NEW , EXISTIZUKI UFFET- INLETS. GRADING ESTIMATE �' MH', ' �NG 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE CONNECTION ` ry9 4 c AT STRUCTURE IS WATERTIGHT. CUT 150 CY 'S UTILIT ap�a �5 ° �`, x�°� \�� xry9a ry9� /��~ \ 8,523 SF Y Eq I ,_) S TO REMAIN 9. ALL STORM SEWER MANHOLES IN PAVED ,AREAS SHALL BE FLUSH WITH PAVEMENT, FILL: 75 CY REC #63438js `,� C$ �`� `� R M 29 / AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. MANHOLES IN UNPAVED RLE COr \8„ RM-28 �5 AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS SHALL BE LABELED "STORM SEWER". ESTIMATE IS INTENDED FOR PERMITTING PURPOSES ONLY AND SHOULD NOT BE TAKEN FOR A / E 8,.' C1 N 23.83\` �--� SCo (� 10, CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS AND FOOTING DRAINS TO BID QUANTITY. pe t o° �9 c S_24 °3 �� / MH PROPOSED STORM DRAINS AS SHOWN. Fl;;;':��^ar®�. , �• �� �� RI =3j s3� RECEIVED 11. CONTRACTOR SHALL CONFIRM STRUCTURE CONSTRUCTABILITY WITH MANUFACTURER l is subject to rrors and ®inisalona,. C CITY OF TUKWILA s• j PRIOR TO DELIVERY AND INSTALLATION. T� E' Of c; tnzs�• :uotion locums, is doe not aul ',o izo �, s `'i� .�1 w .•i � ; y 0 � � t9s � �, , �.� � �S - APR 1 � 2016 � n �adop• od ,ode or ordinance. RG,:�o0"p-j � � GI aarc)p 0 t=t if s C�� an GG1'i�(Q �� ackn wled�+��l: 2 10 ,- �� �`•� PERMIT CENTER Date: urr0rY l FOR Eqs _ SSM Ss AS ECSCT RI CALEFAC LI REO `s _ City Oi� III 11a 6„ PVC N, 8'HCprN'3i 03 v' ss CON UCTE p �rHrNES `8207140349 y - BUILDING DIVISION 3 CTR CHAN s&E Ss- - °� STRIP - ' -_ G� 22.3 - ,� .;� „„ �."'-�a,++a 'h 'rt',+t �,;'',npr k`<- � . vrze.:a. .,�JrS'r z+��. .s. t .,v"`'�' ��,''�'rvz'lrs�. �'� ' :. - • r "^u 4 "s - a .: s. ,.•, - ..<, .. :' ._ .-.._ :f. � .�5�::-rF: 1 12/01 /2015 PACLAND RFI #6 RESPONSE 0 01 /25/2016 PACLAND CITY COMMENT RESPONSES 3 04/12/2016 PACLAND FIELD REVISIONS m..v�'�i".•"vi.�'•5::.::kis• .... r�......Y'a�-Ce2U'..• '�:s. .. i.y BF 01 /26/2016 �&*�-.,r 'a' L.�: PERMIT LRR WFF 10-492-001 C-2.0 a aV n f7 0 co v 1-11 a GENERAL UTILITY NOTES 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. STANDARD SPECIFICATIONS. 2. THE DESIGN SHOWN IS BASED UPON THE. ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES I40T REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON SURVEY PREPARED BY GEODIMENSIONS, DATED SEPTEMBER 8, 2015. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY, AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL_ THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING U11LI11ES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 5. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. 6. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE INSTALLATION OF PROPOSED UTILITIES. 7. CONTRACTOR SHALL N01IFY THE UTILITY AUTHORITIES INSPECTORS 72 HOURS BEFORE CONNECTING TO ANY EXISTING LINE. 8. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. 9. ALL UTILITIES SHOULD BE KEPT TEN (10') APART (PARALLEL) OR WHEN CROSSING 18" VERTICAL CLEARANCE (OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE). 10. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY LINES, STORM LINES AND GAS LINE (EXISTING AND PROPOSED), THE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI A21.10 AND ANSI 21.11 (AWWA C-151) (CLASS 50). 11. LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED BEFORE BACKFILLING. 12. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF THE WATER AND SEWER LINES. 13. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 14. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS. 15. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2 - 4" PVC SCHEDULE 40 CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE FROM EXISTING FACILITIES AS SHOWN ON PLANTS. CONTRACTOR TO COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY PROVIDER. 16. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY U1ILITY PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY U11UTY PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR PRIMARY ELECTRIC SERVICE LOCATIONS. 17. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION OF THE GAS MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. SANITARY SEWER NOTES 1. ALL CONSTRUCTION/INSTALLATION OF SANITARY SEWER MAINS SHALL BE DONE IN A SAFE, NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE REGULATORY AGENCIES MUST BE MET. 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8" DIAMETER. ALL SANITARY SEWER PIPING SHALL BE SCHEDULE D3034 PVC OR EQUAL. MINIMUM PIPE DIAMETER FOR PRIVATE LATERALS IS 4" AND OF SCHEDULE D3034 PVC OR EQUAL. ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. 3. CONNEC11ONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO BACKFILLING. 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, INSPECTED AND PRESSURE/VACUUM TESTED AS REQUIRED BY UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION. ALL TESTS MUST BE WITNESSED AND PASSED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION PRIOR TO PLACING INTO OPERATION. 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR WARRANTY NORMALLY FURNISHED WITH THE PURCHASE OF ANY MATERIALS USED IN CONNECTION WITH THE PROJECT AT HAND. WATER NOTES 1. ALL CONSTRUCTION/INSTALLATION OF WATER MAINS SHALL BE DONE IN A SAFE, NEAT AND WORKMANUKE MANNER, AND UNDER SUPERVISION BY UTILITY PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE REGULATING AGENCIES MUST BE MET. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON OR PVC PIPE MEETING LOCAL REQUIREMENTS. POLYETHYLENE WRAP IS REQUIRED ON ALL METALS. 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN LINE. 4. CLASS 52 DUCTILE IRON MAY BE DIRECT TAPPED FOR 3/4 INCH AND 1-INCH SIZE SERVICES. SADDLES SHALL BE USED ON ALL TAPS 1-1/4" - 2" DIAMETER IN ANY PUBLIC MAIN. 5. ALL ELBOWS/BENDS ON WATER MAINS SHALL HAVE THRUST BLOCKS. 6. A DEPTH OF 36" FROM FINISHED GRADE TO THE TOP OF THE WATER MAIN IS REQUIRED. PLACING WATER LINES SHALLOWER THAN 36" IS PROHIBITED. 7. ALL NEW PIPES MUST BE PROPERLY FLUSHED, PRESSURE TESTED, AND CHLORINATED BY THE CONTRACTOR, AND INSPECTED BY UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION. 8. ALL BACKFLOW PREVENTION DEVICES (DOUBLE CHECK BACKFLOW PREVENTOOS, REDUCED PRESSURE BACKFLOW PREVENTORS, PRESSURE AND ATMOSPHERIC VACUUM BREAKERS, ETC.) MUST BE APPROVED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION. 9. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A PUBLIC WORKS PERMIT AND INSPECTION BY THE CITY OR GOVERNMENTAL AGENCIES WITH JURISDICTION PRIOR TO BACKFILLING. 10. BACKFLOW PREVEN11ON DEVICES SHALL BE CONSTRUCTED OF CORROSION RESISTANT MATERIALS. 11. EXTERNAL WATER METER AND BACKFLOW PREVENTION VAULTS SHALL BE GASKETED IN AREAS OF HIGH GROUNDWATER OR NEAR STORMWATER MANAGEMENT FACILITIES AS REQUIRED BY THE UTILITY PROVIDER, CONTRACTOR TO CONFIRM. EX WATER LINE EX WATER VALVE W v EX 2" WATER METER TO REMAIN CONNECT NEW LINE TO EXISTING 2" WATER METER a W T 36' 1 ROW 36' _ ROW 4 U77LJTY I REC EkENr 06343876 .w, IE 18" Ca RIA4129 "SPEED 5 JE 18" ADS N_22 79 JE 30" ADS S_22 19 !E 8" PADSe 22•99 =. °g 3 Q Ni- z CONTRACTOR TO.. oN CONNECT NEW GREASE WASTE z (GW) LINE TO a EXISTING GW LINE o JE 18" Ca RJM-3o SSCO IE 12" a p S N_22.2s IE 8" PVC S125.16 w t�� 0 NOTE TO THE CONTRACTOR: CONTRACTOR TO FIELD VERIFY CONSTRUC11BILITY OF PROPOSED GREASE INTERCEPTOR BASED ON PROXIMITY OF EXISTING CATCH BASIN, AND SHALL ADJUST LOCATION IF N NEEDED; EXISTING GREASE INTERCEPTOR AND APPURTENANCES SHALL BE REMOVED AND REPLACED AS NEEDED. - ry-2 .21 I 7 JQ JQ / EX 5,000 GAL GREASE INTERCEPTOR (GI) PER CITY OF TUKWILA JQ STANDARD DETAIL SS-14 (MODEL 818-GA) TO REMAIN, SEE 3/C-5.0. CONTRACTOR TO FIELD VERIFY EXISTING INVERT _2oA I�d/ LEVAnQN AND CLEAN EXISTING GI AS NECESSARY. ZtY. 1p R'A4 27.72 2" VENT LINE w_23 72 SANITARY SEWER POINT OF A SS/yH E E-23.7 CONNECTION TO BE REUSED R ) R --� IV 6 pV S =2 •66 ��• AN_8 86VC BOUT) v .S Ss ss ss 1. a • • , �SS, 0 FF ELEV= `�'a ad x 28.7' �d T•{ Vv c ° I o (COVERED) � v. I Cal ( 0a IE 4 8 RJIy'29 gg I c SD ® 9o0F ELEV_ X . VC E=26.so I i ,� - L /I SEE UTILITY ° JE 12" ADS JM-28 88 BLOW-UP DETAIL i o d' EAVE uJvE I IE 12» AD W_-22 38 � c , c I ,� 1 v IE 6.. PVC E 23 3g q l'RJNT q DFRAME a R RE UI O Q i I Ess: 17920--7,907 s �JNG - v' / TRASH ENCLOSURE DRAIN LINE TO ®_ ' ,'� PEAKS C CONNECT TO INTERIOR PLUMBING. 6,930 SF I° .4 ° . I FFE-28.4 FF ELEV =2s.6 OD' °' m M ; ; EX. 2" WATER METER 4 4LF 4" SS ' TO REMAIN - @ 2.0% MI Q in PAD GREASE IE-25.0 -� m wV v i I 2" RPPA (WITH HOT BOX 6" m a i E 6" FIRE AN 4" FDC LINE -® " ,� c , AND 2 DOM. 3 NEW SPRINKLER L'NE ROOM 12" AREA DRAIN ca CITY OF IUKWILA STD PLAN �i TZ»� ADS N 2 9 26 c+ -o i SER�Vi " DN m ADS - 2.96 I " co < DS-03, SEE 1/C-5.0 IE 6" p 5-2306 ' (COVERED } „ I o vc ' RIM=28.3 EX. FDC AND PIV TO IE=25.4 I L• a • o 9 �� TRASH ENCLOSURE TO < �, I c I CONCRETE PA110 v 0 �*�'$ I W/.WOOD° rRELLIa ° �' �� o BE COVERED, SEE ARCH REMAIN I I i I •4 g1 ° II ll/lt, Q w :alp I V � o -i SDI Sp cc: CO , -o i o i UT �ur=g�D-�_clo -� ca Sp EX. FH TO REMAIN o ' I'E 2� A p 8.01 (2)C0 °°o • . v LP 8" ApS E w 23. 61 °• I � I 23.71 c c 1 29 �P o• / 4] Oa. ly O c C v G °. a S7R Y o EXISTING MIZUKI BUI 8,523 SF , 15' unLlr?- E S TO REMAIN REC ,#s3E3gNT a My 76 `` � � � RIM'29 �5 4 CB RIM_ � JE 6�8p., DI N'23 g �_ o - r IE 8" aVC N�25.03 �� SCO � ) S \C S=2413 �� 60 `' ti1y 0 < `� v RI _ 31.63 0 0, IC SCALE 1-1 CIO* U77'LJ FEET FOR ELEC�TRICASCNENT REC - _ 20 ft. 6" PVC NSS80 IM--31'03 SS SS CONSTRUC DAL F >H1T'ES #820j140349 CTR CHANcolv22 � E �'` SS N 30' STRIP 8 13 30" AD 5.8 " ADS AD, 'c 15" ADS r JAB 4!M_2 PVC - _,. - „ .,, . ,.. w.w=- . u . _ ..:. ... � �:... . .�< _ u a> :. ,t. __ , � ..o�� -.. ,-. .., � � . > .,--�-, -.;_. -. �:.s' .: s^' 2 •-„ Y " P �s'332 ' '� i'�ti " ' 3 b# - >v . �_ ... wy-,�>.�s�-. .. .-�. .. ._.,.ti. �.- :.>.. .:, .sue' .,. '�� --�- � ��,.'-� .. f'c"':- �J_ � "fir' >_E,.�'�•-"_ ,> �:--' ., :,.ate„ �-�'- � ... _ .mot '=off'_.w-:; ..� ,.._.. .. T ., . .�- •... .. ,e.�- .._,....,�<�.... ,.,_ _ �..�.. �A �"«�:-,,._ 7. ,,�,.:..-.. _�-� ,.a-��.,. .;:--. _ 4., �. ,�, .-'-"- ,.,... `-2 .,s�.. ..4e. r,,.,�-,. � �.:x��. per .a zh._. -�. �.-• .,G c _ ., x .�-.•i -^.. - �n �"z ,., .-. '�'t�.. �.� -u r,�€�`...�.c ��c'.. ...u..�r� ,: .>"'��-"��.-...:�...:Y� � .< .. � ......>,�. > ,.>.. .. .n -,. . �A -.r G' i�. ;� 2� .� � 'y�' 4rS ,.� a -'+ram- .�. ..-rxxF `� 101 Ell k �.. "Rjx�i.c'ii•l'�f ^.aYc: S. j- .ti:+ :. X.w.. ,1:. at�s� €4V+: ei�.w '4 �t✓h%v'.3?' ...k<h u QQ 12/01/2015 PACLAND RA #6 RESPONSE 02 01 /25/2016 PACLAND CITY COMMENT RESPONSES 3 04/12/2016 PACLAND FIELD REVISIONS M L: Q F- i 0 Cn a (A 1 12-4_.. xs DRAWING INDEX SHEET N0. DRAWING TITLE 17920 SOUTHCENTER PKWY CV_1.0 COVER SHEET D-1.0 DEMOLI110N/ESC PLAN C-1.0 SITE PLAN C-2.0 GRADING AND DRAINAGE ToKWILA, WASHINGTON 98188 C-3.0 UTILITY PLAN C-5.0 SANITARY SEWER DETAILS C-8.0 SITE DETAILS L-1.0 LANDSCAPE PLAN VICINITY MAP L-2.0 LANDSCAPE AND IRRIGATION DETAILS NTS OWNER/APPLICANT PRECISION DEVELOPMENT SERVICES 3333 S. BANNOCK STREET SUITE 340 ENGLEWOOD, CO 80110 (303) 886-6219 CONTACT: ALEX KANAPILLY 1 � s JEFFREY BAKER AR CHITECT 6373 SILVER STREAM LANE FRISCO, TX 75034 (214)784-5014 CONTACT: JEFFREY BAKER GEODIMENSIONS, INC. 10801 MAIN STREET, SUITE 102 BELLEVUE, WA 98004 (425) 458-4488 CONTACT: SEAN MILLER, P.L.S. CLIENT/OPERATOR STOVETOP RESTAURANT GROUP 9327 PIPERHILL DRIVE SE OLYMPIA, WA 98513 (303) 501-9272 CONTACT: BRAD CLAWSON PACLAND 1505 WESTLAKE AVE N, SUITE 305 SEATTLE, WA 98109 (206) 522-9510 CONTACT: BILL FORTUNATO, P.E. LUKE RANDLES, P.E. GEOTECH THE RILEY GROUP 17522 BOTHELL WAY NE BOTHELL, WA 98011 (425) 415-0551 CONTACT: KRISTINA WELLER GRADING QUANTITIES QUANTITIES LISTED ARE PROVIDED FOR PERMITTING PURPOSES ONLY, AND SHALL NOT BE USED FOR BID PREPARATION. THEY REPRESENT THE DIFFERENCE BETWEEN EXISTING AND FINISHED GRADE SURFACES, WITH NO ADJUSTMENTS MADE FOR SUBGRADES OR SURFACE PREPARATION REQUIREMENTS. IMPERVIOUS SURFACE CHANGE CALCULATIONS (AP ROX A. TOTAL EXISTING IMPERVIOUS: 88,813 SF B. TOTAL PROPOSED IMPERVIOUS 89,003 SF C. NET CHANGE 190 SF LEGEND EXISTING PROPOSED - r ---- — — -- PROPERTY LINE ASPHALT PAVEMENT --- CENTER LINE ASPHALT PAVEMENT s SANITARY SEWER LINE PUBLIC STREET) SD STORM DRAIN LINE y=,�.:r CONCRETE PAVEMENT W WATER LINE - LANDSCAPE AREA 9 GAS LINE CONCRETE CURB P POWER LINE FENCE 0 FENCE LINE — XXLF X SD @ X.X% " ^ CONTOUR STORM DRAIN LINE WV WATER VALVE XXLF X" SS @ X.X% SEWER LINE TREE XXLF X" W WATER LINE o SANITARY SEWER MANHOLE 3 UTILITY CAP o ® STORM DRAIN CATCH BASIN M CATCH BASIN TYPE 1 o COMM MANHOLE CATCH BASIN TYPE 2 ❑WM WATER METER BIOFILTRATION SWALE LIGHT POLE dr _ — -RIB-GE- _ GRADING RIDGE LINE o xt o SURVEY MONUMENT „n CONTOUR FIRE HYDRANT POWER POLE �� SPOT ELEVATION ese plans have been reviewed by the Public :'orks Department for conformance with cuften GUY ANCHOR --�- DIRECi10N OF FLOW Cite standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By. - TWIN PEAKS 17920 SOUTHCENTER PKWY TUKWILA, WASHINGTON 98188 CORRECTION LTFi#I -- - COVER SHEET 0 D E C0Fs a-"a_�yw 3C Of xvila U1LD �,1G DIVISICEN! RECEIVED CITY OF TUKWILA FEB 01 2016 PERMIT CENTER CV-1.0 r CD 0 N 3 11 U 0 cn i 0 a� < J_ Y F- c O co SITE DATA PARCEL NUMBER: 352304-9123 TOTAL PARCEL SIZE = 98,682 SF EXISTING USE: RESTAURANT PROPOSED USE: RESTAURANT ZONING: TUC — TUKWILA URBAN CENTER BUILDING DATA EXISTING NEWPORT BAY = 7,907 SF EXISTING MIZUKI BUFFET = 8,523 SF TOTAL = 16,430 SF PROPOSED TWIN PEAKS = 6,930 SF EXISTING MIZUKI BUFFET = 8,523 SF TOTAL = 75,453 SF PARKING DATA EXISTING PARKING PROVIDED STALLS = 128 STALLS ACCESSIBLE STALLS = 6 STALLS TOTAL STALLS = 134 STALLS PARKING RATIO = 8.2 / 1000 SF FUTURE PARKING PROPOSED STALLS = 128 STALLS FUTURE STALLS = 6 STALLS TOTAL STALLS = 134 STALLS FUTURE PARKING RATIO = 8.7 / 1000 SF SETBACKS PER TUKWILA ZONING CODE FRONT = 15 FEET REAR = 5 FEET SIDE 5 FEET LEGEND STD. DUTY PAVEMENT CONCRETE PAVEMENT CONCRETE SIDEWALK PAVEMENT PAVEMENT PER ARCH. PLANS CURB AT BUILDING SIDEWALK CONCRETE CURB & GUTTER CONCRETE CURB o PIPE BOLLARD ® NUMBER OF PARKING STALLS PER ROW C DENOTES COMPACT STALL 4 ADA ACCESSIBLE PARKING SIGN SITE KEY � I i I I I I t EXISTING AND wV N ® 6„ WIDE FIRE LANE STRIPING PAINTED TRAFFIC YELLOW WITH NO PARKING PROPOSED ACCESS POINT d. FIRE LANE" PAINTED WITH 4" HIGH YELLOW LETTERING AT 25' o.c. © AREA STRIPED AT SINGLE WHITE (4") LINES AT 45' @ 2'-0" O.C. 36 15.0' 1b © PEDESTRIAN CROSSWALK WITH 4" WIDE PAINTED WHITE STRIPING Row �p I PARALLEL TO DIRECTION OF TRAFFIC AT 2'-0" O.C. UNLESS NOTED OTHERWISE. SEE SITE PLAN FOR WIDTH. OD EXIT PORCH. SEE ARCHITECTURAL PLANS FOR EXACT SIZE, EXISTING TRANSFORMER FIN I I C] ---;—' 1; �a)wM 16.7 , 24 LOCATION FOR STOOPS, STAIRS AND/OR RAMPS THAT MAY BE AND ELECTRICAL , _ REQUIRED. RAMP PAVEMENT FLUSH WITH THE TOP OF STOOP. JUNCTION TO REMAIN 0O0 6"0 PIPE BOLLARD TYP. SEE ARCH. PLANS li I 00 V AT GRADE DELIVERY DOOR LOCATION, SEE ARCHITECTURAL PLANS SPc-� EXISTING ADA ACCESS _U 35' 1 1 Q C 8,7 _ 9 W 126 84' us 1 pro ♦♦ ♦ � ♦� ►`::°ice+�♦♦�♦♦�♦+♦�♦�++��+�♦��` - � +;• is .-POIFLIS PHOTOIVIETRICS THE NEW BUILDING EXTERIOR LIGHTING IS PROPOSED TO BE LOCATED UNDER THE COVERED PA110 SEATING AREA AND THE COVERED SERVICE YARD. DECORATIVE LIGHTING WILL BE INSTALLED ON THE BUILDING AND UNDER THE ENTRANCE EVE. IT IS NOT EXPECTED THE LIGHTING WILL INCREASE THE SITE LIGHTING FOOT CANDLES GIVEN THE LOCATION AND DOWNWARD DIRECTION OF THE FIXTURES. THE EXTERIOR LIGHTING WILL NOT HAVE AN AFFECT THE EXISTING LIGHT COND111ONS IN THE PARKING AREA OR NEAR THE PROPERTY BOUNDARIES. THE PROJECT WILL NOT BE ADDING WALL PACKS TO THE EXTERIOR LIGHTING. NO MODIFICATIONS WILL BE MADE TO THE EXISTING PARKING LOT LIGHTING. Know what's below. Call before you dig. GRAPHIC SCALE ( IN FEET 1 inch = 20 ft. 0 P,IV W W ; r a I I a I a I I I < i (� I 312 1' EXISTING EDGE ' OF BLDG SERVICE YARDp) m (COVERED) o r , - I I 1. �� Q .9 - d EXISTING CONCRETE PA110 AND �9 --� a TRELLIS TO BE REMOVE I d CONCRETE PATIO • o (3)Sco . W/.WOOD TRELLIS • � a EXISTING FIRE i a . HYDRANT TO REMAIN. I I •a . o. . 15' REQUIRED FRONT EXISTING EDGE COL YARD SETBACK I I OF BLDG { LP :)J II W* I I 30' EXISTING UTILITY CORRIDOR PER SHORT PLAT L99-0053 (POWER, TELEPHONE, FIBER OPl1CS) (1)co pO c . /a I /t 29 G 0�1-4. � Gp� R � K co EXISTING ADA RAMPS TO BE 8 VED 2 P w C.)m U x < W ---nE� 2 NO REVISIONS PROPOSED IN EXISTING PARKING AREA 5' REQUIRED REAR YARD SETBACK i /o /o w !N /o z OADING AREA Q RAMPED CONCRETE ACCESS FOR TRASH ENCLOSURE Y EXISTING MIZUKI BUFFET a 8,523 SF �\ () TO REMAIN PROPOSED �� `. FREESTANDING SIG �� sco ) EXISTING PEDESTRIAN o ACCESS TO REMAIN \gip s0, I APPROVED f MAR 3 0 2016 / City of Tukwila PUBLIC Works I VICINITY MAP N.T.S. Fm ic MiiA 0 2 5 2016 r9py co TukkJ!"f;a RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER SITE PLAN -1.0 0 ZD N 0 N m co le EROSION CONTROL NOTES 1 � U) 1. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF 17, ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT EXISTING AND wv pd 1 wv p� 1 PROPOSED ACCESS THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED LANDSCAPING WILL NOT BE PROVIDED WITHIN THE NUMBER OF DAYS SPECIFIED BELOW SHALL BE HYDROSEEDED, OR OTHERWISE STABILIZED, AS ° POIN T I FIELD SURVEY. THE EXISTING COND11I ONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY GEODIMENSIONS, DATED REQUIRED. STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE N :I ` SEPTEMBER 8, 2015. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL GROWTH: WEST OF THE CASCADE MOUNTAIN CREST ( 1 � `� ' unc EASEMENT NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE DURING THE DRY SEASON (MAY 1 - SEPT. 30): 7 DAYS #6343876 TEL SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT DURING THE WET SEASON (OCTOBER 1 - APRIL 30): 2 DAYS ' EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, 18. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN " WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A A MANNER THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE EXISTING TRANSFORMER 3 TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT PREFERRED TO SMOOTH SURFACES. INTERCEPTORS SHOULD BE AND ELECTRICAL ' TO THE OWNER FOR REVIEW. CONSTRUCTED AT THE TOP OF LONG, STEEP SLOPES WHICH HAVE JUNCTION TO REMAIN o _0 ' 2. CAU11ON - N0110E TO CONTRACTOR SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. CONCENTRATED` W ' THE CONTRACTOR IS SPECIFICALLY CAUTIONED AT THE LOCATION AND/OR RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A CUT ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR ON RECORDS OF THE VARIOUS U11LITY COMPANIES AND, WHERE PIPE SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE iE �8 ' ADS 1N_22.79 s o ' POSSIBLE MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS PLANE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE /E 30" Al),- f�22.09 I NOT BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR PROVIDED. IN ADDITION, SLOPES SHOULD BE STABILIZED IN ACCORDANCE IE 8" P = i a REMOVE EXISTING SIDEWALK P TE UTILITY COMPANY AT LEAST 48 HOURS IMTH ITEM (17) ABOVE FROM EDGE OF vv __ ~•••` �`_ N18` �.3 „-� s w 12s .. _ 1EB�R1M�?� 31 EXISTING ELECTRICAL '"=2 .21 JUNCTION TO REM# ___4_AIN / / n EXISTING GREASE XIS11NG GREASE INTERCEPTOR// WASTE LINE TO BE TO BE REPLACED CAPPED PRIOR TO DEMOLITION Q ATCH BASIN TO RECEIVE INLET J E INSTALLED MUST CALL THE APPRO RIA BEFORE ANY EXCAVA11ON TO REQUEST EXACT FIELD LOCATION OF 19. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE NORTH/SOUTH SOUTHCENTER 1 E� r� `27'ss UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OPERABLE DURING CONSTRUC11ON SHALL BE PROTECTED SO THAT STORM PARKWAY SIDEWALK EAST 1 4 r ASE RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT R TE TO REMOVE SEDIMENT EXISTING RAMP AND �, o r I JR�A IMPROVEMENTS SHOWN ON THESE PLANS. 3. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST TT THE PROJECT HAS BEEN COMPLETED FIRST BEING FILTERED OR OTHERWISE TREA D 20. DUST ON THE SITE SHALL BE CONTROLLED PER LOCAL JURISDICTIONAL AIR BOLLARDS TO BE CURRENT APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. QUALITY REQUIREMENTS. THE USE OF MOTOR OILS AND OTHER PETROLEUM REMOVED Y I o 1 4. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL 11MES FOR PREVENTING BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS REMOVE AND REPLACE �° N ' 1 1 4Y' M a P 4 SILT -LADEN RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. PROHIBITED. EX LIGHT POLE; SEE o ' ' '' ' Sc FAILURE BY THE CONTRACTOR CAN RESULT IN A FINE. THE DESIGNATED SHEET C-1.0 FOR NEW TEMPORARY CONTACT PERSON NOTED ON THIS PLAN MUST BE AVAILABLE c IE 18" LIGHT POLE INFORMATIO $4. FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS THROUGHOUT AND DE OLIT ION NOTES' I,E 12,. Ac ' '"-2' �� �''- 8 Pv EXISTING EDGE a C119- PROTECTION. TO B PRIOR TO DEMOLITION CB RIM_27 XISTING SANITARY 4" Pvc W ? SEWER TO BE 6 Pv E=2 CAPPED PRIOR TO sMH RIM DEMOLITION 6" PV S .4 .66 crR AN`16 $8(OUT) EMOVE ALL EXISTING SIDEWALK s A a LONG THE PERIMETER OF Ss EXISTING BUILDING. EXISTING CURB o ss ss TO REMAIN UNLESS NOTED. Y �� v • da _ SS CONSTRUCTION AND UN L APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. 1. DEMOLITION NOTES ARE FOR CLARIFICATION ONLY AND ARE SHOWN FOR OF BLDG (TYP. FF ELEV= N 1 N OF THE ESC PLANS AND THE CONSTRUCTION, , 4.. 1 Zs 5. THE IMPLEMENTATION THE CONTRACTOR'S BENEFIT. THESE NOTES ARE NOT INTENDED TO BE �' MAINTENANCE, REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS COMPREHENSIVE. THE CONTRACTOR SHALL REMOVE OR RELOCATE ALL 30 EXISTING UTILITY CORRIDORJPER SHORT PLAT L99-0053 Rol' d ' IJ v. 1 C Sp I 49.7' ELEV_ X THE RESPONSIBILITY OF THE CONTRACTOR FROM THE BEGINNING OF EXISTING ON -SITE IMPROVEMENTS NECESSARY TO ACCOMMODATE THE POWER TELEPHONE FIBER o CONSTRUCTION UNTIL ALL CONSTRUCTION IS COMPLETED AND APPROVED PROPOSED CONSTRUCTION. ( d ; ' XISTING TREE TO BY THE GOVERNMENTAL AGENCY WITH JURISDICTION AND THE SITE IS 2. CONTRACTOR IS TO REMOVE ALL EXISTING SURFACE IMPROVEMENTS AND IE OPTICS). EXISTING UTILITIES TO 1 BE REMOVED STABILIZED. DEBRIS IITI-IIN THE LIMITS OF WORK UNLESS OTHERWISE NOTED. ALL IC 12" REMAIN AND TO BE PROTECTED- ' -INE o 6. THE BOUNDARIES OF THE CLEARING LIMITS SHALL BE CLEARLY FLAGGED DEBRIS FOUND ON SITE SHALL BE DISPOSED OF IN ACCORDANCE WITH IE 6" Pvc r-?2.se ° -� P� ' " i F TPRIN wAo 7A AMC AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR APPLICABLE STATE CODES. � ' A REss. 1792o-�soBNS�DINc CONSTRUCTION TAKING PLACE. DURING CONSTRUCTION, NO DISTURBANCE REMOVE AND REPLACE , C 3. CONTRACTOR TO PROTECT EXISTING FEATURES WHICH ARE TO REMAIN. EX LIGHT POLE; SEE o BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE 4. ABANDONED PIPES LOCATED OUTSIDE PROPOSED BUILDING PAD LIMITS SHEET C-1.0 FOR NEW = i 0 i XIS11NG o FLAGGING SHALL BE MAINTAINED BY THE OWNER AND/OR CONTRACTOR WITH AN EXCESS OF 3 COVER MAY BE DECOMMISSIONED AND LIGHT POLE INFORMATIO 1 , POWER/IEEE TO BE d ABANDONED UTILITIES ARE 14" ' CAPPED PRIOR TO UNTIL ALL CONSTRUCTION IS APPROVED. ABANDONED IN PLACE, PROVIDED THAT THESE AB I d . 1 o FF ELEV 7. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS GROUTED AND CAPPED. EXISTING SUBSURFACE IMPROVEMENTS AND I° c , p DEMOLITION PLAN ARE TO BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE DEBRIS WITHIN THE PROPOSED BUILDING PAD AREA, INCLUDING 10' EXISTING TREES ALONG SOUTHCENTER PARKWAY TO � ' ' XISIING DOMESTIC ANTICIPATED SITE CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM BEYOND FOUNDATIONS, SHALL BE REMOVED. AINAGE REMAIN UNLESS OTHERWISE NOTE i N P oNc AND FIRE LINES TO 6" THIS PLAN MAY BE NECESSARY IN ORDER TO MAINTAIN WATER QUALITY. 5• CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS, DR v AD BE CAPPED PRIOR 6 c 8. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE STRUCTURES, VALVE BOXES, VAULT LIDS AND UTILITY ACCESS v , TO DEMOLITION " d a INSPECTED BY THE CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY STRUCTURES TO FINISH GRADE WITHIN AREAS AFFECTED BY PROPOSED 1 ' AFTER EACH RAINFALL, AND MAINTAINED AS NECESSARY TO INSURE THEIR CONSTRUCTION. a o0 i ALL EXISTING ROOF. CONTINUED FUNCT10NING ALL SEDIMENT MUST BE REMOVED FROM SILT , , DRAIN LEADERS TO J XISTING ADA RAMPS/SIGNS TO BE REMOVED N EDGE OF PROPOS BLDG (TYP.) FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR TO THE SEDIMENT ' BE CAPPED PRIOR "AVE LINE REACHING 1 /2 ITS MAXIMUM POTENTIAL DEPTH. ' TO DEMOLITION EXISTING GAS TO BE ' 9. AT NO TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, CAPPED PRIOR TO :e M_ 9 26 - .� ' vE LINE N � - - - PAINT, CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO SEEDING NOTE a DISCHARGE TO THE TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DEMOLITION � ,os S` 2 s6 " c < ° - DISCHARGE FROM THE PROJECT SITE. TEMPORARY SEEDING - WITHIN 14 DAYS AFTER CONSTRUC1ON 6 Pvc E-2 .76 �j ' ' /yI a_ r� I 1 1 . i d L_ 4. 10. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE ACTIVITY CEASES ON ANY PARTICULAR AREA, ALL DISTURBED EXISTING CONCRETE PA110 AND �9 APPROVED CONSTRUCTION DRAWINGS ON SITE AT ALL TIMES WHILE GROUND WHERE THERE WILL NOT BE CONSTRUCTION FOR LONGER TRELLIS TO BE REMOVE toNCRETdE PATIO (;3).SCo . -I 1 W/.WOOD TRELLi� c cp CONSTRUCTION IS IN PROGRESS. THAN 21 DAYS MUST BE SEEDED WITH FAST -GERMINATING �/ ' 3" EC ° . 11. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE TEMPORARY SEED AND PROTECTED WITH MULCH. �, �►4 G i ' ° 3' DEC �' WORK TO OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDIC1ION EXISTING FIRE i 3" Ec 3" D c a PRIOR TO COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. PERMANENT SEEDING - ALL AREAS AT FINAL GRADE MUST BE HYDRANT TO REMAIN. • 16, 5D� SD -- EXISTING EDGE COL 12. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR SEEDED WITHIN 14 DVTYIS( AFTER COMPLETION OF THE MAJOR W 15' REQUIRED FRONT A i CB Nr OF BLDG - on PROVIDING ADEQUATE TRAFFIC CONTROL AT ALL TIMES CONSTRUCTION ACTI YARD SETBACK IE RIM-28.01 (;))CO o Q CONSTRUCTION ALONGSIDE OR WITHIN ALL PUBLIC ROADWAYS. z 1 1E 12' ADS 23 13. THE APPROVED "TEMPORARY EROSION AND SEDIMENTATION CONTROL W o P ' 8" ADS Ew=23.1 PLAN" MUST BE IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS 71 / c � � 29 P� FOR FURTHER INFORMATION. � � � y 4-.v' AND DETAILS Z o. 0 14. THE CONTRACTOR SHALL N011FY THE OWNER AND THE ENGINEER IN THE �-- z 1 TE S TRY EVENT OR DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES D IN THE EXISTING CONDITIONS AS NOTED ON THE PLANS. MN \ \� d 15. MAXIMUM SLOPES SHALL BE 2:1 HORIZ: VERT FOR FILL SLOPES, AND 2:1 O 1s' `�� /' \ HORIZ: VERT FOR CUT SLOPES. UnUrY EMOVE AND REPLACE XISTING PEDESTRIAN 16. ALL 7REAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT #63 387� REc MEN EX LIGHT POLE; SEE �� a � ACCESS TO REMAIN LANDSCAPING WILL NOT BE PROVIDED WITHIN 60 DAYS SHALL BE � SHEET C-1.0 FOR NEW oRIN_ 2s� ROPOSED 70 HYDROSEEDED, OR OTHERWISE STABILIZED, AS REQUIRED. STRAW MULCHING LIGHT POLE INFORMATION VC N_ 25 3�\ OR PLASTIC SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY FREESTANDING SIGN HYDROSEEDING DURING PERIODS OF LOW GROWTH. o <'� 5-24 13 30' EXISTING UTILITY CORRIDOR PER SHORT PLAT L99-0053 �o so ; �s (POWER, TELEPHONE, FIBER � OPTICS) Q 12/01/2015 PACLAND RFI #6 RESPONSE n 01 /25/2016 PACLAND CITY COMMENT RESPONSES BF 01 /26/2016 PERMIT LRR WFF 10-492-001 TWIN"PEAKS 17920 SOUTHCENTER PKWY TUKWILA, WASHINGTON 98188 E ATCH BASIN TO RECEIVE INLET Ss PROTECTION. TO BE yH INSTALLED PRIOR TO $" DEMOLITION c" j 1ti SS_, - ce 5' REQUIRED REAR ;,YARD SETBACK ADS IV 2 .7 8 CB RIM-25.8s rE 24 ADS l E 8.. PVC W -- ps 6 BASIN TO RECEIVE INLET ION. TO BE INSTALLED TO DEMOLITION �I( V w /V / %N /o Z REMOVE EXISTING SIDEWALK FROM 1 �> / / SOUTH EDGE OF THE BUILDING � EXTENDED TO EXISTING CURB. EXISTING CURB TO REMAIN UNLESS / NO APPROVED MAR 3 0 2016 . ,:.;Ity of Tukwila PUBLIC Works Okwl-- / Know what's bel Call before GRAPHIC SCALE 20 10 20 40 DEMOLITIONWESC PLAN Ra�� I_' t _I FOR R0v=_ 1W.1` 2 5 2016 you d{g. Icy of T uk'Tji1a SUILrjci^=R►9F 10 FEB 012016 PERMIT CENTER 80 CL I N L6 N a a 3 CD 0 N N 0 N a� U 0 cn C7 N m cn a CD Q c Imf i 0 cn 0 GRADING NOTES 1. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDI1ONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY GEODIMENSIONS, DATED SEPTEMBER 8, 2015. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY POR11ON OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 2. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED AT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT FAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 3. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP OF PAVEMENT, UNLESS OTHERWISE NOTED. 4. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. 5. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO ALL SLOPES 3H:1 V OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. 6. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE IBC CODE AND APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED. 7. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO PRECLUDE PONDING OF WATER. 8. ALL POLLUTANTS OTHER THAN SEDIMENT ON -SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. 9. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE, 10. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. 11. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS SPLAY LINE OF THE FOOTINGS. 12. FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 13. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN. STORM DRAINAGE NOTES 1. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.. 2. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUC11ON IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDI1IONS OR BETTER. 3. STORM DRAINAGE PIPE WITH LESS THAN 2'-0" COVER SHALL BE CLASS IV REINFORCED CONCRETE PIPE, OR APPROVED EQUAL TO SUSTAIN H-20 LOADING. 4. ALL ON -SITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT N=0.012 OR LESS. 5. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. 6. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOWLINE OF GUTTER (WHERE APPLICABLE). 7. CATCH BASIN INLET PROTECTION / EROSION CONTROL TO BE USED FOR ALL NEW INLETS, 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE CONNECTION AT STRUCTURE IS WATERTIGHT. 9. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS SHALL BE LABELED "STORM SEWER". 10. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS AND FOOTING DRAINS TO PROPOSED STORM DRAINS AS SHOWN. 11. CONTRACTOR SHALL CONFIRM STRUCTURE CONSTRUCTABILITY WITH MANUFACTURER PRIOR TO DELIVERY AND INSTALLATION. Qt 12/01/2015 PACLAND RA #6 RESPONSE Q 01 /25/2016 PACLAND CITY COMMENT RESPONSES LEGEND EX. CONTOUR PROPOSED CONTOUR XX.XX TC XX.XX TP SPOT ELEVATION TYPE I CATCH BASIN TYPE II CATCH BASIN CLEANOUT TO GRADE (C.O.T.G.) STORM DRAIN PIPE FINISHED FLOOR ELEVA11ON FFE TOP OF CURB TC TOP OF PAVEMENT TP HIGH POINT HP LOW POINT LP EXISTING ELEVATION EX PROPOSED GRADE AT BW FACE OF WALL GRAPHIC SCALE ( IN FEET ) 1 inch = 20 ft. Know what`s below. Call before you dig. _FEA_ FLOOD DESIGNATION PER THE CURRENT FEMA FIRM MAP NUMBER 3033CO959 F DATED MAY 16, 1995 THE SITE IS NOT WITHIN THE 100 YEAR FLOODPLAIN VERTICAL DATUM NAVD 88 PER CITY OF KENT POINT 8047: FOUND M.I.C. ® INTX. S. 196TH AND 72ND AVE. S., 4"X4" CONCRETE POST, 1.75" BRASS DISK WITH PUNCH, DOWN 0.60' El FVA11ON = 33.42' GRADING ESTIMATE CUT: 150 CY FILL: 75 CY ESTIMATE IS INTENDED FOR PERMITTING PURPOSES ONLY AND SHOULD NOT BE TAKEN FOR A BID QUANTITY. BF 01 /26/2016 ; .. Yu . .... LRR PERMIT 11 2 WFF 10-492-001 wwwwvw - -4-.D JW4�IV, ..I� ./VaV.I .. .. ,... r.vr v.v. w• Wv N I I t I a I I ye I I .' 15. x•j'1� ti6 x 2 36' 36' ROW ROW I I N UTIR�Y EA SE ME C #6343876 e e ti9y1 H i I , x tiy, 2 3 160 3 I 6 •1c, i 12" AREA DRAIN CITY OF TUKWILA STD PLAN X I DS-03, SEE 1/C-5.0 LU N xry6a ti�9 ' ce RfM=27.9 IE 1g» RIM-29 IE-25 4 IE 18„ A6 S N-22.19 IE IE 8oPVDSE-21.g9 EXISTING ADA ACCESS = E 22. os AT 5.6% TO 8.3% HANDRAILS REQUIRED -� z 30.74 N EX 0 0 53LF 6" SD @ 3.8% IE 18» AD RIM-30.56 IE 12„ ADS N-22.26 IE 81, PVC S-25.16 ROOF DRAIN LEADERS lE TO BE CONNECTED VIA EXISTING STORM 1E 12» C8 RIM-28-g CONNECTIONS (TYP.) IE 12„ AD S W-�2 36. IE 6 PvC E 23 36 ^ ca cf) 0 c) C C 4ST 0 m M I l :0 M wv o� . CIE 12" C8 RIM-29. ° IE 12„ AADS N-22.96 < 1E6"PVCE 2376 EX. CB TO REMAI < wv v T ADJUST EX CB RIM TO 27.6 --�� _sohp I - F 15 UT -pit, Ill TY REC #63438N . m 66 y r12 26.61 x`t'b y1 y� IF 8R1A4=26,3jxry6 yg xv66� VC SW-23.21 ry6y9 ry66a 1 xtiyy x 01°fn ry6e6 X. CB TO REMAIN �• xry6,� . 69� X.6 ,. CB TO REMAIN ry69 9 x� 9� xti6 g6�� ,1,6• 28.25�TC 27.75 TP h _10. .25 TC EX .82 TP EX 1 8 ' xti'1 xry�o y xti9• ,o �S�R 2 sR x ry� •yo `�� S `SS a9 28.27 TC 9� ti�°b 96 SS _____SS TP 27.77 TP'_ SS EX co 27.84 TP 111, EX ti66�9 ti6. 1C8 RIM -2 ,t 27.70 TP ti ry6� ?sue 30" ADS A IE 18„ ADS EX 28.22 TC 1 E '5" ADS ;_,j e� y 1 E 15 ADS x.27.72 TP ti6• 28.25 TC xry6 'r0 X 6• )b It 27.80 TP V E8 R IIM_ 24 2 IE8•,P C Vic AMPED ACCESS FOR TRASH ENCLOSURE 28.10 TC ,3' 27.60 TP 28.32 TC 28.32 TP ICI r-. Fos l f !• 0 "� e SS H TO REMAIN �c $ry,�, !1 RIM ,>F r o M_2g C8 RI �5 a p¢� 2 1; fi IE 6 �� DI Nc23 8 �,� o -� vc IE g" c S_2503 ��\ SCO ` $ M s.PPROVED . � \� 24 13 �\ o R/ 3j i 63 MAR 3 0 2016 SU101,G J „�. \'o `so, 9s ;;sty of Tukwila CITY OF TUKWILA t UBLIC Works / FEB 012016 \4 _ PERMIT CENTER � jSS LITC�NT6" pV SSMyRIM_SS AS CONSTRUCTI FAC111RES #820714goo CTR8„CONC 31. 3 ` ED WjTHIN 3p' ST 49 CHAN-22.3 E SS - _ RIP TWIN PEAKS 17920 SOUTHCENTER PKWY EXISTING M q 11 1 � 11 111� 11�1 ql�� rm CL �r- a CV Lri N C v D Cr -a 0 a t- a N le 0- a� - c 0 V) 0 CV U) v c t- GENERAL UTILITY NOTES 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. STANDARD SPECIFICATIONS. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON SURVEY PREPARED BY GEODIMENSIONS, DATED SEPTEMBER 8, 2015. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY, AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD, THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 5. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. 6. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE INSTALLATION OF PROPOSED UTILITIES. 7. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 HOURS BEFORE CONNECTING TO ANY EXISTING LINE. 8. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. 9. ALL UTILITIES SHOULD BE KEPT TEN (10') APART (PARALLEL) OR WHEN CROSSING 18" VERTICAL CLEARANCE (OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE). 10. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY LINES, STORM LINES AND GAS LINE (EXISTING AND PROPOSED), THE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI A21.10 AND ANSI 21.11 (AWWA C-151) (CLASS 50). 11. LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED BEFORE BACKFILLING. 12. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF THE WATER AND SEWER LINES. 13. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 14, CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS. 15. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2 - 4" PVC SCHEDULE 40 CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY PROVIDER. 16. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY UTILITY PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR PRIMARY ELECTRIC SERVICE LOCATIONS. 17. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION OF THE GAS MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. SANITARY SEWER NOTES t. ALL CONSTRUCTION/INSTALLATION OF SANITARY SEWER MAINS SHALL BE DONE IN A SAFE, NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE REGULATORY AGENCIES MUST BE MET. 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8' DIAMETER. ALL SANITARY SEWER PIPING SHALL BE SCHEDULE D3034 PVC OR EQUAL MINIMUM PIPE DIAMETER FOR PRIVATE LATERALS IS 4" AND OF SCHEDULE D3034 PVC OR EQUAL. ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. 3. CONNECTIONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO BACKFILLING. 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, INSPECTED AND PRESSURE/VACUUM TESTES AS REQUIRED BY UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION. ALL TESTS MUST BE WITNESSED AND PASSED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDIC110N PRIOR TO PLACING INTO OPERATION. 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR WARRANTY NORMALLY FURNISHED WITH THE PURCHASE OF ANY MATERIALS USED IN CONNECTION WITH "ME PROJECT AT HAND. WATER NOTES 1. ALL CONSTRUCTION/INSTALLATION OF WATER MAINS SHALL BE DONE IN A SAFE, NEAT AND WORKMANLIKE MANNER, AND UNDER SUPERVISION BY UTILITY PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE REGULATING AGENCIES MUST BE MET. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON OR PVC PIPE MEETING LOCAL REQUIREMENTS. POLYETHYLENE WRAP IS REQUIRED ON ALL METALS. 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN LINE. 4. CLASS 52 DUCTILE IRON MAY BE DIRECT TAPPED FOR 3/4 INCH AND 1-INCH SIZE SERVICES. SADDLES SHALL BE USED ON ALL TAPS 1-1/4" - 2" DIAMETER IN ANY PUBLIC MAIN. 5. ALL ELBOWS/BENDS ON WATER MAINS SHALL HAVE THRUST BLOCKS. 6. A DEPTH OF 36" FROM FINISHED GRADE TO THE TOP OF THE WATER MAIN IS REQUIRED. PLACING WATER LINES SHALLOWER THAN 36" IS PROHIBITED. 7. ALL NEW PIPES MUST BE PROPERLY FLUSHED, PRESSURE TESTED, AND CHLORINATED BY THE CONTRACTOR, AND INSPECTED BY UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION. 8. ALL BACKFLOW PREVENTION DEVICES (DOUBLE CHECK BACKFLOW PREVENTORS, REDUCED PRESSURE BACKFLOW PREVENTORS, PRESSURE AND ATMOSPHERIC VACUUM BREAKERS, ETC.) MUST BE APPROVED BY THE U11LITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION. 9. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A PUBLIC WORKS PERMIT AND INSPECTION BY THE CITY OR GOVERNMENTAL AGENCIES WITH JURISDICTION PRIOR TO BACKFILLING. 10. BACKFLOW PREVENTION DEVICES SHALL BE CONSTRUCTED OF CORROSION RESISTANT MATERIALS. 11. EXTERNAL WATER METER AND BACKFLOW PREVENTION VAULTS SHALL BE GASKETED IN AREAS OF HIGH GROUNDWATER OR NEAR STORMWATER MANAGEMENT FACILITIES AS REQUIRED BY THE UTILITY PROVIDER, CONTRACTOR TO CONFIRM. EX WATER LINE EX WATER VALVE W v V„ I 11 .... .- .-- ..... I m W YL T EX 2" WATER METER TO REMAIN CONNECT NEW LINE TO EXISTING 2" WATER METER 36' �- ROW 1 36' �UnL1TM ROW EA SEMENT 7 I REC 6 m IE 180 CB RIM=29 �E 18" ADS S- 22.1g IE 30 ADS 22 09 8 pVC SE 22 0g IE 18" CB RIM=31.56 1 E 12' ADS ADS E_ 22.26 IE 8" PVC S-25,16 IE 12" CB RIM=28 IE 120 ADS W22ADS IE 6- pVC P._22.; z N 0 0 0 N v NOTE TO THE CONTRACTOR: CONTRACTOR TO FIELD VERIFY CONSTRUC11BILIIY OF PROPOSED GREASE INTERCEPTOR BASED ON PROXIMITY OF EXISTING CATCH BASIN, AND SHALL ADJUST LOCATION IF NEEDED; EXISTING GREASE INTERCEPTOR AND APPURTENANCES 14 SHALL BE REMOVED AND REPLACED AS NEEDED. - •, vv=2 .21 / 1 JQ / JQ � /NEW 5,000 GAL GREASE INTERCEPTOR PER CITY OF TUKWILA STANDARD DETAIL �JQ SS-14 (MODEL 818-GA), SEE 3/C-5.0 IE 4" IN=22.66 A 5 2" VENT LINE I 4 Pvc"'72 SANITARY SEWER POINT OF lE 6' pvc E 23.2 CONNECTION TO BE REUSED P SSMH R V pV S -2 .66 S CTR AN_8 •86 C BOUT) s io Ss V 4 ss m x c LI 4 X o. I N ROOF I \ o a)IE PV RIM=29.gg c SDI 0 4g.7. ELEV C E=26.9c I I N SEE UTILITY 4 �° i 1 `.' ® CB RlM_ 26 8 18 BLOW-UP DETAIL i o �+' EA VIE LINE jE 3p" ADS I �^ 1 J 1 S -roRs V� 4 P= 1 ► F TpRINT OODFRAM v I E 1.5 »ADS OI I A RESS: 1 Al 7. 90 BUI LDING - o � � o � 920 SF O c) C _TWINPEAKS C -1D 6,930 SF ( o 0 FFE=28.4 FF ELEV 4 . " CB RIM-2 m M ; ; EX. 2" WATER METER =28.s' ) a r IE 24" AD z ' TO REMAIN - 8 pvc m � I l -"� p4 4 I d� PAD GREASE IE=25.0 6M 5�� ' ♦J -10 WV v 2" RPPA (WITH HOT BOX) 6 20LF 4" SS 6" FIRE AND 6" FDC LINE 0 2.0% MIN c ; AND 2" DOM. I SEWER CLEANOUT cc: I NEW SPRINKLER LINE ROOM 12" AREA DRAIN CIE CB RIM_ I c ; m CITY OF TUKWILA STD PLAN AD -� � SERV�IL^'�Y D� ; I DS-03, SEE 1 /C-5.0 LIE 6 n ADS I 23 96 I (COVERED) RIM=28.3 PVC 06 NO .�.�x 17 * EX. FDC AND PIV TO IE=25.4 REMAIN co C ,� 4 �" o 4: `a o 4 W c 19 -tONCRET4E PATIO v o � )sCO TRASH ENCLOSURE TO I w/WOoOD TRELLIS Q 00 4 BE COVERED, SEE ARCH c i ► a ..�. LmiF WV o SDI SD D _ COL co � i i UT 9 T�n-�-`fin o CB RIM=28. (2)Co ° 0 D• EX. FH TO REMAIN o IE 12' ADS K 01 c LP 8 =23.6 1 04Z � � � I ADS E=23, 71 " °o yc v 9 o G a GpC� 0 1 G rE S,�•' ', «. c�rR o �� ; "ED 3 �� Y G EXISTINGMIZUKI BU ;'hd �s � CE 4 ` G 8,523 SF R_ a 15' UnL,TY E /( ) S TO REMAIN o REC ASE NT �p SA41-1 [-P, 25 20; 16 � 1634,3 76 % C8 \� o R'M_29. \ 8 RIM-28. IE DI N_ �� O ,,, • a 6 VC 23. `® I'�' ; .d a Ea��11ra \ IE 8" N=25 83 SCO �^ 4PP F! ED ate; z' 3 o R� _ RECEIVED E < `. 3� s3 MAR 3 0 2016 CITY OF TUKWILA 0% `� �. ; ;Aty of Tukwila �� ♦ s 9 �, PUBLIC Works FEB 012016 0 0. s. CONNECT TO EX SS IE=21.2t 8 FF ELEV= I 28.7' f � � GRAPHIC SCALE PERMIT CENTER ( IN FEET ) I inch = 20 ft. SS 10, Know what's below. Lt Ty -�� F' R ELEC71 I� sEMENT ACILREC 1 Call before you dig. 6" PVC N, 8M RIM=31.03 SS SS `` COIyS7RUC1£DAL FI,y111I17 Es #8207140,349` C7R CH NC S&E � � S 30' STRIP COly AN-22.3 S 17920 SOUTHICENTER PKWY TUKWILA, WASHINGTON 98188 jttxfivmtm�'trm� IL71 C-3.0 12 C-0 Lci 04 cn c:) Ln cl-A 0- F— n F— cr C� cl, cr a cn cn 0 m GROUND- PAVEMENTDRGROLIND. I t 0OU00000,00VII Ve dALV. M BOLT- INLET DRAIN PIPE, :PEKPLANS VVELD WOW $IZE OUTLET DRAINPIPE, INSTALL TEE ON .SIZE :PER PLANS 24' 0 CONCRETE EWER NPE :4 A 400W CONC,CL I '81 t ELEVATION NOTES: 1. FOR USE ASZIMALL'CATCH BASIN OR DISTRIBUTION BOX. 2. FOR USE IN NOWTRAFFIG-AREA zON PRIVATE PROPERTY, 3. SOLID CONCRETE .COVER WHEN USED AS A DISTRIBUTION BOX. 4.:.dO.MPA:CTt.UdGRADE TO 66%.- MODIFIED PA0076k. 5. REFER TO. DS-012DF 2, FOR MATERIAL DIMENSION.. :CATCH BASIN 00 0 0 'YARD DRAIN. SHEET, DS-63 OF 1 • -T Pzvtm ft: gjkwila. 08.031 AppRom: B.SHELTON MATERIAL DIMENSIONS WITH OR WITHOUT PERFommON INSIDE IDAMETERR ITT& G W .24' 24"T &.,G DEPTH zv :3W '36' -'.3W OR48" WALL THICKNESS 22. 21/2" 3-114" 3" BELL O.D. 27" 33", BELL I.D... 14" 22' 17-112" BELL DIEPTH GRATE DIAMETER 13-718" 114787 27-3/4* 21" GRATE THICKNESS i-M&, APPROX WEIGHT -361* 400# 675# NOTES: 1. SET GRATE INTO BELLRECESS.- 2. MAY REQUIRE A 8A$EZLABi -3-. FOR, USE IN NON-TRPFFIG. AREAS- .O.N: PRIVATE PROPERTY. ur, NOT TO -SCALE SANITARY SIDE SEWER City, of CLEAN-OUt srrr SS-03 RFMWN #1! 09.03' APPROVAL &SHELTON SANITARY SIDE SEWER CLEAN -OUT. m "MIN PEAKS 1719120 SOUTHCENTER PKWY TUKWILA, WASHINGTON 98188 NO .4. nt mq- GROW 4l�• II SECTION A -A BE -bA§kIt6 BY sr=0A SIZING CHART DESIGN- FORMULA: NumberOtMeds X-WastL-,Ft*,.X RLAenfl6n X ii, Capacity P6,ak 1-16urt�, Rate.TimeFactorStorage; ln,Ggffons. GALLMCAPACRY .1000 1 1= 1500 i7m 2M 2500 1 2750 IM 1-4000 1 SM mo UVCG.MQ 02MIOL-rA 71 1, EM *A* DO 52EH I r4r V-9.. aw Aw 4-0 I = I nig— low Dim —4W 9v w6w. 1 T.1v -,v.11r. 4 Aw 3!7-41r 4r ta9 5. 'AOTTOBCALE GREASEINTERCEPTOR. C Of SWGLE VAULT WITH DOUBLE BAFFLE Tild i' SHEU., SS-14 Rewomme 0&03, L-SrRMIOW, 04.08 av kw r mPR Au- BOB GIBERSON,C"YENGINEER: GREASE INTERCEPTOR NTS kPPROVED MAR 3 0 2016 L;ity of Tukwila pUBLIC Works omlyk 3 FOR COIDIE. P 2 5 2016 city of Tu!�' RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER C-5.0 r d- PAVEMENT NOTES 1. MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS. 6. ASPHALTIC SURFACE COURSE MIXTURES SHALL BE IN ACCORDANCE WITH SECTION 9-02, GRADE B OF THE 2. SUITABLE ONSITE SOILS SHALL BE FREE OF DELETERIOUS MATERIALS AND MAY BE USED FOR SUBBASE PROVIDED WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. THE MIXTURE SHALL HAVE A SOILS MEET REQUIREMENTS IN THE GEOTECHNICAL REPORT. MINIMUM MARSHALL STABILITY OF 1,000 POUNDS, AND THE SURFACE COURSE SHOULD BE COMPACTED TO A MINIMUM OF 97% MARSHALL DENSITY (ASTM SPECIFICATION D 1559). 3. FOR PREPARATION OF PAVEMENT SUBGRADE, FILL PLACED WITHIN 12 INCHES OF FINISHED SUBGRADE ELEVATION IN FILL AREAS AND AT LEAST THE UPPER 8 INCHES OF SUBGRADE IN ALL AREAS TO BE PAVED SHOULD BE 7. THE PORTLAND CEMENT CONCRETE PAVEMENT MIXTURE SHALL BE IN ACCORDANCE WITH AIR —ENTRAINED COMPACTED TO AT LEAST 98% OF THE MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY (ASTM D-698). FILL CONCRETE FOR PAVEMENT SECTIONS 501, 551, AND 701 OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD PLACED BELOW THIS LEVEL SHOULD BE COMPACTED TO AT LEAST 95% OF THE MATERIAL'S MAXIMUM DRY DENSITY. AND BRIDGE CONSTRUCTION. THE MIXTURE SHALL BE DESIGNED TO DEVELOP A MINIMUM COMPRESSIVE 4. AFTER PROOFROLLING WITH A LOADED TANDEM AXLE DUMP TRUCK AND REPAIRING DEEP SUBGRADE DEFICIENCIES, STRENGTH OF 4000 PSI AT 28 DAYS WITH A 4 INCH MAXIMUM SLUMP AND 5 TO 7% ENTRAINED AIR. THE EN11RE SUBGRADE SHOULD BE SCARIFIED TO A DEPTH OF 8 INCHES AND UNIFORMLY COMPACTED TO AT 8. CONTRACTOR SHALL PROVIDE A PRIME COAT AND TACK COAT TO FACE OF CURB WHERE CURB CONTACTS LEAST 98% OF STANDARD PROCTOR. ASPHALT. 5. CRUSHED BASE COURSE MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 9-03.0(3) OF THE 9, PAVEMENT SECTIONS PER RILEY GROUP DATED AUGUST 20, 2015 WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. ASPHALT CONCRETE SURFACING (GRADE 'B' — WSDOT SECTION 5-04.2) f 0� .` �. - • r, 1 r, r STRUCTURALCOMPACTED GRANULAR FILL CONFORMING TO Film WSDOT GRAVEL BORROW (SECTION 9.03.14(l)) -, SHALL BE 1 1 REPLACED. SUBGRADE PREPARED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS TO ACHIEVE • DRY 1 D1557). STANDARD PAVEMENT PORTLAND CEMENT CONC. (3000 PSI COMPRESSIVE STRENGTH PER WSDOT STANDARD SECTIONS 5.05) --� 0 00 00 C 0 0O 0 0O 0 0 00 0 0 0O 0 000�0000 00 0 o pQOo 00 0 0%,0 0 0 00� 00 0 0 12" COMPACTED STRUCTURAL FILL. UNSUITABLE NATIVE MATERIAL SHALL BE OVEREXCAVATED AND 3H REPLACED. SUBGRADE SHALL BE PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT TO ACHIEVE 95% OF MAXIMUM DRY DENSITY (ASTM D1557). TYPICAL SECTION CONCRETE SIDEWALK. Q J r Al 12/01/2015 PACLAND RFI #6 RESPONSE Q 01 /25/2016 PACLAND CITY COMMENT RESPONSES r4 1 "R 5 1 2» 1" BATTER 1 /Z»R "REVERSE" SLOPE — 2:1 MAX. SLOPE PER PLAN 1"R - 1 /2"R a Q co 4. .b �-- GUTTER SHALL en �) °o 000 °°0�°u° HAVE "REVERSE" SLOPE WHERE O° ° 0 O° ° C a° ° O O° ° O O° PAVEMENT GRADE 0�0�0°Oo0°00C3°° 00° SLOPES AWAY FROM CURB, SEE PLAN 6 1 /2» MINIMUM 6" BASE COURSE WITH PRIME COAT CONCRETE CURB AND GUTTER SECTION____f`,� Wi LOCATE AT EDGE OF PARKING SPACE UNLESS ACCOMPANIED BY "VAN" LETTERING ACCESSIBLE PARKING SYMBOL N.T.S. B f[ @ � ice# an� •m. CURB RAMP NOTES: 1. RAMP TEXTURING IS TO BE DONE WITH AN EXPANDED METAL GRATE PLACED AND REMOVED FROM WET CONCRETE TO LEAVE A DIAMOND PATTERN AS SHOWN. THE LONG AXIS OF THE DIAMOND PATTERN SHALL BE PERPENDICULAR TO THE CURB. GROOVES SHALL BE 1 /8" DEEP AND 1 /4" WIDE. 2. CURB RAMPS SHALL BE POURED AS A SEPARATE UNIT FROM THE SIDEWALK, ISOLATED BY EXPANSION JOINT MATERIAL ON ALL SIDES EXCEPT AT END OF RAMP NEXT TO THE ROADWAY. 3. INLETS SHALL BE LOCATED SO THAT RUNOFF DOES NOT FLOW PAST THE CURB RAMP. 4. CHANGES IN LEVEL UP TO 1 /4" MAY BE VERTICAL AND WITHOUT EDGE TREATMENT. CHANGES IN LEVEL BETWEEN 1 /4" & 1 /2" SHALL BE BEVELED WITH A SLOPE NO GREATER THAN 1:2. 2" MAX. -.4 /(;4 SAWCUT WHERE NEEDED. " THROUGH JOINT ALL AROUND WHERE PAVED. SCORE LINE (TYP.) - SAWCUT (TYP.) THROUGH JOINT (TYP.) CURB LIMITS OF TEXTURED SURFACE. IMPRINT WITH 3/4" 9-11 FLATTENED EXPANDED METAL MESH. MIN •• • • • • • • • RAMP TEXTURE DETAIL 1:12 s'—on 1:12 MAX. SLOPE MAX. SLOPE 12:1 MAX. SLOPE (TYP.) 1 /2 Z 0 I r a -- YELLOW DETECTABLE WARNING PER ICC/ANSI A117.1-2003, SECTIONS 406.13 AND 705 3/8" EXPANSION JOINT\ RAMP TEXTURE, TYP. SECTION (SEE DETAIL & NOTE 1) NOTE: MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS THIS SIGN TYPICAL AT ALL ACCESSIBLE PARKING SPACES THIS SIGN TYPICAL AT ALL VAN ACCESSIBLE PARKING SPACES PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW "U"—CHANNEL POST (2—LBS./FT.) 4" PIPE BOLLARD PAINTED TRAFFIC YELLOW, FILLED W/ CONCRETE. SLOPE TOP OF CONCRETE—N. GROUND/PAVING SURFACE 3500 P. S.I. NOTE: P.C. CONCRETE—" ALL SIGNS SHALL COMPLY WITH U.S. DEPARTMENT OF TRANSPORTATION, FEDERAL HIGHWAY ADMINISTRATION'S "MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES", LOCAL CODES AND AS SPECIFIED. MOUNT SIGNS TO POST IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. K 1'-6" CURB RAMP DETAIL N .o 0 00 000 00 0 00 00 0 00 00 00 00 00 'ISy Ild -v S' �0% M/N ti 5 `mil 6 DETECTABLE WARNING PER ICC/ANSI A117.1-2003, SECTIONS 406.13 AND 705 --12" X 6" MOUNT SIGN HERE "U"—CHANNEL POST (2 LBS./FT.) WHEN SIGN IS IN PAVED AREAS, USE 4" PIPE BOLLARD o z FILLED W/ CONCRETE AND r%- PAINTED TRAFFIC YELLOW r 0 SLOPE TOP OF CONCRETE GROUND SURFACE 9— ACCESSIBLE PARKING SIGN BASE 17920 SOUTHCENTER PKWY TUKWILA, WASHINGTON 98188 a d PC CONCRETE a d' o 4PPVED d d. N MAR 3 0 2016 . - 4q ..;ity of Tukwila PUBLIC Works com. STANDARD SIGN BASE SITE DETAILS m R Z�'.°°,� I F.' `w FOR, 'cd'1; afy, ICE 74P,252016 SUlLD'a\:!i3 DIVI eCdNa RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER C-8.0 r I LC� CD N Z iT 3 _1 O ni= ZD I•— / 00 C-D d N CIO a CU tZ t` 77 w WA £ !j4'kMk M . 1 TRUCK FLARE SHALL BE ON OR JUST ABOVE SURFACE GRADE is 2 INCHES MULCH. 3' CLEARANCE AROUND TRUNK �----- 4 INCH DEEP SAUCER BACKFAL MIX UNDISTURBED .SUBSOIL OVE BURLAP 3X ROOT BALL, MiN. FFROM TOP 1 j3 of TrROPEBALL NOTE: SEE LANDSCAPE NOTES FOR THE TYPE OF MULCH MATERIAL TO USE. f TREE PLANTING N.T.S. " 2 INCHES MULCH ( SEE LANDSCAPE NOTES FOR TYPE OF MULCH ) . T�"� '• c SHRUB IS B & B. THEN z _ r:: REMOVE BURLAP do ROPE FROM TOP 1/3 OF BALL N , M BACKFILL MIX 2X ROOT UNDISTURBED SUBSOIL BALL, MIN. SHRUB PLANTING N.T.S. GROUND COVER PLANTING SOIL ROOT BALL 12' MULCH OR E.Q. TO PLANT SPACING HARD SURFACE * ."`-Y."�c`-.�*t ., set --rat 'p•.': � S•� I. f NOTE TAPER MULCH THICKNL iL DOWN OF ROT MASS. Im NO SCALE a 1 �I rl �• � PROVIDE 1 11 PI CONCRETE MULCH TOPSOIL CONCRETE I LANDSCAPECURB DETAIL 4 NO SCALE M NOTE F� TOF CONNECTION TO THE RALCON�ORAND MCHANICAL ENqTRACTOR. . NOTE ALL FITTINGS TO BE GALV. PAINT ALL GALVANIZED PIPE WITH ONE COAT CARBON ELASTIC PANNT AMETEK mm r--AMEIEK is ECONOMYlZ*.sQ QUICK BOX TURF BOX BOX BQX BOX COUPLER WHIFFLE —f W N]I C /'ISf+il a SWING JOIN7V N ULGVA 6 P.Y.0 SLLfVE VALVE Y. '..; ` -'� .. 2 c "PFA. AVEl:: :: i TEE `3,' NIPPLE AND ELL _ 4-VX6'X16 2 „. CONCRETE l ODIC PEA GRAVEL:. ;S'CN. 8D MALE ADAP MAIN LINE--► .- METER (ASt6:Q BRED) 4 DIAMETER ORO LINE PRESSURE QUICK POINT OF RIM TO DAY LIGHT REDUCING COUPLING METER CONNECTION BACKFLOW PREVENTER VALVE VALVE TEST COCKS TO FACE UP FOR TESTING TO BE SET FOR FOR WINTERIZATION +/- 70 IS. &OW -OUT AND CUT IN DETAIL TESTING NO SCALE POINT OF CONNECTION INSTALLATION OF POINT OF CONNECTION OUTSIDE OF STRUCTURE PVC MINIMUM TWO TIMES THE DIAMETER 1 Z4' SLEEVE ( OF PIPE TO BE INSERTED INTO SLEEVE /'MAIN OR LATERAL WIRE STUB -UP AND PLUG PLANTER ---. PAVING WIRE SLEEVE (M T INOF CURB: - CHES DIAMETER.) CURB BUILDING 18` 24' ENTRY WIRE SLEEVE WALK _ _ MMAIN OR LATERAL = _ — SLEEVE I • — — MAiN OR LATERAL 'EaURB p O 4' AUK � WIRE SLEEVE LINE OF CURB CURB CURB OR WALK PLANTING PAVING 4' T�1^6 TiRRLGAl10N FLAG / TAPE CLOSED VERTICAL STUB -OUT { ; ARI(ER PIPE OR 1. IRRIGATiON WIRE TRENCH OR 2 METALIC TAPE 4. METALIC TAPE LATERAL�uONREJ PVC ELL TYPICAL SLEEVING DETAIL D NO SCALE Tree Protection Fence Detail ANQiOfI POSTS SHOULD 8E MINIMUM S' TALL . _.. a Fr. T MAX ,.-:•-.�� � ... .... ..-...-,.,-...-.,.--- .�-USE 8 wrFtE .... 'U• TO SECURE FENCE son.ANCHOR POSTS MUST K INSTALLED TB.A De7H OF ND LESS THAN i/i OF THE TOTAL HEIGHT OF POST. Temporary Chain -Link on Driven Posts THE TREE"PRDTECIILIHlL iiNCt'.,tiOULD-tom w►Wr/ L+G0 TNtO{7Gi"T: 7F3E CpISTRUCT7ON.ANb' dTAO1TGc,,AiJC NOT 10 RL3LOtig;O UHTL FINAL LAttOSCAPTNO TS iM 1+ROGiLES...ti NO 7T1iE SHALL EQUfPMENt 6}M INTO THE ROI PRaTECTTON .ZONE MM ALL 6ilUStt'CLEANUP YAT19l TIE RP2 SHO"'Oe C!%tfLFTE2l,81f NAtID TQ i Dwinamcr OR NATIt£ CRCUNp 'CO4E7LS'tLD CUSS OR.F7tL. U7IILTY' iReNCHINI : Ma91NFLCATtpNS TODRALNAY.iw oR 'CONCRETE- RISE WA1FR'_ 5T10LJLD IifPACT"LH ; fNi 1T1RE5, .CASHES• OR OTHER L?bVLLCkS . SHOULD 8E ATTAC{tFL, TT) ,`PRO7EC7E9 -TRt ES LxiRHtO CONSiLtgCTION iF 11�At;TS MUiST DCMT M itt7HIN THE RP?_ CONTACT WCI PRIOR TO TFGE OPERATIONS TO DETERMINE THE PROPER PROCEDURE TO PA07ECT 7NE IIII MFXIH.' TSP 11 /20/2015 ,...-...: DMD PERMIT TV 10-492-001 XXX El TREES TO BE PRESERVED MUST BE PROTECTED DURING CONSTRUCTION BY INSTALLING TREE PROTECTION FENCING AT CRITICAL ROOT ZONE (DRIP LINE +5') OF TREES. TREE PROTECTION DETAIL AND NOTES QUICK COUPLING VALVE SET FLUSH WITH FINISH (MADE AWN IN LAREA 3' ABOVE -- I . FINISH GRADE IN 01HER AREAS / FINISH GRADE LAWN AREAS cum M . a MA /12' FINISH GRADE SHRUB AREAS q. / trrrr ' n ✓ r t +.tr`r 11 • • rrr rrrrr • . • If ROUND PLASTIC BOX AND COVER ? <-° I STAINLESS STEEL CAMP :" I ° SIZE AND LENGTH AS REQUIRED SCH. 80 PVC NIPPLE 3' PEA GRAVEL SCH. 40 PVC ELBOW SCH. 40 PVC STREET ELBOW -- I PVC SUPPLY LINE (SxSxT) SCH. 80 PVC NPPLE SIZE AND FITTING LENGTH AS REQUIRED 12' PVC SUPPLY LINE ✓ SCH. 40 PVC STREET ELBOW 1-_ 1/2' PVC PIPE STAKE ( 140 MIN. 36' LONG OR ITS SITE REQIARES NOTE: USE TEFLON TAPE ON ALL THREADED FITTINGS TYPICAL QUICK COUPLING VALVE ASSEMBLY NO SCALE FINISH GRADE SEE SPECS FOR DEPTH SM PLANS FM LAI M. SPACING SUB GRADE I SUBGRADE INSTALLATION N.T.S. PVC SUPPLY HEADER -TOP OF SLOPE�� LINE FLU6 VAL YY LATERAL TUBING PVC EXHAUST HEADER TOE OF SLOPE � SLOPE C�NG oP 2/3 REMOTE CONTROL VAL p AND My WITH DISC AIER PLUS 25IfON I�TTDM� 1/3 OF SLOPE D rKV NOTE ALIGN LATERALS PARALLEL TO THE CONTOURS OF THE SLOPE SLOPE FEED LAYOUT OfiTAL - N.TS V,..M �Y�., •..-. ..viv.. •••r •••• r�vr x.v•w,r BOX TO BE PLACED HHARDSCAPE EDGE AT RIGHT ANGLE TO SIDEWALK, WE, t2' OR ETC. 12'1 PLASTIC BOX AND COVER AS NOTED WITH LOCK TOP CURL TYPE EXPANSION LOOP (ION 24') WATERPROOFED WIRE CONNECTION CHRISTY'S I.D. TAG(STANDARD). x ' ` " ` " % _ :: ' NON -PRESSURE SECURE TO SOLENOID� LIE FITTING PIGTAIL FINISH GRADE 3/4' LAWN AREA VC LINE PIPE FINISH GRADE SHRUB AREA SOLENOID ° 3 g8 C> o FLOW ADJUSTMENT TOPYIIE� A �o PEA GRAVEL (MIN. 3 CU. FT.) 18' MIN. PVC SCH. 40 MALE ADAPTOR (TYP. 2 PLACES) PVC LINE PIPE PVC ELBOW PVC LINE PiPE PVC SUPPLY LINE FITTING(SxSxT) COMMON WIRE NOI CONTROL WIRE 1. VALVES ARE TO BE INSTALLED IN SHRUB AREAS UNLESS OTHERWISE NOTED. 2. WHEN MORE THAN ONE VALVES IS LOCATED IN THE SAME AREA, PROVIDE A SPACE A MIN. OF 3 FEET APART. 3. USE TEFLON TAPE ON ALL THREADED FITTINGS. TYPICAL REMOTE CONTROL VALVE ASSEMBLY C NO SCALE (STRAIGHT TYPE) FINISH GRADE 180 2-WAY TEE SEE SPECS TUBING II iI SEE SPECS 3/4 SCH 80 PVC NIPPLE — PVC TEE (SxSxT) PVC PIPING i • F START CONNECTION WPVC RISER SMIM - NTH' ) FINISH GRADE 6• ROUND VALVE BOX AIR //VACUUM REUEF VALVE 3/4'M x 1 /2'F Tx REEDUUCTiOD! BUSHING 3/4 PY(GTxntAUPUN 3//4` SCH 80 RISE (LENGTH AS REQUIRED) ' BRICK (Tf IRE�E)PORTS 0 0 0 O o ^o�o 3/4' CRUSH ( VEL SUMP POLY TUBING CLAMPED TO STEEL INSERT �PSss AIR VACUUM RELIEF G PLUMBED TO POLY) S ~ NTH MANUAL FLUSH VALVE PLUMBED TO PVC OR POLY (1YP) PVC OR POLY EXHAUST HEADER PERIMETER LATERALS 2' TO 4 FROM EDGE Techline® CV DRIPLINE Techine@ START CONNECTION REMOTE CONTROL VALVE WiTH DISC FILTER AND PRV PVC OR POLY SUPPLY HEADER AREA PERIMETER Techline@ START CONNECTION MALE ADAPTER K Techline CV CENTER FEED LAYOUT ° mmw NOT TO SG4tE DETAIL — C102 TWIN PEAKS 17920 SOUTHCENTER PKWY TUKWILA, WASHINGTON 98188 6' OR -`*','.1., AS NOTED : y? i II SIDEWALK, CURB, ETC. FINISH GRADE SPRINKLER NOZZLE PVC TEE OR ELBOW (SxSxT) POP-UP ASSEMBLY —•� II` (INSTALIED 1' ABOVE II � SCH. 40 PVC STREET ELBOW 0� AIDS AS NOTED) ( SCH. 80 PVC NIPPLE (LENGTT AS REQUIRED) SCH. 40 PVC STREET ELBOW NOTE 1. INSTALL HEAD FLUSH WITH TDP OF HARDSCAPE AT INTERSECTION AND CORNERS. 2. USE 1ER.ON TAPE ON ALL THREADED FITTINGS. TYPICAL SHRUB HEAD POP—UP ASSEMBLY No SCALE 3/4" DISC FILTER PVC MAINLINE REMOTE CONTROL VALVE 1' FPT f"4- PRV 46 PSI LF LO 2` MINIMUM CLEARANCE fl O0O�o O�Oo�O� O I 'iO-OVO OOTO UCgrp� �iY' no n` f BRICK SUPPORT 1 CU. FT. PEA Y x 3/4 SCH 40 12' x 18' PVC OR POLY RED BUSHING TxT (1- EA. CORNER) GRAVEL SUMP VALVE BOX LATERAL LINE LOW FLOW ZONE CONTROL VALVE KIT LA N.T.S RECEIVED CITY OF TUKWILA FEB PERMIT MANUAL FLUSH VALVE PLUMBED TO PVC OR POLY Techline® CV DRIPLINE Techline® START CONNECTION MALE ADAPTER t b Techline® TEE— CODE C,(1',Jj7gUA'�N,10E '2 E M, AR a I y REMOTE CONTROL VALVE \ WIT DISC FILTER AND PRV -�I I City i= ' AREA�PER1wkETEf?i SUPPLY'"REI{DER Techline CV IRREGULAR AREAS: Triangular ° NOT TO SCALE DUAiL — C104 ! L-2.0 C Lf r i LC c C, a z c 0 Q c c c z a a i 0 a V 4 6.'4 J LAND CAPE ° = .4 •v d SS` CURBI G, TYP. ° d = f o. b ss a a ° ss " P `o �_ ° �a ' ss, JAL / b J o° v• v a -Q 3, a :.� .. EXIS11 G a VEGET TION TO BE R TAINED, R BERBERIS SHRUBS TO 11E IN WITH PRES RVE AND EXISTING HEDGE : A. PRO CT R ° \ ° i ti TWIN PEAKS a I � - � I � a <i VLT w. v/V o < w .`' I \ 1/ / Q I I ti V vV i I o `1 W �,1 \ /G) 6,930 SF FFE=28.4 0 4' WIDE GRAVEL PATH TO LAWN a 7 4' WIDE GRAVEL PATH TO LAWN SERVICE YARD —x > x x x x x x LANDSCAPE CURBING, TYP. imu TSP 11/20/2015 PERMIT DMD E r TSP 10-492-001 PROVIDE SOD LAWOAS NEEDED COL (4) EXISTING TREES TO BE RETAINED I PRESERVE AND PROTECT AE OF SHWGTiON REGISTERED `T: Shb#n"Porsons Certificate No. 307 ss GRAPHIC SCALE S 10 20 (INS) 1 inch = 10 fh RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER PLANTING NOTES: PLANT SCHEDULE QTY ,'-SYMKL BOTANICAL/COMMON NAME SIZE/COMMENTS \TREES _ ~ EXISTING TREES TO REMAIN PRESERVE AND PROTECT I `\ EXISTING TREES TO BE REMOVED 3 _ 7 _ BETULA JACQUEMONTII / JACQUEMONTII BIRCH 2" CAL., SPECIMEN QUALITY, B&B BRANCHED ® 5', MATCHED SET 1 GLEDITSIA TRICANTH05 VAR. INERMIS 'HALKA' / 2" CAL., SPECIMEN QUALITY, B&B HALKA THORNLESS HONEYLOCUST BRANCHED @ 5' 12 THUJA OCCIDENTALIS 'SMARAGD'/ 5'-6' HT., FULL & BUSHY, MATCHED EMERALD GREEN ARBORVITAE VARIETIES SHRUBS/TALL ORNAMENTAL GRASSES 2 ARBUTUS UNEDO 'COMPACTA'/ COMPACT 5 GAL. CONT., 24" MIN. HEIGHT, STRAWBERRY TREE FULL & BUSHY 15 BERBERIS THUNBERGII ALTROPURPUREA 'ROSE 5 GAL. CONT., 18" MIN. HEIGHT, FULL GLOW' / 'ROSE GLOW RED BARBERRY & BUSHY i 9 n , CALAMAGROS11S X ACUTIFLORA 'KARL FOERSTER' 5 GAL. CONT., 18" MIN. HT., FULL & v / 'KARL FOERSTER' FEATHER REED GRASS BUSHY 5 CISTUS X HYBRIDUS / WHITE ROCK ROSE 5 GAL. CONT., 18" MIN. HT., FULL & BUSHY 35 ILEX CRENATA 'GREEN ISLAND'/ 'GREEN ISLAND' 2 GAL. CONT., 15" MIN. HT., FULL & JAPANESE HOLLY BUSHY 26 MISCANTHUS SINENSIS 'MORNING LIGHT' / 2 GAL., CONT., FULL & BUSHY 'MORNING LIGHT' MISCANTHUS 5 R RHODODENDRON 'PJM'/ 'PJM' RHODODENDRON 18"-21" MIN. SPREAD, B&B, SPECIMEN QUALITY 9 RHODODENDRON 'JEAN MARIE DE MONTAGUE'/ 18"-21" MIN. SPREAD, B&B, ® 'JEAN MARIE DE MONTAGUE' RHODODENDRON ** SPECIMEN QUALITY 7 VIBERNUM DAVIDII / DAVID'S VIBURNUM 5 GAL. CONT., FULL & BUSHY, PLANT @ 3' O.C. ** EXISTING RHODODENDRONS MAY BE USED IN LIEU OF NEW 'JEAN MARRIE DE MONTAGUE' RHODODENDRON PLANTINGS GROUNDCOVER AS GAULTHERIA SHALLON / SALAL 1 GAL. CONT., PLANT ® 24" O.C. MEEDED AS ARCTOSTAPHYLOS UVA-URSI / KINNIKINNICK 1 GAL. CONT., PLANT @ 18" O.C. MEEDED 0 COBBLESTONE ROCK 3" - 8" SIZE RIVER ROCK, 9" DEPTH SOD LAWN USE FESCUE, RYE AND BLUEGRASS BLENDS. OBTAIN FROM LOCAL (t 50 EXISTING VEGETATION TO BE RETAINED, MILES) SUPPLIERS PRESERVE AND PROTECT 1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF PESTS AND DISEASE. 2. ALL PLANTS MUST BE CONTAINER GROWN OR BALLED AND BURLAPPED AS INDICATED IN THE PLANT LIST. 3. ALL TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED. AND MEET ALL REQUIREMENTS SPECIFIED. 4. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLATION. 5. NOT USED. 6. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS . SPECIFIED. 7. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO (1) VERIFY THE LOCATIONS OF UTILITY LINES IN AND ADJACENT TO THE WORK AREA, (2) PROTECT ALL UTILITY LINES DURING THE CONSTRUCTION PERIOD, AND (3) REPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH OCCURS AS A RESULT OF THE LANDSCAPE CONSTRUCTION. 8. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK. PLANT MATERIAL QUANTITIES SHOWN ARE APPROXIMATE. 9. THE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLANTING (INCLUDING BUT NOT LIMITED TO: WATERING, MULCHING, FERTILIZING, MOWING, ETC.) OF THE PLANTING AND LAWN AREAS FOR THE CONSTRUCTION PERIOD. 10. THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A (1) YEAR PERIOD. THE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON. 11. TREES SHALL ONLY BE INSTALLED DURING APPROPRIATE SEASON, OCTOBER THROUGH MARCH. 12. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST SPECIFICATIONS. 13. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE w HE ZI I C A 9 &o;�i 17920 SOUTHCENTER PKWY SPECIFICATIONS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL 14. ALL SHRUB, GROUND COVER AND SEASONAL COLOR ANNUAL PLANTING BEDS ARE TO BE COMPLETELY COVERED WITH BARK MULCH TO A MINIMUM DEPTH OF TWO INCHES. 15. SAFE, CLEARLY MARKED PEDESTRIAN AND VEHICULAR ACCESS TO ALL ADJACENT PROPERTIES MUST BE MAINTAINED THROUGHOUT THE CONSTRUCTION PROCESS. 16. NOT USED. 17. ALL PLANT MATERIALS QUANTITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE COVERAGE OF ALL PLANTING BEDS AT SPACING SHOWN GRAPHICALLY. 18. SOILS AND INSTALLATION SHALL MEET THE REQUIREMENTS OF BMP T5.13 "POST CONSTRUCTION SOIL QUALITY AND DEPTH" FROM THE STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. REQUIREMENTS INCLUDE: 1) TOPSOIL LAYER WITH A MINIMUM ORGANIC MAKER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT IN TURF AREA, AND A pH FROM 6.0 TO 8.0 OR MATCHING THE pH OF THE UNDISTURBED SOIL. THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA SUBSOIL BELOW THE SOIL LAYER SHALL BE SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION -OF-, ! UPPER MATEftIA� TO AVOID STRATIFIED LAYERS WHERE FEASIBLE. �� 3� 2) MULCH PANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL 3) USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS IN WAC 173-350-100. tAll?, 2016 19. REFER TO PLANS FOR ALL INFORMATION NEEDED FOR IMPLEMENTATION OF PLANING PLANS. I a 20. ALL LANDSCAPED AREAS ARE TO BE WATERED VIA AUTOMATIC IRRIGATION SYSTEM. C►t3 , , u!-aj�i1a 21. NOT USED. BUILD-H%. ` �"avl8g'0N 22. CONCRETE CONCRETE CURBING (SEE LANDSCAPE & IRRIGATION DETAIL SHEET) 11-13E INSTALLED -WHERE DESIGNATED L-1.0 0 J LIST OF CONTACTS OWNER STOVETOP RESTAURANT GROUP 207 VILLAGE LANE SOUTHAMPTON, NJ 08088 PH: (303) 886-6219 FAX: EMAIL: -- CONTACTS: ALEX KANAPILLI ARCHITECT OF RECORD Design Parameters, LLC 6373 Silver Stream Ln Frisco, TX 75034 PH: (214) 784-5014 FAX: (303) 362-7361 EMAIL: Jeffrey.baker@designparameters.com CONTACTS: Jeff Baker, Architect DESIGNER Design Parameters, LLC 6373 Silver Stream Ln Frisco, TX 75034 PH: (214) 784-5014 FAX: (303) 362-7361 FK/IAII • irnffrA\i hr71�Ararlrncir7nnnrryrnA+arc r-nm INDEX OF ISSUEDKEY * ISSUED FOR COORDINATION AND REVIEW FOR CONSTRUCTION FOR REFERENCE ONLY / NO CHANGES * SHEET REMOVED FROM . . 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LLC'' 6373 SILV9R STRgAM LN FRISCO, TX 75034 PP: 214-784.5014 F-X: 303.223,9104 DC -SIC NPARAM�TQRS.COM 1 t # ca 1 he 00 «o 94 oc LLJ o W clam � o C0 o N T RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER START DATE • De.25W5 PROJECT NO • TWM DRAWN BY • a® CHECKEDBY- im ISSUED/REVISED • • DATE PERMIT 11.182MG OWNER REVSaW COMMENM M2D=S EMI � w�z0 e � • j'{.' p } •_.• . ,.,..r..s...` � pqyypq Y.AR `..161 RIM �✓�+,✓pa.�� per! i �➢��9 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON COVER PAGE { { li �3 S#.?i,i E�3:i,nt ..3#�#� �I.•ri., 3.:ii3i 71 #{{�,.ri�sili'1�{{ ,i: 00"MOxrt Ma DC—SIGNPARAMl=_;T9RS. LLC 6373 SILVQR STRC-AM LN F-:RISCO, TX 75034 PI --I: 214.784.5014 1-X: 303.223.9104 DESIGN PARAMC—T9RS.COM 4'-0„ INSULATE HOT WATER lyl „ Milli. „ PIPES AND DRAIN TO 3 =0 fv11N. ��-0 3 -0 MIN. _ �.�� PREVENT CONTACT LINE OF REQUIRED 6 0 —Q' I, _0 ' ✓<� �" MIRROR Q �� =� \iL — \x 'i / ! ���- T— C F �1 - ' a I" T - I�..fIE_ .� �;',R�,I��,�E S M11''. �� ,I,'.:X :..�� CL�AI ,�,I�CE ! I/ nr /� n T^7 1 1'-5" MIN. DEPTH I I' 4 —0 MIN. — r,' . I CN I F—Z— --- � — ---_-- -- __— - III ----�— --�-�—L—', i I !�-!.—."0�1 IF i Y --, —5�- -I ' I' - 1Ir 'O � . -N. EAV L0_jR ,'Y 4 ^ `E 0 cn- ---�, I --I !II I y e a — 00 0— 0 00UJI SCALE: 1/2"=1'-0" z Q GRAB BAR I1 — —) t I i VI IC I7i _ � I\I \L, LLD ) vJ -SLSE TOILET SCALE: 1/2 1 -0 .- ----- _ MIN —o"PIN. F DOOR\,rHAS A CLOSER co! Al\\! liE LE�R NCE:''I >10" MAX. 2'-6' 4,-0MIN. 1'-5" 10 _ 1-C„MIN. CLEAR cnuv FLOOR , ,i T I lullI A,1 -4i START DATE • 08.25.2015 CLEAR C ES®UTAI REACH ES PROJECT NO• TW,SCALE: 1/2"=1'-0SCALE: 1/2"=1'-0" SCALE: 1/2"=1'-0" DRAWN BY JKB CHECKED BY - JK13 ALTERNATE DOUR LOCATION IfREVISED DATEa ISSUE PERMIT 11j3.2015 ' OWNER EVSBLOMME?0.2016 ( ;lLof qo m >< Lrnl C`� \ co Li clj cts N_ 8774 REGISTERED ARCHITECT RECEIVEDoJEFFREY K BAKERCITY OF TUKWILA W STATE OF WASHINGTON Lu FEB 012016 1 : PERMIT CENTER ADA/ANSI 0 MULTI-USER TOILET OT„_ - I C�. OBJ CTS S ®L S _---------------------- - --------- --- - _ SCALE. 1/2 - 1 -a - --- -- ---- — --- ---- --- ---- --' SCALE: 1/4 -1 -0 SCALE: FULL COPYRIGHT02002-2015 INDEX TO ARCHITECTURAL SPECIFICATIONS REFER STRUCTURAL AND MEP DRAWINGS FOR ADDITIONAL SPECIFICATION INFORMATION REFER TWIN PEAKS 2012 SPEC BOOK FOR MOST CURRENT CORPORATE STANDARDS AND VENDORS - Section 00000 INDEX TO ARCHITECTURAL SPECIFICATIONS DIVISION 1 - GENERAL - Section 01100 GENERAL RESPONSIBILITY DIVISION 2 - SITE WORK - Section 02281 TERMITE CONTROL DIVISION 3 - CONCRETE - Section 03531 CONCRETE STAIN DIVISION 5 - METALS - Section 05500 METAL FABRICATION - Section 05520 HANDRAILS AND RAILINGS (FERROUS METAL) DIVISION 6 - WOOD AND PLASTICS - Section 06100 ROUGH CARPENTRY - Section 06605 FIBERGLASS REINFORCED PLASTIC PANELS DIVISION 7 - THERMAL AND MOISTURE PROTECTION - Section 07200 INSULATION - Section 07240 EXTERIOR INSULATION & FINISH SYSTEM - Section 07540 THERMOPLASTIC MEMBRANE ROOFING - Section 07411 PREFORMED METAL ROOF PANELS - Section 07461 FIBER CEMENT SIDING - Section 07600 SHEET METAL AND ROOF ACCESSORIES - Section 07900 JOINT SEALERS DIVISION 8 - DOORS AND WINDOWS - Section 08100 STEEL DOORS AND FRAMES - Section 08500 WINDOWS - Section 08700 DOOR HARDWARE - Section 08800 GLASS AND GLAZING DIVISION 9 - FINISHES - Section 09300 TILE - Section 09260 GYPSUM BOARD ASSEMBLIES - Section 09511 SUSPENDED ACOUSTICAL CEILINGS - Section 09666 RESILIENT SHEET FLOORING - Section 09900 PAINTS AND COATINGS DIVISION 10 - SPECIALTIES - Section 10523 FIRE EXTINGUISHERS AND CABINETS END SECTION 01100 - GENERAL RESPONSIBILITY 1. GENERAL RESPONSIBILITY A. THE CONTRACT INCLUDES FURNISHING OF ALL LABOR, MATERIALS, APPLIANCES, TRANSPORTATION AND SERVICES REQUIRED FOR A SATISFACTORY CONSTRUCTION OF THE PROJECT. B. CONTRACTOR SHALL VERIFY EXISTING CONDITIONS THAT AFFECT ALL ALTERATIONS, ADJUSTMENTS TO DELIVER A COMPLETE PROJECT CONFORMING TO THE CONTRACT DRAWINGS AND SPECIFICATIONS. C. GENERAL CONTRACTOR SHALL MAINTAIN ONE SUPERINTENDENT ON THE JOBSITE AT ALL TIMES. SUPERINTENDENT SHALL WORK EXCLUSIVELY ON THE PROJECT FROM START OF CONSTRUCTION THROUGH SUBSTANTIAL COMPLETION. CONTRACTOR WILL PROVIDE OWNER'S REP WITH TELEPHONE SERVICE 24 HOURS PER DAY FOR DURATION OF PROJECT. D. SHOULD CONFLICTS OCCUR WITHIN THE CONTRACT DRAWINGS OR SPECIFICATIONS, THE HIGHER QUALITY OR LARGER QUANTITY SHALL BE ADOPTED FOR ESTIMATION PURPOSES AND SHALL BE FURNISHED AND INSTALLED. E. IF ANY ERRORS OR OMISSIONS APPEAR IN THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE OWNER, ARCHITECT, STRUCTURAL ENGINEER IN WRITING OF SUCH ERROR OR OMISSION. F. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE TIMELY ARRIVAL OF ALL SPECIFIED FINISH MATERIALS, EQUIPMENT, AND ANY OTHER MATERIALS UTILIZED ON THIS PROJECT. THE GENERAL CONTRACTOR SHALL NOTIFY THE OWNER IN WRITING WITHIN TEN (10) DAYS OF DATE OF CONTRACT OF THOSE SPECIFIED ITEMS THAT MAY NOT BE READILY AVAILABLE. IF NOTIFICATION IS NOT RECEIVED BY OWNER WITHIN THAT TIME FRAME, THE CONTRACTOR ACCEPTS RESPONSIBILITY FOR THE PROPER ORDERING AND FOLLOW-UP OF SPECIFIED ITEMS AND SHALL PURSUE WHATEVER MEANS NECESSARY, AT NO ADDITIONAL COST TO THE OWNER, TO ASSURE AVAILABILITY OF ALL SPECIFIED ITEMS SO AS NOT TO CREATE A HARDSHIP ON THE OWNER AND NOT DELAY THE PROGRESS OF THE WORK. NO EXTENSION OF TIME TO THE CONTRACT WILL BE ALLOWED. 2. PERMITS A. ALL REQUIRED CITY AND COUNTY LICENSES SHALL BE ACQUIRED AND PAID FOR BY THE INDIVIDUAL TRADES. B. ALL CONTRACTORS SHALL HAVE VALID CERTIFICATES OF WORKMAN'S COMPENSATION ON FILE WITH THE APPROPRIATE AGENCIES. 3. TEMPORARY FACILITIES A. COORDINATE TEMPORARY FACILITIES WITH LANDLORD 4. ADDENDA TO THE CONTRACT DOCUMENTS A. ADDENDUMS AND INSTRUCTIONS ISSUED BY THE ARCHITECT DURING THE PERIOD OF BIDDING WILL BE INCORPORATED IN THE CONTRACT DOCUMENTS. . 5. TESTS & INSPECTIONS A. ALL TESTS AND INSPECTIONS, OF ANY KIND, INCLUDING THOSE SPECIFIED SHALL BE PAID FOR BY THE CONTRACTOR. 6 GUARANTEES A. CONTRACTOR SHALL GUARANTEE THE WORK FOR EACH TRADE AND THE ENTIRE WORK FOR AT LEAST ONE (1) YEAR. THE GENERAL CONTRACTOR SHALL PROVIDE THE OWNER WITH ALL WRITTEN WARRANTEES AT TURNOVER DATE. 7 CLEANING A. ON A DAILY BASIS THE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS MUST REMOVE ALL DIRT AND RUBBISH (CAUSED BY THEIR WORK) FROM THE BUILDING AND SITE. AT COMPLETION OF WORK, THE GENERAL CONTRACTOR SHALL THOROUGHLY CLEAN INTERIOR AND EXTERIOR OF BUILDING. ALL GLASS SHALL BE WASHED CLEAN AT COMPLETION. ALL FLOORS AND MILLWORK SHALL BE THOROUGHLY CLEANED AND FREE OF ANY CONSTRUCTION DEBRIS. 9. THE TERM "OR EQUAL" A. WHEREVER THE TERM "OR EQUAL" IS USED, IT SHALL MEAN EQUAL PRODUCT AS APPROVED IN WRITING BY THE ARCHITECT 10. EQUIPMENT UNDER THIS CONTRACT & FURNISHED BY OTHERS A. THE GENERAL CONTRACTOR SHALL ACQUAINT HIMSELF WITH THE DIMENSIONS OF ALL EQUIPMENT UNDER THIS CONTRACT SO'THAT SUFFICIENT CIJ ARANCES AND ADEQUATE FLOOR AREA IS AVAILABLE FOR RECEIPT AND STORAGE OF THAT EQUIPMENT. 11. PROGRESS A. THE GENERAL CONTRACTOR SHALL CAUSE THE WORK TO BE DILIGENTLY PURSUED TO ENTIRE COMPLETION. SHOULD HE/SHE FAIL TO SUPPLY A SUFFICIENT NUMBER OF WORKERS OR MATERIALS OR FAIL TO MAKE TIMELY ARRANGEMENTS WHICH MAY BE REQUIRED FOR PROGRESS, THEN THE CONTRACTOR SHALL PROVIDE EVIDENCE SATISFACTORY TO THE OWNER AND ARCHITECT THAT SAID DEFICIENCIES ARE DUE TO CAUSES BEYOND THEIR CONTROL UNLESS THE CONTRACTOR PROVIDES SUCH EVIDENCE, THE OWNER SHALL HAVE THE RIGHT, AFTER ONE (1) DAY NOTICE IN WRITING, TO MAKE SUCH ARRANGEMENTS AND SUPPLY SUCH WORKERS AND MATERIALS AT THE CONTRACTOR'S EXPENSE. THE SAME RELATIONSHIP SHALL EXIST BETWEEN THE GENERAL CONTRACTOR AND ALL SUB -CONTRACTORS. 12. DRAWING DIMENSIONING & VERIFICATION A. INSPECT SITE AND VERIFY FIELD DIMENSIONS BEFORE COMMENCING CONSTRUCTION. NOTIFY THE ARCHITECT IMMEDIATELY IF ANY SIGNIFICANT DISCREPANCIES OCCUR. C. DO NOT SCALE DRAWINGS. 13. INSURANCE A. PRIOR TO ISSUANCE OF A BUILDING PERMIT, THE APPLICANT CONTRACTOR SHALL HAVE EVIDENCE OF CURRENT WORKMEN'S COMPENSATION INSURANCE COVERAGE ON FILE WITH THE DEPARTMENT OF COMPLIANCE WITH THE LOCAL LABOR CODE. B. AFTER OBTAINING BUILDING PERMIT AND BEFORE COMMENCING WORK THE GENERAL CONTRACTOR SHALL PROVIDE EVIDENCE OF ALL INSURANCE REQUIREMENTS TO THE OWNER. SECTION 02281 - TERMITE CONTROL PART I - GENERAL 02281.11 SCOPE OF WORK A. Perform all work required for Soil Poisoning, i.e. Termite Control indicated herein. 02281.12 QUALITY ASSURANCE A. All work should be performed by a licensed and certified application of termite control chemicals. B. Special requirements of regulatory agencies to submit certifications: 1. All materials and applications shall conform to all applicable Federal, State and Local codes, ordinances and Environmental Protection Agency controls and National Pest Control Association (N.P.C.A.). 2. System is to comply with all VOC (Volatile Organic Components) requirements and regulations of the EPA, Occupational Safety Health Administration (OSHA), State, County, City and Local Air Control District. 3. Materials to be labeled as Restrictive Use Products (RUP). 02281.13 HANDLING, DELIVERY AND STORAGE A Chemicals shall be delivered to job site just prior to intended use. B. Toxic chemicals are to be stored in such a manner as to be inaccessible to persons other than licensed authorized applicators. 02281.14 JOB CONDITIONS A. All areas to be treated shall be field inspected to determine soil composition. Dosage and type of termite control shall be selected to suit these conditions. B. It shall be the responsibility of the Contractor to coordinate and schedule the termite control application with the earthwork, concrete footing, and concrete work to provide a smooth and orderly progression of the work. C. All indicated areas must be treated. If concrete slabs are in place, voids, etc. are covered or capped prior to the application of termite control, the Contractor shall do all drilling, rodding, voiding required to insure proper application at no additional cost to Owner or delay in schedule. . 02281.15 REQUIREMENTS, CODES A. The following are minimum requirements and shall govem, except that all Federal, Local and/or State Codes and Ordinances shall govem when their requirements exceed those specified herein. 1. Environmental Protection Agency (EPA) 2. National Pest Control Agency (NPCA) 3. U.S. Department of Agriculture, Forest Service: a. Forest Pest Leaflet #68. 02281.16 WARRANTY/GUARANTEE A. Upon completion of Soil Poisoning, and as a condition of final acceptance of the Work, submit a written warranty as required herein. SECTION 03531 - CONCRETE STAIN PART 1 GENERAL 1.01 WORK INCLUDED A. Concrete cutting B. Liquid stain finish treatment C. Priming D. Concrete sealer. 1.02 SUBMITTALS A. Submit 8 1/2' x 11" sample of Finish concrete for design approval. PART 2 PRODUCTS 2.01 FINISHING A. "Lithochrome" as manufactured by the L.M. Scofield Company (800) 800-9900 liquid chemical stain to match sample. Color as defined on the Finish Schedule. 2.02 SEALING A. IF REQUIRED (see 3.03 below), epoxy primer "Epoxy 200" as manufactured by Arizona Polymer Flooring, Inc., 7731 N. 68th Ave., Glendale, AZ (602) 435-2277. B. Semi -penetrating, non -pigmented polyurethane sealer "Poly 700" as manufactured by Arizona Polymer Flooring, Inc., 7731 N. 68th Ave., Glendale, AZ (602) 435-2277. PART 3 EXECUTION 3.01 PREPARATION A. Remove all existing overlain materials such as carpet, vinyl, linoleum and their associated adhesives, tile, and grout. B. Inspect existing slab for excessive cracking, spalling, or rock pockets. Clean deficient areas and patch with an all-purpose, non -shrink grout. MATERIALS: . 1. "Powergrout" as manufactured by Specon, Inc., 262 S. Washington Ave., Bergefield, NJ (800) 385-6470 2. "Sack & Patch" as manufactured by Raeco, Inc., 915 S. Carstens PI., Seattle, WA (877) 763-1330 C. Sand the entire floor using a floor buffing machine fitted with 100 grit open coat paper. . D. Vacuum all residue off the floor. 3.02 CUTTING CONCRETE A. Notify Owner's Rep. a minimum 24 hours prior to commencement of concrete operations. B. Sawcut joint lines where indicated on drawings; make cuts 1/4" deep of slab. When cutting joints, cut cleanly leaving no nicks. 3.03 FINISHING A. Apply Lithochrome at rate to match approved finish sample. Color will be diluted and "washed" appearing. B. TESTING: Following the curing of the Lithochrome stain, test the bonding capacity of the "Poly 700" polyurethane coating using a "cross hatch adhesion test" as follows: Prepare a small batch of "Poly 700". In an inconspicuous place, apply one coat of the coating to a 6" x 6" square. Allow the coating to cure for a minimum of 8 hours. Using a knife or similarly sharp object, cross -hatch the coated area on a grid of 1/8" x 1/8". Cover the entire 6" x 6" area with masking tape, making certain that the tape is well -secured to the coating. Lift off the masking tape. If a substantial portion of the coating comes up with the tape, the bond to the substrate has failed the test. C. Upon FAILURE of the adhesion test described under 3.03(8), apply one coat of "Epoxy 200" Primer as manufactured by Arizona Polymer Flooring, Inc., 7731 N. 68th Ave., Glendale, AZ (602) 435-2277. NOTE: THE APPLICATION OF AN EPDXY OVER STAIN WILL RESULT IN A COLOR SHIFT OF THE ACID STAIN. Following the curing of the epoxy primer as recommended by the manufacturer, apply two coats of non -pigmented polyurethane sealer "Poly 700" as manufactured by Arizona Polymer Flooring, Inc., 7731 N. 68th Ave., Glendale, AZ (602) 435-2277. D. Upon SUCCESS of the adhesion test described under 3.03(B), apply two coats of non -pigmented polyurethane sealer "Poly 700" as manufactured by Arizona Polymer Flooring, Inc., 7731 N. 68th Ave., Glendale, AZ (602) 435-2277. 3.06 PROTECTION A. Protect finish floor during move -in and final construction stages from wheeled and foot traffic. END OF SECTION 03531 CONCRETE STAIN SECTION 047300 - MANUFACTURED STONE VENEER PART 1 -GENERAL 1.01 SECTION INCLUDES A. Manufactured stone veneers. B. Metal anchors, lath, mortar, and accessories 1.02 RELATED SECTIONS A. Section 061000 'Rough Carpentry" B. Section 072500 Voter and Air Retarder" C. Section 079000 "Sealants and Caulking" D. Section 092400 "Portland Cement Plaster (Stucco)" E. Section 092116 "Gypsum Board Systems" 1.03 REFERENCES A. American National Standards Institute(ANSI) 1. ANSI A118.4 Specifications for Latex -Portland Cement Mortar B. American Society for Testing and Materials (ASTM): 1. ASTM C 67-Test Methods for Sampling and Testing Brick and Structural Clay Tile 2. ASTM C 144-Specification for Aggregate for Masonry Mortar 3. ASTM C 177-Test Method for Steady -State Head Flux Measurements and Thermal Transmission Properties by Means of the Guarded -Hot -Plate Apparatus 4. ASTM C 207-Specification for Hydrated Lime for Masonry Purposes 5. ASTM C 270-Specification for Mortar for Unit Masonry 6. ASTM C 482-Standard Test Method for Bond Strength of Ceramic Tile to Portland Cement 7. ASTM C 513-Test Method for Obtaining and Testing Specimens of Hardened Lightweight Insulating Concrete for Compressive Strength 8. ASTM C 5677Test Method for Unit Weight of Structural Lightweight Concrete 9. ASTM C 847-Specification for Metal Lath 10. ASTM C 979-Specification for Pigments for Integrally Colored Concrete 11. ASTM D 226-Specification for Asphalt -Saturated Organic Felt Used in Roofing and Waterproofing C. Uniform Building Code Standards: 1. UBC Standard 32-12-Roof Tile D. PCA Portland Cement Plaster (Stucco) Manual 1.04 SUBMITTALS A. Product Data. B. Samples: 1. Standard sample board consisting of Small-scale pieces of veneer units showing full range of textures and colors. 2. Full range of mortar colors. C. Quality Assurance/Control Submittals: 1. Qualifications: a. Proof of manufacturer qualifications. b. Proof of installer qualifications. 2. Regulatory Requirements: Evaluation reports. 3. Veneer manufacturer's installation instructions. 4. Installation instructions for other materials. 1.05 QUALITY ASSURANCE A. Qualifications: 1. Manufacturer Qualifications: 10 Year Experience 2. Installer Qualifications: Tile Setter, experienced mason familiar with installation procedures for manufactured veneer. B. Certifications: 1. ICBO Evaluation Service - Evaluation Report. 2. HUD - Materials Release. 3. UL - Classification listing. 4. Canadian Central Mortgage and Housing Corp. - Acceptance Report. C. Feld Samples 1. Construct sample wall panel 3 feet x 4 feet with finish face of panels facing south. 2. Panel shall indicate color range, texture range, bond, mortar color, and joint finish. 3. Panel shall include facing, back-up, reinforcement, flashing, control joint, weep hole, ties, and accessories. 4. Retain as reference standard for masonry work on project. 1.06 DELIVERY, STORAGE, AND HANDLING A. Deliver products to site under provisions of these specifications 1. Store and protect products on site. 2. Store mortar and other moisture -sensitive materials in protected enclosures; 3. Handle by methods which avoid exposure to moisture. 1.07 WARRANTY A. Provide manufacturer's written warranty for a period of fifteen years from the date of Owner acceptance of the project against defects in materials and workmanship. 1.08 PROJECT CONDITIONS A. Protection of Manufactured Stone Veneer Assemblies: During construction, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work. B. Stain Prevention: Immediately remove mortar and soil to prevent them from staining the face of veneer assemblies. C. Cold -Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen subgrade or setting beds. Comply with cold -weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602 and Section 2104.3 of the Uniform Building Code. 1. Cold -Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F and above and will remain so until masonry has dried. D. Hot -Weather Requirements: Protect unit masonry work when temperature and humidity conditions produce excessive evaporation of water from mortar and grout. Provide artificial shade and wind breaks and use cooled materials as required. 1. When ambient. temperature exceeds 100 deg F or 90 deg F with a wind velocity greater than 8 mph, do not spread mortar beds more than 48 inches ahead of masonry. Set masonry units within one minute of spreading mortar. PART 2 - PRODUCTS 2.01 MANUFACTURER A. Refer Drawings 2.02 MATERIALS A. Refer Drawings B. Precast veneer units consisting of portland cement, sand, lightweight aggregates, and mineral oxide pigments. 1. Physical Properties: . a. Compressive Strength: ASTM C 513, 5 sample ave 2,200psi(15 MPa) b. Shear Test: ASTM C 482, 50 psi (335 kPa) C. Water Absorption: UBC Standard 32-12, 22 percent d. Freeze -Thaw Test: ASTM C 67, 0.67 percent e. Thermal Resistance: ASTM C 177 RO.60 (0.11) f. Density: ASTM C 567 (Dry density) 75 pcf (1200 kg per m3) C. Moisture Barrier: Tyvek Stucco Wrap D. Reinforcing: ASTM C 847 galvanized expanded metal lath complying with code agency requirements for the type of substrate over which stone veneer is installed. E. Mortar 1. Cement: Any cement complying with ASTM C 270. 2. Lime: ASTM C 207. 3. Sand: ASTM C 144, natural or manufactured sand. 4. Pigment: ASTM C 979, mineral oxide pigments. 5. Water: Potable. 6. Pre -Packaged Latex -Portland Cement Mortar. ANSI A118.4. F. Bonding Agent Daraweld C as manufactured by Grace Construction, or equal products. G. Sealer. Water based silone or siloxane masonry sealer, clear or semi -gloss finish as specified on drawings. 2.03 MORTAR MIXES A. Standard I nsta I lotion (Grouted Joints): 1. Mix mortar in accordance with ASTM C 270, Type S or N a. Add color pigment in grout joint mortar in accordance with pigment manufacturer's instructions. PART 3 - EXECUTION 3.01 PREPARATION A. Sheathed Surfaces: Install one layer of weather -resistant barrier U.B.C. Standard No. 17-1 Tyvek Stucco Wrap. The building paper or felt shall be applied horizontally with the upper layer lapped over the lower layer not less than 4 inches. Where vertical joints occur, the felt or paper shall be lapped not less than 6 inches. Then install 2.5 lb (or heavier) diamond mesh expanded metal lath. Use galvanized lath for exterior applications. Black metal lath (non -galvanized) may be used for interior applications. Overlap lath sides by not less than X" and lath ends by not less than 1 inch. Attach the lath using galvanized nails or staples 6" on center vertically and 16" on center horizontally; penetrating studs a minimum of 1". Attach the metal lath with the small cups pointing upwards. Double wrap metal lath a minimum of 16""around all inside comers. Then apply a %"thick scratch coat of mortar over the metal lath and allow it to set. B. Masonry Layout and Coursing 1. Precautions should be taken to establish and maintain elevations, lines, levels and coursing if applicable as indicated on drawings. 2. Verify openings, edges, and other similar limitations prior to installation. Maintain %'to 3/8" gap at dissimilar materials for application of sealants. 3. Achieve a balanced pattern of shapes, sizes, colors, thicknesses and textures by selecting and mixing the various stones. Select and mix stones from different boxes throughout the installation. 4. For standard installation procedure, veneer is applied from the top down. This helps to keep the stone clean. Install the comers first for easiest fitting. Comer pieces have a long and a short return. These should be altemated in opposite directions on the wall corner. Outside corners and other accessory or specialty stone or tiles are to be used when applicable. 3.02 MORTAR MIXING A. Thoroughly mix mortar ingredients in quantities needed for immediate use in accordance with ASTM C482, Type S. B. Do not use anti -freeze compounds to lower the freezing point of mortar 3.03 APPLICATION A. Laying out the Stone: 1. Before you begin, lay out a quantity of stone (25 square foot minimum) near the work area to give you a selection to choose from. 2. When installing stone, try to achieve a balanced pattern of shapes, sizes, colors, thicknesses and textures by selecting and mixing the various stones. Select and mix stones from different boxes throughout the installation. B. Starting: 1. For standard installation procedure, Stone is applied from the top down. This helps to keep the stone clean. 2. Install the corners first for easiest fitting. Corner pieces have a long and a short return. These should be altemated in opposite directions on the wall comer. C. Fitting Stones 1. Stones should be installed with uniform size grout joints. A consistent X" or less space around the stones is desirable. Long, straight unbroken.joint lines should be avoided. 2. When installing veneer Brick, as well as coursed and horizontal styles of Stone, special attention should be given to keeping the work level. Chalk lines should be snapped every 4" to 8" as a guide for keeping the installation level and then a level should be used during the installation of individual pieces. Also, it is of particular importance to frequently stagger the joint lines both vertically and horizontally. D. Trimming Stones 1. For best fit, stones can be cut or shaped using a hatchet, widemouth nippers or a mason's trowel edge. Straight cuts can be made with a diamond or carbide saw blade. Cut edges should be turned so they are not visible (down when below eye level and up when above eye level). To conceal cut or broken edges, cover them with mortar when grouting. E. Setting The Stone 1. Using a mason's trowel, apply a %" thick even layer of mortar to the entire back of the stone. Then press the stone firmly into place on the prepared wall surface, squeezing the mortar out around all edges. Using a gentle wiggling action while pressing the stone will insure a good bond. 2. For Jointless/Dry-stacked installations it is important when setting the stone, that the edges of the stone are properly sealed with mortar to ensure satisfactory bond. This can be achieved by following the steps below. a. Apply workable mortar generously to the back of each stone to allow ample mortar to squeeze out around all edges of the stone as it is pressed onto the wall. b. Right after setting each stone, use a mason's trowel or a margin trowel to remove any excess mortar and to fill any voids along the stone's exposed edges. This serves not only to help seal the stone edges but also allows for tighter fitting of following stones. C. Just prior to setting each stone, apply a thin bead of mortar with a grout bag to the edges of all previously installed, adjacent stone. 3. If the stone is being installed onto a very dry surface or in a hot/dry climate, the stone and wall surface should be wet to prevent excessive absorption of moisture from the mortar. This can be done by spraying or brushing water onto the back of the stone and the wall surface and/or by dipping the stone into a container of water. In either case the stone and the wall surface should be allowed to dry for a few minutes after wetting to eliminate excess surface water. For Jointless/Dry-stacked installations it will be necessary to wet the stones regardless of the weather conditions. 4. If any mortar accidentally gets on the stone face, do not try to wipe it off as it will smear and stain the stone. The mortar should be allowed to set until dry and crumbly, and then brushed off with a dry whiskbroom. F. Grouting The Joints 1. After the stone has been applied to the wall surface, use a grout bag to fill the joints with mortar, forcing grout into any voids. Be careful not to smear grout onto the face of the stone. Any mortar that accidentally gets on the stone should be allowed to set until dry and crumbly, and then brushed off with a dry whiskbroom. 2. It is not necessary to grout Jointless/Dry-stacked installation joints because the stone edges should have already been properly sealed when the stone was applied to the wall. However, it is sometimes desirable to do touch-up grouting to fill noticeable voids and to conceal cut or broken stone edges. 3. Maintain %'to 3/8" uniform clearance for application of sealants at all dissimilar materials. G. Finishing The Joints 1. When the mortar joints become firm (normally 30-60 minutes), use a wooden or metal striking tool to rake out the excess mortar to the desired depth while at the some time forcing the mortar into the joints so as to thoroughly seal the stone edges. Be careful not to work the joints too soon or the mortar will smear. 2. After working the joints, use a whiskbroom to smooth the joints and clean away any loose mortar from the joints and stone face. Loose mortar and mortar spots which have set for only a few hours clean up easily and should never be allowed to set up overnight. Do not use wet brushes or sponges to wipe the joints or clean mortar off the face of the stone as it will smear and stain. Also, never use wire brushes or acid on the stone surface. 3.02 CLEANING A. Remove excess mortar and smears. B. Clean soiled surfaces in accordance with manufacturer's instructions. Use non-metallic tools in cleaning operations. 1. Wash with soft bristle brush and water/granulated detergent solution. 2. Rinse immediately with clean water. C. Removing Efflorescence: 1. Allow veneer to dry thoroughly. 2. Scrub with soft bristle brush and clean water. 3. Rinse immediately with clean water; allow to dry. 4. If efflorescence is still visible, repeat above procedure using a solution of 1 part household vinegar and 5 parts water. 5. Rinse immediately with clean water. D. Upon completion of work of this section, remove related debris from premises. END OF SECTION 047300 MANUFACTURED STONE VENEER SECTION 05500 - METAL FABRICATION PART 1 GENERAL 1.01 SUMMARY A. SECTION INCLUDES: . 1. Shop fabricated ferrous metal items, prime painted. 2. Metal Specialty items, as noted. 3. Shop fabricated stainless steel items, as noted. 4. Pipe bollards 1.02 SUBMITTALS A. Shop Drawings: Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners, and accessories. Include erection drawings, elevations, and details where applicable. B. Indicate welded connections using standard AWS A2.0 welding symbols. Indicate net weld lengths. C. Welding Certificates: Provide copies of certificates for welding procedures and personnel. 1.03 FIELD MEASUREMENTS A. Field Measurements: Where fabrications are indicated to fit walls and other construction, verify dimensions by field measurements before fabrication and Indicate measurements on Shop Drawings. Coordinate fabrication schedule with construction progress to avoid delaying the Work. 1. Established Dimensions: Where field measurements cannot be made without delaying the Work, establish dimensions and proceed with fabricating metal fabrications without field measurements. Coordinate construction to ensure that actual dimensions correspond to established dimensions. Allow for trimming and fitting. PART 2 PRODUCTS 2.01 METALS, GENERAL A. Metal Surfaces, General: For metal fabrications exposed to view in the completed Work, provide materials with smooth, flat surfaces without blemishes. Do not use materials with exposed pitting, seam marks, roller marks, rolled trade names, or roughness. 1. Galvanize all exterior steel fabrications exposed to weather, after welded fabrication of components. 2. Shop prime all interior steel fabrications and exterior steel fabrications concealed within other construction, unless noted otherwise. 2.02 FERROUS METALS A. Steel Shapes and Bars: ASTM A36 / A36M B. Steel Tubing: ASTM A500, Grade B. C. Steel Plates: ASTM A283. D. Steel Pipe: ASTM A53, Grade B Schedule 40. E. Fasteners: provide fasteners of the type required for the assembly and installation of fabricated items. F. Bolts, Nuts, and Washers: ASTM A325 galvanized to ASTM A153 for galvanized components. G. Welding Materials: AWS D1.1; type required for materials being welded. H. Shop and Touch -Up Primer. SSPC 15, Type 1, red oxide. I. Stainless Steel Sheet, Strip, Plate, and Flat Bar. ASTM A666, Type 304, non-magnetic sheets, free of buckles, waves, and surface imperfections. Provide no. 4 brushed finish for any surfaces that will be exposed. J. Stainless Steel Tube: ASTM A554, Type 304 with No. 4 brushed finish. K. Sealants: ASTM C920, Type S, Grade NS, Class 25, Use NT; provide sealant that when fully cured and washed meets FED Administration Regulation 21 CFR 177.2600 for use in food preparation areas. 2.03 ALUMINUM A. Aluminum Extrusions: ASTM B221 (ASTM B221 M), Alloy 6063-T6. B. Aluminum Sheet and Plate: ASTM B209 2.04 PAINT A. Shop Primers: Provide primers that comply with paint section. B. Galvanizing Repair Paint: High zinc dust content paint for regalvanizing welds in steel, complying with SSPC-Paint 20. 2.05 FASTENERS A General: Provide Type 304 or 316 stainless -steel fasteners for exterior use and zinc -plated fasteners with coating complying with ASTM B 633, Class Fe/Zn 5, where built into exterior walls. Select fasteners for type, grade, and class required. B. Bolts and Nuts: Regular hexagon -head bolts, ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); with hex nits, ASTM A 563 (ASTM A 563M); and, where indicated, flat washers. 2.06 FABRICATION, GENERAL A. Shop Assembly: Fit and shop assemble in largest practical sections, for delivery to site. Disassemble units only as necessary for shipping and handling limitations. Clearly mark units for reassembly and coordinated installation. B. Fabricate items with joints tightly fitted and secured. C. Continuously seal joined members by continuous welds. D. Grind exposed joints flush and smooth with adjacent finish surface. Make exposed joints butt tight, flush, and hairline. Ease exposed edges to a uniform radius of approximately 1/32-inch (1mm), unless otherwise indicated. E. Exposed Mechanical Fastenings: Flush countersunk screws or bolts; unobtrusively located; consistent with design of component, except where specifically noted otherwise. F. Supply components required for anchorage of fabrications. Fabricate anchors and related components of same material and finish as fabrication, except where specifically noted otherwise. G. Weld comers and seams continuously to comply with the following: 1. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. 2. Obtain fusion without undercut or overlap 3. Remove welding flux immediately SECTION 05500 -METAL FABRICATION (CONY.) 4. At exposed connections, finish exposed welds and surfaces smooth and blended so no roughness shows after finishing and contour of welded surface matches that of adjacent surfaces. H. Grind all welds smooth; buff and polish to original or specified finish. Remove all die and stretching marks caused by tack welding or spot welding; all edges of metal exposed or unexposed, free of burrs and sharp edges; ground to smooth to the touch; all top edges and comers, highlighted. Polished and grained surfaces to match original finish. 2.07 PIPE BOLLARDS A. Fabricate pipe bollards from Schedule 40 steel pipe. Galvanize at exterior locations. 1. Cap exterior 2-1/2-inch diameter bollards with 1/8-inch (4mm) minimum steel plate. Weld and grind smooth. 2. Exterior 6-inch diameter bollards shall be concrete -filled in place. 3. Prime paint portions of bollards not embedded in concrete. 2.08 FINISHES, GENERAL A. Galvanizing: Hot -dip galvanize items as indicated to comply with applicable standard listed below: 1. ASTM A 123, for galvanizing steel and iron products. 2. ASTM A 153/A 153M, for galvanizing steel and iron hardware. B. Preparation for Shop Priming: Prepare uncoated ferrous metal surfaces to comply with minimum requirements indicated below for SSPC surface -preparation specifications and environmental exposure condition of installed metal fabrications: 1. Exteriors (SSPC Zone 1 B): SSPC-SP 6/NACE no. 3, "Commercial Blast Cleaning." 2. Interiors (SSPC Zone 1A): SSPC-SP 3, "Power Tool Cleaning." C. Do not prime surfaces in direct contact with concrete or where field welding is required. D. Prime paint items with one coat. 2.09 POWDER COAT FINISH A. Powder Coat finish: Manufacturer's standard powder coat finish consisting of primer and topcoat according to the coating manufacturers written instruction for cleaning, pretreatment, application, thermosetting, and minimum dry film thickness. PART 3 EXECUTION 3.01 EXAMINATION A. Verify that field conditions are acceptable and are ready to receive work. B. Beginning of installation means erector accepts existing conditions. 3.02 PREPARATION A. Clean and strip primed steel items to bare metal where site welding is required. B. Supply items required to be coordinated with adjoining construction with setting templates, to appropriate sections. 3.03 MISCELLANEOUS METAL ITEMS FOR SUPPORT OF ITEMS SPECIFIED ELSEWHERE: A. Door Bucks: Fabricate from steel channels as detailed; install in accurate locations, plumb and true, for support and anchorage of door frames. Weld and bolt securely in place. B. Steel trim: Provide shapes and sizes for profiles shown; fabricate from structural steel shapes and plates; use continuously welded joints and smooth all exposed edges. Use concealed field splices wherever possible. C. Shelf and relieving angles: provide slotted holes to receive concrete bolts, spaced not more than 6 inches from ends and not more than 24 inches o.c., unless indicated. D. Anchors for toilet partitions: install anchored to building framing and rigidly brace from overhead building structure. 3.04 INSTALLATION A. Install items plumb and level, accurately fitted, free from distortion or defects. B. Allow for erection loads, and for sufficient temporary bracing to maintain true alignment until completion of erection and installation of permanent attachments. C. Feld weld components indicated on shop drawings. D. Perform field welding in accordance with AWS D1.1. For items exposed to view, finish exposed welds and surfaces smooth and blended so that no roughness shows after finishing and contour of welded surfaces matches those adjacent. E. Obtain Owner' Owners Rep approval prior to site cutting or making adjustments not scheduled. F. After erection, prime welds, abrasions, and surfaces not shop primed, except surfaces to be in contact with concrete. G. Set each item in place, level and adjust to correct height. Anchor to supporting substrate where indicated and where required for sustained operation and use without shifting or dislocation. Conceal anchorages. Adjust counter tops and other work surfaces to level tolerance of 1/16" maximum offset, and maximum variation from level or indicated slope of 1/16" per foot. H. Install rails to resist force of 200 Ibs at any point without permanent set or damage to members of anchors. I. Feld joints: Complete field assembly joints in work by welding, bolting and gasketing, or similar methods as indicated. Grind welds smooth and restore finish. J. Enclosed spaces: Treat spaces that are inaccessible after equipment installation by covering horizontal surfaces with powdered borax at rate of 4 oz. per square foot. K. Closure plates and strips: Install where required, with joints coordinated with units of equipment. L Sealants and gaskets: Install all around each unit to make joints air -tight, watertight, vermin -proof, and sanitary for cleaning purposes. In general, make sealed joints not less than 1/8 inch wide and stuff backer rod to shape sealant bead properly, at 1/4' depth. Shape exposed surface of sealant slightly concave, with edges flush with sides of materials at joint. At intemal comer joints, apply sealant of gaskets to form a sanitary cove, of not less than 1/8" radius. Provide sealant filled or gasketed joints up to 3/4" joint width; metal closure strips for wider joints, with sealant application each side to strips. Anchor gaskets mechanically or with adhesives to prevent displacement. 3.05 INSTALLING PIPE BOLLARDS A. Anchor bollards in place with concrete footings. Support and brace bollards in position in footing excavation until concrete has been placed and cured. B. Fill bollards solidly with concrete, mounding the top surface, except where indicated to receive welded cap. 3.05 ADJUSTING AND CLEANING A. Touch-up painting: immediately after erection, clean field welds, bolted connections and abraded areas of shop paint, and paint exposed areas with same material as used for shop painting to comply with SSPC-PA 1 requirements for touch-up of field painted surfaces. Apply by brush or spray to provide a minimum dry film thickness of 2.0 mils. B. For galvanized surfaces, clean welds, bolted connections and abraded areas and apply galvanizing repair paint. 3.06 ERECTION TOLERANCES A. Maximum Offset From True Alignment: 1/4 inch. END OF SECTION 05500 METAL FABRICATIONS SECTION 06100 - ROUGH CARPENTRY PART 1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Framing with dimension lumber. 2. Wood furring, grounds, nailers, and blocking. 3. Continuous tapered cedar backing for finish support of finish hardware items, finish carpentry, cabinet work and architectural woodwork, special doors, specialty items, and mechanical and electrical items. 1.02 DELIVERY, STORAGE, AND HANDLING A. Keep materials under cover and dry. Protect from weather and contact with damp or wet surfaces. Stock lumber, plywood, and other panels. Provide for air circulation within and around stacks and under temporary coverings. PART 2 PRODUCTS 2.01 LUMBER, GENERAL A. Lumber Standards: Dressed lumber, S4S, 19% maximum moisture content for 2-inch (38 mm) nominal thickness or less. B. Inspection Agencies: Inspection agencies, and the abbreviations used to reference them, include the following: 1. WWPA - Westem Wood Products Association. C. Grade Stamps: Provide lumber with each piece factory marked with the grade stamp of the inspection agency evidencing compliance with the grading rule requirements and the identifying grading agency, grade, species, moisture content at the time of surfacing, and the mill. 2.02 WOOD -PRESERVATIVE TREATED MATERIALS A. General: Where lumber or plywood is indicated as preservative treated, comply with the applicable requirements of AWPA C2 lumber and AWPA C9 plywood, labeled by an inspection agency approved by ALSC's Board of Review. 1. For exposed items indicated to receive a stained finish, use chemical formulations that do not bleed through, contain colorants, or otherwise adversely effect finishes. B. Pressure treat items with waterbome preservatives to a minimum retention of 0.25 lb/cu. Ft. (4.0 kg/cu. m) After treatment, kiln -dry lumber and plywood to 19% and 15% moisture content respectively. Treat indicated items and the following: 1. Wood members in connection with roofing, flashing, vapor barriers, and waterproofing. 2. Concealed members in contact with masonry or concrete. 3. Wood framing members less than 18 inches above grade. 4. Wood floor plates installed over concrete slabs directly in contact with earth. 2.03 FIRE -RETARDANT TREATED MATERIALS A. General: Where fire -retardant treated materials are indicated, provide materials that comply with the performance requirements in AWPA C20 (lumber) and AWPA C27 (plywood), interior Type A treatment, labeled by UL, U.S. Testing, Timber Products Inspection, or another testing and inspecting agency acceptable to the authorities having jurisdiction. 1. Use treatment for which the chemical manufacturer publishes physical properties of treated wood after exposure that does not effect lumber and plywood bending strength, stiffness, and fastener -holding capacities, that are not reduced below values published by the manufacturer of the chemical formulation under elevated temperature and humidity conditions, according to ASTM D 5664 for lumber and ASTM D 5516 for plywood. Chemically treated and pressure impregnated; capable of providing a maximum flame spread/fuel contribution/smoke development rating of 25/25/100. Use treatment that does not promote the corrosion of metal fasteners Use Exterior type for exterior locations Use Interior Type A High Temperature (HT), unless otherwise indicated. For exposed items indicated to receive a stained or a natural finish, use chemical formulations that do not bleed through, contain colorants, or otherwise adversely affect finishes. B. Products: 1. Interior fireproofing Products: Clear finish product, 'D6con" by Arch Wood Protection Inc., Smyma, GA (404) 362-3970, 'Pyro-Guard" by Hoover Treated Wood Products, Thomson, GA, (706) 595-5058, or approved equal. . 2. Approved Exterior Fireproofing Products: 'Exterior Fire-X' by Hoover Treated Wood Products, Thomson, GA, (706) 595-5058, or approved equal. 2.04 DIMENSION LUMBER A. General: Provide dimension lumber of grades indicated according to the ALSC National Grading Rule (NCR) provisions of the inspection agency indicated. Framing: Provide framing of the following grade and species: Species (Commercial Designation) Stress Group Douglas Fr, Larch, #1; fb = 1500 psi Hem -Fr 12; fb = 1150 psi B. Exposed Framing: Provide material hand -selected from the lumber of species and grade indicated below for uniformity of appearance and freedom from characteristics that would impair finish appearance. Species (Commercial Designation) Stress Group Douglas Fir, Larch, Select Structural; fb = 1600 psi 2.05 MISCELLANEOUS LUMBER A. General: Provide lumber for support or attachment of other construction, including rooftop curbs, bucks, nailers, blocking, bridging, furring, grounds, stripping, and similar members. B. Fireblocking / Draftstopping: Provide non -fire resistant material of species and grade indicated below. Material Size Grade Dimension Lumber 2x nominal Hem Fr #2 C. Blocking for Wall Attachments: Provide non -fire resistant material of species and grade indicated below EXCEPT when located in Type I and Type II Construction. Material Size Grade Dimension Lumber 2x8 min. Hem Fr #2 Plywood** 3/4'x 7-1/2" min CDX ** When used in conjunction with metal framing hangers D. Moisture Content: 19% maximum for lumber items not specified to receive wood preservative treatment. 2.06 INTERIOR PLYWOOD WALL SHEATHING . A. Interior Plywood Wall Sheathing: APA-Standard, CD Plugged, Group 2, Exposure 1, Index 24/0, 48" x 96" sheets; unsanded. Provide 5/8 inch thickness unless otherwise noted. 2.07 PLYWOOD FLOOR SHEATHING A. Floor sheathing: APA-Rated sheathing, thickness and indicated on the Structural Drawings. RECEIVED CITY OF TUKWILA FEB 012016 _ I & *Jaw 0a C1 V5 1 DESIGNPARAM�T�RS. LLC 6373 SILV9R STRQ,AM LN �:RISCO. TX 75034 PI_4: 214.784.5014 �:X: 303.223.9104 DQSIGNPARAMC-TC-RS.COM U) � he IL Go 4 IIr W 00 CY) Z Q IL W V ?.f FF_ 5 CO) = C:) ~ ti T START DATE • 08252015 PROJECT NO • 7wpm DRAWN BY • im CHECKED BY - im ISSUEDIREVISED • • DATE 8774 V< REGISTERED ARCHITECT JEFFREY K BAKER " STATE OF WASHINGTON SPECIFICATIONS I# I' •. !#+i!'I;i#!!.lily! #f -i, �hE+l.� I.L^.Gai- 1�1!'1..7�t tail+it' I SECTION 06100 - ROUGH CARPENTRY (CONY) SECTION 07240 - EIFS 8c EXTERIOR INSULATION SECTION 07540 - THERMOPLASTIC MEMBRANE ROOFING SECTION 07540 - THERMOPLASTIC MEMBRANE ROOFING 2.08 STRUCTURAL -USE PANELS FOR BACKING A Plywood Backing Panels: For mounting electrical or telephone equipment, provide fire -retardant -treated PART 1 GENERAL (CON TI N U E D ) plywood panels with grade, CD Plugged Exposure 1, in thickness indicated or, if not otherwise indicated, not less 1.01 SUMMARY PART 1 GENERAL than 3/4 inch (19.0 mm) thick. A. Section Includes: 1.01 SUMMARY B. INSULATION: ACCEPTABLE MANUFACTURERS: SUBJECT TO COMPLIANCE WITH REQUIREMENTS AND ACCEPTANCE BY MEMBRANE MANUFACTURER, 2.09 FASTENERS 1. Exterior Wall Insulation. A. PROVIDE: ACCEPTABLE MANUFACTURERS AND PRODUCTS ARE: A General: Provide fasteners of size and type indicated that comply with the requirements specified in this 2. Finish System. 1. FULLY ADHERED THERMOPLASTIC WATERPROOFING MEMBRANE SYSTEM. 1. POLYISOCYANURATE ROOF INSULATION PANELS: Article for material and manufacture. 3. Finish System Drainage. a. TPO. a. FIRESTONE BUILDING PRODUCT COMPANY, INDIANAPOLIS, IN 1. Where rough carpentry is exposed to weather, in ground contact, or in areas of high relative 3. Installation. 2. VAPOR RETARDER. b. JOHNS MANVILLE, DENVER, CO humidity, provide fasteners with a hot -dip zinc coating in accordance with ASTM A 153 or of Type 3. ROOFING INSULATION. C. MANUFACTURER OF EQUAL PRODUCTS SUBMITTED IN COMPLIANCE AND APPROVED IN ADVANCE BY OWNER REPRESENTATIVE. B. 304 stainless steel. Nails, Wire, Brads, and Staples: FS FF-N-105 1.02 WARRANTY A. Manufacturers Warranty: 5-year limited warranty. a. EXTRUDED POLYSTYRENE. 4. RECOVERY BOARD. 2. WOOD (CELLULOSTIC) FIBERBOARD: I I Power -Driven Fasteners: CABO NER-272 B. Installer's Warranty: 2-year unlimited guarantee against defects in materials and workmanship. a. GLASS FIBER -FACED GYPSUM BOARD. a. b. FIRESTONE P INTERNATIONAL AL BILBIL DRTfE FIBERBOARD Wood Screws: ASME B18.6.1 PART 2 PRODUCTS 5. SINGLE -PLY MEMBRANE ROOF ACCESSORIES INCLUDING, BUT NOT LIMITED TO: 3. SUBSTRATE RECOVERY BOARD: / Lag Bolts: ASME B18.2.1 Bolts: Steel bolts complying with ASTM A 307, Grade A with ASTM A 563 hex nuts and washers. 2.01 ACCEPTABLE MANUFACTURERS A. Weather Barrier. a. SUBSTRATE BOARD. b. MEMBRANE WALKWAY. a. ACCEPTABLE MANUFACTURERS: SUBJECT TO COMPLIANCE WITH REQUIREMENTS, ACCEPTABLE MANUFACTURERS AND PRODUCTS ARE: 1) PART 3 EXECUTION 1. E.I. DUPONT de Nemours and Co., (800) 448-9835 PROTECTIVE MAT. DENS -DECK PRIME BY GEORGIA-PACIFIC CORPORATION. 2) MANUFACTURER OF EQUAL PRODUCTS SUBMITTED IN COMPLIANCE AND APPROVED IN ADVANCE 3.01 INSTALLATION, GENERAL 2. Dow Chemical Co., Midland, MI, (866) 583-2583 C. d. PIPE SEALS. BY OWNER REPRESENTATIVE. A. General: carefully cut, lay out and fit carpentry work indicated on drawings and specified in this 2. Approved equal. e. ADHESIVES, TAPES, AND SEALANTS. IC. VAPOR RETARDER: section; use sufficient bolts, screws, nails, spikes and other rough hardware to insure permanent attachment. Drive B. Exterior Insulation: f. FLASHING. 1. ACCEPTABLE MANUFACTURERS: SUBJECT TO COMPLIANCE WITH REQUIREMENTS, ACCEPTABLE MANUFACTURERS AND PRODUCTS ARE: nails perpendicular to grain in lieu of toe nailing, unless otherwise directed. Install all work in accurate locations 1. Premier Industries, Inc., Kent, WA, (800) 775-9424. 6. ROOF SPECIALTIES: 2. CARLISLE COATINGS to true lines, plumb and level. 2. PAREX Inc., Redon, GA, (800) 537-2739. ROOF DRAINS. 3. GRACE ICE AND WATER SHIELD BY GRACE CONSTRUCTION PRODUCTS B. Apply field treatment complying with AWPA M4 to cut surfaces of preservative -treated lumber and 3. Dow Chemical Co., Midland, MI, (866) 583-2583, a. b. MANUFACTURED CURBS. 4. POLYGUARD plywood. 4. Approved equal. B. PERFORM THE FOLLOWING: 5. MANUFACTURER OF EQUAL PRODUCTS SUBMITTED IN COMPLIANCE AND APPROVED IN ADVANCE BY OWNER REPRESENTATIVE. C. Securely attach rough carpentry work to the substrate by anchoring and fastening as indicated, C. Finish System Manufacturer. 1. INSTALLATION OF NEW ROOFING: D. ROOF ACCESSORIES: complyingwith the following: 9 1. CABO NER-272 for power -driven staples, P-nails, and allied fasteners. 1. DRYVIT Systems, Inc., West Warwick, RI, (800) 556-7752. R GA, (800) 537-2739. 2. PARE( Inc., elan, a. INSTALLATION OF NEW, SINGLE -PLY MEMBRANE ROOFING OVER NEW BUILDING AREA. 1. E. ACCESSORIES FOR MEMBRANE SYSTEM TO BE PROVIDED BY OR APPROVED BY MEMBRANE MANUFACTURER. ROOF SPECIALTIES: 2. Published requirements of the metal framing anchor manufacturer. 'Table 3. Approved equal. b. TO BE COMPATIBLE WITH EXISTING ROOFING SYSTEM. 1. RUBBER PADS: SUBJECT TO COMPLIANCE WITH REQUIREMENTS, ACCEPTABLE MANUFACTURERS AND PRODUCTS ARE: 3. 2304.9.1 Fastening Schedule" of the Intemational Building Code. 2.02 MATERIALS 1.02 REFERENCES a. ROOF-GARD PADS BY HUMANE, BARAB00, WI D. Use common wire nails, unless otherwise indicated. Use finishing nails for finish work. Select A. Weather Barrier. ASTM: A. b. MANUFACTURER OF EQUAL PRODUCTS SUBMITTED IN COMPLIANCE AND APPROVED IN ADVANCE BY OWNER REPRESENTATIVE. fasteners of a size that will not fully penetrate members where the opposite side will be exposed to view or will 1. Provide code -approved secondary weather barrier fiyvek Stucco Wrap" by E.I. DUPONT de 1C36: GYPSUM WALLBOARD . 2.02 TPO ROOFING SYSTEM MATERIALS receive finish materials. Make tight all connections between members. Install fasteners without splitting the wood; Nemours and Co. 2. C208: CELLULOSIC (WOOD) FIBER INSULATING BOARD A. GLASS -FIBER -REINFORCED TPO: UNIFORM FLEXIBLE INTERNALLY GLASS REINFORCED. E. pre -drill as required. Use hot -dip galvanized or stainless steel nails where the rough carpentry is exposed to weather, in 2. Provide code -approved secondary weather barrier "Syrofoom Weathermate Plus" by Dow 3. C552: CELLULAR GLASS THERMAL INSULATION 1. THICKNESS: 45 MILS. ' ground contact, or in areas of high humidity. Chemical Co. 3. Alternate: Provide code -approved secondary weather barrier of #15 Lined Asphalt Felt 4. C553: MINERAL FIBER BLANKET THERMAL INSULATION 5. C578: FOAMED PLASTIC INSULATIONS. 2. EXPOSED FACE COLOR: WHITE. F. Countersink nail heads on exposed carpentry work and fill holes with wood filler. 3.02 WOOD GROUNDS, NAILERS, BLOCKING, AND SLEEPERS B. underiayment in compliance with ASTM D-146. Exterior Insulation Board: 6. C728: PERLITE THERMAL INSULATION BOARD. 3. a. PHYSICAL PROPERTIES: BREAKING STRENGTH: 1500 PSI, MACHINE DIRECTION; 1300 PSI CROSS -MACHINE DIRECTION; ASTM D412. A Install wood grounds, nailers, blocking, and sleepers where shown and where require for screeding or 1. Expanded polystyrene board: 3/4-inch (19 mm) thick, 15% recycled content; expanding 7. C1177: GLASS MAT GYPSUM SUBSTRATE 8. C1289: FACED RIGID CELLULAR POLYISOCYANURATE THERMAL INSULATION BOARD b. ULTIMATE ELONGATION: 500 PERCENT ASTM D412. attaching other work. Form to shapes shown and cut as required for true line and level of attached work. agent: pentane gas. Acceptable products are Type I - 1.0 pcf, Insulfoam by Premier Industries, Inc., or 9. D448: BALLAST USED IN SINGLE -PLY ROOFING C. TENSILE SET: 15 PERCENT, MAXIMUM; ASTM D412. Coordinate locations with other work involved. a roved a ual. PP q 2. Rigid Board Insulation: 3/4-inch (19mm)thick, polyisocyanurate board; expanding agent: 10. D573: INTERNAL REFLECTION SPECTROSCOPY d. TEARING STRENGTH: 340 POUND/FOOT PER INCH; ASTM D624. B. Attach to substrates to support applied loading. Recess bolts and nuts flush with surfaces unless butane and isopentane, 'Thermax or Quik- by Dow Chemical Co. 11. D751: COATED FABRICS e. BRITTLENESS POINT: MINUS 22 DEGREES F. otherwise indicated. Where possible and applicable, anchor to formwork before concrete placement. 12. D1204: STRETCHING AT ELEVATED TEMPS f. OZONE RESISTANCE: 166 HOURS AT 104 DEGREES F, WRAPPED AROUND 3-INCH-DIAMETER MANDREL -NO CRACKS 3.03 WOOD FRAMING, GENERAL C. Exterior Finish System: Type, color, and texture shall be as shown. In the absence of direction, 'sand 13. D2136: LOW TEMP BEND TEST g. RESISTANCE TO HEAT AGING: 90 PERCENT MINIMUM RETENTION OF BREAKING STRENGTH, ELONGATION AT BREAK, AND TEARING STRENGTH AFTER A. Framing standard: Comply with AFPA?s ?Manual for Wood Frame Construction? unless otherwise the GC is to call the Owner Project Manager. Texture default shall be a -like' troweled appearance. 166 HOURS AT 240 DEGREES F, ASTM D573. indicated. 1. Exterior wall insulation and finish system with drainage, 'Sprint MD System" b DRYVIT Y 9 P Y Y 14. D2137: BRITTLENESS POINT OF PLASTICS AND ELASTOMERS h. WATER ABSORPTION: LESS THAN 4 PERCENT MASS CHANGE AFTER 166 HOURS IMMERSION AT 158 DEGREES F; ASTM D471. B. Install framing members of the size and at the spacing indicated. Systems, Inc. 15. D4397: STANDARDS FOR POLY SHEETING i. LINEAR DIMENSION CHANGE: PLUS OR MINUS 2 PERCENT: ASTM D1204. Do not splice structural members between supports unless so indicated on the Structural Drawings. 2. Exterior wall insulation and finish system, "Parex Premium EIFS" by PARE( Inc. 16. D4637: VULCANIZED RUBBER SHEET USED IN SINGLE -PLY ROOF MEMBRANE APPLICATIONS 2.03 VAPOR RETARDER SYSTEM C. Firestop concealed spaces of wood framed walls and partitions at each floor level and at the ceiling line of 2.03 ACCESSORIES 17. D5036: STANDARD PRACTICE FOR APPLICATION OF PVC SHEET ROOFING A. COLD -APPLIED SELF -ADHERING MEMBRANE: the top story and at 10-foot (3048 mm) intervals both vertical and horizontal in accordance with Section 716 of A. Mechanical Fasteners: 1-3/4. (44 mm) diameter polypropylene plastic plate with key openings, 18. D6878: STANDARD FOR THERMOPLASTIC POLYOLEFIN BASED SHEET ROOFING 1. COMPLY WITH ASTM D4397. the IBC. Where firestopping is not inherent in the framing system used, provide closely fitted wood blocks of surface -mounted, with minimum 16 bugle -head corrosion -resistant screws or masonry anchors as is appropriate, 19. E96: WATER VAPOR TRANSMISSION 2. 10 MIL POLYETHYLENE. END 2-inch nominal (38 mm actual) thickness lumber of the some width as the framing members. "ULP-302" or "ULP-402" by Wind -lock, Leesport, PA, (800) 872-5625, or approved equal. 20. E108: ARE TESTS FOR ROOF COVERINGS 2.04 ROOF INSULATION B. Adhesives: 1. Vinyl copolymer silica sand (not used in CA) and Portland cement EPS laminating adhesive 21. E838: ACCELERATED OUTDOOR WEATHERIN B. FEDERAL SPECIFICATIONS: FS HH-1-1972/2: INSULATION BOARD, THERMAL, POLYISOCYANURATE A. . INSULATION SYSTEM SHALL HAVE A MINIMUM AVERAGE R-VALUE = 25 AT 75 DEGREES F OR R-VALUE = 22.2 AT 75 DEGREES F. '121 Dry', by PAREX, Inc., or approved equal. C. FACTORY MUTUAL GLOBAL:-C. B. PROVIDE MINIMUM OF 2 LAYERS, STAGGERED IN EACH DIRECTION. 2. Acrylic polymer synthetic adhesive "ABC-N1", by PARER, Inc., or approved equal. I 1. CLASS 1-90 RATING PROVIDE FACTORY -TAPERED INSULATION FABRICATED TO SLOPE INDICATED ON DRAWINGS. SECTION 06605 - FIBERGLASS REINFORCED PLASTIC C. Mesh Reinforcement: Provide minimum weight 6 oz. per sq. yd. (170 g. / 0.83 m2) glass fiber 2. FMG LOSS PREVENTION DATA SHEET 1-28 D. THERMOPLASTIC MEMBRANE ROOFING PANELS reinforcing mesh. Provide minimum weight 10 oz. per sq. yd. (283 g. / 0.83 m2) glass fiber reinforcing mesh in 3. FMG 4450 AND 4470, MEMBRANE ROOFING SYSTEM APPROVAL GUIDE E. F. MINIMUM THICKNESS: 4 INCHES BUILT-UP TO THICKNESS AS INDICATED ON DRAWINGS. POLYISOCYANURATE INSULATION: all areas from grade level to 8' AFF. D. UNDERWRITERS LABORATORIES, INC.: CLASS AFIRE RATING. 1. MEET ASTM C1289. PART 1 GENERAL D. Drainage or Starter Track: Provide drainage or starter track, with drip edge, as recommended and detailed by the system manufacturer. 1.03 DEFlN�IONS 2. MAXIMUM 4 FOOT BY 4 FOOT BOARDS. 1.01 SECTION INCLUDES E. Expansion Joints: Provide aluminum expansion joints, as shown, by Fry Reglet, Alhambra, CA, (800) A. PVC: POLYVINYL CHLORIDE. B. TPO: THERMOPLASTIC POLYOLEFIN. 3. ALL PACKAGES TO HAVE RIC/TIMA LABEL. A. B. Fiberglass reinforced polyester panel system for adhesive mounting. Moldings, adhesive, and joint sealants. 237-9773, or Gordon, Inc., Bossier City, LA, (800) 747-8954, or approved equal. C. DESIGN UPLIFT PRESSURE: THE UPLIFT PRESSURE, CALCULATED ACCORDING TO PROCEDURES IN SPRI S "WIND LOAD DESIGN GUIDE FOR FULLY 4. 5. TYPE 1: CLASS 1, ALUMINUM FOIL ON BOTH SURFACES. TYPE II: FELT OR GLASS FIBER MAT BOTH SURFACES. 1.02 9 J REFERENCES F. Provide other materials, fleshings, channels, terminations, sealants, not specifically described, but required for complete and proper installation, subject to approval by the Owner Representative. ADHERED AND MECHANICALLY FASTENED ROOFING SYSTEM,' BEFORE MULTIPLICATION BY A SAFETY FACTOR. 6. ON TYPE III (COMPOSITE): PERLITE ON ONE SIDE AND FELT OR GLASS FIBER MAT ON OTHER. A. ASTM E 84 - Standard Test Method for Surface Burning Characteristics of Building Materials. PART 3 EXECUTION 1.04 SYSTEM DESCRIPTION 7. TYPE IV (COMPOSITE): CELLULOSE FIBER INSULATION BOARD ON ONE SIDE AND FELT OR GLASS FIBER MAT ON OTHER. 1.03 A. DELIVERY, STORAGE, AND HANDLING Store products in manufacturer's unopened packaging until ready for installation. 3.01 INSPECTION, PREPARATION AND INSTALLATION A. PERFORMANCE REQUIREMENTS: 1. PROVIDE INSTALLED ROOFING MEMBRANE AND BASE FLASHINGS THAT REMAIN WATERTIGHT AND RESIST EXPOSURE TO WEATHER WITHOUT FAILURE. 8. (COMPOSITE): TYPE V COMPOSITE OSB ON ONE SIDE AND FELT OR GLASS FIBER MAT ON OTHER. Store and dispose of solvent -based materials, and materials used with solvent -based materials, in accordance with requirements of A. A Inspect wall substrate for the suitability of the installation and connection system. The 2. PROVIDE ROOFING MATERIALS THAT ARE COMPATIBLE WITH ONE ANOTHER UNDER CONDITIONS OF SERVICE AND APPLICATION REQUIRED, AS INSULATION. MINIMUM 2 LAYERS. CONTRACTOR HAS OPTION TO SUBSTITUTE TAPERED ISOCYANURATE INSULATION FOR TAPERED EXPANDED POLYSTYRENE to local authorities having jurisdiction. commencement of the work indicates the Installers acceptance of and responsibility for the substrate and the final APPROVED BY ROOFING MANUFACTURER. 1.04 PROJECT CONDITIONS installation of the EIFS system. Acceptance criteria shall include: 3. PROVIDE MEMBRANE ROOFING SYSTEM THAT IS IDENTICAL TO SYSTEMS SUCCESSFULLY TESTED BY A QUALIFIED TESTING AND INSPECTING AGENCY G. PROVIDE PREFORMED SADDLES, CRICKETS, TAPERED EDGE STRIPS, AND OTHER INSULATION SHAPES WHERE INDICATED FOR SLOPING TO DRAIN. A. Maintain environmental conditions (temperature, humidity, and ventilation) within limits recommended by manufacturer for optimum 1. APA Exterior or Exposure 1 rated plywood, C-D or better, 1/2" (13 mm), minimum 4-ply. 2. APA Exposure 1 rated Oriented Particle Strand Board (OSB), nominal 1/2" (13mm). TO RESIST UPLIFT PRESSURE CALCULATED ACCORDING TO ASCE 7. FABRICATE TO SLOPES INDICATED. 2.05 ROOFING ACCESSORIES results. manufacturers Do not install products under environmental conditions outside absolute limits. 3. Concrete and masonry. 4. PROVIDE ROOFING MEMBRANE, BASE FLASHINGS, AND COMPONENT MATERIALS THAT COMPLY WITH REQUIREMENTS IN FMG 4450 AND FMG 4470 " " A. SUBSTRATE BOARD: PART 2 PRODUCTS 4. Exterior -grade sum sheathing. 9 gyp g AS PART OF A MEMBRANE ROOFING SYSTEM AND THAT ARE LISTED IN FMG S APPROVAL GUIDE FOR CLASS 1 OR NONCOMBUSTIBLE CONSTRUCTION, AS 1. ASTM C1177, GLASS -MAT, WATER-RESISTANT GYPSUM SUBSTRATE, NON-COMBUSTIBLE, 1/4 -INCH THICK. 2.01 MANUFACTURERS B. Verify the layout for alignment, spacing, and maximum panel size. Notify the Owner APPLICABLE. IDENTIFY MATERIALS WITH FMG MARKINGS. B. PROTECTIVE MAT: A. Acceptable Manufacturer: Crane Composites, Inc., or approved equal Representative of any conflict with the manufacturers published recommendations. 1 05 SUBMITTALS 1. WOVEN OR NONWOVEN POLYPROPYLENE, POLYOLEFIN, OR POLYESTER FABRIC MAT. 2.02 A. PANEL SYSTEM Plastic Panel System: Factory finished panels, trim, sealant, and accessories. C. Mechanical Installation: 1. When specified by the system manufacturer, insulation shall be secured to the substrate . A. PRODUCT DATA: SUBMIT MANUFACTURERHANDLING STORAGE AND INSTALLATION 'S CURRENT PRODUCT DATA INCLUDING SPECIFICATIONS 2. 3. RESISTANT TO ULTRAVIOLET DEGRADATION. CHEMICALLY RESISTANT. B. Fiberglass Reinforced Plastic Panels (FRP): 0.090 inch thick, USDA approved, textured surface wall panels with Class III/Class C fire using mechanical fasteners in compliance with the manufacturer?s published recommendation or a minimum of 9 P � P INSTRUCTIONS, MAINTENANCE RECOMMENDATIONS, AND COPY OF WARRANTY. 4. TYPE AND WEIGHT AS RECOMMENDED BY ROOFING SYSTEM MANUFACTURER. rating when tested in accordance with ASTM E 84. 16-inches 406 mm vertical) and horizontal) ( ) Y Y• B. SHOP DRAWINGS: SUBMIT SHOP DRAWINGS SHOWING SYSTEM FABRICATION; INSTALLATION DRAWINGS; ROOF INSULATION PLANS INDICATING LAYOUT, C. RECOVERY BOARD: 1. Product: Crane Composites, Clasbord-P, Embossed Class C Wall Panel. a. Wood Based Substrate and Light Gauge Metal Framing (20 - 26 go.): SLOPES, AVERAGE R-VALUE, BASE FLASHINGS AND MEMBRANE TERMINATIONS; FASTENING PATTERNS: ROOF SEAMING PLAN; DETAILS OF COMPONENTS, 1. USE IF COMPRESSIVE STRENGTH OF INSULATION IS LESS THAN 23 POUNDS PER SQUARE FOOT. 2. Flame Spread: <200. 1 Fasteners shall be minimum 6, bugle head corrosion resistant screws of ) � 9 WITHIN SYSTEM AND BETWEEN SYSTEM AND ADJOINING SYSTEM. 2. VERIFY WITH MEMBRANE THAT WARRANTY WILL ACCEPT COVER BOARD. 3. Smoke Developed: <450. sufficient length to penetrate the wood substrate a minimum of 3/4-inch (18 mm), and metal C. COMPONENT SAMPLES: SUBMIT MANUFACTURERS STANDARD COMPONENTS, INCLUDING VAPOR RETARDER, ROOF INSULATION, MEMBRANE, 3• .MANUFACTURER ASTM C1177, GLASS MAT, WATER-RESISTANT GYPSUM SUBSTRATE, NON-COMBUSTIBLE, 1/4 -INCH THICK. 4. Surface Texture: Gently pebbled, high -gloss. framing a minimum of 3/8-inch (9 mm). MEMBRANE FLASHINGS, SECUREMENT DEVICES, WALKWAY PADS OR ROLLS, PAVERS, AND BALLAST, IF ANY, WITH PRODUCT DATA AND SHOP DRAWINGS. D. MEMBRANE WALKWAY: 5. Color: White or Black if allowed at bar and expo area. b. Steel Framing (12 - 20 go.): D. WHERE PRODUCTS CONTAIN RECYCLED CONTENT AND ARE INTENDED TO MEET PROJECT ENVIRONMENTAL GOALS FOR MATERIAL CONTENT, SUBMIT 1. MOLDED WALKWAY PADS OR WALKWAY ROLLS ADHERED TO MEMBRANE. 6. Width: 48 inches. 1) Fasteners shall be minimum # 6, bugle head corrosion resistant screws of DOCUMENTATION CERTIFYING RECYCLED (PI OR PC) CONTENT, TOTAL COST OF PRODUCTS, AND WHERE REQUIRED, TOTAL VOLUME OF MATERIALS. 2. FACTORY -FORMED, NONPOROUS, HEAVY-DUTY, SOLID -RUBBER, SLIP -RESISTING, SURFACE -TEXTURED PAD OR ROLL. 7. Height: 96 inch or 144 inch sheets as required to minimize joints. Isufficient length to penetrate the wood substrate a minimum of 3/8-inch (9 mm). E. QUALITY ASSURANCE/CONTROL SUBMITTALS: 3. FURNISHED OR APPROVED BY MEMBRANE MANUFACTURER. C. Panel Trim: Extruded vinyl, in manufacturer's standard colors to match panel colors. C. Masonry: 1. REPORTS: MANUFACTURER'S REPRESENTATIVE WRITTEN OBSERVATION REPORTS. 4. 30 INCHES WIDE AND APPROXIMATELY 3/16-INCH THICK. 1. Outside comers, inside corners, edge trim, and division molding. g g 1) Fasteners shall be minimum 3/16-inch (4.8 mm) in diameter, corrosion resistant, and of sufficient length to penetrate the masonry substrate a minimum of 1-inch (25 mm). 2. MAINTENANCE AND CARE INSTRUCTIONS FOR O& M MANUALS. E. CONTROL JOINT TUBE: JOHNS MANVILLE EXPAND-0-FLASH OR APPROVED EQUAL. D. Adhesive: Franklin International; TTTEBOND Solvent -Based FRP Adhesive. 1.06 QUALITY ASSURANCE F. ADHESIVES AND SEALANTS: 2. Sealant: Single -component, mildew -resistant, neutral-curin silicone sealant recommended b plastic paneling manufacturer and 9 Y P P 9 D. Adhesive Installation: 1. When specified by the system manufacturer, insulation shall be secured to the substrate A. SINGLE SOURCE RESPONSIBILITY: 1. SPLICING CEMENT, LAP SEALANT, BONDING ADHESIVE, WATER CUTOFF MASTIC, AS RECOMMENDED BY MEMBRANE MANUFACTURER. complying with requirements in Section 07900 - Joint Sealers " " using manufacturer approved adhesive with a notched trowel (3/16 (5 mm) deep, 3/16 (5 mm) 1. OBTAIN PRIMARY FLEXIBLE SHEET ROOFING FROM A SINGLE MANUFACTURER. 2. SEALING COMPOUND FOR TEMPORARY SEALING OF MEMBRANE (WATER CUTOFFS): CARLISLE SURE -SEAL NITE SEAL. 3. PART 3 PAR Color: clear. EXECUTION " wide, notches 3/16 (5 mm) apart) applied horizontally to the insulation board. 2. PROVIDE SECONDARY MATERIALS AS RECOMMENDED BY MANUFACTURER OF PRIMARY MATERIALS. B. QUALIFICATIONS: 3. ADHESIVES FOR INSULATION DIRECTLY TO ROOF DECKS, OTHER INSULATION BOARDS, AND SMOOTH BUILT-UP ROOF SURFACES NON GRAVELED), ( ) EXAMINATION E. Tightly butt all insulation boards. Gaps greater than 1/16-inch (1.6 mm) shall be slivered. 1. MANUFACTURER: WHERE MECHANICAL FASTENING IS NOT ACCEPTABLE: A. Do not begin installation until substrates have been properly prepared. F. Wall Penetrations at Windows, Doors, and Mechanical Equipment: a. 10 YEARS EXPERIENCE IN THE MANUFACTURE OF THERMOPLASTIC MEMBRANE ROOFING. a. ELASTOME, B. If substrate preparation is the responsibility of another installer, notify Architect of unsatisfactory preparation before proceeding. 1. Align the insulation boards so that the edges do not coincide with the comers of the b. ISO 9002 CERTIFICATION. 1) FOAMABLEELASTOMERIC. 3.02 PREPARATION opening. 2. CONTRACTOR: 3 YEARS EXPERIENCE IN THE INSTALLATION OF THERMOPLASTIC MEMBRANE ROOFING. 2) VOC COMPLIANT, CONTAINS NO SOLVENTS, NO FLAME HAZARD. A. Take panels out of cartons and allow to acclimatize to room conditions for at least 48 hours prior to installation. 2. Place reinforcing mesh around the perimeter of the opening and staple in place. Masonry 3. PERSONNEL: FOR ACTUAL INSTALLATION OF MEMBRANE ROOFING, USE PERSONNEL SKILLED IN WORK REQUIRED, COMPLETELY FAMILIAR WITH 3 ) PRODUCT: WEATHER-TTTE BY MILLENNIUM ADHESIVES, OR EQUAL. B. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the substrate will require the mesh to be adhesively attached. 3. Hold back the insulation board from the wall penetration a minimum of 1/2-inch (12 mm) MANUFACTURER'S RECOMMENDED METHODS OF INSTALLATION, THOROUGHLY FAMILIAR WITH REQUIREMENTS OF WORK. 4. USE WEATHER-TITE PRIMER FOR RE-COVER APPLICATIONS UNDER FOAMABLE ADHESIVE. project conditions. from the edge. C. REGULATORY REQUIREMENTS: a. POLYURETHANE ADHESIVE. C. Clean surfaces thoroughly prior to installation. G. Expansion Joints and Reveals: 1. EPA ENERGY STAR RATINGS. 1 ) PROVIDE ADHESIVE WITH NO ODOR OR BUILDING HEIGHT RESTRICTIONS. D. Protect existing surfaces from damage due to installation. 1. Construct the joint from the reinforcement mesh, stapling the mesh into place. D. CERTIFICATIONS: PROVIDE TO OWNER REPRESENTATIVE, CERTIFICATION OF THE INSTALLER FROM THE MANUFACTURER OF THERMOPLASTIC 2) DO NOT USE: 3.03 INSTALLATION H. Installation of Reinforcing Mesh: MEMBRANE ROOFING. a. ON INSULATION BOARDS LARGER THAN 4 FEET BY 4 FEET. A. Install in accordance with manufacturer's written instructions. 1. Apply Finish System Base Coat using a notched trowel. Embed the mesh into the wet E. MANUFACTURERS OBSERVATION: b. IN INCLEMENT WEATHER OR BELOW 40 DEGREES F, OR ON WET SURFACES. B. � Use the adhesives recommended by the panel manufacturer unless prohibited by local regulations; obtain manufacturers approval of mixture. Comers of all openings or penetrations shall be reinforced with additional pieces of reinforcing mesh. 1. MANUFACTURERS AGENT SHALL VISIT SITE WHILE ROOFING WORK IS IN PROGRESS AS NECESSARY, INCLUDING FINAL INSPECTION FOR WARRANTY C. ON ACTIVE ASPHALT. alternative adhesives. 2. Extend the reinforcing mesh continuously through aesthetic joints. Reinforcing mesh shall REQUIREMENTS, TO OBSERVE PROCEDURES AND METHODS, KEEP LOG OF TIME, INSTRUCTIONS GIVEN, ACTUAL PROCEDURES, FIELD CONDITIONS, ETC. d. UL CLASS A RATING. C. Install panels continuous from floor to ceiling without horizontal joints. lap a minimum of 2-1/2-inches (64 mm) on each side of a joint. 2. SUBMIT 2 COPIES OF REPORT TO OWNER REPRESENTATIVE. 5. PRODUCT: INSTA-STIK ADHESIVE, OR EQUAL D. Install continuous bead of silicone sealant in each joint and trim groove and between trim and adjacent construction, maintaining 1/8 I. Base Coat: F. NOTIFICATION: NOTIFY OWNER REPRESENTATIVE AT LEAST 24 HOURS BEFORE PERFORMING SEAMING OPERATIONS. G. METAL TERMINATION BARS: MANUFACTURER'S STANDARD PREDRILLFD STAINLESS -STEEL OR ALUMINUM BARS, APPROXIMATELY 1 BY 1/8-INCH inch expansion space. 1. Apply the base coot such that the resulting overall minimum base coat thickness is 1.07 DELIVERY, STORAGE, AND HANDLING THICK, WITH ANCHORS. A. Avoid contamination of panel faces with adhesives, solvents, or cleaners; clean as necessary and replace if not possible to repair to sufficient to fully embed the reinforcing mesh. Apply the base coat in two (2) passes. A. DELVER, STORE AND HANDLE IN STRICT ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS. H. METAL BATTENS: MANUFACTURER'S STANDARD ALUMINUM -ZINC -ALLOY -COATED OR ZINC -COATED STEEL SHEET, APPROXIMATELY 1 INCH WIDE BY original condition. 1 With a stainless steel trowel, spot each fastener and allow to firm to the touch. ) P 2) Using trowel, the base the the B. STORE LIQUID MATERIALS IN THEIR ORIGINAL UNDAMAGED CONTAINERS IN A CLEAN, DRY, PROTECTED LOCATION AND WITHIN THE TEMPERATURE 0.05-INCH THICK, PREPUNCHED. B. Protect installed products until completion of project. a stainless steel apply coat on entire surface of insulation board. RANGE REQUIRED BY ROOFING SYSTEM MANUFACTURER. I. SUP SHEET: MANUFACTURER'S RECOMMENDED SLIP SHEET, OF TYPE REQUIRED FOR APPLICATION. C. Touch-up, repair or replace damaged products after Substantial Completion. 3) Immediately place the reinforcing mesh against the wet base coat. With the trowel, C. PROTECT STORED LIQUID MATERIAL FROM DIRECT SUNLIGHT. J. FASTENERS: D. Cove base to be installed on top of FRP with no bottom trim. Caulk top of cove to FRP with clear silicone. press the mesh into the base coat, working from the middle of each sheet outwards, avoiding D. DISCARD AND LEGALLY DISPOSE OF LIQUID MATERIAL THAT CANNOT BE APPLIED WITHIN ITS STATED SHELF LIFE. 1. FACTORY MUTUAL AND MEMBRANE MANUFACTURER APPROVED. END OF SECTION wrinkles, until the mesh is fully embedded and not visible. E. PROTECT ROOF INSULATION MATERIALS FROM PHYSICAL DAMAGE AND FROM DETERIORATION BY SUNLIGHT, MOISTURE, SOILING, AND OTHER 2. MEMBRANE ATTACHMENT: 4) Allow the base material to firm to the touch. Trowel a second light coat the base SOURCES. a. AS RECOMMENDED AND SUPPLIED BY MEMBRANE MANUFACTURER. S E C TI 0 N 07200 - INSULATION material over the first coot. The result should be such that the reinforcing mesh is approximately 1.08 PROJECT CONDITIONS A. WEATHER: PROCEED WHEN EXISTING AND FORECASTED WEATHER CONDITIONS PERMIT WORK TO BE PERFORMED IN ACCORDANCE WITH b. LENGTH TO PENETRATE 1-1/2 INCH WOOD DECK MINIMUM OF 1 INCH, BUT NOT THROUGH BOTTOM OF DECK. centered within the thickness of the base coat. Time the installation so as not to allow the initial C. LENGTH TO PENETRATE THROUGH PLYWOOD DECK MINIMUM 3/4-INCH. 07200.1 GENERAL application to completely dry prior to the application of the second coat. MANUFACTURER'S RECOMMENDATIONS AND WARRANTY REQUIREMENTS. 3. FLASHING TO LUMBER: GALVANIZED 1-1/2 INCH BARBED ROOFING NAILS THROUGH 1-INCH METAL DISCS. 07200.12 DESCRIPTION OF WORK: J. Finish Coat: B. DRAWINGS DO NOT PURPORT TO SHOW ACTUAL FIELD DIMENSIONS, BUT ARE INTENDED ONLY TO ESTABLISH LOCATION AND SCOPE OF WORK. 4. SCUPPER FLANGES TO WOOD BLOCKING: 1-3/4 INCH GALVANIZED ROOFING NAILS. A Extent of insulation work is shown on drawings, be eneric names or b abbreviations. Applications of insulation specified include the following: 9 9 Y APP P 9 1. Allow the Base Coat to have cured for a minimum of 24 hours and verify that the base FIELD -VERIFY DIMENSIONS AND ASSUME FULL RESPONSIBILITY FOR THEIR ACCURACY. 5. METAL DECKS: DECKFAST SENTRY CORROSION RESISTANT FASTENER. 1. Foundation wall rigid insulation. surface is dry and hard. Cure time may be longer depending on environmental conditions. 2. Inspect the base coat for any irregularities such as trowel marks, board lines, rough comers 1.09 WARRANTY 6. CONCRETE DECKS: GRIPCON NAIL, BY REACH PLASTICS. 2. Blanket/batt building insulation. 3. POLYISO Roof insulation and edges, and exposed reinforcing mesh. Correct all irregularities before proceeding with the A. MANUFACTURERS WARRANTY: PROVIDE 10-YEAR NON -PRORATED MANUFACTURERS TOTAL SYSTEM WARRANTY INCLUDING REPAIR OR K. FLASHING: AS RECOMMENDED BY MEMBRANE MANUFACTURER, WITH ASSOCIATED ADHESIVES. application of the finish coat. REPLACEMENT MATERIALS AND LABOR AT NO COST TO OWNER. FAILURE INCLUDES ROOF LEAKS. � L MISCEIlANEOUS ACCESSORIES: PROVIDE POURABLE SEALERS, PREFORMED CONE AND VENT SHEET FLASHINGS, PREFORMED INSIDE AND OUTSIDE 07200.13 ENVIRONMENTAL REQUIREMENTS: A Do not install rigid insulation adhesives when temperature or weather conditions are detrimental to successful installation. 3. Apply the finish coat continuously to a natural break such as a comer, an expansion joint, B. CONTRACTOR'S MAINTENANCE WARRANTY: CORNER SHEET FLASHINGS, T-JOINT COVERS, LAP SEALANTS, TERMINATION REGLETS, AND OTHER ACCESSORIES. or a tape line. Do not apply the material in such a manner that a cold joint will result. 1. DURING A PERIOD OF 5 YEARS FROM THE DATE OF FINAL ACCEPTANCE OF THE WORK, MAINTAIN THE ROOF SYSTEM, INCLUDING WOOD PART 3 EXECUTION 07200.14 PRODUCT HANDLING: 1) Using a clean stainless steel trowel, apply an even coat of finish material to a BLOCKING, VAPOR RETARDER, INSULATION, ROOF MEMBRANE, AND FLASHING, IN A WATERTIGHT CONDITION, AND REPAIR ALL DEFECTS WHICH RESULT 3.01 SURFACE CONDITIONS A. Do not allow insulation materials to become wet, soiled, or covered with ice or snow. Comply with manufacturers recommendations for handling, storage and protection during installation. thickness slightly thicker that the largest aggregate size. FROM FAULTY WORKMANSHIP OR DEFECTIVE MATERIALS, WITHOUT FURTHER COST TO THE OWNER, INCLUDING REPLACEMENT OF ANY WET INSULATION A. VERIFY: 2) Pull across using a horizontal trowel motion to develop a uniform thickness no CAUSED BY SUCH DEFECTS. 1. ROOF DECK IS COMPLETELY INSTALLED. 07200.2 PRODUCTS greater than the largest aggregate of the material. 2. EXCLUDED FROM THIS WARRANTY: 2. SURFACE IS FREE OF DEBRIS, SHARP PROJECTIONS, GROSS IRREGULARITIES, UNNECESSARY HOLES. 07200.21 MATERIALS: 3) Texture is achieved by a uniform hand floating motion applying light pressure in a a. DAMAGE TO ROOF, BUILDINGS AND CONTENTS CAUSED BY ACTS OR OMISSIONS OF THE OWNER. 1 3. REQUIRED OPENINGS THROUGH DECK ARE CUT AND FINISHED, AND PIPES AND SIMILAR WORK PROJECTING THROUGH DECK ARE IN PLACE. A Rigid Insulation: Polyisocyanurate board insulation with integral high density skin; minimum 30 p.s.i. compressive strength; k-value circular motion. Frequently wipe the trowel clean and wet it lightly. b. FIRE, LIGHTNING, WINDS OF PEAK GUST SPEEDS OF 55 MPH OR HIGHER MEASURED AT 10 METERS ABOVE THE GROUND, HAILSTORM, OR OTHER 4. SUBSTRATES HAVE BEEN INSPECTED AND ARE DETERMINED TO BE IN SATISFACTORY CONDITION. of 0.20; 0.1 % maximum water absorption; manufacturers standard lengths and widths. rP 9 3.02 CLEANING UNUSUAL PHENOMENON OF THE ELEMENTS. B. DO NOT PROCEED UNTIL CONDITIONS WHICH WOULD RESULT IN AN UNSATISFACTORY INSTALLATION ARE CORRECTED. 1. "Styrofoam SM" by Dow Chemical U.SA A Surface Damage: Repair any breaches of the surface before Final Acceptance. C. MOVEMENT OR FAILURE OF THE SUPPORTING BUILDING STRUCTURE THAT CAUSES MEMBRANE OR FLASHING FAILURE. 1. DISCREPANCIES: IMMEDIATELY NOTIFY OWNER REPRESENTATIVE. 2. U.C. Industries "Foamular 400". B. Remove all debris from the site including scarf from the rigid insulation board. d. VAPOR CONDENSATION BENEATH THE ROOF. 2. COMMENCING WORK SHALL BE CONSTRUED AS ACCEPTANCE OF ROOF DECK AND ADJOINING SURFACES AS ACCEPTABLE TO RECEIVE MEMBRANE B. Mineral/Glass Fiber Blanket/Batt Insulation: Inorganic fibers formed into flexible resilient blankets; density as indicated, but 1.0 pound C. Remove any spillage or overspray from adjacent surfaces and sidewalks. 3. BEFORE EXPIRATION OF THE WARRANTY PERIOD, INSPECT THE ROOF IN THE PRESENCE OF THE OWNER AND MAKE NECESSARY CORRECTION OF SHEET ROOFING. 4 minimum; k-value of 0.27; manufacturer's standard lengths and widths as required to coordinate with spaces to be insulated; Type III, END DEFICIENCIES. C. FIELD DIMENSIONS: DRAWINGS DO NOT PURPORT TO SHOW ACTUAL DIMENSIONS, BUT ARE INTENDED ONLY TO ESTABLISH LOCATION AND SCOPE I reflective aluminum foil facing with integral nailing flanges, at exterior wall and roof insulation flame spread rating of 25; R=13 for interior walls; R=19 for R=30 for insulation. 4. THE WARRANTY SHALL REMAIN IN FORCE UNTIL NECESSARY REPAIR WORK HAS BEEN DONE. OF WORK. FIELD VERIFY DIMENSIONS AND ASSUME FULL RESPONSIBILITY FOR THEIR ACCURACY. exterior walls; roof see roofing specification. 5. USE FORM AT END OF THIS SECTION FOR 5-YEAR CONTRACTOR'S WARRANTY. D. COMPATIBILITY. VERIFY THAT MEMBRANES AND FLASHINGS ARE CHEMICALLY COMPATIBLE WITH NAILERS AND BLOCKING. C& 07200.3 EXECUTION 1.10 MAINTENANCE 3.02 PREPARATION RECEIVED 07200.31 INSPECTION: A. EXTRA MATERIALS: CITY OF TUKWILA � A. Installer must examine substrate and condition under which insulation work is to be performed and must notify contractor of unsatisfactory conditions. 1. PROVIDE FOR MAINTENANCE PURPOSES, QUANTITY EQUAL TO 2 PERCENT OF EACH TYPE OF MATERIAL INSTALLED. A. REVIEW STRUCTURAL LOADING LIMITATIONS OF ROOF DECK DURING AND AFTER ROOFING. 2. FURNISH FROM SAME PRODUCTION RUN AS MATERIALS INSTALLED, EXCEPT FOR THOSE PRODUCTS SUBJECT TO "SHELF LIFE." FEB 012016 07200.32 INSTALLATION: 3. PACKAGE AND MARK TO IDENTIFY LOCATION, MATERIAL TYPE, AND COLOR. B. COORDINATION: A GENERAL- 4. DELIVER AND STORE WHERE DIRECTED BY OWNER. 1. COORDINATE WITH OTHER TRADES SO OTHER WORK AVAILABLE AND ROOFING CAN BE BUILT IN WITHOUT DELAY. PERMIT CENTER 1. Comply with manufacturer's instructions for particular conditions of installation in each case. PART 2 PRODUCTS 2. PLAN WORK SO WORK CAN BE CARRIED ON CONTINUOUSLY TO COMPLETION. 2. Extend insulation full thickness as shown over entire area to be insulated. Cut and fit tightly around obstructions, and fill voids with insulation. 2.01 MANUFACTURERS 3. COORDINATE APPLICATION OF MEMBRANE TO PROVIDE PROTECTION OF UNDERLYING MATERIALS FROM WETTING OR OTHER DAMAGE BY THE 3. Apply a single layer of insulation of required thickness, unless otherwise shown. A. TPO MEMBRANE ROOFING SYSTEM: ELEMENTS ON A CONTINUOUS BASIS. B. Rigid Insulation: 1. Set units in accordance with manufacturers instructions. 1. STANDARD OF QUALITY: DESIGN IS BASED ON PRODUCTS OF GAF MATERIALS CORPORATION, WAYNE, NJ C. DO NOT INSTALL MORE INSULATION THAN WHAT CAN BE COVERED BY MEMBRANE BEFORE THE END OF THE WORK DAY. C. General Building Insulation: 2. ACCEPTABLE MANUFACTURERS: SUBJECT TO COMPLIANCE WITH REQUIREMENTS, ACCEPTABLE MANUFACTURERS AND PRODUCTS ARE: D. COMPLETELY INSTALL SHEET METAL SLEEVES, CAPS, OR ENCLOSURES ON A DAILY BASIS. 1. Apply insulation units to substrate complying with manufacturers recommendations to provide permanent placement and support. a. CARLISLE SYN TEC INC. E. RESET OR REPLACE EXISTING FASTENERS FOR MATERIALS EXPOSED BUT LEFT IN PLACE THAT ARE LOOSE, DEFORMED, DAMAGED, OR CORRODED. 2. Set vapor barrier to warm side of construction. Do not obstruct ventilation spaces, except for firestopping. b. FIRESTONE BUILDING PRODUCTS COMPANY, CARMEL, IN F. FILL INSULATION JOINTS WIDER THAN 1/4 INCH WITH INSULATION CUT TO FF. , 3. Provide continuous support of insulation with netting as indicated to maintain position between trusses at top chord elevation. C. GENREX ROOFING SYSTEMS G. BACK OUT EXISTING SCREWS FROM DECK. I END d. DUROLAST ROOFING, SAGINAW MICHIGAN H. PREVENT MATERIALS FROM ENTERING AND CLOGGING ROOF DRAINS AND CONDUCTORS, AND FROM SPILLING OR MIGRATING ONTO SURFACES OF e. MANUFACTURER OF EQUAL PRODUCTS SUBMITTED IN COMPLIANCE AND APPROVED IN ADVANCE BY OWNER REPRESENTATIVE. HOER CONSTRUCTION. D�SIGNPARAM�T�RS, LLC 6373 SILVC-R STRI-AM LN �:RISCO. TX 75034 PP: 214.784.5014 �X: 303.223.9104 DESIGN PARAM�T�RS.00M • .. .. 1 • • • - 11 F3 • Y._ mmw START DATE • oexaMs PROJECT NO • lwaar DRAWN BY • JIB CHECKED BY- im ISSUED/REMED • • DATE PST;=fs'v~,;� ,, a_Oi a11.t820i6 ., 3.o io 4 +f i �nR 1.; 6U r INN Di t' ia3sa,if .s 8774 REGISTERED V< ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON w � I -1`'.z. r I �,- � A I `- _ 5, (I ii , i ! I1 U�_1"VAW!1JJJI # !€1 iI{3€li t li11(43 i Ii1iI€li€�-Ili ! i llt_ E ii �{ i) �,k„#�;,€,II C���l„ i€ll!I!! I�,I ,,,,1�::! COPYRIGHT lati SECTION 07540 - THERMOPLASTIC MEMBRANE ROOFING (CONTINUED) A. REMOVE ROOF -DRAIN PLUGS WHEN NO WORK IS TAKING PLACE OR WHEN RAIN IS FORECAST. B. PERIMETER WOOD BLOCKING, INSULATION, AND SHEET METAL INSTALLATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF FACTORY MUTUAL LOSS PREVENTION DATA SHEET 1-49, JUNE 1985 (MINIMUM). 3.03 ROOFING MEMBRANE INSTALLATION A. PERFORM WORK IN STRICT CONFORMANCE WITH APPLICABLE PROVISIONS OF MANUFACTURER'S CURRENT PUBLISHED SPECIFICATIONS, APPLICATION INSTRUCTIONS, RECOMMENDED DETAILS, AND STANDARDS OF PRACTICE. B. INSTALL ACCORDING TO MANUFACTURER'S WRITTEN INSTRUCTIONS AND ASTM D5036. INSTALL IN PRESENCE OF ROOFING MEMBRANE MANUFACTURER'S PERSONNEL. C. ACCURATELY ALIGN ROOFING MEMBRANE WITHOUT STRETCHING AND MAINTAIN UNIFORM SIDE AND END LAPS OF MINIMUM DIMENSIONS REQUIRED BY MANUFACTURER. D. STAGGER END LAPS. 3.04 ADHERED ROOFING INSTALLATION A. BONDING ADHESIVE: . 1. SOLVENT -BASED: a. APPLY TO SUBSTRATE AND UNDERSIDE OF MEMBRANE AS REQUIRED BY MANUFACTURER. b. ALLOW TO PARTIALLY DRY. C. DO NOT APPLY TO SPLICE AREA OF MEMBRANE. 2. WATER -BASED: a. APPLY AS REQUIRED BY MANUFACTURER AND IMMEDIATELY INSTALL ROOFING MEMBRANE. b. DO NOT APPLY ADHESIVE TO SPLICE AREA OF ROOFING MEMBRANE. B. FASTEN OR ADHERE MEMBRANE SECURELY AT TERMINATIONS, PENETRATIONS, AND PERIMETER OF ROOFING, ACCORDING TO ANSI/SPRI RP-4. C. SHINGLE SIDE LAPS WITH SLOPE OF ROOF DECK WHERE POSSIBLE. D. SPREAD SEALANT OR MASTIC BED OVER DECK DRAIN FLANGE AT DECK DRAINS AND SECURELY SEAL ROOFING MEMBRANE IN PLACE WITH CLAMPING RING. 3.05 SEAMS A. CLEAN SEAM AREAS, OVERLAP ROOFING MEMBRANE, AND HOT-AIR WELD SIDE AND END LAPS ACCORDING TO MANUFACTURER'S INSTRUCTIONS TO ENSURE A WATERTIGHT SEAM. B. TEST LAP EDGES WITH PROBE TO VERIFY SEAM WELD CONTINUITY. C. APPLY LAP SEALANT TO SEAL CUT EDGES OF MEMBRANE. D. VERIFY FIELD STRENGTH OF SEAMS WITH TACK CLAW AND REPAIR SEAM SAMPLE AREAS. E. REPAIR DEFICIENCIES. 3.06 VAPOR RETARDER SYSTEM A. SEAL JOINTS WITH TAPE OR SEALANT. B. REPAIR PUNCTURES BEFORE INSTALLING INSULATION. C. APPLY ONLY IN FAIR WEATHER WHEN AIR, SUBSTRATE, AND MEMBRANE ARE AT TEMPERATURES OF 40 DEGREES OR HIGHER. SURFACING MATERIALS MUST ALSO BE PLACED AT TEMPERATURES OF 40 DEGREES OR HIGHER. 1. FOR APPLICATION IN TEMPERATURES BELOW 40 DEGREES, STORE MATERIALS IN A HEATED STORAGE AREA, IN A MANNER THAT DOES NOT POSE A FIRE HAZARD, WHEN AMBIENT TEMPERATURES FALL BELOW 40 DEGREES. 2. DO NOT REMOVE MATERIAL FROM STORAGE AREAS UNTIL READY TO INSTALL D. START AT THE LOW POINT OF THE ROOF AREA AND PROGRESS UPSLOPE, RUNNING THE MEMBRANE PERPENDICULAR TO THE SLOPE IN SHINGLE FASHION SO THERE ARE NO LAPS AGAINST THE FLOW OF WATER. E. PEEL BACK 1 TO 2 FEET OF RELEASE PAPER, ALIGN THE MEMBRANE, AND PLACE THE FIRST 1 TO 2 FEET. F. ROLL LAPS FIRMLY WITH A HAND ROLLER AND LAP ENDS AND EDGES A MINIMUM OF 6 INCHES. G. TOTALLY ENVELOPE ROOF INSULATION AND SEAL TO UNDERSIDE OF MEMBRANE ROOFING. H. REPAIR FISHMOUTHS. 3.07 INSULATION A. GENERAL- 1. LAY WITH LONG DIMENSION PERPENDICULAR TO METAL DECK FLUTES OR PRECAST JOINTS. 2. CUT, AT NEATLY AGAINST WOOD BLOCKING AND VERTICAL SURFACES. 3. TRIM SURFACE OF INSULATION WHERE NECESSARY AT ROOF DRAINS SO COMPLETED SURFACE IS FLUSH AND DOES NOT RESTRICT FLOW OF WATER. 4. FILL VOIDS GREATER THAN 1/8 INCH WITH FOAMED -IN -PLACE INSULATION COMPATIBLE WITH RIGID MATERIAL. 5. INSTALL TAPERED INSULATION TO DRAIN TO SCUPPERS AND ROOF DRAINS. 6. FASTEN INSULATION TO RESIST UPLIFT PRESSURE AT CORNERS, PERIMETER, AND FIELD OF ROOF. 7. STAGGER INSULATION BOARDS 50 PERCENT FROM ROW TO ROW. B. FULLY ADHERED ROOFING INSULATION: MECHANICALLY FASTEN INSULATION WITH SPECIFIED FASTENERS IN A FACTORY MUTUAL APPROVED PATTERN. C. LAYERS: 1. PLACE IN AT LEAST 2 LAYERS. 2. STAGGER JOINTS IN BOTH DIRECTIONS IN ADJOINING COURSES, STAGGER END JOINTS BETWEEN LAYERS AT LEAST 24 INCHES. 3. BUTT EACH PANEL TIGHTLY TO ADJOINING PANELS, BUT DO NOT FORCE. 4. EMBED SECOND AND SUBSEQUENT INSULATION LAYERS IN FULL MOPPING OR STEEP ASPHALT APPLIED AT RATE OF 25 TO 30 POUNDS PER HUNDRED SQUARE FEET. D. COVER (RECOVERY) BOARD: 1. INSTALL OVER INSULATION WITH LONG JOINTS IN CONTINUOUS STRAIGHT LINES WITH END JOINTS STAGGERED BETWEEN ROWS. 2. STAGGER JOINTS FROM JOINTS IN INSULATION BELOW A MINIMUM OF 6 INCHES IN EACH DIRECTION. 3. LOOSELY BUTT COVER BOARDS TOGETHER. 4. FULLY ADHERE RECOVERY BOARD. E. PROTECTION: 1. KEEP INSULATION DRY. 2. PROTECT FROM DAMAGE AFTER INSTALLATION. 3. LAY NO MORE INSULATION THAN CAN BE COVERED WITH COMPLETED ROOF MEMBRANE ON SAME DAY. 4. PROTECT EXPOSED EDGES OF INSULATION WITH WATER CUT OFFS AT END OF EACH DAY'S WORK. 5. REMOVE WATER CUT OFFS COMPLETELY BEFORE RESUMING WORK. 3.08 ROOF ACCESSORIES A. WALKWAY PADS: 1. INSTALL ACCORDING TO MEMBRANE MANUFACTURER'S INSTRUCTIONS. 2. 2 INSTALL FOIL PROTECTION LAYER UNDERNEATH MEMBRANE IF REQUIRED BY MANUFACTURER. 3. SPACE PADS TO ALLOW FOR DRAINAGE. 4. SPACE RECYCLED RUBBER MINIMUM 2 INCHES TO ALLOW FOR HOT WEATHER EXPANSION. 5. TEST FOR WATER -TIGHTNESS. 6. CLEAN SURFACES AND ADHERE ACCORDING TO MANUFACTURER'S SPECIFICATIONS. B. BASE FLASHING: 1. INSTALL SHEET FLASHINGS AND PREFORMED FLASHING ACCESSORIES AND ADHERE TO SUBSTRATES ACCORDING TO MEMBRANE ROOFING SYSTEM MANUFACTURER'S WRITTEN INSTRUCTIONS. 2. APPLY SOLVENT -BASED BONDING ADHESIVE TO SUBSTRATE AND UNDERSIDE OF SHEET FLASHING AT REQUIRED RATE AND ALLOW TO PARTIALLY DRY. DO NOT APPLY BONDING ADHESIVE TO SEAM AREA OF FLASHING. 3. FLASH PENETRATIONS AND FIELD -FORMED INSIDE AND OUTSIDE CORNERS WITH SHEET FLASHING. 4. CLEAN SEAM AREAS AND OVERLAP AND FIRMLY ROLL SHEET FLASHINGS INTO THE ADHESIVE. WELD SIDE AND END LAPS TO ENSURE A WATERTIGHT SEAM INSTALLATION. 5. TERMINATE AND SEAL TOP OF SHEET FLASHINGS AND MECHANICALLY ANCHOR TO SUBSTRATE THROUGH TERMINATION BARS. 3.09 FIELD QUALITY CONTROL A. TESTING AGENCY: OWNER MAY ENGAGE A QUALIFIED INDEPENDENT TESTING AND INSPECTING AGENCY TO PERFORM ROOF TESTS AND INSPECTIONS AND TO PREPARE TEST REPORTS. B. FIELD PULLOUT TESTS SHALL BE CONDUCTED ON MEMBRANE FASTENERS IN ACCORDANCE WITH MANUFACTURER'S INSTALLATION REQUIREMENTS. C. FINAL ROOF INSPECTION: ARRANGE FOR ROOFING SYSTEM MANUFACTURER'S TECHNICAL PERSONNEL TO INSPECT ROOFING INSTALLATION ON COMPLETION AND SUBMIT REPORT TO OWNER REPRESENTATIVE. D. REPAIR OR REMOVE AND REPLACE COMPONENTS OF MEMBRANE ROOFING SYSTEM WHERE TEST RESULTS OR INSPECTIONS INDICATE THAT THEY DO NOT COMPLY WITH SPECIFIED REQUIREMENTS. E. ADDITIONAL TESTING AND INSPECTING, AT CONTRACTOR'S EXPENSE, WILL BE PERFORMED TO DETERMINE COMPLIANCE OF REPLACED OR ADDITIONAL WORK WITH SPECIFIED REQUIREMENTS. 3.10 PROTECTION AND CLEANING A. SITE CLEANING: 1. DO NOT ALLOW ACCUMULATION OF SCRAPS, DEBRIS ARISING FROM WORK OF THIS SECTION. 2. MAINTAIN PREMISES IN NEAT, ORDERLY CONDITION. 3. IMMEDIATELY UPON SATISFACTORY COMPLETION OF WORK, REMOVE DEBRIS, EQUIPMENT, EXCESS MATERIALS FROM SITE. B. SYSTEM CLEANING: 1. PREVENT MISPLACING ROOFING MATERIALS AND ADHESIVES ON ADJACENT SURFACES. 2. IMMEDIATELY REMOVE TRACES OF SUCH MATERIALS. C. PROTECT COMPLETED ROOF SYSTEM FROM DAMAGE. 1. USE PLYWOOD WALKWAYS, WOOD PLANKING, OTHER PRECAUTIONS AS NECESSARY. 2. INSTITUTE APPROPRIATE PROCEDURES FOR SURVEILLANCE AND PROTECTION OF ROOFING DURING REMAINDER OF CONSTRUCTION PERIOD. 3. CONFINE TRAFFIC OVER ROOF TO NECESSARY AREAS, HOLD TO MINIMUM. 4. REPAIR DAMAGE IMMEDIATELY. D. WHEN CONSTRUCTION IS COMPLETED AND ROOFING NO LONGER AT RISK OF CONSTRUCTION DAMAGE, REMOVE TEMPORARY PROTECTIVE MEASURES, REINSTALL BALLAST TO SATISFACTION OF OWNER AND MANUFACTURER OF EXISTING ROOFING. 3.11 CONSTRUCTION WASTE A. MINIMIZE WASTE GENERATED FROM CONSTRUCTION, RENOVATION, AND DEMOLITION. B. DIVERT CONSTRUCTION, DEMOLITION, AND LAND CLEARING DEBRIS FROM LANDFILL DISPOSAL. C. REDUCE AND RECYCLE PACKAGING WASTE ASSOCIATED WITH THE CONSTRUCTION PROCESS. 3.12 DEMONSTRATION A. MAINTENANCE INSTRUCTIONS: MANUFACTURER'S REPRESENTATIVE (NOT INSTALLER) TO SCHEDULE AND ATTEND MEETING WITH OWNER'S REPRESENTATIVES TO EXPLAIN: 1. MAINTENANCE AND CARE INSTRUCTIONS. 2. RECOMMENDED MAINTENANCE PROGRAM. 3. WARRANTY REQUIREMENTS. END OF SECTION .. SECTION 07411 - PREFORMED METAL ROOF PANELS PART 1 GENERAL 1.01 SECTION INCLUDES A. STANDING SEAM METAL ROOFING AND WALL SYSTEM. B. ACCESSORIES AND MISCELLANEOUS COMPONENTS. 1.03 SYSTEM DESCRIPTION A. STANDING SEAM ROOF SYSTEM: STANDING SEAM METAL ROOF SYSTEM APPLIED OVER # 30 ROOF FELT OVERROOF DECK. 1.04 REFERENCES A. AWA 621: VOLUNTARY SPECIFICATION FOR HIGH PERFORMANCE ORGANIC COATINGS ON COIL COATED ARCHITECTURAL HOT DIPPED GALVANIZED (HDG) AND ZINC -ALUMINUM COATED STEEL SUBSTRATES. B. ASTM D 226: SPECIFICATION FOR ASPHALT -SATURATED ORGANIC FELT USED IN ROOFING AND WATERPROOFING. C. ASTM A 653/A 653M: SPECIFICATION FOR STEEL SHEET, ZINC -COATED (GALVANIZED) OR ZINC -IRON ALLOY -COATED (GALVANNEALED) BY THE HOT -DIP PROCESS. D. UL 580 - STANDARD FOR TESTS FOR UPLIFT RESISTANCE OF ROOF ASSEMBLIES. 1.05 PERFORMANCE REQUIREMENTS A. PERFORMANCE REQUIREMENTS: PROVIDE COMPLETE ENGINEERED SYSTEM COMPLYING WITH SPECIFIED REQUIREMENTS AND CAPABLE OF REMAINING WEATHERTIGHT WHILE WITHSTANDING ANTICIPATED MOVEMENT OF SUBSTRATE AND THERMALLY INDUCED MOVEMENT OF ROOFING SYSTEM. B. WIND UPLIFT. SYSTEM TO COMPLY WITH REQUIREMENTS FOR UL CLASSIFICATION 580 FOR UL CLASSIFIED 90 RATED ASSEMBLIES. 1.06 SUBMITTALS A. SEE SECTION 01300 - ADMINISTRATIVE REQUIREMENTS, FOR SUBMITTAL PROCEDURES. B. SHOP DRAWINGS: INCLUDE LAYOUTS OF ROOF PANELS, DETAILS OF EDGE AND PENETRATION CONDITIONS, SPACING AND TYPE OF CONNECTIONS, FLASHINGS, UNDERLAYMENT, AND SPECIAL CONDITIONS. 1. SHOW WORK TO BE FIELD -FABRICATED OR FIELD -ASSEMBLED. C. WARRANTY. SUBMIT SPECIFIED MANUFACTURER'S WARRANTY AND ENSURE THAT FORMS HAVE BEEN COMPLETED IN OWNER'S NAME AND ARE REGISTERED WITH MANUFACTURER. 1.07 QUALITY ASSURANCE A. MANUFACTURER QUALIFICATIONS: COMPANY SPECIALIZING IN THE MANUFACTURE OF ROOFING SYSTEMS SIMILAR TO THOSE REQUIRED FOR THIS PROJECT, WITH NOT LESS THAN 5 YEARS OF DOCUMENTED EXPERIENCE. 1.08 DELIVERY, STORAGE, AND HANDLING A. STORE ROOFING PANELS ON PROJECT SITE AS RECOMMENDED BY MANUFACTURER TO MINIMIZE DAMAGE TO PANELS PRIOR TO INSTALLATION. 1.09 COORDINATION A COORDINATE SHEET METAL ROOFING WITH RAIN DRAINAGE WORK, FLASHING, TRIM, AND CONSTRUCTION OF SHEATHING, PARAPETS, WALLS, AND OTHER ADJOINING WORK TO PROVIDE A WATERTIGHT, SECURE, AND NONCORROSIVE INSTALLATION. 1.10 WARRANTY A. SEE SECTION 01780 - CLOSEOUT SUBMITTALS, FOR ADDITIONAL WARRANTY REQUIREMENTS. B. FINISH WARRANTY: PROVIDE MANUFACTURER'S SPECIAL WARRANTY COVERING FAILURE OF FACTORY -APPLIED EXTERIOR FINISH ON METAL ROOF PANELS AND AGREEING TO REPAIR OR REPLACE PANELS THAT SHOW EVIDENCE OF FINISH DEGRADATION, INCLUDING SIGNIFICANT FADING, CHALKING, CRACKING, OR PEELING WITHIN SPECIFIED WARRANTY PERIOD OF 20 YEAR PERIOD FROM DATE OF SUBSTANTIAL COMPLETION. C. WATERPROOFING WARRANTY: PROVIDE MANUFACTURER'S WARRANTY FOR WEATHERTIGHTNESS OF ROOFING SYSTEM, INCLUDING AGREEMENT TO REPAIR OR REPLACE ROOFING THAT FAILS TO KEEP OUT WATER WITHIN SPECIFIED WARRANTY PERIOD OF 5 YEARS FROM DATE OF SUBSTANTIAL COMPLETION. PART 2 PRODUCTS 2.01 MANUFACTURERS A. ACCEPTABLE MANUFACTURERS AND PRODUCTS: 1A. BERRIDGE MANUFACTURING 1-800-231-8127 - PREFINISHED DOUBLE RIB METAL ROOFING PANEL (5-V CRIMP) - HARTFORD GREEN - KYNAR 500 OR HYLOR 5000 FINISH. 18. MBCI METAL ROOF AND WALL SYSTEMS - 877-713-6224-PREFINIHSED 5-V CRIMP ROOF PANEL SYSTEM - GALVALUME PLUS, SIGNATURE 200 FINISH - HUNTER GREEN. 2. LENGTH: MAXIMUM POSSIBLE LENGTH TO MINIMIZE LAPPED JOINTS. 2.03 ATTACHMENT SYSTEM A. CONCEALED SYSTEM: PROVIDE MANUFACTURER'S STANDARD CONCEALED ANCHOR CLIPS DESIGNED FOR SPECIFIC ROOFING SYSTEM AND ENGINEERED TO MELT PERFORMANCE REQUIREMENTS, INCLUDING ANTICIPATED THERMAL MOVEMENT. 1. NOTE: ROOF SYSTEM MANUFACTURER TO PROVIDE EXTENDED PANEL CLIPS OR BEARING PLATES TO ACCOMMODATE THE 1 THICK ROOF INSULATION AND TO ALLOW DIRECT FASTENING OF SYSTEM TO PLYWOOD SUBSTRATE. 2.04 ACCESSORIES AND MISCELLANEOUS ITEMS A MISCELLANEOUS SHEET METAL ITEMS: PROVIDE FLASHINGS, TRIM, MOLDINGS, CLOSURE STRIPS, AND OTHER EXPOSED COMPONENTS OF THE SAME MATERIAL, THICKNESS, AND FINISH AS USED FOR THE ROOFING PANELS. ITEMS COMPLETELY CONCEALED AFTER INSTALLATION MAY OPTIONALLY BE MADE OF STAINLESS OR GALVANIZED STEEL. B. FASTENERS: HOT -DIPPED GALVANIZED OR STAINLESS STEEL, FURNISHED BY METAL PANEL MANUFACTURER FOR SPECIFIC SUBSTRATE. C. ROOFING FELT: TYPE 30, ASPHALT SATURATED FELT, NON PERFORATED, CONFORMING TO ASTM D226. D. ROOF INSULATION: 1' THICK, POLYISOCYANURATE INSULATION BOARD AS SPECIFIED UNDER SECTION 07212 FOR MECHANICAL INSTALLATION TO PLYWOOD SUBSTRATE. E. SEALANTS: AS SPECIFIED UNDER SECTION 07900. 1. EXPOSED SEALANT MUST CURE TO RUBBER -LIKE CONSISTENCY. 2. CONCEALED SEALANT MUST BE NON -HARDENING TYPE. 2.05 FABRICATION A. PANELS: FABRICATE PANELS AND ACCESSORY ITEMS AT FACTORY, USING MANUFACTURER'S STANDARD PROCESSES AS REQUIRED TO ACHIEVE SPECIFIED APPEARANCE AND PERFORMANCE REQUIREMENTS. . PART 3 EXECUTION 3.01 EXAMINATION A. EXAMINE SUBSTRATES, AREAS, AND CONDITIONS, WITH INSTALLER PRESENT, FOR COMPLIANCE WITH REQUIREMENTS FOR INSTALLATION TOLERANCES, SUBSTRATE, AND OTHER CONDITIONS AFFECTING PERFORMANCE OF THE WORK. 1. EXAMINE SOLID ROOF SHEATHING TO VERIFY THAT SHEATHING JOINTS ARE SUPPORTED BY FRAMING OR BLOCKING, THAT TOPS OF FASTENERS ARE FLUSH WITH SURFACE, AND THAT INSTALLATION IS WITHIN FLATNESS TOLERANCES REQUIRED FOR FINISHED ROOFING INSTALLATION. 2. VERIFY THAT SUBSTRATE IS SOUND, DRY, SMOOTH, CLEAN, SLOPED FOR DRAINAGE, AND COMPLETELY ANCHORED, AND THAT PROVISION HAS BEEN MADE FOR DRAINAGE, FLASHINGS, AND PENETRATIONS THROUGH SHEET METAL ROOFING. B. PROCEED WITH INSTALLATION ONLY AFTER UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED. 3.02 PREPARATION A. COORDINATE ROOFING WORK WITH PROVISIONS FOR ROOF DRAINAGE, FLASHING, TRIM, PENETRATIONS, AND OTHER ADJOINING WORK TO ASSURE THAT THE COMPLETED ROOF WILL BE FREE OF LEAKS. B. REMOVE PROTECTIVE FILM FROM SURFACE OF ROOF PANELS IMMEDIATELY PRIOR TO INSTALLATION. STRIP FILM CAREFULLY, TO AVOID DAMAGE TO PREFNIHHED SURFACES. C. SEPARATE DISSIMILAR METALS BY APPLYING A BITUMINOUS COATING, SELF -ADHERING RUBBERIZED ASPHALT SHEET, OR OTHER PERMANENT METHOD APPROVED BY ROOF PANEL MANUFACTURER. D. WHERE METAL WILL BE IN CONTACT WITH WOOD OR OTHER ABSORBENT MATERIAL SUBJECT TO WETTING, SEAL JOINTS WITH SEALING COMPOUND AND APPLY ONE COAT OF HEAVY -BODIED BITUMINOUS PAINT. 3.03 INSTALLATION A. GENERAL: INSTALL ROOFING SYSTEM IN ACCORDANCE WITH APPROVED SHOP DRAWINGS AND PANEL MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS, AS APPLICABLE TO SPECIFIC PROJECT CONDITIONS. ANCHOR ALL COMPONENTS OF ROOFING SYSTEM SECURELY IN PLACE WHILE ALLOWING FOR THERMAL AND STRUCTURAL MOVEMENT. B. STANDING SEAM ROOF SYSTEM: 1. COMPLY WITH INSULATION MANUFACTURER'S WRITTEN INSTRUCTIONS APPLICABLE TO PRODUCTS AND APPLICATION INDICATED. 2. INSTALL ROOFING SYSTEM CUPS AND BEARING PLATES TO PLYWOOD SUBSTRATE WITH APPROVED FASTENERS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS TO ALLOW FOR THICKNESS OF INSULATIONS BOARD. 3. MECHANICALLY FASTEN INSULATION BOARD TO PLYWOOD SUBSTRATE WITH ANCHORS AND WASHERS AS RECOMMENDED BY INSULATION MANUFACTURER WITH EDGES BUTTED TIGHTLY IN BOTH DIRECTIONS. ANCHOR CLIPS SHOULD PROTRUDE THROUGH INSULATION JOINTS FOR ANCHORING OF ROOF PANELS. 4. ROOFING FELT. INSTALL FELT UNDERLAYMENT OVER INSULATION BOARD UNDER SHEET METAL ROOFING. USE ADHESIVE FOR TEMPORARY ANCHORAGE TO MINIMIZE USE OF MECHANICAL FASTENERS UNDER SHEET METAL ROOFING. APPLY OVER ENTIRE ROOF SURFACE, IN SHINGLE FASHION TO SHED WATER, WITH LAPPED JOINTS OF NOT LESS THAN 2 INCHES. 5. INSTALL ROOF FLASHING, TRIM AND MOLDINGS SECURELY TO SUBSTRATE. SEAL JOINTS AND LAPS IN COMPONENTS FOR WATER TIGHT SEAL INSTALL METAL FLASHING TO LAP OVER SHEET METAL ROOFING TO ALLOW MOISTURE TO RUN OVER AND OFF THE MATERIAL. 6. INSTALL ROOF PANELS SECURELY IN PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS WITH PROVISIONS FOR THERMAL AND STRUCTURAL MOVEMENT. 3.04 CLEANING AND PROTECTION A. CLEAN EXPOSED SHEET METAL WORK AT COMPLETION OF INSTALLATION. REMOVE GREASE AND OIL FILMS, EXCESS JOINT SEALER, HANDLING MARKS, AND DEBRIS FROM INSTALLATION, LEAVING THE WORK CLEAN AND UNMARKED, FREE FROM DENTS, CREASES, WAVES, SCRATCH MARKS, OR OTHER DAMAGE TO THE FINISH. B. DO NOT PERMIT STORAGE OF MATERIALS OR ROOF TRAFFIC ON INSTALLED ROOF PANELS. PROVIDE TEMPORARY WALKWAYS OR PLANKS AS NECESSARY TO AVOID DAMAGE TO COMPLETED WORK. PROTECT ROOFING UNTIL COMPLETION OF PROJECT. C. TOUCH-UP, REPAIR, OR REPLACE DAMAGED ROOF PANELS OR ACCESSORIES BEFORE DATE OF SUBSTANTIAL COMPLETION. END OF SEC11ON SECTION 07461 FIBER CEMENT SIDING PART 1 GENERAL 1.1 SECTION INCLUDES A. Fiber cement lap siding, panels, single, trim, fascia, molding and accessories, James Hardie HZ5 Engineered for Climate Siding. B. Factory -finished fiber cement lap siding, panels, single, trim, fascia, molding and accessories, James Hardie HZ5 Engineered for Climate Siding. 1.2 REFERENCES A. ASTM C1186 _ Standard Specification for not Fiber -Cement Sheets B. ASTM D3359Standard Test Method for Measuring Adhesion by Tape Test, Tool and Tape. - C. ASTM E136 Standard Test Method for Behavior of Materials in a Vertical Tube Furnace at 750 degrees C. 1.3 SUBMITTALS A. Product Data: Manufacturer's data sheets on each product to be used, including: 1. Preparation instructions and recommendations. 2. Storage and handling requirements and recommendations. 3. Installation methods. C. Shop Drawings: Provide detailed drawings of atypical non-standard applications of cementitious siding materials which are outside the scope of the standard details and specifications provided by the manufacturer. D. Selection Samples: For each finish product specified, two complete sets of color chips representing manufacturer's full range of available colors and patterns. E. Verification Samples: For each finish product specified, two samples, minimum size 4 by 6 inches (100 by 150 mm), representing actual product, color, and patterns. 1.4 QUALITY ASSURANCE A. Installer Qualifications: Minimum of 2 years experience with installation of similar products. B. Mock -Up: Provide a mock-up for evaluation of surface preparation techniques and application workmanship. 1. Finish areas designated by Architect. 2. Do not proceed with remaining work until workmanship, color, and sheen are approved by Architect. 3. Refinish mock-up area as required to produce acceptable work. 1.5 DELIVERY, STORAGE, AND HANDLING A. Store products in manufacturer's unopened packaging until ready for installation. B. Store siding on edge or lay flat on a smooth level surface. Protect edges and corners from chipping. Store sheets under cover and keep dry prior to installing. C. Store and dispose of solvent -based materials, and materials used with solvent -based materials, in accordance with requirements of . local authorities having jurisdiction. 1.6 PROJECT CONDITIONS A. Maintain environmental conditions (temperature, humidity, and ventilation) within limits recommended by manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer's absolute limits. 1.7 WARRANTY A. Product Warranty: Limited, product warranty. 1. HardieTrim HZ and HZ5 boards for 15 years. B. Finish Warranty: Limited product warranty against manufacturing finish defects. 1. When used for its intended purpose, properly installed and maintained according to James Hardie's published installation instructions, James Hardie's ColorPlus finish with ColorPlus Technology, for a period of 15 years from the date of purchase: will not peel; will not crack; and will not chip. Finish warranty includes the coverage for labor and material. C. Workmanship Warranty: Application limited warranty for 2 years. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Acceptable Manufacturer. James Hardie Building Products, Inc., which is located at: 26300 Lo Alameda Suite 400 ; Mission Viejo, CA 92691; Toll Free Tel: 866-274-3464; Tel: 949-367-4980; Email: request info (info®jameshordie.com); Web: www.jameshordiecommercial.com B. Requests for approval of equal substitutions will be considered 2.2 SIDING - SIDING CONFIGURATION AS SPECIFIED ON DRAWINGS H. Trim: 1. HardieTrim HZ5 boards and HardieTrim HZ boards as manufactured by James Hardie Building Products, Inc. 2. HardieTrim HZ5 Fascia boards as manufactured by James Hardie Building Products, Inc. 3. HardieTrim HZ5 Crown molding manufactured by James Hardie Building Products, 1 nc. 4. Artisan HZ5 Accent trim as manufactured by James Hardie Building Products, Inc. 2.3 FASTENERS A. Wood Framing Fasteners: 1. Wood Framing: 4d common corrosion resistant nails. 2. Wood Framing: 6d common corrosion resistant nails. 3. Wood Framing: 8d box ring common corrosion resistant nails. 4. Wood Framing: 0.089 inch (2.2 mm) shank by 0.221 inch (5.6 mm) head by 2 inches (51 mm) corrosion resistant siding nails. 5. Wood Framing: 0.093 inch (2.4 mm) shank by 0.222 inch (5.6 mm) head by 2 inches (51 mm) corrosion resistant siding nails. 6. Wood Framing: 0.093 inch (2.4 mm) shank by 0.222 inch (5.6 mm) head by 2-1/2 inches (64 mm) corrosion resistant siding nails. 7. Wood Framing: 0.091 inch (2.3 mm) shank by 0.221 inch (5.6 mm) head by 1-1/2 inches (38 mm) corrosion resistant siding nails. 8. Wood Framing: 0.091 inch (2.3 mm) shank by 0.225 inch (5.7 mm) head by 1-1/2 inches (38 mm) corrosion resistant siding nails. 9. Wood Framing: 0.121 inch (3 mm) shank by 0.371 inch (9.4 mm) head by 1-1/4 inches (32 mm) corrosion resistant roofing nails. 10. Wood Framing: No. 11 gauge 1-1/4 inches (32 mm) corrosion resistant roofing nails. 11. Wood Framing: No. 11 gauge 1-1/2 inches (38 mm) corrosion resistant roofing nails. 12. Wood Framing: No. 11 gauge 1-3/4 inches (44 mm) corrosion resistant roofing nails. B. Metal Framing: 1. Metal Framing: 1-1/4 inches (32 mm) No. 8-18 by 0.375 inch (9.5 mm) head self -drilling, corrosion resistant S-12 ribbed buglehead screws. 2. Metal Framing: 1-5/8 inches (41 mm) No. 8-18 by 0.323 inch (8.2 mm) head self -drilling, corrosion resistant S-12 ribbed buglehead screws. 3. Metal Framing: 1 inch (25 mm) No. 8-18 by 0.323 inch (8.2 mm). head self -drilling, corrosion resistant ribbed buglehead screws. 4. Metal Framing: 1 inch (25 mm) No. 8-18 by 0.311 inch (7.9 mm) head self -drilling, corrosion resistant S-12 ribbed buglehead screws. 5. Metal Framing: 1.5 inch (38mm) [AGS-100] .100 inches by 25 inches (2540 mm by 635 mm) ET&F Pin or equivalent pneumatic fastener. C. Masonry Walls (CMU): 1. Masonry Walls: AeNco Stud Nail, ET&F ASM No.-144-125, 0.14 inch (3.6 mm) shank by 0.30 inch (7.6 mm) head by 2 inches (51 mm) long corrosion resistant nails. 2.4 FINISHES A. Factory Primer. Provide factory applied universal primer. 1. Primer. Factory primed by James Hardie. 2. Topcoat: Refer to Section 09900 and Exterior Finish Schedule. B. Factory Finish: Refer to Exterior Finish Schedule. 1. Product: ColorPlus Technology by James Hardie. 2. Definition: Factory applied finish; defined as a finish applied in the some facility and company that manufactures the siding substrate. 3. Process: a. Factory applied finish by fiber cement manufacturer in a controlled environment within the fiber cement manufacturers own facility utilizing a multi -coat, heat cured finish within one manufacturing process. b. Each finish color must have documented color match to delta E of 0.5 or better between product lines, manufacturing lots or production runs as measured by ph otospectrometer and verified by third party. 4. Protection: Factory applied finish protection such as plastic laminate that is removed once siding is installed 5. Accessories: Complete finishing system includes pre -packaged touch-up kit provided by fiber cement manufacturer. Provide quantities as recommended by manufacturer. C. Factory Finish Color for Trim, Soffit and Siding Colors: 1. Alpine Frost JH50-10. 2. Arctic White JH10-20. 3. Autumn Tan JH2O-20. 4. Boothbay Blue JH70-20. 5. Chestnut Brown JH80-30. 6. Cobble Stone JH40-10. 7. Countrylane Red JH90-20. 8. Evening Blue JH70-30. 9. Frosted Green JH60-20. 10. Harris Cream JH80-10. 11. Heathered Moss JH50-20. 12. Iron Gray JH90-30. 13. Khaki Brown JH2O-30. 14. Light Mist JH70-10. 15. Monterey Taupe JH40-20. 16. Mountain Sage JH50-30. 17. Navajo Beige JH30-10. 18. Parkside Pine JH60-30. 19. Sail Cloth JH2O-10. 20. Sandstone Beige JH30-20. 21. Soft Green JH60-10. 22. Timber Bark JH40-30. 23. Traditional Red JH90-10. 24. Tuscan Gold JH80-20. 25. Woodland Cream JH10-30. 26. Woodstock Brown JH30-30. PART 3 EXECUTION 3.1 EXAMINATION A. Do not begin installation until substrates have been properly prepared. B. If framing preparation is the responsibility of another installer, notify Architect of unsatisfactory preparation before proceeding. C. Nominal 2 inch by 4 inch (51 m by 102 mm) wood framing selected for minimal shrinkage and complying with local building codes, including the use of water -resistive barriers or vapor barriers where required. Minimum 1-1/2 inches (38 mm) face and straight, true, of uniform dimensions and properly aligned. 1. Install water -resistive barriers and claddings to dry surfaces. 2. Repair any punctures or tears in the water -resistive barrier prior to the installation of the siding. 3. Protect siding from other trades. D. Minimum 20 gauge 3-5/8 inch (92 mm) C-Stud 16 inches maximum on center or 16 gauge 3-5/8 inches (92 mm) C-Stud 24 inches (610 mm) maximum on center metal framing complying with local building codes, including the use of water -resistive barriers and/or vapor barriers where required. Minimum 1-1/2 inches (38 mm) face and straight, true, of uniform dimensions and properly aligned. 1. Install water -resistive barriers and claddings to dry surfaces. 2. Repair any punctures or tears in the water -resistive barrier prior to the installation of the siding. 3. Protect siding from other trades. 3.2 PREPARATION . A. Clean surfaces thoroughly prior to installation. B. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions. C. Install a water -resistive barrier is required in accordance with local building code requirements. D. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. SECTION 07461 FIBER CEMENT SIDING (CONT) A. Install Engineered for ClimateTM HardieWrapTM weather barrier in accordance with local building code requirements. B. Use HardieWrapTM Seam Tape and joint and laps. C. Install HardieWrapTM flashing, and HardieWrapTM Flex Flashing 3.3 INSTALLATION - HARDIEPLANK HZ5 LAP SIDING AND ARTISAN HZ5 LAP SIDING A. Install materials in strict accordance with manufacturer's installation instructions. B. Starting: Install a minimum 1/4 inch (6 mm) thick lath starter strip at the bottom course of the wall. Apply planks horizontally with minimum 1-1/4 inches (32 mm) wide laps at the top. The bottom edge of the first plank overlaps the starter strip. C. Allow minimum vertical clearance between the edge of siding and any other material in strict accordance with the manufacturer's installation instructions. D. Align vertical joints of the planks over framing members. E. Maintain clearance between siding and adjacent finished grade. F. Locate splices at least one stud cavity away from window and door openings. . G. Wind Resistance: Where a specified level of wind resistance is required Hardieplank lap siding is installed to framing members and secured with fasteners described in Table No. 2 in National Evaluation Service Report No. NER-405. H. Locate splices at least 12 inches (305 mm) away from window and door openings. 3.4 INSTALLATION - HARDIEPANEL HZ5 VERTICAL SIDING A. Install materials in strict accordance with manufacturers installation instructions. . B. Block framing between studs where HardiePonel siding horizontal joints occur. C. Install metal Z flashing and provide a 1/4 inch (6 mm) gap at horizontal panel joints. D. Place fasteners no closer than 3/8 inch (9.5 mm) from panel edges and 2 inches (51 mm) from panel comers. E. Allow minimum vertical clearance between the edge of siding and any other material in strict accordance with the manufacturer's installation instructions. F. Maintain clearance between siding and adjacent finished grade. G. Specific framing and fastener requirements refer to Tables 2 and 3 in National Evaluation Service Report No. NER-405. H. Factory Finish Touch Up: Apply touch up paint to cut edges in accordance with manufacturer's printed instructions. 1. Touch-up nicks, scrapes, and nail heads in pre -finished siding using the manufacturer's touch-up kit pen. 2. Touch-up of nails shall be performed after application, but before plastic protection wrap is removed to prevent spotting of touch-up finish. 3. Use touch-up paint sparingly. If large areas require touch-up, replace the damaged area with new pre -finished siding. Match touch up color to siding color through use of manufacturers branded touch-up kits. 3.5 INSTALLATION - HARDIE HZ5 SHINGLESIDE CLADDING A. Install materials in strict accordance with manufacturers installation instructions. B. Substrate: Install a minimum 7/16 inch (11 mm) thick OSB wall sheathing or equivalent braced walls complying with applicable building codes. C. Starting: Install a minimum 1/4 inch (6 mm) thick lath starter strip at the bottom course of the wall. D. Maintain clearance between siding and adjacent finished grade. E. Apply starter course of 10 inches (254 mm) shingles or 9-1/2 inches (241 mm) lap siding overlapping the starter strip. F. Apply subsequent courses horizontally with a minimum 10 inch overlap at the top and a minimum 2 inch (51 mm) side lap. The bottom edge of the first two courses overlaps the starter strip. G. Fasten between 1/2 inch (13 mm) and 1 inch (25 mm) in from the side edge and between 8-1/2 inches (216 mm) and 9 inches (229 mm) up from the shingle bottom edge. H. Allow minimum vertical clearance between the edge of siding and any other material in strict accordance with the manufacturer's installation instructions. 1. Ensure vertical joints of overlapping shingle course do not align. J. Wind Resistance: Where a specified level of wind resistance is required, Hardie Shingle siding is installed to substrate and secured with a minimum two fasteners described in Table No. 6, 7 and 8 in National Evaluation Service Report No. NER-405. 3.6 INSTALLATION - HARDIETRIM HZ5 BOARDS A. Install materials in strict accordance with manufacturer's installation instructions. Install flashing around all wall openings. B. Fasten through trim into structural framing or code complying sheathing. Fasteners must penetrate minimum 3/4 inch (19 mm) or full thickness of sheathing. Additional fasteners may be required to ensure adequate security. C. Place fasteners no closer than 3/4 inch (19 mm) and no further than 2 inches (51 mm) from side edge of trim board and no closer than 1 inch (25 mm) from end. Fasten maximum 16 inches (406 mm) on center. D. Maintain clearance between trim and adjacent finished grade. E. Trim inside corner with a single board trim both side of corner. F. Outside Comer Board Attach Trim on both sides of comer with 16 gage corrosion resistant finish nail 1/2 inch (13 mm) from edge spaced 16 inches (406 mm) apart, weather cut each end spaced minimum 12 inches (305 mm) apart. G. Allow 1/8 inch gap between trim and siding. H. Seal gap with high quality, paint -able caulk. I. Shim frieze board as required to align with corner trim.. J. Fasten through overlapping boards. Do not nail between lap joints. K. Overlay siding with single board of outside comer board then align second comer board to outside edge of first corner board. Do not fasten HardieTrim boards to HardieTrim boards. L Shim frieze board as required to align with comer trim. M. Install HardieTrim Fascia boards to rafter tails or to sub fascia. 3.7 FINISHING A. Finish unprimed siding with a minimum one coat high quality, alkali resistant primer and one coat of either, 100 percent acrylic or latex or oil based, exterior grade topcoats or two coats high quality alkali resistant 100 percent acrylic or latex, exterior grade topcoat within 90 days of installation. Follow paint manufacturer's written product recommendation and written application instructions. B. Finish factory primed siding with a minimum of one coat of high quality 100 percent acrylic or latex or oil based exterior grade paint within 180 days of installation. Follow paint manufacturer's written product recommendation and written application instructions. 3.8 PROTECTION A. Protect installed products until completion of project. B. Touch-up, repair or replace damaged products before Substantial Completion. END OF SECTION SECTION 07600 - SHEET METAL 8c ROOF ACCESSORIES 07600.1 GENERAL 07600.12 DESCRIPTION OF WORK: A. The extent of roof accessories and sheet metal work is indicated on the drawings and by provisions of this section with the following work specified herein: 1. Flashing and counter flashing. 2. Wall cap. 3. Hood 4. Fascia cap. 5. Scupper. 6. Roof hatch. 07600.13 JOB CONDITIONS: A. Coordinate work with interfacing and adjoining work for proper sequencing of each installation. 07600.2 PRODUCTS 07600.21 SHEET METAL MATERIALS: A. Zinc -Coated Steel: Commercial quality with 0.20% copper, hot -dip galvanized; 0.0359' thick (20 gauge) except as otherwise indicated. Provide equivalent gauge copper or stainless steel 304 Grade or higher in high humidity areas similar to Florida and Hawaii. B. Mastic Sealant: Polyisobutylene; Non hardening, nonskinning, nondrying, non migrating sealant. C. Roof Hatch: Bilco Type 'S'; size as indicated on drawings. D. Provide sheet metal clips, straps, anchoring devices and similar accessory units as required for installation of work, matching or compatible with material being installed. 07600.22 FABRICATED UNITS: A Shop -fabricate work to greatest extent possible. Comply with details shown, and with applicable requirements of Sheet Metal and Air Conditioning Contractors National Association 'Architectural Sheet Metal Manual'. Fabricate for waterproof and weather -resistant performance; with expansion provisions for running work. Form work to fit substrates. Form exposed sheet metal work without excessive oil -canning, buckling and tool marks, true to line and levels as indicated, with exposed edges folded back to form hems. B. Fabricate non-moving seams in sheet metal with flat -lock seams. Tin edges to be seamed, form seams and solder. C. Non -Expansion Type Joints: Provide for proper installation of elastomeric sealant. D. Provide for separation of metal from non compatible metal or corrosive substrates by coating concealed surfaces to location of contact, with bituminous coating or other permanent separation. E. Wall Cap: Snap in place system with concealed clips at a maximum of 24' o.c. 1. Provide a minimum 12' long joint plate at all splices. 2. Corners and Ends: Shop fabricated having a minimum leg. F. Back paint concealed metal surfaces with protective backing paint to a minimum dry film thickness of 15 mils. 07600.3 EXECUTION 07600.31 INSTALLATION REQUIREMENTS: A. Comply with manufacturers installation instruction and recommendations, and with Sheet Metal and Air Condition Contractors National Association 'Architectural Sheet Metal Manual'. Anchor units of work securely in place, providing for thermal expansion of metal units; conceal fasteners where possible, and set units true to line and level. Install work with laps, joints and seams which will be permanently watertight and weatherproof. B. Set cap flashings in a thick bead of mastic sealant at all splice plates. C. Install roof hatch in accordance with manufacturers instructions. 07600.32 CLEANING AND PROTECTION: A Clean exposed metal surfaces, removing substances which might cause corrosion of metal or deterioration of finishes. END RECEIVED CITY OF TUKWILA FEB 012016 DQSIGNPARAMC-TC-RS, LLC 6373 SILVI=R STRI-AM LN FRISCO, TX 75034 Pl_I: 214.784.5014 I=X: 303.223.9104 D9SIGNPARAMC-TQRS.00M START DATE • Os2a2M5 PROJECT NO • TWM DRAWN BY • Jcs CHECKED BY- im ISSUED/REMD • • DATE Pmff ��_.:-{ -- - v_� 11.18y0f6 � b" =�,,,_- t'0aIrn_1 _ e. ,,fi K, P l;f.- �11 n,4. _o`l-1f Bj�Lti (e! y 9 _t' 1 11 t A"71? 5 2t 60 j I Vd I 4.rdl .av°dji M r,mNrl,_, r cw8i y!„d �F9p4..3.�k 1_ .e¢s.suv G{ j �./ 1 �2 i vll", 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1 i _OQ_2 44 0 1 SPECIFICATKNVS 3 E all 7# ! t it s ( 4C''i i Eilii;ii Ifg (ill it [ ( I ii IiE l.�itltq,,, i'.r.. !! ?! 1.�,;;4,,i s ' lln;8r�1,,: 3{ u l OOPMOR ' 60MI6 o ■ .■ SECTION 07900 - JOINT SEALERS PART 1 GENERAL 1.01 SECTION INCLUDES A. Sealants and joint backing. 1.02 RELATED SECTIONS A. Section 07260 - Air Barriers. B. Section 07620 - Sheet Metal Flashing and Trim. C. Section 07535 - Mechanically Attached Membrane Roofing: Sealants required in conjunction with roofing. D. Section 08800 - Glazing: Glazing sealants and accessories. 1.03 REFERENCES A. ASTM C 834 - Standard Specification for Latex Sealants. B. ASTM C 920 - Standard Specification for Elastomeric Joint Sealants. C. ASTM C 1193 - Standard Guide for Use of Joint Sealants. D. ASTM C 1330 - Standard Specification for Cylindrical Sealant Backing for Use with Cold Liquid Applied Sealants. E. SCAQMD 1168 - South Coast Air Quality Management District Rule No.1168; www.agmd.gov. 1.04 QUALITY ASSURANCE A. Manufacturer Qualifications: Company specializing in manufacturing the Products specified in this section with minimum three years documented experience. B. Applicator Qualifications: Company specializing in performing the work of this section with minimum three years experience. 1.05 ENVIRONMENTAL REQUIREMENTS A. Maintain temperature and humidity recommended by the sealant manufacturer during and after installation. 1.06 COORDINATION A. Coordinate the work with all sections referencing this section. 1.07 WARRANTY A. See Section 01700 - Execution Requirements, for additional warranty requirements. B. Correct defective work within a five year period after Date of Substantial Completion. C. Warranty: Include coverage for installed sealants and accessories which fail to achieve airtight seal, exhibit loss of adhesion or cohesion, or do not cure. PART 2 PRODUCTS 2.01 MANUFACTURERS A. Silicone Sealants: 1. Bostik, Inc: www.bostik-us.com 2. Dow Corning Corp: www.dowcoming.com 3. GE Plastics: www.geplastics.com 4. Pecora Corporation: www.pecora.com B. Polyurethane Sealants: 1. Bostik, Inc: www.bostik-us.com 2. Pecora Corporation: www.pecora.com 3. BASF Construction Chemicals, Inc: www.chemrex.com 4. Tremco, Inc: www.tremcosealants.com C. Butyl Sealants: 1. Bostik, Inc: www.bostik-us.com 2. Pecora Corporation: www.pecora.com 3. Tremco, Inc: www.tremcosealants.com D. Acrylic Emulsion Latex Sealants: 1. Bostik, Inc: www.bostik-us.com 2. Pecora Corporation: www.pecora.com 3. BASF Construction Chemicals, Inc: www.chemrex.com 4. Tremco, Inc: www.tremcosealants.com 2.02 SEALANTS A. Sealants and Primers - General: Provide only products having lower volatile organic compound (VOC) content than required by the more stringent of the South Coast Air Quality Management District Rule No.1168. B. General Purpose Interior Sealant: Acrylic emulsion latex; ASTM C 834, Type OP, Grade NF single component, paintable. 1. Applications: Use for: a. Interior wall and ceiling control joints. b. Joints between door and window frames and wall surfaces. C. Other interior joints for which no other type of sealant is indicated. C. Sanitary/File Sealant: ASTM C 920, Uses I, M and A; single component silicone, mildew resistant. 1. Color: White, Black and Clear. 2. Applications: Use for. a. Joints between plumbing fixtures and floor and wall surfaces, White. b. Joints between kitchen and bath countertops and wall surfaces, Clear. C. Control joints in file installations in toilet rooms and kitchen, Black. 2.03 JOINT SEALANT BACKING A. General: Provide sealant backings of material that are nonstaining; are compatible with joint substrates, sealants, primers, and other joint fillers; and are approved for applications indicated by sealant manufacturer based on field experience and laboratory testing. B. Sealant Backer Rod: ASTM C 1330, Type C (closed -cell material with a surface skin), and of size and density to control sealant depth and otherwise contribute to producing optimum sealant performance. C. Bond -Breaker Tape: Polyethylene tape or other plastic tape recommended by sealant manufacturer for preventing sealant from adhering to rigid, inflexible joint -filler materials or joint surfaces at back of joint. Provide self-adhesive tape where applicable. 2.03 ACCESSORIES A. Primer: Non -staining type, recommended by sealant manufacturer to suit application. B. Joint Cleaner. Non -corrosive and non -staining type, recommended by sealant manufacturer, compatible with joint forming materials. PART 3 EXECUTION 3.01 EXAMINATION A. Verify that substrate surfaces are ready to receive work. B. Verify that joint backing and release tapes are compatible with sealant. 3.02 PREPARATION A. Remove loose materials and foreign matter which might impair adhesion of sealant. B. Clean and prime joints in accordance with manufacturer's instructions. C. Perform preparation in accordance with manufacturer's instructions and ASTM C 1193. D. Protect elements surrounding the work of this section from damage or disfigurement. 3.03 INSTALLATION A. Perform work in accordance with sealant manufacturer's requirements for preparation of surfaces and material installation instructions. B. Perform installation in accordance with ASTM C 1193. C. Measure joint dimensions and size joint backers to achieve width -to -depth ratio, neck dimension, and surface bond area as recommended by manufacturer, except where specific dimensions are indicated. D. Install bond breaker where joint backing is not used. E. Install sealant free of air pockets, foreign embedded matter, ridges, and sags. F. Apply sealant within recommended application temperature ranges. Consult manufacturer when sealant cannot be applied within these temperature ranges. G. Tool joints concave. 3.04 CLEANING A. Clean adjacent soiled surfaces. 3.05 PROTECTION OF FINISHED WORK A. Protect sealants until cured. END OF SECTION SECTION 08100 - STEEL DOORS & FRAMES PART 1GENERAL 1.01 SUMMARY A. This Section includes the furnishing and installation of steel doors and frames 1. Doors and frames will be furnished reinforced and prepared for mortised hinges and strikes, bored latches, unglazed, with anchorage devices and with a prime painted finish. 1.02 WORK INCLUDED A. Hollow metal frames and doors. 1.03 RELATED SECTIONS A. Section 08700 - Door Hardware 1.04 REFERENCES A. DHI - Door Hardware Institute: The Installation of Commercial Steel Doors and Steel Frames, Insulated Steel Doors in Wood Frames and Builders Hardware. B. NFPA 80 - Fire Doors and Windows. C. SDI-100 - Standard Steel Doors and Frames. D. UL 10 B-93 - Fire Tests of Door Assemblies UL 10 C-98 - Positive Pressure Tests of Door Assemblies E. ASTM-A1008-01 - Specification for Steel, Sheet Cold -Rolled, Carbon, Structural High Strength Low -Alloy and High Strength Low -Alloy with Improved Formability F. ASTM-A 568-00 - Specification for Steel, Sheet, Carbon, and High -Strength, Low -Alloy, Hot -Rolled and Cold -Rolled G. ASTM-A1011-01 - Specification for Steel, Sheet and Strip, Hot Rolled Carbon, Structural, High Strength Low -Alloy and High Strength Low -Alloy with Improved Formability H. ASTM-A924-99 - General Requirements for Steel Sheet, Metallic Coated by the Hot -Dip Process I. ASTM-F 476-96 - Standard Test Methods for Security of Swinging Doors Assemblies J. HMMA 862-87- Guide Specifications for Commercial Security Hollow Metal Doors and Frames K. NFPA-101-2000 - Life Safety Code L State and Local Codes including Authority Having Jurisdiction 1.05 QUALITY ASSURANCE A. Fire -Rated Door Assemblies: Contractor will furnish assemblies complying with ANSI A250.8 (SDI-100), and the National Fire Prevention Association (NFPA) 80, that are labeled and listed by Underwriters? Laboratory or Warnock Hersey, for the fire protection ratings indicated. 1. All labeled fire doors and frames will be of a type which has been investigated and tested in accordance with UL-10C. 2. UL labeled door and frames will be manufactured under the UL factory inspection program and in strict compliance to UL procedures, and shall provide the degree of fire protection, heat transmission and panic loading capability indicated by the opening class. 3. Verify that each fire -rated door and frame has an approved label or listing mark, indicating the fire -protection rating, permanently affixed at the factory where fabrication and assembly are done. 4. Verify that all doors with 20 minute protection ratings have a rating on the label for both the door and frame accompanied by the letter ?S?. 1.06 SUBMITTALS A. Submit, upon request, shop drawings and product data. Indicate frame configuration, anchor types and anchor spacing, location of cutouts for hardware, reinforcement, and finish. Indicate door elevations, internal reinforcement, and closure method. SECTION 08100 - STEEL DOORS & FRAMES (CONTINUED) 1.07 DELIVERY, STORAGE AND PROTECTION A. Inspect doors and frames on delivery for damage. Minor damages may be repaired provided that the refinished items match new work and are acceptable to the Owner's Rep.; otherwise, remove and replace damaged items as directed. B. Store doors and frames at the building site under cover. 1. Storage of Doors: Doors shall be stored in an upright position under cover. Place the units on at least 4-inch wood sills on the floor in a manner that will prevent rust and damage. Do not use non -vented plastic or canvas shelters which create a humidity chamber and promote rusting. Provide a 1/4-inch space between the doors to promote air circulation. 2. Storage of Frames: Frames will be stored under cover on 4-inch wood sills on floors in a manner that will prevent rust and damage. Do not use non -vented plastic or canvas shelters which create a humidity chamber and promote rusting. Assembled frames shall be stored in a vertical position, five units maximum in a stack. Provide a 1/4-inch space between the doors to promote air circulation. PART 2 PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Curries, Mason City, 10, (641) 423-1334 C. Amweld Building Products, Inc., Garrettsville, OH, (330) 527-4385 D. EUASON Corp., Woodland, CA (800-828-2655) E. Substitutions: As approved by Owners Rep.. 2.02 DOORS A. Exterior Non -Rated Service Doors: Heavy Duty, full flush construction, B. Ratings: Provide ratings as scheduled on the drawings. 2.03 FRAMES A. Exterior Non -Rated Service Frames: Heavy Duty, full flush construction, B. Rating as shown on the Door Schedule, with UL label. 2.04 ACCESSORIES A. Rubber Silencers: Resilient rubber. B. Primer: Zinc chromate type. 2.05 FABRICATION A. Fabricate doors and frames, so noted, as welded unit type. B. Fabricate frames with hardware reinforcement plates welded in place. Provide mortar guard boxes. C. Prepare frame for silencers. Provide two single rubber silencers for single doors on strike side. D. Attach fire rated label to each frame unit as applicable. E. Configure exterior frames with special profile to receive snap -in weather stripping. 2.06 FINISHES A All exterior doors, frames, and frame components will be cleaned, phosphatized, and finished as standard with one coat of rust inhibiting prime paint in accordance with the ANSI A250.10 'Test Procedure and Acceptance Criteria for Prime Painted Steel Surfaces for Steel Doors and Frames.' B. Interior Double -swing Units: Factory -etched surface, paint -ready. C. Primer. Factory Finish, baked on. D. Finish: Field painted; see Owner Specification for Construction Section 09900. E Coat inside of frame profile with bituminous coating to a thickness of 1/16 inch. Coating may be Shop or field applied. PART 3 EXECUTION 3.01 INSTALLATION A. Install doors, frames, and accessories in accordance with ANSI/DHI A115.IG 'Installation Guide for Doors and Frames'. B. Placing Frames: Comply with provisions of SDI 105, unless otherwise indicated. Set frames accurately in position, plumb, aligned, and braced securely until permanent anchors are set. After the wall construction is completed, remove temporary braces and spreaders, leaving surfaces smooth and undamaged. 1. In masonry construction, install at least 3 wall anchors per jamb adjacent to the hinge location and at corresponding heights on the strike jamb. 2. In metal stud construction, install at least 3 wall anchors per jamb adjacent to the hinge location and at the strike level. 3.02 TOLERANCES A. Non -Fire Rated Steel Doors: 1. Maximum Diagonal Distortion: 1/16-inch, measured with straight edge, comer to comer. 2. Jambs and Head: 1/8-inch plus or minus 1/16-inch. 3. Between Bottom of Door and Top of Threshold: Maximum 3/8-inch. 4. Between Bottom of Door and Top of Floor (No Threshold): Maximum 3/4-inch. 3.03 ADJUSTING AND CLEANING A. Final Adjustments: Check and readjust operating hardware items immediately before final inspection. Lease the work in complete and proper operating condition. Remove and replace defective work, including standard steel doors or frames that are warped, bowed, or otherwise unacceptable. B. Clean bonding material off steel doors and frames immediately after installation. C. Prime -Coat Touchup: Immediately after erection, sand smooth rusted or damaged areas of the prime coat and apply touchup of compatible air -drying primer. END SECTION 08500 - WINDOWS PART 1GENERAL 1.01 SUMMARY A. Section Includes: 1: Operable and non -operable aluminum window frames. 2. Perimeter sealant. 3. Factory Glazing. 4. Anchors, brackets, and attachments. 1.03 REFERENCES A. ASTM E 283 - Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specified Static Air Pressure Difference. B. ASTM E 547 - Water Penetration of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference. C. AAMA 303 - Specification for Poly (Vinyl Chloride) (PVC) Exterior Profile Extrusions. 1.04 PERFORMANCE A. System to provide for expansion and contraction within system components caused by a cycling temperature range of 170 F degrees without causing detrimental effects to system or components. B. Design and size members to withstand dead loads and live loads caused by pressure and suction of wind as calculated in accordance with the appropriate jurisdictional Building Code, current edition. C. Limit mullion deflection to 1/200, or flexure limit of glass with full recovery of glazing materials, whichever is less. D. Drain water entering joints, condensation occurring in glazing channels, or migrating moisture occurring within system, to exterior. E. Limit air infiltration through assembly to 0.06 cu ft/min/sq ft of assembly surface area, measured at a reference differential pressure across assembly of 0.3 inches water gauge. F. System to accommodate, without damage to system or components, or deterioration of perimeter seal: Movement within system; movement between system and perimeter framing components; dynamic loading and release of loads; and deflection of structural support framing. 1.05 SUBMITTALS A. Submit shop drawings and product data upon request. B. Include system and component dimensions; components within assembly; framed opening requirements and tolerances; anchorage and fasteners; glass and in -fills; and affected related work. 1.06 DELIVERY, STORAGE, AND HANDLING A. Deliver, handle and store system to prevent marring and damage to window units prior to Owner Owners Rep acceptance. Provide strippable coating to protect finished aluminum surface and glass until final completion. 1.07 WARRANTY A. Provide five year manufacturers warranty. Warranty: Cover complete system for failure to meet specified requirements. PART 2 PRODUCTS 2.01 MANUFACTURERS A. Aluminum Windows: CRS US Aluminum - Series IT 451 Centered Glazed Storefront System FINISH TO BE RED - RAL3002 CARMINE RED 2.02 MATERIALS - ALUMINUM WINDOW A. Extruded Aluminum: ANSI/ASTM B221 alloy, 6063-T5 temper. B. Steel Sections: ANSI/ASTM A36; shapes to suit mullion sections. C. Fasteners: Stainless steel or steel plated to meet ASTM A164. 2.04 FABRICATED COMPONENTS A. Frames: Dimensions and profile shown on drawings, flush glazing stops. 2.05 GLASS AND GLAZING MATERIALS A. Glass and Glazing Materials: As specified in Section 08800. Fabricate frames for the following glass configurations: 1. Glass in exterior lights: Insulated units of clear glass 2.06 FABRICATION A. Fabricate frames allowing for minimum clearances and shim spacing around perimeter of assembly, yet enabling installation. B. Rigidly fit and secure joints and comers with screw and spline. Make joints and connections flush, hairline, and weatherproof. C. Develop drainage holes with moisture pattern to exterior. D. Prepare components to receive anchor devices. Fabricate anchorage items. E. Arrange fasteners, attachments, and jointing to ensure concealment from view. 2.07 FINISHES A. Shop Finish (Aluminum Window Framing and Window Cladding): manufacturers standard PVDF coating, color as indicated on drawings E. Concealed Steel Items: Galvanized in accordance with ANSI/ASTM A386 to 2.0 oz/sq ft. F. Apply one coat of bituminous paint to concealed aluminum and steel surfaces in contact with cementitious or dissimilar materials. PART 3 EXECUTION 3.01 INSPECTION A. Verify wall openings and adjoining air and vapor seal materials are ready to receive work of this Section. B. Beginning of installation means acceptance of existing conditions. 3.02 INSTALLATION A. Install factory glazed frames in accordance with manufacturer's instructions. B. Use anchorage devices to securely attach frame assembly to structure. C. Align assembly plumb and level, free of warp or twist. Maintain assembly dimensional tolerances, aligning with adjacent work. D. Coordinate attachment and seal of air and vapor barrier materials. Install sill flashings. E. Pack fibrous insulation in shim spaces at perimeter of assembly to maintain continuity of thermal barrier. F. Install perimeter sealant, backing materials, and installation requirements in accordance with Section 07900. 3.03 TOLERANCES A. Variation from Plane: 0.03 inches per foot maximum or 0.25 inches per 30 feet, whichever is less. B. Misalignment of Two Adjoining Members Abutting in Plane: 0.015 inches. 3.04 CLEANING A. Remove protective material from pre -finished aluminum surfaces. B. Wash down exposed surfaces using a solution of mild detergent in warm water, applied with soft, clean wiping cloths. Take care to remove dirt from comers. Wipe surfaces clean. C. Remove excess sealant by moderate use of mineral spirits or other solvent acceptable to sealant manufacturer. END SECTION 08700 - DOOR HARDWARE PART 1 - GENERAL 1.01 SUMMARY A. Section Includes: 1. Work under this section includes the finish and security hardware requirements for the project. Items not specifically mentioned but necessary to complete the work, shall be furnished, matching the items specified in quality and finish. 2.. Provide complete finish hardware and suitable fastenings for the project. 1.02 QUALITY ASSURANCE A. Supplier. Hardware information developed by Jon Heiberg of University Building Specialties (817) 834-5004 Ext: 213 B. Installer Qualifications: Finish hardware shall be installed only by experienced tradesmen. C. Codes: 1. Comply with the Americans with Disabilities Act (ADA), 'Accessibility Guidelines for Buildings and Facilities (ADAAG) as follows: a. Handles, Pulls, Latches, Locks, and other Operating Devices: Shape that is easy to grasp with one hand and does or require tight grasping, tight pinching, or twisting or the wrist. b. Door Closers: Comply with the following maximum opening -force requirements indicated: 1) Interior hinged Doors: 51bf (22.2 N) applied perpendicular to the door. 2) Exterior hinged Doors: 8.5 Ibf (37.8 N) applied perpendicular to the door. 3) Fire Doors: Minimum opening force allowable by the authorities having jurisdiction. C. Thresholds: Not more than �-inch (13mm) high. Bevel raised thresholds with a slope of not more than 1:2. 2. All finish hardware shall comply with applicable local and/or State current building codes. 3. Hardware for fire -rated openings shall also be in compliance with all fire building codes applicable to the District in which the building is located. Provide only hardware which has been tested and listed by UL for the types and sizes of doors required, and which complies with the requirements of the door and door frame labels. D. Substitutions: Only as specifically allowed by Owners Rep.. 1.03 SUBMITTALS A. Manufacturer's Data: submit three (3) copies of the manufacturer's data for each item of finish hardware. B. Templates:. Furnish hardware templates to fabricators of doors, frames and other work to be factory prepared for hardware. Upon request, check shop drawings of such other work to confirm that adequate provisions will be made for the proper installation of hardware. 1.04 PRODUCT HANDLING AND STORAGE A. Packaging: Each item or package is to be separately tagged with identification related to final hardware schedule. Basic installation instructions shall be included. B. Storage: Provide locked room at the jobsite for storage of hardware. 1.05 GUARANTEE A. Finish hardware shall be guaranteed against defects in workmanship and operation for a period of one year, backed by a factory guarantee of the hardware manufacturer, except the door closers shall be so guaranteed for five years. No liability shall be assumed by the hardware supplier where faulty operation is due to improper installation or failure to exercise normal maintenance. PART 2 - PRODUCTS 2.01 MANUFACTURERS - SEE DRAWINGS 2.02 FINISHES - SEE DRAWINGS 2.03 HINGES - SEE DRAWINGS 2.04 LOCKSETS - SEE DRAWINGS 2.06 KICK PLATES, PUSH & PULLS - SEE DRAWINGS 2.07 DOOR CLOSERS, SURFACE - SEE DRAWINGS 2.08 STOPS - SEE DRAWINGS 2.09 PROTECTION PLATES - SEE DRAWINGS 2.10 GASKET AND THRESHOLD - SEE DRAWINGS 2.11 SMOKE AND PRESSURE GASKET - SEE DRAWINGS IF APPLICABLE 2.12 KEYING A. PROVIDE KEYS PER DIRECTION OF OWNER'S REPRESENTATIVE Quantities: 2 each Grand Master Keys 4 each Master Keys 4 each Construction Keys 2 each change keys per keyed cylinder 2.13 HARDWARE GROUPS 2.14 DOORBELL A. Doorbell shall be provided at all exterior services entrances not used by the Public and as Scheduled. Doorbell shall be a mechanical device mounted in the door 2.15 DOOR VIEWER A. A 360-degree Viewer shall be provided at all exterior services entrances not used by the Public and as Scheduled. 2.16 FABRICATION A. Fasteners: Use screws according to commercially recognized industry standards for the application intended. Use Phillips flat -head screws with finish heads to match the surface of the door hardware. 1. Concealed Fasteners: for door hardware units that are exposed when the door is closed, except for units already specified with concealed fasteners. Do not use through bolts for the installation where bolt heads or nuts on the opposite face is exposed unless it is the only means of securely attaching the door hardware. 2. Steel Machine of Wood Screws: For the following fire -rated applications: a. Mortise hinges to doors b. Strike plates to frames C. Closers to doors and frames 3. Fasteners for Wood Doors: Comply with requirements of DHI WDHS.2, ?Recommended Fasteners for Wood Doors.? PART 3EXECUTION 3.01 INSPECTION A. Verify that doors and frames are ready to receive work and that dimensions are as indicated on shop drawings. B. Examine doors and frames, with the installer present, for compliance with the requirements for the installation tolerances, labeled fire door assembly construction, wall and floor construction, and other conditions affecting door hardware performance. C. Beginning of installation means acceptance of existing conditions. 3.02 INSTALLATION A. Install hardware in accordance with manufacturer's instructions and requirements of SDI, AWI, ANSI/NFPA 80, and BHMA. B. Use the templates provided by hardware item manufacturer. Install each door hardware item in compliance with the monufacturer?s written instruction. Where cutting and fitting are required to install door hardware onto or into surfaces that are to be later painted or finished, coordinate removal, storage, and reinstallation of surface protective trim units. Do not install surface -mounted items until the finishes have been completed and cured on the substrates involved. C. Conform to ANSI A117.1 for positioning requirements for the handicapped. ?3.03 ADJUSTING A. Initial Adjustment: Adjust and check each operating item of door hardware and each door to ensure proper operation or function of every unit. Replace units that cannot be adjusted to operate as intended. Adjust door control devices to compensate for final operation of heating and ventilation equipment and to comply with referenced accessibility requirements. 1. Door Closers: Adjust the sweep period so that, from an open position of 70 degrees, the door will require at least 3 seconds to travel to a point 3-inches (75mm) from the latch, measured to the leading edge of the door. END SECTION 08800 - GLASS & GLAZING 08800.1 GENERAL 08800.12 DESCRIPTION OF WORK: A. 'Glass' includes prime glass, processed glass, and fabricated glass products and "Glazing' includes glass installation and materials used to install glass. Types of work included herein: 1. Windows. 2. Doors. 08800.13 QUALITY ASSURANCE: A. Prime Glass Manufacturer. Provide one of the following: 1. Guardian Industries Corp. 2. Libbey-Owenes-Ford Company 3. PPG Industries, Inc. B. Prime Glass Standard: Federal Specification DD-G-451 C. Safety Glass Standard: CPSC 16 CFR 1201 08800.14 ENVIRONMENTAL REQUIREMENTS: A. Do not install glazing when ambient temperature is less than 50 degrees F. 08800.2 PRODUCTS 08800.21 GLASS PRODUCTS: A. Clear 1' thick as recommended by manufacturer low E Double glazed ( tempered where noted on dwgs. ) 08800.23 GLAZING SEALANTS AND COMPONENTS: A. Provide exposed sealant/compound in bronze color. Comply with manufacturers recommendations for selection of hardness, depending upon the location of each application. B. Provide 2-part polysulfide glazing sealant. 08800.24 GLAZING GASKETS: A. Provide molded or extruded EPDM gaskets of the profile and hardness required for watertight construction. 08800.25 MISCELLANEOUS GLAZING MATERIALS: A. Cleaners, Primers and Sealers: Type recommended by sealant or gasket manufacturer. B. Setting Blocks: Neoprene or EPDM 70-90 durometer hardness with proven compatibility with sealants used. C. Spacers: Neoprene or EPDM, 40-50 durometer hardness with proven compatibility with sealants used. D. Compressible Filler. Closed -cell or waterproof -jacketed rod stock compatible with sealants used. 08800.3 EXECUTION 08800.31 STANDARDS AND PERFORMANCE: A. Watertight and airtight installation of each glass product is required. Each installation must withstand normal temperature changes, wind loading and impact loading without defects in the work. B. Protect glass from edge damage during handling and installation. 08800.32 PREPARATION FOR GLAZING: A. Clean glazing channel and other framing members to receive glass immediately before glazing. B. Apply primer or sealant to joint surfaces where recommended by sealant manufacturer. 08800.33 GLAZING: A. Install setting blocks of proper size in sill rabbet, located 1/4 of glass width from each comer. B. Provide spacers inside and out, of proper size and spacing, for glass sizes larger than 50 square inches, except where gaskets or pre -shimmed tapes are used for glazing. C. Install filler rods channel at heel of jams and head (do not leave voids in sill channels), complying with manufacturer's recommendations. D. Force sealants into channel to eliminate voids and to ensure complete 'wetting' or bond of sealant to glass and channel surfaces. E. Tool exposed surfaces of glazing liquids and compounds to provide a substantial 'wash' away from glass. Install pressurized tape and gaskets to protrude slightly out of channel. F. Clean and trim excess glazing materials from glass and stops or frames promptly after installation and eliminate stains and discoloration's. G. Where wedge-shaped gaskets are driven into one side of channel to pressurize sealant or gasket on opposite side, provide adequate anchorage to ensure that gasket will not 'walk' out when installation is subjected to movement. H. Miter cut and bond ends together at comers where gaskets are used for channel glazing, so that gaskets will not pull away from comers. 08800.34 CURE, PROTECTION AND CLEANING: A. Protect exterior glass from breakage immediately upon installation by use of crossed streamers attached to framing and held away from glass. Do not apply markers to surfaces of glass. Remove non permanent labels and clean surfaces. END SECTION 09300 - TILE PART 1 GENERAL 1.01 SECTION INCLUDES A. Tile for floor applications. B. Tile for wall applications. 1.02 NOT USED 1.03 REFERENCE STANDARDS A. ANSI A108 Series/A118 Se6es/A136.1 - American National Standard Specifications for the Installation of Ceramic Tile (Compendium); 2005. 1. ANSI A108.1a - American National Standard Specifications for Installation of Ceramic Tile in the Wet -Set Method, with Portland Cement Mortar; 2005. 2. ANSI A108.1b - American National Standard Specifications for Installation of Ceramic Tile on a Cured Portland Cement Mortar Setting Bed with Dry -Set or Latex Portland Cement Mortar; 1999 (R2005). 3. ANSI A108.1c - Specifications for Contractors Option: Installation of Ceramic Tile in the Wet -Set Method with Portland Cement Mortar or Installation of Ceramic Tile on a Cured Portland Cement Mortar Bed with Dry -Set or Latex Portland Cement Mortar, 1999 (R2005). 4. ANSI A108.4 - American National Standard Specifications for Installation of Ceramic Tile with Organic Adhesives or Water Cleanable Tile -Setting Epoxy Adhesive; 1999 (R2005). 5. ANSI A108.5 - American National Standard Specifications for Installation of Ceramic Tile with Dry -Set Portland Cement Mortar or Latex -Portland Cement Mortar; 1999 (R2005). 6. ANSI A108.6 - American National Standard Specifications for Installation of Ceramic Tile with Chemical Resistant, Water Cleanable Tile -Setting and -Grouting Epoxy; 1999 (R2005). 7. ANSI A108.7 - American National Standard Specification for Electrically Conductive Ceramic Tile Installed with Conductive Dry -Set Portland Cement Mortar; 1992. 8. ANSI A108.8 - American National Standard Specifications for Installation of Ceramic Tile with Chemical Resistant Furan Resin Mortar and Grout; 1999 (R2005). 9. ANSI A108.9 - American National Standard Specifications for Installation of Ceramic Tile with Modified Epoxy Emulsion Mortar/Grout; 1999 (R2005). 10. ANSI A108.10 - American National Standard Specifications for Installation of Grout in Rework; 1999 (R2005). 11. ANSI A118.4 - American National Standard Specifications for Latex -Portland Cement Mortar; 1999 (R2005). 12. ANSI A118.7 - American National Standard Specifications for Polymer Modified Cement Grouts for Tile Installation; 1999 1. (R2005). 2. ANSI A118.8 - American National Standard Specifications for Modified Epoxy Emulsion Mortar/Grout; 1999 (R2005). B. TCA (HB) - Handbook for Ceramic Tile Installation; Tile Council of North America, Inc.; 2007/2008. 1.04 SUBMITTALS A. See Section 01300 - Administrative Requirements, for submittal procedures. B. Maintenance Data: Include recommended cleaning methods, cleaning materials, stain removal methods, and polishes and waxes. 1.05 QUALITY ASSURANCE A. Maintain one copy of TCA Handbook and ANSI A108 Series/A118 Series on site. B. Installer Qualifications: Company specializing in performing tile installation, with minimum of 5 years of documented experience. 1.06 FIELD CONDITIONS A. Maintain ambient and substrate temperature of 50 degrees F during installation of mortar materials. RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER DQSIGNPARAMC-TC-IRS, LLC 6373 SILVC-R STRI-AM LN FRISCO, TX 75o34 PSI: 214.784.5014 FX: 303.223.9104 DC -SIGN PARAMC-TC-RS.COM START DATE • oe.=a PROJECT NO • TWM DRAWN BY • in CHECKED BY• in ISSUEDMEVISED • • DATE PST CODE C, S'UILC l 8774 REGISTERED V< ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1- - SPECIFICATIONS to r l iilii 3==i0!I lIIE Itl Ri l�E I E PART 2 PRODUCTS 2.01 TILE . A. Ceramic Porcelain Floor, Wall and Base Tile: In accordance with the Drawings. 2.02 MORTAR MATERIALS A. Manufacturers: per plans 2.03 GROUT MATERIALS A. Manufacturers: per plans A. Standard Grout: Polymer modified cement grout, sanded, as specified in ANSI A118.7. 2.04 ACCESSORY MATERIALS A. Waterproofing Crack Suppression Membrane: complying with ANSI A118.10 and ANSI A118.12. Laticrete - 9235 Waterproof Membrane System B. Wall Comer Protection: 1. SCHLUTER, RONDEC RO 80 AE stainless steel D. Cleaning Materials: a. Floor cleaner/sealer. FLOORSHINE R20. PART 3 EXECUTION 3.01 EXAMINATION A. Verify that wall surfaces are smooth and flat within the tolerances specified for that type of work, are dust -free, and are ready to receive tile. B. Verify that sub -floor surfaces are dust -free and free of substances that could impair bonding of setting materials to sub -floor surfaces. C. Verify that required floor -mounted utilities are in correct location. 3.02 PREPARATION A. Protect surrounding work from damage. B. Vacuum clean surfaces and damp clean. C. Seal substrate surface cracks with filler. Level existing substrate surfaces to acceptable flatness tolerances. D. Prepare substrate surfaces for adhesive installation in accordance with adhesive manufacturer's instructions. 3.03 INSTALLATION GENERAL A. Install tile and thresholds and grout in accordance with applicable requirements of ANSI A108.1 through A108.13, manufacturer's instructions, and TCA Handbook recommendations. B. Lay tile to pattern indicated. Do not interrupt tile pattern through openings. C. Place thresholds at exposed file edges. D. Cut and fit tile to penetrations through tile, leaving sealant joint space. Form comers and bases neatly. Align floor, base, and wall joints. E. Place tile joints uniform in width, subject to variance in tolerance allowed in file size. Make joints watertight, without voids, cracks, excess mortar, or excess grout. F. Form internal angles square and external angles bullnosed. G. Install thresholds where indicated. H. Sound tile after setting. Replace hollow sounding units. I. Keep expansion joints free of adhesive or grout. Apply sealant to joints. J. Allow tile to set for a minimum of 48 hours prior to grouting. K. Grout file joints. L Clean tile using Legge system grout haze cleaning materials suitable for the grout type. Mix cleaning materials and apply in accordance with manufacturer's instructions using rotary scrubber and wet/dry vacuum. M. Apply sealant to junction of tile and dissimilar materials and junction of dissimilar planes. 3.04 INSTALLATION - FLOORS - THIN -SET METHODS A. Over interior concrete substrates, install in accordance with TCA Handbook Method F113, dry -set or latex-portland cement bond coat, with standard grout, unless otherwise indicated below. 1. Where waterproofing membrane is indicated, install in accordance with TCA Handbook Method F122 with epoxy grout. 2. Where epoxy grout is indicated, but not epoxy bond coat, install in accordance with TCA Handbook Method F115. 3.05 INSTALLATION - WALL AND BASE TILE A. Install wall comer protection at outside corners of tiled walls in toilet rooms. B. Over cementitious backer units on studs, install in accordance with TCA Handbook Method W244. 1. Where adjacent floors are installed with waterproof membrane, wrap membrane a minimum of 12 inches up wall, behind base, and use some tile installation method as for the floor. 2. Use epoxy grout for base where adjacent floor installation uses epoxy grout. 3.06 CLEANING A. Clean file and grout surfaces. B. Apply floor cleaner/sealer. 3.07 PROTECTION A. Do not permit traffic over finished floor surface for 4 days after installation. B. Provide two layers of 1/4" protection board over all tile and grout on floors. Tape down and stagger seams by half the width on second layer. END OF SECTION SECTION 09260 -GYPSUM BOARD ASSEMBLIES PART 1 GENERAL 1.01 SECTION INCLUDES A. Metal framing. B. Metal framing components for suspended gypsum board ceilings. C. Standard gypsum board. D. Mold resistant gypsum board. E. Cement backer board. F. Joint treatment and accessories. 1.02 NOT USED 1.03 REFERENCES A. ANSI A108.11 - American National Standard for Interior Installation of Cementitious Backer Units. B. ANSI A118.9 American National Standard Specifications for Cementitious Backer Units. C. ASTM A 641 - Specification for Zinc Coated (Galvanized) Carbon Steel Wire. D. ASTM A 653/A 653M - Standard Specification for Steel Sheet, Zinc -Coated (Galvanized) or Zinc -Iron Alloy -Coated (Golvannealed) by the Hot -Dip Process. E. ASTM C 36/C 36M - Standard Specification for Gypsum Wallboard. F. ASTM C 475/C 475M - Standard Specification for Joint Compound and Joint Tape for Finishing Gypsum Board. G. ASTM C 645 - Standard Specification for Nonstructural Steel Framing Members. H. ASTM C 754 - Standard Specification for Installation of Steel Framing Members to Receive Screw -Attached Gypsum Panel Products. I. ASTM C 840 - Standard Specification for Application and Finishing of Gypsum Board. J. ASTM C 1002 - Standard Specification for Steel Self -Piercing Tapping Screws for the Application of Gypsum Panel Products or Metal Plaster Bases to Wood Studs or Steel Studs. K. ASTM C 1396/C 1396M - Standard Specification for Gypsum Board. L. ASTM D 3273 - Standard Test Method for Resistance to Growth of Mold on the Surface of Interior Coatings in an Environmental Chamber. M. ASTM E 72 - Standard Test Methods of Conducting Strength Tests of Panels for Building Construction. N. GA-600 - Fire Resistance Design Manual; Gypsum Association. 1.04 QUALITY ASSURANCE A. Perform in accordance with ASTM C 840. Comply with requirements of GA-600 for fire -rated assemblies. B. Applicator Qualifications: Company specializing in performing gypsum board application and finishing. PART 2 PRODUCTS 2.01 METAL FRAMING MATERIALS A Non-Loadbearing Framing System Components: ASTM C 645; galvanized sheet steel, of size and properties necessary to comply with ASTM C 754 for the spacing indicated, with maximum deflection of wall framing of L/240 at 5 psf. 1. Exception: The minimum metal thickness and section properties requirements of ASTM C 645 are waived provided steel of 40 ksi minimum yield strength is used, the metal is continuously dimpled, the effective thickness is at least twice the base metal thickness, and maximum stud heights are determined by testing in accordance with ASTM E 72 using assemblies specified by ASTM C 754. 2. Studs: "C" shaped with flat or formed webs with knurled faces. 3. Runners: U shaped, sized to match studs. 4. Insulation Furring: Z shaped for use with board insulation, 1 1/2 inch. B. Partition Head To Structure Connections: Provide track fastened to structure with legs of sufficient length to accommodate deflection, for friction fit of studs cut short and fastened as indicated on drawings. C. Partition Head to Structure Connections: Provide mechanical anchorage devices that accommodate deflection using slotted holes, screws and anti -friction bushings, preventing rotation of studs while maintaining structural performance of partition. 1. Structural Performance: Maintain lateral load resistance and vertical movement capacity required by applicable code, when evaluated in accordance with AISI North American Specification for the Design of Cold -Formed Steel Structural Members. 2. Material: ASTM A 653/A 653M steel sheet, SS Grade 50/340, with G6O/Z180 hot dipped galvanized coating. 2.02 SUSPENDED CEILING COMPONENTS A. Hanger Wire: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, 12 gauge wire. B. Flat Hangers: Steel sheet, 1 by 3/16 inch. C. Tie Wire: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, 18 gauge wire. D. Ceiling Channels: 0.0312-inch, (20 Gauge) base metal thickness, with minimum 1/2-inch wide flanges. 1. Depth: 2-1/2 inch. E. Furring Channels: Hat -Shaped, 2-9/16 inch wide with 1-1/4 inch face. 1. Minimum Base Metal Thickness: 0.0179 inch, (25 Gauge). 2. Depth: 7/8 inch or 1-1/2 inch, as indicated on Drawings. 2.03 GYPSUM BOARD MATERIALS A. Acceptable Manufacturers: 1. G-P Gypsum Corporation: www.gp.com. 2. National Gypsum Company: www.notionalgypsum.com. 3. USG Corporation: www.usg.com. 4. Substitutions: See Section 01600 - Product Requirements. B. Gypsum Board - All Types: Complying with applicable requirements of ASTM C 1396/C 1396M. C. Mold and Moisture -Resistant Gypsum Board: With moisture and mold -resistant core and surfaces to comply with ASTM D 3273. 1. Thickness: 5/8 inch. 2. Long Edges: Tapered. 3. Manufacturers and Products: a. USG Corporation: Sheetrock Brand "Mold Tough" Gypsum Panels. b. National Gypsum Company: XP Gypsum Board. C. G-P Gypsum Corporation: "Mold -Guard Gypsum Board. 2.04 GYPSUM BOARD MATERIALS A. Acceptable Manufacturers: 1. G-P Gypsum Corporation: www.gp.com. 2. National Gypsum Company: www.notionaigypsum.com. 3. USG Corporation: www.usg.com. 4. Substitutions: See Section 01600 - Product Requirements. B. Gypsum Board - All Types: Complying with applicable requirements of ASTM C 1396/C 1396M. C. Mold and Moisture -Resistant Gypsum Board: With moisture and mold -resistant core and surfaces to comply with ASTM D 3273. 1. Thickness: 5/8 inch. 2. Long Edges: Tapered. 3. Manufacturers and Products: a. USG Corporation: Sheetrock Brand "Mold Tough" Gypsum Panels. b. National Gypsum Company: XP Gypsum Board. C. G-P Gypsum Corporation: "Mold -Guard Gypsum Board. 2.05 CEMENT BACKER BOARD A. Cement Backer Board: ANSI A118.9, aggregated Portland cement panels with glass fiber mesh embedded in front and back surfaces. 1. Thickness: 5/8 inch. 2. Manufacturers and Products: a. USG Corporation: Durock. b. National Gypsum: Permabose. 3. Location: At Kitchen and Toilet walls. Refer to Wall Types. 2.06 ACCESSORIES A. Corner Beads: Galvanized steel. B. Edge Trim: Vinyl tape style beads and as detailed. C. Control Joint: Zinc, v-groove with tape flanges. D. Joint Materials: ASTM C 475 and as recommended by gypsum board manufacturer for project conditions. 1. Ready -mixed vinyl -based joint compound. 2. Chemical hardening type compound. E. Joint Tape: 1. Standard Paper Tape: 2 inch wide. a. Interior Gypsum Wallboard except specific products indicated below that require fiberglass tape. 2. Fiberglass Tape: self adhesive, glass fiber mesh. Sheetrock Brand Fiberglass Drywall Tape or comparable. a. Interior Mold and Moisture Resistant Gypsum Board. b. Cement Backer Board. F. Screws: ASTM C 1002; self -piercing tapping type; cadmium -plated for exterior locations. G. Anchorage to Substrate: Tie wire, nails, screws, and other metal supports, of type and size to suit application; to rigidly secure materials in place. PART 3 EXECUTION 3.01 EXAMINATION A. Verify that project conditions are appropriate for work of this section to commence. 3.02 FRAMING INSTALLATION A. Metal Framing: Comply with ASTM C 754 and manufacturer's instructions. B. Studs: Space studs at 16 inches on center unless otherwise indicated. 1. Partitions Terminating at Structure: Attach extended leg top runner to structure, maintain clearance between top of studs and structure, and brace both flanges of studs with continuous bridging. 2. Partitions Terminating at Structure: Attach top runner to structure, maintain clearance between top of studs and structure, and connect studs to track using specified mechanical devices in accordance with manufacturer's instructions; verify free movement of top of stud connections; do not leave studs unattached to track. C. Openings: Reinforce openings as required for weight of doors or operable panels, using not less than double 20 gauge studs at jambs. D. Standard Wall Furring: Install at masonry walls scheduled to receive gypsum board, not more than 4 inches from floor and ceiling lines and abutting walls. Secure in place on alternate channel flanges at maximum 24 inches on center. E. Blocking: Install blocking for support of plumbing fixtures, toilet partitions, wall cabinets, toilet accessories, and equipment. Comply with Section 06100 and Drawings for wood blocking. 3.03 ACOUSTIC ACCESSORIES INSTALLATION A. Acoustic Batt Insulation: Place tightly within spaces, around cut openings, behind and around electrical and mechanical items within partitions, and tight to items passing through partitions. A. Refer to Section 07212 for butt insulation B. Acoustic Sealant: Install in accordance with manufacturer's instructions. 1. Place one bead continuously on substrate before installation of perimeter framing members. 2. In non -fire -rated construction, seal around all penetrations by conduit, pipe, ducts, and rough -in boxes. 3. Refer to Section 07900 for sealant. C. Install acoustical treatment at interior partitions where indicated on the Drawings. 3.05 INSTALLATION OF TRIM AND ACCESSORIES A. Control Joints: Place control joints consistent with lines of building spaces and as indicated. 1. Not more than 30 feet apart on walls over 50 feet long and in accordance with the Drawings. B. Comer Beads: Install at external corners, using longest practical lengths. C. Edge Trim: Install at locations where gypsum board abuts dissimilar materials and as indicated. 3.06 FINISHING GYPSUM BOARD A. General: Tape and finish gypsum board surfaces, joints, interior angles, edge trim, control joints, penetrations, fastener heads, surface defects, and elsewhere as required to prepare gypsum board surfaces for final finish. Promptly remove residual joint compound from adjacent surfaces. 1. Apply materials strictly according to manufacturer's recommendations. 2. Pre -fill open joints edges, and damaged surface areas. 3. Apply joint tape over gypsum board joints, except those with trim having flanges not intended for tape. 4. Finish joints to achieve uniformly smooth, true and satisfactory surface to receive paint or other scheduled finish material. 5. Sand each coat, keeping sanding to a minimum to avoid raising nap on drywall board. 2. Levels Gypsum Board Finish: as specified under ASTM C 840, 3. (3 coat); At joints and interior angles, embed the tape in the joint compound and immediately apply the joint compound over the tape. Apply two additional separate coats of the joint compound over flat joints. Apply one additional coat of the joint compound over interior angles. Apply three separate coats of the joint compound over fastener heads and flanges of trim accessories. Panel surfaces and the joint compound must be smooth and free of tool marks and ridges. "Drywall primer" must be applied to surfaces before applying final decoration. END OF SECTION SECTION 09511 - SUSPENDED ACOUSTICAL CEILINGS PART 1 GENERAL 1.01 SECTION INCLUDES A. Suspension Systems. B. Ceiling Panels. 1.02 REFERENCES A. ASTM A 641, Specification for Zinc Coated (Galvanized) Carbon Steel Wire. B. ASTM C 635 - Standard Specification for the Manufacture, Performance, and Testing of Metal Suspension Systems for Acoustical Tile and Lay -in Panel Ceilings. C. ASTM C 636 - Standard Practice for Installation of Metal Ceiling Suspension Systems for Acoustical Tile and Lay -in Panels. D. ASTM E 84: - Test Method for Surface Burning Characteristics of Building Materials. E. ASTM E 580 - Standard Practice for Application of Ceiling Suspension Systems for Acoustical Tile and Lay -in Panels in Areas Requiring Seismic Restraint. F. ASTM E 1264 - Standard Classification for Acoustical Ceiling Products. G. Food & Drug Administration (FDA) 1999 - Food Code 6-101.11. H. United States Department of Agriculture (USDA) - Requirements for food preparation facilities, incidental contact. 1.03 COORDINATION A. Coordinate layout and installation of ceiling panels and suspension systems with other construction that penetrates ceilings or is supported by them, including light fixtures, WAC equipment, fire -suppression system, and partition assemblies. PART 2 PRODUCTS 2.01 CEILING PANELS A. Manufacturers: REFERENCE DRAWINGS 2.02 SUSPENSION SYSTEMS REFERENCE DRAWINGS 2.04 ACCESSORIES A. Support Channels and Hangers: Galvanized steel; size and type to suit application and ceiling system flatness requirement specified. B. Wire Hangers: Zinc -Coated, Carbon -Steel Wire: ASTM A641, Class 1 zinc coating, soft temper. C. Touch-up Paint: Type and color to match suspension system units. PART 3 EXECUTION 3.01 EXAMINATION A. Verify existing conditions before starting work. B. Verify that layout of hangers will not interfere with other work. 3.02 INSTALLATION - SUSPENSION SYSTEM A. Install suspension system in accordance with ASTM C 636, ASTM E 580, and manufacturer's instructions and as supplemented in this section. B. Rigidly secure system, including integral mechanical and electrical components, for maximum deflection of 1:360. C. Locate system on room axis according to reflected plan. D. Install after major above -ceiling work is complete. Coordinate the location of hangers with other work. E. Hang suspension system independent of walls, columns, ducts, pipes and conduit. Where carrying members are spliced, avoid visible displacement of face plane of adjacent members. F. Where ducts or other equipment prevent the regular spacing of hangers, reinforce the nearest affected hangers and related carrying channels to span the extra distance. G. Do not support components on main runners or cross runners if weight causes total dead load to exceed deflection capability. H. Support fixture loads using supplementary hangers located within 6 inches of each comer, or support components independently. I. Do not eccentrically load system or induce rotation of runners. J. Perimeter Molding: Install at intersection of ceiling and vertical surfaces and at junctions with other interruptions. 1. Use longest practical lengths. 2. Overlap and rivet corners. 3.03 INSTALLATION - CEILING PANEL UNITS . A. Install ceiling panel units in accordance with manufacturer's instructions. B. Fit ceiling panel units in place, free from damaged edges or other defects detrimental to appearance and function. C. Fit border trim neatly against abutting surfaces. D. Install units after above -ceiling work is complete. E. Install ceiling panel units level, in uniform plane, and free from twist, warp, and dents. F. Cutting Acoustical Units: 1. Make field cut edges of same profile as factory edges. G. Cutting PVC Panel Units: 1. Make field cut edges by using a utility knife and straight edge, score the finish side of the panel. Bend panel at the score mark and snap apart. H. Where round obstructions occur, provide preformed closures to match perimeter molding. I. Install hold-down clips on panels within 20 ft of public entrance and exterior exit doors. 3.04 ERECTION TOLERANCES A. Maximum Variation from Flat and Level Surface: 1/8 inch in 10 feet. B. Maximum Variation from Plumb of Grid Members Caused by Eccentric Loads: 2 degrees. 3.05 CLEANING A. Clean exposed surfaces of. ceiling panel units, including trim, edge moldings, and suspension system members. 1. Comply with manufacturers written instructions for cleaning and touchup of minor finish damage. B. Remove and replace ceiling components that cannot be successfully cleaned and repaired to permanently eliminate evidence of damage. END OF SECTION SECTION 09666 RESILIENT SHEET FLOORING PROTECT -ALL® Commercial Flooring Commercial Kitchen & Wet Area Specifications 1. GENERAL 1.1 SUMMARY A. Provide and install commercial resilient vinyl flooring per manufacturer's installation requirements and recommendations. 1.2 SUBMITTALS A. Product Data: Submit manufacturer's product data and installation instructions for watertight application. B. Samples: Submit representative sample of each material specified, indicating visual characteristics and finish. 1.3 QUALITY ASSURANCE A. Contractor will assure compliance with 2.3 Job Conditions to allow for proper installation. B. Comply with local governing codes and regulations. C. Use PROTECT -ALL factory trained installers that are approved or recommended by manufacturer. D. Manufacturer provides a limited 10 year product warranty against manufacturing defects. Warranty does not in any way cover installation -related issues. 2. PRODUCTS 2.1 PRE -APPROVED PRODUCTS A. PROTECT -ALL Commercial Flooring as manufactured by Oscodo Plastics®, Inc. 1. PROTECT -ALL Commercial Flooring. Sheets 5' x 5' or 5' x 8' in %" thickness with color chosen from manufacturer's samples in matte finish. 2. PROTECT -ALL Flooring Adhesives. 3. PROTECT -ALL Fusion Base System with a minimum height of 6". 3a. PROTECT -ALL Fusion Rod for Fusion base system. 4. PROTECT -ALL V-Rod Welding Rod and Radius Welding Rod. 5. PROTECT -ALL Aluminum/Stainless Steel Cove Base Cap. 6. Stainless Steel drain rings and transition strips as provided by Oscoda Plastics. 6a. Oscodo Plastics stainless steel fasteners and anchors for drain rings and transition strips 7. Oscoda Plastics sealants and adhesives. 8. Other installation materials as required and supplied by Oscoda Plastics, Inc. 2.2 PRE -APPROVAL OF SUBSTITUTE MATERIALS, SYSTEMS or INSTALLERS A. Submit to the architect for approval any product or system not specified or listed as pre -approved herein and in compliance with instructions to bidder's request for substitutions. B. Provide manufacturer documentation to support results of the following test standards: 1. ASTM G-21 Bacteria & Mildew Resistance Excellent 2. ASTM D-751 Breaking Strength (md) 405lbs 3. ASTM D-751 Breaking Strength (cmd) 723lbs 4. ASTM D-2047 Coefficient of Friction (avg) Dry.88 5. ASTM D-695 Compressive Strength ® 20% Deformation 641 psi 6. ASTM D-751 Elongation (md) 76.5% 7. ASTM D-751 Elongation (cmd) 88.5% 8. ASTM E-648 Critical Radiant Flux 1.05W/cm2 -Type 1 NFPA fire classification 9. ASTM E-648 Burn Distance 12 cm 10. Shore A Hardness 80-85 avg 11. ASTM D-751 Tear Strength (md) 76.5lbs 12. ASTM D-751 Tear Strength (cmd) 84lbs 13. NFSI UWT-101A Coefficient of Friction Standard >.06 C. Manufacturer installation instructions for watertight applications along with required accessories. D. Experience of installer pertaining to heat -welding PROTECT -ALL Commercial Flooring and list of factory trained installers. E. Provide representative samples of product depicting color and finished surface of installed flooring material. Include range samples, if variation of finish is anticipated. F. Provide a mock-up showing cove base, comer, and drain details with welding example. G. Provide documentation attesting to the successful use of product in wet areas. H. Provide copy of manufacturer's 10-year product warranty. 2.3 VERIFICATION OF JOB CONDITIONS A. Proper substrate 1. Assure that the substrate material is suitable for installation of flooring as indicated by manufacturer. Approved substrates include: marine -grade wood, cement board, and concrete (non -gypsum based only), properly cleaned and prepared per manufacturers guidelines. la. PROTECT -ALL is not to be installed over any existing finish, such as quarry tile, any paint, or any type of tile. 1 b. PROTECT -ALL should not be installed in an "operating environment," meaning an environment that is not prepared to close entirely for the duration of the installation. 2. Slab substrates must be dry and free of curing compounds, sealers, hardeners, and other materials whose presence would interfere with bonding of adhesive. Determine adhesion and dryness characteristics by performing bond and moisture tests recommended by floor covering manufacturer. 3. Verify a clean, dry, and structurally sound surface to accept adhesive, free of cracks, ridges, depression, scales, and foreign deposits of any kind. 4. Use only cementitious patching and filling compounds (3500 PSI). Consult manufacturer for details. (ACI 302.2R-06 ch. 9.5) 5. Assure that the levelness (FL 15), and flatness (FF20 5/16 in 10 Ft.) of surface is in compliance with manufacturer's guidelines. 6. Verify that sub -floor surfaces (concrete, marine -grade plywood, cement board) are ready for resilient flooring installation by testing moisture emission rate and alkalinity, in accordance with ASTM F 710; obtain instructions if test results are not within limits recommended by resilient flooring manufacturer and adhesive materials manufacturer. Reference ASTM F 710 - Standard Practice for Preparing Concrete Floors to Receive Resilient Flooring. 7. The following standards apply: ASTM E 1745-97 -Standard Specification for Water Vapor Retarders ASTM E 1643 -Standard Practice for Installation of Water Vapor Retarders used in contact with Earth or Granular Fill Under Concrete Slabs ASTM E 96-00 -Standard Test Method for Water Vapor Transmission of Materials ACI 302.1R-04 -Guide for Floor and Concrete Slab Construction ACI 302.2R-06 -Guide for Concrete Slabs That Receive Moisture -Sensitive Flooring Materials ASTM F710-08 -Standard Practice for Preparing Concrete Floors to Receive Resilient Flooring ASTM F 1869 -Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete Subfloor Using Anhydrous Calcium Chloride B. For wood sub -floors verify the following: 1. Underlayment over sub -floor complies with requirements specified in Division 6 "Rough Carpentry", as well as NWFA Installation Guidelines, Section 11, ch. 3-4. 2. Underlayment surface is free of surface irregularities and substances that have potential to interfere with adhesive bond, show through surface or stain floor coverings. Reference ASTM F1482 Standard Practice for Installing and Preparation of Panel Type Undedayments to Receive Resilient Flooring. C. Environmental Conditions 1. The contractor and installer of product is responsible for providing and maintaining a proper installation environment. 2. Installation area must be enclosed and watertight with all walls, wall finishes, doors, and floor penetrations in place. 3. Proper temperature acclimation of flooring material is required prior to installation. Minimum of 36 hours. 4. Assure confinement of space during installation and curing of adhesives to prevent other trades from damaging the product or compromising the adhesion. 5. Maintain a constant temperature during the installation and throughout the curing of adhesives. 6. Provide a secure area to store materials for installation. 7. Building must be completely enclosed and watertight. HVAC system must be on at least 7 days prior to installation beginning, keeping the interior temperature at 70'. This temperature should be maintained during the installation, and an additional 8 days after completion. 7a. PROTECT -ALL cannot have any foot traffic or rolling load traffic until flooring adhesive has fully cured, 7 -8 days. D. Proper Drain and Other Floor Penetration Elevations. 1. All drains to be installed level and with proper slope, no more than the thickness of the PROTECT -ALL MATERIAL (%"above surface of sub floor). 2. When "dishing" of drain area is specified, the 'dish"should not be less than 12" in diameter and more than 1" in depth. 3. All other penetrations should be installed no more than the thickness of the PROTECT -ALL (%" above surface) and provide accommodation for proper sealing. 4. Penetrations not terminating at floor surface must be a minimum of 6" above the surface of floor and be installed in such a way as to not interfere with the installation of the flooring or the base material, and allow adequate space for sealant to be applied to the entire perimeter, and finished off with manufacturer specified detail. 3. EXECUTION 3.1 INSTALLATION A. Follow manufacturer recommendations for laying sheets out. B. Flooring must be cut tight to all penetrations. C. Adhere the floor material using manufacturer's recommended adhesive for the particular substrate type, job conditions, and in compliance with spread rate and proper trowel size. D. Roll floor into adhesive with 1001b roller immediately and again within an hours time, as per manufacturer directions. E. Install stainless steel drain rings around all drains and other surface penetrations. Rings are to be routed into floor surface and mounted flush with top of flooring. Secure drain rings using stainless steel fasteners and lead anchors that will properly anchor the ring to the substrate. F. Install cove base as recommended by manufacturer with proper adhesive and top sealant. Heat -weld all seams. G. Install cove base cap fastening to wall a minimum of 8" on -center using stainless steel fasteners. H. Heat -weld all field material seams using manufacturer's welding rod, proper tools, and installation methods as approved by manufacturer. I. Stainless steel transitions as provided by the manufacturer must be used in doorways and transition areas. Use stainless steel fasteners, and lead anchors to secure. J. All exposed edges are to be sealed with manufacturer's recommended sealant to assure a watertight seal. 3.2 CLEANING A. Sweep -clean the floor after installation and clear area of scrap materials. The floor can be saturated and then deck brushed, power washed, or power scrubbed to remove construction debris. Installer must provide two copies of manufacturers cleaning recommendations for contractor and owner use. 4.0 CONTACT INFORMATION Oscoda Plastics, 5585 N. Huron Ave., P.O. Box 189, Oscoda, MI 48750, 800-544-9538 Phone, sales®oscodaplastics.com, www. protect-allflooring.com End of Section SECTION 09900 - PAINTS AND COATINGS PART 1 GENERAL 1.01 SECTION INCLUDES A. Surface preparation. B. Field application of paints, stains, varnishes, and other coatings. C. See Schedule - Surfaces to be Finished, at end of Section. 1.02 NOT USED 1.03 REFERENCES A. 40 CFR 59, Subpart D - National Volatile Organic Compound Emission Standards for Architectural Coatings; U.S. Environmental Protection Agency; current edition. B. ASTM D 16 - Standard Terminology for Paint, Related Coatings, Materials, and Applications; 2003. 1.04 SUBMITTALS A. See Section 01300 - Administrative Requirements, for submittal procedures. B. Samples: Submit two painted samples, illustrating selected colors for each color and system selected with specified coats cascaded. Submit on heavy card stock, 8 x 10 inch in size. Submit two samples of transparent finished interior wood trim, paneling and field finished oak wood work. 1.05 DELIVERY, STORAGE, AND PROTECTION A. Deliver products to site in sealed and labeled containers; inspect to verify acceptability. B. Container Label: Include manufacturers name, type of paint, brand name, lot number, brand code, coverage, surface preparation, drying time, cleanup requirements, color designation, and instructions for mixing and reducing. C. Paint Materials: Store at minimum ambient temperature of 45 degrees F and a maximum of 90 degrees F, in ventilated area, and as required by manufacturer's instructions. 1.06 ENVIRONMENTAL REQUIREMENTS A. Do not apply materials when surface and ambient temperatures are outside the temperature ranges required by the paint product manufacturer. B. Provide lighting level of 80 ft candles measured mid -height at substrate surface. 1.07 EXTRA MATERIALS A. See Section 01600 - Product Requirements, for additional provisions. B. Supply 1 gallon of each color, store where directed. C. Label each container with color in addition to the manufacturers label. PART 2 PRODUCTS 2.01 MANUFACTURERS A. Paints: 1. Sherwin-ViIliams Co: www.sherwin-williams.com. B. Transparent Finishes: 1. MINWAX. C. Primer Sealers: 1. Sherwin-Williams Co: www.sherwin-williams.com.. 2.02 PAINTS AND COATINGS -GENERAL A. Paints and Coatings: Ready mixed, except field -catalyzed coatings. Prepare pigments: 1. To a soft paste consistency, capable of being readily and uniformly dispersed to a homogeneous coating. 2. For good flow and brushing properties. 3. Capable of drying or curing free of streaks or sags. B. Volatile VOC Compound Organic Com Content: 9 P ( ) 1. Provide coatings that comply with the most stringent requirements specified in the following: a. 40 CFR 59, Subpart D--National Volatile Organic Compound Emission Standards for Architectural Coatings. 2. Determination of VOC Content: Testing and calculation in accordance with 40 CFR 59, Subpart D (EPA Method 24), exclusive of colorants added to a tint base and water added at project site; or other method acceptable to authorities having jurisdiction. C. Chemical Content: The following compounds are prohibited: 1. Aromatic Compounds: In excess of 1.0 percent by weight of total aromatic compounds (hydrocarbon compounds containing one or more benzene (ngs). 2. Acrolein, acrylonit6le, antimony, benzene, butyl benzyl phthalate, cadmium, di (2-ethylhexyl) phthalate, di-n-butyl phthalate, di-n-octyl phthalate, 1,2-dichlorobenzene, diethyl phthalate, dimethyl phthalate, ethylbenzene, formaldehyde, hexavolent chromium, isophorone, lead, mercury, methyl ethyl ketone, methyl isobutyl ketone, methylene chloride, naphthalene, toluene (methylbenzene), 1,1,1-t6chloroethane, vinyl chloride. 2.03 NOT USED 2.04 PAINT SYSTEMS - INTERIOR A. Paint WI-TR-VS - Wood, Transparent, Varnish, Stain: 1. One coat of alkyd stain. 2. Satin: Two coats system of fire retardant transparent finish. B. Paint MI-OP-3A - Ferrous Metals, Unprimed, Alkyd, 3 Coat: 1. One coat of alkyd primer. 2. Semi -gloss: Two coats of alkyd enamel. C. Paint MI-OP-2A - Ferrous Metals, Primed, Alkyd, 2 Coat: 1. Touch-up with alkyd primer. 2. Semi -gloss: Two coats of alkyd enamel. D. Paint MI-OP-1L - Exposed Structure Ferrous Metals, Primed, Latex, 1 Coat, Dryfall: 1. Touch-up with zinc chromate primer. 2. not: One coat of latex enamel. E. Paint MgI-OP-3L - Galvanized Metals, Latex, 3 Coat: 1. One coat galvanize primer. 2. not: One coat of latex enamel, dryfoll. F. Paint GI-OP-2L - Gypsum Board/Plaster, Latex, 2 Coat: 1. One coat of latex primer sealer. 2. Eggshell: One coat of latex enamel. 2.05 ACCESSORY MATERIALS A Accessory Materials: Linseed oil, shellac, turpentine, paint thinners and other materials not specifically indicated but required to achieve the finishes specified; commercial quality. B. Patching Material: Latex filler. C. Fastener Head Cover Material: Latex filler. PART 3 EXECUTION 3.01 EXAMINATION A. Verify that surfaces are ready to receive Work as instructed by the product manufacturer. B. Examine surfaces scheduled to be finished prior to commencement of work. Report any condition that may potentially affect proper application. C. Test shop -applied primer for compatibility with subsequent cover materials. 3.02 PREPARATION A. Coordinate with the work of Section 09260 and refer to Drawings for textured gypsum board surfaces. B. Surface Appurtenances: Remove or mask electrical plates, hardware, light fixture trim, escutcheons, and fittings prior to preparing surfaces or finishing. C. Surfaces: Correct defects and clean surfaces which affect work of this section. Remove or repair existing coatings that exhibit surface defects. D. Marks: Seal with shellac those which may bleed through surface finishes. E. Impervious Surfaces: Remove mildew by scrubbing with solution of tetra -sodium phosphate and bleach. Rinse with clean water and allow surface to dry. F. Concrete and Unit Masonry Surfaces to be Painted: Remove dirt, loose mortar, scale, salt or alkali powder, and other foreign matter. Remove oil and grease with a solution of tri-sodium phosphate; rinse well and allow to dry. Remove stains caused by weathering of corroding metals with a solution of sodium metasilicate after thoroughly wetting with water. Allow to dry. G. Gypsum Board Surfaces to be Painted: Fill minor defects with filler compound. Spot prime defects after repair. H. Asphalt, Creosote, or Bituminous Surfaces to be Painted: Remove foreign particles to permit adhesion of finishing materials. Apply latex based sealer or primer. I. Galvanized Surfaces to be Painted: Remove surface contamination and oils and wash with solvent. Apply coat of etching primer. J. Uncoated Steel and Iron Surfaces to be Painted: Remove grease, mill scale, weld splatter, dirt, and rust. Where heavy coatings of scale are evident, remove by hand wire brushing or sandblasting; clean by washing with solvent. Apply a treatment of phosphoric acid solution, ensuring weld joints, bolts, and nuts are similarly cleaned. Prime paint entire surface; spot prime after repairs. K. Shop -Primed Steel Surfaces to be Finish Painted: Sand and scrape to remove loose primer and rust. Feather edges to make touch-up patches inconspicuous. Clean surfaces bare steel p p with solvent. Prime surfaces. 3.03 APPLICATION A. Apply products in accordance with manufacturer's instructions. B. On interior wood paneling: Spray apply stain. C. Do not apply finishes to surfaces that are not dry. Allow applied coats to dry before next coat is applied. D. Apply each coat to uniform appearance. Apply each coat of paint slightly darker than preceding coat unless otherwise approved. E. Vacuum clean surfaces of loose particles. Use tack cloth to remove dust and particles just prior to applying next coat. 3.04 FINISHING MECHANICAL AND ELECTRICAL EQUIPMENT A Reinstall electrical cover plates, hardware, light fixture trim, escutcheons, and fittings removed prior to finishing. 3.05 CLEANING A Collect waste material which may constitute a fire hazard, place in closed metal containers, and remove daily from site. 3.06 SCHEDULE - SURFACES TO BE FINISHED A. Do Not Paint or Finish the Following Items: 1. Items fully factory -finished unless specifically noted. 2. Fire rating labels, equipment serial number and capacity labels. B. Paint the surfaces described below under Schedule - Paint Systems. C. Mechanical and Electrical: Use paint systems defined for the substrates to be finished. 1. Paint all insulated and exposed pipes, conduit, boxes, insulated and exposed ducts, hangers, brackets, collars and supports, mechanical equipment, and electrical equipment occurring in finished areas to match background surfaces, unless otherwise indicated. 2. Paint shop -primed items occurring in finished areas. 3.07 SCHEDULE - PAINT SYSTEMS A. Gypsum Board: Finish all surfaces exposed to view. 1. Interior Ceilings and soffits: GI-OP-2L, sheen as indicated on the Drawings. 2. Interior Walls: GI-OP-2L, sheen as indicated on the Drawings. B. Steel Frames: finish all surfaces exposed to view; MI-OP-2A, sheen as indicated on the Drawings. C. Steel Fabrications: Finish all surfaces exposed to view. 1. Interior. MI-OP-2A, sheen as indicated on the Drawings. G. Galvanized Steel: Finish all surfaces exposed to view. 1. Interior. Finish all surfaces exposed to view; MgI-OP-3L H. Shop -Primed Metal Items: Finish all surfaces exposed to view. 3.08 SCHEDULE - COLORS A. Refer to Drawings for paint colors. END OF SECTION SECTION 10523 - FIRE EXTINGUISHERS AND CABINETS PART 1 GENERAL 1.01 SECTION INCLUDES A. Fire extinguishers. B. Accessories. 1.02 REFERENCES A. NFPA 10 - Standard for Portable Fire Extinguishers; National Fire Protection Association; 2002. B. UL (FPED) - Fire Protection Equipment Directory; Underwriters Laboratories Inc.; current edition. 1.03 PERFORMANCE REQUIREMENTS A. Conform to NFPA 10. B. Provide extinguishers classified and labeled by Underwriters Laboratories Inc. for the purpose specified and indicated. 1.04 SUBMITTALS A. See Section 01300 - Administrative Requirements, for submittal procedures. B. Maintenance Data: Include test, refill or recharge schedules and re -certification requirements. PART 2 PRODUCTS 2.01 MANUFACTURERS A. Fire Extinguishers, Cabinets and Accessories: 1. JL Industries, Inc; Product Cosmic 1OE: www.jlindustries.com. 2. Larsen's Manufacturing Co; Product MP10. www.larsensmfg.com. 3. Potter -Roemer: www.potterroemer.com. 2.02 FIRE EXTINGUISHERS A. Dry Chemical Type: Stainless steel tank, with pressure gage. 1. Class A,B & C. 2. Size 10. 3. Finish: Baked enamel, red color. . 2.04 ACCESSORIES A. Extinguisher Brackets: Formed steel, chrome -plated. PART 3 EXECUTION 3.01 INSTALLATION A. Install in accordance with manufacturers instructions. B. Secure rigidly in place. 3.02 SCHEDULES A. Feld locate extinguishers: Maximum travel distance to extinguisher from any point in the building of 75 feet. B. Check, recharge and reuse existing extinguishers that are functional. Furnish new extinguishers as required. C. Add extinguishers as required by local fire authority. END OF SECTION RECEIVED CITY OF TUKWILA FEB 1 1 PERMIT CENTER b r D�SIGNP�R� M�T�RS. LLC 6373 SILVER STRQAM LN �RISCO. TX 75034 PSI: 214.784.5014 f:X: 303.223.9104 DESIGN P�,R�,M�T�RS.COM U) i he a- Go00 4 LU W 00 M LU Z U � H :!5 O co M ~ tV ti r- START DATE • o®ss5 PROJECT NO • nWaot DRAWN BY • " CHECKED BY - J0 ISSUIEDIREVISED • • DATE 8774 REGISTERED V< ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON �i J* 19 q:Nl 11 1 I III 144411q '! I , jJ11ION11111f i "I".''.111. 1 d-I'MNI 1111 l S � 1€ f � 1...h€€I al€ i€.4€€E;isf€1s.�{ 1 copy 6HT -nis I F_ TERMS AND ABBREVIATIONS A E L S A/C AIR CONDITION EA EACH LRG LARGE SAN SANITARY A/E ARCHITECT/ENGINEER EMT EASEMENT LAV LAVATORY SLNT SEALANT ABC ASSOCIATED BUILDERS AND CONTRACTORS EL EASEMENT LINE LS LANDSCAPE SND SOUND ACOUS PNL ACOUSTICAL PANEL E EAST LDR LEADER SCHED SCHEDULE ACST ACOUSTIC EOS EDGE OF SLAB LT LIGHT SCP SCUPPER ACT ACOUSTICAL CEILING TILE EAST ELASTOMERIC LTG LIGHTING SH SHELVING (SHELF) AD AREA DRAIN EEC ELECTRIC LF LINEAR FEET (FOOT) SDG SIDING ADA AMERICANS WITH DISABILITIES ACT EWC ELECTRIC WATER COOLER LIQ LIQUID SO SOAP DISPENSER ADDL ADDITIONAL EWH ELECTRIC WATER HEATER LVR LOUVER SC SOLID CORE ADDM ADDENDUM EP ELECTRICAL PANEL (PANEL BOARD) LS LUMP SUM SND INS SOUND INSULATION AN ADJACENT (ADJUSTABLE) ELEV ELEVATION STC SOUND TRANSMISSION GLASS AFF ABOVE FINISHED FLOOR EMER EMERGENCY M S SOUTH ACC ASSOCIATED GENERAL CONTRACTORS ENAM ENAMEL MH MANHOLE SPKR SPEAKER AGGR AGGREGATE ENCL ENCLOSURE MAD MANUFACTURED SPKLR SPRINKLER AHR ANCHOR ENGR ENGINEER MAR MANUFACTURER SPCL SPECIAL RISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION EWA ENGINEERED WOOD ASSOCIATION MAR REC MANUFACTURER'S RECOMMENDATION SQ SQUARE ALT ALTERNATE DR ENTRANCE MFG MANUFACTURING SF SQUARE FOOT (FEET) ALUM ALUMINUM ENVIR ENVIRONMENT MO MASONRY OPENING SQ IN SQUARE INCH AMT AMOUNT EPA ENVIRONMENTAL PROTECTION AGENCY MATL MATERIAL SQ YD SQUARE YARD ANSI AMERICAN NATIONAL STANDARDS INSTITUTE EQ EQUAL MAX MAXIMUM SST STAINLESS STEEL APA AMERICAN PLYWOOD ASSOCIATION EQUIP EQUIPMENT MECH MECHANICAL STD STANDARD APPROX APPROXIMATE ESC ESCUTCHEON MECH RM MECHANICAL ROOM SS STANDING SEAM ARCH ARCHITECT EST ESTIMATE MED MEDIUM STL JST STEEL JOIST ASPH ASPHALT ETC ET CETERA MEL MELAMINE STL LNTL STEEL LINTEL ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS EPDM ETHYLENE PROPYLENE DIENE MONOMER MBR MEMBER STL PL STEEL. PLATE AUTO AUTOMATIC EX EXAMPLE MEMB MEMBRANE STOR STORAGE AUX AUXILIARY EXH EXHAUST MWP MEMBRANE WATERPROOFING SD STORM DRAIN AVE AVENUE EXH FN EXHAUST FAN MTL METAL SDMH STORM DRAIN MANHOLE AVG AVERAGE EXIST EXISTING METE METAL FLASHING SS STORM SEWER AWI ARCHITECTURAL WOODWORKING INSTIUTE EXT LT EXIT LIGHT MIRR MIRROR ST STREET AZ AZIMUTH EPS EXPANDED POLYSTYRENE BOARD (INSULATION) MISC MISCELLANEOUS STRUCT STRUCTURAL EXP EXPANSION MOD BIT MODIFIED BITUMEN SUP SUPPLEMENTARY B EJ EXPANSION JOINT MLDG MOLDING (MOULDING) SUSP CLG SUSPENDED CEILING BD BOARD DB EXTENSION MS MOP SINK SYM SYMBOL BDD BACKDRAFT DAMPER EXT EXTERIOR MTD MOUNTED SYMM SYMMETRICAL BEY BEYOND EIFS EXTERIOR INSULATION AND FINISH SYSTEM MULL MULLION SYNTH SYNTHETIC BFP BACKFLOW PREVENTER XL EXTRA LARGE SYS SYSTEM BITUM BITUMINOUS EXTRU EXTRUSION (EXTRUDED) N BLD BUILD NBC NATIONAL BUILDING CODE 1 BLDG BUILDING F NEC NATIONAL ELECTRICAL CODE TEL TELEPHONE BLKHD BULKHEAD FOC FACE OF CONCRETE (FACE OF CURB) NFC NATIONAL ARE CODE TV TELEVISION BLT BUILT FOF FACE OF FINISH NFPA NATIONAL ARE PROTECTION ASSOCIATION TEMP TEMPERATURE (TEMPERED) BLVD BOULEVARD FOS FACE OF SLAB (FACE OF STUD) G NATURAL GAS TMPD GL TEMPERED GLASS BLW BELOW FACIL FACILITY NEG NEGATIVE TEGL TEMPERED INSULATED GLASS BM BEAM FAX FACSIMILE NOM NOMINAL TEMP TEMPORARY BNCHMK BENCHMARK FAS FASCIA N NORTH TB-XX TEST BORING-XX (E.G. TB-01) BOT BOTTOM FSTNR FASTENER NA NOT APPLICABLE THERM THERMAL BP BUILDING PAPER FT FEET NTS NOT TO SCALE THK THICKNESS (THICK) BRCG BRACING FRP FIBERGLASS REINFORCED PLASTIC NIP NOTICE TO PROCEED THRES THRESHOLD BRDG BRIDGING AN FINISH NO NUMBER THRU THROUGH BRG BEARING FF FINISH FACE TPD TOILET PAPER DISPENSER BRG PL BEARING PLATE AN FLR FINISH FLOOR 0 TOL TOLERANCE BRK BRICK FF EL FINISH FLOOR ELEVATION OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION T&G TONGUE AND GROOVE BRKT BRACKET AN GR FINISH GRADE OCC OCCUPY (OCCUPANCY) T&B TOP AND BOTTOM FAAP ARE ALARM ANNUNCIATOR PANEL OPNG OPENING TOB TOP OF BEAM C FE ARE EXTINGUISHER OPP OPPOSITE TOC TOP OF CONCRETE C&G CURB AND GUTTER FIR ARE RESISTANT OPH OPPOSITE HAND TOC TOP OF CURB C CHANNEL FRTW ARE RETARDANT TREATED WOOD ORIG ORIGINAL TFF TOP OF FINISH FLOOR CAB CABINET FIXT FIXTURE OZ OUNCE TO FDN TOP OF FOUNDATION CAN CANOPY FLASH FLASHING OD OUTSIDE DIAMETER TOF TOP OF FRAME (ING) CANV CANVAS FLEX FLEXIBLE OA OVERALL TOJ TOP OF JOIST CCW COUNTERCLOCKWISE FUR FLOOR OFD OVERFLOW DRAIN TOM TOP OF MASONRY CD CONSTRUCTION DOCUMENTS FAR FLOOR AREA RATIO ORD OVERFLOW ROOF DRAIN TOP TOP OF PARAPET (TOP OF PAVEMENT) CEM CEMENT FCO FLOOR CLEAN OUT OF/CI OWNER FURNISHED/CONTRACTOR INSTALLED TOS TOP OF SLAB (TOP OF STEEL) CER CERAMIC FD FLOOR DRAIN OF/01 OWNER FUNISHED/OWNER INSTALLED TOT TOP OF TRUSS CFLG COUNTER FLASHING FLR AN FLOOR FINISH TOPO TOPOGRAPHY CG CORNER GUARD FLUOR FLUORESCENT P TO TOWEL DISPENSER CHAR CHAMFER FT FOOT PNT PAINT XFER TRANSFER CHK CHECK FIG FOOTING PR PAIR XFMR TRANSFORMER CKT CIRCUIT FDTN FOUNDATION PNL PANEL TRANS TRANSPARENT CKT BRKR CIRCUIT BREAKER FR FRAME (FRAMED) (FRAMING) PAR PARALLEL T TREAD CLASS CLASSIFICATION ARE FREEWAY PARPT PARAPET TRID TREATED CLG CEILING FS FULL SCALE PRKG PARKING TD TRENCH DRAIN CLG HT CEILING HEIGHT FURN FURNISH PKWY PARKWAY TN TRUE NORTH CLR CLEAR FF&E FURNITURE, FIXTURE, AND EQUIPMENT PIN PARTMON TS TUBE STEEL CLT CLEAT PAT PATTERN TRNBKL TURNBUCKLE CMU CONCRETE MASONRY UNIT G PVG PAVING TYP TYPICAL CND CONDUIT GA GAGE D PENNY (NAIL) CNDS CONDENSATE GAL GALLON PERP PERPENDICULAR U CNR CORNER GALV GALVANIZED PH PHASE UL UNDERWRITERS LABORATORIES CNTR COUNTER GEN GENERAL PC PIECE UBC UNIFORM BUILDING CODE CO CASED OPENING (CLEAN OUT) GEN COND GENERAL CONDITIONS PLAS PLASTER / PLASTIC UFC UNIFORM ARE CODE CO COMPANY GC GENERAL CONTRACTOR PLAM PLASTIC LAMINATE UMC UNIFORM MECHANICAL CODE CO CERTIFICATE OF OCCUPANCY GL GLASS PLBG PLUMBING UPC UNIFORM PLUMBING CODE COL COLUMN GFRC GLASS FIBER REINFORCED CONCRETE PLYWD PLYWOOD UNO UNLESS NOTED OTHERWISE CONC CONCRETE GLU LAM GLUED LAMINATED WOOD LB POUND LION UNLESS OTHERWISE NOTED COND CONDITION (S) GB GRAB BAR PWR POWER UR URINAL CONDN CONDENSATION GR BM GRADE BEAM PREFAB PREFABRICATE UTIL UTILITY CONSTR CONSTRUCTION GRAN GRANITE PT PRESSURE TREATED CONSULT CONSULTANT GROM GROMMET PROJ PROJECT V CONT CONTINUE GFCI GROUND FAULT CIRCUIT INTERRUPTER PROP PROPERTY VAR VARIATION (VERIFY) (VARIES) CONTR CONTRACT GYP GYPSUM PL PROPERTY LINE VNR VENEER CORR CORRIDOR (CORRUGATED) GYP BD GYPSUM BOARD PB PULL BOX VP VENEER PLASTER CPT CARPET PS PULL STATION VENT VENTILATION CSI CONSTRUCTION SPECIFICATIONS INSTITUTE H VERT VERTICAL CSTJNT CONSTRUCTION JOINT HD HAND DRYER Q VEST VESTIBULE CT CERAMIC TILE HC HANDICAP QC QUALITY CONTROL VCT VINYL COMPOSITION TILE CTB CERAMIC TILE BASE HNDRL HANDRAIL QCR QUALITY CONTROL REVIEW VWC VINYL WALL COVERING CTI CERAMIC TILE INSTITUTE OF AMERICA HGR HANGER QTY QUANTITY VOLT VOLTAGE CUNT CONTROL JOINT HOW HARDWARE QT QUARRY TILL: CTR CENTER HDR HEADER W CN CABLE TELEVISION HVY HEAVY R WSCT WAINSCOT CW CLOCKWISE HT HEIGHT R RADIUS WCO WALL CLEAN OUT HWY HIGHWAY REC RECESSED INC WATER CLOSET D HO HOLD OPEN REFL REFLECT (ED) WH WATER HEATER DMPR DAMPER HLDN HOLDDOWN RCP REFLECTED CEILING PLAN WP WATERPROOFING (WEATHERPROOF) DAT DATUM HM HOLLOW METAL REBAR REINFORCING STEEL BARS WS WEATHERSTRIP dB DECIBEL HORIZ HORIZONTAL RA REQUEST FOR INFORMATION WT WEIGHT D DEEP HB HOSE BIBB REQ REQUIRE (MENT) WWF WELDED WIRE FABRIC DEF DEFINITION HW HOT WATER REQD REQUIRED WWM WELDED WIRE MESH DFLCT DEFLECTION HYD HYDRANT RESIL RESILIENT W WEST DEG DEGREE RB RESILIENT BASE WOW WINDOW DEMO DEMOLITION I REST REST ROOM WGL WIRE GLASS DEPT DEPARTMENT ID IDENTIFICATION RA RETURN AIR W/ WITH DSGN DESIGN ILLUM ILLUMINATION RVL REVEAL W/0 WITHOUT DET DETAIL INCAND INCANDESCENT REV REVISION WD WOOD DIAG DIAGONAL ID INSIDE DIAMETER (INSIDE DIMENSION) ROW RIGHT OF WAY DIA DIAMETER INSTL INSTALL RDG INS RIGID INSULATION, SOLID DIFF DIFFERENCE (DIFFUSER) IGL INSULATED GLASS RD ROAD DIM DIMENSION INSUL INSULATION RM ROOM DMR DIMMER INT INTERIOR RFG ROOFING DC DIRECT CURRENT IBC INTERNATIONAL BUILDING CODE RO ROUGH OPENING DIR DIRECTION INV INVERT RS ROUGH SAWN DIN DISHWASHER RND ROUND DISP DISPENSER J DIST DISTANCE JAN JANITOR DISTR PNL DISTRIBUTION PANEL J-BOX JUNCTION BOX DOC DOCUMENT JST JOIST DR DOOR DR FIR DOOR FRAME K DBL DOUBLE KES KITCHEN EQUIPMENT SUPPLIER XXH DOUBLE EXTRA HEAVY KIT KITCHEN DS DOWN SPOUT DWR DRAWER DWG DRAWING OF DRINKING FOUNTAIN DX DUPLEX DX OUT DUPLEX OUTLET GENERAL NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE BUILDING CODES INDICATED ON COVER SHEET AND ALL OTHER APPLICABLE CODES, REGULATIONS, ORDINANCES AND STATUTES. 2. ALL EXTERIOR SHALL BE PERMITTED SEPARATELY, COMPLY WITH COSA IB 191. 2. FOR THE PURPOSE OF THESE DRAWINGS 'BY OWNER" SHALL MEAN ITEM PROVIDED BY OWNER, ASSEMBLED AND INSTALLED BY CONTRACTOR AS PART OF THE WORK OF THIS CONTRACT; THE ABBREVIATION 'NIC" (NOT IN CONTRACT) SHALL MEAN ITEM PROVIDED AND INSTALLED BY OWNER UNDER SEPARATE CONTRACT. 3. DIMENSIONS ARE TO FACE OF STUD, OR CMU, OR CENTERLINE OF EXISTING COLUMNS OR EDGE OF FOUNDATION, UNLESS NOTED OTHERWISE. 4. CONTRACTOR IS TO PROVIDE ARE RETARDANT TREATED WOOD BLOCKING FOR ALL TOILET ACCESSORIES, CABINETS, MILLWORK, BOOTH TABLES, KITCHEN EQUIPMENT, ETC. NO WOOD OF ANY KIND ALLOWED OVER CEILING. 5. GENERAL CONTRACTOR TO PROVIDE FIRE BLOCKING AT INTERCONNECTIONS BETWEEN CONCEALED STUD WALL OR PARTITION SPACES AND BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS DROPPED CEILINGS. 6. THE CONTRACTOR SHALL FULLY ACQUAINT HIMSELF WITH THE CONDITIONS AND REQUIREMENTS OF THE DRAWINGS AND ACCOMPANYING SPECIFICATIONS, INCLUDING OTHER PARTS OF THE PROPOSED CONTRACT DOCUMENTS, AND FULLY UNDERSTAND THE CONDITIONS, DIFFICULTIES AND RESTRICTIONS COMPLETELY, BEFORE EXECUTING THE WORK. IT IS UNDERSTOOD THAT OMISSIONS FROM THE BID, DUE TO FAILURE OF THE CONTRACTOR TO FULLY ACQUAINT HIMSELF WITH THE CONSTRUCTION DOCUMENTS, WILL NOT ENTITLE HIM TO ADDITIONAL CONSIDERATION AND/OR COMPENSATION. GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS, GRADES, EXISTING UTILITY LOCATIONS AND CONDITIONS AT SITE PRIOR TO COMMENCING THE WORK. 7. SHOULD THE CONTRACTOR FIND DISCREPANCIES IN, OR OMISSIONS FROM, THE CONSTRUCTION DOCUMENTS, OR BE IN DOUBT AS TO THE MEANING AND INTENT OF ANY ITEM OR REQUIREMENT, HE SHALL NOTIFY THE OWNER AND ARCHITECT IMMEDIATELY. 8. THE ORGANIZATION OF THE SPECIFICATIONS INTO DIVISIONS, SECTIONS AND PARAGRAPHS AND THE ARRANGEMENT OF THE DRAWINGS ARE NOT INTENDED TO CONTROL THE CONTRACTOR IN DIVIDING THE WORK AMONG SUB -CONTRACTORS OR TO ESTABLISH THE LIMITS AND EXTENT OF WORK TO BE PERFORMED BY A PARTICULAR TRADE. THE GENERAL CONTRACTOR ALONE IS RESPONSIBLE FOR THE COMPLETION OF THE ENTIRE WORK AS DRAWN AND SPECIFIED, COMPLETE IN PLACE AND IN FUNCTIONAL OR OPERATING CONDITION. THE DIVISION OF THE SPECIFICATIONS INTO SECTIONS AND PARAGRAPHS AND ORGANIZATION OF THE DRAWINGS IS FOR CONVENIENCE ONLY AND NOT FOR THE PURPOSE OF LIMITING OR RESTRAINING PERFORMANCE OF ANY PORTION OF THE WORK TO ANY PARTICULAR TRADE. 9. ALL WORK PERFORMED SHALL COMPLY WITH THE CONTRACT DOCUMENTS, DRAWINGS AND SPECIFICATIONS, INCLUDING THESE GENERAL NOTES. THE CONTRACTOR SHALL COORDINATE THE INTENT OF THE GENERAL NOTES WITH ALL THE TRADES. 10. WHERE A TYPICAL CONDITION IS DETAILED, IT SHALL BE UNDERSTOOD THAT ALL LIKE OR SIMILAR CONDITIONS ARE THE SAME UNLESS SPECIFICALLY NOTED OR DETAILED OTHERWISE. 11. NO DEVIATION FROM CONTRACT DRAWINGS AND SPECIFICATIONS SHALL BE MADE WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT. 12. THE STRUCTURAL, MECHANICAL, KITCHEN, PLUMBING AND ELECTRICAL DRAWINGS ARE SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CHECK WITH THE ARCHITECTURAL DRAWINGS BEFORE THE INSTALLATION OF STRUCTURAL, MECHANICAL, AND ELECTRICAL WORK. SHOULD THERE BE A DISCREPANCY BETWEEN THE ARCHITECTURAL DRAWINGS AND THE CONSULTING ENGINEERS' DRAWINGS THAT WOULD CAUSE AN AWKWARD INSTALLATION, IT SHALL BE BROUGHT TO THE ARCHITECT'S ATTENTION FOR CLARIFICATION PRIOR TO INSTALLATION OF SAID WORK. ANY WORK INSTALLED IN CONFLICT WITH THE ARCHITECTURAL DRAWINGS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS EXPENSE AND AT NO ADDITIONAL COST TO THE OWNER OR ARCHITECT. 13. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE CONSTRUCTION STANDARDS. IF THE CONTRACTOR HAS QUESTIONS REGARDING SAME, OR THEIR EXACT MEANING, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION. MATERIAL, FIXTURE &FURNITURE SCHEDULES EXTERIOR MATERIAL /FINISH SCHEDULE I I FURNITURE SCHEDULE OHD-1 ALUM FRAMED GARAGE DOOR - ANISHUNE INDUSTRIES (770) 483-7293 MODEL #350 WITH INSULATED GLASS AS INDICATED ON DOOR SCHEDULE FINISH: POWDER COAT-RAL3002 'CARMINE RED' PT-01 SHERWIN WILLIAMS: SW6113 'INTERACTIVE CREAM', FLAT EXTERIOR, SCUPPERS PT-03 SHERWIN WILLIAMS: SW6102 'PORTABELLO', FLAT EXTERIOR, EIFS COLOR PT-05 SHERWIN WILLIAMS: SW6866 'HEARTHROB', FLAT EXTERIOR, TRIM COLOR PT-08 SHERWIN WILLIAMS: SW6201 'THUNDEROUS', FLAT EXTERIOR, METAL SIDING PT-09 SHERWIN WILLIAMS: SW6104 'KAFEE', FLAT EXTERIOR, VERT BOARD & BATTEN & HORIZ HARDIE PT-10 SHERWIN WILLIAMS: SW6259 'TRICORN BLACK', FLAT EXTERIOR, TRUSS PLATES & BOLTS RFG-1 STANDING SEAM PRE -FINISHED ROOFING SYSTEM ON 30# FELT ON T&G ROOFING SYSTEM, TRIM, PLYWOOD DECK. BERRIDGE MANUFACTURING PREFINISHED DOUBLE RIB GUTTERS, FLASHING, METAL ROOFING PANEL (5-V CRIMP) 'HARTFORD GREEN' KYNAR 500 OR DOWNSPOUTS, AWNINGS HYLOR 5000 FINISH RFG-2 1 THERMOPLASTIC MEMBRANE ROOFING SYSTEM ON PROTECTION BOARD ON 4" POLYISO INSULATION ON T&G PLYWOOD DECK RV-01 1"xt'4' CLEAR ANODIZED ALUM CHANNEL SCREEN FRY REGEET PCS BETWEEN HARDIE PANELS 25-75 OR EQUAL SDG-1 HARDIE PANEL VERTICAL FIBER CEMENT SIDING SYSTEM WITH VERTICAL 1x2 FIBER CEMENT BATTENS ON PLYWOOD SHEATHING (NO OSB ALLOWED AT FIBER CEMENT SIDING), JH40-30 FLASHING AND SEALANT TO MATCH FINISH TYP. SDG-2 HARDIE PANEL HORIZONTAL 11.25' FIBER CEMENT SIDING SYSTEM WITH ON PLYWOOD SHEATHING (NO OSB ALLOWED AT FIBER CEMENT SIDING), JH40-30 FLASHING AND SEALANT TO MATCH FINISH TYP. SH-1 FIXED LOUVER SHUTTERS - RAL3002 'CARMINE RED' ST-1 SYNTHETIC STONE SYSTEM - 'CHISHOLM' DRYSTACK LONESTAR STONE SET IN STUCCO SCRATCH COAT ON GALV METAL LATH ON VAPOR BARRIER ON SHEATHING TCO-1 EIFS STUCCO SYSTEM INTEGRAL COLOR TO MATCH PT-03 WIN-1 ALUM WINDOW FRAME WITH STILES AND RAILS AS INDICATED ON WINDOW SCHEDULE - FINISH: POWDER COAT-RAL3002 'CARMINE RED' WS-03 FLOOD CWF-UV5 OIL BASED EXTERIOR STAIN, NATURAL COLOR DECORATIVE TRUSSES, PATIO TIMBERS, RAILINGS INTERIOR WALL MATERIAL / FINISH SCHEDULE # DESCRIPTION REMARKS PT-01 SHERWIN WILLIAMS: SW6113 'INTERACTIVE CREAM', FLAT EXTERIOR, MAIN COLD PT-02 SHERWIN WILLIAMS: SW6468 'HUNT CLUB', FLAT EXTERIOR, TRIM PT-03 SHERWIN WILLIAMS: SW6102 'PORTABELLO', FLAT EXTERIOR, EIFS PT-04 SHERWIN WILLIAMS: SW6095 'TOASTY', FLAT EXTERIOR, ACCENT PT-05 SHERWIN WILLIAMS: SW6866 'HEARTHROB', FLAT INTERIOR, TRIM & WINDOW/GARAGE DR FRAME PT-06 SHERWIN WILLIAMS: SW6116 'TATAMI TAN', FLAT INTERIOR, PASS THRU SERVER WALL ABOVE 11LE WAINSCOT PT-07 SHERWIN WILLIAMS: SW6179 'ARTICHOKE', FLAT INTERIOR, GB CEILINGS PT-08 SHERWIN WILLIAMS: SW6201 'THUNDEROUS', FLAT EXTERIOR, MTL SIDING PT-09 SHERWIN WILLIAMS: SW6104 'KAFFEE', FLAT ALL EXPOSED DUCTWORK, UTILITIES, & STRUCTURE WS-1 SHERWIN WILLIAMS: 13123 'OAK MANTEL', (OIL BASED STAIN) INTERIOR, LIGHT STAIN WS-2 MINWAX: #2716 'DARK WALNUT', (OIL BASED STAIN) INTERIOR, DARK STAIN FRP-1 FIBERGLASS REINFORCED PANEL - COLOR 'WHITE' TYP. KITCHEN WALLS FRP-2 FIBERGLASS REINFORCED PANEL - COLOR 'BLACK' BAR AND EXPO PNL-1 SINGLE T&G 'V" GROOVE: SPRUCE PLANK, 1x6 FRAME OUT RESTROOM ABOVE TILE WITH 10 TRIM DINING PNL-2 CHINK JOINT PINE SIDING - 1x12 SIDING WITH 2' REVEAL DINING STAIN WOOD W/WS-1, SMOOTH BOARDS; ALL REVEAL WITH LIGHT GRAY SANDED CHINKING PAINT PNL-3 BEAD BOARD J" 48 SHEET V-BEAD 2.5"O.C. STAINED WS-1 FRAMED W/ PNL-5 10 STAINED WS-2 BARKHOUSE INTERIOR SPECIALTY SHINGLES; POPLAR INTERIOR- NO FINISH DINING ABOVE TRIM STACK BOND, NO OVERLAPS. SS-1 STAINLESS STEEL WALL PANEL BY KES KITCHEN WALLS A ST-1 SYNTHETIC STONE SYSTEM - BEHIND AND BEYOND HOODS CORONADO EASTERN MOUNTAIN LEDGE - CHABLIS SEAL INTERIOR STONE WITH THOMPSON'S WATER SEAL T 1 AMERICAN OLEAN #AU06, COLOR: 'AVENUE ONE DESIGNER LEATHER' RESTROOM WAINSCOT 12x24, (WALL-TYP), 12x12 (FLOOR-TYP), 6x12 (BASE-TYP) BACK BAR WALL GROUT. LATICRETE #43 'CHOCOLATE TRUFFLE' EXPO WALL WT-1 WOOD TRIM - SPRUCE - 10, (STAIN WS-2) WT-2 WOOD TRIM - SPRUCE - 1x12, (STAIN WS-2) WT-3 WOOD TRIM - PINE - 14 WITH RABBET FOR MIRROR (STAIN WS-2) WT-4 WOOD TRIM - SPRUCE - 1 x8, (STAIN WS-2) WOOD AND FLOOR MATERIAL /FINISH SCHEDULE # DESCRIPTION REMARKS FL-1 VINYL FLOOR SYSTEM - KARNDEAN #EW02 'HICKORY PEPPERCORN', JULIE DOUGLAS ART SELECT, (HAND CRAFTED WOOD) 36x6 - KARNDEAN FLOORING (888) 266-4343, USE SPEC #11391 FOR CORPORATE PRICING FL-2 PROTECT -ALL RUBBER FLOORING 'DARK GREY', MATTE FINISH - G.C. MAY SUBMITT ECOGRIP FLOORING TO OWNER AS AN APPROVED ALTERNATE. FL-3 PROTECT -ALL RUBBER FLOORING AND E 'B ', MATTE FINISH -G.C. MAY SUBMITT ECOGRIP OR OWN AN D ALTERNATE. FL-4 STAINED CONCRETE - SCOFIELD 'PADRE BROWN' STAIN AND ENTRY PAVING, PATIO MAR. RECOMMENDED R - TROWEL FINISH CONC AND BAR FOOT RAIL T-1 AMERICAN OLEAN #AU06, OR: 'AVENUE ONE DESIGNER L ER' RESTROOM FLOOR 12x12, (FLOOR-TYP), 6x12 (BASE - GROUT: LATICRETE #43 'CHOCOLATE TRUFFLE' CONC SEALED CONCRETE WB-1 WOOD BASE - 1 x6 SPRUCE (STAIN WS-2) RESTROOM MATERIAL / FINISH SCHEDULE # DESCRIPTION FF-01 WATERFREE URINAL FF-11 TRASH RECEPTICLE FF-02 PORCELAIN TROUGH SINK FF-12 TOILET PAPER DISPENSER FF-03 BRACED PARTITION STALL FF-13 FEMININE NAPKIN DISPOSAL FF-04 URINAL PARTITION FF-14 GRAB BAR FF-05 MIRROR FF-15 BABY CHANGING STATION FF-06 BATTERY POWERED FLUSHOMETER FF-16 TV FF-07 GOOSENECK SINK FAUCET WD-06 SHIP LAP FF-08 SOAP DISPENSER WD-07 WOOD STICKS FF-09 PAPER TOWEL DISPENSER WD-08 TRIM FF-10 I HAND DRYER # DESCRIPTION REMARKS AA-00 MERCHANDISE CABINET AA-01 PURSE HOOKS DOUBLE PRONG PURSE HOOK AA-05 DOOR PULL ANTIQUE ADIRONDACK DOORPULL AA-06 TABLE BASE FOR 48" ROUND TABLE AA-08 HOST STAND INTERIOR - MAIN ENTRY AND WAITING AREA. PROVIDE ELECTRICAL OUTLET AND PHONE JACK, PROVIDE 4 SHELVES, #2 PINE TOP AND SHELVES WS-1 FINISH AA-09 MENU HOLDER AT POS STATIONS - VERIFY LOCATION AA-10 TABLE DIVIDERS COMMUNAL TABLE DIVIDERS AA-11 AV RACK AA-12 OVERHEAD SECTIONAL DOOR COLOR IS TO BE POWDER COATED RAL 3002 'CARMINE RED' ALUMINUM/GLASS DOOR AA-13 HOST STAND LAMP COTTAGE TABLE LAMP AA-14 ELK ON ROCK AA-15 LOCKERS PROVIDED BY KES CG-01 34' DIA X 42" H (FIXED) CG-02 30" X 48' X 42' H (FIXED) CG-03 30" X 30" X 30" H CG-04 48" DIA X 30' H BOOTH ROUND TABLE CG-05 30" X 54" X 30" H BOOTH RECTANGULAR TABLE CG-06 30" X 72" X 30" H BOOTH RECTANGULAR TABLE CG-07 NOT USED CG-OS 34" SQ X 30" H LOW SQUARE TABLE CG-09 30" X 48" X 42' H (FIXED) RECTANGULAR PATIO TABLE CG-10 34' DIA X 42' H (FIXED) ROUND PATIO TABLE CG-11 30" SQ X 42" H CG-12 30' SQ X 30" H (FIXED) LOW SQUARE PATIO TABLE CG-13 30' X 72' X 42' H (FIXED) CG-14 30" X 96' X 42" H (FIXED) CG-15 30' X 120" X 42" H (FIXED) CG-16 30' X 144' X 42' H (FIXED) CG-17 30' X 168" X 42" H (FIXED) CG-18 24" X VARIES X 42" H (FIXED) SG-01 BARSTOOL SG-02 DINING CHAIR SG-03 4 TOP SINGLE BOOTH SG-04 4 TOP DOUBLE BOOTH SG-05 6 TOP SINGLE BOOTH SG-06 6 TOP DOUBLE BOOTH SG-07 CORNER BOOTHS SG-08 ENTRY VESTIBULE BENCH SG-09 EXTERIOR BARSTOOL OPT. 1 EXTERIOR BARSTOOL OPTION (REF SG-11 OPTION 2 BARSTOOL) SG-10 EXTERIOR BARSTOOL OPT 2 EXTERIOR BARSTOOL OPTION 2 SG-11 ADIRONDACK CHAIR CUSTOM ADIRONACK CHAIR SG-12 EXTERIOR BARSTOOL ALUMINUM AND TEAK BARSTOOL SG-13 EXTERIOR CHAIR ALUMINUM AND TEAK CHAIR TB-01 LOW TABLE BASE (MOVEABLE) T&02 TALL TABLE BASE (MOVEABLE) TB-03 TALL FIXED TABLE BASE INTERIOR TB-04 TALL FIXED TABLE BASE EXTERIOR TB-05 ROUND BOOTH TABLE BASE TB-06 COMMUNAL TABLE BASE TB-07 COMMUNAL TABLE BASE EXTERIOR TB-08 BOOTH TABLE BASE BOOTH TABLE BASE AND ANGLE IRON TB-09 ADJUSTABLE TABLE BASE SLEEVE AND POST TABLE BASE WITH PIN LIGHTING LEGEND TYPE SYMBOL DESCRIPTION LF-01 O PAR 20 DOWNUGHT LF-01B O PAR 30 DOWNLIGHT LF-01C O PAR 30 DOWNUGHT LF-01K O PAR 30 COVERED CAN DOWNLIGHT LF-01S O MR 16 DOWNLIGHT AT BAR LF-02 °Q MONOPOINT TRACK HEAD LF-03 4 PENDANT LF-04 8 EXTERIOR GROUND MOUNTED UP -LIGHT LF-05 PENDANT LF-06 FO EXTERIOR LANTERN SCONCE LF-07 FO INTERIOR LANTERN SCONCE LF-11 0 EXTERIOR WALL MOUNTED SECURITY LIGHT LF-12 O INTERIOR/EXTERIOR DOWNLIGHT LF-13 E 2X4 LAY -IN LF-14 $ EXTERIOR ENTRY LIGHT IN TRUSS LF-15 — SURFACE MOUNT FLOURESCENT LF-16 FO EXTERIOR ENTRY SCONCE LF-17 EXTERIOR WALL SCONCE AT WOOD COLUMNS LF-18 EXTERIOR WALL LED GOOSE NECK LF-19 OSCILLATING FAN (AIR KING #9020) LF-20 VANITY MAKE-UP LIGHTS (KICHLER VANITY LIGHT, BRUSHED NICKEL) LF-21 WALK-IN COOLER LIGHTS LF-22 EXTERIOR WALL SCONCE AT VESTIBULE LF-23 EXTERIOR WALL SIGNAGE PROJECT RESPONSIBILITY MATRIX LEGEND OWNER OR OWNER CONTRACTED VENDOR* � orf O PARTIAL SCOPE, SEE REMARKS W o W o GC GENERAL CONTRACTOR o o� :5 RE o C) CONTRACTOR GENERAL CONTRACTOR m m m m m m m Z U- U- Z L_ Z Z z GENERAL CONDITIONS PERMIT AND PLAN CHECK FEES FROM JURISDICTION TYPICAL INSPECTIONS FROM JURISDICTION j AS REQUIRED BY LOCAL BUILDING DEPT., FIRE DEPT. & ( HEALTH. GC TO COORDINATE & ORDER ALL INSPECTIONS REQUIRED THIRD PARTY SPECIAL INSPECTIONS CONTRACTOR TO COORDINATE AND INFORM OWNER OF REQUIRED INSPECTIONS AT LEAST ONE WEEK IN ADVANCE CERTIFICATE OF OCCUPANCY ; I GC IS RESPONSIBLE FOR OBTAINING A C OF 0 BY DATE ' INDICATED IN CONTRACT. C OF 0 FEE BY OWNER KITCHEN EQUIPMENT 0 CONTRACTOR TO COORDINATE OWNER VENDOR UTILITIES I AND FINAL CONNECTIONS BY CONTRACTOR HOODS, HOOD EXHAUST W CURBS, MAKEUP AIR W CURBS O ( i CONTRACTOR TO COORDINATE OWNER VENDOR DUCTWORK ! i AND DUCT WRAP BY CONTRACTOR ANSUL SYSTEM W/ TESTING i CONTRACTOR TO COORDINATE OWNER VENDOR EXHAUST FOR RESTROOM FANS I STAINLESS STEEL WALL PANEL ON HOOD WALL AND IN DISH ROOM BY KITCHEN EQUIPMENT SUPPLIER (KES) STAINLESS STEEL APRON ABOVE HOODS i IF REQUIRED BY KITCHEN EQUIPMENT SUPPLIER (KES) STAINLESS STEEL CORNER TRIM IN KITCHEN ! I BY KITCHEN EQUIPMENT SUPPLIER (KES) SODA MACHINES AND SYSTEMS O i CONTRACTOR TO COORDINATE OWNER VENDOR CONDUITS AND UTILITIES BY CONTRACTOR ROOF PENETRATIONS NEEDED FOR EQUIPMENT FURNISHINGS, BOOTHS, TABLES, CHAIRS ETC... j CONTRACTOR TO FOLLOW OWNER SCHEDULE, UNLOAD AND I STORE AS NEEDED IF UNABLE TO INSTALL AT TIME OF DELIVERY DECOR i GC TO BUDGET FOR 16 HOURS OF CARPENTERS TIME TO I iASSIST OWNER'S VENDOR WITH INSTALLATION EXTERIOR PYLON SIGN IF APPLICABLE POWER BY CONTRACTOR EXTERIOR MONUMENT SIGN (IF APPLICABLE) E O ! CONTRACTOR TO ASSIST WITH FOUNDATION & ANY DECORATIVE i TREATMENT SUCH AS WOOD OR STONE. POWER BY CONTRACTOR EXTERIOR BUILDING SIGNAGE ; I POWER AND BLOCKING BY CONTRACTOR INTERIOR SIGNAGE - OTHER THAN H/C RESTROOM AND OCCUPANT LOAD SIGNS ! PART OF DECOR INSTALL RESTROOM ADA SIGNAGE i OCCUPANT LOAD SIGNAGE j LIGHT FIXTURES SEE LIGHT FIXTURE SCHEDULE FOR BREAKDOWN SPECIALTY LIGHTING FIXTURES 1 i I SEE LIGHT FIXTURE SCHEDULE FOR BREAKDOWN WINDOW BLINDS - 2" WOOD SLATS ! AT WESTERN EXPOSED WINDOWS ONLY I I BLOCKING BY CONTRACTOR TOILET ACCESSORIES 0 O SEE ACCESSORY SCHEDULE ON RESTROOM PLANS SAFE INITIAL AIR BALANCE BASED ON WAC DESIGN THIRD PARTY FINAL AIR BALANCE I I GC TO CONTRACT WITH OWNER'S VENDOR BEER SYSTEMS - INTERIOR SYSTEMS ; 0 GC TO ACCEPT SHIPMENT AND STORE UNTIL VENDOR IS READY TO INSTALL - UTILITIES BY GC BEER SYSTEMS -ROOF GLYCOL UNIT j O GC IS RESPONSIBLE TO PLACE MAIN GLYCOL UNIT ON ROOF PER ! DIRECTION OF VENDOR - UTILITIES AND ROOF PENETRATIONS BY G PATIO HEATERS, PATIO FANS AND AIR CURTAINS (ONLY AS SHOWN ON PLANS) E C UTILITIES BY CONTRACTOR WATER SOFTENER / RO SYSTEMS (AS NEEDED) i � ( � I GC TO COORDINATE WITH OWNER'S VENDOR LOCKERS I GC TO COORDINATE WITH OWNER'S VENDOR CULTURED STONE ! _ GC TO COORDINATE WITH OWNER'S VENDOR DOOR HARDWARE i GC TO COORDINATE WITH OWNER'S VENDOR MODIFICATIONS TO ARE SPRINKLER SYSTEM MODIFICATIONS TO ARE ALARM SYSTEM I VARIOUS LOW VOLTAGE SYSTEMS AV EQUIPMENT, TVS AND LOW VOLTAGE WIRING O i J-BOXES, CONDUIT W/ PULL STRINGS BY GC WHEN AT NON -ACCESSIBLE WALL OR CEILING - 120V POWER FOR SYSTEMS BY CONTRACTOR PER PLANS - GC TO SOUND SYSTEM AND LOW VOLTAGE WIRING I O I ASSIST OWNER VENDOR WITH TRADE PERMITS IF REQUIRED - GC TO COORDINATE ALL SCHEDULING OF POS SYSTEMS AND LOW VOLTAGE WIRING 0 OF ALL LOW VOLTAGE SYSTEMS AND VENDORS —T] BURGLAR/SECURITY ALARM SYSTEM 0 COI ROUGH -IN DATA LINES FOR POS SYSTEMS j MILLWORK FRAMING PACKAGE i MILLWORK PATIO PACKAGE - LOGS, ROUGH SAWN FIR, TIMBERS ETC... I I �4 GC TO COORDINATE WITH OWNER'S VENDOR MILLWORK - INTERIOR SPECIALTY MILLWORK PACKAGE - INTERIOR TRIM, WAINSCOT AND LOGS GC TO COORDINATE WITH OWNER'S VENDOR - MILLWORK - TYPICAL MILLWORK PACKAGE - WOOD DOORS, BAR TOP, MERCHANDISE I I CABINETS CASEWORK 1 4" PLYWOOD BAR SOFFIT LOT GENERAL NOTES GENERAL CONTRACTOR TO ASSUME ALL ITEMS INDICATED ON PLANS AND NOT INDICATED ON RESPONSIBILITY MATRIX SHALL BE FURNISHED, INSTALLED AND COORDINATED BY GENERAL CONTRACTOR UNLESS NOTED OTHERWISE ON PLANS DRAWING SYMBOLS LEGEND EXISTING EXTERIOR VENEER �, 6'-0DIMENSION TO FACE OF FRAMING OR EDGE OF SLAB UNLESS OTHERWISE NOTED EXISTING EXTERIOR WALL EXISTING INTERIOR WALL TO BE REMOVED A 11-20-2000 OWNER COMMENTS REVISION TO DRAWING NEW EXTERIOR WALL WINDOW DESIGNATION NEW ONE HOUR ARE RATED PARTITION CD & DOOR DESIGNATION rfff:: NEW PARTITION FRAMING TO STRUCTURE ABOVE NEW LOW WALL / LOW PARTITION 01 WOOD TRIM DESIGNATION G�--- WALL TYPE DESIGNATION NEW PARTITION STEEL FRAMING TO STRUCTURE ABOVE O NEW COLUMN REFERENCE DESIGNATION NEW PARTITION FRAMING TO DECK ABOVE NEW SOUND PARTITION FRAMING TO DECK ABOVE O EXISTING COLUMN REFERENCE DESIGNATION SHEET NO DETAIL NO XX WALL SECTION OR BUILDING SECTION KEY DIRECTION DRAWING TITLE & SCALE INDICATION INDICATOR XX A-XXX DETAIL KEY REFER SECTION KEY FOR DESIGNATION INFORMATION XX A-XXX ELEVATION VIEW KEY REFER SECTION KEY FOR DESIGNATION AW INFORMATION DRAWING TITLE FLOOR PLAN - DRAWING NUMBER 01 SCALE:1 /4"=1 '-0" DRAWING SCALE RECEIVED PT-4 MATERIAL / FINISH KEY CITY OF TUK% D/] 6' FINISH FLOOR LEVEL CHANGE ___ _ . __ __ DQSIGNPARAMQTQRS, LLC 6373 SILVQR STRC-AM LN 1=RISCO. TX 75034 PI -I: 214.784.5014 FX: 303.223. g I O4 DQSIGN PARAM�TQRS.COM ca O O N� W T Go O Z W Q ?� H O co O H T START DATE • camm5 PROJECT NO • nlim DRAWN BY • in CHECKED BY - in ISSUEDIREVISED • • DATE PEtI ,aRf-.18 8774 REGISTERED v< ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1 i _7q_on44� NOTES & LEGENDS aI + cormomeawm6 D9SIGNPARAMQTC—RS, LLC 6373 SILVI=R STREAM LN �:RISCO. TX 75034 PP: 214.784.5014 �X: 303.223.9104 DESIGN PARAMQTQRS.COM =s • START DATE • ot,M=5 PROJECT NO • TwM DRAWN BY • in CHECKED BY • ja IS'SUED/REVISED • • DATE 8774 REGISTERED ARCHITECT V— JEFFREY K BAKER STATE OF WASHINGTON 1- COM9CHECK � rli� �{I� !{ OO"Iffla r -mi I I LIFE SAFETY OCCUPANCY CALCULATIONS OCCUPANCY CALCULATIONS BASED ON TABLE 1004.1.2, IBC 2012 CALCULATED SEAT ASSEMBLY AREAS TOTAL OCCUPANTS* COUNT DINING AREAS 7/-10// 15 SQ.FT. PER OCCPNT S.F. 11901 -Il IAJ�f E /I _/a P/2 A KITCHEN & STAFF 200 SQ.FT. PER OCCPNT S.F. IVIECH/STORAGE 476 — 300 SQ.FT. PER OCCPNT S.F. ACCESSORY USE 300 SQ.FT. PER OCCPNT S.F. /�,�,�;��, BAR/WAITING AREAS 815 117 32 7 SQ.FT. PER OCCPNT S.F. TOTAL INTERIOR OCCUPANTS 328 226 FOR EXITING AND EGRESS CALCULATIONS PATIO 139 15 SQ.FT. PER OCCPNT S.F. 94 92 TOTAL OCCUPANTS 422 318 n LO LO M In TA I 1 /_0 1" 17 /_ 9 Y2 // 9 ,7/// /8 19/-8// 19/-8// 13`4%// 101 Nq k So') N IN WE 12 IVA♦M0,141, 1FA IVA♦ 0011. 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D ...... ........ ........ ........ ............ ...... ........ ...... .. . ............ .............. — — — — — — — — — — L — — — — — — — — — — — — — — — — — — — — — — -- - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — IBCt 1004.3 POSTING OF OCCUPANT LOAD Every room or space that is assembly occupancy shall have the occupant 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. F_ LIFE SAFETY GENERAL NOTES 1. GENERAL CONTRACTOR TO VERIFY QUANTITY & LOCATIONS OF FIRE EXTINGUISHERS WITH LOCAL AUTHORITIES. FIRE EXTINGUISHERS TO BE SUPPLIED BY GENERAL CONTRACTOR - REFERENCE FLOOR PLAIN. 2. FIRE DEPARTMENT KNOX BOX TO BE LOCATED PER FIRE MARSHAL DIRECTION. 3. SEE MEP DRAWINGS AND RESPONSIBILITY SCHEDULE FOR INFORMATION REGARDING SPRINKLER AND FIRE ALARM SYSTEM - SYSTEMS BY GENERAL CONTRACTOR. 4. NOT USED. LIFE SAFETY REQUIRED EGRESS WIDTH BUILDING EGRESS TOTAL EGRESS WIDTH REQUIRED: 328 MAX INTERIOR OCCUPANTS x .2" = 65.6" TOTAL EGRESS WIDTH PROVIDED: FOUR 34' CLEAR DOOR EXIT LEAFS = 132" MAIN ENTRANCE WIDTH REQUIRED (1/2 OCCUPANT LOAD): 328 INTERIOR OCCUPANTS /2: = 164 x .20 = 32.8' CLEAR WIDTH PROVIDED: 68" I I LIFE SAFETY KEYED NOTES 11 IEE LOCATION OF MAXIMUM OCCUPANT LOAD SIGN, OR LOCATE AS DIRECTED BY FIRE INSPECTOR. I F_2_� NOT USED. EE NOT USED. 2012 IBC MEANS OF EGRESS ILLUMINATION 1006-3.1 Illumination level under emergency power. Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle and a minimum at any point of 0.1 foot-candle measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle at the end of the emergency lighting time duration. A maximum -to - minimum illumination uniformity ration of 40 to 1 shall not be exceeded. IGENERAL NOTES I FEC FIRE EXTINGUISHER CABINET TRAVEL DISTANCE 0 FE WALL MOUNTED FIRE EXTINGUISHER PATH OF EGRESS 37/-15/8// N N 2012 IBC MEANS OF EGRESS ILLUMINATION 1006.1 Illumination required. The means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. 1006.2 Illumination level. The means of egress illumination level shall not be less than 1 foot-candle At the walking surface. 1006.3 Illumination emergency power. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure, an emergency electrical system shall automatically illuminate the following areas: 1. Aisles and unenclosed stairways of rooms that require two or more means of egress. 2. Corridors, exit enclosures and exit passageways... 3. Exterior egress components... 4. Interior exit discharge elements... 5. Exterior landings ... for exit discharge doorways. LIFE SAFETY PLAN N SCALE: 1 /4"= 1 '- 0" 8/-43/4// IIIII" RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER DC-SIQNPARAME-TC-RIS, LLC 6373 SILVER STREAM LN �FRISCO, TX 75034 PSI:,24-784.50i4 �X: 303.223.9104 DESIGN PARAMETERS.COM START DATE - 081 PROJECT NO - TWIVI DRAWN BY - JIM CHECKED BY - in ISSUEDIREVII . DATE PEW ODE C L !AN! C E 1AR 2 5 2016 I 0UILIJfi\.1U .,.AII 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1- - LIFE SAFM PLAN PLAN NORTH COPYRI9H7021"15 C Lo D O lU n 3., r3.5) IN (4) W 7-10„ 1' 0 17,_9/2„ 1 19,_8„ 19,_8„ 13,_43/g„ 37,_15/g„ 8,_43/4„ 2 -11 „ 74// r—I F L m I FLOOR PLAN SHEET NOTES 1 RECESSED SLAB FOR FREEZER. COORD EXACT DIMS WITH COOLER MFG SHOP DRAWINGS -� e <2> CORRADI USA SL111 INSECT SCREENS THROUGH MIKE PIRES - ECLIPSE SHADING 972-750-6206 f SLAB PLAN 01 SCALE: 1/4"=1'—O" FLOOR PLAN GENERAL NOTES RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER . ("', r,..' PLAN NORTH 1. REFERENCE SHEET A001 FOR MASTER MATERIAL LEGEND. 5. GENERAL CONTRACTOR TO PROVIDE FIRE BLOCKING AT INTERCONNECTIONS 2. REFERENCE SHEET A310 FOR NOTES, LEGENDS AND SCHEDULES. BETWEEN CONCEALED STUD WALL OR PARTITION SPACES AND BETWEEN 3. REFERENCE SHEET A330 FOR WALL FRAMING TYPES AND WALL FINISHES. CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS DROPPED 4. REFERENCE SHEET A400 SERIES INTERIOR ELEVATIONS FOR WALL FINISH CEILINGS. INFORMATION. 6. GENERAL CONTRACTOR TO USE PRESSURE TREATED WOOD AT ALL 5. ENTRY DOORS TO BE FULLY ACCESSIBLE. REQUIRED CLEAR AREA AT DOORS LOCATIONS WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY. TO BE LEVEL OR 2% MAXIMUM SLOPE IN ANY DIRECTION. DOOR PULLS TO 8. GENERAL CONTRACTOR TO PROVIDE ADDITIONAL IN -WALL BLOCKING IN WALL BE LOCATED AT A MAXIMUM OF 48" ABOVE FINISH FLOOR. AS NEEDED FOR ALL EQUIPMENT SHOWN THROUGHOUT PLANS REFERENCE A 4. ALL INTERIOR WALLS AT THE PERIMETER OF THE KITCHEN ARE TO BE 330. ALL WOOD BLOCKING TO BE FIRE RETARDANT TREATED BLOCKING AS SEALED AT THE ROOF/STRUCTURE ABOVE. G.C. TO ADD SOUND BATT INS. INDICATED ON KITCHEN PLANS BUILDING SIGNAGE PHONE BOARD AT ALL KITCHEN WALLS AS INDICATED ON PLAN AND WALL TYPES. D 9(I ;NPARAM9TQRS. LLC 6373 SILVC-R STRQAM LN 1=RISCO. TX 75034 PP: 214.784.5014 1-X: 303.223.9104 DQSIGN PARAMC-TC-RS.COM START DATE - aQMM5 PROJECT NO • 7WPM DRAWN BY • im CHECKED BY - jo ISSUIEDIREVISED • • DATE PERIff 11.1ams OWNER R��' -� yj Oi�� G _= a tvis2 5 _ �916 8774 REGISTERED ARCHITECT JEFFREY K BAK STATE OF WASHINGTON 1- - �I � 'i $31 t113E�1i ih4 �Ct� y7� Ii! i€I. 1 � copYma"com 01i I I n n III I I I I I III 1 /T— —1—L --- - - — -- � I� I III I j I I III I d- �I 1111 1 I I II / IL I jO.H.(.C) CO 20/As10 / i II II i i II II i II II NO 1--__+�_ �� 1 V STIB 03/A620 \ III I I I I Ilj Zzt \ II II \ II II II II \\ I I I I 0 1 \ II II 1� \IIII II II F �\—1---1-L---_j — Ln f PORCH ROOF 105 COVERED PATIO LINE OF PORCH ROOF OVERHANG 0 FLOOR PLAN KEY NOTES OCASE BOTH SIDES OF OPENING WITH WOOD TRIM AND STAIN O COOLERS AND FREEZERS. GC TO COORDINATE DELIVERY AND PERFORM INSTALL OF UTILITIES, CONFIRM WITH KITCHEN SUPPLIER ALL ANCILLARY INSTALL ITEMS FOR COMPLETE INSTALL PER FFE SPECIFICATIONS AND INTERIOR ELEVATIONS INCLUDING ROOF AND FI.ASHINGS ON EXTERIOR UNITS, SEE DETAIL 01/A620 2 WALL AT COOKING EXHAUST HOOD SHALL BE SHEATHED IN DURO-ROCK FLOOR TO CEILING WITH SS FINISH OVER UNDER LENGTH OF HOOD(S). O LOCKERS PROVIDED BY OWNER, INSTALLED BY GC. OCUSTOM CONCRETE JANITOR FLOOR SERVICE SINK WITH 6' SURROUND. PROVIDE OVER SHELF FOR COOLER SCREEN WALL -FRAME BETWEEN COLUMNS WITH PT 2X6'S ON THE FLAT AT CHEMICAL STORAGE AND BLOCKING IN WALL 8 O 24° O.C. VERTICALLY WITH CORRUGATED GALV. METAL PANELS OVER 4 O CHEMICAL CLEANING STORAGE ABOVE, PROVIDE SUPPLY LINES FOR DISINFECTANT 9 O MOTORIZED INSECT SCREENS WITH VERTICAL TRACKS ATTACHED TO PORCH COLUMNS AND STRUCTURE ABOVE. PROVIDE SUPPORT POST AT 90' ANGLES 5MOTORIZED O GC SHALL COORDINATE 0 STORAGE AND BAG -IN -BOX. THRU WALL CONN WITH C 2CONNECTION WI VENDOR AND OWNER. SEAL AND FILL ANY VOID WITH EXTERIOR GRADE SEALANT 10 f ■ f ■ SCREEN VENDOR TO PROVIDE 3 -0 X7 -0 ADA COMPLAINT EXIT DOOR TO MATCH SYSTEM, WITH EMERGENCY PUSH BAR, CLOSER AND WEATHER STRIPPING 105 COVERED PATIO r ti OVER HEAD ROLL UP DOORS SHALL BE HIGH LIFT AND HAVE TRACK EXTENSIONS TO MAXIMIZE LIFT PROVIDE EXT GRADE BLOCKING AT 36°-84° AFF BETWEEN STUDS BEHIND GB: KITCHEN SHELF WALLS 8FT SLIDING ACCESS GATE, SIMILAR TO DETAILS 20 & 25/A270. PROVIDE COMMERCIAL GRADE 11 OFRFRAMNGNTOEABOVE LIGHTS CON M OPENINGSIZES,SIZES, HIGH LID UTILITIES. FT CAPABILITIES AND DETERMINE ISHALL VISIT SITE FRTO THEREaIS ANY 15 AREAFOR S BOOTH TOP D SEATAT RESTROOM S. PROVIDE MR. GB URINALS, TO EACH SIDE OFCWETUAREAS,TYP ALL �� 18 PROVIDE CARUBBER NE BOLT AND S AT BOTTOM ECESS SLEEVE ID STEEL NN SLAB FORS ON CK MOUNTED AT TOP OF OPEN AND CLOSED POSITIONS INTERFERENCE WITH THEIR DOOR SYSTEM NTH IN FIELD CONDITIONS PROVIDE Y2 GYPSUM BOARD OR )f PLYWOOD SHEATHING WHERE NOTED ON PLAN AS � RUN AV/IT AND ELECT. OVER HEAD DOWN FALSE COLUMN THEN RUN BELOW SLAB IN FLOOR CUSTOM RECEIVING MAN DOOR PER ELEVATIONS, W/ SELF CLOSING HINGES AND ADA COMPLAINT 6 43G (GB) OR 19 TRENCH IN (2) 4'� CONDUIT FOR AV CABINET, SEE 03/A720 COORD. CONDUIT SICE AND LAYOUT OEMERGENCY PANIC BAR AND LOCKSET WITH AV CONSULTANT PRIOR TO CONSTRUCTION. PROVICE (1) 4'� FOR HOSTESS STATION. BAR DIE WALL SHOWN DASHED, SEE INTERIOR ELEVATIONS AND TWIN PEAKS PROTOTYPE DETAILS 16P 43P(PLYWOOD) O PROVIDE ECO-1 STUCCO FINISH OVER )f PLYWOOD SHEATHING W/ #15 BLDG PAPER AND 20 PROVIDE 4° CONC�`�P��� PAD FOR WATER HEATERS, COORD. W/ PLUMBING DWGS PROVIDE DUROCK BY USG OR APPROVED EQUAL, FROM FF TO 24°AFF WITH PLYWOOD OR GYPSUM BD <@>LATH PER MANUF, SEE INT. ELEV 21 PROVIDE LADDER TO ROOF AND RAISED ROOF CURB WITH PRE-MNUF INSULATED HINGED 14 AS SPECIFIED ABOVE, COVER WITH FRP FINISH IN KITCHEN OR SS WALL PANELS WHERE SPECIFIED. HATCH PER MNUF. REQUIREMENTS O O PROVIDE MR. GB 24 TO EACH SIDE OF WET AREAS 17 PROVIDE WHITE FRP ON WALLS IN KITCHEN AND BLACK FRP AT BAR AND SERVICE AREAS BEHIND EQUIPMENT AND WORK TABLES. O PROVIDE CONCRETE 5Anf,� OWNER SUPPLIED ELK STATUE PER STRUCTURAL DWGS. ANF1 VERIFY LOCATION 6 TIN FIELD PRIOR TO INSTALLATION / N, 20/A440 RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER IL FLOOR PLAN PLAN NORTH 01 SCALE: 1 /4"= 1 '-0" FLOOR PLAN GENERAL NOTES 1. REFERENCE SHEET A001 FOR MASTER MATERIAL LEGEND. 5. GENERAL CONTRACTOR TO PROVIDE FIRE BLOCKING AT INTERCONNECTIONS 2. REFERENCE SHEET A310 FOR NOTES, LEGENDS AND SCHEDULES. BETWEEN CONCEALED STUD WALL OR PARTITION SPACES AND BETWEEN 3. REFERENCE SHEET A330 FOR WALL FRAMING TYPES AND WALL FINISHES. CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS DROPPED 4. REFERENCE SHEET A400 SERIES INTERIOR ELEVATIONS FOR WALL FINISH CEILINGS. INFORMATION. 6. GENERAL CONTRACTOR TO USE PRESSURE TREATED WOOD AT ALL 5. ENTRY DOORS TO BE FULLY ACCESSIBLE. REQUIRED CLEAR AREA AT DOORS LOCATIONS WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY. TO BE LEVEL OR 27. MAXIMUM SLOPE IN ANY DIRECTION. DOOR PULLS TO 8. GENERAL CONTRACTOR TO PROVIDE ADDITIONAL IN -WALL BLOCKING IN WALL BE LOCATED AT A MAXIMUM OF 48° ABOVE FINISH FLOOR. AS NEEDED FOR ALL EQUIPMENT SHOWN THROUGHOUT PLANS REFERENCE 4. ALL INTERIOR WALLS AT THE PERIMETER OF THE KITCHEN ARE TO BE 330. ALL WOOD BLOCKING TO BE ARE RETARDANT TREATED BLOCKING AS SEALED AT THE ROOF/STRUCTURE ABOVE. G.C. TO ADD SOUND BATT INS. INDICATED ON KITCHEN PLANS BUILDING SIGNAGE PHONE BOARD AT ALL KITCHEN WALLS AS INDICATED ON PLAN AND WALL TYPES. D9SIGNPARAMQT9RS. LLC 6373 SILVgR STRI-AM LN 1=RISCO, TX 75034 pp: 214.784.5014 FX: 303.223.gI04 DQSIGN PARAMQT9RS.COM U) 9 he d Go 44 W T m Lu W O N ~ CD T START DATE • 01A=5 PROJECT NO • Twpm DRAWN BY • JIM CHECKED BY - im ISSUED/REVISED • • DATE 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1- - copmaK702 0t-tots A A.2 CU N Lo ,I 03/A620 U E 17,_9/2„ n n III I I I I I III 1----�1----1 I-- —L L 1I 1—— — I --_—--------- -- �--- ��----- � II II II II —I I— — — � i II /i i I I i i it —�• — '�---•--•- — — � II II 'I FL-01 -}- — IhI ----- -- AA I \ I I I I! 1 \ III I II \ I I I I FL-01 \ II II II \ I I I — — — — \— \ II II II II — \ II II II II �\----11-----1-1— -- L II II II — — — — I. b 4 4 G I I\I I I I I I .I I.. q• .. �. Q aQ a G G b. II .GI I G a� •a _ Q Id �' .. aQ aG G. a 105 INS 4 a QO t • a 4. a . q G. a .. . a I a COVERED ao a 'G PATI O G' G o o � F — — 4.4 b FL-04 a 19'-8" 19'-8" u Q .. v . . G 13'-43/8" 4 4 .a 4. .44 C' _O 4 G ;p q a p q_ a a q IVCI L Q Q b' G. 4 G G . G q. O d. O a OG Q 4 ° Q a ° q FL-04 I G a q • C � Cq . G� Q. G' G �`�.i. a c y a a Sj a Ca C Q 4 a G a G d G a G Q G �10� a 4 G G a C b G. a Q G COV RED Q. ° G G Q �' q. Q 4 e a d .a Q G Q G a °' b PATIO a: G �' a a. G a a C b a ° 4 a C OC 4 b° G 4 Od d G G 4 ° Q a Q G I4. 4. �' G <� b I a. 4 c I C 4 C Q Q q 4 FLOOR PLAN GENERAL NOTES 1. REFERENCE SHEET A001 FOR MASTER MATERIAL LEGEND. 5. GENERAL CONTRACTOR TO PROVIDE FIRE BLOCKING AT INTERCONNECTIONS 2. REFERENCE SHEET A310 FOR NOTES, LEGENDS AND SCHEDULES. BETWEEN CONCEALED STUD WALL OR PARTITION SPACES AND BETWEEN 3. REFERENCE SHEET A330 FOR WALL FRAMING TYPES AND WALL FINISHES. CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS DROPPED 4. REFERENCE SHEET A400 SERIES INTERIOR ELEVATIONS FOR WALL FINISH CEILINGS. INFORMATION. 6. GENERAL CONTRACTOR TO USE PRESSURE TREATED WOOD AT ALL 5. ENTRY DOORS TO BE FULLY ACCESSIBLE REQUIRED CLEAR AREA AT DOORS LOCATIONS WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY. TO BE LEVEL OR 2% MAXIMUM SLOPE IN ANY DIRECTION. DOOR PULLS TO 8. GENERAL CONTRACTOR TO PROVIDE ADDITIONAL IN -WALL BLOCKING IN WALL BE LOCATED AT A MAXIMUM OF 48' ABOVE FINISH FLOOR. AS NEEDED FOR ALL EQUIPMENT SHOWN THROUGHOUT PLANS REFERENCE 4. ALL INTERIOR WALLS AT THE PERIMETER OF THE KITCHEN ARE TO BE 330. ALL WOOD BLOCKING TO BE ARE RETARDANT TREATED BLOCKING AS SEALED AT THE ROOF/STRUCTURE ABOVE. G.C. TO ADD SOUND BATT INS. INDICATED ON KITCHEN PLANS BUILDING SIGNAGE PHONE BOARD AT ALL KITCHEN WALLS AS INDICATED ON PLAN AND WALL TYPES. 11 FLOOR FINISH KEY NOTES 'Q7'-15/,/r q/—A3/„ A MI II ` v 1i1"w_LilmiI�III Ot INSTALL FL-2 FLOOR AND COVED BASE INSIDE FREEZER THIS LOCATION O NOT USED. O6' MEMBRANE COVE BASE - TYPICAL AT FL-2 AND FL-3 O 6' HIGH BOOTH PLATFORM. OTAPERED TRANSITION STRIP - JOHNSONITE OR EQUAL O8 POURED CONCRETE CURB FOOT REST. O1 1/2' X 1 1/2' STEEL ANGLE NOSING, PAINT BLACK - TYPICAL AT ALL 6' HIGH BOOTH PLATFORMS. O NO FOOT REST AT ACCESSIBLE BAR SEATING OR BAR SERVICE CABINET. (2x CONST.) OPOWER CLEAN EXISTING CONCRETE FLOORING IN MECHANICAL ROOM. APPLY CLEAR SEALER PER 10 SLOPE SLAB AND FLOORING TYP. AT ALL FLOOR DRAINS - REFER TO STRUCTURAL MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE A PROFESSIONAL / WORKMANLIKE APPEARANCE. FOR SLAB DETAIL COORDINATE DRAIN LOCATIONS WITH PLUMBING PLANS. RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER FLOOR FINISH PLAN N SCALE: 1 /4"=1 '-0" PLAN NORTH DC—SIGNPARAM9T9RS, LLC 6373 SILVI-R STRQAM LN �:RISCO. TX 75034 PP: 214.784.5014 FX: 303.223.QI04 DQSIGNPARAMC—TQRS.COM • START DATE • 08II54D15 PROJECT NO • TWm DRAWN BY CHEO(ED BY - ISSUEDIREVISED • • DATE PEST 11.18.IIM5 OWNER 11SIBi�AGi� �` A 0laws SiJy 20a0 Q4 O o -CN - 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON FLOOR FINISH PLAN I�IlIe3j prf s i! ,lsi i333 } Sit ii �bb 00IFYIWIHT -=016 a COVERED ao a 'G PATI O G' G o o � F — — 4.4 b FL-04 a 19'-8" 19'-8" u Q .. v . . G 13'-43/8" 4 4 .a 4. .44 C' _O 4 G ;p q a p q_ a a q IVCI L Q Q b' G. 4 G G . G q. O d. O a OG Q 4 ° Q a ° q FL-04 I G a q • C � Cq . G� Q. G' G �`�.i. a c y a a Sj a Ca C Q 4 a G a G d G a G Q G �10� a 4 G G a C b G. a Q G COV RED Q. ° G G Q �' q. Q 4 e a d .a Q G Q G a °' b PATIO a: G �' a a. G a a C b a ° 4 a C OC 4 b° G 4 Od d G G 4 ° Q a Q G I4. 4. �' G <� b I a. 4 c I C 4 C Q Q q 4 FLOOR PLAN GENERAL NOTES 1. REFERENCE SHEET A001 FOR MASTER MATERIAL LEGEND. 5. GENERAL CONTRACTOR TO PROVIDE FIRE BLOCKING AT INTERCONNECTIONS 2. REFERENCE SHEET A310 FOR NOTES, LEGENDS AND SCHEDULES. BETWEEN CONCEALED STUD WALL OR PARTITION SPACES AND BETWEEN 3. REFERENCE SHEET A330 FOR WALL FRAMING TYPES AND WALL FINISHES. CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS DROPPED 4. REFERENCE SHEET A400 SERIES INTERIOR ELEVATIONS FOR WALL FINISH CEILINGS. INFORMATION. 6. GENERAL CONTRACTOR TO USE PRESSURE TREATED WOOD AT ALL 5. ENTRY DOORS TO BE FULLY ACCESSIBLE REQUIRED CLEAR AREA AT DOORS LOCATIONS WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY. TO BE LEVEL OR 2% MAXIMUM SLOPE IN ANY DIRECTION. DOOR PULLS TO 8. GENERAL CONTRACTOR TO PROVIDE ADDITIONAL IN -WALL BLOCKING IN WALL BE LOCATED AT A MAXIMUM OF 48' ABOVE FINISH FLOOR. AS NEEDED FOR ALL EQUIPMENT SHOWN THROUGHOUT PLANS REFERENCE 4. ALL INTERIOR WALLS AT THE PERIMETER OF THE KITCHEN ARE TO BE 330. ALL WOOD BLOCKING TO BE ARE RETARDANT TREATED BLOCKING AS SEALED AT THE ROOF/STRUCTURE ABOVE. G.C. TO ADD SOUND BATT INS. INDICATED ON KITCHEN PLANS BUILDING SIGNAGE PHONE BOARD AT ALL KITCHEN WALLS AS INDICATED ON PLAN AND WALL TYPES. 11 FLOOR FINISH KEY NOTES 'Q7'-15/,/r q/—A3/„ A MI II ` v 1i1"w_LilmiI�III Ot INSTALL FL-2 FLOOR AND COVED BASE INSIDE FREEZER THIS LOCATION O NOT USED. O6' MEMBRANE COVE BASE - TYPICAL AT FL-2 AND FL-3 O 6' HIGH BOOTH PLATFORM. OTAPERED TRANSITION STRIP - JOHNSONITE OR EQUAL O8 POURED CONCRETE CURB FOOT REST. O1 1/2' X 1 1/2' STEEL ANGLE NOSING, PAINT BLACK - TYPICAL AT ALL 6' HIGH BOOTH PLATFORMS. O NO FOOT REST AT ACCESSIBLE BAR SEATING OR BAR SERVICE CABINET. (2x CONST.) OPOWER CLEAN EXISTING CONCRETE FLOORING IN MECHANICAL ROOM. APPLY CLEAR SEALER PER 10 SLOPE SLAB AND FLOORING TYP. AT ALL FLOOR DRAINS - REFER TO STRUCTURAL MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE A PROFESSIONAL / WORKMANLIKE APPEARANCE. FOR SLAB DETAIL COORDINATE DRAIN LOCATIONS WITH PLUMBING PLANS. RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER FLOOR FINISH PLAN N SCALE: 1 /4"=1 '-0" PLAN NORTH DC—SIGNPARAM9T9RS, LLC 6373 SILVI-R STRQAM LN �:RISCO. TX 75034 PP: 214.784.5014 FX: 303.223.QI04 DQSIGNPARAMC—TQRS.COM • START DATE • 08II54D15 PROJECT NO • TWm DRAWN BY CHEO(ED BY - ISSUEDIREVISED • • DATE PEST 11.18.IIM5 OWNER 11SIBi�AGi� �` A 0laws SiJy 20a0 Q4 O o -CN - 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON FLOOR FINISH PLAN I�IlIe3j prf s i! ,lsi i333 } Sit ii �bb 00IFYIWIHT -=016 FLOOR PLAN GENERAL NOTES 1. REFERENCE SHEET A001 FOR MASTER MATERIAL LEGEND. 5. GENERAL CONTRACTOR TO PROVIDE FIRE BLOCKING AT INTERCONNECTIONS 2. REFERENCE SHEET A310 FOR NOTES, LEGENDS AND SCHEDULES. BETWEEN CONCEALED STUD WALL OR PARTITION SPACES AND BETWEEN 3. REFERENCE SHEET A330 FOR WALL FRAMING TYPES AND WALL FINISHES. CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS DROPPED 4. REFERENCE SHEET A400 SERIES INTERIOR ELEVATIONS FOR WALL FINISH CEILINGS. INFORMATION. 6. GENERAL CONTRACTOR TO USE PRESSURE TREATED WOOD AT ALL 5. ENTRY DOORS TO BE FULLY ACCESSIBLE REQUIRED CLEAR AREA AT DOORS LOCATIONS WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY. TO BE LEVEL OR 2% MAXIMUM SLOPE IN ANY DIRECTION. DOOR PULLS TO 8. GENERAL CONTRACTOR TO PROVIDE ADDITIONAL IN -WALL BLOCKING IN WALL BE LOCATED AT A MAXIMUM OF 48' ABOVE FINISH FLOOR. AS NEEDED FOR ALL EQUIPMENT SHOWN THROUGHOUT PLANS REFERENCE 4. ALL INTERIOR WALLS AT THE PERIMETER OF THE KITCHEN ARE TO BE 330. ALL WOOD BLOCKING TO BE ARE RETARDANT TREATED BLOCKING AS SEALED AT THE ROOF/STRUCTURE ABOVE. G.C. TO ADD SOUND BATT INS. INDICATED ON KITCHEN PLANS BUILDING SIGNAGE PHONE BOARD AT ALL KITCHEN WALLS AS INDICATED ON PLAN AND WALL TYPES. 11 FLOOR FINISH KEY NOTES 'Q7'-15/,/r q/—A3/„ A MI II ` v 1i1"w_LilmiI�III Ot INSTALL FL-2 FLOOR AND COVED BASE INSIDE FREEZER THIS LOCATION O NOT USED. O6' MEMBRANE COVE BASE - TYPICAL AT FL-2 AND FL-3 O 6' HIGH BOOTH PLATFORM. OTAPERED TRANSITION STRIP - JOHNSONITE OR EQUAL O8 POURED CONCRETE CURB FOOT REST. O1 1/2' X 1 1/2' STEEL ANGLE NOSING, PAINT BLACK - TYPICAL AT ALL 6' HIGH BOOTH PLATFORMS. O NO FOOT REST AT ACCESSIBLE BAR SEATING OR BAR SERVICE CABINET. (2x CONST.) OPOWER CLEAN EXISTING CONCRETE FLOORING IN MECHANICAL ROOM. APPLY CLEAR SEALER PER 10 SLOPE SLAB AND FLOORING TYP. AT ALL FLOOR DRAINS - REFER TO STRUCTURAL MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE A PROFESSIONAL / WORKMANLIKE APPEARANCE. FOR SLAB DETAIL COORDINATE DRAIN LOCATIONS WITH PLUMBING PLANS. RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER FLOOR FINISH PLAN N SCALE: 1 /4"=1 '-0" PLAN NORTH DC—SIGNPARAM9T9RS, LLC 6373 SILVI-R STRQAM LN �:RISCO. TX 75034 PP: 214.784.5014 FX: 303.223.QI04 DQSIGNPARAMC—TQRS.COM • START DATE • 08II54D15 PROJECT NO • TWm DRAWN BY CHEO(ED BY - ISSUEDIREVISED • • DATE PEST 11.18.IIM5 OWNER 11SIBi�AGi� �` A 0laws SiJy 20a0 Q4 O o -CN - 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON FLOOR FINISH PLAN I�IlIe3j prf s i! ,lsi i333 } Sit ii �bb 00IFYIWIHT -=016 11 FLOOR FINISH KEY NOTES 'Q7'-15/,/r q/—A3/„ A MI II ` v 1i1"w_LilmiI�III Ot INSTALL FL-2 FLOOR AND COVED BASE INSIDE FREEZER THIS LOCATION O NOT USED. O6' MEMBRANE COVE BASE - TYPICAL AT FL-2 AND FL-3 O 6' HIGH BOOTH PLATFORM. OTAPERED TRANSITION STRIP - JOHNSONITE OR EQUAL O8 POURED CONCRETE CURB FOOT REST. O1 1/2' X 1 1/2' STEEL ANGLE NOSING, PAINT BLACK - TYPICAL AT ALL 6' HIGH BOOTH PLATFORMS. O NO FOOT REST AT ACCESSIBLE BAR SEATING OR BAR SERVICE CABINET. (2x CONST.) OPOWER CLEAN EXISTING CONCRETE FLOORING IN MECHANICAL ROOM. APPLY CLEAR SEALER PER 10 SLOPE SLAB AND FLOORING TYP. AT ALL FLOOR DRAINS - REFER TO STRUCTURAL MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE A PROFESSIONAL / WORKMANLIKE APPEARANCE. FOR SLAB DETAIL COORDINATE DRAIN LOCATIONS WITH PLUMBING PLANS. RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER FLOOR FINISH PLAN N SCALE: 1 /4"=1 '-0" PLAN NORTH DC—SIGNPARAM9T9RS, LLC 6373 SILVI-R STRQAM LN �:RISCO. TX 75034 PP: 214.784.5014 FX: 303.223.QI04 DQSIGNPARAMC—TQRS.COM • START DATE • 08II54D15 PROJECT NO • TWm DRAWN BY CHEO(ED BY - ISSUEDIREVISED • • DATE PEST 11.18.IIM5 OWNER 11SIBi�AGi� �` A 0laws SiJy 20a0 Q4 O o -CN - 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON FLOOR FINISH PLAN I�IlIe3j prf s i! ,lsi i333 } Sit ii �bb 00IFYIWIHT -=016 Ot INSTALL FL-2 FLOOR AND COVED BASE INSIDE FREEZER THIS LOCATION O NOT USED. O6' MEMBRANE COVE BASE - TYPICAL AT FL-2 AND FL-3 O 6' HIGH BOOTH PLATFORM. OTAPERED TRANSITION STRIP - JOHNSONITE OR EQUAL O8 POURED CONCRETE CURB FOOT REST. O1 1/2' X 1 1/2' STEEL ANGLE NOSING, PAINT BLACK - TYPICAL AT ALL 6' HIGH BOOTH PLATFORMS. O NO FOOT REST AT ACCESSIBLE BAR SEATING OR BAR SERVICE CABINET. (2x CONST.) OPOWER CLEAN EXISTING CONCRETE FLOORING IN MECHANICAL ROOM. APPLY CLEAR SEALER PER 10 SLOPE SLAB AND FLOORING TYP. AT ALL FLOOR DRAINS - REFER TO STRUCTURAL MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE A PROFESSIONAL / WORKMANLIKE APPEARANCE. FOR SLAB DETAIL COORDINATE DRAIN LOCATIONS WITH PLUMBING PLANS. RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER FLOOR FINISH PLAN N SCALE: 1 /4"=1 '-0" PLAN NORTH DC—SIGNPARAM9T9RS, LLC 6373 SILVI-R STRQAM LN �:RISCO. TX 75034 PP: 214.784.5014 FX: 303.223.QI04 DQSIGNPARAMC—TQRS.COM • START DATE • 08II54D15 PROJECT NO • TWm DRAWN BY CHEO(ED BY - ISSUEDIREVISED • • DATE PEST 11.18.IIM5 OWNER 11SIBi�AGi� �` A 0laws SiJy 20a0 Q4 O o -CN - 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON FLOOR FINISH PLAN I�IlIe3j prf s i! ,lsi i333 } Sit ii �bb 00IFYIWIHT -=016 START DATE • 08II54D15 PROJECT NO • TWm DRAWN BY CHEO(ED BY - ISSUEDIREVISED • • DATE PEST 11.18.IIM5 OWNER 11SIBi�AGi� �` A 0laws SiJy 20a0 Q4 O o -CN - 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON FLOOR FINISH PLAN I�IlIe3j prf s i! ,lsi i333 } Sit ii �bb 00IFYIWIHT -=016 1 1.6 1.8 1.9 2 3 3.1 3.5 3.8 4 5 6 ` 1 0 17 9/ 13 4/ 37 1/ 8 4�/4//` 7,_10„ r 1/ rr r_ 12rr I 19r_8„ 19r_8a r_ 38rr r_ 58a r_ .04 2 _ 1c)] 71 1 rr , SG-07 SG-03 SG-0 4 I I SG-04 1 I SG-04 I I (SG.04 I ( SG-0 4 I I SG-04 I SG-04 I I SG-03 SG-07 1 I CG-04 CG-05 ' CG-05 i CG-05 i 1 CG-05 i CG-05 i I CG-05 i CG-05 I I CG-05 _ \ I // DQSIGNPARAMC-TQRS. LLC 1 / TB-05 TB-08 1 1 T&08 TB-08 TB-08 TB-08 TB-08 T&08 TB-08 / / 1 / \ I I I I I I / \ I 6373 SILVER STREAM LN �, I I p O 1 CG-04 �RISCO. TX 75034 P4 214-784.5014 I I I I IN,1 Co2 o 0 0 o I D�SI N.PARAM�9�RS.COM 104 BOOTH SET FLUSH SG-02 SG-02 SG-02 SG 02 SG 02 SG 02 SG 021 SG-03 TO FINISH FLOOR. / / zaae 2446 za.E 2448 \ NOT RAISED ON CG-08 \\ CG-08 \\ CG-08 \\ CG-08 \\ CG-08 \ CG-08 \ CG-o8 \ , s it I ` " L x la L X 74 L x 74 L X 74 0 — — — — — PLATFORM CG-05 TB-01 TB-01 TB-01 TB-01 TB-01 TB-01 TB-01 ' — — — — — ° [, �' � ` � ' i a a a a Gm %)1V RECEIVING �I 02 I 102 AREA SG-01 I N G SG-01 SG-01 SG-01 SG-01 „ I 171 n n Pr - SG-03 SG-04 (TYP) (TYP) (TYP) (TYP) (TYP 1 i CHE I III I I I I I III I CG-o5 I c- _ I I I ! X- 1 1 L _ — _ J.1 _ _ _ _ L ,\ CG-13 I I CG-13 CG-13 I CG-13 CG-13 d I A 1 - --C-1- - - - - TB-08 TB- - �— TB-03 T&03 TB-03 TB-03 TB-03 �� — — — — i i i i i i i i i i 1 I � / III I I I I I III I AA-oo 1 I 1 I� i' ! 1 � I'11061 ! I � {1 3 ii 1 Ej _KITCHEN � g — I L — — — — — tnP) -- I 1 f-----�-- i I _ 00 i 00 L I — B.1 III I I I SG-08 I I I I I — �- — — -I - - ( I , iEll ; 1 \ \ \ \ — _ _ , sG-o3 1 i 1 BEER ' i I I I I I I I +r —_ -- ----- CO LER I I• u' 1 _ - p CG-05 a�• I i i ( I ( 1EEL- 1 10 , ! ---- --_-- III I I I I 1- ;. �OCR ENT � i 4 _ T:" 11 [ 103 (ice--- ' In _ _ _ _ V STIB I „ ------ ---++— 101 AA-08 AA11 f MBAR f 1 i \ I— -F f , I I I ENTRY / " ` I I � \ � \\ WAITING "��. � j — — ----- \ III I I I I 11 I I I I is ® e 1 p CG-o5 } 1 I I 1 I I \ I I I I I I I a a TB-o8 I , -- ` . 1 I I 1i1 ' I — _ —— — _ — — -- — — _= — — —= _ _ — - J I � B.9 I I I I I sG-08 00 { I I I I I I I 1 , � � � l �;� ' 1 1 �; I I I I I I I I I ! 1 I l I: I. 1 I -� <rj Go \ 1 I I I I I I I I I I a I I Q I I I Go — _ _ _ I `� W D\ I — - I I i d- �\ I I I I I i I ` __ I-1 I I I I 1 I I 1 ULI 1 ( 1— 1 1 1 1 1 1 l SG-12 CG-10 1 1 CG-13 CG-13 1 CG-13 CG-13 CG-13 KITCHEN - ' 1 = DE--� -------- L:1 F r' ___ \ ` TB-04 I TB-06 TB-06LA E TB-06 TB-06 ETB-06 I c I -- CG-14 --- --- " > 0 C? ® SG-01 SG-01 SG-01 SG-01 I Cl) 1 TB-03 \ / � i (TYP) (TYP) (TYP) 104 (TYP) (TYP) chcd i ! � �� I I � -l- N -- --- - SG 1 / DINING \ IZ " I I `? L LI 11 I 1 \ I GREEN 11 I r SG-01 SG-01 SG-01 SG-01 SG-01- 1 I ( ROOM X 1:) ! I SG-12 CG-10 P \ r j — — / I, I I I 1 12 x, \Co ` TYP , ) \\1 ,'i ) \\ /) \ ,'(�) •\ , (TY T\\ TYP) \ t / y ;-[ { -_ COOLER/ ( ) / TB-04 - - CG- _ _ CG-08 CG-08 CG-08 CG-08 CG-08 CG-08 p I I a13 1 FREEZER —_ — - li w TB-03 /') TB-03 /' TB-03 ' TB-03 /' TB-03 /' TB-03 \ ' TB-03 / i / \ 1 r FFICE Zl I J I 1 I I---- -- ---� �--- ---- --+ --- -- --- --- --- ---� NOTE: cc x�( LF)i FINAL TWO TABLES NOT I 105 I I 1 TO BE CORED. NEED l -- — — I `,h` ELECTRICAL 1 -- --- --- --- SG- 1 SG-01 SG-01 SG-01 I TO BE MOVEABLE Ili 1, _ COVERED SG-12 CG-10 I 1 I 1 SG-01 SG-01 SG-01 I ( _ _ _ — CG-14 PATIO FyP TB-04 1 I CG-08 \\ CG-08 \\ CG-08 CG-08 \ I \\ \\ \ _ _._ I L — TB-03 i CG-08 CG-08 CG-o8 I - --- --- --- 0 111I o 011 0 Q 0I I a i \ TB-03 / , TB-03 , TB-03 1 TB-03 ( SG-12 ` / I— — — -1 I 1 sG-12 ----- ----- ----- ----- ----- ----- ----- ----- RESTROOM I (TYP) sG-12 CG-10. . .... .. . ..... VESTIBULE i `- 1 1 I 1 TB-o4 1 I i i L-1 Ei i i L-1 i li Ei i Ei i I i I — I �� I I I I I Qt I I A I I 4 I I Q l \ 1 I �1 \ \ � I I � I I Q I I Eq I I � In 1 Eil I 1 1 I I I I I DE Cd I I 105 `�WOMEN'$' COVERED ` ,RESTR001v1 `--- i i i i Ei i i i L i i i i i ir I r:j -i rA r7i _r —1 ATIO I r r:A /> 1\/ 1 I I I I 1 I I I I I 1 I I I -- \/ L:1 E I I I I I II r:] r---- -- I START DATE • oLaaQt6 \ , — ca a 1 1 ® I 1 0 I 1 Q I 1 17 UTILITY /\ (j` \ _ _ I .• I I 1 I I I I I I 1 IL I I I I I I 1 I ROOM i/ \ PROJECT NO • T11M MEWS —- — — — — — — — — — — — — — — — — — — — — — — — — — RESTROOM �/ \� DRAWN BY � — — — — — —------------- 8---------------- --- CHEUEDBY• a® I —El I -----------------------I ----------------------- T l 1 �IIED/REVISED • • DATE —.�_ OVYt�Y81BI D0 CO{INtg<a'' 0120 2018HAD 1) a m 8774 Separate Mechanical Permit shallSTERED RECEIVED ARCHITECT I EPAll rARATE Sck TORAGE to es RA over PERMIT high shallME be be required for: Coolers, freezers, I installed under the provisions of a separate storage rack CITY OF TUKWILA Walk-in coolers and freezers, i.e. building permit. All rack storage fixtures greater than F_ FLOOR PLAN GENERAL NOTES ; assembled and hardwired. I designed high shall have the method of anchorage bracing FEB OI 2016 d by a professional engineer. Periodic special p JEFFREY K BAKER 1. REFERENCE SHEET A001 FOR MASTER MATERIAL LEGEND. 5. GENERAL CONTRACTOR TO PROVIDE FIRE BLOCKING AT INTERCONNECTIONS *Self-contained plugin coolers I inspection is required in all cases during the anchorage PERMIT CENTER STATE OF WASHINGTON 2. REFERENCE SHEET A310 FOR NOTES, LEGENDS AND SCHEDULES. BETWEEN CONCEALED STUD WALL OR PARTITION SPACES AND BETWEEN of racks over 8-feet in height. Special inspection 3. REFERENCE SHEET A330 FOR WALL FRAMING TYPES AND WALL FINISHES. CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS DROPPED or freezers (appliance type) shall p _ 4. REFERENCE SHEET A400 SERIES INTERIOR ELEVATIONS FOR WALL FINISH CEILINGS. I requirements shall be specified on the rack permit plan. 1- `: INFORMATION. 6. GENERAL CONTRACTOR TO USE PRESSURE TREATED WOOD AT ALL not require a mechanical permit. 5. ENTRY DOORS TO BE FULLY ACCESSIBLE. REQUIRED CLEAR AREA AT DOORS LOCATIONS WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY. TO BE LEVEL OR 2% MAXIMUM SLOPE IN ANY DIRECTION. DOOR PULLS TO 8. GENERAL CONTRACTOR TO PROVIDE ADDITIONAL IN -WALL BLOCKING IN WALL - FURNITURE PLAN BE LOCATED AT A MAXIMUM OF 48' ABOVE FINISH FLOOR. AS NEEDED FOR ALL EQUIPMENT SHOWN THROUGHOUT PLANS REFERENCE A 4. ALL INTERIOR WALLS AT THE PERIMETER OF THE KITCHEN ARE TO BE 330. ALL WOOD BLOCKING TO BE FIRE RETARDANT TREATED BLOCKING AS U R f I T U R E PLAN N SEALED AT THE ROOF/STRUCTURE ABOVE G.C. TO ADD SOUND BATT INS. INDICATED ON KITCHEN PLANS BUILDING SIGNAGE PHONE BOARD AT ALL KITCHEN WALLS AS INDICATED ON PLAN AND WALL TYPES. 01 SCALE: 1/4"=1'-0" 2% PLAN NORTH cornuoxtte mIa LF v� 12'-3" 6'-4" 4'-5" 6'-4" 6'-4" 6'-4" 6'-4" 6'-4" 6'-4" 6'-4" 4'-5" �. ::. }.:::.'. 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' �t' !.�..•'. .:• (}.fr:• .a..::.('►','!I II: fl•,......:.,IP: }('i;t ' i:..�.;.`II•.: :: CI.:I.I''..•':t'.1''':-.':I1 ' ;: l(.1�: •: •(1.1'. •.•:.'r:: '::. il: ` :. 7;:` ::.�? : \� 1 �: ��• ::..\t:.. i . •.... , y! r . I. jI :'•' ,bl 11:. ,.• I . I ,. `', tF II•.. ,- `` i.. it : !.1 1 'I •��'• ..r.. t: .�j ,k ..' !:}:..- ! J:":I}:.}) r- J:�I ...I1.•�I •I- J •'. �t 'PT lt' tl.; .:� I: .S J •...}r. �•4,' i I t ®. o apt 1f' 1-j Lin c 1 o i .=� �, Aa n 3<1 --_-,---'=' LF-0 \ / LF-02 C. LF-02(1 " ,\N 50" 50 ]f / \ \ / / \ / \ / ♦ r \ / \ -- t 3 3 [ {j III L x 74 L x 74L �• 7- L x 4, j -� •� _ [jjjj$ 6' / \ / \ /1. \�/[ r \ \ / \ / \ / O ' T••- I i t H » y 4 -•" T, ! -D2 - -D2 -D2 -D LI -02 02 -02 f ' - . T� 22. < -o-1' :.. ..' •.'.h ` i : [F�'O- t -o2TLF-02 F-; . .. L— F-t3\ �I _ f-13 ' RECEIVING LF-13 AREA -05 -05DINING LF-o17 t0�0202 ILi02 -L 2 p I LF-0 I u--- ' y' u-- -�1 6----- - i -- �Q —I - - - f ' ! 1 li 11 - II � - - II 11 - f - -h � - }I o o I) I1 0 ,} } }i o I 1 1•=4:. I OPEN I I f 1 I I I ( I t ( I 11 'I ' r (1 i} t II II i It II ;f — I, Ij — _i 1 .. s i WD-V2------�'- - `�- :LF�X.l R� D: :�- I I-02 :I i' a I 1 BA 1 s= � � I j -X1 N I � COVERED Nf)0 �/ ` 1 ,\ } } PATIO I Il !I it 1 .O N LF-04 0 1 TV I i L 6 / O I! 77 1 I _ 1._ I I ! a!} 0 LF 19 eevr; I I I' I t I _ I LF-04 °° 1104< I I ,I I F_ RCP KEY NOTES Ot MONO POINT, RE 6/A720 O5/8" UNISTRUT LIGHT FIXTURE MOUNT, LENGTH AS SHOWN, PAINT BLACK - TYP. OLIGHTING BELOW COUNTERTOP/ CABINETRY SHOWN DASHED. ENTIRE PERIMETER OF BAR. 4O NOT USED O5 MONO POINT LIGHTS IN SOFFIT AREA, DO NOT USE EXTENSION RODS. OTELEVISION MONITOR BY OWNER. OTELEVISION POLE MOUNTED TO STRUCTURE ABOVE BY VENDOR, GENERAL CONTRACTOR TO PROVIDE POWER FOR N. 8 COORDINATE EXACT LOCATION OF LIGHTS WITH TELEVISION PROJECTOR UNIT. COORDINATE WITH AUDIO VISUAL CONTRACTOR. _— ■ r — r � r ■ a LF-02 ❑a i LF-02 °Q co LF-02 o< co / \ Fn� if 141 LF-11 I 111 BEER COI-0 !I LF— jf i Lj n i ,I ! \\ / \ ,,/ \ / \ /�/ . / \\ \\\ / \ ,/ ♦\\ / \ \ ,/ \♦\ /� —13 I LF 13 LF-13} _ COOLER/ �G \ \ /i \\ /i \ /i \\ /i \\ . /i \\ 'PT-9 /i \\ \ / i k' �' '� �' �' �" �" �' "� 1 /\ 113! FREEZER TIT 6D" ,♦ ,,'� \\ \\ /,'� \\ ,,� ,\ \\ ,, \ I FFI C � I LF-02 or 0 I V-I In s ! � — I � I } i- EL CTORI AL } I } I I i I l 6 i C �; i I -� --L_ - _' ROOM p 1 ( 6 \�,�, ' ,\�/ N " �Cl ;8 I - - ....4 -6 4. =0 :.. 4 _0 •.: :..4 -TI" : ' ' : '' 4 -0 . t: : • : 3 :: / IF :..AFE._' 2Xz k LFD2 .:. '.. , .3 .. _D2 ESROOv_ VESTI -LE' GB T'T o •• 1 i f . I, i-t -! I I ! () .i.. j} ° it TV t 11 I -X3 f I` 1 M I X3 I ! i I .1 I I f I . I t ! I I tl 13 1 f ! _� I — tt �J 1' r-t- �a ! rr I ti , II -1, _•6-..•..:; •.:' _ ot •F ' �,:.4;�.._2 -IF 1-14 4 - 4 14o 0•1O • .. I I E II I •.N �tF'oi I 1 ; • 4I;<: I f I �. � ..'- :pchLF-01• oi. D1 I 1 t: I • 1 !, I s k I } .0 .'AFF� . I' I 1 t ! i 1 It T-4.. I (fit k3 11 ! I F[ ISi I ( �! I I . •.LF .D� .. •. ��D� _ ry 1 l' OPEN tf .. . ri 1 f �60 • i T I I •~'RE�Tf�oo�' : .. . } I VE D 1 } 0 :� .. UNFIN ! I t t I I f ;I I i it �}E I I , } I II ?ff -- i 2-7 37 / 5 i0 6 IT - 1 r If 1 , I } i r _ O .. 3 1: JI 08 I \ / i? !I -fi I 1 f t U I LITY I � , 1 , I X I i f i I I �• • • I i 1 i , � I 1 i I ! t f i t I `�' cD I' - I 4. LF 22 •'�: GB•P ! f , i I 1 , t , I I ' I ,I I 1 �� I � I 1 t I I: 1 I 1 I I } ! 1 \ 1 } � � OM / I } t I I 3 — ! i � ! I t — I C t � _ t. j � t F 14 i _ } j - 14 E i 14 t! 14 � f 14 � •Q•' I., lrF � � I �F 14 1 4 1 } I I � kJ !I _ n I - - -- RESTR001 — — I t i �! 1 11 I—�_-- -.,._ I 4, i 3 } , I 0 j ¢ 111 it 1 } 1 ( }§ .. ' ' I 1 L---�-- — — ----- i -- -- ; — II iI _� I II \ II i 1 ii I II I� {I li II tl II I{ I it _ • � 1 ,00 LF-04 ; J LF-04 v LF-04 O RCP GENERAL NOTES 1. REFER TO ELECTRICAL LIGHTING PLAN FOR LIGHT FIXTURE SCHEDULE, A310 LIGHTING LEGEND 2. COORDINATE COOLER AND FREEZER LIGHTING WITH ELECTRICAL LIGHTING PLAN. Ems■O � •(II 'oE - MCI TV 22" 1 - �:a�rrN �1►�v � . ■ . , I (, 1 :1 TV :1 OPEN O 1. 1--1 "I I o< 1, r >13 11 1 1 1 { mom , Im � RCP LEGEND GYP. BD. CEILING VINYL FACED LAY -IN CEILING ^ WAC SUPPLY DIFFUSER HVAC RETURN DIFFUSER +10'-0' INDICATES CEILING HEIGHT A.F.F. PT-4 INDICATES MATERIAL OR FINISH RCP MATERIAL /FINISH SCHEDULE # DESCRIPTION REMARKS ACT CEILING TILE SYSTEM KITCHEN CEILING MANUFACTURER AND PRODUCT: USG CLIMAPLUS VINYL, STIPPLE 3270 SIZE: 24x48INCHES; THICKNESS: 1/2 INCHES COMPOSITION: VINYL FACING BONDED TO SMOOTH GYPSUM BOARD EDGE: SQUARE; SURFACE COLOR: WHITE SURFACE PATTERN: FINE TEXTURED, NON -PERFORATED. SCALE:1 /4"=1 '-0" ciry of TUKwoLa FEB 012016 244. PERMIT CENTER DESIGNPARAMQTC-RS, LLC 6373 SILVQR STRC-AM LN 1=RISCO, TX 75034 PI --I: 214-784.5014 1=X: 303.223.gI04 DESIGN PARAMETQ-RS•COM U) Goo Go W F o c o 04 F_ START DATE 0amms PROJECT NO • TOM DRAWN BY • im CHECKED BY - im ISSUED/REVISED • • DATE PET 11.1ams 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON REFl.ECTED CEILING I�Iilll�i riH tyi�i�l I��i1�i I,i{17E¢ Is;ll 1Lt ��1i }Gt!,i:ii li*.b.if,iL _I I SSE„l.t:l3i l! PLAN NORTH co"mem7cumnis 0 0 PROVIDE 3FTX3FT CANT AT PARAPETS PER STRUCTURAL, COVER WITH TPO AND FLASH PER MANUF. REQ'S. EXTEND TPO UP PARAPET WALL AND UNDER COPING TO DIRECT MOISTURE AWAY PER MANUF. REQ'S, TYP. C 8"x8" SCUPPER - 235SF AREA SERVED = MIN 2" k LEADER REQUIRED AT Y".FT O SLOPE w Cn o TPO FLAT ROOF OVER PROTECTION BOARD ON ROOF DECKING PER STRUCTURAL & 5" OF POLY -ISO INSUL BD FOR min. R-30 CONTINUOUS INSULATION,TYP CRICKETS 8"x8" SCUPPER - 3 RVED = MI AREA SE LEADER REQUIRED 6"x8" DS - 202SF AREA SERVED = MIN 2" LEADER REQUIRED 6"x8" DS - 252SF AREA SERVED = MIN 2" LEADER REQUIRED 6"x8" DS - 73SF ARWEA SERVED = MIN 2' LEADER REQUIRED BUILT-IN CUSTOM PRE -FIN. ALUM GUTTER & D.S. TO MATCH RFG-1, SEE DETAIL 8/A610 TYP, ENTRY TRUSS RAFTER EXPOSED EAVE, SEE ELEVATIONS TRUSS RIDGE <2 FLAT SEAM EDGE FOR DRAINAGE TO GUTTER PARAPET WALL, TOP D 20' PARAPET WALL, TOP ® 20' RFG-1 CONTINUE CRICKETS UNDER ENTRY ROOF EAVE OVERHANG, VIF ROOF PLAN KEY NOTES ASPHALT SHINGLE ROOFING O1 OSTANDING SEAM METAL ROOFING OSINGLE PLY MEMBRANE ROOFING OPARAPET KICKER - REFERENCE STRUCTURAL OTAPERED ROOF INSULATION' 6 24 ga. PREFINISHED METAL CAP FLASHING O O7 ROOF SCUPPER AND INTERGRAL OVERFLOW SCUPPER OROOF TOP WAC UNIT ON PREFINISHED METAL CURB. COORDIANTE WITH STRUCTURAL OREFERENCE MECHANICAL ROOF PLAN FOR LIGHTS AND OUTLETS AT UNITS 10 MAKE-UP AIR AND KITCHEN EXHAUST SYSTEM, SEE MECHANICAL DRAWINGS 11 ROOF TOP COMPRESSORS, COORDINATE WITH KITCHEN EQUIPMENT AND ROOF KICKERS AND TAPERED ROOF INSULATION 12 ROOF TOP SWAMP COOLER UNIT SLOPE/TAPER ROOF TO SCUPPER, TYPICAL SEE DETAIL 13 ROOF LADDER O 14 ROOF GUTTER 1:4 15 OPTIONAL RAIN CATCHMENT CISTERN r«� PLAN FIELD PAID (INSIDE At YELLOW "LADDER L BILCO SEC MFR. SPE( FLASHING NON-COMBUSTIBLE WOOD BLOCKING AS REQUIRED I I BRACKET DETAIL ROOF HATCH 03 SCALE: N.T.S. 0 1/4" : 1'-0" SLOPE TOP OF ROOF FINISH AT DISCHARGE ® t11'-0" AFF ROOF SCUTTLE 8"x8' SCUPPER - 1108SF AREA SERVED = MIN 2" LEADER REQUIRED WOOD TREWS 0 jo rrct MTL-1, MTL-1, ROOF SCUPPER O CDX t & .S. TO MATCH TO 0 SCHARC E INTO JPPERS BELON, TYP W CORR ATED )R E ATIO , TY. Z & S. TO MATCH TO SCHAR E INTO JPPE S BEL TYP a th 8"x8' SUPPER - 1087SF ARIlkSERVED = MIN 2" LEADER REQUIRED O PARAPET WALL, TOP @ 19'-0' AFF TPO FLAT ROOF OVER PROTECTION BOARD ON 02' TECTUM III STRUCTURAL DECKING (R-10) W/ 3.5' OF POLY -ISO INSUL BD FOR COMBINED min. R-30 CONTINUOUS INSULATION,TYP N n 0 2 —D" VG, PRtUSSES DE -1 R OF FlNI H OVE #15 OOFlNG PAPER, OVER ° PLYI 1M 5V2OF R ID INS CATION OVER " CDX LYW00 SECU ED TO 3'X6" OVER SEE AIL 5 A2.0 MTL-1 METAL ROOF w � 0 to � TPO FLAT ROOF OVER PROTECTION BOARD ON 3y" TECTUM III STRUCTURAL DECKING (R-10) W/ 3.5' OF POLY -ISO INSUL BD FOR -\ COMBINED min. R-30 CONTINUOUS INSULATION,TYP PARAPET WALL, TOP ' AFF CRICKETS — 8"x8" SCU PER - 888SF 8'x8" SCUPPER - AREA SERI ED = MIN 2' i 1 79SF AREA SERVED = LEADER REQUIRED MI. 2" LEADER REQUIRED CA w O O Cn N_ O I w a •• o N TPO FLAT ROOF OVER PROTECTION BOARD 1" OF POLY -ISO INSUL BD,TYP SLOPE ROOF TO SCUPPER, TYPI " ." 6 x8 IS - 662SF AREA 6 x8 S - 1250SF / l t SERVED MIN 2 LEADER AREA SE ED MIN 2" f REQUIRED �� ��� 1 �� I /! / t LEADEN REQUIRED ROOF MEMBRANE OVER INSUL. AND ROOF DECK ON BAR JOISTS ; STEEL ANGLE BRACE LADDER TO OPENING w/ 2\" x " FLAT STL. BAR WELDED TO STL. ANGLE FRAME BILCUP° PAINT LADDER "SAFETY YELLOW" FLASHING (TYP) BRACE LADDER TO PARTITION 4'-0" o.c. MAX w/ 2\" x " BENT STEEL FLAT WELDED TO EACH STRINGER, SECURE TO PARTITION BOLT TO CONC FLOOR a 0 HANDLES Ps FIBERGLASS AILAIION PINRE flINGE NO MECHANISM W/ (FORCED COMPOSITE B R COMPRESSION NOS • RGM FIBERBOARD NSULAMON ROOF HATCH O �% L SCALE:N.T.S. flashing System A Mechanical termination system for single -ply roofing material Installation Instructions: Foldoveral ofthe edgeofthe Curb membrane skirt Insulation Capfiashing flashing and insert / 1 1nuntler the curb /! itun rig Apply adhesive into fold / and smooth flat. Curb 2Q Sake B&ico Bn.Clipr Cabs with hammer and sorewdnver to bend inward as shorn. Bil.Clip"tab — Roofing Membrane (by others) Adhered to itself IMPORTANT: a�fl�f�c fog 1 DO NOT REMOVE CURB INSULATION w 0 U w N a � o I,, M- W fn Elf 0 rn cn cn Io PARAPET WALL, TOP ® 19' AFT PARAPET WALL, TOP ® 20' AFF O 6"x8" DS - 853SF AREA SERVED = MIN 2' LEADER O REQUIRED INSTALLATION IO INSTRUCTIONS BILCO ROOF SCUTTLE 1. CAUTION. COVER IS SPRING LOADED. Do not remove the steel strapping until unit is to be installed and is in normal horizontal position. 2. Position the scuttle as follows: a). When installation is over a ladder and the. scuttle is a TYPE S, 2'6" x 37with 701 opening cover, the hinge side of the scuttle should be placed opposite the ladder side (hinge side at the back of the climber). b). When installation is over a ladder and the scuttle is a size with a 900 opening cover, the scuttle should be placed so that the automatic hold open release arm and the red vinyl grip are on the ladder side. c). When installation is over a stairway, the automatic hold open release arm and red vinyl grip should be at the head of the stairway. 3. Check that the frame is in the proper plane and not twisted or racked due to an uneven mounting surface. Shim under the base flange, if required, to be sure cover(s) close properly on the frame. 4. Secure the scuttle to the roof deck through holes provided in the base flange using appropriate fasteners. 5. Complete the installation in accordance with accepted roofing industry practice. Suggested method: a). For single ply roofing, apply adhesive and fold over 4` (1 Ocm) of the top edge of the membrane skirt flashing and insert it under the capflashing. Complete all sides. With a screwdriver and hammer. bend Bil-Clip" tabs inward to hold membrane in place (see sectional detail). b). For built-up roofing, install a cant block around the curb. Run roofing plies to the top of the cant and cut off. Apply two layers of No. 15 felt on the curb under the integral capflashing, extending beyond the outside base of the cant block. Secure the felts with alternate troweled coats of finishing cement. DO NOT BEND Bil-CIipT"' TABS INWARD. 6. Scuttles with red oxide factory prime should receive a finish coat of alkyd metal. S032IB Rev 4.O PARAPET WALL, TOP ® 20' AFF 6'x8" DS - 177SF AREA SERVED = WA TOP 19' u O 00 O� 00 v� O 0 00 0 WALL, TOP 19' AFF EXHAUST FAN 6 5 5 PROVIDE 3FTX3FT CANT AT PARAPETS PER STRUCTURAL., COVER WITH TPO AND FLASH PER MANUF. REQ'S. EXTEND TPO UP PARAPET WALL AND UNDER COPING TO DIRECT MOISTURE AWAY PER MANUF. REQ'S, TYP. TPO FLAT ROOF OVER PROTECTION BOARD ON ROO 8"x8" SCUPPER - 758SF DECKING PER STRUCTURAL & 5" OF POLY -ISO IN UL BD AREA SERVED =MIN 2' FOR min. R-30 CONTINUOUS INSULAl10N,TYP LEADER REQUIRED VFY12'-4" ON 10'-0" EXHAUST FAN EXHAUST FAN 0 CRICKETS Y":FT SLOPE VFY12'-1' ON 10'-C ° 0 <8> 00 Oi 6"x8" DS - 322SF AREA SERVED = 19'-0" AFF 2 15/A340 TYP ROOF SCUPPER rn Y CIO � o z N N 1 Ln O 0 6"X8° PRE -FIN. ALUM GUTTER & D.S. TO MATCH a MTL-1, TYP o� m 0 7'-7 1/4' v 10'-6' V ROOF SCUPPER 11 8"x8" SCUPPER - 885SF -15/A-140 TYP Ir C-1i EXHAU FAN AREA SERVED = MIN 2' Cn o EXHAUST FAN ❑ LEADER REQUIRED IV N EXHAUST FAN -n 6"X8" PRE -FIN. ALUM GUTTER & D.S. c TO MATCH MIL-1 m m � t� C 1 ROOF HATCH & EXTEND TOP OF o CURB ABOVE CRICKET/ROOF 8° REF.lz:z— DETAIL 02/A250 5 M 13 I I I i I I I iE i I I I I i i i I i i (1Hill 'tl' il' I f IE i i O BEER CHILLERS SECURED TO FLASHED CURBS. GC SHALL VERIFY PRIOR TO CURB INSTALLATION WITH BEER SYSTEM VENDOR REQUIRED CURB DIMENSIONS. SEE SHEET K-8 FOR BEER SUPPLY LINE INFO. GC SHALL COORDINATE PARAPET BRACING AND ROOF EQUIPMENT & VENTS AS REQUIRED TO ENSURE ROOF EQUIPMENT DOES NOT CONFLICT WITH CRICKETS & PARAPET BRACING, TYPICAL PARAPET WALL, TOP ® 19'-0" AFF ROOF PLAN N 01 SCALE:1/4"=1'-0" PROVIDE FIRESTONE TPO ROOFING, OVER PROTECTION RECEIVED PLAN NORTH BOARD, SEE ROOF NOTES THIS SHEET. PROVIDE CITY OF TUKWILA PARAPET, PITCHED ROOF & WALL FLASHING AND COUNTER FLASHING TO DIRECT MOISTURE AWAY FROM FEB 0 12016 STRUCTURE PERMIT CENTER ) I !;� ROOF PLAN GENERAL NOTES 1. GENERAL CONTRACTOR IS RESPONSIBLE FOR SEALING ROOF PENETRATIONS. 6. VENT PIPES TO BE 10' MINIMUM FROM AIR INTAKE. 2. HVAC VENDOR TO PROVIDE ROOF CURBS AND VENDOR IS RESPONSIBLE FOR 7. REFER TO ELECTRICAL LIGHTING PLAN FOR LIGHT FIXTURE SCHEDULE. PROVISION/COORDINATION OF ROOF PENETRATIONS REQUIRED FOR EQUIPMENT INSTALLATION. 8. ALL GAS PIPING TO ROOF SHALL BE PAINTED TO MATCH ADJACENT FINISH 3. FLASH ROOF VENT PIPES 9. GC TO PROVIDE POWER AND BLOCKING FOR ALL BUILDING SIGNAGE. COORDINATE WITH 4. APPROXIMATE LOCATION OF SATELLITE DISH PROVIDED BY AV CONTRACTOR. COORDINATE WITH SIGN VENDOR. JOIST MANUFACTURER. G.C. TO PROVIDE 40 WD -SLEEPERS AT AL CONDENSING UNIT AND GC TO PROVIDE POWER TO DESIGNATED TRANSFORMER LOCATIONS FOR LED STRIP L SATELLITE DISH LOCATIONS LIGHTING SYSTEM - SEE MEP DRAWINGS AND COORDINATE FINAL LOCATION WITH SIGN V 5. INSTALL ROOF TOP MOUNTED MECHANICAL UNITS ON PREFINISHED METAL CURB. WITH TREATED VENDOR WOOD NAILER. SEE MECHANICAL DRAWINGS FOR NUMBER, SIZE, HEIGHT, WEIGHT, AND 10. COORDINATE COOLER AND FREEZER LIGHTING WITH ELECTRICAL LIGHTING PLAN FINAL LOCATION OF ROOF TOP MOUNTED MECHANICAL EQUIPMENT. D9SIGNPARAM9TC-RS. LLC 6373 SILVQR STRC-AM LN FRISCO. TX 75034 PSI: 214-784.5014 �:x 303.223.9104 DQSIGNPARAM9TQRS.00M START DATE • oaga i016 PROJECT NO Tem DRAWN BY JIM CHEaMD BY - jo IISSUED/REMD • • DATE Pew 11.18.2016 aAMM RE 0110ms 9-OR 8774 REGISTERED ARCHITECT JEFFREY K BAKE STATE OF WASHIN 1- - ROOF PLAN s Il II�: 1. �: a lE! sI;1 iE 1I7 HI iI it I4 i�iEli+ #nlii��il� l n l ill I Ei} I IIEI � i GI� �iv Iit'3';+ir�f} 11 n;is` 4': a;:sthiliEE � I�p-13o' corrnloxtC�-mts 2' SPRUCE WS-2 CAP (TYP.) FINISH NOTES: STAIN TO MATCH FLOOR CLEAR SEAL COAT ON COUNTER PER TP 1'-6' VENDOR SPECS 2X4 WS-2 TRIM 4" STOREFRONT SILL PRECAST C TO W/ CLEAR S ... 2' SOLID STOCK (CEDAR OR COUNTERTOP 2' SOLID STOCK (CEDAR OR SPRUCE) WOOD SPRUCE) WOOD TOP W52 545 W/ BOOTH SEATING (TYP.) ° <° TOP W52 545 W/ MITER CORNERS ON 3/4' SEE p MITER CORNERS ON 3/4" CUP ANGLES PLYWOOD BASE TO MATCH TOP-1 PLYWOOD BASE TO MATCH TOP-1 SD-1 1X12 &GRAY CHINKING EVERY 24" O.C. TO MATCH DINING ROOM oo MORTAR SET -M - PRE -CAST CAP STONE Yx' PLYWD. SHEATHING OVER �° CEMENT BD 1x2 CLEAT 12x12x1/4" 8"x8"4" STEEL PLATE PROVIDE 2X6'S 0 MID HT ST-01 STONE STEEL BRACKETS W/ HOLES FOR '0 OVER SETTING AT 12'OC MORTISE LAG SCREWS FOR BED, OVER INTO PLYWOOD TABLE MOUNTING 2X6 STUDS 16' O.C. CEMENT BD. 2x12 WD Q Q 1co so 4" 22GA MTL STUDS BLKG FOR 2X6 PT. PLATE BRACKETS NO ;:, 12" O.C. 4' TUBE STEEL FIN PER ELEVATIONS (BLK IRON IN CONDITIONED SPACE) (GALVANIZED ON PATIO) 2x4 WOOD FRAMING AT 16"OC - SCREWS PROVIDE PRE -FORMED WEEPS AT ALL CONNECTION POINTS - SUPPORT ® 32" O.C. AT BASE BASE PER ELEVATIONS 2x8 AT PERIMETER coT TO STRUCTURF ABOVE WITH 11 ALL -THREADS AT 48"OC BOTH WAYS IN 10'-1 3/8" AFF / ��CORE DRILL INTO SLAB BOT OF FRAME 1X8 SPRUCE WB-2 BASE ±V-0' SECTION VIEW SEE PLAN SECTION VIEW �--- � SECTION VIEW 5/8' GYP BOARD PRIME AND PAINT PER 07F INNG AREA DRINK RAIL DETAIL 12 EIRE PIT DRINK RAIL DETAIL �� WINDOW DRINK RAIL DETAIL 9EREE STANDING DRINK RAIL RCP ALE: 1 "=1'-0" SCALE: 1 "=1'-O" SCALE: 1 "=1'-O" SCALE: 1 "=1'-O" ALIGN SOFFIT WITH BAR TOP 0 0 1'-6" 2X SPRUCE WS-2 CAP (TYP.) SOLID STOCK WOOD TOP W/ MITER 3 5/8' 6 1/8" CORNERS ON 3/4' PLYWOOD BASE 1/2' EMENT BOARD TO MATCH TOP-1, SEE DTL 6/A3.10 2X4 WS-2 TRIM FRP PANELING FOR MORE INFO 2X6 W OD ffl MING SOLID STOCK WOOD 2s-011 BAR TOP PER - c TOP W/ MITER CLEAR SEALANT DETAIL 2/A260 PROVIDE FULL LENGTH 5/8° LYWOOaD !.:. CORNERS ON 3/4" 2 7/8' (2) 3/8' BOLTS AT COMMERCIAL PIANO STYLE ADHER D SYNTHETIC PLYWOOD BASE 1'-3 5/8' 5 1/2'� 4'-0° O.C. WELD TO HINGE ol BOOTH SEATING (TYP.) SOLID STOCK WOOD STONE ;.;._ WD-5 BOTTOM OF PLATE 10 ol BAR COUNTER TO MATCH BARTOP CONCR CURB SD-1 1X12 & GRAY CHINKINGol (SEE PLAN), PROVIDED & PROVIDE Y STEEL PLATE BELOWTO COUNTER TO MATCH DINING ROOM INSTALLED BY MILLWORKER, ON LATCH WHEN ROTATED N, . 3/4 PLYWOOD BASE INTO OPEN POSITION a 1/4" CONT. METAL PLATE Y2' PLYWD: SHEATHING ``'` WD-7 -" 1'-6' ... CNTR SINK SCREWS 24"OC MIN. PROVIDE 2X6 (MIN OF 4) POWER STRIP DBL 2x6 PLATE PROVIDE 2X6 S @ MID HT FOR BLOCWIDTH KING AO ADA T EACH STUD a _ ROPE LIGHT FIBER RFINFORCED d PLASTIC PANEL 1 5 * + * COUNTER, NOTCH FOR a 1/2" DUROCK OR <�: a 3/4 PLYWOOD SUBSTRATE EQUIVALENT 2X6 STUDS ® 16' O.C. ��\ COUNTER LATCH `i' BOLTED TO WALL 2X6 PT. PLATE \\\ ST-01 PROVIDECENTERHINGED N PURSE HOOK ®24' O.C. 5/8p PLYWOOD Y X1 X1 STEEL ANGLE a EASE EDGE 3/8 J BOLT AT `. FOR COUNTER LATCH, TO a 8 1/4' 4'-0' O.C. +� N ROTATE WHEN BARTOP IS .� PRESSURE TREATED 2x6 '- ROTATED INTO OPEN/UP STOP FOOT REST A POSITION ' ADA SEAT AREA LA d #4 DOWELS AT 4'-0' O.C. EXPOSED CONC. CURB BASE AND FLOOR AS STAIN SCOFFlELD - q r / I 9 3/4" `� PADRE BROWN CS-1 Q.. �' SCHEDULED 40 1X8 SPRUCE WB-2 BASE ROUGH SAWN TIMBER STAINLESS STEEL CORNER GUARD 1'-6' 06 DINING AREA DRINK RAIL DETAIL 04 ADA BAR TOP DETAIL 03 BAR WALL END 02 BAR DIE WALL DETAIL SCALE: 1 "=1'-0" SCALE: 1 "=1'-0' SCALE: 3"=1SCALE: 1 "=1'-0" 0 CV O ' 4" CHAMFER I O1 A420 211/4' 6 3/4' 4' 1-5 TYP 5'-6° o — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — i I 09/A260 N 1,-DA I __ -- ------ - - _---__- _-- _ --- ___-- _---------------- --- —_-- -- _- ---- - Q a a a a s I! I ( I °O°O°O O O°OaOQ000aaaQaaaQaaaaa0aaaaaaaa I I I I I Also I I I III I! L-�i �J 1'-1. o e II 03/A260 WINDOW DRINK RAIL PLAN FREE STANDING DRINK RAIL PLAN M I --� QQ I I \ 1 O SCALE: 1/2"=1'-0" OU SCALE: 1/2"=1'-0" N \ I) I I o c 01 �I o°a°a°o°o°o°o°aOQOo°a°a°o°o°o°a 00 II I I Q°q°a°Q°a°a°a°°o Qaa°aoa°a°a G 0A26D fO i a 0 0Is C o I, II a I I O I _ II - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - II--- - - - - - - - - - - - - - - - - - - II 1 33'-6' 1'-5' II - - 03 A420 m N RECEIVED CITY OF TUKWILA 01=c FEB 012016 CID PERMIT CENTER 6'-8' C� n I n n BAR PLAN N 01 SCALE: 1/2"=1'-0" � BAR DRINK RAIL PLAN - 0 SCALE: 1/2°=1'-0' PLAN NORTH DQSIGNPARAM9TQRS. LLC 6373 SILVER STREAM LN �RISCO. TX 75034 PSI: 214.784.5014 .PX: 303.223 9104 DQSIGNPARAMQTRS.COM START DATE • 68" 5 PROJECT NO • rffm DRAVI�1 BY � CHECKED BY - K;.SUEDIREVISED • • DATE PEW 11.13=5 PUN _ 4x i`'tf`RF.,. Cit�f of .1 L.ia!-?"sra c LMNI G DIVISK'�,�j i 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON fTT;Tff-.>;l o "mW "u 4'-4 1/2' ELEVATION B 6'-0" LOCKABLE GATE SYSTEM PADLOCK AND KEY LOCK - OWNER FURNISHED KEG STORAGE ENCLOSURE SCALE: 1/2"=1'-0" 12'-0" MOUND TOP CONCRETE ALL WITH MOUNDED TOP ° DIA STD PIPE ST POST o I I ALL w/ NON -SHRINK GROUT co PAINT PER ELEVATIONS i CONC PV 0 �1/2" EJT `r 6' SCHEDULE 40 PIPE. PAINT a' e TOTAL LENGTH OF 7'-0' PAINT CAUTION YELLOW TYPICAL 4. a a :II a ,11. °• a \1/2"0x4'ROD cn CONCRETE BASE, 3,000 PSI N ° II 11 .Q �WELDED TO PIPE IN 28 DAYS - 4 SLUMP. �\ °'{ d e a \ J O FILL THE ENTIRE PIPE AND a � /�� o 'CID SLIGHTLY MOUND THE TOP\24"0 PIER w/ co a 6-#6 BARS VERT & OC 12'0\\�\�\\� TIES ® P ®a2" OC) 15 BOLLARD DETAIL 10 GATE POST SCALE: 3/4"=1'-0" SCALE: 6' X 6" STL TUBE POST GROUTED SOLID 3/16 WELD HINGES HEAVY-DUTY 40 BUTT HINGES (TYP. 3) 1 1\2° WIDE, 6' SPACED, 'B-LOCK' STEEL DECK FACE, WELDED TO 'L' ANGLE FRAME, 2° X 2' X 1/4' THK. (COLOR TO MATCH CMU), TYPICALLY. HINGE AT POST DETAIL SCALE: N.T.S. 1 1\2' WIDE, 6° SPACED, 'B-LOCK' STEEL DECK FACE, WELDED TO V ANGLE FRAME, 2' X 2° X 1/4' THK. (COLOR TO MATCH CMU), TYPICALLY. (BOTH GATES SIMILAR) II �' i (3) - 8" LONG STL i� HINGES 3/16 FILLET i WELD TO POST TYP. 6' X 6' STL TUBE POST �; GROUTED SOLID 1 4" DIA. RUBBER WHEEL (PIVOT) 1/2' DIA. STL KANE-BOLT W/ 1" DIA. SLEEVE EMBEDDED INTO CONCRETE 3" MIN. TYP. GATE ELEVATION SCALE: 1" = 1'-0" 12'-0"x 21'-6'x 6' THICK CONCRETE APPROACH SLAB WITH THICKENED EDGES. CLASS B CONCRETE WITH 66, 1.41.4 WWF, ON COMPACTED SUBGRADE. d d a 6' #4 CONT. HORIZ REBAR REFUSE ENCLOSURE SLAB SCALE: 1" = 1'-0" 1/2° GALV PIPE CAP 1x CEDAR CAP TRIM PAINT EXPOSED METAL PT 07 PT WOOD RAIL STAIN ALL EXPOSED WOOD Q CEDAR FENCE 1x6 BOARD ON BOARD FENCE PICKET CONFIGURATION GALV COLLAR BRACKET 2"0 GALV ST POST v 4" CENTER ON CONCRETE CURB d AT SIMILAR CONDITION z 3 0 o I REFER PLAN FORSLAB RI I �� CONC FILL ICING FENCE POSTS I I N L__� 8° g_:�FEN CE DETAIL SCALE: 1 "=1'-O" NOTE: ALL INFORMATION SHOWN ON THIS DETAIL TO BE VERIFIED WITH SITE SPECIFIC CIVIL DRAWINGS AND SOILS REPORT 0 co i 11-Oa R I o 1/4' GALV STEEL PLATE AT ALL CORNERS CONTINUOUS WELDS TO FRAME CORNER PLATE AT LARGE SERVICE YARD GATES STAIN ALL EXPOSED WOOD PER ELEVATIONS CEDAR FENCE 1 BOARD ON BOAT FENCE PICKET CONFIGURATION SEE FENCE DE1 FOR REMAINDER CORNER PLATE AT LARGE GATES ONLY SEE ABOVE 2X2 CONT WELDED TUBE STEEL FRAME OF NOTES PT WOOD RAIL OUTSIDE TRASH I I INSIDE TRASH ENCLOSURE I I ENCLOSURE j ( AT MAN GATE: I I USE 4 HEAVY DUTY GATE I I HINGES - LAG BOLT TO 2x I I FRAMING - PROVIDE LOCKABLE LATCH, SPRING i 1 CLOSER AND CANE BOLT j I WITH HOLES IN OPEN AND I I CLOSED POSITION I I AT LARGE SY GATES: I I REFER 10/A270 FOR GATE (I POST REFER 05/A270 FOR I HINGE DETAIL - 2 HINGES PER GATE PROVIDE CANE I I BOLT WITH HOLES IN OPEN j I AND CLOSED POSITION I 1 1/2' DIA THROUGH BOLT AT 36" OC MAX SECTION 3 GATE SECTION SCALE: 1 "=1'-O' 2'-0" 16 REFER CIVIL DRAWINGS CONC CURB AND GUTTER SLOPE 5% W/ 2% CROSS SLOPE MAX CONTROL JOINTS AT 4'OC TYPICAL CONC. WALK W/6x6 - W29xW29 W.W.M. BY G.C. (DOWEL INTO CURB) 'BROOM FINISHED' PAVING REF CML 1 1/3 ° g" 1/2" EJ WHEN 10 RAD 1/2" EJ ADJACENT TO BUILDING -� •": !•' . d 14 CONT._ — .�.T.�'� . #3 ®24° OC EW d. a .. :; •,- . .. . a \\\\\\\ \4' GRANULAR BACKFILL� :' ; a - •' ° \\//\\//\\//SON COMPACTED WELL ,DRAINED SUBGRADE TYP SIDEWALK / CURB SCALE: 1 "=1'-O" 3'x7' 2500 PSI 6x6 - W29xW29 14 CONT TOP CONCRETE PAD W.W.M. TURN DOWN AND BOTTOM AT PERIMETER AT PERIMETER .. 74 .ad -t i LLJ O / / m w J - ' •..•: .e ':.'::y..."':i,2'''..::'.:..:-::.ice':.:"..^. .:. r..:'..: R;::: :.'•. //\\//\\//\\//\\/\\\/�\�\��\/��\\/��\\//\\/\\/\\/\\\//\\//\\//\\//\\//\\//\\//\\ { •'v 4' GRANULAR BACKFlLL ON \\�/�\�/�\�/�\� COMPACTED SUBGRADE ELK STATUE NOTE: STATUE COMES WITH 4 TABS AT BASE EPDXY BOLT TO CONCRETE (EMBEDDED 3' MIN) - ELK ANTLERS ARE TO BE FIELD WELDED TO STATUE BY GC - PLATFORM TO BE COVERED WITH MULCH/GRAVEL PER LANDSCAPE DRAWINGS - VERIFY EXACT PLACEMENT WITH OWNERS CONSTRUCTION MANAGER ELK PLATFORM DETAIL SCALE: 1'=1'-O' LLL V/'111VIV /"1 GATE REF 18/A260 1'-3 3/8' GATE HINGE REF 05lA26 -� r ELEVATION B 6' THK CONC SLAB, AT THICKENED APRON REINFORCEMENT TO BE #4 BARS AT 12" O.C.E.W., VERIFY EXACT EXTENT AND CONFIGURATION WITH REFER CIVIL DRAWINGS CIVIL DRAWINGS. SUBGRADE PER EXTERIOR ELEVATIONS FOR EXTERIOR GEOTECHNICAL INVESTIGATION, REFER / _ /1 // SIDEWALKS CIVIL DRAWINGS FOR VERTICAL 37 T CONTROL OF PAVING 6" GATE POST REF 10/A260 ---�_ DUMPSTER (NIC) I I BOLLARD REF I O � DTL 15/A260 O O 2448 2448 2448 2448 L \X/ 74 L \>< 74 L \>G� 74 L \X/ 74 4 4 4 4 J SEE ELEVATIONS FOR PAINT COLORS POST CAP COLLARS AND SET RINGS CUT FROM 8' STANDARD SCHED. 160 PIPE GREASE FITTING AT EACH HINGE GALV TENSION BAR, CAP, RAILS, MESH TYPICAL 3° X 1/4' 'U' SHAPE PLATE �-� BRACE RAIL SHOP WELDED TO 8" DIA STANDARD PIPE SCHED 40 DQSIGNPARAMQTQRS. LLC ---- 2°O GALV ST POST BOLT GATE FRAME TO HINGE PLATE WITH 6373 SILVER STRI-AM LN } TOP 1ORpBOTTOM HINGE TO LEVEL DIA BOLTS THU GATE SHIM T-RISCO, TX 75034 CONCRETE FILL INTO STANDARD 6' PN: 214.784.5014 6x6x1/4' GALV STL PLATE - SCHED 40 STEEL POST, POST BY GC. F-:X: 303.223.9104 WELD TO 2' POST - (4) 5/8° MOUND SLIGHTLY AT TOP OF POST EPDXY BOLTS TO SLAB DQSIGNPARAMQTQRS.COM R EMBEDDED 3" MIN 1/2' BOLT, DRILL AND ATTACH N 0 SECTION SCALE: 3"=1'-O" RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER 8/-43/4// FENCE DETAIL REF 23/A260 I / 1'-3 3/8' I / \ \ 5 - 31 -6" 8' 7/8° / 1 1 1 DOOR LEAF TO BE AN EGRESS / DOOR w/ PANIC HARDWARE / M CO2 02 n -_ I 1 1 1 1 1 I I I i-i \N CHE� 00 NX�. i SECURITY FENCE AND G FOR KEG STORAGE ENCLOSUR REF \ DTL 31/A270 6 e • KEG M N !� STORAGE START DATE • 09S M5 PROJECT NO • iWP01 d DRAVVNI BY CHECIO:D BY• IISSUED/REMD • • DATE cn Pew MUM 01"6 o gg D a K 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1- - SERVICE YARD PLAN 00"MO 15 FLOOR FINISH LEGEND T-1 AMERICAN OLEAN #AU06, COLOR: "AVENUE ONE DESIGNER LEATHER', 12x24, (WALL-TYP.) 12x12, (FLOOR-TYP.) 6x12, (BASE-TYP.) GROUT. LATICRETE #43 CHOCOLATE TRUFFLE FL-1 VINYL FLOOR SYSTEM - KARNDEAN #EW02 'HICKORY PEPPERCORN', ART SELECT, (HAND CRAFTED WOOD) 36X6 - KARNDEAN FLOORING - JULIE DOUGLAS (888) 266-4343 - MUST CONTACT W/ SPEC 111391 TO GET CORPORATE PRICING FL-2 PROTECT -ALL- RUBBER FLOORING 'DARK GREY", MATTE FINISH - G.C. MAY SUBMITT ECOGRIP FLOORING TO OWNER AS AN APPROVED ALTERNATE. FL-3 PROTECT -ALL- RUBBER FLOORING AND BASE "BROWN', MATTE FINISH - G.C. MAY SUBMITT ECOGRIP FLOORING TO OWNER AS AN APPROVED ALTERNATE. FL-4 STAINED CONCRETE - SCOFIELD ' PADRE BROWN' STAIN & MFR. RECOMMENDED SEALER CONC SEALED CONCRETE CONTACTS: KARNDEAN FLOORING JULIE DOUGLAS (888) 266-4343 - OFFICE (214) 471-9054 - CELL julie.douglas®kamdean.com MUST CONTACT W/ SPEC #11391 TO GET CORPORATE PRICING * G.C. MAY SUBMITT ECOGRIP FLOORING TO OWNER AS AN APPROVED ALTERNATE. �I FURNITURE SCHEDULE DESCRIPTION REMARKS AA-00 MERCHANDISE CABINET AA-01 PURSE HOOKS DOUBLE PRONG PURSE HOOK AA-05 DOOR PULL ANTIQUE ADIRONDACK DOORPULL AA-06 TABLE BASE FOR 48' ROUND TABLE AA-08 HOST STAND INTERIOR - MAIN ENTRY AND WAITING AREA. PROVIDE ELECTRICAL OUTLET AND PHONE JACK, PROVIDE 4 SHELVES, #2 PINE TOP AND SHELVES WS-1 FINISH AA-09 MENU HOLDER AT POS STATIONS - VERIFY LOCATION AA-10 TABLE DIVIDERS COMMUNAL TABLE DIVIDERS AA-11 AV RACK AA-12 OVERHEAD SECTIONAL DOOR. COLOR IS TO BE POWDER COATED RAL 3002 'CARMINE RED' ALUMINUM/GLASS DOOR AA-13 HOST STAND LAMP COTTAGE TABLE LAMP AA-14 ELK ON ROCK AA-15 LOCKERS PROVIDED BY KES CG-01 34' DIA X 42' H (FIXED) CG-02 30' X 48' X 42' H (FIXED) CG-03 30' X 30' X 30' H CG-04 48' DIA X 30"'H BOOTH ROUND TABLE CG-05 30' X 54' X 30' H BOOTH RECTANGULAR TABLE CG-06 30' X 72' X 30' H BOOTH RECTANGULAR TABLE CG-07 NOT USED CG-08 34' SQ X 30" H LOW SQUARE TABLE CG-09 30' X 48' X 42' H (FIXED) RECTANGULAR PATIO TABLE CG-10 34' DIA X 42" H (FIXED) ROUND PATIO TABLE CG-11 30' SO X 42" H CG-12 30' SO X 30' H (FIXED) LOW SQUARE PATIO TABLE CG-13 30' X 72' X 42' H (FIXED) CG-14 30' X 96' X 42' H (FIXED) CG-15 30' X 120' X 42' H (FIXED) CG-16 30' X 144' X 42' H (FIXED) CG-17 30' X 168' X 42' H (FIXED) CG-18 24' X VARIES X 42" H (FIXED) SG-01 BARSTOOL SG-02 DINING CHAIR SG-03 4 TOP SINGLE BOOTH SG-04 4 TOP DOUBLE BOOTH SG-05 6 TOP SINGLE BOOTH SG-06 6 TOP DOUBLE BOOTH SG-07 CORNER BOOTHS SG-08 ENTRY VESTIBULE BENCH SG-09 EXTERIOR BARSTOOL OPT. 1 EXTERIOR BARSTOOL OPTION (REF SG-11 OPTION 2 BARSTOOL) SG-10 EXTERIOR BARSTOOL OPT 2 EXTERIOR BARSTOOL OPTION 2 SG-11 ADIRONDACK CHAIR CUSTOM ADIRONACK CHAIR SG-12 EXTERIOR BARSTOOL ALUMINUM AND TEAK BARSTOOL SG-13 EXTERIOR CHAIR ALUMINUM AND TEAK CHAIR TB-01 LOW TABLE BASE (MOVEABLE) TB-02 TALL TABLE BASE (MOVEABLE) TB-03 TALL FIXED TABLE BASE INTERIOR TB-04 TALL FIXED TABLE BASE EXTERIOR TB-05 ROUND BOOTH TABLE BASE TB-06 COMMUNAL TABLE BASE TB-07 COMMUNAL TABLE BASE EXTERIOR TB-08 BOOTH TABLE BASE BOOTH TABLE BASE AND ANGLE IRON TB-09 ADJUSTABLE TABLE BASE SLEEVE AND POST TABLE BASE WITH PIN LIGHTING LEGEND TYPE SYMBOL DESCRIPTION LF-01 O PAR 20 DOWNLIGHT LF-01B 0 PAR 30 DOWNLIGHT LF-01C O PAR 30 DOWNLIGHT LF-01K O PAR 30 COVERED CAN DOWNLIGHT LF-01S 0 MR 16 DOWNLIGHT AT BAR LF-02 °Q MONOPOINT TRACK HEAD LF-03 4 PENDANT LF-04 EXTERIOR GROUND MOUNTED UP -LIGHT LF-05 4- PENDANT LF-06 I-O EXTERIOR LANTERN SCONCE LF-07 FO INTERIOR LANTERN SCONCE LF-11 0 EXTERIOR WALL MOUNTED SECURITY LIGHT LF-12 Q INTERIOR/EXTERIOR DOWNLIGHT LF-13 E 2X4 LAY -IN LF-14 EXTERIOR ENTRY LIGHT IN TRUSS LF-15 — SURFACE MOUNT FLOURESCENT LF-16 FO EXTERIOR ENTRY SCONCE LF-17 - — EXTERIOR WALL SCONCE AT WOOD COLUMNS LF-18 EXTERIOR WALL LED GOOSE NECK LF-19 OSCILLATING FAN (AIR KING #9020) LF-20 VANITY MAKE-UP LIGHTS (KICHLER VANITY LIGHT, BRUSHED NICKEL) LF-21 WALK-IN COOLER LIGHTS LF-22 EXTERIOR WALL SCONCE AT VESTIBULE LF-23 EXTERIOR WALL SIGNAGE GENERAL NOTES FEC ARE EXTINGUISHER CABINET TRAVEL DISTANCE FE WAI L MOUNTED FIRE EXTINGUISHER PATH OF EGRESS IF_ LIFE SAFETY GENERAL NOTES 1. GENERAL CONTRACTOR TO VERIFY QUANTITY & LOCATIONS OF ARE EXTINGUISHERS WITH LOCAL AUTHORITIES. ARE EXTINGUISHERS TO BE SUPPLIED BY GENERAL CONTRACTOR - REFERENCE FLOOR PLAN. 2. ARE DEPARTMENT KNOX BOX TO BE LOCATED PER FIRE MARSHAL DIRECTION. 3. SEE MEP DRAWINGS AND RESPONSIBILITY SCHEDULE FOR INFORMATION REGARDING SPRINKLER AND FIRE ALARM SYSTEM - SYSTEMS BY GENERAL CONTRACTOR. 4. NOT USED. LIFE SAFETY REQUIRED EGRESS WIDTH BUILDING EGRESS TOTAL EGRESS WIDTH REQUIRED: 328 MAX INTERIOR OCCUPANTS x .2' = 65.6' TOTAL EGRESS WIDTH PROVIDED: FOUR 34' CLEAR DOOR EXIT LEAFS = 132" MAIN ENTRANCE WIDTH REQUIRED (1/2 OCCUPANT LOAD): 328 INTERIOR OCCUPANTS /2: = 164 x .20 = 32.8" CLEAR WIDTH PROVIDED: 68' RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER LIFE SAFETY KEYED NOTES LOCATION OF MAXIMUM OCCUPANT LOAD SIGN, OR LOCATE AS DIRECTED BY ARE INSPECTOR. F2 NOT USED. 0 NOT USED. LIFE SAFETY OCCUPANCY CALCULATIONS * OCCUPANCY CALCULATIONS BASED ON TABLE 1004.1.2, IBC 2012 CALCULATED SEAT ASSEMBLY AREAS TOTAL OCCUPANTS* COUNT DINING AREAS :: 15 SQ.FT. PER OCCPNT 84 190 194 KITCHEN & STAFF 3061 16 - 200 SQ.FT. PER OCCPNT S.F. MECH/STORAGE 300 SQ.FT. PER OCCPNT S.F. ACCESSORY USE 720 - �' 300 SQ.FT. PER OCCPNT S.F. BAR/WAITING AREAS 815 117 32 7 SQ.FT. PER OCCPNT S.F. TOTAL INTERIOR OCCUPANTS 328 226 FOR EXITING AND EGRESS CALCULATIONS PATIO 39 94 92 15 SQ.FT. PER OCCPNT S.F. TOTAL OCCUPANTS EE_lyfl DQSIGNPARAMCTQRS. LLC 6373 SILVI;R STRC-AM LN FRISCO, TX 75034 PI4: 214.784.5014 �--X: 303.223.9104 DQSIGN PARAMQTQRS.COM START DATE • oes PROJECT NO • 'npot DRAWN BY jK9 CHECI(ED BY - im IISSUEDIREVISED • • DATE 8774 REGISTERED ARCHITECT JEFFREY K BAKEFL STATE OF WASHINGTON 1- - LEGENDS & KEYS ]71 lis � i 1�� ii333 DOOR HARDWARE SETS HARDWARE SET 01 HARDWARE SET 12 PAIR OF DOORS 101 EXTERIOR ENTRY RHRA HARDWARE SET 07 SINGLE GATE 115 SERVICE YARD MAN GATE LHR 6 EA HINGES LB8000 4 1/2" X 4 1/2" X NRP X 640 BOMMER SINGLE DOOR 107 EXTERIOR MECHANICAL LHR ALL HARDWARE BY GATE SUPPLIER 1 EA EXIT DEVICE 9927EO X 313AN VON DUPRIN 6 EA HINGES LB8000 4 1/2" X 4 1/2" X NRP X 652 BOMMER 1 EA EXIT DEVICE 9927TL X 313 AN VON DUPRIN 2 EA LOCKSET AL80PD X RHODES X 11-196 X 10-025 X 626 SCHLAGE HARDWARE SET 13 1 EA RIM CYLINDER 20-021 X 613 SCHLAGE 2 EA CLOSERS 4111 X SNB X 689 LCN SINGLE GATE 118 KEG STORAGE RHR 2 EA ELK HORN DOOR PULLS 2 EA FLOOR MOUNTED DOOR STOP 119ES X 626 ROCKWOOD 1 EA PADLOCK KS43F3200 X 47-413 SCHLAGE 2 EA HICKORY BRANCH HORIZONTAL PUSH (BY GENERAL CONTRACTOR) 2 EA THRESHOLD 425-36" NATIONAL GUARD BALANCE OF HARDWARE BY GATE SUPPLIER 2 EA CLOSERS 4111-CUSH X SNB X 695 LCN 2 SET WEATHERSTRIP 11ON-36" X 84" NATIONAL GUARD 1 EA THRESHOLD 425-72" NATIONAL GUARD 2 EA DOOR SWEEPS C627A-36" NATIONAL GUARD 1 SET WEATHERSTRIP 11ONDKB-72" X 84" NATIONAL GUARD 2 EA DRIP CAP 16A-40" NATIONAL GUARD 2 EA DOOR SWEEPS C627DKB-36" NATIONAL GUARD 1 SET MEETING STILE WEATHERSTRIP 600DKB-84" NATIONAL GUARD HARDWARE SET 08 SINGLE DOOR 109 WOMEN'S RESTROOM RHR HARDWARE SET 02 SINGLE DOOR 110 MEN'S RESTROOM LHR DOOR NOTES PAIR OF DOORS 102 VESTIBULE 6 EA HINGES LB8000 4 1/2" X 4 1/2" X 640 2 EA ELK HORN DOOR PULLS RHRA BOMMER 3 EA 1 EA 1 EA HINGES LB8000 4 1/2' X 4 1/2" X 640 ELK HORN DOOR PULL PUSH PLATE 70C X 613 BOMMER ROCKWOOD 1. VERIFY OPENING DIMENSIONS 2. READILY VISIBLE DURABLE SIGN SHALL BE POSTED ON THE EGRESS SIDE ON OR 2 EA HICKORY BRANCH HORIZONTAL PUSH (BY GENERAL CONTRACTOR) 1 EA CLOSER PA1461 X 695 LCN ADJACENT TO THE DOOR STATING: "THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS 2 EA CLOSERS PA1461 X 695 LCN 1 EA WALL STOP 406 X 613 ROCKWOOD OCCUPIED". THE SIGN SHALL BE IN LETTERS 1 INCH (25 MM) HIGH ON A CONTRASTING 2 EA DOOR STOPS 482 X 613 ROCKWOOD 3 EA SILENCERS Q146 STEELCRAFT BACKGROUND 2 EA SILENCERS Q146 STEELCRAFT 3. PROVIDE ADA COMPLIANT PANIC EXIT HARDWARE HARDWARE SET 09 4. NO LOCK HARDWARE SET 03 SINGLE DOOR 111 FAMILY RESTROOM LHR 5. ADA COMPLIANT LEVER & CLOSER REQUIRED NOT USED 3 EA HINGES LB8000 4 1/2" X 4 1/2' X 640 BOMMER 6. 1/2 GLAZED HM DOOR & FRAME 1 EA PRIVACY LOCKSET AL40S X SATURN X 11-116 X 10-025 SCHLAGE 7. SEE DETAIL 3/A8.0 HARDWARE SET 04 X 613 8. NOT USED SINGLE DOOR 103 PATIO LHR 1 EA CLOSER PA416 X 695 LCN 9. NOT USED SINGLE DOOR 104 PATIO LHR 1 EA WALL STOP 406 X 613 ROCKWOOD 10. PDR-1 STOREFRONT DOOR SYSTEM BY "FINISH LINE INDUSTRIES", 1" TEMP. INSUL 6 EA HINGES LB8000 4 1/2' X 4 1/2" X NRP X 640 BOMMER 3 EA SILENCERS Q146 STEELCRAFT GLASS, PULL & LOCKSET 2 EA EXIT DEVICES 99NL-OP X S-0" X SNB X 313AN EXIT DEVICE 11. PROVIDE JAMB LOCKS ON NON -KEYED LEAF TOP AND BOTTOM 2 EA RIM CYLINDERS 20-021 X 613 SCHLAGE HARDWARE SET 11 12. PROVIDE FULL WEATHER STRIPPING AND HEAD FLASHING 2 EA ELK HORN DOOR PULLS SINGLE GATE 113 PATIO GATE LHR 13. NOT USED 2 EA CLOSERS 4111-CUSH X SNB 695 LCN SINGLE GATE 114 PATIO GATE LHR 14. PDR-1 MANUAL ROLL UP DOORS PER TWIN PEAKS PROTOTYPE SPEC. WIDTH SHOWN 2 EA THRESHOLDS 425-36" NATIONAL GUARD 3'-6" X 3'-6" X 1 3/4' GATE IS NOMINAL DOOR SIZE, CLEAR OPENING IS LESS, SEE FLOOR PLAN AND VERIFY IN FIELD 2 SET WEATHERSTRIP 11ONDKB-36" X 84" NATIONAL GUARD 4 EA SPRING HINGES LB4310 X 4 1/2„ X 4 1/2" X 640 BOMMER PRIOR TO ORDERING. 2 EA 2 EA DOOR SWEEPS C627DKB-36" DRIP CAPS 16DKB-40" NATIONAL GUARD NATIONAL GUARD BALANCE OF HARDWARE BY GATE SUPPLIER 15. DOOR HAS ADA COMPLIANT PUSH AND PULL ONLY 16. SUBSTITUTE GLAZING WITH 1/2" TEMP. FROSTED GLASS WITH CUSTOM ARTWORK GRAPHICS PROVIDED BY OWNER HARDWARE SET 05 17. PROVIDE FIELD BUILT 1 J" 0 HICKORY PUSH BAR BY GC SINGLE DOOR 105 SERVICE YARD LHR 18. POWDER COAT WITH PDR-1 RAL3002 CARMINE RED 1 EA CONTINUOUS GEAR HINGE CFM83 PEMKO 19. PUBLIC AREA HM DOOR FRAMES SHALL BE PAINTED HIGH GLOSS PDR-1 1 EA EXIT DEVICE 99NL X SNB X US26D VON DUPRIN 20. 180 DEGREE HINGE 1 EA RIM CYLINDER 20-021 X 626 SCHLAGE 20. NOT USED 1 EA CLOSER 4111-CUSH X SNB X 689 LCN 21. PDR-1 AUTOMATIC SLIDING STANLEY DURA-GLIDE 2000 SERIES DOOR SYSTEM, 1' 1 EA PROTECTION PLATE K1050 40" X 32" X 630 ROCKWOOD TEMP. INSUL GLASS, BREAKAWAY PANELS WITH 6" PUSH PANEL 1 EA THRESHOLD 325-42" NATIONAL GUARD 1 SET WEATHERSTRIP 110N-42" X 84" NATIONAL GUARD 1 EA DOOR SWEEP C627A-42" NATIONAL GUARD 1 EA DRIP CAP 16A-46" NATIONAL GUARD DOOR SCHEDULE DOOR FRAME GLAZING DETAILS LABEL HDW GROUP REMARKS NO ROOM SIZE TYPE THK MATL FINISH FTYPE FMATL FFINISH GTYPE HEAD JAMB SILL 101 ENTRY VESTIBULE 3'-0" x 8'-0" DBL A 2" AL - - MTL - U-FACTOR 0.60 - - - - 1 2,5,7,11,12,17,18,19 102 ENTRY 3'-0" x 8'-0" DBL A 2" AL - - MTL - - - - - - 2 2,5,7,11,12,17,19,20 103 ENTRY WAITING 3'-0" x 8'-0" DBL A 2" AL PDWR-CT - MTL - U-FACTOR 0.60 - - - - 3 2,5,7,11,12,17,19 104 DINING 3'-0" x 8'-0" G 2" AL PDWR-CT - MTL - U-FACTOR 0.60 - - - - 3 2,5,7,12,17,19 105 RECEIVING 3'-0" x 8'-0" F 13/4" HM PAINT - MTL - U-FACTOR 0.37 - - - - 7 1,3,5,6,7,8,12,19,20 107 UTILITY 3'-0" x 8'-0" F 13/4" HM PAINT - MTL - U-FACTOR 0.37 - - - - 8 1,3,5,6,7,8,12,19 109 WOMENS 3'-0" x 8'-0" B 13/4" WD STAIN - MTL - - - - - -- 5 5,16,19 110 MENS 3'-0" x 8'-0" B 13/4" WD STAIN - MTL - - - - - - 5 15,16,19 ill FAMILY 3'-0" x 814" B 13/4" HM STAIN - MTL - - - - - - 9 1 . 5,16,19 NO SIZE MATL GLAZING HEAD JAMB SILL FINISH REMARKS A 4'-0" x 6'-6" AL GL-02 - U-FACTOR 0.38 -- -- -- PER SCHEDULE B 9'-0"x 8'-0" AL GL-02 - U-FACTOR 0.37 -- -- -- PER SCHEDULE B1 7'-0" x 8'-0" AL GL-02 - U-FACTOR 0.37 -- -- -- PER SCHEDULE C 5'-2" x 12'-0" AL GL-01- U-FACTOR 0.38 -- -- -- RAL3002 GLAZING SYSTEM D 15'-9" x 12'-0" AL GL-01- U-FACTOR 0.38 -- -- -- RAL3002 GLAZING SYSTEM E 5'-8" x 4'-10" AL GL-02 - U-FACTOR 0.38 -- -- -- RAL3002 GLAZING SYSTEM DC-SIGNPARAMETQRS, LLC 6373 SILVQR STR-EAM LN FRISCO, TX 75034 PP: 214.784.5014 �X: 303.223.9104 DESIGN PARAMC-TgRS.COM .tom r START DATE • 0802016 PROJECT NO - Tffm DRAWN BY • JKI3 CHECKED BY - JIM ISSUEDIREVISED • • DATE PEI'WT 11.1=16 SCF EXM 12142016 OWNER REVIIISM COMLEMS 012DMB �E pI�F"s° s a R I a 9�.. ed d 3 �; m� 6' � y e q City of Tukrma I RJILDN IVIgIC y 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1- - SCHEDULES & DETAILS A320 COPY•NiNTib HOLE DRILLED TO FIT REMOVABLE FIXING PIN ADJUSTABLE BRACE - AVAILABLE FROM KIRBY STEEL lco BOT OF >< SEALANT STAGGER SIDES AT EACH BRACE WALL TYPES STAGGER SIDES AT EACH BRACE DECK PLAN DIM I TAPE AND BED NOTE I ALL DRYWALL r o FASTEN TO DECK o r o ` FASTEN TO DECK AT DINING SOUND I I ABOVE CEILINGS Lo o f W/ #10 TEKS o o L� �� W/ #10 TEKS PARTITIONS -INSULATION TYPICAL TO EXTENT TO DECK I I I I CUP ANGLES CUP ANGLES — TYPICAL REF FLOOR \ \ PLAN FOR INDICATION � NOTE \ 45' DIAGONAL BRACING - 2x4 WD FRAMING AT AT RESTROOM WALLS, I 4'-0° OC, STAGGERED INSULATION TO EXTEND I I R-13 BATT INSULATION 12" MIN. ABOVE HIGHEST I I (INSUL 1) AT SOUND ADJACENT CEILING. I I WHERE a; INDICATED PARTITIONSON FLOOR I I J PLAN LINE OF CEILING >< NOTE I REFER TO WALL FINISH — — AT RESTROOMS AND I I TYPES BELOW AND OFFICE WALLS; DRYWALL INTERIOR ELEVATIONS I / TO EXTEND TO DECK ON I I f' 2X WOOD FRAMING AT LEAST ONE SIDE OF I I AT 16'OC FRAMING MIN REFER TO WALL FINISH TYPES BELOW 2X WOOD FRAMING AT 16'OC PLAN DIM ATTACH 2x TREATED WOOD I I ATTACH 2x TREATED WOOD PLATE TO SLAB 0 24° OC I PLATE TO SLAB 0 24' OC TOP OF CONC - I SEALANT BOTH SIDES .SEALANT BOTH SIDES SOUND PARTITION WALL TO DECK �B TABLE BASES �16"x16"J" STEEL PLATE W/ I" HOLES FOR MOUNTING TABLE i TUBE STEEL POST SIZED TO FIT SLEEVE,(BL( IRON IN i CONDmONED SPACE) j I (GALVANIZED ON PATIO) -� 4" TUBE STEEL SLEEVE (BLK IRON IN CONDITIONED SPACE) GALVANIZED ON PATIO) fTCORE�INTO @ZSCAIXED ACCESSIBLE 16°x16"4" STEEL PLATE W/° HOLES FOR MOUNTING TABLE POST FROM KIRBY 4' TUBE STEEL `D STEEL OR LOCAL (gH( IRON IN CONDITIONED SPACE) (GALVANIZED ON PATIO) CORE DRILL INTO SLAB 02 EIXED HI —TOP SCALE:1 "=1'-O" 16"x16"4" STEEL PLATE W/ j" HOLES FOR MOUNTING TABLE " M POST FROM KIRBY 4" TUBE STEEL STEEL OR LOCAL (BLK IRON IN CONDITIONED SPACE) (GALVANIZED ON PATIO) CORE DRILL INTO SLAB EPDXY INTO PLACE 03 EIsCAXED HI —TOP PLAN INDICATION PLAN INDICATION TYPICAL PARTITION TO 6" ABOVE CEILING FREESTANDING TABLE SCALE:1 "=1'-O" 10 TRIM (STAIN DARK WALNUT) 2x8 BLOCKING L 1/8'x2'x2'x24° ANGLE BRACKET (3 SCREWS ON EACH LEG) - T&G PLANK 10'x10"x1/2" PLYWOOD PLATE WOOD BASE THRU SATTERWHITE NYL FLOORING 3/4° PLYWOOD METAL EDGE (BLACK) 1x6 TRIM (STAIN DARK WALNUT) DOUBLE ENDED LAG SCREW L + 1" 2X12 BLOCKING 01 SEC BOOTH 8c PLATFORM FREESTANDING HI -TOP SCALE:1 "=1'-O" / 46 DIAGONAL BRACING - 20 WD FRAMING AT 4'-0" OC, STAGGERED RESTROOM CEILING 9,_O. AFF REFER TO WALL FINISH TYPES BELOW 2X WOOD FRAMING AT 16'OC 1TACH 2x TREATED WOOD 'LATE TO SLAB 0 24' OC EALANT BOTH SIDES PLAN INDICATION TYPICAL PARTITION TO C1 UNDERSIDE. OF CEILING -IOWN 5/8" FRT WOOD BLOCKING IN PLACE OF DRYWALL WHERE SHOWN ON KES DWGS 5/8' MOLD RESISTANT GYP TILE - PER FIN SCHED _ - 2'_0" TILE BACKER BOARD 5/8-TILE BACKER a: BOARD ALUM Z STRIP TYP AT MEMBRANE FLOORING BY FLOOR MFGR WP MEMBRANE TO RUN 5 1/2' UP WALL AND 24' OUT FROM WALL 6" COVE MEMBRANE BASE AND FLR SYSTEM SEE BASE NOTE SLNT LOC KITCHEN WALL FRP FIN 5 FLR MEMBRANE WET AREA ISH AS SHOWN (PES N 5/8" FRT WOOD BLOCKING �IN PLACE OF DRYWALL WHERE SHOWN ON KES DWGS �5/8° MOLD RESISTANT GYP �FRP -PER FIN SCHED - 2'_0" TILE BACKER BOARD 5/8' TILE BACKER BOARD FRP TRIM - MATCH FRP PER FIN SCHED ALUM Z STRIP TYP AT MEMBRANE FLOORING BY FLOOR MFGR 111l1 IIr111111 .11" TA f111.1 W LL FRPHEN FIN 1 FLR MEMBRANE WET AREA 1/4' SLNT SECURE TO STRUCTURE ABOVE Cn = i a J W W � N U iN J = REF INTERIOR ELEVATION_ 10 TRIM WS2 PNL-1 WS1 SEE FINISH SCHEDULE _6' WOOD BASE 5 YP BD tx6 BASE WS2 S LOC RESTROOM VESTIBULE V.E. OPTION WALL PANEL FLR VINYL FIN 6 GYPSUM BOARD - WHERE REQ'D BY WALL TYPE n :: ' II I I------- II n II HOOD - REF MEP DWGS NO WOOD BLOCKING IS ALLOWED IN WALL BEHIND HOOD TYP ' STAINLESS STEEL PANEL BY KES 5/8' TILE BACKER BOARD ALUM Z STRIP TYP AT MEMBRANE FLOORING BY FLOOR MFGR WP MEMBRANE TO RUN- 5 1/2' UP WALL AND 24" OUT FROM WALL 6" COVE MEMBRANE BASE AND FLR SYSTEM SEE BASE NOTE SLNT LOCKIT -HOOD WALL FIN 2 FLR MEMBRANE WET AREA ING REFER TO WALL FINISH TYPES BELOW TWO POWDER ACTUATED FASTENERS 0 24' OC 2' CONTINUOUS TRIM (WDl) W/ 1/4'RADIUS N EDGES 2x WOOD STUDS 0 16" OC STEEL POST TO BE FULL HEIGHT 5/8° GYP BD 1/2° (TYP) -� :, f- PNL-1 SEE FINISH PLAN DIM SCHEDULE TYP BLOCKING WHERE i NOTE: REQUIRED FOR REFER INTERIOR 2X6 WALL FRAMING TABLE BRACKETS ELEVATIONS FOR WALL AND PER STRUCTURAL, BASE CONFIGURATION WITH R-19 BATT I INSULATION I WS2 BASE - REF FINISH BASE - REF FINISH PLAN & INT ELEVS PLAN & INT ELEVS FLOOR FINISH - FLOOR FINISH - REF FINISH PLAN REF FINISH PLAN TOP OF CONC HSS 2 1/2' X 2 1/2' X 3/16° STEEL ATTACH 2x TREATED WOOD POST AT END OF WALL &WHERE PLATE TO SLAB 0 24" OC a X4 SHOWN ON FLOOR PLAN- EXPANSION BOLT TO SLAB - GROUT IN PLACE W/ HIGH STRENGTH GROUT - PARTIAL HEIGHT E PLAN INDICATION EXTERIOR E WALL WALL WALL FINISHES NG PAINT BASE 10 WS2 LIGHT GREY CHINKING PAINT PNL-5 ABOVE LONG RUN OF BOOTH NOTE STONE AT WALL ADJACENT TO KITCHEN w/ TRIM CHANGES TO 2x4 0 STONE TRANSITION 5/8° GYP BD LOC DINING WALL PANEL W FUR VINYL FIN 7 N U � N O = M N � z J � Z d NOTE: REFER INTERIOR N = ELEVATIONS FOR WALL AND N BASE CONFIGURATION J = aN Z �-� SLNT 1x4 TRIM WS2 WS2 S FURNISHING PLAN FOR DIMENSIONAL INFORMATION 5/8" PLYWOOD TYPICAL BEHIND WOOD WS2 RABBIT IN TRIM TO EXTEND OVER TILE REF INTERIOR ELEVATIONS WP MEMBRANE TO BE LATICRETE #9235 & LATICRETE 1317 W/ 13701 LATEX ADDITIVE OR OWNER APPROVED EQUAL 5/8° TILE BACKER BD TYPICAL BEHIND TILE 5 1/2' WP MEMBRANE - TILE BASE REF ELEVATIONS - WP MEMBRANE TO RUN 5 1/2' UP WALL AND oA° niir Mnu WAIT LOI WALL TI STROOMS FIN 3 FLR TILE WET AREA 1/8"x2"x2"x24" ANGLE BRACKET (3 SCREWS ON EACH LEG) (AVAILABLE AT KIRBY STEEL) 2x WOOD OC G AT TABLE BRACKET r,/a° r_w nn - TYVEK OR APPROVED EQUAL VAPOR BARRIER - WALL SHEATHING PER STRUCTURAL ATTACH 2x TREATED WOOD PLATE TO SLAB 0 24' OC - START TRACK WITH WEEPS - APPROX. GRADE RECEIVED CITY OF TUKWILA 1" FEB 012016 PERMIT CENTER 10°x10'x1/2° PLYWOOD PLATE DQSIGNPARAMC-T9RS. LLC 6373 SILVI-R STRI-AM LN FRISCO. TX 75034 PI-1: 214.784.5014 �X: 303.223.9104 DQSIGN PARAMCTQRS.COM Jc • .• • • START DATE • 0ULM5 PRWE CT NO • 7wpo1 DRAWN BY CHECKED BY - ISSUEDN EMBED • . DATE Pew 11AM5 OWNER REVSfBM COMMENTS mame tl "IPH . ••✓ �-Oa , C �_- g C � cI�� k.l� g eB.s'3�aA-y¢ BUILDING DIVIS O 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1- - WALL TYPES CDPYRI®XT�td@-1016 ALUM NAILS W/ NEOPRENE GASKET AT 12" OC RUN ROOF MEMBRANE OVER PARAPET FRAMING - 2x PT WOOD CAP SHEATHING PER STRUCTURAL FRAME ROOF CANTS W/-- 2X6'S @ 16" O.C., WITH %' PLYWD. SHEATiNG & PROTECTION BD OVER. FIRESTONE TPO ROOFING SYSTEM OVER PROTECTION BOARD POLY -ISO_\ INSULATION BOARD PER ROOF PLAN TECTUM STRUCTURAL ROOF PANELS PER ROOF PLAN ROOF FRAMING PER STRUCTURAL 2X6 WALL FRAMING PER STRUCTURAL, WITH R-19 BATT INSULATION WALL, FLOOR AND BASE FINISH PER INTERIOR ELEVATIONS `-PREFINISHED COPING TO MATCH STANDING SEAM ROOF SYS REF ELEVATIONS 2 1/2' THICK EIFS BARRIER SYSTEM INTEGRAL COLOR - REF ELEVATIONS AND SCHEDULE R m -30 INSULATION UNDER CANT FINISH PER ELEVATIONS TYVEK OR APPROVED EQUAL VAPOR BARRIER WALL SHEATHING PER STRUCTURAL STARTER TRACK WITH WEEPS FINISH FLOOR ' APPROX. GRADE CONCRETE FLOOR SLAB PER i`.t.. FOUNDATIONS PER STRUCTURAL STRUCTURAL R-10 MIN 24" VERTICAL TYP. EIFS WALL SEC FF] SCALE:1 /2"=1'-0" 20 GA. GLVANIZED (2) LAYERS 3/4' CUP 12' WIDE 0 ALUM NAILS W/ NEOPRENE - CDX SHEATHING 5'-Om O.C. GASKET AT 12' OC 26 GA SS SPRING, 8' #9 1-1/2' S.S. SCREW WIDE @ 5'-0" O.C. w/ WASHER, PROVIDED (4 PER CUP) SNAP -ON COPING CAP RUN ROOF MEMBRANE OVER CONCEALED JOINT SPLICE, PARAPET FRAMING 6' WIDE w/ PREFORMED FORMED IN 10'-0" CHANNEL FOR WATER LENGTHS CONTROL 2x PT WOOD CAP - SEE vv ELEVATIONS J \ 3 8' ALLOWANCE CAP WIDTH 171/2' S.S. RING FOR WALL VARIATION MIN =7 1/2" MAX.=32' SHANK NAIL, EXTEND WIDTH OF CAP OVER PROVIDED WALL FINISH PER ELEVATIONS ****NOTE: FINISH BACK OF PARAPET COPING DESIGN INTENT WALL AND CONSTRUCTION BASED ON HICKMAN WITH NEW FINISHES PER PERMASNAP 2 ELEVATIONS NOA#11092908 TYPICAL COPING DETAIL SCALE: 1"=1'-O" EXTERIOR FINISHES PER ELEVATIONS TERMINATE OFS WiTH PREFORMED TRACK & WEEP 1 KICKOUT FLASHING 1 STONE VENEER CAPSTONE i STONE VENEER OVER (2) LAYERS j OF #15 BUILDING PAPER (OR TYVEK STUCCO WRAP) &SCRATCH COAT ETC PER MANUF. DENS -GLASS GOLD EXTERIOR SHEATHING BEHIND STONE FINISH," SLOPE AWAY EXTERIOR GRADE PLYWOOD ABOVE, TYP. KICK OUT FLASHING CONCRETE SIDEWALK TYP. ST-1 WAINSCOT SCALE: 1/2"=1'-O" PREFiNISHED COPING TO MATCH STANDING SEAM ROOF SYS REF ELEVATIONS 1x12 HARDIE BD TRIM HARDIE BD PANEL BOARDS/ BATTENS PER ELEVATIONS PARAPET 8c COPING DETAIL SCALE: 1 "=1'-O" ADHESIVE APPROVED FASTENER MEMBRANE FLASHING STRIP THERMOPLASTIC MEMBRANE ROOFING SYSTEM ON PROTECTION BOARD ON 4' POLYISOCYANURATE IN ON T&G PLYWOOD DECK GALVANIZED NAIL MEMBRANE FLASHING -� 15 SCUPPER DETAIL EIFS SYSTEM INTEGRAL COLOR - REF ELEVA11ONS AND SCHEDULES FOR INFORMATION SEALANT METAL SCUPPER METAL COLLECTION BOX AND DOWNSPOUT OVERFLOW HOLES 2" ABOVE FLOW LINE x REF STRUCT DWGS 11.25' HRDY-1 CEMENT BOARDS ALUM. REGLET FRY-1 EXTERIOR SIDING DETAIL SCALE: 1 1/2"4-0" TWIN PEAKS NOTE: THE DETAILS BELOW AND RIGHT ARE MANUFACTURER DETAILS AND GENERAL IN NATURE AND TO BE USED AS A "GO-BY" FOR THE INSTALLATION OF THE HARDIE-PANEL VERTICAL BOARD AND BATTEN SIDING REFER EXTERIOR ELEVATIONS FOR SIDING CONFIGURATION AND FINISH DOOR /WINDOW JAMB SCALE:3"=1'-O" WOOD IN5ULAT WHERE 09 PARAPET METAL GAPPING UNDERLAY TO PROVIDE 150LATION OF METAL FLASHING TO FRAMING HardiePanel ® 5lding WATER RE515TIVE BARRIER EXTERIOR SHEATHING INTERIOR 5HEA WOOD FRAMING INSULATION WHERE REOV- BOTTOM PLAT M015TURE BAF HardiePanel ® Siding WATER RE515TIVE BARRIER WOOD EXTERIOR 5HEATHIN6 INSULAl WHERE 4 MIN. P - 2" GLEARANGE d ° d DEPENDING ON 5PEGIFIC a HARDIE ZONE v ° PATH / DRIVEWAY / SLAB CONCRETE 5LAB MA50NRY FOOTING vI(—III—Ii�— HARDSCAPE CLEARANCES, r-\ r- n i i C, n n /-N i 1 r- C-1 n A T I r1 C-` SCALE:3"=1'-0" INT=RI( IN5ULA1 WHERE BLOC# FIXTURE PENETRA HardiePanel O 51ding INTERII 04 WISCAL NDOW SILL WATER RE515TIVE BARRIER Ix2 TRIM BEYOND WOOD MLA1 WHERE 1/4" 6AP, DO NOT CAULK FLA51 IN6 TRIM AROUND OPENING INTERI( I I HardieTrim® Boards tt 1 1 E LEAVE APPROPRIATE CAP AND GAULK t t , WOOD FRAMING HardiePanel ®5lding it t t I I {'EXTERIOR SHEATHING ij Iit FIXTURE PENETRATION SCALE:3"=1'-O" 06 GRADE CLEARANCE 05 HORIZONTAL VIEW AN BU aMr FLASH WINDOW PER MANUFAGiURER REGOMMENDATION IF TRIM 15 PROTRUDING BEYOND WINDOW 51H IT MU5T BE FLASHED HardieTrim ® Boards LEAVE APPROPRIATE CAP AND CAULK HardiePanel ® 51ding WATER RE515TIVE BARRIER EXTERIOR 5HEATHIN6 HardlePanel ® 51ding WATER RE515TIVE BARRIER EXTERIOR 5HEATHIN6 1/4" 6AP, DO NOT GAULK Z-FLA5HIN6 HardieTrim@ Boards FLA514 WINDOW PER MANUFACTURER REGOMMENDATION WINDOW FRAME v WINDOW/DOOR HEAD SCALE:3"=1'-O" 02 OUTSIDE CORNER ® 51ding 15TIVE BARRIER �IEATHIN6 DE CLEARANCE HardiePanel 0 51ding HardiePanel ® 51ding WATER RE515TIVE BARRIER EXTERIOR 5HEATHIN6 LEAVE APPROPRIATE CAP AND CAULK HardieTrim ® Boards :IATE WOOD FRAMING INTERIOR SHEATHING WOOD FRAMING DESIGNPARAMQTC-RS. LLC 6373 SILVI-R STRI-AM LN �RISCO, TX 75034 PSI: 214.784.5014 1-X: 303.223.9104 DQSIGN PARAMQTQRS.COM - w START DATE • oess=5 PROJECT NO • Twpm DRAWN BY CHECKED By. jc9 ISSIJEDIREVISED • • DATE PERWrT 11.182016 OWNM REVBI = COMMEM 01202818 �(aY O' 1.16.t SUI I,- 8774 REGISTERED v< ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1- - TYPML EXTERIOR DETAILS CppYp1©N7@�->�t6 PAKAPEI WAL4RAL ROOF FINISH & PER SENTRY CANOPY TRUSS & PARAPET WALL INSULATION PER RAFTERS PER RIDGE PER STRUCTURAL FRAMING PER ROOF PLAN A2.0 STRUCTURAL STRUCTURAL _. �.._._.:._._._.�.�.._ _ TRANSITION DUCT INTO ATTIC FRI 9CA7 PNL-1 6" V-GROOVE OVER Y2" GB CEILING BOX OUT CHASE W/ 2X PAINT CEILING & SECURE TO JOISTS BY STRUCTURAL FRAMING FOR HVAC DUCT I ALI N EXPOSED STEEL TO VESTIBULE BEAMS, PT-09 HVAC DUCT WS-1 SCISSOR TRUSS, SEE.STRUCT. PLAN, RCP CJ'S PER i HE I 16'-0" RAIS GB CEILING -1 TI AOEf<.pEf ;;,'; . :1X6''.;?P#ZU >;TJ21M BOT. OF �:.:.;.;`:.. STAIN .Vt1:T'Z a. ?:>; R<:>.::.:^;;,.:.`":: ' •`, :':,: SOFFIT 12'-0" TOP OF SD-2 c� TRIM SOFFIT BOTTOM ' u WITH 1X6 SPRUCE, STAIN WT-2 L >a SD-1 SMOOTH BD OVER & 1 = o i CHINKING ON Y" PLYWOOD IN DINING RM, TYPICAL, UNO PDR-1 STORE FRONT SYSTEM EXTEND FRAMING, SHEATHING AND FINISHES UP TO DECK. ADJUST FRAMING AS NEEDED TO ACCOMODATE WOOD TRUSS. 2x FRAMING AT 24" O.C. FOR CLG. -- 1 x6 T&G CLG. PROVIDE UNI-STRUT TO HANG ELECTRICAL FIXTURES BELOW GARAGE DOORS IN OPEN POSITION, VIF. TYPICAL 1X4 WT-2 1 TRIM I ; ADA COMPLIANT PUSH/PULL ) 00 cc � 4 \ "III -__ . 1X WS-2 WRAP AT_j DRINK RAIL, SEE DOORSAS' / 1X8 SPRUCES CORNER, TYP DTL 11 A260 WT-2 SCHEDULED WS-2 BASE i PDR- STOREFRONT STYLE ALUMINUM ROLL UP OVER HEAD DOOR TO MATCH GARAGE �` DOOR WITH GLASS PANEL AS 01 D I NING E L_ E V A T I O N DOORS SCHEDULED j BLACK PAINTED STEEL j HIGH LIFT ROLL UP DOORS, GC TO HAVE VENDOR i CONNECTORS, SEE TRANSITION TO VERIFY MAX LIFT HT & ANGLE IN FIELD WITH I STRUCTURAL ORE INFOGS OR ATTIC BEYOND EXISTING CONDITIONS PRIOR TO ORDER, SEE DTL 7/A3.01 I WD ROOF TRUSSES ' • PNL-1: 6" V-GROOVE 4G BD PNL-1 OVER $" GYP IN DINING RM, TYPICAL, UNO 1x1 VERTICAL TRIM AT INSIDE CORNERS (TYP) WS-2 I 00 -- ---------------------- PER STRUCT. PLAN, •. :•:: ':::.:; ;..;,:.:.;:.; .;: •. CEILING FINISH ABOVEI-ENTRY-------------- WS-1, TYPICAL BEYOND. SEE STRUCTURAL DWG RAISED CEILING BEYOND 1X WS-2 WRAP AT I FOR CEILING G _ T 9 P 0 U CORNER, TYP I L S & - M SD 2 SMOOTH D XP D GLULA B E OSE ( ( .' ' HVA U I HT T TG 0 _ -i EXPOSED STEEL E OSED GLULAM EXPOSED M PINT BEA A CEIL G RAFTERS WS-1 ECO-1 ( _ ":1:"6-'�.0''�"� '' I 3 - .1 ' RAFTERS PT-09 WS-1 Y :FT 4 %• — ECO 1 I - Y":FT 4 �— HEADE �'.�� - —.. ::a:X'�;'�PFRI;t�:3�1k4;, NX/ ... .......:: . ..... ....... W0 FA Iraaa� ; �nsiarl■ .. +rr 1 w f— '--����I[ is �— � ' _�•>r�-.�.- � ':i 1 PNL-1 6" 1X8 SPRUCE PDR-1 V-GROOVE, WS-2 BASE_1 WS-1 VERTICAL TRIM TYPICAL AT 9 rn-��D N I N G ELEVATION OUTSIDE CORNERS WS-2 FINISH CEILING WITH 1/2" GB & PAINT PT-07 3"0 WS-1 PT WHITE PINE LOG BASE 2X4 STUD FRAMING TO STRUCTURE ABOVE ± 9'-0" SOFFIT CLG FINISH CEILING WITH 5/8" GB & PAINT PT-07 1X SPRUCE TRIM, STAIN WT-2 CORNER BOOTH & TABLE 6 3/4 FRONT VESTIBULE, -- PDR-1 HM FRAMES PDR-1 ALUMINUM FINISH & PDR-1 DOOR AS SCHEDULED i i I IND. ROOF TRUSSES 1 nrn CTDI InT nI AM `- "-1X6 SPRUCE LCORNER BOOTH LCONV. OUTLETS, PNL-1 6"� LWOOD TABLE LCONV. COMBO DATA, 1X6 SPRUCE WS- WS-2 BASE SEAT & TABLE TYP. V-GROOVE, WS-1 (TYP.) OUTLETS, SINGLE OUTLET FOR BASE (TYP.) z 0 5 DINING E E V A T I O N (TYP.) nP TV'S,TYP PDR-1 FACTORY SUPPLIED PUSH/PL DRINK RAIL, SE `\ DETAIL 9/A260 U z LOCATE COMBO DATA, SINGLE OUTLET FOR TV ABOVE TABLE TOP BLACK PAINTED STEEL CONNECTORS, SEE I STRUCTURAL DWGS FOR MORE INFO I 1X2 WS-2 `-1X6 WS-2 PNL-1 6" — BULLNOSE TRIM z V-GROOVE, WS-1 (TYP.) IT/ Nl—/— BULL 0" TRIM 1 WS-2 LJI(lU I ICT null in nnnnc nn Tr) LJAVC UCAInn❑ \/CDICV HAV I IF WS-2 BASE PNL-1 6" "-1X6 WS-2 CORNER BOOTH V-GROOVE, BASE SEAT & TABLE WS-1 WS-2 TRIM 2X4 STUD FRAMING TO STRUCTURE ABOVE FLEX DUCT ALLOWED IN SOFFITS ± g'—o" SOFFIT FINISH CEILING WITH 5/8" GB & PAINT PT-07 1X SPRUCE TRIM, STAIN WT-2 CREATE 6" DEEP X 6" WIDE WINDOW POCKETS, FINISH W/ 1X SPRUCE WS-1 -lx1 VERTICAL TRIM AT INSIDE CORNERS (TYP) WS-2 vwn �n�nvv�, Ins SCHEDULED CO DINING E E E V A T I SPRUCE N N. 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TIGHT TO UNDERSIDE OF STRUCTURE 1X8 SPRUCE WS-2 BASE e n n INTERIOR WALL MATERIAL /FINISH SCHEDULE � DESCRIPTION REMARKS PT-01 SHERWIN WILLIAMS: SW6113 'INTERACTIVE CREAM', FLAT EXTERIOR, MAIN COLD PT 02 SHERWIN WILLIAMS: SW6468 'HUNT CLUB', FLAT EXTERIOR, TRIM PT 03 SHERWIN WILLIAMS: SW6102 'PORTABELLO', FLAT EXTERIOR, EIFS PT-04 SHERWIN WILLIAMS: SW6095 'TOASTY', FLAT EXTERIOR, ACCENT PT-05 SHERWIN WILLIAMS: SW6866 'HEARTHROB', FLAT INTERIOR, TRIM & WINDOW/GARAGE DR FRAME PT-06 SHERWIN WILLIAMS:SW6116 'TATAMI TAN', FLAT INTERIOR, PASS THRU SERVER WALL ABOVE TILE WAINSCOT PT-07 SHERWIN WILLIAMS: SW6179 'ARTICHOKE', FLAT INTERIOR, GB CEILINGS PT-08 SHERWIN WILLIAMS: SW6201 'THUNDEROUS', FLAT EXTERIOR, MTL SIDING PT-09 SHERWIN WILLIAMS: SW6104 'KAFFEE', FLAT ALL EXPOSED DUCTWORK, U1ILITIES, & STRUCTURE WS-1 SHERWIN WILLIAMS: #3123 'OAK MANTEL', (OIL BASED STAIN) INTERIOR, LIGHT STAIN WS-2 MINWAX: #2716 'DARK WALNUT', (OIL BASED STAIN) INTERIOR, DARK STAIN FRP-1 FIBERGLASS REINFORCED PANEL -COLOR 'WHITE' TYP. KITCHEN WALLS FRP-2 FIBERGLASS REINFORCED PANEL - COLOR 'BLACK' BAR AND EXPO PNL-1 SINGLE T&G 'V' GROOVE: SPRUCE PLANK, 1x6 FRAME OUT RESTROOM ABOVE TILE WITH 1x4 TRIM DINING PNL-2 CHINK JOINT PINE SIDING - W2 SIDING WITH 2' REVEAL DINING STAIN WOOD W/WS-1, SMOOTH BOARDS; FILL REVEAL WITH LIGHT GRAY SANDED CHINKING PAINT PNL-3 BEAD BOARD j' 48 SHEET V-BEAD 2.5'O.C. STAINED WS-1 FRAMED W/ PNL-5 1x4 STAINED WS-2 BARKHOUSE INTERIOR SPECIALTY SHINGLES; POPLAR INTERIOR- NO FINISH DINING ABOVE TRIM STACK BOND, NO OVERLAPS. SS-1 STAINLESS STEEL WALL PANEL BY KES KITCHEN WALLS ST-1 SYNTHETIC STONE SYSTEM - BEHIND AND 18" BEYOND HOODS CORONADO EASTERN MOUNTAIN LEDGE - CHABLIS SEAL INTERIOR STONE WITH THOMPSON'S WATER SEAL T-1 AMERICAN OLEAN #AU06, COLOR: 'AVENUE ONE DESIGNER LEATHER' RESTROOM WAINSCOT 12x24, (WALL-TYP), 12x12 (FLOOR-TYP), 6x12 (BASE-TYP) BACK BAR WALL GROUT: LATICRETE #43 'CHOCOLATE TRUFFLE' EXPO WALL WT-1 WOOD TRIM - SPRUCE - 1x4, (STAIN WS-2) WT-2 WOOD TRIM - SPRUCE - 1x12, (STAIN WS-2) WT-3 WOOD TRIM -PINE - 10, WITH RABBET FOR MIRROR (STAIN WS-2) WT-4 WOOD TRIM - SPRUCE - 10, (STAIN WS-2) KEY PLAN RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER LEI 13 Dl;SIGNPARAM9TQRS. 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S FLAT EXTERIOR ACCENT �•-r= �r I r t l' t t i .n t i i r r COLRD. INSTALLATION N R 'S. FOR FAUCETS W � . 0 LLA 0 E l� ti Q k .Y /f _ t 3 as:- 1[ FF 03 } II t: �� t 1 t t i J I 9 I 't TRI A DRAWINGS MANUF. TYP. ! ELEC C L D GS & ! Y 1 p r '� / 52 N rt , f� SHERWIN WILLIAMS: SW6866 HEARTHROB , FLAT INTERIOR, TRIM & / . ` ARAGE DR 01 I FF-03 EKO PURE SURFACE TROUGH SINK FF-03 o r FRAME I FF-12 = EKOIS-COM72 IN SONOMA GOLD -FINE RECYCLED �- 1 FF-12 PT-06 SHERWIN WILLIAMS: SW6116 'TATAMI TAN, FLAT INTERIOR PASS THRU o COORDINATE INSTALLATION GLASS S ND, SEE PLAN FOR DIMENSIONS `` SERVER WALL ABOVE DQSIGNPARAMC-TQRS. LLC x FF-13 N TiLE WAINSCOT 6373 SILV9R STRI-AM LN FiN1 o FF-13 w REQ'S. FOR URINALS W/ °� Q �, CD o � z � � PLUMBING DRAWINGS & � z � MANUF., TYP. o I PT-07 SHERWIN WILLIAMS: SW6179 'ARTICHOKE', FLAT INTERIOR, GB CEILINGS o 1=RISCO. 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SEE DRAWINGS FOR PERMIT BY SIGN VENDOR FOR MORE INFORMATION RFG-1 ROOF DRAINAGE SCUPPERS & LEADERS, RFG-1 PRE -FINISHED MTL ROOF OVER BAR, TYPICAL RFG-1 COPING PT-08 CORRUGATED METAL PANEL O�u 1(p'�il lx6 7 SiS WS-1 HANDRAIL J LONE STAR -STACK STONE J L - _j STOREFRONT STYLE DOOR SYSTEM J STYLE VENEER FINISH ST-1 PRE -FINISHED TO MATCH WIN-1 CARMINE RED NEW 8' GUTTERS AND 6' DOWNSPOUTS TO MATCH RFG-1, TYPICAL GENERAL NOTES 1. REFERENCE SHEET A001 FOR FINISH AND MATERIAL LEGEND. 2. REFERENCE SHEET A320 FOR WINDOW TYPES. 4. GLAZING SUB -CONTRACTOR TO VERIFY WINDOW SIZES IN FIELD PRIOR TO FABRICATION. 3. BUILDING SIGNAGE IS UNDER SEPARATE PERMIT REVIEW. GENERAL CONTRACTOR IS TO PROVIDE BLOCKING AND POWER FOR ALL SIGNAGE. COORDINATE WITH SIGN VENDOR AND THE ELECTRICAL DRAWINGS. � F� EXTERIOR MATERIAL /FINISH SCHEDULE OHD-1 ALUM FRAMED GARAGE DOOR - FINISHLINE INDUSTRIES (770) 483-7293 MODEL 1350 WITH INSULATED GLASS AS INDICATED ON DOOR SCHEDULE FINISH: POWDER COAT-RAL3002 'CARMINE RED' PT-01 SHERWIN WILLIAMS: SW6113 'INTERACTIVE CREAM', FLAT EXTERIOR, SCUPPERS PT-03 SHERWIN WILLIAMS: SW6102 'PORTABELLO', FLAT EXTERIOR, OFS COLOR PT-05 SHERWIN WILLIAMS. SW6866 'HEARTHROB', FLAT EXTERIOR, TRIM COLOR PT-08 SHERWIN WILLIAMS: SW6201 'THUNDEROUS', FLAT EXTERIOR, METAL SIDING PT-09 SHERWIN WILLIAMS: SW6104 'KAFEE', FLAT EXTERIOR, VERT BOARD BATTEN & HORIZ HARDIE PT-10 SHERWIN WILLIAMS: SW6259 'TRICORN BLACK', FIAT EXTERIOR, TRUSS PLATER & BOLTS RFG-1 STANDING SEAM PRE -FINISHED ROOFING SYSTEM ON 301 FELT ON T&G ROOFING SYSTEM, TRIM, PLYWOOD DECK. 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BASE PLATES, GUSSET PLATES ENTRY DOORS STOREFRONT STYLE 8x6 OF WS-3 SCISSOR COLUMN 4x4 DF S4S INS-1 RAILING POST WITH DF SURROUND STYLE VENEER FINISH ST-1 UN & THRU BOLTS PER STRUCTURAL, AS SCHEDULED ENTRY VESTIBULE, FOR PORCH ROOF, SEE SHEET SS TENSION CABLES & SS PT-10, TYPICAL PRE -FINISHED TO MATCH POLISHED CONCRETE BASE A4.03 FOR DETAILS, TYPICAL TURNBUCKLES, WIN-1 CARMINE RED SEE SHEET A610 FOR DETAILS �, RIDGE 123'-2 1 /2" - - - - - - - - - STCO-1 FINISH RFG-1 COPING AT CROWN TOP OF PARAPETun - 120'-0" TOP OF PARAPET o 119'-0" ROOF SLOPE FLAT SEAMED GALVANIZED METAL ROOF TO MATCH RFG-1 Y" : 1'-0" _ FINISH OVER SELF ADHERED ICE & WATER SHIELD, OVER Y4' COX ROOF SHEATHING, PROVIDE WALL TO ROOF FLASHING, SEE DTL 5/A5.20 STCO-1 FINISH PAINT, PT-3 PRE -FINISHED MTL GUTTER DS TO MATCH RFG-1, LF- 1 LJ TYPICAL 2x DF WS-3, PER STRUCTURAL A KICKER TREWS RE 4/A530 RFG-1 ROOF DRAINAGE SCUPPERS & LEADERS r-RFG-1 COPING TOP OF PARAPET _ 120'-0 5 16" TOP OF PARAPEF 119'-O" CENTER AT PATIO COLUMNS, CUSTOM //-- ALUM. SCUPPERS, SEE SHEET 12/A610 TOP OF PATIO RO OFF_ 112'�3" Y cm 2'-8" cv BOTTOM OF PATIO ROOF N. ff �: 109'-6" PROVIDE STONE LANDSCAPE/ PLANTING BED AT PAT10 L — J SLAB AND TUBE STEEL RAFTERS PER STRUCTURAL CONNECTORS & POST FOUNDATIONS STRUCTURAL, FINISH PT-10, TYPICAL BASES PT-10, TYPICAL BY STRUCTURAL 01 NORTH ELEVATION RFG-1 PRE -FINISHED MTL ROOF OVER BAR, TYPICAL RFG-1 COPING KICKER TREWS RE 4/A530 SDG-1, PT-09 GENERAL NOTES 1. REFERENCE SHEET A001 FOR FINISH AND MATERIAL LEGEND. 2. REFERENCE SHEET A320 FOR WINDOW TYPES. 4. GLAZING SUB -CONTRACTOR TO VERIFY WINDOW SIZES IN FIELD PRIOR TO FABRICATION. 3. BUILDING SIGNAGE IS UNDER SEPARATE PERMIT REVIEW. GENERAL CONTRACTOR IS TO PROVIDE BLOCKING AND POWER FOR ALL SIGNAGE. COORDINATE WITH SIGN VENDOR AND THE ELECTRICAL DRAWINGS. � F� EXTERIOR MATERIAL /. FINISH SCHEDULE OHD-1 ALUM FRAMED GARAGE DOOR - FINISHUNE INDUSTRIES (770) 483-7293 MODEL 1350 WITH INSULATED GLASS AS INDICATED ON DOOR SCHEDULE FINISH: POWDER COAT-RAL3002 'CARMINE RED' PT-01 SHERWIN WILLIAMS: SW6113 'INTERACTIVE CREAM', FLAT EXTERIOR, SCUPPERS PT-03 SHERWIN WILLIAMS: SW6102 'PORTABELLO', FLAT EXTERIOR, OFS COLOR PT-05 SHERWIN WILLIAMS: SW6866 'HEARTHROB', FLAT EXTERIOR, TRIM COLOR PT-08 SHERWIN WILLIAMS: SW6201 'THUNDEROUS', FLAT EXTERIOR, METAL SIDING PT-09 SHERWIN WILLIAMS: SW6104 'KAFEE', FLAT EXTERIOR, VERT BOARD BATTEN & HORIZ HARDIE PT-10 SHERWIN WILLIAMS: SW6259 'TRICORN BLACK', FLAT EXTERIOR, TRUSS PLATES & BOLTS RFG-1 STANDING SEAM PRE -FINISHED ROOFING SYSTEM ON 301 FELT ON T&G ROOFING SYSTEM, TRIM, PLYWOOD DECK. BERRIDGE MANUFACTURING PREFINISHED DOUBLE RIB GUTTERS, FLASHING, METAL ROOFING PANEL (5-V CRIMP) 'HARTFORD GREEN' KYNAR 500 OR DOWNSPOUTS, AWNINGS HYLOR 5000 FINISH RFG-2 THERMOPLASTIC MEMBRANE ROOFING SYSTEM ON PROTECTION BOARD ON 4" POLYISO INSULATION ON T&G PLYWOOD DECK RV-01 1 "x1 "4' CLEAR ANODIZED ALUM CHANNEL SCREEN FRY REGLET PCS BETWEEN HARDIE PANELS 25-75 OR EQUAL SDG-1 HARDIE PANEL VERTICAL FIBER CEMENT SIDING SYSTEM WITH VERTICAL 1x2 FIBER CEMENT BATTENS ON PLYWOOD SHEATHING (NO OSB ALLOWED AT FIBER CEMENT SIDING), JH40-30 FLASHING AND SEALANT TO MATCH FINISH TYP. SDG-2 HARDIE PANEL HORIZONTAL 11.25" FIBER CEMENT SIDING SYSTEM WITH ON PLYWOOD SHEATHING (NO OSB ALLOWED AT FIBER CEMENT SIDING), JH40-30 FLASHING AND SEALANT TO MATCH FINISH TYP. SH-1 FIXED LOUVER SHUTTERS - RAL3002 'CARMINE RED' ST-1 SYNTHETIC STONE SYSTEM - 'CHISHOLM' DRYSTACK LONESTAR STONE SO IN STUCCO SCRATCH COAT ON GALV METAL LATH ON VAPOR BARRIER ON SHEATHING TCO-1 OFS STUCCO SYSTEM INTEGRAL COLOR TO MATCH PT-03 WIN-1 ALUM WINDOW FRAME WITH STILES AND RAILS AS INDICATED ON WINDOW SCHEDULE - FINISH: POWDER COAT-RAL3002 'CARMINE RED' WS-03 FLOOD CWF-UV5 OIL BASED EXTERIOR STAIN, NATURAL COLOR DECORATIVE TRUSSES, PATIO TIMBERS, RAILINGS SDG-2, PT-09 & RV-01 DF=;SIGNPARAM9TQRS. LLC 6373 SILVER STRT-AM LN �:RISCO. TX 75034 PP: 214-784.5014 T=X: 303.223.9104 DQSIGN PARAMQTQRS.COM • TOP OF RFG-1 COPING PARAPET 124'-0" - - - TOP OF ENTRY ROOF IL START DATE - oa6 123'-6" PROJECTNo- I DRAVM BY RFG-1 CHECKED BY - 7:12 WINDOW CANOPY, ISSUEDIRENISED- • DATE i SEE FRONT ELEVATION Paw ll.l&m5 BOTTOM OF ENTRY RAFTER IL 112'-8" RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER 8774 DF WS-1 COLUMNS PER REGISTERED STRUCTURAL, PROVIDE BLACK ARCHITECT PAINTED BASE CONNECTORS FINISH FLOOR JEFFREY K BAKER 100'-0" STATE OF WASHINGTON DQSIGNP,ARAMQTQRS. LLC 6373 SILVER STREAM LN I=RISCO, TX 75034 PN: 214.784.5014 .PX: 303.223.9104 DQSIGN PARAMQTQRS.COM F • START DATE • a®aaws PROJECT NO • Tom DRAWN BY CHECKED BY - ISSUEDIREVISED • • DATE POW 11.1=5 8774 REGISTERED ARCHITECT JEFFREY K BAKER STATE OF WASHINGTON 1- - [I Cii ia,# [ IE iE{iI# tii'1 �q I i� I;jj Ii �, ooPrwax -mu m tq PT-8 ALUMINUM CAP FLASHING OVER PARAPET AND CRICKET (2) 3x10 WOOD PARAPET WALL ALUM. SCUPPER TO MATCH MTL-3 . SEE SCUPPER DETAILS. PT-9 z 6x16 DOUGLAS FIR BEAM. SEE �„ r STRUCTURAL WS-3 s< < 9'-4 >r (2) DOUGLAS FIR BEAMS ON EACH 0 o 0 0 SIDE OF COLUMNS. SEE o 0 0 0 STRUCTURAL , 21-0" EXTENDED 6x8 DS LEADER TO GROUND DF WS-1 6x8 WOOD COLUMNS - TPO ROOF COVERING OVER 1' RIGID INSULATION, OVER PROTECTION BOARD AS PER MANUFACTURER, OVER STEEL ROOF DECKING BY STRUCTURAL, OVER 3'x6" TUBE STEEL PURUNS. FLASH ACCORDINGLY. CRICKET TO SCUPPER Y':12' SLOPE (MIN.) 3" STEEL ANGLE 2x6 WOOD BLOCKING MTL-3 3'x6" TUBE STEEL RETRACTABLE WEATHER SCREEN PT-9 DECKING 2"x6" DF S4S WS-1 TOP RAIL00 N 3"x3'x5" GALV. CUP ANGLE W/ %"0 BOLTS AT COLUMNS ONLY, Y'0 0 BOLTS INTO TOP RAILING 1X19 STAINLESS STEEL WIRE ROPE GRADE 316, TYPICAL - ANCHOR AT COLUMNS - TYP. THRU BOLT PER STRUCTURAL PTD STEEL COLUMN COLLAR LANDSCAPE RIVER ROCK BED. o SEE A1.21. COORDINATE WITH co CIVIL ;d > 2" 1 •d II jj 4' REINFORCED CONCRETE SLAB FLOOR 2" 10" 19 PATIO COLUMN DETAIL -SIDE SCALE: 3/4"=1'-0" HIGH LIFT ROLL -UP DOOR SCALE: 3/4"=1'-O" (2)3x10 WOOD PARAPET WALL ALUM. SCUPPER TO MATCH MTL-3 . SEE SCUPPER DETAILS. 2x6 WOOD BLOCKING - BEHIND 3"x6" TUBE STEEL PURUNS MTL-3 6x16 WOOD RIMBOARD. - SEE STRUCTURAL (2) 8x10 WOOD BEAMS ON - EACH SIDE OF COLUMNS SECURED BY (4) h-0 THRU BOLTS 6x8 WOOD COLUMN 6x8 WOOD COLUMN 3'x3"x5" GALV. CLIP ANGLE W/ - %'0 BOLTS AT COLUMNS ONLY, Y00 BOLTS INTO TOP RAILING 2"x6" DF S4S WS-3 TOP RAIL ANOD. ALUM. TUBE CABLE STYLE TURNBUCKLE (TYP.) ANCHOR AT COLUMNS - TYP. 4' HIGH PTD. STEEL POST BASE W/ i NAILING TABS - 0 ! p O (. 1'-2! FLASHING TAB IN CRICKET 3x10 WOOD PARAPET - WALL (BEHIND) o o � I q ,. t3'-2" PATIO SCUPPER DETAIL SCALE: 3/4"=1'-O" SELF -CLOSING ADA COMPLIANT HINGE AND DOOR STOP (NO LATCH) 1X19 STAINLESS STEEL " 8" 5 WIRE ROPE GRADE 316, TYPICAL ATTACH RAIL TO POST W/ COUNTERSUNK 1/4"0 GALV. ALIGN BOLTS - TWO PER POST TYP. N i 2"x6" DF S4S WS-1 TOP RAIL co 1X19 STAINLESS STEEL WIRE ROPE E o � GRADE 316, o I co j 00 4x4 DF S4S (j " I o `� ST y WS-3 DF POco M 2 x2 SO E I ALUM. TUBE I I o GATE -WELDED 1 m co i MITRED CORNERS. W GC CAN SUBMIT %'0 BOLTS THRU POST, )�" ANCHOR I BOLTS INTO CONCRETE BASE. !4 i - 1( . ' •.:`Q..<,. :I .- ( ALTERNATE FOR co STEEL ANOD. ALUM. TUBE ' .: , • : .. �. POLISHED CONCRETE COLUMN BASE. d ' I Y. CABLE STYLE `i:; m VERIFY HEIGHT IN FIELD. i TURNBUCKLE (N.) :: C • I. I " e PATIO COLUMN DETAIL -FRONT SCALE: 3/4"=1'-O" 1 ELEVATION AT ENTRY POST SCALE: 1 1 /2"=1'-O" PATIO RAILING GATE SCALE: 3/4"=1'-O" Y"0 LAG ® 16' 0. 3X5 ANGL BY GC FC SYSTEM B LINE OF f SEE SHEE FOR MORI MTL-1 METAL ROCr PROVIDE I&W SHIE 6" PAST TOP OF R&E MANUF. CLOSER TRIM FLASHING TO CRD GUTTER 2x8 EAVE FINISHEI MATCH TRUSS METAL L BRACKET CONNECTOR 2x6 T&G ROOFING EXPOSED END OF HEAVY TIMBER RAF SEE STRUCTURAL BUILT-IN GUTTER DETAIL SCALE: 3/4"=1'-O" ATTACH RAIL TO POST W/ COUNTERSUNK 1/4'0 GALV. BOLTS - TWO PER POST. TYP. - =WS-3 1X19 STAINLESS STEEL WIRE ROPE GRADE 316, TYPICAL - 40 DF S4S WS-1 POST S.S. CABLE 0 8' O.C. (TYP.) TO TRAVEL THROUGH ALUM TUBE SUPPORT AND WOOD POST 1DIA. STEEL PIPE. EPDXY POST TO PIPE. �Fy CU o Y loo Cj C) 0o 9 C;co o rl'3 co o Cs m W oo C-i C5 oo f � Cn PATIO RAILING AT POST SCALE: 3/4"=1'-O" 4" HIGH RAISED CONC. BASE 0 �n 8X6 DF COLUMN 8X6 DF SLOPED COLUMN tat 15/A610 TYP. PORCH COLUMN PLAN SCALE: 1 1 /2"=1'-O" REFERENCE STRUCTURAL DETAILS AND NTOES METAL ROOF PER PLAN PER MANUFACTURES, OVER #15 ROOFING PAPER MINIMUM 51 " OF RIGID R-5/INCH INSULATION -4/%6" T&G DECKING BY SATTERWHITE ROOF B SCISSOF STRUCTI EIFS-1 BARRIER SYSTEM 3/4' SEALANT A BACKER ROD PRE -FINISHED M FLASHING CONTINUOUS 2X( METAL ROOFING PLYWOOD ROOF REF. STRUCTURA WATER RESISTIVE BARRIER 2X JOIST LEDGEI REF. STRUCTURA ROOF. JOIST, REF. STRUCTURAL RECEIVING ROOF DETAIL SCALE: 1 1 /2"=1'-O" 2'x6' DF S4S WS-3 TOP RAIL 1X19 STAINLESS STEEL WIRE - ROPE GRADE 316, TYPICAL Y"O PLASTIC SLEEVE IN HOLE FOR SS. CABLE TYP.) 40 DF S4S WS-1 POST - 1" DIA. STEEL PIPE. EPDXY - POST TO PIPE. 4" 'a i n II II 101 II - 3X3 RETRACTABLE SCREEN TRACK PATIO RAILING SECTION SCALE: 3/4"=1'-O" PROVIDE METAL ROOF EDGE/ CLOSURE PER MANUF. PT BLOCKING TO CLOSE OFF ROOF DECK, PAINT VISIBLE SIDE IN DINING TO MATCH CEILING FINISH, SEE RCP FILL VOID W/ RIGID INSULATION PROVIDE ALUM. FLASHING BELOW METAL ROOF, OVER TPO AND COUNTER FLASH PER TPO MANUF. RIGID INSULATION PER PLAN INSULATED TECTUM ROOF PANELS PER PLAN 2X SPRUCE WS-1, RIP AS REQUIRED, SEAL JOINTS DQSIGNPARAM9TQRS, LLC 6373 SILV9R STRQAM LN FRISCO, TX 75034 PI -I: 214.784.5014 FX: 303.223. C)104 DQSIGN PARAMC-TQRS.COM • START DATE • aa2saols PROJECT NO • 1Wo1 DRAWN BY • Jo CHECKED BY - im ISSUED/REVISED • • DATE PEW 11.1&2ms OWNER ReASMCOMMENrS 01mme u m o■ (3) COAT ECO-1 STUD FINISH & LATH PER MANUF. REQ'S 1/2" PLYWD. SHEATHING W/ #15 BLDG PAPER 2X6 WS-2 SPRUCE LEDGE W/ BULL NOSE 1X4 WS-2 SURROUND BATT INSULATION - 1/2" EXTERIOR — SHEATHING 2X6 WOOD HEADER, REF. STRUCTURAL EIFS BARRIER SYSTEM 109'-7" EIFS DRAINAGE TRACK 8" STAINLESS STEEL CLOSURE PLATE 1/4" SEALANT AND BACKER ROD COOLER WALL -' CLOSURE AT COOLER ROOF 2X6 WOOD FRAMING BATT INSULATION - 1/2" EXTERIOR SHEATHING F.O.S. 6"X3" STAINLESS STEEL CLOSURE ANGLE N COOLER WALL ---- rn-,'�F-RONT ENTRY SECTION SCALE:1 /4"=1'-O" EIFS BARRIER SYSTEM 1/2" SEALANT AND BACKER ROD 1/4" SEALANT AND BACKER ROD EXTERIOR WALL CONDITION AT EXPOSED COOLER WALL EXPOSED COOLER SIDE COVE BASE CAP BYI FLOOR MFGR SET IN BED OF SLNT 4" WATERPROOF MEMBRANE SYS EXTEND 16" MIN FROM WALL 6" COVE MEMBRANE BASE REF PLAN d . c CID Q. a• RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER INSIDE COOLER -COVE BASE CAP BY FLOOR MFGR SET IN BED OF SLNT 6" COVE MEMBRANE BASE REF PLAN '-,� SET COOLER WALLS IN FULL BED OF SLNT BY KES �I INTERIOR COOLER BASE CONDITION AT EXPOSED COOLER WALL DQSIGNPARAM�T9RS. LLC 6373 SILVQR STRI-AM LN �RISCO. TX 75o34 PI -I: 214.784.5014 f:X: 303.223.9104 DQSIGN PARAM9TQRS.COM a • v � START DATE • oe28. 5 PROJECT NO • 7m DRAWN BY CHECKED BY - IISSUEDIREVISED • • DATE Pew 11.1=5 8774 REGISTERED ARCHITECT c_/l JEFFREY K BAKER STATE OF WASHINGTON 1- - SECTIM & DETAILS o■ DISPLAY RECESS DETAIL SCALE: 1 "=1'-O" GENERAL COOLER DETAILS SCALE: 3"=1'-O" DQSl(;NPAFZAMQTQRS. LLC 6373 SlLVQR STRQAM LN -P:RISCO. TX 75034 Pl: 214-784.5014 �x: 303.223.9104 DQSlGNPARAMQTQRS.00M • START DATE - 032M5 PROJECT NO - n" DRAWN BY - in CHECKED BY - in IISSUEDIREVISED- • DATE PST ll.182m5 OWNER REV86M COMMENM Ra-VIE, -op G 0 D E C rc ,2PL [4, %R 2 cil'Al 01 -1, SUIL11M, D `f 8774 REGISTERED ARCHITECT 1-11" JEFFREY K BAKER' STATE OF WASHINGTON INTERIOR DETAILS mid 00"MH7*nWftl5 o s cc PROVIDE JACK OL SIDE SPRUCE PROVIDE SHELVIN( HICKORY b N CD PROVIDE (1) 20A DUPLE)( ELECTRICAL OUTLET FOR ELECTRONICS N co D9SIGNPARAMl=-;TQRS, LLC 6373 SILVER STRgAM LN FRISCO. TX 75034 PI4: 214.784.5014 1::X: 303.223.g I O4 DC—SIGNPARAMC—fQRS.COM START DATE - o6m=5 PRWECT NO • 71" DRAWN BY • im CHECKED BY - rm IS'SUED/REVISED • • DATE PEFW 11.182016 OWNER FEVSIB= COMMENTS 012 =6 CODS (q _.t! REGISTERED ARCHITECT JEFFREY K BA4R STATE OF WASHINGTON 1- INTERIOR DETAILS IIt iSSs 11 ,I' rtlii il1i� � 1 i i 3i,::1i9; 13..4i,:1, �h COPYMM02NE-Mg 1/21/2016 11:13:11 AM- 7-1 n n n n II II II II 1L II it II II � R II II II � II II II II � II II II II � II II II II �F1 Fl.II II II i II II i II II II II � II II II � II II II II � II II II II � II II I II i II II I I� ------}—I----+-I- \ I IT \ II II I II \ II II I II \ II II I II \ II II I \ II II I II \ II \ II I II \ II II II \ II II II II \ II II II II \ II II II II II II II \y I I I I II I V ---------_�--- J ------------ MAKE-UP AIR UNIT 81. 103.1 1 19.1 HOOD FAN HOOD FAN HOOD FAN 50.1 g1.1 81. 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ROOF TOP COOLER COMPRESSOR VERIFY TRUE LOCATION ON ARCHITECTS DRAWINGS 17 min ROOF TOP FREEZER COMPRESSOR VERIFY TRUE LOCATION ON ARCHITECTS 15 DRAWINGS CEi;tvQ� ,UIL RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER REVISIONS wcnowN>-Novo •ON _3 H CL Q�-<j QWQ Q-mWwom 01-- a Z W O 0 N~ Z O W ow w MOmcnQwZOJJ>Qwf- OF-Ocn �U_J Wj LLJ~J�Wm�wm m 1-HZUjW-=mi-H �-w wLLJ LLI 00 (n Q = cn o n Q>aomo=F-irm> oIL 0 �Z�ZLij w<�WZcn a QwW\Q WmWa_0-Q FJONgoOZ0J=nZ F- Q - W g:W-OLLJUF=-�<Ei OZ2 f-O..w w �_Ow =)Ucnzz L10Z U>- OJvL_jwOWJ ULLJ aOa L F- <ZOw-QOU U<0ZW 0Ld)- N wZOF-I- w�UO=o = w0°ZvOJW~o- nMFZWZoy �-OOZJO_iWw OZUn0W0UO U�J0Zdw0Z O - = m O. 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DISCONNECT HOSE PROVIDED BY K.E.C. AND INSTALLED BY PLUMBER SHUT-OFF VALVE BY PLUMBER MAIN GAS MANIFOLD PROVIDED AND SECURED TO WALL BY PLUMBER INSTALL GAS MANIFOLD TIGHT TO WALL TO GAIN MAXIMUM EQUIPMENT DEPTH UNDER HOOD RESTRAINING CORD TO BE SECURED TO WALL BLOCKING OR STUD BY PLUMBER (INCLUDED WITH KIT BY K.E.C.) 3" GAS QUICK -DISCONNECT INSTALLATION DETAIL SCALE --NONE (TYPICAL INSTALLATION) 1/2" ET: TY-SEAL ONLY 1 SECTION THRU TYPICAL FLOOR SINK SCALE: NONE SECURE UNISTRUTS TOO OVERHEAD STRUCTURE WITH 1/2" ALL -THREAD (TYP). NOTE: JUNCTION BOX WITH OUTLET BY ELECTRICAL CONTRACTOR. FOR CONDENSATE DRAIN HEAT COIL TAPE. CONDENSER AND DRAIN PAN LOCATED INSIDE OF COOLERTREEZER. UNION CONDENSATE DRAIN LINE SLOPED AT 1/4" PER 1'-011 . WRAP WITH HEAT TAPE WITH WRAP PER FOOT PER MANUFACTURERS INSTRUCTIONS. COOLER/FREEZER VAULT BY PLUMBING CONTRACTOR NOTES: REFRIGERATION LINES TO BE SECURED OVERHEAD WITH UNISTRUT OR EQUAL, WITH (2) TWO 11/16" DIA. HOLES OLOCKWASHERS & HEX NUTS. (PLAN FOR DRAIN LINE PATH) AIR GAP NO SLOP AT THIS ' DRAIN. TYPICAL CONDENSATE DRAIN LINE nCrnu PLUMBING CONNECTION SCHEDULE ITEM # TY PLUMBING FIXTURE i 0 o N 0 cn � a)41 _ o� c� Q o.N = cn _ o� = Q C U ,N o cn C � -0 N in 0 N c� cn � m _ v� o Q Plumbing Remarks 1 5 WALL MOUNT HAND SINK 1/2" 12" 1/2" 12" 2" W/SOAP&TOWEL DISP. 3 1 44" LOW TEMP. DISH MACHINE 1/2" 12" 4 1 SOILED DISHTABLE W/ DOUBLE RACK SHELF 1/2" 12. 1/2" 12" 2" TO F.S. W/1 " AIR GAP 8 1 WALL MOUNT WATER FILTRATION UNIT 1 /2" 84" 10 1 ICE MAKER 1/2" 72" 2" TO F.S. W/1" AIR GAP 12 1 60" ICE BIN 2" TO F.S. W/1" AIR GAP 16 1 FREEZER VAULT BLOWER COIL 2" TO F.S. W/1 " AIR GAP 18 1 GEN. COOLER VAULT BLOWER COIL 2" TO F.S. W/1 " AIR GAP 23 1 POT SINK UNIT 1/2" 12" 1/2" 12" 2" 24 1 PREP SINK 1/2" 12" 1/2" 12" 2" TO F.S. W/1 " AIR GAP 26 1 WORK TABLE WITH PREP SINKS 2" TO F.S. W/1 " AIR GAP 26.1 1 SPRAY RINSE WITH ADD -A -FAUCET 1/2" 12" 1/2" 12" 30 4 75 LB. FRYERS 3/4" 110 30" 34 1 FLAT GRILL 3/4" 168 30" 36 1 CHARBROILER 3/4" 108 30" 37 1 RANGE W/ STANDARD OVEN 3/4" 236 30" 37.1 1 SIX (6) BURNER HOT PLATE 3/4" 180 30" 38 1 STOCK POT STOVE 3/4" 45 30" 39 1 WALL MOUNT FILLER FAUCET W/ S/S BRACKET 1/2". 12" 1/2" 12" 47 1 FOUR WELL HOT FOOD COUNTER 2" TO F.S. W/1 " AIR GAP 54 1 TEA BREWER & URNS 1/2" 48" 56 1 DROP -IN ICE AND SODA STATION 1/2" 12" 2" TO F.S. W/1 " AIR GAP 57 1 PICK-UP/BEVERAGE COUNTER WITH SINK 1/2" 12" 1 /2" 12" 2" TO F.S. W/1 " AIR GAP 69 1 BEER COOLER BLOWER COIL 2" TO F.S. W/1 " AIR GAP 74 1 FLOOR TYPE MOP SINK W/ WALL FAUCET 1/2" 36" 1/2" 36" 76 1 DRAINER TOP WITH CABINET BASE 2" TO F.S. W/1 " AIR GAP 81.2 1 MAKE-UP AIR SYSTEM 1/2" ON ROOF 82 2 BAR HAND SINK UNIT 1/2", 12" 1/2- 12" 2" W/SOAP&TOWEL DISP. 84 2 ICE WELL W/ COLD PLATE 2" TO F.S. W/1 " AIR GAP 87 1 DUMP SINK/ BLENDER STATION 1/2" 12" 1/2" 12" 2" TO F.S. W/1 " AIR GAP 91.1 2 DRAINBOARD 2" TO F.S. W/1" AIR GAP 92 4 TWELVE HEAD BEER TOWERS WITH DRAIN PANS 2" TO F.S. W/1 " AIR GAP 98 2 S/S FLOOR TROUGH WITH CHEM GRATE 12" 118 1 DIPPERWELL 1/2" 12" 2" TO F.S. W/1 " AIR GAP 120 1 HIGH TEMP DISH MACHINE 1/2" 12" 2" TO F.S. W/1 " AIR GAP 124 1 PUSH BACK WATER FILLER 1 /2" 12" 1 /2" 12" 127 1 MOP SINK FAUCET W/SPRAY 1/2" 36" 1/2" 36" 128 1 1 FLOOR TYPE MOP SINK 2" ' E GAS SCHEDULE TAG GAS SIZE CONN. LOCATION AFF SERVICE BTU TOTAL REMARKS G1 VERIFY MAIN GAS VERIFY FOODSERVICE EQUIPMENT 896,000 TOTAL MBTU TOTAL OF ALL COOKING EQUIPMENT. 30 5 @ 3/4" FRYER 110,000 EACH QUICK DISCONNECT 34 3/4" GRIDDLE 168000 QUICK DISCONNECT 36 3/4" BROILER 108000 QUICK DISCONNECT 37.1 3/4" RANGE 180000 QUICK DISCONNECT GAS SCHEDULE TAG GAS SIZE CONN. LOCATION AFF SERVICE BTU TOTAL REMARKS VERIFY FOODSERVICE 266,000 TOTAL TOTAL OF ALL COOKING G2 MAIN GAS VERIFY EQUIPMENT MBTU EQUIPMENT. 37 1" RANGE 236,000 QUICK DISCONNECT 38 3/4" STOCK POT 45,000 QUICK DISCONNECT RANGE ® MECHANICAL SHUT-OFF VALVES AS PART OF THE FIRE PROTECTION SYSTEM ARE TO BE PROVIDED BY FIRE PROTECTION SYSTEM CONTRACTOR FOR INSTALLATION BY PLUMBING CONTRACTOR. ® QUICK DISCONNECT FLEX GAS PROVIDED FOR RANGE LINE EQUIPMENT. MAKE-UP AIR UNIT 0 HOOD FAN HOOD FAN HOOD FAN 0 DISHWASHER DISHWASHER HOOD FAN HOOD FAN KITCHEN VENTILATION EQUIP. I I � �I I / NOTES: PLUMBING CONTRACTOR TO PROVIDE: A. WORK AS DESCRIBED IN CONTRACT DOCUMENTS AND SUPPLEMENTAL REQUIREMENTS PER FOODSERVICE EQUIPMENT SECTION. B. ROUGH -IN AND FINAL CONNECTIONS TO ALL FOODSERVICE EQUIPMENT AS INDICATED ON DRAWINGS AND IN PLUMBING ROUGH -IN SCHEDULE, INCLUDING ALL MATERIALS SUCH AS STOPS, VALVES, FILTERS, TRAPS, CHECK VALVES, PIPING, TUBING AND SHUT OFF'S AS REQUIRED. C. MINIMUM 120 DEGREE HOT WATER WITH THE EXCEPTION OF HAND WASH SINKS. D. PRESSURE REDUCING VALVE TO 20 PSI FOR DISHWASHERS/ BOOSTER HEATERS. E. ALL WASTE LINES AS NOTED. F. MINIMUM DIAMETER OF LINE AS INDICATED ON SCHEDULE REGARDLESS OF CONNECTION SIZE. G. ALL DRAINS SLOPED DOWNWARD WITH ADEQUATE CLEAN -OUT PROVISIONS. H. MAINTAIN DRAINS AS HIGH AS POSSIBLE ABOVE FLOOR. I. INSULATION ON ALL HOT WATER AND CONDENSATE LINES. J. FLOOR SINKS/FLOOR DRAINS. (SET FLUSH WITH FINISHED FLOOR). K. ALL VENT PIPES ARE TO BE CONCEALED IN WALLS, COLUMNS OR. CHASES, USE LOOP -VENTS FOR ISLAND FIXTURES. L. MOP SINK, HOSE BIBB WITH VACUUM BREAKER AND MOP RACK. M. INTERCONNECTION BETWEEN BOOSTER HEATER AND DISHMACHINE. N. INTERCONNECTION BETWEEN SCRAP COLLECTOR AND SOILED DISHTABLE TROUGH. 0. INTERCONNECTION BETWEEN DISPOSER, VACUUM BREAKER, AND PROVIDED SOLENOIDS. P. INTERCONNECTION . BETWEEN ROUGH -IN AND HOSE REEL/VACUUM BREAKER. Q. INTERCONNECTION BETWEEN VENTILATOR AND CONTROL PANEL. R. HEAT TAPE FOR FREEZER COMPARTMENT INDIRECT WASTE LINE. S. GREASE TRAPS/INTERCEPTORS (LOCATED OUTSIDE OF KITCHEN AREA) AS SPECIFIED UNDER PLUMBING SECTION. T. INSTALLATION OF FIRE PROTECTION SYSTEM GAS SHUT-OFF VALVE (PROVIDED BY FOODSERVICE EQUIPMENT CONTRACTOR). SYMBOLS: HOT OR COLD WATER 66 ROUGH-IN/CONNECTION 01-6 HOT AND COLD WATER �9 ROUGH-IN/CONNECTION 6� HOT AND COLD WATER ROUGH -IN/ t9 CONNECTION WITH BRANCH CONNECTION HOT AND COLD WATER HOSE BIBB WITH MIXING VALVE/VACUUM BREAKER (�0 GAS SUPPLY ROUGH-IN/CONNECTION O--0 DIRECT WASTE DRAIN ROUGH-IN/CONNECTION o-__- INDIRECT WASTE DRAIN TO FLOOR SINK ElFLOOR SINK WASTE CONNECTION SHOWN ON PLAN FLOOR DRAIN 2" WASTE WITH TRAP PRIMER HEALTH DEPT. COUNTER CONSTRUCTION WATER LINE FOOD WELL ALL ELEC., INSULATED WATER, COND. CONDENSATE LINE AND OTHER CONDUITS TO BE CONCEALED ACCESS PANEL TO IN CHASE CHASE. ALL OPENINGS 0 TO BE SEALED FLEX -TIGHT O J-BOX FLUSH AIR GAP DRAIN MOUNTED Oo O f AT FLOOR SINK INTEGRAL 4" HIGH FLUSH MOUNT (MIN.) 3�81N(M N) COVE MATERIAL FLOOR SINK TYPICAL HEALTH DEPARTMENT REQUIREMENTS: DO NOT RUN CONDUIT, PIPES, ETC. ON HORIZONTAL SURFACES IN CABINETS. INSTALL ALL LINES VERTICAL. STUD ALL LINES AT FIXTURE RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER a © <1 REVISIONS mmmmmmmmmm= am w(nowUf�UIpU�p •oU; Q-1-i§>JO¢O¢O~� Jww�¢~�Cpw� HwZ Hj(Uu)LL>a=>o¢Z<,i>3or¢ >P0 zJzwanzO¢o¢tr O~ OLL3-J 0] HI-z(nW=p�H E"w �Ww=0n_U)¢��O=H d>ELOm�=U��pO LdZQzw af¢ QWz(n a¢w(r}maOfW_jd¢¢ wW \z FJ=U¢000 OI-J W¢�o((nLj<�'Z aw= oU Qp OZO =)bU)iU)zzzowpZ 0>- a. 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NO I ] 10 JICE MAKER ! 120 1 J-BOX E 7'-3" 1.1 B.T.C. ON ICE MAKER. M.O.P.D. 15.0 AMPS j NO I 11 _ _ ICE MAKER REMOTE CONDENSING UNIT -- 208 3 ; J-BOX I ROOF 8.3 B.T.C. ON ICE MAKER CONDENSER. M.O.P.D. NO 15.0 AMPS. 13 BAG-N-BOX S0�1 SYSTEM 120 1 { DCO ! 6'-6" 10.0 FOR SODA SYSTEM. VERIFY LOAD. ! YES 5-15P; _ 14 ------._...----_._ - _.- -_ COOLER/FREEZER VAULT ;- 120 - _. -__ ,._-- - 1 1 J-BOX ' 10'-0" 7.0 _.._ B:T:C OiV"-WALK-11�i-LIGHT�iHROUGH--WAY-i NO _. 15 --- FREEZER VAULT REMOTE REFRIG. UNIT ! 208 _- 3 J-BOX ! ROOF 3.5 CONDENSER. M.O.P.D. NO 30.0 AMPS 16 .._.____.-..-._.__...__.- FREEZER VAULT BLOWER COIL 1 - - - j --- - POWER TO COIL FROM CONDENSER TO BE j -- - 17 GEN. COOLER VAULT REMOTE REFRIG. UNIT ! 208 - 3 + J-BOX ROOF - 2.0 _ B R RUN Y REFRIGERATION INSTALLER B.T.C. ON COOLER CONDENSER. - NO ! I- + M.O.P.D. 20.0 AMPS 18 _- GEN. COOLER VAULT BLOWER COIL ---- i POWER TO COIL FROM CONDENSER TO BE ---f 1 -� RUN BY REFRIGERATION INSTALLER - - 19 ICE MAKER 120 1 J-BOX 7'-3" 1.1 B.T.C. ON ICE MAKER. M.O.P.D. 15.0 AMPS NO 28 PREP REFRIGERATOR 120 1 i DCO 16" 7.9 FOR PIZZA PREP REFRIGERATOR i YES 5-15P 1 30 75 LB. FRYERS _ s 120 1 DCO j 16" 3.0 FOR FRYER CONTROLS YES 5-15P I 1 32 CONVEYOR TOASTER 208 1 SCO 4'-2" 13.4 2.78 _ FOR ROTARY TOASTER j YES 6-20P' j 35 1EQUIPMENT STAND WITH DRAWERS ` 120 1 ! DCO j 16" 9.5 IFOR REFRIGERATED GRIDDLE STAND YES 5-15P i 35.1 EQUIPMENT STAND WITH DRAWERS 120 1 DCO 16" U ( FOR REFRIGERATED BROILER STAND YES 5-15P 40 EQUIPMENT STAND WITH DRAWERS 120 1 j DCO 16" 4.8 ' FOR U C FREEZER YES 5-15P I 42 11,000 WATT MICROWAVE OVEN 120 1 DCO 6'-6" 13.0 FOR MICROWAVE OVEN ! YES 5-15P 44 INITROGEN SYSTEM FOR DRAFT BEER 120 1 DCO 24" 10.0 FOR NITROGEN SYSTEM UNIT YES VERIFY 45 1PAN RAIL REFRIGERATOR 120 1 ! DCO 16" 7.9 FOR REFRIGERATED PIZZA PREP ; YES 5-15P ' 47 FOUR WELL HOT FOOD COUNTER 208 1 1 J-BOX 16" 20.0 FOR HOT FOOD WELL j YES !L6-30Pj 49 PAN RAIL REFRIGERATOR 120 1 j DCO 16" 7.9 FOR! YES 5-15P � U-�+R-.E;FRIIG��E�RATpE-C. -ON 51 BACK PREP EXHAUST HOOD J-BOX 110'-6" PROVIDE TRIP FUNCTION FOR E.C. SHUNT TRIP NO 51.1 3 UPBLAST EXHAUST BLOWER 208 1 ! J-BOX j 17.3 UPBLAST' BLOWER ; NO 52 CHEESE MELTER j 208 1 i J-BOX 1 6'-6" 17.3 B.T.C. ON CHEESEMELTER NO 54 TEA BREWER & URNS 1120/208 1 1 SCO 1 4'-2" 13.0 FOR BREWING EQUIPMENT VERIFY VERIFY' 56 DROP -IN ICE AND SODA STATION 120 1 j DCO 1 12" 10.0 FOR SODA EQUIPMENT j VERIFY VERIFY I 60 SANDWICH UNIT ! 120 1 j DCO 1 16" 8.3 FOR REFRIGERATED SANWICH PREP F YES 5-15P j ! Src°'"r�:0 -SYSiEM-PRINTER-PRO'v1DE-DAT I i 61 C ORDER PRINTER ( DEDICATED CIRCUIT) 120 1 1 DCO ! 5'-0" 15.0 HUB AT EACH LOCATION. DEDICATED CIRCUIT 1 NO j j 1-- _- ! ----- _--- - -- I s " ! WITH ISOLATED GROUND. MOUNT b.�� -C Aw! c WIRED---BREAKER-PANEL-FOR- COUNTER. PROVIDE REGULAR AND ISOLATED 1 i 62 SUPPORT COUNTER 120 208 / I 3 j J-BOX 18 100. jNO ! � GROUND . SEE PANEL SCHEDULE THIS 1 65 66 .- ------ MANAGERS DESK AND WALL SHELVES 1 TWO TRUNK REMOTE BEER SYSTEM 208 -- _._.._..._....-_.___.__._ _______..._________1__.__.__ 1 3 J-BOX 1 ROOF ----- _'•,_ 40.0 _---y----- ---.--1--..- I SHEET:-- -------�---� B.T.0 ON BEER REFRIGERATION SYSTEM. NO -.--- ----_ _ _. i 67 BEER COOLER VAULT 120 ` 1 ; J-BOX ! 10 -0" DFA 10.0 B.T.C. ON COOLER LIGHTS THROUGH SWITCH. ; NO j ' 1 1 68 ! BEER COOLER REMOTE REFRIGERATION UNIT 208 ! 3 J-BOX I ROOF 3.0 B.T.C. ON BEER COOLER CONDENSING UNIT. ! NO M.O.P.D. 30.0 AMPS. ; 69 BEER COOLER BLOWER COIL ! 1 j POWER TO COIL FROM CONDENSER TO BE 1 NO j RUN BY REFRIGERATION INSTALLER [ i 75 P.O.S. REGISTER (DEDICATED CIRCUIT) z 120 1 DCO/DH ! 16" 10.0 FOR P.O.S. SYSTEM. PROVIDE DATA HUB AT I TEACH LOCATION. DEDICATED CIRCUIT WITH I YES VERIFY' I- ISOLATED GROUND 75A P.O.S. REGISTER (DEDICATED CIRCUIT) 120 1 1 DCO/DH I S.U. 6" 10.0 FOR P.O.S. SYSTEM. B.T.F. AND PROVIDE DATA 1 HUB AT EACH LOCATION. DEDICATED CIRCUIT I YES I VERIFY I i ( WITH ISOLATED GROUND. € 79 ISUDE TOP MUG FROSTER 1 120 1 ; DCO j 16" 7.6 FOR GLASS CHILLER REFRIGERATOR YES 5-15P I 80 COOLER W/ 2" CASTER SET 1 120 1 DCO j 16" 7.0 FOR UNDERCOUNTER REFRIGERATOR YES 5-15P 81 MAIN COOK LINE EXHAUST HOOD i i J-BOX 10'-6" .1 C-ON-ANSUL-MICRO-MICRO-`T II PROVIDE TRIP FUNCTION FOR E.C. SHUNT TRIP I NO 1 181.1 1UPBLAST EXHAUST BLOWER 1 208 3 ; J-BOX 1 ROOF 6.8 2.0 UP t3L0WER NO i 81.2 UPBLAST EXHAUST BLOWER I 208 3 I J-BOX ROOF 4.5 1.5 UPBLAST BLOWER NO 1 81.3 MAKE-UP AIR SYSTEM 208 3 J-BOX j ROOF 15.0 3.0 RETURN AIR 1 NO 3 88 HEAT STRIP i 120 1 I DCO ! 4'-2" 5.2 FOR HEAT LAMP j NO 89 HEAT STRIP 120 1 DCO 1 4'-2" 5.2 FOR HEAT LAMP 1 NO 90 FIRE SUPPRESSION SYSTEM 93 SERVICE WELL PRINTER (DEDICATED ! 120 ! 1 j DCO/DH ! 38" FOR P.O.S. SYSTEM. PROVIDE DATA HUB AT I EACH LOCATION. DEDICATED CIRCUIT WITH ; YES 1 VERIFY I CIRCUIT) j ! ISOLATED GROUND. j 194 SODA GUN PLATFORMS -- 1 120 1 j DCO 12" 5.0 FOR SODA GUN. 1 VERIFY 5-15P 103 IDISH MACHINE EXHAUST HOOD 120 1 �- - FOR HOOD LIGHTS i 1103.1 - UPBLAST EXHAUST BLOWER- 120 1 J-BOX 1 ROOF 4.1 .33 UPBLAST BLOWER ; NO i 104 BUILT-IN TWO DRAWER WARMER s 120 1 ! DCO ! 12" 7.5 FOR WARMING DRAWER j YES 5-15P 107 TWO DOOR REFRIGERATOR ! 120 1 DCO 1 12" 5.8 .33 FOR REFRIGERATOR j YES 5-15P 3 1109 DELIVERY DOOR FLY FAN 1 120 1 J-BOX 1 7'-6" 5.1 B.T.0 ON FLY FAN THROUGH DOOR SWITCH. I NO 114 MUG FROSTER W/ 2" CASTER SET 120 1 1 ! DCO 16" 5.8 FOR GLASS CHILLER REFFRGGERATOR j YES 5-157P 115 IMOBILE COOK & HOLD CABINET j 120 1 DCO j 16" 16.0 FOR MOBILE WARMING CABINET j YES 5-20P 1 1 119 DISH MACHINE EXHAUST HOOD 1 J-BOX ! 5'-0" 1�T WTfZ F �tu�D7SI�i�AC NO I I 1119.1 _ _ UPBLAST EXHAUST BLOWER 120 I 1 1 J-BOX I ROOF 4,1 .33 EXHAUST FAN CONTROL UPBLAST BLOWER I NO 3 i 120 HIGH TEMP DISH MACHINE I 208 i 1 3 E J-BOX I 24" 46.8 IB•T.C. 1AND _-FOR ON GLASS WASHER. VERIFY VOLTAGE VERIFY LOAD. VERIFY 123 j DROP -IN ICE CREAM FREEZER 120� 1-1-DCO 16„ I 5.8 ICE CREAM FREEZER YES 5-15P - - _ -� 125 1 HOT FOOD WELL 120 1 j DCO 1 16 13.75 _ FOR SOUP WELL 1 YES 15-15P 1 FP 1 i J-BOX 4'-0" FIRE SUPPRESSION PULL STATION. NO ( I 1 REFERENCE DETAILS THIS SHEET. 1 75 WE 01 MAKE-UP AIR UNIT 119. HOOD FAN HOOD FAN HOOD FAN O O 50. 81 • DISHWASHER DISHWASHER HOOD FAN HOOD FAN O O O KITCHEN VENTILATION EQUIP. 103 120 V-5 3 ` 1 j � f r 2 CONDUIT EXTENDED UP 12' ABOVE CEILING. " X e OCTAGON BOX FLUSH MOUNTED IN WALL PULL F PLATE ,,; MOUNTING LUGS 4/0 BOX WIT'H 1/2' TABS POStT1ONED AS SHOWN WRH TABS Ir UPPER SIGHT AND LOWER LEFT OF BOX. BQX TO 4'-0- A.F.F.. 1 T. TO RUN FROM BOX TD 12 ABOVE CEILING UNE. 1 4 0 90 LS 70 BE PROVIDED FOR EACH PULL STATION. 2 PULL BOXES ARE MOUNTED SIB BY SIDE 4 0MDWANCE 12 THAN % TABS, 10 BE CONTRACTOR. FP REMOTE FIRE PULL DETAIL SCALE: NONE A C, -I ` oo i 0 .. 109 66 OO 66 � ROOF TOP GLYCOL COMPRESSORS. VERIFY TRUE LOCATION ON ARCHITECT'S DRAWINGS ROOF TOP COOLER COMPRESSOR VERIFY TRUE LOCATION ON ARCHITECTS DRAWINGS 68 11 ICE MACHINE CONDENSING UNITS. VERIFY EXACT LOCATION. 'O COIL CONNECTIONS TO BE BY REFRIGERATION CONTRACTOR ROOF TOP COOLER COMPRESSOR VERIFY TRUE LOCATION ON ARCHITECT'S DRAWINGS 17 COIL CONNECTIONS TO BE BY REFRIGERATION CONTRACTOR ROOF TOP FREEZER COMPRESSOR VERIFY TRUE LOCATION ON ARCHITECT'S 15 DRAWINGS ELECTRICIAN TO PROVIDE JUNCTION NOTES: ELECTRICAL CONTRACTOR TO PROVIDE: A. WORK AS DESCRIBED IN CONTRACT DOCUMENTS AND SUPPLEMENTAL REQUIREMENTS PER FOODSERVICE EQUIPMENT SECTION. B. ROUGH -IN AND FINAL CONNECTION TO ALL FOODSERVICE EQUIPMENT AS INDICATED ON DRAWINGS AND IN ELECTRICAL ROUGH -IN SCHEDULE. C. ALL ELECTRICAL WORK FOR FABRICATED FOODSERVICE EQUIPMENT SHALL BE COMPLETELY WIRED BY ELECTRICAL CONTRACTOR. D. ALL JUNCTION -BOXES, ELECTRICAL OUTLETS, COVER PLATES, SWITCHES NOT BUILT INTO FIXTURES OR EQUIPMENT. E. DISHROOMS TO HAVE VAPOR PROOF COMPONENTS. F. SHUNT TRIP CIRCUIT BREAKERS FOR ALL FOODSERVICE EQUIPMENT BELOW EXHAUST HOODS. G. BEVERAGE LINE/REFRIGERATION LINE CONDUITS (SEE BUILDING CONDITIONS PLAN). INTERCONNECTION BETWEEN: A. REMOTE REFRIGERATION SYSTEM AND FREEZER BLOWER COIL B. ALL COOLER/FREEZER COMPONENTS AND INTERCONNECTING WIRING AS SHOWN ON DRAWINGS. C. VENTILATOR AND CONTROL PANEL D. FOODSERVICE EQUIPMENT WITH SWITCH ACTIVATION. E. FIRE PROTECTION SYSTEM AND BUILDING LIFE SAFETY. SYMBOLS: JUNCTION BOX OJ ROUGH -IN (DDATA OUTLET ROUGH -IN DUPLEX OUTLET ROUGH -IN SINGLE PHASE POWER OUTLET ROUGH -IN ® THREE PHASE POWER OUTLET ROUGH -IN FLUSH FLOOR DUPLEX OUTLET ROUGH -IN WITH DATA CONNECTION CONDUIT STUB -UP ROUGH -IN - X - X - PLUG MOLDING - OUTLETS 0 18" O.C. (WIREMOLD 2000) i C P I CIRCUIT PANEL PROVIDED IN EQUIPMENT CH PROVIDEDD LIGHT/POWER EQ I MENT --, COLD STORAGE ROOM LED LIGHT STRIP -'- PROVIDED BY FSEC/INSTALLED BY EC IPI COLD STORAGE ROOM HEATED PRESSURE RELIEF PORT PROVIDED IN EQUIPMENT IHI COL) STORAGE ROOM DOOR HEATER PROVIDED IN EQUIPMENT FIRE PROTECTION PULL BOX - OCTAGONAL 0 BOX 48" AFF WITH CONDUIT TO CEILING SEAL WITH MASTIC AROUND BOX, CONDUIT AND WIRING FROM PERIMETER OF OPENING LIGHT FIXTURE TO ROUGH -IN POINT. DURING INSTALLATION OF NO CONDUIT TO BE RUN FIXTURE. .. ,� ON INTERIOR OF VAULTS VAULT CEILING O '\-1/2" RIGID NIPPLE (LENGTH AS REQUIRED) INSTALLER OF LIGHT FIXTURE TO WIRE FIXTURE AND FILL NIPPLE WITH URETHANE DOUBLE TUBE VAPOR PROOF FOAM TO PREVENT PASSAGE OF AIR. FLUORESCENT LIGHT FIXTURE. 1 WALK-IN LIGHT DETAIL K5 NO SCALE per_ N N i REVISIONS Jr6uw)U l-U5ZZZwON < _M!mO�OQQpQ Jan.w¢cnUm5p F-ZF- §O, >zQF-zu-< <zw0(idf5ZvEo�p momwm<26 JPQww o�0 �U�QW w2 I�i_JF-J��j§'�m mW wZzwOR-a. 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Cis;° Oa, F., Z •� Z Z W RECEIVED z CITY OF TUKWILAin Q d ' J � z FEB 012016 0 cu O W PERMIT CENTER c n SHEET NUMBER FS-4.0 13 OCTOBER 2015 1121 /7(11 6 11 .1 n--q AM I s 101 0 J - . . .................... 0 C) ................. . 0 _ � ; 4 mow.✓ E IT - Y } e fP,{,iner0, 4l. !. n!nn !n or!rr NOTES: GENERAL CONTRACTOR TO PROVIDE: A. WORK AS DESCRIBED IN CONTRACT DOCUMENTS AND SUPPLEMENTAL REQUIREMENTS PER FOODSERVICE EQUIPMENT SECTION. i B. OPENINGS/ACCESS FOR ALL FOODSERVICE EQUIPMENT. C. CONDUIT FOR BEVERAGE LINES. D. CONDUIT FOR REFRIGERATION LINES. E. COVED FINISHED FLOOR MATERIALS AT ALL VERTICAL SURFACES. SYMBOLS: ©®®®®®® (1_ _ _ BEVERAGE/REFRIG LINE CONDUIT REVISIONS JIB-pvw)N�(,ipNO awe*�moaoaw0ok-' ¢0aaw>NUNowZZv~i >0�� oQpz�Qa Qzwovia�z��o�O Om a`"z w<www OFOma�UJaW 0 LL-It -i J�W?��m mW w��'o - <f) )0=) Q aOmp w O O aF- wwU wEn Z wzc QwZ Qa ZQ�0WaO < Jw0<g000 6p6wwwQOa0aW�o,—towiFm¢060 OUm01AWZZOF-U� JOUWWwO z a pw U W ~a Fw ��?opzF0 iE wZ �W �wui�wzwaw OJZU0UJZ3p OZ wOOWpa}JW OO LitnQmQQZWmpwRW0 LL�pp Iio XF-W~ p8<mowLr 3L - 00 aw F- U Lr_ Y Y Z Z Q W Q a J W 0 0 0 wzm�zOF3mawa }O 0: LLadacn�- zvOW3w�o<LU o MOM J<Lm,) WZWMLL- Q QmQpwm- uwwmF-w �',' z ww QZJHO< Y¢.WfnNL, ZZC9QUZoQn- Z- Z�Zwm000=Q0 Z>=UO<-WUZ) �A ¢)OZQOQZW+-j'L,woW2<Q?<Zww U W nw L� RM -�F-C -O� Ci apQOUzw puLOcnL,,L aLL.0 QFUZL-m W Ja' mZSjf '<W(J)WtnmUZ �F0wW zz pzW o .o� QQwitU =OWF ZO _l�iO wmXaw< w>-O�s an0wwnar-4-aOOQpLizaaw Z=2ZLL.Li000QOLQvi � r-.�s i " z`c ita,cs. : xs�'> x bLio E \ sew+' ( 3 :.I ~� e Jay Y`c a C €€rig ! / 'V:P�7�ViFVRQ� rC_ I i COD. r r- r-��� •�, cit"r Of >~ r RECEIVED 1 BEVERAGE LINE -BELOW SLAB DETAIL CITY OF TllKWILAFEBO1 2016 SCALE: NONE PERMIT CENTER %mo-o C/) >1 cu c O cut� i •— O U) cu O cu e O V, � F m O N w m 3Qm m C) 9 ti m C O LL U —)R SON LO U N w rn Xt a !w' Q) C J O _r Li Q r N W o w W ~% w c Z 5 Z WO o F- O F�••� a Z Q wZ P Z '� �� r- L; a FS-5.0 13 OCTOBER 2015 1/21/2016 ll10:�M N_� REMOV. CHEM. TIGHT HEM 1 1/2" GRATE, AS REQ'D. M IT I FLOOR TROUGH NO SCALE �1 1/2" TROUGH FLANGE DESIGN TO BE DETERMINED BY TYPE OF FINISHED FLOOR. 14 GA. S/S CONSTRUCTION. 3/4"R. 1" COMPONENT HARDWARE #D34-YO11 DRAIN CUP WELDED IN PLACE, WITH STAINER BASKET. 3" 0. D. S/S TAIL PC. 14 GA. S/S TRENCH LINER. BY EQUIPMENT FABRICATOR. i WORK TABLE/DOUBLE WALL SHELF SECTIONAL/REMOV. CHEM. GRATE --, TILE FLOOR BY G.C. (VERIFY FLOOR FINISH) BASE SLAB BY G.C. A I �i s#- CORK COUNT/WAi SHE co G CCU �M POT SINK/UTENSIL RACK i I i I i i III it I H hry I j i i i I NOTES: GENERAL CONTRACTOR TO PROVIDE: o A. WORK AS DESCRIBED IN CONTRACT DOCUMENTS AND SUPPLEMENTAL REQUIREMENTS PER FOODSERVICE EQUIPMENT SECTION. B. WALLS, FLOORS AND CEILINGS IN FOODSERVICE AND En WASHING AREAS OR ANY OTHER LOCATION WHERE ,Z FOOD OR BEVERAGES ARE PREPARED, SHALL BE SMOOTH, EASILY CLEANABLE, NON -ABSORBENT AND 0 DURABLE. WALLS AND CEILINGS SHALL BE "LIGHT -IN COLOR". a o C. OPENINGS/ACCESS FOR ALL FOODSERVICE 0- EQUIPMENT. 0 Oil i Il i i i D. WALL BACKING FOR WALL MOUNTED FOODSERVICE a 1<1 1<1 1< ©<1 t`G EQUIPMENT, SEE DETAIL, THIS SHEET. REVISIONS E. WALLS WITH SOUND CONTROL BETWEEN DISHROOMS AND PUBLIC AREAS. Jrd(I! ui�:uiZZZow w F. FLOOR DEPRESSIONS FOR COLD STORAGE ROOMS. _3? 0- w Q m� N E o a Z En G. BLOCK OUTS IN FLOOR FOR FLUSH MOUNT FLOOR oujz En ¢o�=>z<�o``;wo Q E w o �; 0 Qf Z TROUGHS. z U o W w g2mU)Qwo J_j>¢wz w-< uol-ouj wU Qw w0 m H. COVED FINISHED FLOOR MATERIALS AT ALL VERTICAL L_J~JwWmopm E W ujuj o w w j a > > o on P SURFACES. w>W opt Em mu- SLEEVES/ACCESS FOR REFRIGERATION PIPING. a Q o QfI. Q w>-mo F w_j Q wW \za I-JWUQg00Z�0E-J J. ROOF CURB WITH GALVANIZED SHEET METAL CAP w o o w w Q J Z a v)_ FOR REMOTE REFRIGERATION SYSTEM. im a �- U v F w¢ o o z 2 0U=V))(% zzowoZ~ou> K. FIRE RATED MATERIALS AND OR INSULATION AS W w OO O J Q w vi J uj� O REQUIRED FOR EXHAUST DUCTS, VENT STACKS, W o � a zo w w o° a= w ('-' HEAT PRODUCING EQUIPMENT, ROOF/WALL 5 Z o Q_J U o F L) Z� w w m w Q PENETRATIONS PER LOCAL CODES. w w Z U c� (nmPZOZJWzzaWW �JZOU(no-j UD L. FILL EXCESS FLOOR DEPRESSIONS AROUND 0 a w o U z<>z o w RECESSED COLD STORAGE ROOM COMPARTMENTS u-QmQ> C¢ wm zbjowzo WITH GROUT, FINISH FLOOR MATERIAL AND COVED =ma- o a in BASE AFTER INSTALLATION. Z (- oLJoww M. POSITIVE SLOPE TO FLOOR SINKS, FLOOR DRAINS ZQwIWQF-oJwwoo Li w m w m> v m = 3 m a �o a. AND FLOOR TROUGHS. zzoo0z<f3om5<» MECHANICAL CONTRACTOR TO PROVIDE: Q �L�1oW (�QW(n J w o Ln w J Q w>- W z w m w Q Qmam(r5L)u) F-N a A. WORK AS DESCRIBED IN CONTRACT DOCUMENTS a Z � o Y (n - z o aZ z ~< AND SUPPLEMENTAL REQUIREMENTS PER w W (w- v o z w Q U a IL FOODSERVICE EQUIPMENT SECTION. w 0 0 0 w w z o B. EXHAUST SYSTEMS AND CONTROLS. cn 0 Z U ~ (n w (n o J Q Q o a z w m J �- W Q w J o z I- � C. FINAL DUCT CONNECTIONS TO EXHAUST HOODS. Q o w o om � w D. MAKE-UP AIR DIFFUSERS: DO NOT PLACE ANY <, o i-Q �W D m o Q o g z w o o� o (ncy aLLU QFU DIFFUSERS WITHIN 10'-0" OF EXHAUST HOODS AND L�mWWU cn z o Q iY a w z„ vmi m Nz DO NOT HAVE ANY MAKE-UP AIR DIRECTED TOWARD Z O z o l~- w o Z w o� 0 EXHAUST HOODS. JQwwvvi0 a�>w� SYMBOLS: 0-Qfmwdw< w>-om Ci (no>3F-=)af >_ a_ — =waooQowz�a�w ® EXHAUST DUCT CONNECTION ® SUPPLY DUCT CONNECTION ® FLOOR DEPRESSION 16 GA WALL BACKING WALL BACKING DETAIL LENGTH HT NOTE: WALL BACKING LENGTH AS SHOWN IS MINIMUM, EXTEND TO NEXT O.C. STUD, EACH DIRECTION ELEVATION AS SHOWN PLAN VIEW WALL BACKING PROVIDED BY GENERAL CONTRACTOR. OVERALL HEIGHT AND CENTER LINE OF BACKING AS SHOWN IN SCHEDULE. FLOOR TROUGH QUARRY TILE ---i FLOOR TROUGH d GROUTIFILL J DRAIN GROUTISETTING BED .d SLAB RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER cj) >% cu c: 3: cu -O cu co cu c: c:Ucu o � F m 0 U m OI x ' CD o 0 c0 m N rn w a (n _ I a o W W -� L W Z N "o WF_ Z � a o 0 V z W FQ.. J D N ZU L r cu Ld Ld LJ a cfj U SHEET NUMBER FS-6.0 13 OCTOBER 2015 1 /71 /2n1 Fi 1_L•09�t� d FIN. a• r �� ini�iaanininirniunininnil _`, I _000 000r(r rjr0 000 0 rA 0rp r(r rp rp qr rp rp r(r rp rp � ����� • ICI ICI I -I 07m7E ■■■■■■E FmM� E 7m7M E 7�m7W 0 7m7 E d- 109 SCALE:1/2" =1'-0" an 91 7,_^„ SCALE: 1l2" =1'-0" 36" I sm 07m7 Mill u w fl It- NI R 2r-ill 2r-1 H Pi a Pi i� �i n Eff SCALE:1/2" = l'-0" 0) 0) SI —INr=�cV — - - N 00 00 00 00 �12)110 71 71 71 71 ELEVATION SCALE: 1/2" =1'-0" 13 1 1 ELEVATION TI �S x RECEIVED CITY OF TUKWILA 03� FEB 012016 !PERMIT CENTER F-OODSERVICE ELEVATIONS PLAN. SCALE: 1 /2.1,-0 " m N 1 1 1 1 1 1 1 REVISIONS J�W�IW���ZZZ wO(� QW��J=�p(Q-OQ Q�Q ajdw ,InUU'�(�+�zZN >O�F OQ�ZLiQm <ZL"o0U?oE>po om % 'z �! Qmp p<02Rw0Jaw w2 L�JF- �wm§m W J m m m LLI=Daf�ajm0=� Q dOmOMD) Nm m� WD�WWU QmZZ(n a¢wwmm-"ZwaaQ< I-JWUQgOOZm 0(•'J ZQ�ZNWZUQ aWF- �U~UUFF�¢� pZ� 0W/,W mm �O- 1U(n, wOZ U W J O m J U W Q W D- p La1W~0QZQOw(-QOU UpWv}FI WO mFW Q U N �Zz aw0 wJ0 z Z��z�wui2LjZw DOZ(n0-Q05ocLum ow}ZaJwZ>jWIZzD� L-(nQmQQZwmo Wm0 OM00 -rz, 9ZoQ()FLOSW ZQQa-YWeOW mFw CouX 0 I- I'Z o�3mmwWa 00u'OQ(-SaO�CTFa-» Z0OW3w w<ww J ix1L.°'1i-mi- (n w� m 0 (n J Q (n (n Z w m E. Q QmQOQ50wwm�(n w Z W W O- QZJow-<n)z2<Ez Z�Z�,((OfLLIQWmi oaQ20U� (Ww»Qow0wm0Zm(n Z - Qo<zxm-Mlm`'OQQ� -iLu QWZZ00 ZON Q mw6wpOQUp-w WD m0000UZW002O�W O.LLU JQFUZtim W LLI Jm wz3•JI?:%U)w a Z zFWQONwpWW Or00. QQW�U =oaF-�ZO (L WQ w>-O:2 (noOjm(A MOfa- wQ000wzmo_0 �Z..zSILQQO Qwd C/) >, co c: 3: O cu ca a) M - J: cl- �U cu o � m 0 -nN ' UX O mm C OLL -0h O f- ONLq d� LO U "q Q CO m ma W 0 z v ^ zCC C ^�z Wz Z W O oF- c� WZ '� J W Q z 'a J > U � VAVAVA///111 U W W La 0 CL SHEET NUMBER FS-7.0 13 OCTOBER 2015 1/21/2016 11:08:M SCALE:1/2" =1'-0" 71,17 777, _• SCALE:1/2" =1'-0" SCALE:1/2" =1'-0" ELEVATION SCALE: 1/2" = l'-0" FARM ELEVATION SCALE:1/2" =1'-0" EOODSERVICE ELEVATIONS SCALE: 1/2 12 = 1 ' - 0" CODS t,llAR 2 5 20 16 c 0 q ULDN 'O.g RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER PLAN 0 I i l 1 i i REVISIONS JFm-WtWnmt-�ZZZw�m mWJ��m0<0<oow J�oa-Lu*0UNFw�ZF- >O= �zQf-zuj zQacn �OAF_2 o aom a� zW�o� �Q01=�W��m�y�mw am= Li J J w o Pz1-Z W=O� 1- Wojwzw-0<ZmZO aQwwwmNzWaaa< ZQwZ�noZUzm�zF- Q - �UHUU���pZ� aIY=-Rwz ¢ m<2 woO =Utnv�OpZ U� WJ0Y-i UW w mo 3m wW~O-jw<o m<OU 5D2pQ-lUZF8 Z w�Vz�tikz�z'wza ww �Zoco-QZoo00J-U UOmw o a=- W/O=Z o >_ L-UfwmQazwmowRo LLpoaILE6o¢N ww I-aapYw 0Z wU, z<Lu ¢ an w OOdwmF�d<WzNi ZO'=n}Oonoar§swa-ZUoW3woaWw_3a o�J WOW <W?70zwmw Q <W<mwJUfnmF-fn w Z W W O— wZJOOYaWWZZQZQ wZQW�Oozw=U¢a Z m� Woo-<00 w =QO oWm zZtn Q0<zwm-- -w <a� iw<mO-QWZow O¢U mmw�pUMFm O wpQaUZw fnO�w MG-0 JQFUZWm W Ja Wz -Jf5QWVJWOmNZ zr_Z OWwoc?wo�-a <QW(X(.) mawF->W= °-am�owff a w)-0� wa00<0 Zwao,w �?==zwaa¢Oawd cl) >N O cu (10 c: L N Co Ad�U � o � m 0 N N k 0 R wo. Cl C O 1L r or-o 0 Loo O L m Q r to U �2 N to rn N � t a W o W Z Z Z zz o� Qa oz z z W` U >� 40 F 'A� W La w W a x SHEET NUMBER FS-7.1 13 OCTOBER 2015 1/21/2016 11:08:�M Captrate Grease -Stop Solo Filter RESISTANCE VS. AIRFLOW - r cv-te & .uSrop So AA. L6 1.4 0 12 u 1 U 0.8 0.6 0.4 o" 0 0 200 400 600 800 AIRFLOW (d n) Filter Detail CAPTRATE® EXHAUST CFM=LENGTH OF HOOD X CFM/UN.FT. (LOAD) SUPPLY CFM=EXHAUST CFM X PERCENTAGE REQUIRED CFM TOTAL DUCT AREA=144 X FPM(*) DUCT LENGTH= TOTAL DUCT AREA DUCT DEPTH CALCULATIONS UTILIZED I - UHr II VC-P11,�L "UUUJ HlCC OUIL I IIV UU FLI/11V1..L YYI Ill. • NFPA #96 4 ETL SANITATION • B.O.C.A. #93-16 4 I.CB.O. 34416 • SBCCI PST & ESI NO. 93137 ^ + E.T.L. LISTED 3054804-001 N F PA! . LOS ANGELES RR#8080 1'r r I l • ETL IS LISTED TO ULC STANDARDS Intertek BUILDING CODES Grease cup will be supported by 2 studs on the inside wall of the hood. The grease will drain through a concealed grease trough and into this removeable cup. 1/2 Pint Grease Cup Detail 1/2" DIA. ALL THREAD ROD 1/2" DIA. HEAVY DUTY NUT CONNECTED TO ROOF JOIST ONE ABOVE AND ONE BELOW THROUGH ANOTHER HANGING HANGING ANGLE ANGLE R) * ROD AND NUTS TO BE SUPPLIED BY INSTALLING CONTRACTOR HANGING ANGLE IS PRE -PUNCHED AT FACTORY ND-2 HANGING ANGLE DETAIL HANGING ANGLES WILL BE LOCATED IN THE FOLLOWING LOCATIONS FOR WALL CANOPIES DIM DIM DIM FROM FROM HOOD STYLE FROM FRONT FRONT REAR (4" High Hood) 20" High Ood) Wall Exhaust 2.2511 2.25" 4.166" Wlth MUA 2.2511 2.25" Exhaust 2.25" 2.2511 Back Only 4.16611 Shelf With MUA 2.25" 2.2511 Condensate 2.2511 2.25" HANGING ANGLE LOCATIONS unnn TNFnPMd TTnAT — Tnh�E,9.dR.QRP.'� HOOD N❑. TAG MODEL LENGTH MAX. C❑❑KING TEMP. EXHAUST PLENUM MUA CFM AC CFM HOOD C❑NSTRUCTI❑N HOOD C❑NFIG, TOTAL EXH. CFM RISER(S) END TO END ROW WIDTH LENG, DIA, CFM SIP, 1 ITEM # 50 6030 ND-2-ACPSP-F 6' 0,00" 600 Deg 1200 12" 1200 -0,504" 1020 390 430 SS Where Exposed p ALONE ALONE 2 ITEM # 81 (LEFT) 6030 ND-2-ACPSP-F 10, 0.001, 600 Deg 2750 16" 2750 -1.101" 2370 555 1 430 SS Where Exposed p LEFT ALONE 3- ITEM # 81 (RIGHT) 6030 ND-2-ACPSP-F 13' 0,00" 600 Deg' 2600 16" 2600 -0,908" 2475 655 430 SS Where Exposed RIGHT ALONE 4 ITEM # 103 4830 VHB-G 4' 0.00" 700 Deg. 600 12" 600 -0,066" 0 0 304 SS 100% ALONE ALONE 5 ITEM # 119 4230 VHB-G 6' 0,001, 700 Deg. 900 8" 450 -0,077" 0 0 304 SS 1007 ALONE ALONE 8" 450 -0.077" unnn TNFnPMATTnAT unnn nPTTnVzS HOOD N❑, TAG ❑PTI❑N BACKSPLASH 80,00" High X 84.00" Long 430 SS Vertical 1 ITEM # 50 LEFT QUARTER END PANEL 23" Top Width, 0" Bottom Width, 23" High 430 SS RIGHT VERTICAL END PANEL 27" Top Width, 21" Bottom Width, 80" High Insulated 4' Legs 430 SS 2 ITEM # 81 (LEFT) BACKSPLASH 80,00" High X 288,00" Long 430 SS Vertical LEFT QUARTER END PANEL 23" Top Width, 0" Bottom Width, . 23" High 430 SS STRUCTURAL FR❑NT PANEL 3 ITEM # 81 (RIGHT) RIGHT VERTICAL END PANEL 27" Top Width, 21" Bottom Width, 80' High Insulated 4" Legs 430 SS FILTER(S) LIGHT(S) UTILITY CABINETS) FIRE HOOD HOOD NO TAG TYPE QTY. HEIGHT LENGTH EFFICIENCY @ 9 MICR❑NS QTY, TYPE /IRE GUARD LOCATION FIRE SYSTEM ELECTRICAL SWITCHES SYSTEM PIPING HANGING WGHT TYPE SIZE MODEL # QUANTITY 1 ITEM # 50 Captrate Solo Filter 4 20" 16 93% See Filter Spec, 2 L55 Series E26 N❑ Left Ansul R102 3.0/3.0/3.0/L5 YES 653 LBS 2 ITEM # 81 (LEFT) Captrate Solo Filter 7 20" 16" 93% See Filter Spec. 3 L55 Series E26 NO Le-Ft1 DCV-3111 Light 1 Fan YES 834 LBS 3 ITEM # 81 (RIGHT) Captrate Solo Filter 20" 16 93% See Filter Spec. 5 L55 Series E26 NO YES 885 LBS 4 ITEM # 103 0 NO 169 LBS 5 ITEM # 119 0 NO 192 LBS PFPFnP,4 TFn .S'TTPPT.Y PT,FATrao.S ) HOOD N❑ TAG P❑S. LENGTH WIDTH HEIGHT TYPE RISER(S) WIDTH LENG, DIA. CFM S.P. 1 ITEM # 50 Front 84" 22" 6" MUA 10" 24" 510 0.143" MUA 10" 24" 510 0.143" AC 8" 130 0,053" AC 8" 130 0,053° AC 8" 130 0.053" 2 ITEM # 81 (LEFT) Front 132" 26" 6" MUA 12" 28" 790 0,232" MUA 12" 28" 790 0.232" MUA 12" 28" 790 0.232" AC 8" 111 0.039" AC 8" Ill 0,039" AC 8" 111 0.039" AC 8" 111 0,039" AC 8" Ill 0,039" 3 ITEM # 81 (RIGHT) Front 156" 26" 6" MUA 12" 28" 825 0.252" MUA 121, 28" 825 0.252" MUA 12" 28" 825 0.252" AC 8" 131 1 0.054" AC 8" 131 0.054" AC 8" 131 0.054" AC 8" 131 0.054" AC 8° 131 0,054" 3" 10" I 012" SEE TEMP SENSOR DETAIL L7 zz zW >- U.L. Listed L55 Series E26 Canopy 60' z IA Light Fixture - High Temp Assembly 0 Z c' o W () z_W Pzj ry Q d C__) >� I- Li J 12� L� Ns,24" 24" O 0 l — — ----- -� 11 - — - — — - — - — -� I+ 6" 6" MUA—Eorn�eC 22 ' HVAC Ccnnectlon oe, F 08" 08, 5 1 5" I ®° 6' 0.00'Nom,/6' 0,0( 7'-0.00" Overall Length PLAN VIEW — Hood #(ITEM # 50) 6' 0.00" LONG 603OND-2—ACPSP—F EXHAUST RISER HANGING ANGLE 20" CAPTRATE SOLO FILTER WITH HOOK 3" INTERNAL STANDOFF IT IS THE RESPONSIBILITY OF THE ARCHITECT/❑WNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED -COMBUSTIBLE AND C❑MBUSTIBLE MATERIALS IS IN COMPLIANCE WITH LOCAL CODE REQUIREMENTS. GREASE DRAIN WITH REMOVABLE CUP LEFT QUARTER END PANEL GAS CHASE CUTOUT (FOR GAS AND POWER LINES) RIGHT VERTICAL END PANEL WITH ADJUSTABLE LEGS SECTION VIEW — MODEL 603OND-2—ACPSP—F HOOD — # > (ITEM # 5 0 ) FOR QUESTIONS, CALL KURT CURTISI REGI❑NAL MANAGER PHONE: .(360) 828-5418 FAX: (919) 227-5983 EMAIL: kurt,curtis@captiveaire,com i CANOPY LIGHT FIXTURE - :MBLY, INCLUDES CLEAR THERMAL ISTANT GLOBE (L55 FIXTURE) RISER WITH DAMPER '3.5% OPEN STAINLESS TEEL PERFORATED PANEL FERENCE REM❑' PULL REMOVABLE STEEL SER LJLI'I ICL LLFiJ L/ BRACKET ASSEMBLY TYPICAL ANSUL R-102 SYSTEM LAYOUT RECEIVED CITY OF TUKWILA FEB 1 12016 PERMIT CENTER 02q 3 REVISIONS O Q H 3 0o 03 DATE: 10/22/201 5 DWG.#: 2469683 DRAW kcurtis SCALE: 3/4" = 1 '-0" MASTER DRAWING SHEET NO. 1 DIGITAL USER INTERFACE 3" 0 12„ I 12„ I 016" 016" SEE TEMP SEE TEMP o SENSOR DETAIL SENSOR DETAIL z H z ~ H Q J^• U,L. Listed L55 Series E26 Canopy U.L, Listed L55 Series E26 Canopy 60" z z Light Fixture - High o w Temp Assembly Light Fixture - High Temp Assembly U > ~ J IF -,-I 77 H f� I- Q Z U O U � Q Z J H � Z 28" 12"------- —---------L 12"---------- 28" -------- 12"---------- 28" ---- — --L 28" 12"-------------------L 12"--------- 0 28" 0 ---------L 12"---------- 28" ---------L 8" 8' � 8" 8" 8" 8„ 26 MUA Connections MUA Connections HVAC Connectio HVAC Connections �8" 08" 8" 08"��5 08" �8" 08" 08" �8" 08" 5„ I 5' 5„ I M I 5" I 5" I 5" I 5 SEE PSP TEMP SENSOR DETAIL 60" 60" 78" 78" 22 T 44" T 44" 26" T 52" T 52" 26 1/4" 26 1/2" 26 1/2" 26 1/4" 15 1/2" 31 1/4" 31 1/4" 31 1/4" 31 1/4" 12" 13 1/4" 10' 0.00'Nom./10' 0.00"❑D 13' 0.00'Nom./13' 0,00"❑D 11'-0,00" Overall Length PLAN VIEW — Hood #2 (ITEM # 81 LEFT)) 10' 0.00" LONG 603OND-2—ACPSP—F EXHAUST RISER HANGING ANGLE 20" CAPTRATE SOLD FILTER WITH HOOK 3" INTERNAL STANDOFF IT IS THE RESP❑NSIBILITY OF THE ARCHITECT/❑WNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED -COMBUSTIBLE AND COMBUSTIBLE MATERIALS IS IN C❑MPLIANCE WITH LOCAL CODE REQUIREMENTS. 'Y LIGHT FIXTURE - INCLUDES CLEAR THERMAL GLOBE(L55 FIXTURE) ISER WITH )AMPER 23.5% OPEN STAINLESS STEEL PERFORATED PANEL PLAN VIEW — H I .J U.UU LLJIVV VUJUIVU—L—!"�1.� Jr —I NOTE: Additional hanging angles provided for hoods 12' and longer. EXHAUST RISER HANGING ANGLE 20' CAPTRATE SOLD FILTER WITH HOOK 3" INTERNAL STANDOFF IT IS THE RESP❑NSIBILITY OF THE ARCHITECT/OWNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED-C❑MBUSTIBLE AND C❑MBUSTIBLE MATERIALS IS IN C❑MPLIANCE WITH LOCAL CODE REQUIREMENTS, 'Y LIGHT FIXTURE - INCLUDES CLEAR THERMAL GLOBE (1-55 FIXTURE) ISER WITH )AMPER 23.57 OPEN STAINLESS STEEL PERFORATED PANEL REVISIONS DESCRIPTION I DATE: V' I� 00- { U `i STa £3 p. V O J Q rn N rn W LL 00 L LL o N O co z � z LLJ 2 a. qr co 0 o M a� 0 U C > Q 3 GREASE DRAIN GREASE DRAIN Q WITH REMOVABLE CUP 48.0" MAX WITH REMOVABLE CUP 48.0" MAX (� 23" LEFT QUARTER END PANEL BACKSPLASH 80.00" HIGH X 288,00" a_ LONG H 80" AFF REFERENCE 80" 80" AFF REFERENCE Z 3 H 3 � GAS CHASE CUTOUT (FOR GAS AND POWER LINES) RIGHT VERTICAL END PANEL WITH ADJUSTABLE LEGS I V11_�YY — 1V1VLL'L UVc)V1V111-1_-11iUi ,J1 — HOOD — ,�2 (ITEM q 8 9 (LEFT) ) SECTION VIEW — MODEL 603OND-2—ACPSP—F HOOD — #3 (ITEM # 81 (RIGHT)) FOR QUESTI❑NS, CALL KURT CURTIS: REGIONAL MANAGER PHONE: (360) 828-5418 FAX: (919) 227-5983 EMAIL: kurt,curtis@captiveaire,com RECEIVED ( OF TUKWILA FEB 012016 PERMIT CENTER CODIE CC, 5^" ✓ FJ DATE: 10/22/2015 DWG.#: 2469683 DRAWN kcurtis SCALE: 3/4" = 1 '-0" MASTER DRAWING SHEET NO. 2 24' 24' 4' 0.00'Nori./4' 0.00'❑D PLAN VIEW — Hood #4 (ITEM # 103) 4' 0.00" LONG 4830VHB—G r EXHAUST RISER HANGING ANGLE 30' N❑M, 80' AFF REFERENCE SECTION VIEW — MODEL 4830VHB—G HOOD — #4 (ITEM # 9 031 PSP THERMISTHR SENSOR INSTALL NOTE: Thermistor has 2 wires that connect to control cabinet, If prewire is mounted on sane hood in utility cabinet, factory package per schematic. 1/2' NPT Quik Seal (Adapter Body) Part # 32-00002 1/2' Quik Seal (Gasket) Part # 32-00002 Top of PSP (External Surface) 1 1/8' - 1 1/4' Diameter Hole 1/2' Quik Seal (Lock Washer Part #32-00002 / wire sensors to the Thermistor Temperature Sensor Part #A/CP-PO-4'-EXPL-HT Junction Box Part # 58361-1/2 1/2' Conduit Lock Nut Part #LN101SC Extension Ring Cover 100-BW 36' 6' 0.00'Nom./6' 0.00'DD PLAN VIEW — Hood #5 (ITEM # 119) 6' 0.00" LONG 4230VHB—G / Label as MUA as or AC Stat as necessary ry O Must remain towards center O but can adjust towards ECP t avoid riser interference EXHAUST RISER HANGING ANGLE SECTION VIEW — MODEL 4230VHB—G HOOD — #5 (ITEM # 9 9 9 ) 4 30' N❑M. 80" AFF REFERENCE FOR QUESTI❑NS, CALL KURT CURTIS: REGIONAL MANAGER PHONE: (360) 828-5418 FAX; (919) 227-5983 EMAIL; kurt,curtis@captiveaire.com RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER 0 0 n REVISIONS Q I Q LLJ a_ Q 3 P W V O z O 0 19 A Q W M 00 Lti ti N N 00 qCT 00 N 00 O W z O a It 00 co 00 rn L 0 0 C M N N U) a' w z N O ti N DATE: 10/22/2015 DWG.#: 2469683 DRAW kcurtis SCALE: 3/4" = 1 '-0" MASTER DRAWING SHEET NO. 1 FAN Br CURB PLATE (LEFT) HINGE KIT DETAIL AN LATE _EFT) FAN TAIL A° (OPTIONAL) FAN IN CLOSED POSITION a FAN BASE ATTENTION: INSTALLER SHOULD SUPPLY ENOUGH ELECTRICAL CORD TO LET FAN MAKE COMPLETE SWING, FAN IN OPEN POSITION CURB GREASE BOX COVER ATTACH GREASE BOX COVER TO THE CURB 3' BELOW TOP EDGE OF CURB. USING (3) LONG (3/4' LG,) SCREWS AS SHOWN. INSTALL GREASE PIPE AS SHOWN. GREASE PIPE EXHAUST FAN INFORMATION — Job 2469683 FAN DISCHARGE DISCHISCHCITY UNIT TAG FAN UNIT MODEL # CFM ESP, RPM H.P. B,H,P, 0 VOLT FLA WEIGHT (LBS,) SONES NO. 1 KEF-1 DU50HFA 1200 0.799 1448 0,500 0.3410 3 208 2,0 64 14.9 2 KEF-2 CASRE18DD 2750 1.350 1285 2.000 1.1940 3 208 5.9 1595 FPM 260 18 3 KEF-3 DU180HFA 2600 1,215 1110 1.500 0.9450 3 208 4.5 112 13.4 4 KEF-4 DU33HFA 600 0,501 1212 0,333 0.1200 1 115 5.6 53 7.7 5 KEF-5 DU33HFA 900 0.500 1468 0.333 0.2140 1 115 5,6 53 11.2 CTTRF? A.;.; F. A/fRT.TF.'.S NO, O N WEIGHT ITEM SIZE 1 # 1 31 LBS Curb 19.50O'W x 19.50O'L x 20,000"H Vented Hinged 2 # 2 30 LBS Curb 26.500"W x 26,500"L x 24,000"H Vented 3 # 3 41 LBS Curb 26,500"W x 26,500"L x 20,000"H Vented Hinged 4 # 4 27 LBS Curb 19,500"W x 19.500"L x 20,000"H 5 # 5 27 LBS Curb 19.500"W x 19.500"L x 20,000"H 6 # 6 82 LBS Curb 35,000"W x 84,000"L x 20,000"H Insulated FAN #3 DU180HFA — EXHAUST FAN (KEF-3) 3 I I 24 DUCTWORK BETWEEN EXHAUST RISER ON HOOD AND FAN (BY OTHERS) FANS #4 (KEF-4), #5 (KEF-5) — DU33HFA EXHAUST FAN 2t I I 17 1/2 21 DUCTWORK BETWEEN EXHAUST RISER ON HOOD AND FAN (BY OTHERS) /8 18 1/2 FEATURES: ROOF MOUNTED FANS RESTAURANT MODEL UL705 AND UL762 VARIABLE SPEED CONTROL INTERNAL WIRING WEATHERPROOF DISC❑NNECT THERMAL OVERLOAD PROTECTI❑N (SINGLE PHASE) HIGH HEAT ❑PERATI❑N 300°F (149°C) GREASE CLASSIFICATI❑N TESTING NORMAL TEMPERATURE TEST EXHAUST FAN MUST OPERATE CONTINUOUSLY WHILE EXHAUSTING AIR AT 300°F (149°C) UNTIL ALL FAN PARTS HAVE REACHED THERMAL EQUILIBRIUM, AND WITH❑UT ANY DETERI❑RATING EFFECTS TO THE FAN WHICH WOULD CAUSE UNSAFE ❑PERATI❑N. ABNORMAL FLARE—UP TEST EXHAUST FAN MUST OPERATE C❑NTINU❑USLY WHILE EXHAUSTING BURNING GREASE VAPORS AT 600°F (316°C) FOR A PERI❑D OF 15 MINUTES WITHOUT THE FAN BEC❑MING DAMAGED TO ANY EXTENT THAT COULD CAUSE AN UNSAFE C❑NDITI❑N. ❑PTI❑NS GREASE BOX _ 26 1/2" FEATURES: FAN OPTIONS FAN UNIT NO. TAG OPTION (Qty. - Descr,) 1 KEF-1 1 - Grease Box 1 - Utility Set Grease Cup 2 KEF-2 1 - RE18 - Rain Cap Assembly - Includes Hardware And Gasket, 3 KEF-3 1 - Grease Box 1 - AC Interlock Relay - 24VAC Coil 1 - Motorized Backdraft Damper for A3-D Housing 1 - Low Fire Start 6 1 - Inlet Pressure Gauge, 0-35' 1 - Manifold Pressure Gauge, -5 to 15" we 1 - Separate 120V Wiring Package (Required and used only for DCV or Prewire with VFD) - Three Phase Only FAN #1 DU50HFA — EXHAUST FAN (KEF-1) I I 17 1/2 21 '0 GAUGE TEEL ;ONSTRUCTI❑N �— 3" FLANGE ROOF ❑PENING / 24 DIMENSIONS 24 �/ — ROOF MOUNTED FANS — RESTAURANT MODEL — UL705 — VARIABLE SPEED CONTROL — INTERNAL WIRING — WEATHERPROOF DISC❑NNECT — THERMAL OVERLOAD PROTECTION (SINGLE PHASE) — HIGH HEAT OPERATION 300°F (149°C) NORMAL TEMPERATURE TEST EXHAUST FAN MUST OPERATE CONTINUOUSLY WHILE EXHAUSTING AIR AT 300°F (149°C) UNTIL ALL FAN PARTS HAVE REACHED THERMAL EQUILIBRIUM, AND WITH❑UT ANY DETERI❑RATING EFFECTS TO THE FAN WHICI WOULD CAUSE UNSAFE ❑PERATI❑N. P. DUCTWORK BETWEEN EXHAUST RISER ON HOOD AND FAN (BY OTHERS) E❑R QUESTI❑NS, CALL KURT CURTIS: REGIONAL MANAGER PHONE: (360) 828-5418 FAX: (919) 227-5983 EMAIL: kurt,curtis@captiveaire,com CURB 20 GAUGE STEEL CONSTRUCTION NGE ROOF ❑PENING / 17 1/2 DIMENSIONS 17 1/2 FEATURES: — ROOF MOUNTED FANS — RESTAURANT MODEL — UL705 AND UL762 — VARIABLE SPEED CONTROL — INTERNAL WIRING — WEATHERPROOF DISC❑NNECT — THERMAL OVERLOAD PR❑TECTI❑N (SINGLE PHASE) — HIGH HEAT ❑PERATI❑N 300°F (149°C) — GREASE CLASSIFICATI❑N TESTING NORMAL TEMPERATURE TEST EXHAUST FAN MUST OPERATE CONTINU❑USLY WHILE EXHAUSTING AIR AT 300°F (149°C) UNTIL ALL FAN PARTS HAVE REACHED THERMAL EQUILIBRIUM, AND WITHOUT ANY DETERI❑RATING EFFECTS TO THE FAN WHICH WOULD CAUSE UNSAFE ❑PERATION. ABNORMAL FLARE—UP TEST EXHAUST FAN MUST OPERATE CONTINU❑USLY WHILE EXHAUSTING BURNING GREASE VAPORS AT 600°F (316°C) FOR A PERI❑D OF 15 MINUTES WITH❑UT THE FAN BEC❑MING DAMAGED TO ANY EXTENT THAT COULD CAUSE AN UNSAFE CONDITION, ❑PTIONS GREASE BOX FAN #2 CASREI8DD — EXHAUST FAN (KEF-2) 33 SPRING PIN RAIN CAP ❑PTI❑N 42 3/4 19 1/2" VENTED CURB '0 GAUGE TEEL :DNSTRUCTI❑N _E ROOF ❑PENING \ / 17 1/2 DIMENSIONS 17 1/2 �/ 23 3/4 2' DRAIN 50 1/8 6 1/4" —24- 26 1/2 16 1/2 12 3/16 30 7/8 DUCTWORK BETWEEN EXHAUST RISER ON HOOD AND FAN (BY OTHERS) FEATURES: ROOF MOUNTED FANS RECEIVED - RESTAURANT MODEL CITY OF TUICVIIIL�I - UL762 - HIGH HEAT OPERATION DIRECT DRIVE 300°F (149°C) FEB 01 2016 - HIGH HEAT ❑PERATI❑N BELT DRIVE 500°F (260°C) - HEAT SLINGER 26 1/2" PERMIT CENTER - GREASE CLASSIFICATION TESTING 26 1/2" - TILT OUT WHEEL - LOCKING PIN FOR POWER PACK - MOTOR WEATHER COVER VENTED CURB - INTERLOCKED DISC❑NNECT SWITCH NORMAL TEMPERATURE TEST DIRECT DRIVE 24" EXHAUST FAN MUST OPERATE CONTINU❑USLY WHILE EXHAUSTING AIR AT 300°F (149°C) 20 GAUGE UNTIL ALL FAN PARTS HAVE REACHED STEEL THERMAL EQUILIBRIUM, AND WITHOUT ANY CONSTRUCTION DETERIORATING EFFECTS TO THE FAN WHICH WOULD CAUSE UNSAFE ❑PERATI❑N, ABNORMAL FLARE-UP TEST BELT & DIRECT DRIVE ` 3" FLANGE EXHAUST FAN MUST OPERATE CONTINUOUSLY / WHILE EXHAUSTING BURNING GREASE VAPORS AT 600°F (316°C) FOR A PERIOD OF 15 MINUTES WITH❑UT THE FAN BECOMING ROOF ❑PENING DAMAGED TO ANY EXTENT THAT COULD CAUSE --- / 24 DIMENSIONS AN UNSAFE CONDITION, 24 OPTIONS UTILITY SET GREASE CUP RE18 — RAIN CAP ASSEMBLY — INCLUDES HARDWARE AND GASKET, REVISIONS DESCRIPTION 0 0 Q 3 Q I —I 3 co nn W 0 l V Q v' 3 Q LIJ Q CL I —I z 3 H iz 3 � DATE: 10/22/2015 DWG.#: 2469683 DRAW kcurtis SCALE: 3/4" = 1 '-0" MASTER DRAWING SHEET NO. 4 FAN #6 A3-D.750-G18 - HEATER 1, DIRECT GAS FIRED HEATED MAKE UP AIR UNIT WITH 18' BLOWER AND 18' BURNER. 2. INTAKE HOOD WITH EZ FILTERS 3. DOWN DISCHARGE - AIR FLOW RIGHT -> LEFT 4, C❑❑LING INTERL❑CK RELAY, 24VAC C❑IL. 120V CONTACTS. LOCKS OUT BURNER CIRCUIT WHEN AC IS ENERGIZED, 5. MOTORIZED BACK DRAFT DAMPER 30" X 30' FOR SIZE 3 STANDARD & MODULAR DIRECT FIRED HEATERS W/EXTENDED SHAFT, STANDARD GALVANIZED C❑NSTRUCTION, 3/4' REAR FLANGE, NFBUP-S ACTUATOR INCLUDED 6. LOW FIRE START. ALLOWS THE BURNER CIRCUIT TO ENERGIZE WHEN THE M❑DULATI❑N CONTROL IS IN A LOW FIRE P❑SITI❑N 7. GAS PRESSURE GAUGE, 0-35', 2,5' DIAMETER, 1/4' THREAD SIZE 8. GAS PRESSURE GAUGE, -5 TO +15 INCHES WC„ 2.5' DIAMETER, 1/4' THREAD SIZE 9, SEPARATE 120VAC WIRING PACKAGE FOR MAKE-UP AIR UNITS, ❑PTI❑N MUST BE SELECTED WHEN M❑UNTING VFD IN PREWIRE PANEL OR WITH DCV PACKAGE. PROVIDES SEPARATE 120VAC INPUT TO SUPPLY FAN, THIS 120V SIGNAL MUST BE RUN BY ELECTRICIAN FROM DCV TO MUA SWITCH. CURB OUTER � DISCHARGE ❑PEA 6 1/2' u1 I 1LLU WIRING LIFTING LUG i 5 1T/, T 20" EQUIPMENT CURB 35' ROOF ❑PENING 2' SMALLER THAN CURB DIMENSI❑N. 43 3/8' -T 20" 14 3/4' 14 3/4' MUA FAN INFORMATION — Job##2469683 SUPPLY SIDE HEATER INFORMATI❑N: WINTER TEMPERATURE = 29aF, TEMP. RISE = 46aF. BTUs CALCULATED OFF ACTUAL AIR DENSITY OUTPUT BTUs AT ALTITUDE OF 0,0 Ft, = 288136 INPUT BTUs AT ALTITUDE OF 0.0 ft. = 313191 8 4' 93 3/4' FAN BURNER UNIT TAG FAN UNIT MODEL # BLOWER H❑USING CFM ESP, RPM H,P. B.H.P. 0 VOLT FLA WEIGHT (LBS,) S❑NES NO. EFFICIENCY(7) 6 A3-D,750-G18 C18-PB A3-D,750 5865 0,850 812 5.000 3.0950 3 208 15.0 1029 14.5 92 (TA.S FTPF.T) 11/TAkF.—TTP ATP TTNTT(.S') FAN ACTUAL INPUT OUTPUT REQUIRED INPUT GAS UNIT TAG AIR BTUs BTUs TEMP. RISE PRESSURE GAS TYPE N❑, DENSITY? 6 YES 313191 288136 46 deg F 7 in, w,c, - 14 in, w,c, Natural FOR QUESTINNS, CALL KURT CURTIS: REGI❑NAL MANAGER PHONE: (360) 828-5418 FAX: (919) 227-5983 EMAIL; kurt,curtis@captiveaire,com Direct Fired Heater Wiring JOB 2469683 - TWIN PEAKS - TUKWILA, WA DRAWING NUMBER DF2469683-6 SHIP DATE 1012212015 1 MODEL A3-D.750-G18 !ATTENTION ELECTRICIAN! Installed notions DROP FOR DISCONNECT CONNECTION o- YWr—a YW C ENO WIRE TOE Motorized Bock Draft Dapper IS FACTORY SUPPLIED ILIA AND IL1B RE-DV-1 CONNECT POWER TO THE DROP IN DCV o- — 0 (D3&D7 IN RD RD EMSPLUS) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 TS-05 Discharge Temp. Control R DCV Wiring 24V AC Interlock Relay rmmmnnemt 1den1 CB-01 Circuit breaker (2a FR-01 Flame rod (161 FSC-01 Fireye FSC 111-143 MA-01 Modulating ampffler 1193 MT-01 Supply motor 121 MT-02 Dapper motor C51 PS-Ol Low Ai Flo, Switch 191 PS-02 High Airflow Switch 191 RE -DV DCV Relay 111151 RE-10 AC Interlock Relay [10][171 SW-01 Main disconnect switch [21 SW-03 Dapper end limit ..Itch [41 8 pPower transForner(200v�7 TR-03 ]owiion Srnnsforne2Ova) 11143 gni TR-04 Power transformer(20va)[171 TS-02 High temp limit switch 1103 TS-03 Intake Air Sensor Ila] TS-05 Discharge Air Sensor 1211 VA-01 Pilot gas valve 1131 VA-02 Main gas valve 118) VA-03 Madulating gas valve [201 MOTOR INFO SUPPLY 5HP-208V-3P-15.OFLA NOTES — — — DENOTES FIELD WIRING DENOTES INTERNAL WIRING ■x TERMINALS S4 AND S6 USED ON NF & AF SERIES ACTUATORS xi4x TERMINAL 11 PROVIDES COOLING CONNECTION WIRE COLOR BK-BLACK YV - YELLOW RD - RED BL-BLUE GR - GREEN VH - WHITE SR - BRDVN GY - GRAY PK - PINK as OR - ORANGE PR - PURPLE Installation Wiring JOB 2469683 - TWIN PEAKS - TUKWILA, WA DRAWING NUMBER RP2469663-6 SHIP DATE 10/22/2015 1 MODEL A3-D.750-1318 120 V 1 PH, 240 V 1 PH. 208/460/600 V 3 PH, n t ll ti n Disconnect Disconnect Disconnect Switch Gal -flex conduit Gal -flex conduit Switch Gal -flex conduit Switch Cin unit) in unit) in unit) DCV Connections Factory Factory Factory wiring wiring wiring )131WHrC;RCustomer upplied HK RD I Customer GR supplied BK BK B I Customer R WH GR supplied wiring wiring wiring POWER FROM DEDICATED BREAKER Power Connection See above cletails.,". F -77 D3 IN HEATER TO ILIA IN DCV D7 IN HEATER TO IL 1B IN DCV WIRE TO®— DCV �_�___--�_ NOTES WIRE COLOR BK - BLACK YW - YELLOW EL - BLUE GR - GREEN BR - BROWN GY - GRAY OR - ORANGE PR - PURPLE RD - RED PK - PINK WH - WHITE RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER 'e y CODE Pl'_1' `!1.NK1E= J L 10ap i!++ REVISIONS il. 3 DATE:10/22/2015 DWG.#: 2469683 DRAWN kcurtis BY: SCALE: 3/4" = 1 '-0" SHEET NO. 5 FT.P('7TPT('dT. Pd('VA(77.0 — _Tn)I)49,19QPP_2 NO. TAG PACKAGE L❑CATION SWITCHES OPTION FANS CONTROLLED LOCATION QUANTITY FAN TAG TYPE 0 H.P. VOLT FLA KEF-1 Exhaust 3 0.500 208 2.0 Utility Cabinet Left 1 Light KEF-2 Exhaust 3 2.000 208 53 1 DCV-3111 Utility Cabinet Left Smart Controls DCV KEF-3 Exhaust 3 1.500 208 4.5 Hood # 2 1 Fan Supply 3 5.000 208 15.0 JOB NO NUMBER K DESCRIPTION OF OPERATION: 2469683 DCV - 3111 INSTALL Demand Lantrot Ventilntlon, w/ 3 Exhnust Fans, based duct temperature. INVERTER DUTY THREE I Supply Fnn, Exhaust on In Fire, Lights PHASE MOTOR REQUIRED! Room out in Fire, Fans modulate NAME on temperature sensor shipped loose TWIN PEAKS - TUKWILA, WA 10/22/2015 ECP #1-1 for field Instaaat!on.Verify distance between VFD and Motors additional cost could apply If distance exceeds 50 feet. t CONTROL PANEL T A — — — — — — — — — — — — TO WIRE TO CONTROL BOARD. _ ROOM TEMP 2 FAN; 03 EXH-3 KITCHEN TEMP SENSOR MOUNTED IN ROOM AWAY BREAKER PANEL TO CONTROL PANEL Load Wiring U LLDA➢ LEG 1 - - — ---- —�% FLA:4.5 SENSOR FROM HEAT SOURCES. SEE MANUAL SM-3 V _ LOAD LEG 2 - _ _ _ _ - �/a HP. 1.500 CONTROL PANEL Res onsfloRit Electrician LOAD LEG 3 - VOL7:208 V P y' WIRE TO - - - - - - -o% 3 BREAKER SIZE SHOWN IS THE MAXIMUM ALLOWED VFD QUICK N - -Ii -- ---- - � I: TO FACTORY WIRED TEMPERATURE SENSOR. MOUNTED IN EXHAUST DUCT HOOD 2 RISER I BREAKER PANEL CONTROL PANEL CONNECTOR WIRE To DUCT SENSOR MUST HAVE ITS OWN CONDUIT DISCONNECT 4 - - - - - - - - - - - Not HI DO NOT SHARE CON➢UITI ' BREAKER IPH - - - - - - - - - - - Negtrol -® FAN: 06 CONTROL PANEL - - - - - - - - - - - - 5 120 V - - - - - - - - - - - G_ nd _�� -• Load Wiring U4 - LOAD LEG I- - BLACK SUP-6 FLA:15.0 O HP. SDDD T❑ - - - WIRE TLCONTROL BHARD. - Hoop 1 15 A CONTROL POWER. DO NOT WIRE SM-/} ¢ - LOAD LEG 2 _ BLACK 0 VOLT-208 V DUCT SENSOR SENSOR MOUNTED IN EXHAUST DUCT RISER 1 TO SHUNT TRIP BREAKER. WIRE TO - Dnn LEG 3 - - 'LACK o CONTROL PANELAL ¢ 6 IST HOOD LIGHT BREAKER SHARED W/ - VFD QUICK - -IZL- MST -:- a o CONTROL POWER. SWITCH #1 CONNECTOR 20V NEUTR- vFITE T❑ ¢ _ _ _ _ _ _ _ _ _ _ _ _ LINE LI - - GREL.D- - GREEN !� DUCT SENSOR WIRE TT CONTROL BOARD. SENSOR MOUNTED IN EXHAUST DUCT HOOD 3 RISER 1 7 BREAKER 3PH LINE 208 V ----------- _ LyLI MUST HAVE ITS OWN METAL CONTROL PANEL _______ _ _ __ LINE CONDUIT. WIRE TO PROVIDED MCA: 2.5 A _ _ _ _ _ _ _ _ _ _ _ Ground CUNDUIT DROP. - - - - - - - - - - - - 8 MOCP: 15 A EXH_1 SM-1 To WIRE TO CONTROL BOARD. HOOD 2 WIRE T❑ VFD QUICK CONNECTOR MAKE UP AIR ❑N PCB REMOVE JUMPER IN MUA #1 PSP SENSOR SENSOR MOUNTED IN SUPPLY PLENUM PSP TEMP 9 ------------ LINE ¢ DAMPER A --------- -® BREAKER 3PH _ _ _ _ _ _ _ _ _ _ _ _ LINE � PROVING - - - - - - - - - � CONTROL PANEL - - - - - - - - - - - - - 208 V _ _ _ _ _ _ _ _ _ LINE -� L INTERLOCK LOW VOLTAGE CONNECTION FOR DAMPER INTERLOCK. SHOULD TERMINAL NAMES DO NOT APPLY TO - - - WIRE TD C❑NTRDL BOARD. - HOOD 2 10 MCA: 7.4 A GroNna - - - - - - - - - - - _ � HAVE CONTINUITY WHEN DAMPER IF MLA BY OTHERS AC-PSP SENSOR SENSOR MOUNTED IN AC PLENUM. AC TEMP MOCP: 15 A �S]:v IS PROVEN OPEN. EXH-2 SM-2 NOT REQUIRED FOR ALL UNITS. WIRE TO VFD QUICK CONNECTOR SEE MAKE-UP AIR SCHEMATIC. THE FOLLOWING CONNECTIONS 11 MAY OR MAY NOT BE LINE REQUIRED BASED ON JOBSITE BREAKER 3PH - - - - - - - - - - - LINES SPECIFICATIONS 72 206 V - --_------_----_ LINE I-L. SHUN colt CONTROL PANEL T MCA: 5.6 A Dana CONTROL PANEL TO ACCESSORY ITEMS MOCP: 15 A _ - TO SHUNT COIL NEUTRAL FRGM SHUNT COIL Jl EXH-3 SM-3 SIGNAL FOR N - -- Responsibility: Electrician 13 WIRE To VFD QUICK CONNECTOR EXTERNAL ST TERMINAL IS ENERGIZED CONTROL PANEL COMPONENT SHUNT TRIP IN FIRE CONDITION, _ LINE I 14 BREAKER 3PH LINE - - - - - - - - - - - - L 11 MICROSWITCH 1 CONTROL PANEL 208 V - - - - - - - - - - - - LINE OAP CONTROL PANEL 4:No _ _ _ _ _ _ _ _ COMMON _ MCA- 18.8 A ___________ G_nd TO F D F I: SPARE FIRE _ _ _ _ _ NORMALLY OPEN ;ARE CONTACTS USED WHEN FIRE - 15 MOCP: 30 A SUP-6 SM-4 FIRE SYSTEM I - - - - - - - - - - - ,NC ] SYSTEM DRY SYSTEM ➢ISCHARGES To DISABLE AR WIRE LI TO COMMON (1) CONTACT EQUIPMENT DR PROVIDE SIGNALS. WIRE TO VFD QUICK CONNECTOR MICROSWITCH WIRE AR1 TO NORMALLY CLOSED (2). (NOT FOR BUILDING FIRE ALARM WHICH MUST BE WIRED DIRECTLY C1 TO ARS SHOULD HAVE MS-1 q;N❑CAP TO THE ANSUL ALARM INITIATING 16 CONTINUITY WHEN ARMED. 1:C0 NC OFF SWITCH LOCATED IN ANSUL AUTOMAN C1 - - - CONTROL PANEL 17 CONTROL PANEL T❑ FANS IF MORE THAN ONE MS-2 4--NO F - - - - - - - - COMMON - FIRE SYSTEM, WIRE L INS DRY CONTACT - - - - - NORMALLY OPEN - Responsibility: Electrician IN SERIES AS SHOWN ON/OFF WITH COMMON ._I - - - - - - - - - 18 CONTROL PANEL FANS SUPPLY FAN _ _ _ _ _ NORMALLY OPEN - GROUP 1 SPARE CONTACTS WILL MAKE FAN: 11 EXH-1 COMMON To NORMALLY OPEN Load Wiring - L-°A° LEc1 - - - - - - - Rio FL1:1.o CONTROL PANEL ALL SWITCHES FACTORY WIRED WHEN SUPPLY FAN IS ON. 1B SM_I J - LOADLEa� - - - - - �Vw - -ova HP: 0.500 TO J4 CAT-5 CONNECTION WIRE TO LOAD LEG 3 - I - - - - - - VOLT-208 V - -ono SWITCHES DCV SPEED �/ + - - - - - - - - - - - t VFD QUICK N - - GROUND - - - - - - - -ii. 0-lOV OUTPUT - - _ - To BMS 20 CONNECTOR WIRE TO HOOD LIGHTS 1 ON PCB WIRE To ECPM03 TERMINALS. MUST HAVE ITS OWN CONDUIT DISCONNECT BLACK CONFIGURABLE OUTPUT. DO NOT SHARE CONDUIT! CONTROL PANEL I - - - - - - - - - _ (TOTAL) SEE ECPM03 OWNERS MANUAL. 21 FAN: 02 EXH-2 TO WI - - - - - - - - - WHITE _ 1 VFD ANALOG ----------- + Load Wiring-LOADLEGI-- ---- --010 FLA:5.9 HP. HOOD LIGHTS N ---------GREEN ---J 0-10V OUTPUT- - - - - - - - - - - -•. _ TO BMS - SM-2 - IC<jAD LAG 2 - - - - - V - �/a eD00 1400 W MAX WIRE To _-BOX ON TOP OF Hoo➢ WIRE TO VFD TERMINAL STRIP. 22 WIRE TO W -LOAD LEG 3 - - - - - - - 010 vDLr:2oe v IN VFD PROPORTIONAL To FREQUENCY. VFD QUICK NI - -GROUND - - - - - - - �li COMM ROUTER (EACH VFD) SEE VFD OWNERS MANUAL. CONNECTOR MUST HAVE ITS OWN CONDUIT WIRE To CONTROL PANEL - CAT-5 ETHERNET CONNECTION - - - - - - - - - - - - - - - - - - - - - - - BMS SWITCH C ❑ CONTROL PANEL HI 23 DO NOT SHARE CONDUIT! DISCONNECT T❑ - WORLD WIDE WIRE DIRECTLY To COMMUNICATION MODULE. SEE CASLINK OWNERS TO EXTERNAL - - - - - - - - - - - SIGNAL SWITCH THROUGH BMS - WEB MANUAL FOR FURTHER INSTRUCTIONS. SWITCH WILL ACTIVATE ZONEI FANS AND LIGHTS Y4 UNLESS SPECIFIED OTHERWISE, ALL FACTORY AC WIRING 16 AWG. ALL FACTORY DC WIRING 18 AWG. 1 CONTROL INPUT FA—R-1BK - _ 120V H1=LINE, N1=NEUTRAL, 15A BREAKER, DO = MCI ® NOT CONNECT a 2FK ® BK - TO SHUNT TRIP - + 24V BREAKER, SEE PS-01 DC INSTALLATION 1 N L BK - SCHEMATIC FOR AC ADDITIONAL REG. PANEL LID:I G��- - - z x 9 W J7 12OV 1 BK BK R IHI BK HOOD GHTS� J`d UMPER �N1 5 4 K FFI _Vl o 6 DC+ BL 8 RD-1 7 PR ROI 7 MAKE UP AIR INTERLOCK. 8 JUMPER �CPM03 0 C 24 ca FOR QUESTIONS, CALL KURT CURTIS: REGIONAL MANAGER PHONE: (360) 828-5418 FAX: (919) 227-5983 EMAIL: kurt,curtis@captiveaire.com PUT END OF LINE PLUG IN SWITCHES EMPTY RJ45 JACKS, PN: EOL120A CAT-5 CABLE. LENGTH AS REQUIRED. a-'m ECPM03 COM-1 PSNIeld-d - -Wired to -Master CORE (if applicable) RJC-1IMT-5 �©ar Jl ECPM03 NOTE. All items on ECPM03 J3 line to be daisy chained from one component to the next, with EUL120A at end of line. Place PN: EOL120A in empty RJ45 port. ECPM03/DAISY CHAIN J it � 11 11 II K 1 M-1 A�M-2 M-3 1M-4 2 �2 " FACTORY WIRING MOTOR POWER CIRCUIT SCHEMATIC NOTE: IF VFD HAS IPH 240V INPUT, USE LI S 1_2 ONLY. CIRCUIT BOARDS IF VFD HAS IPH 120V INPUT, USE L1 6 N ONLY. ECPM03 DCV Rev. 1.17 14 AWG M- HMI Rev. 2.05 3 PH BK O K /T1 MTR:EXH-1 RA- RD-x /T2 FLA:2.0 208 V BK 15 A BK /T3 UGR HP 00 120 AC 2 VDC p100:01 RELAY RELAY &GR BK BK Ll P107:00 P108:83NC P150:01L2 NO 4 3 2 1 COILA2 14 NO 12 NC BK L3/N P1941225 P410:11 COM 6 5 COIL 11 COM O VFD: ESV371NO2YXB571 14 AWG - 3 PH 4 BK O BK U/Tl MTR:EXH-2 208 V B K BK FLA:5.9 15 ABKBK W/.Tf3 HP:2.000 GR P100:01 P107:00 BK P108:64 BK Ll P150:01 L2 P194:225 O HK L3/N P410:12 VFD: ESV152NO2YXB571 14 AWG - 3 PH BK O BK MTR:EXH-3 208 V BK HK FLA:4.5 15 A 'BK BK 1'/T3 HP:1.500 P100:01 GN GR GR P107:00 BK BK P108:75 BK BK Ll P150: 01 BK BK L2 P194:225 O L3/N P410:13 VFD: ESV112NO2YXB571 12 AWG -4 3 PH BK O BK U/TI MTR:SUP-6 206 V BK OK V/T2 FLA:15.0 0 AWBK W/T3 HP:5.000 P100:01 P107:00 BKP108:90 BK LIP150:01HK L2 P194:225 O L3/N P410:21 a VFD: ESV402NO2TXB571 LLJLNU - -FIELD WIRING -FACTORY WIRING BK- BLACK YW- YELLOW BL- BLUE GY- GREY BR- BROWN PR- PURPLE OR- ORANKE RD- RED V-1- WrBTE OR/BL- OR/BL STRIPE BL/RD- BL/RD STRIPE RD/❑d- RD/❑N STRIPE WH/BL- WH/BL STRIPE THERMISTOR INSTALLATION NNTESI One Therrlistor per Exhaust Riser Ther!nistor has 2 wires that connect to control cabinet Grease Duct (External Surface) 1/2' Quik Seal (Adapter Body) 1 1/8' - 1 1/4' Diameter Hole 1/2' Quik Seal (Lock Washer) 1/2' NPT Quik Seal (Nut) 1/2' CLose Nipple Junction Box Therrlistor Temp Sensor 1/2' Quik Seal (Gasket) 0 1/2' Conduit Lock Nut Extension Ring Cover 00.0 ,' 0000 (CAT 5 FROM T❑ ROUTER F CONNECTION I I ROOM TEMPERATURE SENSOR C_; -I .j connection to Router or Ethernet Switch tory Wired Connection to Cellular Kit CASlink Monitor and Control Room Temperature Sensor Provides room override based on temperature dif f erentia� between the room and duct! Install on a wail in space but not directly under the hood or dose to an appliance so the reading is accurate for space, INTERFACE T YPI CAL CONTROL DCV w/CA SLink INSTALLATION � MME TWIN PEAKS - TUK.., - Hood control panel to support communications to cloud —based Building DRY CONTACTS (SHOWN DE -ENERGIZED) DCV-3111 - 14 AWG RA-1-1 °F'��a'" Denanconnttrolrol d Management System. ON OFF Ventilation, 3 _ NO WITH FIRE C YW s, Exhaust Fans, 1 Supply Fan, Exhaust i, Fire, - Hood Control Panel to allow cloud —based Building Management System to 14 AWG RA-2-1 Fire, Lights out in Fire, Fans modulate based an duct monitor real time parameters outlined as MONITOR in the points list. OFF WITH NO NTH temperature. INVERTER DUTY THREE PHASE MOTOR Room Hood Control Panel to allow cloud —based Building Management System to - C YW SUP tempest temperature sensor shipped loose for field control parameters outlined as CONTROL in the points list. 14 AWG RA-2-2 stanc distance bete beterify distance bet, VFD NO and Motors additional cost could apply if distance 50 _ _ C YW exceeds feet. X 18 X 8.62 BOX% OraC NO .IT IS THE RESPONSIBILITY ❑F THE EC TO MAKE ALL FIELD CONNECTIONS INTO AND OUT ❑F THE CAPTIVEAIRE C❑NTR❑L PANEL INCLUDING BUT NOT LIMITED TO LOW VOLTAGE, CAT 5, 24V WIRES TO ALL TEMP SENSORS) INCLUDING THE ROOM TEMP SENSOR, MOTOR LINE VOLTAGE POWER FEEDS) AND CONTROL WIRING. REFER TO WIRING SCHEMATICS IN THIS DRAWING AND POSTED INSIDE ❑F THE CONTROL CABINET DIG - -AL USER INTERFACE L nk nk 01 REVISIONS 70- L'I Q 3 3 co W r C�j'� DATE: 10/22/2015 AT-5 C❑NNECTI❑N ON REVERSE. DWG•#: ❑NNECTED TO HOOD CONTROL 2469683 ANEL, DRAWN kcurtis BY: SCALE: 3/4" = 1 '-0" ❑UNTS IN STANDARD DOUBLE ANG JUNCTION BOX MASTER DRAWING RECEIVED CITY OF TUKWILA FEB 012016 SHEET NO. PERMIT CENTER 6 CODE 4A tis fi✓�6 L. FFIV�. j f f,11 F., 2 v 9 Lq �,p m R I x� 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Jan 2014 Project Info Project Address 17920 S. Center Parkway Date 1/25/2016 Compliance Tukwila, WA 98188 For Building Department Use forms do not require a password to Applicant Name: John Tinsley instructional and calculating cells Applicant Address: 38140 Fawn Meadows Trail, Elizabeth, CO 80107 Applicant Phone: 303.646.1860 are write- Project Description [21 New Building ❑ Addition ❑ Alteration ❑ Plans Included Lighting Compliance Path Lighting Power Density Calculations O Total Building Performance (If Total Building Performance then only LGT-CHK is required.) Lighting Power Allowance O Building Area Method O Space -By -Space Method Method Selection required to enable LPA forms Interior Lighting System Lighting for interior of dining and kitchen areas. Description Briefly describe lighting system type and features. itions and Change of Space Use (C101.4.3 & C101.4.4) ddition area or Change of Space Use area complies with all applicable provisions as stand alone project ❑ Addi ' n area is combined with existing building lighting systems to demonstrate compliance with all applicable provisio er C101.4.3 Provide Buil Area Method (LTG-INT-BLD) or Space -By -Space Method (LTG-INT-SPACE) Compliance Form. ocument maximum allowed and prop d (including existing if applicable) lighting wattage of Addition or Change of Use space. P vide applicable lighting controls per C405.2 a commissioning of lighting controls per C405.13. Alterations, Renovations aft4,Repairs (C101.4.3.1) ❑ 60% or more of luminaires in space re ced Provide Building Area Method (LTG-INT-B or Space -By -Space Method (LTZ-PACE) Compliance Form. Document maximum allowed wattage within the lighting retrofit spac ' Maximum Allowed Wattageosed (including existing) lighting wattage in Proposed Wattage table. Retrofit and non -retrofit sp es shall be docume d separately using multiple forms. ❑ Less than 60% of luminaires in space replaced SPA mpliance Form for this retrofit area. Document existing total wattage Provide a separate Space -By -Space Method (LTG-INT>'um within the lighting retrofit space in cell provided in the MAllo Wattage table. Document proposed (including existing) lighting wattage in the Proposed Wattage table. ❑ Lamp and/or ballast replacement within existin minaires only- existing total int 'or building wattage not increased ❑ New wiring installed to serve added fi es and/or fixtures relocated to new circuit Provide applicable manual light' controls (C405.2.1), occupancy sensors (C405.2.2.2Xdy/ioeontrols (C405.2.2.3), specific application controls (C405.. ), and commissioning of lighting controls per C405.13 ❑ New or moved lighti panel moved Provide all ap cable lighting controls as noted for New Wiring, automatic time switch controls (C405.2.2.1), an mmissioning of lighting controls ❑ Spa is reconfigured - luminaires unchanged or moved only rovide all applicable lighting controls as noted for New Wiring and commissioning of lighting controls per C405.13. ❑ No changes are being made to the interior lighting and space use not changed. 2012 Washington State Energy Code Compliance Forms for Commercial Buildings includinq R2 & R3 over 3 stories and all R1 Revised Jan 2014 Project Address 17920 S. Center Parkway Date 1/25/2016 Lighting Alterations, Renovations & Building Additions For Building Department Use O Less than 60% O 60% or more O Stand alone O Addition Notes: a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing bldg lighting to demonstrate compliance. Refer to C101.4.3. b. For retrofits and building additions, provide Building Area types and gross interior areas in the Maximum Allowed Lighting table. If a builidng addition will comply as combined with the overall existing builidng, include all applicable existing Building Area types and gross interior areas. c. Document new fixtures and all existing to remain fixtures in the Proposed Lighting table. d. if less than 60% of existin fixtures will be replaced, use LTG-INT-SPACE form. Maximum Allowed Lighting Wattage Location (plan #,Allowedtoss nterlor a s owe Building Area* room #, or ALL) Area Description Watts per ft2 Area in ft2 (watts/f12 x area) Dining: Bar lounge/leisure ALL 0.99 6925 6856 * Select Table C405.5.2(1) Building Area from drop down menu. Total 6925 Proposed Lighting Wattage Location (plan #, Number of Watts/ Watts Building Area* room #) Fixture Description** Fixtures Fixture Proposed Dining: Bar LF-01 LED Downlight 68 7 476 lour elleisure Dining: Bar LF-02 LED Monopoint 59 9 531 lounge/leisure Dining: Bar Elk Antler Pendant 1 120 120 lour a/leisure Dining: Bar 2x4 Fluorescent 17 56 952 lour elleisure Dining: Bar Vanity Light 1 360 360 lour elleisure Dining: Bar LED Rope Light 1 59 59 lounge/leisure Dining: Bar LF-02 Track Lights 7x 120w Current Limiter 7 120 840 lour elleisure Dining: Bar LF-02 Track Lights I 240w Current Limiter 1 240 240 lour elleisure * Select Table C405.5.2(1) Building Area from drop down menu. ** Include existing to remain lighting and exempt lighting equipment per notes below. Compliance by Building Area Building Area Warnings Total Allowed Watts Total Proposed Watts Interior Lighting Power Allowance Dining: Bar lounge/leisure Confirm all fixtures are reported under proposed lighting - low watts relative to maximum allowed. 6856 3578 COMPLIES Totall 6856 1 3578 Notes: 1. Proposed Wattage for each Building Area type shall not exceed the Allowed Wattage for that Building Area type. Trading wattage between Building Area types is not allowed under the Building Area Method compliance path. 2. Proposed fixtures must be listed in the building area in which they occur. Include ALL proposed lighting fixtures. 3. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 4. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as snPrifrPd in RPrtinn r405.5.1. For lino voltarP track liahtina. list the arPatpr of artual inminaira wattaap nr iPnrth of track midtinliPd by sn. ,.. ..y ., y,,.,..y, ,. ..,. y,,......, .. . ,,,,,,..,, ...u- ,. 'e", . , ............. or as applicable, the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 5. For lighting equipment eligible for exemption per C405.5.1, note exception number and leave WattslFixture blank. 6. Document existing to remain fixtures in Proposed Lighting table in the same manner as new fixtures. Identify as existing in fixture description. GENERAL PROJECT NOTES NOTE: SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL CONSTRUCTION REQUIREMENTS 1. THE CONTRACTOR SHALL PROVIDE ALL LABOR AND MATERIAL NECESSARY FOR A COMPLETE, OPERATIONAL AND PROPERLY FUNCTIONING ELECTRICAL SYSTEM 2. MATERIALS AND INSTALLATION SHALL COMPLY WITH CODES, LAWS AND ORDINANCES OF FEDERAL, STATE AND LOCAL GOVERNING BODIES HAVING JURISDICTION. 3. MATERIALS AND EQUIPMENT SHALL BE LISTED AND/OR LABELED BY U.L., ETL, CSA OR ANOTHER RECOGNIZED TESTING LAB. ALL MATERIAL, EQUIPMENT, WIRING DEVICES, ETC. SHALL BE NEW, UNLESS SPECIFICALLY INDICATED AS EXISTING TO BE REUSED. 4. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO GOVERNMENTAL AGENCIES AND UTILITY . COMPANIES SHOP DRAWINGS REQUIRED BY THESE AGENCIES FOR APPROVAL. THE CONTRACTOR SHALL SECURE AND PAY FOR ALL PERMITS, GOVERNMENTAL FEES, TAXES AND LICENSES NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE ELECTRICAL WORK. THIS CONTRACTOR SHALL SECURE AND PAY ALL FEES AND PERMITS PERTAINING TO THIS CONTRACT, SHALL BE RESPONSIBLE FOR WORKER'S IDENTIFICATION AND BADGING, SAFETY, AND LIABILITY INSURANCE. PROVIDE BARRICADES, WARNING SIGNS, AND TRASH REMOVAL FOR THE SAFETY OF THE WORKERS UNDER THIS CONTRACTOR'S EMPLOY. 5. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER/OWNER OF ANY MATERIALS OR APPARATUS BELIEVED TO BE INADEQUATE, UNSUITABLE, IN VIOLATION OF LAWS, ORDINANCES, RULES OR REGULATIONS OF AUTHORITIES HAVING JURISDICTION. 6. THE CONTRACTOR SHALL PREPARE THE DOCUMENTS, INCLUDING DRAWINGS, REQUIRED TO OBTAIN APPROVAL OF THE EQUIPMENT AND LOCATIONS OF THE DEVICES THAT COMPRISE THE BUILDING FIRE ALARM LIFE SAFETY SYSTEM. THE DRAWINGS AND CUT SHEETS SHALL BE PROVIDED TO A PROFESSIONAL ENGINEER FOR REVIEW AND APPROVAL. THE APPROVED DRAWINGS WILL BE STAMPED, SIGNED AND RETURNED TO E.C. TO SUBMIT TO THE BUILDING DEPARTMENT. 7. THE CONTRACTOR SHALL CAREFULLY EXAMINE THE CONTRACT DOCUMENTS, VISIT THE SITE, AND THOROUGHLY BECOME FAMILIAR WITH THE BUILDING STANDARDS, LOCAL JURISDICTIONAL CODES AND REQUIREMENTS, AND LOCAL CONDITIONS RELATING TO THE WORK. FAILURE TO DO SO WILL NOT RELIEVE THE CONTRACTOR OF THE OBLIGATIONS OF THE CONTRACT. SUBMISSION OF PROPOSAL IN CONNECTION WITH THIS WORK SHALL IMPLY THAT THE BIDDER HAS EXAMINED THE JOB SITE. NO EXTRA CHARGE WILL BE ALLOWED FOR CHANGES AS A RESULT FROM FAILURE TO EXAMINE THE JOB SITE. 8. THE CONTRACTOR SHALL PROVIDE TEMPORARY POWER AND WIRING FOR THE PERFORMANCE OF ALL TRADES, FOR THE ENTIRE PERIOD OF CONSTRUCTION AND SHALL REMOVE ALL TEMPORARY WIRING AT THE COMPLETION OF CONSTRUCTION. 9. THE EXISTING POWER, SIGNAL AND COMMUNICATION SYSTEMS ARE TO REMAIN IN SERVICE TO PROVIDE FOR THE OWNER'S FUNCTION. SHOULD IT BECOME NECESSARY TO SHUT -DOWN ANY SYSTEM OR PORTION OF A SYSTEM, APPROVAL IN WRITING MUST BE OBTAINED FROM THE OWNER AND SHALL ONLY APPLY FOR THE PERIOD AND TIME AGREED UPON. THE BID IS TO INCLUDE THE COST OF ANY TEMPORARY WIRING AND PREMIUM TIME REQUIRED FOR THE SHUTDOWN. 10. ALL MATERIALS AND EQUIPMENT SHALL BE ERECTED, INSTALLED, CONNECTED, CLEANED, ADJUSTED, TESTED, CONDITIONED, AND PLACED IN SERVICE IN ACCORDANCE WITH THE MANUFACTURER'S DIRECTIONS AND RECOMMENDATIONS. 11. ALL CUTTING, DRILLING AND PATCHING OF MASONRY, STEEL OR IRON WORK BELONGING TO THE BUILDING MUST BE DONE BY THIS CONTRACTOR IN ORDER THAT HIS WORK MAY BE PROPERLY INSTALLED, BUT UNDER NO CONDITIONS MAY STRUCTURAL WORK BE CUT, EXCEPT AT THE DIRECTION OF THE ARCHITECT -DESIGNER OR THEIR REPRESENTATIVE. 12. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND MOUNTING HEIGHTS OF ELECTRICAL FIXTURES AND ELECTRICAL DEVICES. MOUNTING HEIGHTS SHALL CONFORM TO ADA/ICC/ANSI STANDARDS. 13. ALL WORK REQUIRED FOR THE INSTALLATION AS SHOWN ON DRAWINGS INCLUDING LABOR, EQUIPMENT AND MATERIALS SHALL BE IN STRICT COMPLIANCE WITH THE BUILDING STANDARDS. 14. PROVIDE COMPLETE METAL RACEWAY SYSTEMS AND ENCLOSURES FOR ALL WIRING THROUGHOUT THE EXTENT OF THE REQUIRED SYSTEM. 15. ALL TELE/ DATA BOXES SHALL BE PROVIDED WITH A 1 /2" CONDUIT AND BUSHING WITH PULL STRING RUN 6" ABOVE FINISHED CEILING OR CEILING GRID. ELECTRICAL METALLIC TUBING (EMT) SHALL BE USED FOR ALL WALL OUTLETS & TELEPHONE WIRING RUNNING BELOW RAISED FLOOR OR ABOVE HARD CEILINGS. 16. ALL RECEPTACLES NOTED AS ISOLATED GROUND (IG) OR DEDICATED OR CIRCUITED AS DEDICATED SHALL BE PROVIDED WITH A DEDICATED GROUND AND NEUTRAL. ALL RECEPTACLES IN BATHROOMS, KITCHENS, ROOFTOPS, OUTDOORS, AND WITHIN 6FT. OF A SINK SHALL BE GFCI (OR SERVED BY A GFI CIRCUIT BREAKER) PER NEC 210.8(B). THE E.C. SHALL PROVIDE GFCI OUTLETS (OR CIRCUIT BREAKERS) IN ALL LOCATIONS REQUIRED BY THE NEC. ALL RECEPTACLES IN DWELLING UNITS, GUEST ROOMS, AND CHILD CARE FACILITIES (AS SPECIFIED BY ARTICLE 406 OF THE 2014 NEC) SHALL BE LISTED AS TAMPER -RESISTANT RECEPTACLES. 17. MINIMUM CONDUIT SIZE SHALL BE 3/4" UNLESS OTHERWISE INDICATED. CONDUITS LARGER THAN 2" DIAMETER OR CONDUITS OF ANY SIZE ROUTED OUTDOORS SHALL BE INTERMEDIATE METAL CONDUIT (IMC 18. FLEXIBLE CONDUIT CONNECTIONS TO RECESSED LIGHTING FIXTURES SHALL BE MADE WITH FLEXIBLE STEEL CONDUIT, 3/8 INCH MINIMUM. 19. FINAL CONNECTIONS TO MOTORS SHALL BE MADE WITH LIQUID TIGHT FLEXIBLE STEEL CONDUIT, 1 /2 INCH MINIMUM. 20. WIRE NO. 8 AND SMALLER INSTALLED IN DRY LOCATIONS SHALL BE TYPE THWN OR THHN THERMOPLASTIC 600V INSULATED COPPER CONDUCTORS. NO WIRE SMALLER THAN NO.12 SHALL BE USED FOR LIGHTING OR POWER WIRING. WIRE NO. 8 AND LARGER SHALL BE STRANDED. ALL CONDUCTORS INSTALLED IN EXTERIOR OR WET LOCATIONS SHALL BE TYPE THWN 600V INSULATED COPPER CONDUCTORS. 21. ALL NEW CIRCUIT BREAKERS FOR NEW OR EXISTING PANELBOARDS SHALL MATCH EXISTING OR NEW BUILDING STANDARD PANELBOARD MANUFACTURER AND BREAKER TYPE. THE CONTRACTOR SHALL PROVIDE NEW ACCURATE AND DETAILED TYPE WRITTEN PANEL DIRECTORIES PER NEC 408.4 FOR ALL NEW OR MODIFIED PANELS. NUMBERED CIRCUITS ARE FOR CONVENIENCE OF DESIGN ONLY. E.C. TO FIELD VERIFY ACTUAL CIRCUIT NUMBERS USED AND CORRECTLY INDICATE ON "AS -BUILT" DRAWINGS. THE E.C. SHALL REMOVE ALL ABANDONED CIRCUITS. 22. PROVIDE #10 FOR BRANCH CIRCUITS OVER 75' AT 120V AND OVER 150' AT 277V. E.C. TO FIELD VERIFY BRANCH CIRCUIT LENGTHS AND SIZE CONDUCTORS FOR VOLTAGE DROP. 23. EACH SWITCH, LIGHT, RECEPTACLE AND ALL OTHER DEVICES SHALL BE PROVIDED AND INSTALLED WITH A GALVANIZED OR SHERARDIZED PRESSED STEEL JUNCTION BOX OF NOT LESS THAN NO. 14 U.S. GAUGE STEEL. CONDUITS SHALL BE FASTENED WITH LOCKNUTS AND BUSHINGS AND ALL UNUSED KNOCKOUTS MUST BE LEFT SEALED. THERE MUST BE SUFFICIENT ROOM FOR WIRES AND BUSHINGS AND DEEP BOXES SHALL BE INSTALLED WHERE REQUIRED. BOXES SHALL BE SECURELY AND ADEQUATELY SUPPORTED. 24. ELECTRICAL CONTRACTOR SHALL PROVIDE ALL SPECIAL OUTLET BOXES THAT MAY BE REQUIRED TO ENCLOSE RECEPTACLES. 25. IN SUSPENDED CEILINGS SUPPORT CONDUIT AND JUNCTION BOXES DIRECT FROM THE STRUCTURAL SLAB, DECK, OR FRAMING PROVIDED FOR THAT PURPOSE. LIGHTING BRANCH CIRCUIT CONDUITS SHALL NOT BE CLIPPED TO THE CEILING SUPPORT WIRES OR SPLINE UNLESS THE CEILING SYSTEM HAS BEEN SPECIFICALLY DESIGNED FOR THAT PURPOSE. 26. PROVIDE LOCAL DISCONNECT SWITCHES FOR ALL MOTORS (PLENUM APPROVED WHERE REQUIRED). 27. THE E.C. SHALL INCLUDE IN HIS COST THE REMOVAL OF ALL EXISTING ELECTRICAL DEVICES, CONDUITS, FIXTURES AND EQUIPMENT THAT IS NOT TO BE REUSED DISCARD ALL EQUIPMENT AS REQUIRED. E.C. SHALL BE RESPONSIBLE FOR DISCONNECTING PRIMARY SERVICE AND TEMPORARY POWER. 28. PROVIDE WARRANTY GUARANTEED FOR A PERIOD OF ONE YEAR AFTER COMPLETION AND ACCEPTANCE. REPLACE ALL DEFECTIVE WORKMANSHIP, EQUIPMENT AND MATERIALS WITHOUT ADDITIONAL CHARGES. 29. THIS CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFEKEEPING OF HIS/HER OWN PROPERTY ON THE JOB SITE. THE OWNER OR TENANT ASSUMES NO RESPONSIBILITY FOR PROTECTION OF THIS CONTRACTOR'S PROPERTY AGAINST FIRE, THEFT, OR ENVIRONMENTAL CONDITIONS. 30. WHERE CONDUIT, CABLES, DUCTWORK OR PIPING PASSES THROUGH FIRE RATED FLOORS, WALLS, OR PARTITIONS, THE SLEEVES SHALL BE COMPLETELY SEALED WITH A FIRE STOP MATERIAL THAT IS U.L. LISTED (EQUAL TO DOW CORNING) AND ACCEPTED BY THE BUILDING DEPARTMENT AND FIRE DEPARTMENT AS BEING SUITABLE FOR THE SERVICE. THIS MATERIAL SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS IN ORDER TO MAINTAIN THE FIRE RATING OF THE PENETRATED WALL, FLOOR, OR PARTITION. INSTALLATION SHALL BE A THROUGH -PENETRATION FIRESTOP SYSTEM INSTALLED AS TESTED IN ACCORDANCE WITH ASTM AND UL . THE FIRE RATING SHALL MATCH THE RATING OF THE BARRIER BEING PENETRATED. 31. SUBMIT SIX (6) SETS OF SHOP DRAWINGS, CONTROL DIAGRAMS, AND EQUIPMENT CUTS TO THE ENGINEER FOR APPROVAL PRIOR TO STARTING RELATED WORK. SHOP DRAWINGS SHALL INCLUDE MANUFACTURER'S NAMES, CATALOG NUMBERS, CUTS, DIAGRAMS AND OTHER SUCH DESCRIPTIVE DATA AS MAY BE REQUIRED TO IDENTIFY AND REVIEW THE EQUIPMENT. SUBMITTALS SHALL BE IN LOGICAL GROUPS, PARTIAL SUBMITTALS WILL NOT BE REVIEWED. 32. UPON COMPLETION OF CONSTRUCTION, SUPPLY THE ENGINEER WITH ONE COMPLETE SET OF FULL SIZE AS -BUILT DRAWINGS. PROVIDE THE OWNER WITH THREE (3) SETS OF OPERATION AND MAINTENANCE MANUALS FOR EACH TYPE OF EQUIPMENT INSTALLED. 33. THIS CONTRACTOR SHALL ASSUME ALL ADDED EXPENSES TO ALL TRADES ASSOCIATED WITH THE INSTALLATION OF SUBMITTED AND APPROVED ALTERNATE EQUIPMENT. 34. THE CONTRACTOR SHALL COORDINATE THE LAYOUT OF THE FIRE ROOM WITH ALL OTHER DISCIPLINES, ESPECIALLY THE FIRE ALARM AND FIRE PROTECTION DESIGN -BUILD CONTRACTORS PRIOR TO ANY WORK. 35. IF ANY CHANGES ARE MADE TO ACCOMMODATE FIELD CONDITIONS NOTIFY THE ENGINEER IMMEDIATELY OF WHAT THE CHANGES WERE, THE REASON FOR THE CHANGES, AND THE COST IMPACTS. ELECTRICAL LEGEND NOTE: NOT ALL ITEMS APPEAR ON DRAWINGS. SYMBOLS MAY DIFFER FROM EXISTING AND DEMO WORK OR DEVICES REFERENCED FROM DRAWINGS BY OTHERS. POWER AND LIGHTING LOW VOLTAGE SYSTEMS GROUNDED SWITCHED DUPLEX RECEPTACLE ® TELEPHONE TERMINAL BOARD GROUNDED SPLIT -WIRED RECEPTACLE ❑0 FLOOR/CEILING MOUNTED DATA OUTLET GROUNDED DUPLEX RECEPTACLE ®❑ FLOOR/CEIUNG MOUNTED TELEPHONE OUTLET GROUNDED QUADRAPLEX RECEPTACLE 0 DATA OUTLET SPECIAL PURPOSE RECEPTACLE O TELEPHONE/DATA OUTLET, PROJECT STANDARD FLOOR/CEILING MOUNTED RECEPTACLE ® TELEPHONE OUTLET �7 CATV/MONITOR AN OUTLET JO JUNCTION BOX SO SPEAKER O WALL MOUNTED JUNCTION BOX FRCP FIRE ALARM PANEL EQUIPMENT DISCONNECT SWITCH Faa FIRE ALARM REMOTE ANNUNICATOR EQUIPMENT FUSED DISCONNECT SWITCH Y PANEL S T. S-SMOKE, T-HEAT DETECTOR $To THERMAL OVERLOAD SWITCH DUCT FIRE DETECTOR ELECTRICAL PANEL BOARD ABBREVIATIONS El TRANSFORMER CIRCUIT'##' HOMERUN TO PANEL 1_0X-## 1ARROWS NOT USED IF CIRCUIT NUMBERS APPEAR NEXT TO DEVICES) (2) PORCELAIN LAMP HOLDER RECESSED FLUORESCENT LIGHT FIXTURE O SURFACE MOUNTED FLUORESCENT FIXTURE O CEILING FIXTURE ® Y WALLWASHER or ADJUSTABLE DOWNLIGHT $# SINGLE POLE SWITCH, OR #-POLE $D DIMMER SWITCH ® EXIT SIGN - SHADED INDICATES FACE ®y EMERGENCY FIXTURE - SHADED o BATTERY PACK EMERGENCY LIGHT or COMBO EXIT - SEE SCHEDULE EWC ELECTRIC WATER COOLER EF EXHAUST FAN GFI GROUND FAULT INTERRUPTING AFI ARC FAULT INTERRUPTING CCT CIRCUIT E.C. ELECTRICAL CONTRACTOR AG ABOVE COUNTER GFI - VERIFY HEIGHT AC ABOVE COUNTER - VERIFY HEIGHT WP WEATHER PROOF TTB TELEPHONE TERMINAL BOARD AFF ABOVE FINISH FLOOR AHJ AUTHORITY HAVING JURISDICTION (E) EXISTING TO REMAIN (EX) EXISTING TO BE REMOVED (ER) EXISTING TO BE RELOCATED (R) RELOCATE/RELOCATED LOCATION REFERENCE SYMBOLS O KEYED NOTE OO EQUIPMENT - SEE SCHEDULE #/w FEEDER - SEE SCHEDULE R TRANSFORMER WITH GROUNDING AND OVERCURRENT DEVICES SEE TRANSFORMER SCHEDULE ip. � �.y rr CAD"`�FJ46 -,l o- F RECEIVED -- CITY OF TUKWiLA FEB 012016 PERMIT CENTER DQSIGNPARAMQTQRS. LLC 6373 SILVC-R STRQAM LN �:RISCO. TX 75034 Pi-: 214.784.5014 �X: 303.223.9104 DESIGNPARAMCT-F=;RS.COM John Tinsley, P.E. 38740 Fawn Meadows Tr. Elizabeth, Colorado 80107 Phone: 303.646.1860 Fax: 303.646.5623 f • t START DATE • OsEM5 PROJECT NO - TWM DRAWN BY CHECKED BY - ISSUED/REVISED • • DATE Pew 11.1&2M6 OWNER RE1f818M COMMENTS 0120=6 EXPIRES: 11/15/2017 01rdM16 ONE -LINE, NOTES & SCHEDULES COPMOH700ME-Ull I 01 _ .. - - :-ram"' CI] m ......:! _ t- .... ` i IRH #10 MIN: {w \ \ \\ f 6- #10:M 6 \`,ry,, /_ '�\ �/ 6 ,/P ....................i j .........._.._...___.__............................. ii }_ 1 , i Se •� i ......................_.. I _li` '1 _ _ .-l.«... ..__.._..... ... _...... __ --._. ....._ a . �,.....� I a, EF POWER PLAN SERVICE..FROM POWER CO.. BUS/1AP/CT CABINET. MLNT p i RECEPTACLES�IORIZOIaI ABOVE BA.CKSPLASr t.3 ..:.:.x._r WP/GFI B-13 UNDERGROUND ELECTRICAL SERVICE FROM EXISTING NEW POWER CO. BUS TAP & CT POWER CO. PAD MOUNTED CABINET WITH METER. PROVIDE TRANSFORMER SECONDARY STRUCTURAL SUPPORT AS REQUIRED SERVICE 120/208V. 30 4W. FOR MOUNTING HEIGHT AS 1000A. SPECIFIED BY POWER CO. O LIGHTING PLAN KEYED NOTES: 8. PROVIDE ISOLATED GROUND BUS - 20" LONG X 4" H X 1 /4" THICK 15. PROVIDE AND INSTALL POWER TO INFRARED HEATER. CONNECT POWER PLAN GENERAL NOTES: 1. (1)RECEPTACLE SHALL BE LOCATED BELOW THE TABLE. CONFIRM AT LOCATION INDICATED. SOLID COPPER WITH 24 PRE -DRILLED TO CIRCUIT B-37. COORDINATE EXACT LOCATION AND 1. PROVIDE OUTLET WITHIN 26 OF EQUIPMENT IN ACCORDANCE WITH NEC 210-63. PROVIDE EXACT MOUNTING HEIGHT WITH ARCHITECT PRIOR TO HOLES ACCORDING TO NEMA STANDARDS. INSTALL ON 2" REQUIREMENTS WITH MECHANICAL CONTRACTOR PRIOR TO WEATHERPROOF GFI OUTLET ON ROOFTOPS WITHIN 25' OF ROOFTOP EQUIPMENT. ROUGH -IN. STANDOFF INSULATORS. CONNECT DIRECTLY TO MAIN BUILDING INSTALLATION. 2. RECEPTACLE AND TV OUTLET SHALL BE LOCATED ABOVE THE GROUND. (INSULATED GREEN INSULATED CABLE MINIMUM #2/0 16. APPROXIMATE LOCATION OF MARLIN LIGHTING CONTROL BOX. 2. FIELD VERIFY FINAL LOCATION OF ALL EQUIPMENT WITH PROVIDER PRIOR TO ROUGH -IN. TABLE. CONFIRM EXACT MOUNTING HEIGHT WITH ARCHITECT AWG SHALL BE USED). MOUNT 12" A.F.F. EQUAL TO ERICO COORDINATE EXACT LOCATION & REQUIREMENTS WITH OWNER 3. ALL RECEPTACLES IN BATHROOMS, KITCHENS, ROOFTOPS, OUTDOORS, AND WITHIN 6FT. OF A PRIOR TO ROUGH -IN. #BS44A017. CONNECT TO PANEL "C" ISOLATED GROUND BAR. & MANUFACTURER PRIOR TO INSTALLATION. SINK SHALL BE GFCI (OR SERVED BY A GFI CIRCUIT BREAKER) PER NEC 210.8(B). THE E.C. SHALL 9. NOT USED, PROVIDE GFCI OUTLETS (OR CIRCUIT BREAKERS) IN ALL LOCATIONS REQUIRED BY THE NEC. 3. RECEPTACLE SHALL BE LOCATED UNDER THE VANITY. 10. PROVIDE (3) 4" CONDUITS FROM AN EQUIPMENT TO NEAREST 17. PROVIDE AND INSTALL DOOR BELL. COORDINATE EXACT REQUIREMENTS WITH OWNER/ARCHITECT. 4. ALL RECEPTACLES IN DWELLING UNITS, GUEST ROOMS, AND CHILD CARE FACILITIES (AS SPECIFIED BY 4. JUNCTION BOX SERVE POWER SUPPLY FOR HANDS FREE DEVICE. WALL AND TERMINATE UP. SEE ARCHITECTURAL PLANS FOR MORE ARTICLE 406 OF THE 2011 NEC) SHALL BE LISTED AS TAMPER -RESISTANT RECEPTACLES. POWER IS REQUIRED TO FIRST JUNTION BOX AND LOW VOLTAGE LINFO, AND COORDINATE WITH AV PROVIDER. 18. PROVIDE AND INSTALL POWER TO MOTORIZED INSECT SCREENS WITH SWITCHES ON WALL. COORDINATE EXACT LOCATION AND 5. PROVIDE CONNECTION TO TENANT SIGN. FIELD VERIFY ELECTRICAL REQUIREMENTS AND FINAL POWER CONNECTION EXTENDS TO REMAINING FAUCETS. 11. APPROXIMATE LOCATION OF MARLIN LIGHTING CONTROL CAB REQUIREMENTS WITH ARCH & MECHANICAL PRIOR TO LOCATION WITH PROVIDER, TENANT AND LANDLORD. PROVIDE PHOTOCELL ON/TIMECLOCK OFF 5. MOUNT 4-PLEX RECEPTACLES FOR TV'S AT STRUCTURE ABOVE BAR. RELAY BOARD AND TIME CLOCK. COORDINATE EXACT LOCATION INSTALLATION. CONTROLS. PROVIDE ALL COMPONENTS REQUIRED FOR A COMPLETE INSTALLATION. REFER TO ARCHITECTURAL DRAWINGS & DETAILS. & REQUIREMENTS WITH OWNER & MANUFACTURER PRIOR TO 19. PROVIDE AND INSTALL POWER TO ELECTRONIC GAS LIGHTER. 6. NUMBERS NEXT TO DEVICES REFER TO CIRCUIT DESIGNATION IN UNIT PANEL UNLESS NOTED. 6. RECEPTACLE SERVES SURFACE MOUNTED WIREMOLD INSTALLED INSTALLATION. CONNECT TO CIRCUIT B-38. COORDINATE EXACT LOCATION 7. ALL TELE/DATA LOCATIONS SHALL INCLUDE 4" SQUARE J-BOX AND 3/4" CONDUIT TO CEILING ALONG THE UNDERSIDE OF THE BAR COUNTER FOR USE BY 12. PROVIDE AND INSTALL POWER TO IN -LINE FAN AT FIRE PIT FLUE. AND REQUIREMENTS WITH ACTUAL EQUIPMENT FURNISHED. SPACE. ALL TELEPHONE/DATA CABLE IS TO BE PLENUM RATED WIRE OR SHALL BE INSTALLED IN PATRONS. PROVIDE GFI RECEPTACLE AT THE ORIGIN OF FEED, WIREMOLD SHALL HAVE SIMPLEX RECEPTACLES @ 24" ON CENTER CONNECT TO CIRCUIT B-42. COORDINATE EXACT LOCATION 20. PROVIDE (1) 1 CONDUIT FROff ABINET TO BEER TAP CONDUIT ABOVE CEILING OR IN WALLS. (SIMILAR TO WIREMOLD 2000 SERIES). REFER TO ARCHITECTURAL AND REQUIREMENTS WITH ACTUAL EQUIPMENT FURNISHED. UNDERGROUND. 8. PROVIDE ALL DEMOLITION WORK AS REQUIRED TO ACCOMMODATE THE NEW WORK AS INDICATED DETAIL FOR MOUNTING LOCATION. 13. POWER STRIPS TO BE MOUNTED UNDERNEATH THE BAR AREA. ON THE ELECTRICAL PLANS. FIELD VERIFY EXISTING CONDITIONS. PROVIDE ANY ADDITIONAL WORK COORDINATE EXACT LOCATION AND REQUIREMENTS WITH NECESSARY AS REQUIRED TO PRESERVE EXISTING DEVICES AND BRANCH CIRCUIT COMPONENTS TO 7. PROVIDE 4'X8'X1" FIRE TREATED PLYWOOD TELEPHONE OWNER/ARCHITECT PRIOR TO INSTALLATION. REMAIN. REFER TO THE ARCHITECTURAL PLANS FOR DEMOLITION SCOPE OF WORK AND VISIT THE BACKBOARD. MOUNT FLUSH TO CEILING, PAINT WITH 2 COATS TO MATCH WALLS. #6 (AWG) GROUND TO BUILDING GROUND 14. PROVIDE AND INSTALL POWER TO AIR CURTAIN FAN WITH SWITCH SITE PRIOR TO BID TO DETERMINE THE ELECTRICAL SCOPE OF WORK REQUIRED. SYSTEM. LEAVE & COILED UP AT BACKBOARD. GROUND ALL ON WALL. COORDINATE EXACT LOCATION AND REQUIREMENTS 9. SEE FS-4.0 FOR ADDITIONAL POWER REQUIREMENT INFORMATION. RACKS, CABLE TRAY WITHIN ROOM. WITH MECHANICAL CONTRACTOR PRIOR TO INSTALLATION. C 0 D E CC',1AIP Rr-A i [1, :R 2 5 RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER DC-SIGNPARAM�TQRS. LLC 6373 SILVER STRQAM LN �RISCO, TX 75034 PP: 214.784.5014 I-X: 303.223.9104 DQSIGNPARAM9T9RS.00M John Tinsley, P.E. 38140 Fawn Meadows Tr. Elizabeth, Colorado 80707 Phone: 303.646. 7 860 Fax: 303.646.5623 START DATE • 082m5 PROJECT NO • ivl m DRAWN BY CHECKED BY - ISSUED/REVISED - • DATE PERT 11.13=5 OWNER REVSRIM COWEM 01ame _yP�gl CK 1�1 wAsgl�� � oy ..... .... ... \~~~~/ NUI THROUGH LIGHTING` | ^'-'�"` ��' |||||||||||| --'��1 / ` `` �U-O` DM � .^ . . a ' ' `, . .... .................. .... REF: ARCH. ELEVATIONS | UNDER BAR COUNTER. FOP LED ROPE LIGHTS. | | DM-6 DM-6 DM 6 32 -05 LF-04P-8!� (� �`_' / ' N.L. �\ ! UsnTINg[IRCUn3 IWI [OOLEx/FREEZEPS ! 0 K7 LIGHTING PLAN E, I E SCALE: 1/8n ,= ]'_[" .~!� LIGHTING PLAN GENERAL NOTES: LIGHTING PLAN KEYED N l. C�N[��R��������D[����A�����R���[�� � l DUAL PROVIDE ALL ANY S�TCMPER NE{�7UO'l2(R|N{�LUD|NGANYN|GHTUC�HT5.F0�URE�5HO�N5HADEDC>R � ' ` ' U<�H�N{�VNTM DUAL BALLASTS FOR SEPARATE CONTROL OF INBOARD AND OUTBOARD LAMPS LABELED ARE EMERGENCY (Ek4\ WITH B/gTERYPACK, NIGHT /NU OR BOTH C. ', Y k - �Y�:| - ` ' ` - OR CONNECT - {�(� (E��NU.REk�CmEANY H{}U3EPANEL {�|K[U|T53ERV|NC�EX|5T|N{�Ek�ERGENCYAND EXIT UGMT5 ` ' AND RECONNECT TOTHE TENANT PANEL. CONTROL BYATLEAST 50Y6|NAREA{} �NABLYUNIFORM ILLUMINATION PATTERN ' uw 2 APPROXIMATE COORDINATE K�����U�K��U��� 2. PROVIDE OUTLET |N ACCESSIBLE L(��AT|(JN AT ENTRANCE F[)R�|{�N PER NECd0O-5. ' ' ""~~~~~�""~~= ~ REQUIREMENTS WITH OWNER/MANUFACTURER PRIOR TO INSTALLATION. ��U7�� ��U� l�KKK���UU �� 3. NU��BERSNEXT T{�DEV|<�E3REFER TC}(�|R<�U|TOE3|(�MAT|C}N|NUNIT PANEL UNLESS N{]TED. CITY ~~" "~~"�°""�^," 3. APPROXIMATE LC}C/Q'|C}N OF MARLIN LIGHTING CONTROL BOX. COORDINATE EXACT REQUIREMENTS WITH OWNER/MANUFACTURER PRIOR TO|N5TALLAJ|ON FEB� ���� ' ou.m^ v� ��^m 4. INSTALL lAMP CURRENT LIMITER ONTRACK SECTION INDICATED. 5. INSTALL 2AMP CURRENT LIMITER C)NTRACK SECTION INDICATED. U� PERMIT ,~~~...~~"" D�-=Sl(�;NRS' | | (- � 6u/� SILVQR STRQAM LN �:RISCO.TX75D34 PA.214'784'5C]|4 F-X. 303.-223.[]104 John Tinsley, P.E. 38740Fawn Meadows Tr. Elizabeth, Colorado 807O7 P6one:303.646.7860 Fax. 303.646.5623 R� .'A ,� �\ �j � ��'\\ \�a� ,%/ '�/ \�• //' ;�� \arm- -</� �`\�j -sj �J`\v-. ��/ �y' \��� KITCHEN EQUIPMENT PLAN SCALE: 1 /4" = P-0" POWER PLAN GENERAL NOTES: 1. PROVIDE OUTLET WITHIN 25' OF EQUIPMENT IN ACCORDANCE WITH NEC 210-63. PROVIDE WEATHERPROOF GFI OUTLET ON ROOFTOPS WITHIN 25' OF ROOFTOP EQUIPMENT. 2. FIELD VERIFY FINAL LOCATION OF ALL EQUIPMENT WITH PROVIDER PRIOR TO ROUGH -IN. 3. ALL RECEPTACLES IN BATHROOMS, KITCHENS, ROOFTOPS, OUTDOORS, AND WITHIN 6FT. OF A SINK SHALL BE GFCI (OR SERVED BY A GFI CIRCUIT BREAKER) PER NEC 210.8(B). THE E.C. SHALL PROVIDE GFCI OUTLETS (OR CIRCUIT BREAKERS) IN ALL LOCATIONS REQUIRED BY THE NEC. 4. ALL RECEPTACLES IN DWELLING UNITS, GUEST ROOMS, AND CHILD CARE FACILITIES (AS SPECIFIED BY ARTICLE 406 OF THE 2011 NEC) SHALL BE LISTED AS TAMPER -RESISTANT RECEPTACLES. 5. PROVIDE CONNECTION TO TENANT SIGN. FIELD VERIFY ELECTRICAL REQUIREMENTS AND FINAL LOCATION WITH PROVIDER, TENANT AND LANDLORD. PROVIDE PHOTOCELL ON/TIMECLOCK OFF CONTROLS. PROVIDE ALL COMPONENTS REQUIRED FOR A COMPLETE INSTALLATION. 6. NUMBERS NEXT TO DEVICES REFER TO CIRCUIT DESIGNATION IN UNIT PANEL UNLESS NOTED. 7. ALL TELE/DATA LOCATIONS SHALL INCLUDE 4" SQUARE J-BOX AND 3/4" CONDUIT TO CEILING SPACE. ALL TELEPHONE/DATA CABLE IS TO BE PLENUM RATED WIRE OR SHALL BE INSTALLED IN CONDUIT ABOVE CEILING OR IN WALLS. 8. PROVIDE ALL DEMOLITION WORK AS REQUIRED TO ACCOMMODATE THE NEW WORK AS INDICATED ON THE ELECTRICAL PLANS. FIELD VERIFY EXISTING CONDITIONS. PROVIDE ANY ADDITIONAL WORK NECESSARY AS REQUIRED TO PRESERVE EXISTING DEVICES AND BRANCH CIRCUIT COMPONENTS TO REMAIN. REFER TO THE ARCHITECTURAL PLANS FOR DEMOLITION SCOPE OF WORK AND VISIT THE SITE PRIOR TO BID TO DETERMINE THE ELECTRICAL SCOPE OF WORK REQUIRED. 9. FIELD VERIFY FINAL LOCATIONS OF ALL KITCHEN EQUIPMENT PRIOR TO ANY WORK. 75 —_. 104 F 35 � - w.... -. ; - 60 i 1 C 211 . yN / _ - ............... .. C❑IL C❑NNECTI❑NS TO fir; a�. _ 7'as it'e vl i iii R 1v AR 2 5 2016 r� RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER DQSIGNPARAMQTQRS. LLC 6373 SILVER STREAM LN I=RISCO, TX 75034 PP: 214-784.5014 1-X: 303.223.9104 D-F=;SIGNPARAMQTQRS.COM John Tinsley, P.E. 38140 Fawn Meadows Tr. Elizabeth, Colorado 80707 Phone: 303.646.1860 Fax: 303.646.5623 ter. � . • a START DATE • 0825:Yo15 PROJECT NO • 7WPo1 DRAWN BY CHECKED BY - ISSLIED/REVISED • • DATE PEW 11.1=6 OVNM REMSM COMMEM 01202016 LIGHTING CONTACTOR SCHEDULE LC-1 12 POLE 30A ELECTRONICALLY HELD NEMA 1 ENCLOSURE INDOOR LIGHTING TIME CLOCK CONTROL LC-2 12 POLE 30A ELECTRONICALLY HELD NEMA 1 ENCLOSURE OUTDOOR LIGHTING (SECURITY) PHOTO CELL CONTROL LC-3 12 POLE 30A ELECTRONICALLY HELD NEMA 1 ENCLOSURE OUTDOOR LIGHTING (SIGN) FLOOD LIGHTS, CANOPY LIGHTS TIME CLOCK CONTROL PROVIDE AND INSTALL CODE CABINET WITH HINGED DOOR SIZE CONTACTOR ENCLOSURE AND LATCH DIMMER PANEL DM SCHEDULE MARLIN SMP-8 & SMP-4 WITH (2) INCANDESCENT DIMMERS & (10) LED DIMMER MODULES 120V. FEED THROUGH DIMMER # SERVES LOAD TYPE WATTS CCT. # TO DIMMER DM-1 CHANDELIERS DINING INCANDESCENT 1385 WATTS B- 1, DM-2 CORNER BOOTH SCONCES INCANDESCENT 240 WATTS B-3 DM-3 NORTH DINING LED ELV 369 WATTS B-5 DM-4 TRUSS LIGHTING LED ELV 117 WATTS B-44 DM-5 BOOTH LIGHTING LED ELV 99 WATTS B-46 DM-6 SOUTH LIGHTING LED ELV 243 WATTS B-48 DM-7 BAR TRUSS LIGHTING LED ELV 144 WATTS B-50 DM-8 BAR SEATING LIGHTING LED ELV 98 WATTS B-52 DM-9 BAR DOWN LIGHTS LED ELV 45 WATTS B-54 DM-10 WAITRESS PICK UP LED ELV 77 WATTS B-56 DM-11 PATIO DINING LED ELV 288 WATTS B-58 DM-12 DECOR TRACK LOW VOLTAGE TRACK W/ MAG-TX & LED BULBS 105 WATTS B-60 INSTALL PER MANUFACTURER REQUIRMENTS TECHNICAL DIMMING SYSTEM CONTROL DETAIL GENERAL NOTES: 1. INFORMATION SHOWN ON THIS DETAIL IS DIAGRAMMATIC ONLY. VERIFY EXACT PART/MODEL NUMBER OF EACH COMPONENT AND ALL NECESSARY MATERIALS, AS REQUIRED FOR AN OPERABLE MARLIN CONTROLS DIMMING SYSTEM, WITH MARLIN CONTROLS PRIOR TO BID, CONTACT tech@marlincontrols.com OR 1 (800) 788-5750 FOR TECHNICAL SUPPORT. 2. OPERATING VOLTAGE: 120 VAC, FEED -THROUGH ONLY. 3. FEED -THROUGH SYSTEM - CONTAINS NO CIRCUIT BREAKERS. 4. RUN A SEPARATE NEUTRAL PER CIRCUIT INTO THE DIMMER CABINET. 5. LOW -VOLTAGE WIRING: REQUIRES 4-CONDUCTORS, 20 AWG, BELDEN #9402 SHIELDED CABLE. 6. FLUORESCENT BALLASTS: COMPATIBLE WITH ADVANCED MARK X DIMMABLE BALLAST. COVER DIMENSION: 12"W X 16"H X 5.25"D 8 ME= d ® = 3/C - #20 AWG SHIELDED CABLE BELDEN #9402 ® = 3/C - #20 AWG SHIELDED CABLE BELDEN #9939 * LOCATE IN MANAGER'S OFFICE O LOCATE IN WAITRESS PICKUP AREA scaio•a.e" mm 11�®a�1 mm !� mm STELLAR RMS 8 FITS INTO A 3GANG RACO #697 SWITCH BOX ►► ►��1�? COVER DIMENSION: 12"W X 12"H X 5.25"D a a SMP 4 * B-29 PROVIDED OUTDOOR OUTDOOR PHOTOCELL BY MARLIN O a•a b Q �Q O HERCULES TIMECLOCK FITS INTO A 2GANG RACO #696 SWITCH BOX IN OFFICE DC III RELAY BOARD ENCLOSURE DIMENSION: 12"W X 12"H X 4"D NEUTRAL TYPICAL NO -rj LIGHTING CONTACTORS LC-1, LC-2, & LC-3 L NOTE: 120 VAC ELECTRICALLY HELD LIGHTING CONTACTORS FURNISHED BY EC i MARLI DIMMlr#I'G EQUIPMENT , GKAM PANEL SCHEDULE: K January 25, 2016 PROJECT: Twin Peaks - Washington VOLTAGE L-L: 208 LOCATION: Main Kitchen VOLTAGE L-G: 120 JOB NO.: 15-120 SYSTEM: 30, 4-WIRE COMMENTS: New Nema 1 Panel BUS RATING: 400A S.C.RMS RATING: 42,000 AIC MAIN O.C. DEVICE: MLO MOUNTING: Recessed CIR CIRCUIT BREAKER CONNECTED NEC DEMAND DESCRIPTION OF PHASE DESCRIPTION OF NEC DEMAND CONNECTED CIRCUIT BREAKER CIR AMPS POLE POLE I AMPS NO. LOAD (VA) FACTOR LOAD SERVED LOAD SERVED FACTOR LOAD (VA) I NO. 1 20 1 920 0.65 E079 GLASS CHILLER REFRIG. , . E056 SODA EQUIPMENT 0.65 1200 1 20 2 3 20 1 920 0.65 E079 GLASS CHILLER REFRIG. .' E054 BREWING EQUIPMENT 0.65 1350 2 20 4 5 20 1 920 0.65 E079 GLASS CHILLER REFRIG. C E054 BREWING EQUIPMENT 0.65 1350 2 20 6 7 20 1 920 0.65 E079 GLASS CHILLER REFRIG. A EO10 ICE MAKER 0.65 140 1 20 8 9 20 1 920 0.65 E079 GLASS CHILLER REFRIG. 3 EO10 ICE MAKER 0.65 140 1 20 10 11 20 1 840 0.65 E080 U/C REFRIG C E088 HEAT STRIP 0.65 2400 2 40 12 13 20 1 1920 0.65 E087 BLENDER A E088 HEAT STRIP 0.65 2400 2 40 14 15 20 1 1920 0.65 E087 BLENDER El Two Door Ref. 0.65 696 1 20 16 17 20 1 600 0.65 E094 SODA GUN C E93 Service Well Printer 1.00 180 1 20 18 19 20 1 600 0.65 E094 SODA GUN A E049 PIZZA REFRIG 0.65 1040 1 20 20 21 20 1 700 0.65 El 14 GLASS CHILLER B E060 SANDWICH REFRIG 0.65 600 1 20 22 23 20 1 800 1.00 EE03 BAR RECPTS C E047 HOT FOOD TABLE 0.65 1500 2 20 24 25 20 1 800 1.00 EE03 BAR RECPTS A E047 HOT FOOD TABLE 0.65 1500 2 20 26 27 20 1 1920 0.65 EE04 CHEMICAL DISPENSER B E045 PIZZA REFRIG 0.65 950 1 20 28 29 20 1 1920 0.65 EE04 CHEMICAL DISPENSER E040 WORK -TOP FREEZER 0.65 740 1 20 30 31 20 1 610 1.00 El09 FLY FAN A. E115 Coo &Hold 0.65 1920 1 20 32 33 20 1 1200 1.25 E067 COOLER LTS a Spare 1 20 34 35 20 1 840 1.25 EO14 WALK-IN FREEZER LTS C E123 ICE CREAM FREEZER 0.65 700 1 20 36 37 20 1 840 1.25 EO14 WALK-IN FREEZER LTS A E042 MICROWAVE 0.65 1560 1 20 38 39 20 1 800 1.00 EE02 RECEPTS KITCHEN ? E032 ROTARY TOASTER 0.65 1400 2 20 40 41 20 1 800 1.00 EE02 RECEPTS KITCHEN :. E032 ROTARY TOASTER 0.65 1400 2 20 42 43 20 1 400 1.00 EE02 RECEPTS KITCHEN A E052 CHEESE MELTER 0.65 1800 2 25 44 45 20 1 800 1.00 EE02 RECEPTS KITCHEN B E052 CHEESE MELTER 0.65 .1800 2 25 46 47 20 1 800 1.00 EE02 RECEPTS KITCHEN C' E104 WARMING DRAWER 0.65 900 1 20 48 49 20 1 400 1.00 EE02 RECEPTS KITCHEN .. E042 MICROWAVE 0.65 1560 1 20 50 51 20 1 1000 1.00 ROOFTOP RECPTS 3 E125 HOOT FOOD WELL 0.65 1200 1 20 52 53 20 1 Spare C E035 REFRIG. GRIDDLE STAND 0.65 1140 1 20 54 55 2 1 are A SHUNT TRIP 0 XX 56 57 15 2 990 0.65 E017 WALK-IN COOLER COND. B E035.1 REFRIG. BROILER STAND 0.65 1200 1 20 58 59 15 2 990 0.65 E017 WALK-IN COOLER COND. C SHUNT TRIP 0 XX 60 61 15 3 1370 0.65 E068 KEG COOLER COND. A E033 HEAT LAMP 0.65 630 1 20 62 63 15 3 1370 0.65 E068 KEG COOLER COND. B SHUNT TRIP 0 XX 64 65 15 3 1370 0.65 E068 KEG COOLER COND. C FRYER CONTROLS/E30 0.65 1440 1 20 66 67 25 3 1370 0.65 EO15 WALK-IN FREEZER COND. , . SHUNT TRIP 0 XX 68 69 25 3 1370 0.65 EO15 WALK-IN FREEZER COND. B E028 PIZZA REFRIG. 0.65 950 1 20 70 71 25 3 1370 0.65 EO15 WALK-IN FREEZER COND. C E051 HOOD CONTROL/LTS 0.65 1500 1 20 72 73 70 3 5850 0.65 El 20 GLASS WASHER A EO13 SODA SYSTEM 0.65 1200 1 20 74 75 70 3 5850 0.65 E120 GLASS WASHER B SPARE 0 1 20 76 77 70 3 5850 0.65 El 20 GLASS WASHER C E044 NITROGEN SYSTEM 0.65 1200 1 20 78 79 20 1 800 1.00 EE02 RECEPTS KITCHEN A E013 SODA SYSTEM 0.65 1200 1 20 80 81 BUSSED SPACE B SPARE 1 20 82 83 BUSSED SPACE C SPARE 1 20 84 CONNECTED LOAD: DEMAND LOAD: PHASE A (VA): 32,950 PHASE A (VA): 22,975 PHASE B (VA): 30,046 PHASE B (VA): 21,160 PHASE C (VA): 31,550 PHASE C (VA): 21,915 TOTAL LOAD (VA): 94,546 TOTAL DEMAND LOAD (VA): 66,049 183.34 A NOTES: 1. PANEL SCHEDULE: M January 25, 2016 PROJECT: Twin Peaks - Washington VOLTAGE L-L: 208 LOCATION: Main Kitchen VOLTAGE L-G: 120 JOB NO.: 2015-120 SYSTEM: 30, 4-WIRE COMMENTS: New Nema 1 Panel BUS RATING: 200A S.C.RMS RATING: 42,000 AIC MAIN O.C. DEVICE: MLO MOUNTING: Surface CIR CIRCUIT BREAKER CONNECTED NEC DEMAND DESCRIPTION OF PHASE DESCRIPTION OF NEC DEMAND CONNECTED CIRCUIT BREAKER CIR AMPS POLE POLE AMPS NO. LOAD (VA FACTOR LOAD SERVED LOAD SERVED FACTOR LOAD (VA) NO. 1 20 1 Spare E003 DISHWASHER 0.65 5850 3 70 2 3 20 1 Spare rB E003 DISHWASHER 0.65 5850 3 70 4 5 20 1 Spare ,_ E003 DISHWASHER 0.65 5850 3 70 6 7 20 1 Spare E66 Remote Beer System 1.00 3150 3 40 8 9 20 1 Spare B E66 Remote Beer System 1.00 3150 3 40 10 11 20 1 Spare C E66 Remote Beer System 1.00 3150 3 40 12 13 20 1 Spare A E66 Remote Beer System 1.00 3150 3 40 14 15 20 1 Spare B E66 Remote Beer System 1.00 3150 3 40 16 17 20 1 Spare C E66 Remote Beer System 1.00 3150 3 40 18 19 20 1 Spare .. MUA-1 1.00 2100 3 30 20 21 15 1 864 1.00 KEF-4 A MUA-1 1.00 2100 3 30 22 23 15 1 864 1.00 KEF-5 C MUA-1 1.00 2100 3 30 24 25 15 3 300 1.00 KEF-1 A E011 ICE MAKER COND. 0.65 1000 3 15 26 27 15 3 300 1.00 KEF-1 B E011 ICE MAKER COND. 0.65 1000 3 15 28 29 15 3 300 1.00 KEF-1 :: E011 ICE MAKER COND. 0.65 1000 3 15 30 31 15 3 936 1.00 KEF-2 A E011 ICE MAKER COND. 0.65 1000 3 15 32 33 15 3 936 1.00 KEF-2 E011 ICE MAKER COND. 0.65 1000 3 15 34 35 15 3 936 1.00 KEF-2 E011 ICE MAKER COND. 0.65 1000 3 15 36 37 15 3 828 1.00 KEF-3 EUH-1 1.00 1000 3 30 38 39 15 3 828 1.00 KEF-3 B EUH-1 1.00 1000 3 30 40 41 15 3 828 1.00 KEF-3 C EUH-1 1.00 1000 3 30 42 CONNECTED LOAD: DEMAND LOAD: PHASE A (VA): 19,314 PHASE A (VA): 16,567 PHASE B (VA): 20,178 PHASE B (VA): 17,431 PHASE C (VA): 20,178 PHASE C (VA): 17,431 TOTAL LOAD (VA): 59,670 TOTAL DEMAND LOAD (VA): 51,428 142.75 A NOTES: 1. PANEL SCHEDULE: MDP November 16, 2015 PROJECT: Twin Peaks - Washington VOLTAGE L-L: 208 LOCATION: Electrical room VOLTAGE L-G: 120 JOB NO.: 2015-120 SYSTEM: 30, 4-WIRE COMMENTS: New Nema 1 Panel BUS RATING: 1600A S.C.RMS RATING: 65,000 AIC MAIN O.C. DEVICE: M.C.B. MOUNTING: Surface CIR CIRCUIT BREAKER CONNECTED NEC DEMAND DESCRIPTION OF PHASE DESCRIPTION OF NEC DEMAND CONNECTED CIRCUIT BREAKER CIR AMPS POLE POLE AMPS NO. LOAD (VA) FACTOR LOAD SERVED LOAD SERVED FACTOR LOAD (VA) NO. 1 400 3 15567 1.00 PANEL'M' A PANEL'C' 1.00 10900 3 150 2 1 400 3 16431 1.00 PANEL'M' B PANEL'C' 1.00 11100 3 150 2 1 400 3 16431 1.00 PANEL'M' r, PANEL'C' 1.00 9696 3 150 2 3 400 3 23157 1.00 PANEL'K A PANEL'B' 1.00 16100 3 225 4 3 400 3 23600 1.00 PANEL'K' B PANEL'B' 1.00 12888 3 225 4 3 400 3 23392 1.00 PANEL'K' C PANEL'B' 1.00 13423 3 225 4 5 200 3 23280 1.00 RTU-1 A RTU-2 1.00 23280 3 200 6 5 200 3 23280 1.00 RTU-1 8 RTU-2 1.00 23280 3 200 6 5 200 3 23280 1.00 RTU-1 C RTU-2 1.00 23280 3 200 6 7 200 3 23280 1.00 RTU-3 A RTU-4 1.00 23280 3 200 8 7 200 3 23280 1.00 RTU-3 3 RTU-4 1.00 23280 3 200 8 7 200 3 23280 1.00 RTU-3 C RTU-4 1.00 23280 3 200 8 9 Bussed Space A Bussed Space 10 9 Bussed Space 3 Bussed Space 10 9 Bussed Space ti Bussed Space 10 CONNECTED LOAD: DEMAND LOAD: PHASE A (VA): 158,843 PHASE A (VA): 158,843 PHASE B (VA): 157,138 PHASE B (VA): 157,138 PHASE C (VA): 156,061 PHASE C (VA). 156,061 TOTAL LOAD (VA): 472,042 TOTAL DEMAND LOAD (VA): 472,042 1,310.30 A NOTES: 1. PANEL SCHEDULE: B January 25, 2016 PROJECT: Twin Peaks - Washington VOLTAGE L-L: 208 LOCATION: Electrical Room VOLTAGE L-G: 120 JOB NO.: 15-120 SYSTEM: 30, 4-WIRE COMMENTS: New Nema 1 Panel BUS RATING: 225A S.C.RMS RATING: 42,000 AIC MAIN O.C. DEVICE: MLO MOUNTING: Surface CIR CIRCUIT BREAKER CONNECTED NEC DEMAND DESCRIPTION OF PHASE DESCRIPTION OF NEC DEMAND CONNECTED CIRCUIT BREAKER CIR AMPS POLE POLE AMPS NO. LOAD A) FACTOR LOAD SERVED LOAD SERVED FACTOR LOAD A) NO. 1 20 1 1385 1.25 CHANDELIER DM-1 A DINING AREA EM LIGHTS 1.25 200 1 20 2 3 20 1 240 1.25 LIGHTS DM-2 _ PARKING LOT LIGHTS 1.25 1000 1 20 4 5 20 1 369 1.25 LIGHTS DM-3 C PARKING LOT LIGHTS 1.25 1000 1 20 6 7 20 1 850 1.25 RESTROOM LIGHTING t, GROUND LIGHTS 1.25 360 1 20 8 9 20 1 1604 1.25 KITCHEN LIGHTING B BUILDING LIGHTS 1.25 402 1 20 10 11 20 1 196 1.25 ROOF LIGHTS C LIGHTED BUILDING SIGN 1.25 1500 1 20 12 13 20 1 600 1.00 OUTDOOR RECEPT ; . LIGHTED BUILDING SIGN 1.25 1500 1 20 14 15 20 1 400 1.00 IRRIGATION SYSTEM BUILDING SECURITY LIGHTS 1.25 230 1 20 16 17 20 1 1200 1.00 SOUND SYSTEM C PATIO FANS 1.00 800 1 20 18 19 20 1 1440 1.00 BOOTH & TV RECEPT A MERCH CABINET RECEPT 1.00 500 1 20 20 21 20 1 1440 1.00 BOOTH & TV RECEPT B MISC. DINING RECEPT 1.00 1000 1 20 22 23 20 1 400 1.00 TTB C MISC. DINING RECEPT 1.00 800 1 20 24 25 20 1 600 1.00 FACP A. RESTROOM RECEPT 1.00 800 1 20 26 27 20 1 200 1.00 SECURITY PANEL 6z OUTDOOR PATIO RECEPT 1.00 1000 1 20 28 29 20 1 200 1.00 MARLIN CONTROL PANEL C SOUND SYSTEM 1.00 1200 1 20 30 31 20 1 1880 1.00 AIR CURTAINS A C 1 1 32 33 20 1 1100 1.00 BOOTH & TV RECEPT .3 SPA E 1 2 34 35 20 1 1200 1.00 SOUND SYSTEM C INFRARED HEATER CNTL 1.00 700 1 20 36 37 20 3 1000 1.00 EUH-1 A MOTO. INSECT SCREENS 1.00 600 1 20 38 39 20 3 1000 1.00 EUH-1 B MOTO. INSECT SCREENS 1.00 600 1 20 40 41 20 3 1000 1.00 EUH-1 C RECIRC PUMP 1.00 400 1 20 42 43 20 1 250 1.25 LED ROPE LIGHTS A LIGHTING DM-4 1.25 117 1 20 44 45 20 1 800 1.00 RECEPTION RECEPT i_ LIGHTING DM-5 1.25 99 1 20 46 47 20 1 1200 1.00 SOUND SYSTEM C LIGHTING DM-6 1.25 243 1 20 48 49 20 1 SPAR LIGHTING DM-7 1.25 144 1 20 50 51 20 1 SPARE B LIGHTING DM-8 1.25 95 1 20 52 53 20 1 SPARE LIGHTING DM-9 1.25 45 1 20 54 55 20 1 SPARE ? LIGHTING DM-10 1.25 77 1 20 56 57 20 1 SPARE LIGHTING DM-11 1.25 288 1 20 58 59 20 1 SPARE C LIGHTING DM-12 1.25 105 1 20 60 CONNECTED LOAD: DEMAND LOAD: PHASE A (VA): 14,183 PHASE A (VA): 15,404 PHASE B (VA): 11,498 PHASE B (VA): 12,488 PHASE C (VA): 12,558 PHASE C (VA): 13,423 TOTAL LOAD (VA): 38,239 TOTAL DEMAND LOAD (VA): 41,314 114.68 A NOTES: 1. PANEL SCHEDULE: C January 25, 2016 PROJECT: Twin Peaks - Washington VOLTAGE L-L: 208 LOCATION: Electrical room VOLTAGE L-G: 120 JOB NO.: 15-120 SYSTEM: 30, 4-WIRE COMMENTS: New Nema 1 Panel BUS RATING: 225A S.C.RMS RATING: 42,000 AIC MAIN O.C. DEVICE: MLO MOUNTING: Surface CIR CIRCUIT BREAKER CONNECTED NEC DEMAND DESCRIPTION OF PHASE DESCRIPTION OF NEC DEMAND CONNECTED CIRCUIT BREAKER CIR AMPS POLE POLE AMPS NO. LOAD (VA) FACTOR LOAD SERVED LOAD SERVED FACTOR LOAD (VA) NO. 1 20 1 400 1.00 E061 POS RECEPT ;. FLAT SCREEN TV RECEPTS 1.00 1200 1 20 2 3 20 1 400 1.00 E061 POS RECEPT 3 FLAT SCREEN TV RECEPTS 1.00 1200 1 20 4 5 20 1 400 1.00 E061 POS RECEPT C FLAT SCREEN TV RECEPTS 1.00 1200 1 20 6 7 20 1 S A A FLAT SCREEN TV RECEPTS 1.00 1200 1 20 8 9 20 1 400 1.00 E075 POS RECEPT , FLAT SCREEN TV RECEPTS 1.00 1200 1 20 10 11 20 1 400 1.00 E075 POS RECEPT C FLAT SCREEN TV RECEPTS 1.00 1200 1 20 12 13 20 1 400 1.00 E075 POS RECEPT FLAT SCREEN TV RECEPTS 1.00 1000 1 20 14 15 20 1 400 1.00 E075 POS RECEPT z5 FLAT SCREEN TV RECEPTS 1.00 1000 1 20 16 17 20 1 400 1.00 E075 POS RECEPT C FLAT SCREEN TV RECEPTS 1.00 1000 1 20 18 19 20 1 400 1.00 E075 POS RECEPT ; : FLAT SCREEN TV RECEPTS 1.00 1000 1 20 20 21 20 1 400 1.00 E075 POS RECEPT o FLAT SCREEN TV RECEPTS 1.00 1500 1 20 22 23 20 1 SPAR .. FLAT SCREEN TV RECEPTS 1.00 1000 1 20 24 25 20 1 400 1.00 E093 BAR PRINTER A FLAT SCREEN TV RECEPTS 1.00 1000 1 20 26 27 20 1 400 1.00 E075 POS RECEPT S FLAT SCREEN TV RECEPTS 1.00 1000 1 20 28 29 15 1 696 1.00 EF-6 C FLAT SCREEN TV RECEPTS 1.00 1000 1 20 30 31 20 1 1000 1.00 UNDER COUNTER PLUGMOLD , A. FLAT SCREEN TV RECEPTS 1.00 1500 1 20 32 33 20 1 1600 1.00 UNDER COUNTER PLUGMOLD 3 MANAGER'S OFFICE RECEPTS 1.00 800 1 20 34 35 20 1 800 1.00 UNDER BAR PLUGMOLD C MANAGER'S OFFICE RECEPTS 1.00 800 1 20 36 37 20 1 800 1.00 UNDER BAR PLUGMOLD A BUSSED SPACE 38 39 20 1 800 1.00 PLUGMOLD @ GREEN ROOM 3 BUSSED SPACE 40 41 20 1 400 1.00 RECEPTS IN GREEN ROOM C BUSSED SPACE 42 CONNECTED LOAD: DEMAND LOAD: PHASE A (VA): 10,300 PHASE A (VA): 10,300 PHASE B (VA): 11,100 PHASE B (VA): 11,100 PHASE C (VA): 9,296 PHASE C (VA): 9,296 TOTAL LOAD (VA): 30,696 TOTAL DEMAND LOAD (VA): 30,696 85.21 A NOTES: 1. RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER DESIGNPARAMETERS. LLC 6373 SILVQR STRI=AM LN FRISCO, TX 75034 PP: 214.784.5014 ;X: 303.223.gI04 DESIGN PARAM�;TQRS.COM John Tinsley, P.E. 38740 Fawn Meadows Tr. Elizabeth, Colorado 80107 Phone: 303.646.1860 Fax: 303.646.5623 ) START DATE • 08ZL2016 PROJECT NO • 711P01 DRAWN BY CHECKED BY - ISSUED/REVISED • • DATE PERIIOT 11.18.2M5 ONNER RE09M0061IMBIiS 012=8 EXPIRES: 11/15/2017 0102016 3mol COPMQNTH n15 START DATE • 08ZL2016 PROJECT NO • 711P01 DRAWN BY CHECKED BY - ISSUED/REVISED • • DATE PERIIOT 11.18.2M5 ONNER RE09M0061IMBIiS 012=8 EXPIRES: 11/15/2017 0102016 3mol COPMQNTH n15 KITCHEN EQUIPMENT SCHEDULE January 25, 2016 DESCRIPTION QTY. LOAD VOLTS 0 BRANCH CKT. COND. CIRCUIT CONNECTION NOTES HP,KW,FLA RECEPT. DISC. J-BOX CONDUCTORS E3 44" LOW TEMP DISH MACHINE 48.75A 208 3 4#6,#1 OG 1" M-2,4,6 -- -- VERIFY 5'-0" E10 ICE MAKER 2 1.1A 120 1 2#10,#1 OG 3/4" K-8,10 -- VERIFY 7'-3" Ell ICE MAKER REMOTE CONDENSER 2 8.3A 208 3 4#10,#1 OG 3/4" M-26,28,30 -- -- VERIFY M-32,34,36 ROOF E13 BAG-N-BOX SODA SYSTEM 1OA 120 1 2#10,#10G 3/4" K-74 VERIFY -- -- K-80 6'-6" E14 COOLER/FREEZERVAULT 7A 120 1 2#10,#10G 3/4" K-35,37 - -- VERIFY 10'-0 E15 FREEZER VAULT REMOTE REFRIG 3.5HP 208 3 4#10,#1 OG 3/4" K-67,69,71 -- -- VERIFY ROOF E16 FREEZER VAULT BLOWER COIL - E17 GEN. COOLER VAULT REMOTE REFRIG 2HP 208 3 4#10,#1 OG 3/4" K-57,59 -- -- VERIFY ROOF E18 GEN. COOLER VAULT BLOWER COIL - -- E28 PREP REFRIGERATOR 7.9A 120 1 2#10,#10G 3/4" K-70 VERIFY -- -- 16" E30 75 LBS FRYERS 3A 120 1 2#10,#1 OG 3/4" K-66 VERIFY -- -- 16" E32 CONVEYOR TOASTER 13.4A 208 1 3#10,#1 OG 3/4" K-40,42 VERIFY -- -- 2.78kW 4'-2" E35 EQUIPMENT STAND WITH DRAWERS 9.5A 120 1 2#10,#1 OG 3/4" K-54 VERIFY -- -- 16" E35.1 EQUIPMENT STAND WITH DRAWERS U 120 1 2#10,#1 OG 3/4" K-58 VERIFY 16" E40 EQUIPMENT STAND WITH DRAWERS 4.8A 120 1 2#10,#1 OG 3/4" K-30 VERIFY 16" E42 1000 WATT MICROWAVE OVEN 13A 120 1 2#10,#10G 3/4" K-38 VERIFY -- K-50 6'-6" E44 NITROGEN SYSTEM FOR DRAFT BEER 1 OA 120 1 2#10,#1 OG 3/4" K-78 VERIFY -- -- 24" E45 PAN RAIL REFRIGERATOR 7.9A 120 1 2#10,#1 OG 3/4" K-28 VERIFY -- -- 16" E47 FOUR WELL HOT FOOD COUTNER 20A 208 1 3#10,#1 OG 3/4" K-24,26 - -- VERIFY 16" E49 PAN RAIL REFRIGERATOR 7.9A 120 1 2#10,#1 OG 3/4" K-20 VERIFY -- 16" E51 BACK PREP EXHAUST HOOD 2#10,#IOG 3/4" K-72 -- VERIFY 10'-6" E52 CHEESE MELTER 17.3A 208 1 3#10,#IOG 3/4" K-44,46 -- VERIFY 6-6" E54 TEA BREWER & URNS 13A 120/20E 1 3#10,#1 OG 3/4" K-4,6 VERIFY -- - 4'-2" E56 DROP -IN ICE AND SODA STATION 1 OA 120 1 2#10,#1 OG 3/4" K-2 VERIFY -- 12" E60 SANDWICH UNIT 8.3A 120 1 2#10,#10G 3/4" K-22 VERIFY -- 16" E61C ORDER PRINTER (DED. CIRCUIT) 3 15A 120 1 2#10,#10G 3/4" C-1,3,5 VERIFY -- -- 5'-0" E66 TWO TRUNK REMOTE BEER SYSTEM 2 40A 208 3 4#8,#1 OG 1" M-8,10,12 - -- VERIFY M-14,16,18 ROOF E67 BEER COOLER VAULT I OA 120 1 2#10,#1 OG 3/4" K-33 -- VERIFY E68 BEER COOLER REMOTE REFRIG. UNIT 3HP 208 3 4#10,#IOG 3/4" K-61,63,65 -- VERIFY ROOF E69 BEER COOLER BLOWER COIL - -- -- E75 POS REGISTER (DED. CIRCUIT) 7 180W 120 1 2#10,#IOG 3/4" C-9,11,13,15 VERIFY -- -- 17,19,21 16" E79 SLIDE TOP MUG FROSTER 7.6A 120 1 2#10,#1 OG 3/4" K-1,3,5,7,9 VERIFY -- -- 16" E80 COOLER W/ 2" CASTER SET 7A 120 1 2#10,#1 OG 3/4" K-1 1 VERIFY 16" E81 MAIN COOK LINE EXHAUST HOOD 2#10,#1 OG 3/4" -- - VERIFY 10'-6" E88 HEAT STRIP 1 4.8KW. 208 1 2#10,#1 OG 3/4" K-12,14 VERIFY - 4'_2" E93 SERVICE WELL PRINTER (DED. CIRCUIT) 1 180W 120 1 2#10,#1 OG 3/4" K-18 VERIFY -- 38" E94 SODA GUN PLATFORMS 5A 120 1 2#10,#1 OG 3/4" K-17,19 VERIFY 12" E103 DISH MACHINE EXHAUST HOOD 2#10,#10G 3/4" -- -- -- E104 BUILT-IN TWO DRAWER WARMER 7.5A 120 1 2#10,#1 OG 3/4" K-48 VERIFY -- -- 12" El07 TWO DOOR REFRIGERATOR 5.8A 120 1 2#10,#1 OG 3/4" K-16 VERIFY -- .33HP 12" E109 DELIVERY DOOR FLY FAN 5.1A 120 1 2#10,#1 OG 3/4" K-31 - VERIFY 7'_6" El 14 MUG FROSTER W/ 2" CASTER SET 5.8A 120 1 2#10,#1 OG 3/4" K-21 VERIFY 16" El 15 MOBILE COOK & HOLD CABINET 16A 120 1 2#10,#1 OG 3/4" K-32 VERIFY 16" El 19 DISH MACHINE EXHAUST HOOD 2#10,#1 OG 3/4" -- VERIFY 5-0" E120 HIGH TEMP DISH MACHINE 46.8A 206 3 4#6,#1 OG 1.. K-73,75,77 VERIFY 24" E123 DROP -IN ICE CREAM FREEZER 5.8A 120 1 2#10,#1 OG 3/4" K-36 VERIFY -- -- 16" El25 HOT FOOD WELL 13.75A 120 1 2#10,#1 OG 3/4" K-52 VERIFY - -- 16" NOTES: 1. Field verify device locations and mounting heights and equipment requirements with provider prior to rough -in. Field verify outlet, J-Box or hardwire, number of wires, wire and circuit size requirements with provider prior to rough -in. 2. Equipment numbers coordinate with Equipment Schedule on Architectural/Kitchen drawings, reference for additional information. 3. All outlets serving equipment designated with NEMA 5-15 plugs shall be 20A duplex receptacles on a 20A branch circuit breaker in In accordance with NEC 210.21(13)(3) and shall be GFI per NEC 210.8(B). 4. Notes 1-3 apply to all equipment. 5. All raceways in millwork shall be run concealed from view. 6. POS EQUIPMENT - Provide dedicated IG circuit with dedicated neutral and ground and data raceways - field verify requirements and additional scope of work with provider. 1' Feeder Schedule - Cu I Based on NEC: 2014 Feeder Schedule - AI I Based on NEC: 2014 3000/W 8[W-500kcmil, 3/OG, 3-1/2"C] 3000/W 14[W-350kcmil, 3"C] 2000/W 6[W-400kcmil, 3/OG, 3"C] 2000/W 7[W-500kcmil, 400kcmil G, 3-1/2"C] 1600/W 5[W-400kcmil, 3/OG, 3"C] 1600/W 8[W-250kcmil, 250kcmilG, 3"C] 1200/W 4[W-350kcmil, 3/OG, 3"C] 1200/W 4[W-500kcmil, 250kcmil G, 3-1/2,,q 1000/W 3[W-400kcmil, 2/OG, 3"C] 1000/W 4[W-350kcmil, 4/OG, 3"C] 800/W 3[W-300kcmil, 1/OG, 3"C] 800/W 3[W-400kcmil, 3/OG, 3"C] 750/W 3[W-250kcmil, 1/OG, 3"C] 750/W 3[W-350kcmil, 2/OG, 3"C] 600/W 2[W-350kcmil, #1 G, 3"C] 600/W 2[W-500kcmil, 2/OG, 3-1/2"C] 500/W 2[W-250kcmil, #2G, 3"C] 500/W 2[W-350kcmil, 1/OG, 3"C] 400/W 2[W-3/0, #3G, 2"C] 400/W 2[W-250kcmil, #1 G, 3"C] 350/W 2[W-2/0, #3G, 2"C] 350/W 2[W-4/0, #2G, 2-1/2"C] 300/W W-350kcmil, #4G, 3"C 300/W W-500kcmil, #2G, 3-1/2"C 250/W W-250kcmil, #4G, 3"C 250/W W-350kcmil, #4G, 3"C 225/W W-4/0, #4G, 2"C 225/W W-300kcmil, #4G, 3"C 200/W W-3/0, #6G, 2"C 200/W W-250kcmil, #4G, 2-1/2"C 175/W W-2/0, #6G, 2"C 175/W W-4/0, #6G, 211C 150/W W-1 /0, #6G, 211C 150/W W-3/0, #6G, 2"C 125/W W-1 /0, #6G, 2"C 125/W W-2/0, #6G, 211C 110/W W#I, #6G, 1-1/2"C I IO/W W-2/0, #6G, 211C 100/W W#1, #6G, 1-1/2"C 100/W W-1/0, #6G, 2"C 90/W W#2, #8G, 1-1 /4"C 90/W W-1 /0, #6G, 211C 80/W W#3, #8G, 1-1/4"C 80/W W#1, #8G, 1-1/2"C 70/W W#4, #8G, 1-1/411C 70/W W#2, #8G, 1-1/4"C 60/W W#4, #8G, 1-1/411C 60/W W#2, #8G, 1-1/411C 50/W W#6, #1OG, 1"C 50/W W#4, #8G, 1-1/4"C 40/W W#8, #1 OG, 1" C 40/W W#6, #8G, 1" C 30/W W#10, #1 OG, 3/4"C 30/W W#8, #1 OG, 3/4"C 20/W W#12, #12G, 3/4"C 20/W W#10, #IOG, 3/4"C This table indicates minimum conductor size for feeders This table indicates minimum conductor size for feeders of the ampacity indicated where #/W indicates the of the ampacity indicated where #/W indicates the ampacity/ numbers of wire. A #S/W indicates no ground. ampacity/ numbers of wire. A #S/W indicates no ground. Service Ground Table Equipment Ground Table Service Ground Table Equipment Ground Table 150G #6 20EG #12 150G #4 20EG #10 20OG #4 60EG #10 20OG #2 60EG #8 300G #2 100EG #8 30OG 1/0 100EG #6 50OG 1/0 200EG #6 50OG 3/0 200EG #4 80OG 2/0 300EG #4 1000G 4/0 300EG #2 >80OG 3/0 1400EG #3 >IOOOG 250 1400EG #I The service ground chart indicates the minimum service The service ground chart indicates the minimum service ground based on #G where # is the ampacity from the ground based on #G where # is the ampacity from the chart above, and the equipment ground chart indicates the chart above, and the equipment ground chart indicates the minimum equipment grounding conductor size #EG where minimum equipment grounding conductor size #EG where # is the rating/ setting of the overcurrent device protecting # is the rating/ setting of the overcurrent device protecting the conductors and equipment. the conductors and equipment. All conductors shall be Copper. All conductors shall be ALUMINUM Where discrepancies occur between the Feeder schedule Where discrepancies occur between the Feeder schedule and the grounding charts, the chart shall overrule the and the grounding charts, the chart shall overrule the feeder schedule and the NEC shall overrule all schedules. feeder schedule and the NEC shall overrule all schedules. The master electrician shall be responsible for ensuring The master electrician shall be responsible for ensuring that no feeders or branch circuits are installed in a manner that no feeders or branch circuits are installed in a manner or sized in such a way as to violate the NEC. or sized in such a way as to violate the NEC. Ampacities are based on NEC table 310.15(B)(16) Ampacities are based on NEC table 310.15(B)(16) utilizing the 60 degree column up to 100 Amps and the utilizing the 60 degree column up to 100 Amps and the 75 degree column above 100 Amps Service ground 75 degree column above 100 Amps Service ground conductor sizes are per NEC table 250.66 and conductor sizes are per NEC table 250.66 and equipment ground is per NEC table 250.122. equipment ground is per NEC table 250.122. Transformer Schedulel Based on NEC: 2014 Overcurrent Overcurrent Protection Protection 480V, 30 kVA - Ground 208V, 30 20A 15 - #8 50A 50A 30 - #6 1 OOA 70A 45 - #6 150A 125A 75 - #2 250A 175A 112.5 - #2 400A 225A 150 - 1 /0 500A 350A 225 - 2/0 800A Notes: Primary shall be 3-wire and secondary shall be 4-wire unless noted otherwise. All transformers 45kVA and below shall be suspended unless noted otherwise. All transformers over 45kVA shall be floor mounted unless noted otherwise. Primary and secondary feeders shall be sized per the circuit breaker size and shall be 3-wire on the primary and 4-wire on the secondary. For example all 45kVA 480/208V transformers with a 480V primary will be fed with a 70/3 on the primary and a 150/4 on the secondary (the bonding and grounding shall be per NEC 250.30A). FIRE ALARM SYSTEM NOTES FIRE ALARM SYSTEM IS TO BE DESIGN/BUILD BY THE CONTRACTOR. REFRIGERATION i INDEPENDENT COND. UNIT ON ROOF. - - - - - - GALVANIZED IUNISTRUT SUPPORT O1 FUSED W.P. DISCONNECT SWITCH O GFI/WP RECEPTACLE REFRIGERATOR COND. UNIT DETAIL :3.02 / SCALE: NTS TM_ UTILITY METER PAD MOUNTED UTILITY 500kVA TRANSFORMER 208/12OV, 3-PHASE, 4W T LUMINAIRE SCHEDULE January 21, 2016 KEY DESCRIPTION MFR. & CAT.NO. LAMP WATTAGE VOLTS MOUNTING NOTE INFORMATION LF-01 MR 16 DOWNLIGHT ELITE TCP-LED7MR 7W LED 120V 10'-0" BAR/SOFFIT AT BAR BL 4-20W-M-120-AT-W 627KNFL 9'-0" RESTROOMS F-01 PAR20 DOWNLIGHT ELITE TCP-LED9E26P2027 9W LED 120V 9'-0 BOOTH SOFFIT B4-20-AT-W-I OW KNFLB LF-02 PAR 20 TRACK HEAD JUNO TCP-LED9E26P2027 9W LED 120V REF: ARCH. RCP (TRACK OR MONOPOINT T326B-BL - 120V BLACK KNFLB LF-03 MOOSE ANTLER PENDANT LAMP PLUS IMP (12)12W 240W 120V 33981 - 12LT ELK LF-04 EXTERIOR GROUND MONTED UP LIGHT COOPER LIGHTING LED 1 OW 120V LENS FLUSH LUMIERE W/GRADE LF-05 ELK ANTLER PENDANT VAXCEL IMP (6)20W 120W 120V 8'-10" 891035S - RUSTIC CANDELABRA LF-07 PASADENA BEAR SCONCE EDGELINE DESIGNS TRAIL 18W WARM WHITE 18W LED 120V 7'-0" E26 2700K LF-08 MR16 SPOT LIGHT ON 12V TRACK JUNO TCP-LED7MR 7W LED 120V 9'-3" TO CENTER TL191 BL TYPE B BLACK 627KNFRL OF TRACK LF-11 EXTEIOR WALL MOUNTED SECURITY LIGHT RAB COMPACT FLUORESCENT WP2CF32-El-BL 32W FLUOR. 120V VARIES LF-13 2x4 FLUURESCENT TEXF-131-A228MV & SAME W/ EL 2-F28T5SP35 F28 T5 FLUOR. 120V 9'-0" KITCHEN / BOH LF-14 EXTERIOR ENTRY LIGHT IN TRUSS/ROOF LIGHTS RAB LIGHTING LED 8W LED 120V VERIFY W/ARCH LFLED8Y6 LF-20 VANITY MAKE-UP LIGHTS KICHLER VANITY LIGHT BY OWNER (6) 60W 120V 8'-6" TO CL BRUSHED NICKEL - 623N1 MAX LF-21 WALK-IN COOLER LIGHTS TXFL-KDS-228-MV 2-F28T5SP41 F28 T5 FLUOR. 120V LF-L LED ROPE LIGHT UNDER BAR COUNTER AMRICAN LTG LED 3000K .77W/FT 120V ULRL-LED-UVW-XX LF-Xl EXIT/EMERGENCY COMBO IN LED 5W LED 120V 8'-6" MIN TCP-20723 BL LF-X2 INTERIOR EMERGENCY LAMPS WITH UNIT 5W LED 120V TCP-20760 BL LF-X3 EXTERIOR EMERGENCY LAMP LAMPS WITH UNIT 5W LED 120V DAMP EXIT-TR-W B-BL LF-X4 EXIT/EMERGENCY COMBO LAMPS WITH UNIT 6W LED 120V DAMP ELITE-TR-WB-BL LF-X5 EXTERIOR WET LOCATION EMERGENCY LIGHT LIGHTOLIER 1) 2PIN13W-TT-3500 26W FLUOR. 120V #01-EM-C-B-1 Tl TRACK SECTION 120V JUNO 120V REF: ARCH. RCP T6BL T2 TRACK SECTION, 12V JUNO 12V 9'-3" TO I TL8BL CL OF TRACK NOTES: (Notes apply to all fixtures where applicable) 1. EMERGENCY FIXTURES - All Fixtures Indicated as Emergency shall be provided with a 90-Minute Battery Pack and all Fluorescent Fixtures indicated as Emergency shall be provided with a 1300 Lumen, 90-Minute Battery Pack. 2. VERIFY VOLTAGES - The E.C. shall verify voltages on drawings prior to ordering or any work, the engineer shall be notified of any descrepancies in the voltage of the circuiting on the drawings and the luminiare schedule prior to any purchase or work. 3. VERIFY LAMPING - The E.C. shall verify lamping with the manufacturer prior to ordering and notify the engineer of any lamping descrepancies. 4. PROVIDE A COMPLETE INSTALLATION - The E.C. shall provide all labor and material to provide a complete and functional system per the design intent as dictated by the switching type and location (including dimmer switches and compatible ballasts or transformers), ceiling type and location, circuiting, voltages, and lamping types. 5. BALLAST DISCONNECT - All electric discharge luminaires shall comply with 2008 nec 410.130 and shall have a means of disconnect for the ballast. 6. DUAL LEVEL SWITCHING - For fixtures with more than one switch designation shown on plans provide fixtures with additional ballasts for dual level light control by separate switching of inboard and outboard lamps as required to conform to IECC Requirements. 7. FOOD PREP AREAS - Provide shatter -resistant lamps or provide clear lenses on all fixtures located above all kitchen areas. PANEL B MAIN BONDING JUMP SIZE PER 250 SIZE PER ART 250-66- CADWELD 3/4" x 10''-- GROUND ROD (MIN. 6' APART) �,. #3 0 CU CADWELC 20'-0" MIN. OF 1 /2" REBAR IN BUILDING FOOTING (WHERE AVAILABL WATER SERVICE F�_ff E3.02 SUPPLY SIDE VALVE, METER OR UNION UMPER GROUNDING DETAIL SCALE: NTS SIZE PER .� TABLE (TYP) 1921 W1 M IWt197 i]5LIN `5EQUIPMENT BONDING JUMPER �- CADWELD BUILDING STRUCTURAL STEEL GROUND CLAMP UL APPROVED RTU-1 RTU-2 RTU-3 RTU-4 200/4 200/4 200/4 200/4 200/4 200/4 200/4 200/4 r200 P 200A/3P 20OA/3P 200A/3P 200A/3P 20OA/3P 20OA/3P 20OA/3P 160OA/3P JN 200A JJN 200A JJN 200A JJN 200A JJN 200A JJN 200A JJN 200A JJN 1600KRP MDP 1600A 208/12OV, 3PHASE,4W, N 65KAIC G -800G GRADE LEVEL BOND AND GROUND PER NEC 250 • COLD WATER PIPE • UFER ONE LINE D IAG RAM = . BUILDING STEEL • GROUND ROD SCALE: NTS ONE LINE DIAGRAM GENERAL NOTES: I . E.C. TO FIELD VERIFY EXISTING CONDITIONS 2. ALL EQUIPMENT IS NEW UNLESS NOTED AS EXISTING (E). 3. ALL EXTERIOR EQUIPMENT TO BE WEATHERPROOF 4. FIELD VERIFY INSTALLATION REQUIREMENTS WITH UTILITY CO. PRIOR TO ANY ROUGH -IN. 5. SERVICE EQUIPMENT SHALL BE LEGIBLY MARKED IN THE FIELD WITH THE MAXIMUM AVAILABLE FAULT CURRENT. THE FIELD MARKINGS SHALL INCLUDE THE DATE THE FAULT CURRENT CALCULATION WAS PERFORMED AND BE OF SUFFICIENT DURABILITY TO WITHSTAND THE ENVIRONMENT INVOLVED, PER 2014 NEC 110.24 (A) EQUIPMENT SCHEDULE January 25, 2016 KEY EQUIPMENT LOAD VOLTS 0 BRANCH CKT. CONDUIT DISCONNECT CIRCUIT NOTES HP,KW,FLA CONDUCTORS SWITCH FUSE RTU-1 ROOFTOP HEAT PUMP 194 MCA 208 3 4-3/0,#6G 2" 20OA/3P - MDP-5 1 12.5-TON 200 MOCP WP RTU-2 ROOFTOP HEAT PUMP 194 MCA 208 3 4-3/0,#6G 2" 200A/3P MDP-6 1 12.5-TON 200 MOCP WP RTU-3 ROOFTOP HEAT PUMP 194 MCA 208 3 4-3/0,#6G 2" 20OA/3P MDP-7 1 12.5-TON 200 MOCP WP RTU-4 ROOFTOP HEAT PUMP 194 MCA 208 3 4-3/0,#6G 2" 20OA/3P -- MDP-8 1 12.5-TON 200 MOCP WP MUA-1 MAKE-UP AIR UNIT 5HP 208 3 4#10,#IOG 3/4" 30A/3P M-20,22,24 1 WP KEF-1 EXHAUST FAN 0.5HP 208 3 4#12,#12G 3/4" 15A/3P M-25,27,29 1,2 WP KEF-2 EXHAUST FAN 2HP 208 3 4#12,#12G 3/4" 15A/3P M-31,33,35 1,2 WP KEF-3 EXHAUST FAN 1.5HP 208 3 4#12,#12G 3/4" 15A/3P M-37,39,41 1,2 WP KEF-4 EXHAUST FAN 1/3HP 120 1 2#12,#12G 3/4" 15A/1P M-21 1,2 WP KEF-5 EXHAUST FAN 1/3HP 120 1 2#12,#12G 3/4" 15A/1P - M-23 1,2 WP EF-6 EXHAUST FAN 1/4HP 120 1 2#12,#12G 3/4" Sto NA C-29 1,2 EF-7 EXHAUST FAN 48W 120 1 2#12,#12G 3/4" Sto NA SEE PLAN 1,2 E2.01 EUH-1 ELECTRIC UNIT HEATER 3KW 208 3 4#10,#1 OG 3/4" 30A/3P NA M-38,40,42 1,2 NOTES: 1. Field verify final location and electrical requirements of all equipment with provider prior to rough -in. 2. Provide line voltage controls and wiring as required. Field verify control requirements with provider. 3. Provide HACR breakers for all circuits serving equipment. FAULT CURRENT CALCULATION TABLE November 16, 2015 LOCATION W # of RUNS CONDUCTOR VOLTAGE L(ft) C f M F 500 Utility Transformer 208 77,100 1600A MDP 5 400 208 100 24,297 0.53 0.65 50,463 Panel M 1 3/0 208 20 12,844 0.65 0.60 30,518 Panel B 1 3/0 208 20 12,844 0.65 0.60 30,518 Panel C 1 3/0 208 20 12,844 0.65 0.60 30,518 Panel K 1 3/0 208 20 12,844 0.65 0.60 30,518 NOTES: 1. All Calculations use Bussman "Point -To -Point" Method. 2. Variables: L=Feeder Length (LF) C=Conductor "C" Value M(n) =1 + (1 +f(n)) f(n) = (1.73 x L x F(n-1))/(C x # of runs x Voltage) in Amperes F(n)=F(n-1) x M(n) 3. The E.C. shall report any discrepancies to the Engineer. 4. Aluminum Conductors, MC Cabling, and Series Rated Panels are not allowed. 5. The E.C. shall verify the Available Fault Current from the Electrical Utility and shall report the actual Fault Current available to the Engineer if different from shown. Fault Currents are based on Utility information or %Z=1.4 if none are provided. 6. The E.C. shall field verify the Feeder Lengths and report any discrepancy to the engineer. e are engineeringestimatesa a e of intended to represent Conductor Lengths listed in this tab) rid r n p d' or other calculations. The E.C. shall inform the Engineer immediate) actual lengths for bidding g y if the actual lengths are less than that listed. 4 R-EVI=-I.Af C) 7: CODE r;. CIity of > '; •`' RECEIVED CITY OF TUKWILA FEB 012016 PERMIT CENTER DQSIGNPARAMQTRS, LLC 6373 SILVI=R STREAM LN 1=RISCO, TX 75034 PI--1: 214-784.5014 1=X: 303.223. C)104 D9SIGNPARAMCTCRS.00M John Tinsley, P.E. 38140 Fawn Meadows Tr. Elizabeth, Colorado 80107 Phone: 303.646.1860 Fax: 303.646.5623 �r START DATE • 082620,6 PROJECT NO • 7W M DRAWN BY CHECKED BY - ISSUED/REVISED • • DATE PERILUT 11.1821116 OWNER REV818=1 CONLVNM 012=6 P 1 4 O� R'ASgt C1 � 1:5 412 GISTER �`rs1ONAL ti�G EXPIRES: 11/15/2017 01/2M16 PANEL SCHEDULES 3mO2 00rnuox7001111 STRUCTURAL GENERAL NOTES DESIGN LOADS Code: 2012 IBC Risk Category. II First Floor Live Load (Dining Rooms and Restaurants): Q Plive= 100 psf (live load reduction not permitted) Roof Snow Loads: Pg = 25 psf Pf = 20 psf Ce = 1.0 Is = 1.0 Ct = 1.0 Cs = 1.0 Puniform,snow = 20 psf (Additional snow drifting load depicted on roof framing plan, structural elements designed for flat roof load & snow drift.) Wind Design Data: Ultimate Wind Speed = 110 mph (3 Second Gust) Exposure = C Internal Pressure Coefficient (GCp!) = 1.5 (parapet walls), .18 (typical) Components & Cladding Design Wind Pressures, ULTIMATE LEVEL (1.OW) 1RIB. AREA (ft2) GCp, IYP. GCp, COR. GCpn, PAR. pTYP. (psf) pCORNER (psf) ARAPET WW+LW (psf) 10 -1.10 -1.40 2.10 31.3 38.7 51.4 20 -1.04 -1.30 2.00 29.9 36.2 49.0 50 -0.98 -1.15 1.83 28.4 32.6 44.8 100 1 -0.93 -1.05 1.73 27.2 30.1 42.4 200 -0.88 -0.95 1.66 26.0 27.7 40.6 500 -0.80 -0.80 1.48 24.0 24.0 36.2 Earthquake Design Data: I - 1.0 Ss = 1.449g S1 = 0.540g Site Class = D Seismic Design Category = D Basic Seismic Force Resisting System: Bearing Walls (Light -Frame Wood Walls Sheathed with Wood Structural Panels Rated For Shear) Cs = .149 R=6Y Cd = 4 Q=3 Steel Ordinary Concentrically Braced Frames Cs = .297 R=A Cd=3Ya Q=2 Analysis Procedure = Equivalent Lateral Force Procedure Redundancy Factor, p = 1.3 FOUNDATION DESIGN - Foundation design based on soils report No. 2015-124 produced by The Riley Group, Inc. dated August 20, 2015. - Footings: All footings shall be placed on adequate bearing stratum or to a minimum depth as shown on the drawings, whichever is deeper. Allowable soil pressure: 2,500 psf total load (per soils report) - The above allowable soil loads are based on footings placed atop 24" minimum depth of properly compacted structural fill. - All earthwork requirements are outlined in the soils report. - A qualified soils engineer shall observe the excavations prior to concreting operations. - Soil liquefaction deemed "moderate to high" possibility during an earthquake. Riley Group analysis estimate total ground settlement of up to 2Y" and differential settlement of approx. 1". The Riley Group analysis predicts spread footing foundation would not experience a bearing capacity failure. However, the liquefaction settlements may be severe enough to require significant repairs to building after earthquake event. REINFORCED CONCRETE - Design is based on "Building Code Requirements for Reinforced Concrete" (ACI 318 - Latest Edition). Concrete work shall conform to "Specifications for Structural Concrete for Buildings" (ACI 301 - Latest Edition). - Structural concrete is assumed to be proportioned according to the specifications shown herein. CONCRETE MIX DESIGN MATRIX INTENDED USE OF CONCRETE 28-DAY COMP. MAX. W/C CEMENT MINIMUM AIR STRENGTH, PSI RATIO TYPE CONTENT NOTES FOOTINGS 4000 .5 1 _ MAX WATER-SOLUBLE CHLORIDE ION CONTENT IN CONCRETE, PERCENT BY WEIGHT OF CEMENT. 0.30 EXTERIOR FOUNDATION WALLS 4500 .45 I 5% 1}¢% MAX WATER-SOLUBLE CHLORIDE ION CONTENT IN CONCRETE, PERCENT BY WEIGHT OF CEMENT. 0.30 INTERIOR SOG & TRENCHES 4000 •5 I _ MAX WATER-SOLUBLE CHLORIDE ION CONTENT IN CONCRETE, PERCENT BY WEIGHT OF CEMENT: 1.00 EXTERIOR SOG 4500 .45 11 I 5% f 1Y2% MAX WATER-SOLUBLE CHLORIDE ION CONTENT IN H CONCRETE, PERCENT BY WEIGHT OF CEMENT. 0.30 - No calcium chloride shall be allowed in any mix designs. - Fly ash shall conform to ASTM specification C618, class C or class F. Fly ash shall not exceed 20% of the total weight of cementicious material. - Slabs and grade beams shall not have cold joints in a horizontal plane. Where stop in concrete placement is necessary at a point other than shown on these drawings, contact the Structural Engineer for direction. Vertical construction joints within grade beams shall be made within the center third of the span between supports. Horizontal shear keys or a roughened surface shall be provided. All reinforcing shall be continuous through construction joints. - Reinforcing Bars shall conform to ASTM A615. All bars shall be Grade 60. Bars to be welded shall conform to ASTM A706. Detailing, fabrication, and placement of reinforcing steel shall be in accordance with the "Manual of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315 - latest ed.)". All bar lengths are drawn to scale unless noted. No splices of reinforcement shall be made and no welding to reinforcing shall be permitted except as shownor as approved by the Structural Engineer. Any welding of reinforcing thus approved shall be done by certified welders in " strict conformance to the AWS Structural Welding Code - Reinforcing Steel"of the American Welding Society (AWS D1.4 latest ed.). Tack"welding of/to reinforcing will not be permitted under any circumstances. Minimum length of lapped splices shall be as indicated in the reinforcing bar splice schedule on this sheet, unless noted otherwise. Make all bars continuous at comers/intersections or provide corner bars of equal size. Welded wire fabric shall be lapped one full mesh at sides and one full mesh plus 2" at the ends. - Where continuous bars in beams/grade beams, & walls must be spliced, splice top bars at mid -span and splice bottom bars over supports. - Except as noted on the drawings, concrete protection for reinforcement in cast -in -place concrete shall be as follows: a. Concrete cast against and permanently exposed to earth 3" b. Formed surfaces exposed to earth or weather. #6 through #18 bars 2" #5 bar, W31 or D31 wire, and smaller 1 1/2" c. Concrete not exposed to weather or in contact with ground: Slabs, walls, joists: #14 and #18 bars 1 1/2" #11 bar and smaller 3/4" Beams, columns: Primary Reinforcement, Stirrups, Ties, Spirals 1 1/2" - Provide 2 - #5 bars, one each face, with 2'-0" projection on all sides of openings in concrete, unless noted otherwise. - Provide #3 stirrup support bars where required by absence of other longitudinal reinforcement, use #4 in spandrel beams. - Slabs -on -grade shall be reinforced with a minimum of: 6 x 6 - W1.4 x W1.4 W.W.F. for up to 5" thick slabs, 6 x 6 - W2.9 x W2.9 W.W.F. for 6" slabs unless noted otherwise. - T i sl I c h b e' r x - x I t i elding of reinforcing bars shall conform to A D .4. ASTM specifications or bar reinforcement, except or STM Al 6, s all be supp emented to require a report of material properties necessary to conform to the requirements in AWS D1.4. The general contractor shall forward the report to the � engineer of record and the building official for review. Refer to ACI 318-11 Section 3.5.2. - The general contractor shall submit a welding procedure specification for the welding of concrete reinforcement other than by fillet welds to the < engineer of record and the building official for review. Refer to IBC Section 107.3.4.2 and IBC Section 1901.2 00 FAI STRUCTURAL STEEL - Structural steel shall be detailed, fabricated, and erected in conformance with the AISC Specification and the Code of Standard Practice, latest editions. - Rolled structural steel shapes shall conform to the following specifications: a. W Shapes ASTM A992, 50 ksi b. Channels, Angles, & Plates ASTM A36, 36 ksi (U.N.O. noted in plans) c. Pipe Shapes ASTM A53, Grade B d. Structural Tubing (TS/HSS) ASTM A500, Grade B, 46 ksi yield - Connections made under shop conditions shall be welded or bolted with ASTM A325 high strength bolts, type F or N. Welds shall be made with AWS A5.1 or A5.5 class E70 electrodes or equivalent submerged arc. - Field bolted connections shall be bearing type with 3/4" diameter A325-N bolts, unless shown otherwise. All connections not otherwise detailed shall support 60% of the total uniform load capacity in bending for each beam and span as shown in the AISC uniform load constant tables. Connections shall generally follow those as found in 13th Edition of the AISC "Manual of Steel Construction". - Anchor bolts 'shall conform to ASTM F1554 Grade 36, unless otherwise shown. Al - Special inspection is required for the fabrication of structural steel members and prefabricated steel structures oa the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. The general contractor shall submit certificates of compliance from the structural steel fabricators at the completion of fabrication to the engineer of record and the building official. Refer to IBC Section 1704.2.5, IBC Section 1704.2.5.2 and IBC Section 1705.2. - Welds at members and connections of the seismic force resisting system shall be made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-Ibf at 0 degress-F as determined by the applicable AWS A5 classification test method Welds for demand critical welds shall be made with filler metal producing welds with a minimum Charpy V-notch toughness of 40 ft-Ibf at 70 degress-F as determined by the applicable AWS A5 classification test method. Refer to AISC 341-10 Section 7.3a. The general contractor shall submit welding procedure specifications to the engineer of record and the building official verifying the filler metal requirements noted herein. DIMENSION LUMBER, TIMBERS, & STRUCTURAL SHEATHING - All dimension lumber and timbers used for structural framing (excepting wall studs) shall be Doug -Fir Larch #2 visually graded as follows: 2" thick, 4" wide ...................................... No. 2 or better Fb = 900 psi 2"-4" thick, 5" & wider .......................... No. 2 or better Fb = 900 psi 5" & thicker, 5" & wider ......................... No. 1 or better Fb = 1350 psi 5" & thicker, 5" & wider .........................Select Structural or better Fb = 1600 psi - All wood in contact with concrete and exposed to weather shall be preservative treated and referred to as "P.T.' herein. All fasteners in contact with the treated lumber (including nails, anchor bolts, etc.) shall be "hot -dipped" zinc -coated galvanized with a minimum coating weight complying with ASTM A153 or of stainless steel. Fasteners other than nails, wood screws and lag screws are permitted to be mechanically deposited zinc -coated with coating weights complying with ASTM B 695, Class 55 minimum. Plain carbon steel fasteners in wood preservative -treated with SBX/DOT or zinc borate are not required to be galvanized. - Structural sheathing: a. Structural sheathing for roof, wall and floor sheathing shall be APA Rated Exposure 1 unless noted otherwise on the general shear wall schedule with exterior glue and shall conform to American Plywood Association Standard PS 2, latest edition. b. Diaphragm sheathing shall be of the thickness and index number shown on plans, placed with the face grain perpendicular to supports and with end joints staggered. c. Provide suitable edge support by use of plyclips, tongue and groove panels or solid wood blocking between supports. d. Wood structural panels or wood structural sheathing indicated on plan may be Plywood or Oriented Strand Board (O.S.B.) at the contractors option provided all specified requirements for Grade, glue, span rating, direction of application, etc. are met. e. High roof decking shall be 2x6 D.F.L. #2 grade decking machined with a single tongue -and -groove joint. Decking shall be installed in controlled random layup and each piece of 2" decking should be toe -nailed through the tongue and face nailed with two 16d common nails per support. Tongue and groove decking shall be overlayed with roof sheathing. - Fasten all wood members with common nails according to the International Building Code schedule (2304.9.1) unless shown otherwise. Minimum end and edge distances for bolts, nails, or patterns of fasteners shall comply with the IBC Chapter 23 and the National Design Standard, N.D.S, Chapter 11, latest edition. - Fireblocking in all walls shall be provided as required by the IBC or the Local Building Code, whichever is more stringent, or as specifically indicated in the Architectural Documents. Provide fireblocking as a minimum in tall stud walls ® panel edges (8 -0" ). Provide drywall & taped fireblocks soffits & ceiling coffers in kitchen that enter floor system spaces, or as indicated by code or the architectural drawings whichever is more stringent. - Tectum III roof panels shall be 3Y2" thick minimum and designed for a minimum of 70 psf total load. Panels shall be installed per the manufacturer's recommendations. PLANT FABRICATED / ENGINEERED WOOD FRAMING - Glu-Laminated (Glu-Lam) beams shall be manufactured from 2" nominal Douglas Fir -Larch lumber. Laminated members shall be designed, detailed, and fabricated in accordance with the AITC standard specifications for structural glued laminated timber of softwood species, latest edition and the NFPA national design specification for wood construction, latest edition. Except where otherwise noted, the following AITC laminating combinations are to be provided. a. Posts and Columns: ........................................ Combination #2 b. Simple span Beams: ........................................ 24F-V4 c. Continuous Span & Cantilever Beams: ............ 24F-V8 Appearance shall be of the grade specified in the architectural drawings. - Laminated Veneer Lumber (LVL): Members as noted as "LVL." on these drawings shall be supplied in the net sizes as called out & shall be manufactured by iLevel or approved equal. The minimum allowable design values shall be: Modulus of elasticity. E = 2,000,000 psi Flexural stress: Fb = 2,600 psi Compression Perp. to Grain: Fc,perp = 750 psi Compression Para. to Grain: Fc,paro = 2,510 psi Horizontal Shear. Fv = 285 psi - Parallel Strand Lumber (PSL): Members as noted as "PSL" on these plans shall be supplied in the net sizes as called out and shall be manufactured by ilevel or approved equal. The minimum allowable design values shall be: Modulus of elasticity(E):..........................................2,000,000 psi Flexural stress(Fb): .................................................. 2,900 psi Compression Perp. to Grain(Fc,perp):.....................750 psi Compression Para. to Grain(Fc,para):.....................2,900 psi Horizontal, Shear(Fv):...............................................290 psi WOOD FRAMING NOTES Framing plans are intended to indicate loading conditions member sizes span, supports, and shearwall raced wall locations only. Contractor shall F 9 P 9 � � P� PP � /9 y coordinate roming and meet all requirements of the building code. Provide additional framing members as required. - All wood framing shall be used at 19% maximum moisture content. All dimensioned lumber shall be kiln dried. - All wood members shall be grade stamped by an approved lumber grading agency. - Joists, beams, columns, and built-up posts shall not be notched without written permission from the E.O.R. - Special inspection is required for the fabrication of metal -plate -connected wood trusses on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. The general contractor shall provide certificates of compliance for the truss manufacturer at the completion of truss fabrication, refer to IBC Section 1704.2.5, IBC Section 1704.2.5.2, IBC Section 2303.4.6 and IBC Section 2303.4.7. SPECIAL INSPECTION REQUIREMENTS -A special inspector shall be engaged to make special inspections of the construction work as outlined below in conformance w/ the provisions of chapter 17 of the International Building Code. -The following work shall be inspected by the special inspector: -Concrete: 1. Placement of Reinforcement - periodic, refer to IBC Section 1705.3 Items to be checked include bar size, grade, quantities, spacing, lap splice locations & length. Bars should be clean & free of mud & excessive rust & must have proper concrete coverage. 2. Concrete Placement - continuous, refer to IBC Section 1705.3. The special inspector shall be present during concrete placement operations. Items to be checked include manor of placement, consolidation by mechanical vibration, prevention of cold joints, proper location & configuration of vertical construction joints & proper curing procedures for cold or hot weather concreting. 3. Embedded Anchor Bolts & Studs - continuous, refer to IBC Section 1705.3 and IBC Section 1705.11. Items to be checked are proper anchor diameters, :'embedment lengths, spacing between anchors, edge distances, & concrete consolidation around anchors. 4. Embedded Anchor Bolts & Rods at Wood Framed Lateral System Holdowns - continuous, refer to IBC Section 1705.3 and IBC Section 1705.11. Items to be checked are proper anchor diameters, embedment lengths, spacing between anchors, edge distances, & concrete consolidation around anchors. 5. Installation i of Concrete Expansion, Adhesive, and Screw Anchors - special inspections shall be in accordance with manufacturer's qualifying report of evaluation service (ICC-ES), refer to IBC Section 1705.1.1 -Structural Steel - Special inspection for structural steel shall be in accordance with the quality assurance inspection requirements of AISC 341. 1. Fabrication - of Structural Steel (other than prefabricated structural steel members) - periodic, refer to IBC section 1704.2.5. 2. Installation'of Structural Steel - periodic, refer to IBC Section 1705.2 and AISC 360-10 Section N5. 3. Installation and Fastening of Prefabricated Steel Structure - periodic, refer to IBC Section 1704.2.5 and IBC Section 1705.2. -Welding & High Strength Bolting: 1. Welding of Concrete Reinforcement at the Seismic Force Resisting System - continuous, refer to IBC Table 1705.3 (item 2) and IBC Table 1705.2.2 (item 2.b.2) 2. Welding of Structural Steel Members for Single -Pass Fillet Welds (W6" Max) - periodic, refer to IBC Section 1704.2.5, IBC Section 1705.2, and AISC 360-10 Section N5. 3. Welding of Structural Steel Members for Multi -Pass Fillet Welds ( > W6") - continuous, refer to IBC Section 1704.2.5, IBC Section 1705.2, and AISC 360-10 Section N5. 4. Welding of Steel Threaded Rods - periodic, refer to IBC Table Section 1705.2 -Formed Steel Roof Decks - periodic, refer to IBC Table 1705.2.2 item 2.a.1 5. Welding of Cold p ( ) 6. On -Site Welding of Cold -Formed Steel Roof Deck at Prefabricated Steel Structure - periodic, refer to IBC Table 1705.2 (item 5.a.6) 7. Fastening and Welding at Cold -Formed Steel Framed Lateral Force Resisting System - periodic, refer to IBC Section 1705.11.3 - ren' th Bolting of Structural Steel Members (Slip -Critical) continuous refer to IBC Section 1705.2 and AISC 360-10 Section N5.6 8. High St g g ( p ) , 9. High -Strength Bolting of Structural Steel Members (other than Slip -Critical) - periodic, refer to IBC Section 1705.2 10. Power -Driven Fasteners .at Cold -Formed Steel Roof Decks - periodic, refer to IBC Section 1705.1.1 11. Installation and Fastening of Prefabricated Steel Structure - periodic, refer to IBC Section 1704.2.5 and IBC Section 1705.2 12. Nondestructive testing of cip and pip groove -welded joints shall be performed per AISC 341-10 Section J6. 13. Nondestructive testing of doubler plates, continuity plates and stiffners shall be performed per AISC 341-10 Section J6. -Wood Framing: 1. Fastening at Wood Framed Lateral Force Resisting System - periodic, refer to IBC Section 1705.11.2 2. Installation and Fastening of Prefabricated Metal -Plate Connected Wood Trusses - periodic, refer to IBC Section 1705.5.2 CONCRETE MATERIAL TESTING -Testing of concrete fcr specified compressive strength (f c), air content, and slump. Refer to special inspection requirements for concrete placement and IBC Section 1705.3; IBC Section 1901.2 and ACI 318-11 Section 5.6. STRUCTURAL OBSERVATIONS Q The general contractor shall coordinate the requirement of structural observations per 1704.5.1 & 1704.2 of the 2012 IBC with the governing building department. In the event the governing building department requires structural observations a registered design professional shall be retained to - provide observations per 1704.5 of the 2012 IBC. SHOP DRAWINGS Construction Documents are copyrighted & shall not be copied for use as erection plans or shop details. All shop & erection drawings shall be checked & stamped by the General Contractor & architect prior to submission for Engineer's review. Unchecked submittals will be returned w/o review. Furnish one (1) sepia & one (1) print of shop & erection drawings for. Concrete Reinforcing Steel, Structural Steel, Wood Trusses, Heavy Wood Trusses, & Glu-laminated beams to Structural Engineer for review prior to fabrication. Submit in a timely manner to permit ten (10) working days for review by Structural Engineer. The General Contractor & his subcontractors shall submit in writing any requests to modify the plans or specifications. Shop drawings, submitted for review do not constitute "in -writing" unless specific suggested changes are clearly marked. In city event, such changes by means of the shop drawing submittal process become the responsibility of the one initiating such change. STRUCTURAL ERECTION AND BRACING REQUIREMENTS The structural drawings illustrate the completed structure w/ elements in their final positions, properly supported & braced. These construction documents contain typical & representative details to assist the contractor. Details shown apply ® all similar conditions unless otherwise indicated. Although due diligence has been applied to make the drawings as complete as possible, not every detail is illustrated, nor is every exceptional condition 01 addressed. All proprietary connections shall be installed in accordance w/ the manufacturers' recommendations. All work shall be accomplished in a workmanlike manner and in accordance w/ the IBC & local codes & ordinances. The general contractor is responsible for coordination of all work, including layout & dimension verification, materials coordination, shop drawing review, & the work of subcontractors. Any discrepancies or omissions discovered in the course of the work shall be immediately reported to the architect for resolution. Continuation of work w/o notification of discrepancies relieves the architect & engineer from all consequences. Unless otherwise specifically indicated, the drawings do not describe methods of construction. The Contractor, in the proper sequence,shall provide proper shoring & bracing as may be required during construction to achieve the final completed structure. The contractor, in the proper sequence, shall perform or supervise all work necessary to achieve the final completed structure, & to protect the structure, workmen, & others during construction. Such work shall include, but not be limited to, bracing, shoring for construction equipment, shoring for excavation, formwork, scaffolding, safety devices & programs of all kinds, support & bracing for cranes & other erection equipment. Do not backfill against basement or retaining walls until supporting slabs & floor framing are in place & securely anchored, unless adequate bracing is provided. The structural steel frame is "non -self-supporting" per AISC Code of Standard Practice. Temporary bracing shall remain in place until all floors, walls, roofs & any other supporting elements are in place. The architect & engineer bear no responsibility for the above items, & observation visits to the site do not in any way include inspection of them. Where periodic or continuous inspection is required by these documents or by code or local ordinance, the owner shall employ an independent inspec�to�r_ce�rtifte�-int1}e,partjcudayefig,-ofteanjhns e�ct^shall be responsible to, & report to, the architect & building department. RUCTURAL SUBMITTALS TO BE SUBMITTED TO THE CITY OF TUKWILA Q(ST „� A Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the general contractor 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. Refer to IBC Sections: 107.1, 107.3.4 and 107.3.4.1 for further information. The following is a summary of the submittal requirements: a. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A615, where proposed as a substitute for reinforcement complying with ASTM A706, where applicable. Refer to IBC Section 1705.12.1. b. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A706, where applicable. Refer to IBC Section 1705.12.1 and 1901.2, ACI 318 Section 3.5.2, and AWS D1.4 Section 1.3.4. c. Submittal of welding procedure specifications for the welding of concrete reinforcing other than by fillet welds. Refer to IBC Section 1901.2, ACI 318 Section 3.5.2, and AWS D1.4 Section 6.1.2. d. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. Refer IBC Sections 1704.2.5 and 1704.2.5.2. e. Submittal of certificates of compliance from the fabricators of prefabricated structural steel frames at the completion of fabrication. Refer to IBC Sections 1704.2.5 and 1704.2.5.2. f. Submittal of welding procedure specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds r - - p o g e ds with minimum Charily V notch. toughness of 20 ft-Ibf at 0 degrees-F as determined by the applicable AWS A5 classification test method. Refer to IBC Section 2205.2.2, AISC 341-10 Section A3.4b, and AWS D1.1 Sections 2.3.2 and 4.2.1.3. g. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-Ibf at minus 20 degrees-F as determined by the applicable AWS A5 classification test method and 40 ft-Ibf at 70 degrees-F as determined by Section A3.4a. Refer to IBC Section 2205.2.2, AISC 341-10 Section A3.4b, and AWS D1.1 Sections 2.3.2 and 4.2.1.3. h. Submittal of certifications of compliance from the fabricators of prefabricated metal -plate -connected wood trusses at the completion of , fabrication. Refer to IBC Sections 1704.2.5, 1704.2.5.2, and 2303.4.7. _ J FREBAR MARK CONVERSION �I "Soft Metrification" BAR SIZE DESIGNATION BAR DIAMETER U.S. #3 #10 .375 9.5 #4 #13 .500 12.7 #5 � - #16 - -- .625 15.9 #7 #22 .875 22.2 #8 #25 1.000 25.4 -- - #29 1.128 28.7 _#9 #10 #32 1.270 32.3 #11 _ #36 1.410 35.8 U.S. GRADE 60 = SI GRADE 420 (4) U.S. GRADE 40 = SI GRADE 300 I� STRUCTURAL SHEET INDEX SHEET NUMBER [�SHEET NAME S000 GENERAL NOTES S001 TYPICAL DETAILS S100 FOUNDATION PLAN S200 ROOF FRAMING PLAN S300 FOUNDATION DETAILS S301 FOUNDATION DETAILS S400 ROOF FRAMING SECTIONS & DETAILS S401 ROOF FRAMING SECTIONS & DETAILS S402 ROOF FRAMING SECTIONS & DETAILS S403 ROOF FRAMING SECTIONS & DETAILS S404 ROOF FRAMING SECTIONS & DETAILS S405 ROOF FRAMING SECTIONS & DETAILS A REVIEWED FOR CODE COMPLIANCE APPROVED MAR 17 2016 City of T ulmila BUILDING DIVISION REBAR SPLICE LENGTHS, M. CLASS 'B' TENSION SPLICES f c = 4000 PSI CONC. COVER = 1" CONC. COVER = 1Y2" CONC. COVER = 2" BAR SIZE TOP BOTTOM TOP BOTTOM TOP BOTTOM #3 16 16 16 16 16 16 #4 24 18 16 16 16 16 #5 38 30 26 20 20 16 #6 48 38 1 36 28 28 i 22 #7 1 70 54 62 48 46 11 36 #8 80 62 80 62 60 46 #9 154 118 90 70 76 60 #10 194 149 102 78 98 76 REVIEWED This plan was reviewed for general conformance With the following, as amended by the jurisdiction: 12f,structural Provisions of the International Building Code EI Non -Structural Provisions of the International Building Code E) Others: The project applicant is WsportsiM4 AR qo* mane with all applicable codes, conditions of app{avAl, 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 dw laws of the governing Jurisdiction and the State of Wadtington. ,Jurisdiction 1-to, 14,W 1 L- By S s Date Rill) MIDDLETON, INC. Code Review Consultant ANCHOR ENGINEERING, Inc. David A. Poe, P.E., S.E. PROFESSIONAL ENGINEER 2535 17th Street PHONE (303) 783-4797 DENVER, CO 80211 FAX (303) 830-9133 DESIGNED BY- CT/INJ REVIEWED BY- INJ DRAWN BY- CT JOB NO.- 150529 z� �o �3Z E J) Z�z3 LQu) 8 O CV a U_ Z>�r Z CL V r10 04 O LO Ir- DESIGN PARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, co 80134 PH: 303.668.1474 FX: 303.223.9104 DESIGNPARAMETERS.COM ANCHOR_t ENGINEERING, INC. Consulting Structural Engineers 2535 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com Q (n V J � < � _ 00 W ry Cn Q n W U Q O :D nW EjDD 11[�IAR 11�0j% REID MIDDLETON, INC. START DATE- 10.02.2015 PROJECT NO - 150529 DRAWN BY CT CHECKED BY - INJ ISSUED/REVISED - • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25.2016 CITY COMMENTS REVISION 03.02.2016 GENERAL NOTES W pld. •. I°. 11...f. v . II a I' CLASS "B" SPLICE II. .Q Ia d fl. I.. CLASS "B" 1 ; I d SPLICE; 1. 411. II I." 1. CORNER BARS TO MATCH HORIZONTAL Al II I' ' d REINFORCING, TYPICAL II lq a11. I� I1 TYPICAL WALL INTERSECTIONS I TYPICAL DETAIL 3/419 = 1 -0 BEAMS, RE: PLAN, STEEL FABRICATOR TO DESIGN PER REACTIONS SHOWN ON PLAN TYPE I BEAMS, RE: PLAN STEEL FABRICATOR TO DESIGN PER REACTIONS SHOWN ON PLAN TYPE II TYPICAL BEAM TO BEAM CONNECTIONS 5 TYPICAL DETAIL 3/4" = 1'-0" SAWCUT CONTROL JOINT, RE: PLAN & SOILS REPORT FOR RECOMMENDATIONS SEE PLAN FOR SLAB REINFORCING .d C ° SEE PLAN FOR SLAB DC1M17ADr11nie NOTES: IL J INT 1. SEE SOILS REPORT FOR SUBGRADE PREPARATION REQUIREMENTS %" x 1'-0" SMOOTH 2. PROVIDE SLAB CONTROL DOWELS ® 24" o.c. (GREASE JOINTS EACH WAY ® COLUMN ONE END) LOCATED ® LINES & @ 12' o.c. MAX. MID -DEPTH OF SLAB EACH WAY BETWEEN OR AS NOTED OTHERWISE. ° 3. UNLESS NOTED OTHERWISE .d - USE SAWCUT CONTROL JOINTS ® INTERIOR SLABS OF COMMERCIAL CONSTRUCTION, USE TOOLED CONTROL JOINTS INTERIOR SLABS OF DOWELED CONSTRUCTION JOINT RESIDENTIAL CONSTRUCTION & CONTINUOUS 2x4 KEY EXTERIOR FLATWORK OF BOTH APPLY BOND BREAKER RESIDENTIAL & COMMERCIAL SEE PLAN FOR SLAB FULL LENGTH & DEPTH CONSTRUCTION REINFORCING /OF JOINT .y CONSTRUCTION JOINT TYPICAL SLAB ON GRADE JOINTS 2 TYPICAL DETAIL 3/4" = 1'-O" BEAM :TO COLUMN TERMINATE COLUMN ® TOP OF BEAM CONNECTION, STEEL FABRICATOR TO DESIGN X CAP Ill FOR SERVICE LOADS SHOWN ON' PLAN, USE ( IE %" MIN., TYP. Y4"0 OR LARGER BOLTS / TYP. I STEEL COLUMN, RE: STEEL BEAMS, RE: PLAN PLAN & SCHEDULE i SHEAR CONNECTION TYPICAL COLUMN 6 TYPICAL DETAIL 3/4" = 1'-O" TOP REINF. BARS HOOKED DOWN 0 T.O.C. STEP, TYP. 4'-0" UNLESS OTHERWISE SHOWN - — — — — — — — — I------------k CLASS "B" SPUCE N 6 (2) #5 BARS x FTG. I I o STEP + 4'-0" IN ( i '- - BOT. OF WAU, TYP. ° .'� ° d CLASS "B" SPLICE I o CV — 1 U i 1 4 a: d. a �.'e4 FTG. STEP IBOT. REINF. BARS HOOKED 2'-0" MIN. UP 0 FOOTING STEP, TYP. TYPICAL FOUNDATION WALL STEP 3 TYPICAL DETAIL N.T.S. O m T`'°. 2x WALL STUDS, RE: PLAN WALL STUDS, RE: SCHEDULE FOR IBER OF STUDS ® HOLDOWN LOCATED w/ IN 8" OF WALL END 3SON HOLDOWN, RE: PLAN -DOWN ANCHOR BOLT, RE: HOLDOWN IEDULE I.T. SOLE Ill dDATION WALL SHEATHING, RE: PLAN EXTERIOR WALL SHEATHING, RE: PLAN 'TYP. 2x WALL STUDS, RE: PLAN O A.B. LOCATED w/ IN 8" OF WALL END FASTEN ENDWALL STUD AS SHOWN w/ O (2) ROWS 12d NAILS ® 6" o.c. SIMPSON SDS OR THROUGH -BOLTS i RE: HOLDOWN SCHEDULE 2x STUDS, RE: HOLDOWN SCHEDULE B7Z SHEARWALL EDGE NAILING INTO HOLDOWN POSTS SIMPSON HOLDOWN, RE: HOLDOWN SCHEDULE TYPICAL HOLDOWN DETAILS 4 TYPICAL DETAIL N.T.S. REVIEWED FOR CODE COMPLIANCE App82C1VED MAR 17 2016 City of Tukwila BUILDING DIVISION d Z Z 0 !ZE �j � ixis� z � a �n Z{�1J U FZ:CL HO Z FAN zj*zi DESIGNPARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, Co 80134 PH: 303.668.1474 FX: 303.223.9104 DESIGNPARAMETERS. COM ANCHOR ENGINEERING, INC. Consulting Structural Engineers 1535 17th Street, Denver, Colorado 80111 303-783-4797 Fax 303-830-9133 www.anchoreng.com Q V J � n Q rlr� L_I_l Ljj 0- W U O O C-) 1\ MAR 1 1 2016 REID MIpDLETOIV, INC. START DATE • 10.02.2015 PROJECT NO • 150529 DRAWN BY • CT CHECKED BY • INJ ISSUED/REVISED ° -DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25.2016 CITY COMMENTS REVISION 03.02.2016 �O 47635 �q .� F(31 �SSIONAL IVE 1 1.6 1.8 1.9 2 3 3.1 3.5 3.8 4 5 6 131'-8 4" 1 -6 7 -10 2 -1YY 2 -1 1 -Ilya 15 -10Y2 9 6 19'-8" 19'-8" 13'-44" 37'-1 %" 8'-44" 9'-1y" 5'-2Y" 1'-OYz 2'-1 �" 69'-8 4" 33'-14" 12'-44" 16'-3" 16'-3" 12'-4" I IF N STEP I I S I o o T.O.C. �, R k - - - - - - - - - - - - - - - - - - - - - - - --- - - ---------------------------------------- ---- ---- ----- I- - - - - _ ___ _________________ ______ _ __________________________—___________—_I— I I HD1 I I HD1 ,I 1 I 11 1 1 11 1 R.r w I II I I I M 1 aU a olo j jl 1 1 5 S300 II 12 S300 o Q II j I 11 II I 63 \ o b II 1 I--------------j__--_-_-__� -- �' - ------------ -�- 1 1l I rr--„----------------- --- --------- I 11 R I 11 I I = 1 2'-0" jl II 11 1- 00 I I1 I 1 �1 0 4'-0" I I 11 4-o I 1 4'-0' � �' T.O.C. ELEV. STE 1 I I 11 �`I`L+ I �- -- J I �- -- --I 1 1 I 1 1 11 1 = 99'-0" T.O.. I 1 j1 I 11 --- �yti+ I I I III ,,-` Q2 I I 1 1 II 1 I" I II J L -IQ.`��' � o I I I � I I I I I I1 I STEP 3'-0 .� 1 j1 HD1 1 0Q I- -t- I 7 S300 I I I I 11 I 1 1 1 I 1 I --- --- _ I I A2 r- _ - - -- *-- r =Jf - J L----- _ - - --- i �PROVIDE (7) #5x__ - ---- I I II I------------- I n R . 1 I T.O.C. ELE . 1 1 1 "Cl r = :� I I 7'-6" HORIZ. IN "i " 1 = 100'-6" I 1 1 I I I I U I 1 I 6p , EACH DIRECTION ® I I I II I I PROVIDE (7) #5 x a L--- r--- J'SSS �' BOTTOM OF FTG. I I 11 II g I -- N I I --L --, ---J\\-7'-6" HORIZ. IN � 3 S30 II _ _ _ I EACH DIRECTION ® M I I +3 I I 1 I I I-- �_ PROVIDE BLOCKOUT 1 I BOTTOM OF FTG. I 1 8 1 I I I 11 I B.1CR 01/S301 12'- " 2'-0" 'S 11 r' -1 ' J PER 9/S300, TYP. I I I I I I 1 I 11 I I I I WHERE SHOWN THUS ------------------- I--------- --- ------ --� I I IIIII 11 I I I I 1``' I 1 1 I 1111 RE: ARCH. I I I I I I I I I I I I 11 I I I I I 11 8" I I I I 1 II C �7 I I 13/S300 3/S300 I j I 1 1 11 I I 1 1 6 S300 I I 1 SLOE I 11 I I 1 I I RE: ARCH. RE: ARCH. _ RE: ARCH. Q RE: Af CH. I <r x U R < `" T.O.C. ELEV. = RE: ARCH. a RE: ARCH. 1 1 1 8" 32'-0" j l 111'-0" 1 11'-1 �" II 11'-0" 31'-6" 1 12�_0" 10'-5%" I 00 I I I II II II I I I I I I 1 1 11 I R I C4 I I IIIII II I I 6 s300 I 13 S300 I I I I I I II I I I II II I I I I I I I-- I I II II � I " DESIGN PARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, Co 80134 M _ PH: 303.668.1474 FX: 303.223.9104 DESIGNPARAMETERS.COM R� I co ANCHOR ENGINEERING, INC. Consulting Structural Engineers 2535 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 R 0 www.anchoreng.com G V ��4 0 O&����6 T.O.C. ELEV. 2'- ' 2'-0' 2-0 I I I I I I I I = 100'-6"-- L: - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - • -- B.9 _ 0o I 1 �- - -� I 1 1 11 I I III I I 1 1 I 11 I 4'-0. 4'-0- ti I 1 1 I I I 4 S300 N v I I I�y� I I I I 11 I R o co CD SLOPE �----= ------ ��- -I IrI 1 - -- -- -- -I -- -- - -°-° - II III II III I RE: ARCH. J L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — — — — — — — — — — — — — — — — —— — — — — — — DD- — — — — — ---------- I STEP T.O.C. ELEV. I\PROVIDE (7) #5 xE _ 1Ij11I I --- PROVIDE (7) #5 `01 I 7'-6" HORIZ. IN I I I I II K_= T.O. CONC. ELEV. I I- _ I -- J I100 6 0 EACH �, pp0 1 I I -1 r HORIZ. IN EACH 7 -6 EACH DIRECTION 0 I I I I II COLUMN ALONG GL 6 1 11 11 DIRECTION 0 TOP I I I I I � I I BOTTOM OF FTG. 1 1 I 1 I MOMENT FRAME I I & BOTTOM OF FTG. 4" CONCRETE SLAB -ON -GRADE w/ 6x6-W1.4xW1.4 PER 9 S300 PROVIDE CK UT 1 i i HD1 I I I I I 1 C2. I I I RE: 1/S405 I I '-4" W.W.M. MID-D PTH OVER COMPACTED FILL WHERE SHOWN US I I I I I ► I I II I 1 I I RE: SOILS RE ORT. I I I I I I 1 1 II I I I 15 S300 =.� I I 1 1 1 1 1 1 11 I RE: ARCH. F R DEPRESSIONS & SLOPES TO DRAINS, ^ I I 5 S300 I I I I II I 1 1 I I I ETC. SAW CU CONTROL JOINTS 0 COLUMN LINES & I I I I I I I I I 11 I SLOPE I II 12'-0" o.c. E CH WAY I I I I I I I 1 I 11 I RE: ARCH. I Q 2 I I I I I I I I I I II I s'-o.l I p'S0 j 1 I 11'-0" I I I I 11 +, , I I 1 1 11 p`'� `..' QpS� 1 1 2' _0" I IElk- 9I - REll1 T I i i I 3'-0' 6 �ti 3'-0' 6 �ti 64 R 3'-0' II I I 1 �� d �I 6� o o I III I I 11 11 I I I HD2 II II II II I I II F - - - L---------------- -� �R L---3 J-- ----- J- - - __ J-- -_ =- ----r -- -- - I I II I I I r--- o------_� - -- o -------------- 2/S301 I• r--------- -�_�- o -- -- - I I L— _ -_J I I I I I 1 1 11 I `° i !.� o = HD2 N I L L----- J 1 1 III I Ij I \—PROVID (7) #5 1 o I I------- I I I I I I R I I HORIZ. N EACH 7 -6 w I II I I I I I I I I I I I 1 1 I I 6 S300 DIRECTI N B TOP 0- 0 L;; S 6 I 1 1 SLR BPE I I & BOTTOM OF FTG. N I I L- ----- ----� RE: ARCH. 1 I 10'-10}8 9'-10" 9'-10" 9'- - 7'-114" I I I I I I I-r = _ - _ _ _ _ - -_ =— � 1 I nil I I I I 1 1 1 1 II pTi i it I '-4" ( 0 2 I I�IjI Ijllj I 11-1'_4" I I I I I I STEP T.O.C. I d- ell I I I II 1 1 -I I- ------------- I I I 1 1 I I II I - - - ------ ------ - ------ V R - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - N I-----------------------------� _____________-____ - 11 L_= _- �____ __ JJ H- - - - - - - - - I R — — — — — — — — — — — — — — — — — — — — — — — — — 4 2'-t• - - s---------------�-----------------------�- --- ----- R =- - - - - - - - - - - - - - - - - - - - - - - - - - - T.O. CONC. LEV. HD1 STEP T.O.C. = 100'-6" @ CURB 0 NEC 250.52 rounding Electrodes. A concrete c ncased grounding electrode is require in all new oncrete footings. The electrode shall consist of t least 20 feet of Vi" or larger reinforcemei t bar or Bare copper conductor not smaller tha,1 4 AWG, and shall be located horizontally within that portion of a concrete foundation r footing that is in direct contact with the earth & ncased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongsk e any vicinity footing rebar and shall protrude 8" in, above top of foundation wall near location of p wer panel.) 9'-1Y2" -114" 21'-0%" 47'- 131'-84" N 1. RE: S0.00 FOR GENERAL NOTES &TYPICAL DETAILS. 2. PROVIDE 1/2" ISOLATION JOINT IN SLAB -ON -GRADE AROUND ALL ENTIRE PLAN HAS BEEN INTERLOK STEEL COLUMNS. REVISED. PLEASE 3. PROVIDE SLAB BLOCKOUT AT ALL STEEL COLUMNS NOTED IN PLAN. REVIEW CAREFULLY 4. ALL EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 1'-6" BELOW EXTERIOR GRADE. VERIFY GRADING w/ CIVIL. IF DEEPER FOOTING ELEVATIONS ARE REQUIRED, THEN SHOW ON PLAN AND NOTIFY STRUCTURAL ENGINEER. 5. ELEVA11ON 100'-0" = 28.4 U.S.G.S. PLAN NORTH 6. FOR "BP '1'" & "BP '2"' BASEPLATE CALLOUTS, REFER TO SECTION 8/S300. 7. S.S. = SELECT STRUCTURAL GRADE . M 33'- 12' IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 0 ASS STEP T.O.C. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 17 2016 City or `iukWla DING DIVISION i 0 z 1ZI§ W. W65 Ix6� e�s > 0 Z CL Q ( ) Q Ce p _ oo W ry LLJ 0— w U Q O :D 0 MAR 1 1 2016 DO REIU MIDDLETON, INC. START DATE • 10.OZ2015 PROJECT NO • 150529 DRAWN BY - CT CHECKED BY- INJ ISSUED/REVISED • -DATE PERMIT 11.13.2015 1 CITY COMMENTS REVISION 01.25.2016 2 CITY COMMENTS REVISION 03.02.2016 S100 FOUNDATION PLAN A�0" '.J& Ie 9 1 1.6 1.8 1.9 2 3 3.1 3.5 cc T.O. PARAPET P1 EL.= 120'-0" I T.01 El 1 EL.= 120'-0" Ir � I I I I I t B.O. DECK EL.= 114'-4% I I T.O. PARA ET 2'-4 1 /4" I I I EL= 120' 0" 3Y"x13Y" GLB ® '-0" O.C. 0 DECKING MATERIAL SCHEDUL ATI r-.�� MATERIALS rCDECK STANDING SEAM PRE -FINISHED ROOFING SYSTEM ON 30 LB. FELT 5W RIGID INSULATION 1 ON W SHEATHING ON 2x T&G DECK. AT 135z PANEL EDGES FASTEN TO SUBSTRUCTURE/FRAMING w/ 16d NAILS O 6' ox. AT INTERIOR SUPPORTS FASTEN TO SUBSTRUCTURE/ERAMING w/ 16d NAILS O 12' ox. STAGGER 1%2 SHEATHING END JOINTS. TPO FLAT ROOF ON PROTECTION BOARD ON 3" INSULATION ON 3V TECTUM III DECK 2 STRUCTURAL DECKING w/ 3(e OSB TOPPING. ATTACH TECTUM DECKING TO RAFTERS w/ Y4"0 x 8' SIMPSON SDS SCREWS O 12" ox. EDGE/16' ox. FIELD. PROVIDE WO BEAD OF CONSTRUCTION ADHESIVE O ALL T&G EDGES & SUPPORTS. TPO FLAT ROOF ON PROTECTION BOARD ON 5' INSULATION ON 1%27 SHEATHING. FASTEN DECK 3 ice• SHEATHING TO FRAMING w/ 10d NAILS O 6' ox. O PANEL EDGES & 12' ox. O INTERMEDIATE SUPPORTS. STAGGER STRUCTURAL SHEATHING END JOINTS. TPO FLAT ROOF ON PROTECTION BOARD ON 1" INSULATION ON 3-SPAN VULCRAFT TYPE DECK 4 1.5 B 22 METAL ROOF DECK. ATTACH DECK TO RAFTERS w/ 9' PUDDLE WELDS O A 394 PATTERN O SUPPORTS & #10 TEK SCREWS O 18" ox. MAX FLAT SEAM METAL ROOF ON 1V SHEATHING. FASTEN IV SHEATHING TO FRAMING w/ DECK 5 10d NAILS O 6' ox. O PANEL EDGES & 12" ox. O INTERMEDIATE SUPPORTS. STAGGER STRUCTURAL SHEATHING END JOINTS. - G.C. TO VERIFY MATERIALS WITH ARCHITECT PRIOR TO CONSTRUCTION. - RE: PLAN FOR DECK FASTENING T.O. IE 3.8 EL.= 120'-0" - \ I STEP T.O. EDECK 2 STEP T.O. PARAPET 1 STEP T.O. IE 2'-4 1 /4" STEP T.O. P;ARAPE(T 1 STEP T.O. 29 P1 LINE OF � T.O. PARAPET EL. = 124'-0" STEP T.O. PARAPET ABOVE o T.O. IE EL.= 124'-0" ?36.5 K] I [36.5 K, A - - - 5 "x1 " PSL 1 W30x99, [C = 1Y2"] 2- A,2 FS 8x20 I - T.O. BM. EL.= 114'-9Y" - STEP T.O. f>' I T.O. STL. EL.= 114'-9Y" RE: 01 /S400 FOR STEEL 6x14 BLOCKING BETWEEN TRUSSES EA. SIDE / 4'-0" 4'-0" 4' 0" P2 BM. TO COL. CONN. 0 HEADER SCHEDULE TYPE HEADER SIZE B.O.H. EL. OA (3) 2x6 W/ 2- 1¢" PLYWOOD SPACERS 108'-2Yz QB (3) 2x6 W/ 2- X7 PLYWOOD SPACERS 1OB'-O7¢' © HSS 6x4xW 112'-3" OD (3) 1�4 x11Y4 LVL 108'-W QE 5Yi xl4' PSL 108'-2' QF 5Yi x16" PSL 113'-4` SHEARWALL SCHEDULE TYPE PANEL & FASTENING LAYOUT P1 INDICATES EXTERIOR OF WALL TO RECEIVE 3(e SHEATHING FASTEN w/ 8d COMMON NAILS 6' O.C. PANEL & BOUNDARY EDGES & 12" ox. O INTER. SUPPORTS. P2 INDICATES EXTERIOR OF WALL TO RECEIVE 3(6' SHEATHING FASTEN w/ 8d COMMON NAILS 4' O.C. PANEL & BOUNDARY EDGES & 12' ox. O INTER. SUPPORTS. P3 INDICATES BOTH SIDES OF WALL TO RECEIVE Vie' SHEATHING. FASTEN ONE SIDE w/ 8d COMMON NAILS O 3" O.C. PANEL & BOUNDARY EDGES & OPPOSITE SIDE w/ 8d COMMON NAILS O 4' ox. PANEL & BOUNDARY EDGES & 12' ox. O INTER. SUPPORTS. FRAME WALL A�43WDS±±2ELIEDGES. PROVIDE (2) 2x FLATWISE BLOCKING O ALL PANEL EDGES QX - DESIGNATES HEADER TYPE N - B.O.H. EL=BOTTOM OF HEADER ELEVATION - RE: S000 FOR TIMBER SPECIES & GRADE 2 - PROVIDE (2) TRIMMER STUDS AND (2) KING STUDS, TYPICAL UNLESS OTHERWISE NOTED. 2 PROVIDE DBL 2x10 RAFTER ® CORNER. FASTEN ROOF SHEATHING TO RAFTER w/ 10d NAILS ® 6" ox. PROVIDE SIMPSON CS22 STRAP x 1'-0" LONG, FASTEN 4 TO BLOCKING IN WALL ® BOTTOM OF THE RAFTER, w/ T.O. E A MINIMUM OF (4) 10d NAILS INTO RAFTER EL.= 120'-0" 4x10 �`' x10 o -- - 10 - -- - -- - 2x10 ®16" O.C. 1 S 1 2 P F NOV'g B. D CK RI "' EL. 1 4'- " o B.C.D CK T.0 P A T E = 114' 11l' P1 EL = 1 9' 0" _ T.O. fl' EL.= 112'-3" 13 S400 T.O. PARAPET T.O. E EL.= 119'-0" I in Ut'tNINUb W/ Mt{ DOCUMENTS, TYP. OF STOREFRONT, FASTEN DECK TO BLOCKING 09 S401 ABOVE 3 -3 3/8r---- -I 250 LBS MECH. w/ (2) ROWS 16d NAILS ® 6" ox., STAGGER STEEL BEAM 1 EQUIPMENT B -- — - - - - `.�. 6'-2 3/4" HEAVY TIMBER TRUSSES @ 5'-6" O.C., CENTER SPAN OVER BAR, RE: ARCH. I _ -- I I DECK 3 T.O. PARAPET I 8.1 ci `z T.O. PARAPET o • EL.= 124'-0" PROVIDE 10" DEEP BUCKET CAP fE ON EL.= 124'-0" o 0 I X T.O. fE COLUMN w/ (2) -Y"0 BOLT HOLES TO a = ''� EL.= 119'-8" ANGLED RAFTER. FIELD WELD CAP fE. TO DECK 5 © N N II w COLUMN w/" FILLET WELD ALL AROUND I I ® o �• I O FS 6x22 RIDGE BEAM ( N o n T.O. fE 11 - vNi vv'i EL.= 119'-S" I� z CL End too =M �O OM �o M o tZ waca NO \ �\ O\ O\ O\ O , J LINE OF PARAPET >- o w o o I o N z g'_g" np 1; 1 0 l ;i o I;J 1; i w o ABOVE ------ ------- ------ ------ I I DECK 1 I— I I I 1 RIDGE LINE I I I I I I I I ---I-- I B.9 STEP T.O. fl' " 00 I III III 03/S401�� BAR CEILING CLOUD BAR TV RACK (BELOW) 0 - - - RAPE " - K VERT]EL. = 124 -0 EXTEND HEADER2WELD "C" HEADER TO \ [12 11 K HORIZ.] 2 1 T.O. f}' EL.=OLUMN--- COLUMN w/fi' FILLET P1 124'-0" & CONNECT PER �'` WELD TOP & BOTTOM, FS 8x20 l TYP. ®STOREFRONT RE: 06/S001 FOR STEEL O BEM TO COL. COIN W30x99, [C = 1Y2"] T.O. STL. EL.= 114'-9Y" 136.5 K] _ N P2 STEP T.O. PARAPET PROVIDE (3) TRIMMERS & (3) KING STUDS EA. SIDE 1 STEP T.O. IE OF OPENING. WELD SIMPSON A35 CLIP TO T.O. "C" 1 HEADER TO ATTACH TO KINGS. "F" HEADER TO T.O. PARAPET BEAR ON SQUASH BLOCKS ABOVE "C" HEADER & co °p ' EL.= 120'-0" ATTACH TO KING STUDS w/ SIMPSON A35 CLIP. o ; I I DECK 4 I STEEL ORDINARY BRACED z 11 _ FRAME, RE: 1 /S405 �n1. x ``' -6 3/8" PROVIDE 2x6 KING STUD EA. SIDE OF THE 8x20LIJ Y BEAM AT THE COLUMN. SHIM BEAM FOR TIGHT "' w 1 C-) " " " ATTACHMENT & ATTACH EA. KING STUD TO BEAM a o u o ' 3}a x13}� GLB ®4 -0 O.C. w/ (2) ROWS OF (4) Y4"Ox 6" SIMPSON SDS N w I Cr RE: 06 S401 _ o SCREWS EVENLY SPACED. PROVIDE SIMPSON A35 Pe) = I I M °' I B.O. I DECK EL.= 114'-4Y2" CUP EA. KING STUD TO TOP P_ TRUSS MANUF TO �o DESIGN FOR ADDITIONAL 125 LBS. HORIZ. LOAD ® °° T.O. PARAPET T.O. PARAPET EA. SIDE OF BEAM _ EL.= 120'-0" I F I I I I o o II I of o r B.O. DECK EL.= 111'-6%" 1 (b3� HSS 6x3x%", TYP. N 04 S401 AROUND OPENINGS o 0 i CHIMNEY OPENING I- RE: 52" o•c / MANUF. FIELD FIT & HSS 6x3x�/6" - INSTALL ADDITIONAL TUBING 1 50 LBS G EXHAUST UNIT DECK �1 H (- 1 r (3) SPAN 5Y"x15" GLB, HSS3x2x�6" UNDER ROOF " (2) SPAN 5Y2 x15 GLB, RE: 05 S401 - B.O. HEADER EL. = 109'-6" DECK. WELD TO STEEL GLB BUTT B.O. HEADER EL. = 109'-6" COLUMN w/ 16" FILLET SPLICE _ WELD ALL AROUND 1� �J a I PLAN NOTES: 1. REFER TO S000 FOR STRUCTURAL NOTES AND SPECIAL INSPECTION REQUIREMENT. 2. FS = FULL SAWN. 3. REFER TO S100 FOR FRAMING DIMENSIONS NOT SHOWN. 4. REFER TO S100 FOR COLUMN CALLOUTS 5. ALL EXPOSED TIMBER SHALL BE DOUG-FIR SELECT STRUCTURAL OR PRESSURE TREATED. 6. [xx K] DENOTES SERVICE LOAD REACTION FOR USE BY THE STEEL FABRICATOR FOR DESIGN OF STEEL BEAM CONNECTIONS. 7. TRUSS MANUFACTURER TO DESIGN AND SUPPLY ALL TRUSS -TO -TRUSS, TRUSS -TO -BEAM, AND TRUSS -TO -GIRDER TRUSS CONNECTIONS, TYP. PLAN NORTH 8. G.C. TO COORDINATE MECHANICAL & TRUSS OPENINGS �01' TF ' AI�E¢ F �a ��11. NEE-Q� .� -.R, "-1._-��. EXTERIOR WALL S E ING TO BE �6" WO/� CTURAL PANELS w/ 8d NAILS ® " o.c. t� PANEL & BOUN AR� ES & 1 o c�� INTERMEDIATE SUPPORTS. BLOCK ALL PANEL EDGES AS NOTED IN SUEAk WALL SCHEDULE P1 = ABOVE I I DECK 3 a � STEEL BEAM I I N W 15 S4 I I TRUSS MANUF. 1800 LBS RTU, TO DESIGN TRUSS CHORDS BELOW EQUIPMENT CURB FOR = X it 250 LBS. PT. LOAD W� ED� X_____ — — — , - REFER TO S100 FOR HOLDOWNS v v v v v v v v v v v - ALL PANELS BACKED w/ 2' NOMINAL OR WIDER FRAMING. PANELS MAY BE INSTALLED EITHER VERT. OR ORIZ BLOCK ALL PANEL EDGES & PROVIDE NAILING O ALL SUPPORTS AND PANEL EDGES. SPACE ALL AILS AS INDICATED IN SCHEDULE. SHEATHING & NAILING INDICATED SHALL CONTINUE ABOVE/BELOW OPENINGS IN SHEAR WALLS. REFER TO TYPICAL PLAN NOTES FOR TYPICAL WALL SHEATHING. - TYPICAL AT ALL BEARING WALLS, PROVIDE %-0 ASTM F 1554 J BOLTS w/ 1" LEG & 10" MIN EMBEDMENT O 32" ox. UNLESS OTHERWISE NOTED - O `P3" SHEARWALL, PROVIDE %"0 ASTM F 1554 J BOLTS w/ 1" LEG & 10" MIN EMBEDMENT O 16' ox. - PROVIDE 2) BOLTS WITHIN 12' OF ALL CORNERS & SOLE It ENDS - PROVIDE 4 x5'x5' It WASHERS w/ MAXIMUM I%*Ox 1Y4 SLOTTED HOLE EA. ANCHOR BOLT. WASHERS SHALL EXTEND TO WITHIN Xt' OF THE EDGE OF THE SOLE PLATE - INSTALL SHEATHING ON SIDE OF WALL INDICATED IN SECTIONS & ON PLAN. J 5 6 4x10 Q oa �W I T.O. fl' v w N I ® I M H EL.= 112'-3" o I I = EQUIPMENT TZ - I I m I 14 S400 I I w I I °- 1100 LBS RTU TRUSS MANUF. Iw TO DESIGN TRUSS CHORDS I I as BELOW EQUIPMENT CURB FOR RE: 01/S400 FOR STEEL [10 K] L_ - - - - - J �' BM. TO COL. CONN. ,,, r------L I _ V) ® I I I [36.5 K1a 1800 LBS RTU, TRUSS W Ld 14A4111� rn n�clr_nl a I I o TRUSS CHORDS BELOW I I �' ` EQUIPMENT CURB FOR `�' T.O. fE EL.= 120'-O" --- --- .. -- - L-- P2 I I 1800 LBS RTU TRUSS MAN 135400 .TO DESIGN TRUSS CHORDS 2'-6 3/8" I I EQUIPMENT F I I T.O. PARAPE PROVIDE & COORDINATE E - T.O. RO F FRAMIf�G 01 Sc L.- 120 -0 I OPENINGS w MECH. DOCUMENTS, TYP. o L-------I N SLOPE FT. w V) N 0 ROOF ACCESS HATCH. TRUSS IL o MANUF.COORDINATE1 OPENING w/ ARCH. z N STEP T.O. fE I . RE: ARCH T.O. 11 STEP t.0. IE p T.O. PARAPET RE: 04 S400 TYR EL.= 119' 0" / T.O. fE B.0 DECK " EL.= 119'-0" o HATCH INDICATES EL.= 114 -3 SHEARWALL, TYP. + PROVIDE DBL. 2x10 RAFTER ' CORNER OF WALL. FASTEN SHEATHING TO RAFTER w/ 10d NAILS @ 6" ox. PROVIDE 1 SIMPSON CS22 STRAP CONTINUOUS TO EDGE OF WALL, l OVER FLATWISE BLOCKING, w/ A MINIMUM OF (8) 10d NAILS INTO + RAFTER & EA. PIECE OF FLATWISE 11'z� BLOCKING fCL I 1� 10 x Qd- ' �(2) 2x10 FLATWISE BLOCKING FROM WALL TO HIP BEAM. FASTEN SHEATHING TO BLOCKING w/ 10d NAILS ®6" o.c. FASTEN FLATWISE BLOCKING TO BLOCKING IN WALL WITH SIMPSON LTS12 STRAP ATOP BLOCKING iI i I • I z a IN I N 0 x I� 09 S400 I T.O. 12 EL.= 119'-0" 1 T.O. PARAPET ' EL.= 119'-0" STEP T.O. f>' T.O. fE SLOPE EL.= 112'-3" Y"/FT. 07 S400 T.O. PARAPET EL.= 119'-0" STEP T.O. It B.O. DECK EL.= 114'-6" REVIEWED FOR iG0®E COMPLIANCE .,,,.. APPROVED ' MAR 17 2016 City of Tukwila BUILDING DIVISION z �z`•' owir a Q � N �o za� gl �I DESIGNPARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, Co 80134 PH: 303.668.1474 FX: 303.223.9104 DESIGNPARAMETERS.COM ANCHOR ENGINEERING, INC. Consulting Structural Engineers 2535 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com Q V J � 00 00 W Iz Iw- Q W 3: U = Q J O � I___ o START DATE • 10.022015 PROJECT NO • 150529 DRAWN BY CT CHECKED BY • INJ ISSUED/REVISED • • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25.2016 CITY COMMENTS REVISION 03.02.2016 �_-_ REID MIDDLETON, INC. 1�IiR-6-22UI6 S200 ROOF FRAMING PLAN f STUD WALL, RE: SHEET S200 FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS ANCHOR BOLTS, RE: SHEAR WALL SCHEDULE Alk T.O. CONC. RE: PLAN z T.O. GRADE °0 RE: CIVIL �l #4 VERTS. ® 18" o.c. m (2) #6 HORIZ. CONT. 00 TOP & BOTTOM T.O. FTG. 99'-0" o: o M 3" CLR. 2x P.T. SILL fE #4 HORIZ. CONT. NOSE BAR CONC. SLAB RE: PLAN VAPOR MEMBRANE RE: ARCH./SOILS REPORT ZRIGID INSULATION, ,�I RE: ARCH. a I J ° d tZ . — w " 7/// /� 616� t 4" LAYER OF SAND OR GRAVEL, P .:. RE: ARCH./SOILS REPORT a l • Ia° IF 24" i' 44 p 0 18" o.c., wU' EMBED 8" INTO d FOOTING • ° (4) #4 HORIZ. ad _ QIa - #4 x FOOTING WIDTH - 6" HORIZ. ® 24" o.c. RE: PLAN _ PA It OF STEM WALL = It OF FOUNDATION 1 SECTION 3/4" = 1'-O" TOP (4) HORIZ. BARS TO EXTEND 24" OVER COLUMN VAPOR MEMBRANE FTG. w/ STD. HOOK RE: ARCH./SOILS REPORT CONCRETE SLAB, RIGID INSULATION, RE: PLAN RE: ARCH. T.O. CONC. d . 4-1 RE: PLAN d d I` • I " \4" LAYER OF SAND OR GRAVEL, d ° RE: ARCH./SOILS REPORT #4 CLOSED TIES ® 14" o.c. ' (8) #7 HORIZ. CONT., PLACE AS SHOWN d ° B.O. CONC. BOTTOM (4) HORIZ. BARS 98'-0" TO STOP ® COLUMN FTG. _ RE: —P LAN 6 SECTION 3/4" = 1'-O" I I CONT. HORIZ. SLAB TURN DOWN REINF., RE:10/S300 I I SLOPE - RE: ARCH. °. .°d, �. I OIL a T.O. G... I ° d'. r• d .° t 0o 99--0" °I . O C.� d a. ' . I . ° 4 RE:I PLAN 3" CLR. /WOOD POST, RE: PLAN /SIMPSON CB612 POST BASE CONIC. SLAB RE: PLAN (2) #4x2'-6" DOWEL BARS VAPOR MEMBRANE RE: ARCH./SOILS REPORT RIGID INSULATION, RE. ARCH. T.O. CONC. -N RE: PLAN tY 4" LAYER OF SAND OR GRAVEL, RE: ARCH./SOILS REPORT to L-j (6) #5 x 2 6" EACH DIRECTION ® BOTTOM (4) #4 x 1-00CLOSED TIES 2'-3" 6" o.c. OVER FTG. 11 SECTION 3/4" = 1'-0" STUD WALL, RE: SHEET S200 FOR STUDWALL, STUD/SHEATHING REQ M., ANCHOR BOLTS, SHEET S200OR ' RE: PLAN FOR LOCATIONS RE: SHEAR WALL SCHEDULE STUD/SHEATHING REQ'M., "'�< OF SHEAR WALLS 2x P.T. SILL Ill RE: PLAN FOR LOCATIONS OF SHEAR WALLS 1/2" ISOLATION JOINT CONC. SLAB RE: PLAN T.O. EXT. CONC. VAPOR MEMBRANE T.O. EXT. CONC. I RE: ARCH./SOILS REPORT RE: CIVIL RE: CIVIL EXT. CONC. RIGID INSULATION, RE: ARCH. I RE: ARCH./CIVIL SLOPE Z T.O. CONC. a� RE: ARCH. a a d.° a RE: PLAN ,. 46 6 .. tI -,4" LAYER OF SAND OR GRAVEL, 6d z na. �F RE: ARCH./SOILS REPORT Z (2) #6 HORIZ. CONT. (2) #6 HORIZ. CONT. II : 24 " m TOP AND BOTTOM rI: a 0o TOP AND BOTTOM a° I d ®18" o.„., = d° n T.O. FTG. d a #4 x EMBED 8 INTO T.O. FTG. n 99'-0" ° ., d I . ° ° w 6 FOOTING 99'-0" d 4I #4 CONT. HORIZ. "' m �- s ' #4 x FOOTING WIDTH - 6" HORIZ. " 24" o.c. II " 7p- 3" CLR. RE: PLAN OF STEM WALL = t OF 3" CLR.- iR U- -- o FOUNDATION `� "� RE: PLAN 2 SECTION 3/4 = 1 -0 (BEYOND) PROVIDE #4 TIES ® TIE BEAM, RE: 6/S300 FOR SIZE & \ - SPAGNG PROVIDE 3/4"Ox1'-O" STEEL COLUMN ON 1" ANCHOR RODS ®EACH NON -SHRINK GROUT BED BASE IllHOLE. EMBED 8" 1 I 1 RE: PLAN INTO FTG. I I I (BEYOND) TIE BEAM ® FTG., III 1/2" ISOLATION JOINT RE: PLAN & 6/S300 1 I CONC. SLAB a III RE: PLAN CL III DIAMOND COLUMN i�i III BLOCKOUT T.O. CONC.. RE: PLAN a I III , P T.O. FTG. RE: PLAN FOR REINF. f n II . II 994 a -0 d ° .1•• I II III I' ` oe 8 ._� .� .� d. d ° a -; BASE P, RE: PLAN & 8/S300 RE: PLAN CENTER PAD ON COLUMNS, TYP. 7 SECTION 3/4" = 1'-0" STUD WALL, RE: SHEET S200 FOR I STUD/SHEATHING REQ'M.,11 RE: PLAN FOR LOCATIONS OF SHEAR WALLS T.O. EXT. CONC. I RE: ARCH. SLO- RE: ARCH. III a <I , f > I (2) #6-`HORIZ. 1 0 t CONT. TOP ' Z #4 CLOSED Ia I f 0o TIES ® 8" o.c. dd ° T.O. FTG. da 99'-0" ° ° 4 = J °' a d. p U n d :a ° �1 M_ ° .d . - 3" CLR. RE:I PLAN i STUD = OF FTG. Y" G N 3 SECTION 3/4" = 1'-O" ANCHOR BOLTS, /RE: SHEAR WALL SCHEDULE /CONC' 2x P.T.SOLE Ill SLAB RE: PLAN /VAPOR MEMBRANE RE: ARCH./SOILS REPORT /RIGID INSULATION, RE: ARCH. T.O. CONC. a - -•- - RE: PLAN 7777 \4" LAYER OF SAND OR GRAVEL, RE: ARCH./SOILS REPORT 24" AS ® 18" o.c., #4 xEMBED 8" INTO 6" a FOOTING (4) #4 CONT. HORIZ. #4 x FOOTING WIDTH - 6" HORIZ. ® 24" o. c. = 1 1/2"" 1 1/2"" HSS COLUMN, . 8 RE: PLAN I I 11 3/4x11x0'-11" w/ (4) — - - - - — 13/16"0 HOLES I 1 00 - - - - I I I � I I BASE � '1' W COLUMN, RE: PLAN TYP. �y4-5FLANGE I AY," I �Z TT 7— T--T- = I I I I I I N CV 3/4 8x2'-2Y" w/ 3/16.0 HOLES y" 8„ 0A BASE fE '2' 8 SECTION 1-1/2" = 1'-0" ANCHOR BOLTS, /RE: SHEAR WALL SCHEDULE /2x P.T. SOLE P- /CONC SLAB RE: PLAN VAPOR MEMBRANE /RE: ARCH./SOILS REPORT /RIGID INSULATION, RE. ARCH. T.O. CONC. J - -- - ° RE: PLAN ° AS REQ'D. RE: PLAN #4 x 1,—O"�On \4" LAYER OF SAND OR GRAVEL, a a ®18" o.c. - - - - RE: ARCH./SOILS REPORT '4 a ' T.O. CONC.. d . —(4) #8 HORIZ. CONT. ® BOTTOM RE: PLAN 24" \#4 x co EMBED 8" ,INTO 6" a FOOTING \(4) #4 CONT. HORIZ. - #4 x FOOTING WIDTH 6" HORIZ. ® 24" o.c. 12 SECTION 3/4" = 1'-0" 13 SECTION 3/4" = 1'-0" (3) #4 HORIZ. CONT. ® TOP (2) #4 HORIZ. CONT. ® COTTOM, (1) EACH SIDE SLAB REINF., RE: PLAN CONC. SLAB RE: PLAN X /----------------\ I PROVIDE 12"x6" CONC. CURB ® EACH COLUMN 1'-0" STEEL COLUMN I-- RE: PLAN 0a ANCHOR BOLTS, I D.A.S. BELOW I RE: SHEAR WALL SCHEDULE �`-------- BASE Ill- _/ I 2x P.T. SOLE EE OF FOUNDATION BEYOND CURB CONC. SLAB RE: PLAN ZLINE ICONC. SLAB RE: PLAN STUD WALL, RE: SHEET S200 FOR VAPOR MEMBRANE VAPOR MEMBRANE STUD/SHEATHING REQ'M., I RE: ARCH./SOILS REPORT RE: ARCH./SOILS REPORT RE: PLAN FOR LOCATIONS PE RIGID INSULATION, OF SHEAR WALLS I RIGID INSULATION, RE: ARCH. RE: ARCH. z :o ARCH. / -< __j Z I T.O. CONC. -CL �i °. ., °.°a.. d � � a II �°. � a4�d - -- RE: PLAN °" ..d t._.,, 4"LAYER OF SAND OR GRAVEL, RE: ARCH./SOILS REPORT (2) ra HORIZ. CONT. A'. (: d: 4" LAYER OF SAND OR GRAVEL, 24" P AND BOTTOM �I " ono 18 o.c., °° ° ° SOILS REPORT f® EMBED 8" INTO T. . FTG FOOTING 99 v� a -0" o d o ° a . 4 rI . ° 24" ® 18" O. #4 HORIZ. ! ;� _°_ �)P. a: #4 x a EMBED 8 INTO _--(4) - - -r - 6" N FOOTING, ALT. #4 x FOOTING WIDTH - 6" HORIZ. ' ° a LEG DIRECTIONS ® 24" o.c. 1 #4 x FOOTING WIDTH - 6" HORIZ. 3" CLR. I. OF STEM WALL t IE: PLAN ® 24" o.c. = OF --FOUNDATION (4) #4 CONT. HORIZ. 4 SECTION 3/4" = 1'-0" - SLAB CONTROL JOINTS AT COLUMN CENTERLINES, TYP. U.N.O. SLAB BLOCKOUT AT ALL COLUMNS #3 F -1 BARS, TYP. 9 SECTION 3/4 = 1 -0 ll 2 1/2" " 1 1/2 " _ TYP. C-4 IN \1 IN 1!i �r STEEL COLUMN RE: PLAN 2 1 /2" ADJUST SIZE OF LEAVE OUT TO FIT COLUMN BASE IE STEEL COLUMN, RE: PLAN 1.6 EMBED P- 3/8" x DIM SHOWN PROVIDE (4) #4 x 9" I @ BOTTOM OF II' (AS SHOWN) 2�. Ill A 1/2" LINE OF SLAB 1 POUR -OVER e -a a L — o s 0 4- 14 SECTION 1 1/2" = 1'-0" Z 00 5 SECTION 3/4" = 1'-0" SLOPE RE: ARCH. 3" CLR.1' RE: PLAN _ 1 POST BEYOND = E OF FTG. 10 SECTION 3/4" = 1'-0" CONC. SLAB RE: PLAN VAPOR MEMBRANE RE: ARCH./SOILS REPORT RIGID INSULATION, RE: ARCH. T.O. CONC. a O- RE: PLAN w 4" LAYER OF SAND OR GRAVEL, RE: ARCH./SOILS REPORT 24" ® 18" o.c., #4 x EMBED 8" INTO FOOTING 6" a (4) #4 CONT. HORIZ. #4 x FOOTING WIDTH - 6" HORIZ. ® 24" o.c. STUDWALL ABOVE, RE: 3/THIS SHEET TOP (4) HORIZ. BARS TO EXTEND 24" OVER COLUMN VAPOR MEMBRANE FTG. w/ STD. HOOK RE: ARCH./SOILS REPORT 1 CONCRETE SLAB, RIGID INSULATION, 2 RE: PLAN RE: ARCH. T.O. CONC. fAk RE: PLAN . ° �I.I. °� n •d ° I I d°Ji a . :.. t I4" LAYER OF SAND OR GRAVEL, °.. I dI I. RE: ARCH./SOILS REPORT d °I 41 I #4 CLOSED TIES ® 14" o.c. I: (8) #7 HORIZ. CONT., PLACE AS SHOWN L4 a °. B.O. CONC. BOTTOM (4) HORIZ. BARS 98'-0" "[ TO STOP @ COLUMN FTG. RE: PLAN REVIEWED FOR CODE COMPLIANCE APPROVED MAR 17 2016 City of-I"utwiia BUILDING DIVISION SECTION 1 1/2" = 1'-0" zz� z ��W O WW �Y w�� 9�� T ® N Z4— —>95 0 ZaU N cj DESIGNPARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, co 80134 PH: 303.668.1474 FX: 303.223.9104 DESIGN PARAMETERS. COM ANCHOR ENGINEERING, INC. Consulting Structural Engineers 2533 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com Q V J � < Q pip T- oo W ry z L1J � U S Q � O CD c\1 - 0 Dt MAR 1 1 2016 RFID IVIIDDIETON, INC. START DATE • 10.02.2015 PROJECT NO • 150529 DRAWN BY CT CHECKED BY • INJ ISSUED/REVISED • • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25.2016 CITY COMMENTS REVISION 03.07-2016 d77635 �44 ass NAL�G S300 FOUNDATION SECTIONS RE: PLAN ENTRY TRUSS, RE: 1/S404 6-0" (5) #5 x ® TOP OF PILASTER T.O. CONC. RE: PLAN 14 z T.O. FTG. j�\ I J °'. 11 f 47 + j. e . °... 7-0" I RE: PLAN (5) #5 x I 110 0 TOP & BOTTOM OF FOOLING Al 1 SECTION 3/4" = 1'-0" le, RE: 1/S404 Q (42) #4 x _i SPACED EQ. AROUND PERIMETER, EMBED 8" INTO FTG. (3) #4 HORIZ. CLOSED TIES (8) #5 x CO U ® TOP & BOTTOM OF FTG. 3 -6 WOOD COLUMN, RE: PLAN EMBED IE 1 /2"x6x1'-2" w/ (6) #4 x16" (A706) L.�2 D.A.S. WELDED TO II'_ w/ 5/16"0 FILLET WELD ALL AROUND T.O. CONC. 100'-6" 12" #4 x n ® EACH CURB #4 VERTS. ® 18" o.c. (2) #6 HORIZ. CONT. TOP & BOTTOM T.O. FTG. 99'-0" tr O U 1 _I 3" CLR. A ADDITIONAL INFORMATION / — — — — — — — — — — — — — — — — — --\ NOT SHOWN HERE ( PROVIDE 14"x6" CONC. CURB 0 EACH COLUMN fI1%x5Yx1'-8" w/ (10) %eO HOLES STEEL IF, RE: PLAN EA. SIDE OF COLUMN. ALIGN HOLES = FOR 3V4 0 THROUGH -BOLTS, TYP. EA. E _ = 4 „ %ts" 0 -5 I ° _ I LINE OF FOUNDATION BEYOND CURB D.A.S. BELOW = CONC. SLAB RE: PLAN I BASE fE ° SLOPE RE: ARCH. z ( g--------------------/ WOOD COLUMN, RE: PLAN I .II'I \�R� I 6" t �4" LAYER OF SAND OR GRAVEL, ° RE: ARCH. SOILS REPORT 24" �.I • . # 4 p ® 18" 0', EMBED 8" INTO d. ° 4 I . ° FOOTING ° 4) #4 HORIZ. #4 x FOOTING WIDTH - 6" HORIZ. ® 24" o.c. RE: PLAN OF STEM WALL = t OF FOUNDATION 2 SECTION 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 17 2016 City of Tukwila BUILDING DIVISION wu •' � � mmN V z z Ir 6� z LL<C� 8 3 N �LL.� Z� ~O oa z� DI N O L0 :*zI DESIGN PARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, co 80134 PH: 303.668.1474 FX: 303.223.9104 D ESI GN P AR AM ETER S. COM ANCHOR ENGINEERING, INC. Consulting Structural Engineers 2535 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com two E W E h,AR 1 1 2096 - DD REID MIDDLETON, INC. START DATE • 10.02.2015 PROJECT NO • 150529 DRAWN BY • CT CHECKED BY • INJ ISSUED/REVISED • • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25,2016 CITY COMMENTS REVISION 03.02.2016 C S301 FOUNDATION SECTIONS }!" CAP II'_ STEEL COLUMN, RE: PLAN ERECTION SEAT (OPTIONAL) s 0 CONNEC11ON ANGLE EACH SIDE THICKNESS SHALL MATCH BEAM WEB THICKNESS OR %" MIN. MIN. Y4"0 BOLTS AS FOLLOWS: W12 & W14 - 3 BOLTS W16 & W18 - 4 BOLTS W21 & W24 - 5 BOLTS ALL FIELD CONNECTIONS SHALL BE BOLTED w/ "0 A325-N BOLTS OR WELDED AS SHOWN. ALL BEAM CONNEC11ONS SHALL BE DESIGNED FOR THE LOAD STATED ON THE PLAN OR EQ. TO 1!" OF THE AISC BEAM (ALLOWABLE UNIFORM LOAD) TABLE VALUE FOR THE CORRESPONDING SPAN. 1 SECTION 3/4" = 1'-O" PRE-ENGINEERED WOOD ROOF TRUSS w/ SLOPED TOP CHORD & BUILT-IN PARAPET, RE: PLAN, RE: ARCH. FOR SLOPE. BLOCKING PANEL, RE: 5/S400 ROOF SHEATHING, RE: PLAN SIMPSON H2.5A ® EACH ROOF TRUSS DOUBLE TOP (E STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS 6 SECTION 3/4 = 1 -0 HEADER PER PLAN (1) JACK STUDS (2) KING STUDS 4'-0" MAX. TO PARAPET FN T.O. PLATE RE: PLAN 2 SECTION 3/4" = 1'-0" ROOF SHEATHING, RE: PLAN HEADER PER PLAN (3) JACK STUDS (2) KING STUDS 8'-0" MAX. FC PRE—ENGINEERED WOOD ROOF TRUSS w/ SLOPED TOP CHORD & BUILT—IN PARAPET, RE: PLAN, RE: ARCH. FOR SLOPE. F 2A 0 LEDGER w/ (3) X0 SIMPSON SDS SCREWS EA. VERT. STUD (MIN. EMBED = 4") EDGE NAILING 2x BLOCKING BETWEEN VERT. STUDS w/ 16d NAILS 6"o.c. FROM LEDGER 3 SECTION 3/4" = 1'-0" Fr WOOD HEADER WHERE WOOD HEADER WHERE APPLICABLE, RE: PLAN APPLICABLE, RE: PLAN IT 7 SECTION 3/4 = 1 -0 A BALLOON FRAME STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS DIAPHRAGM EDGE NAILING ROOF SHEATHING, RE: PLAN SLOPE 9 SECTION PRE-ENGINEERED ROOF TRUSSES, RE: PLAN 2x4 KICKERS ® 32" o.c. SHEATHING TO BE INSTALLED ON 1 8 SECTION SIDE DEPICTED BY SHEARWALL 3/4" = 1'-0" CALLOUT ON PLAN/S200, TYP. SEE 7/S400 FOR PRE-ENGINEERED WOOD ROOF TRUSS PRE-ENGINEERED WOOD ROOF TRUSS INFO NOT SHOWN SEE 7/S400 FOR w/ SLOPED TOP CHORD & BUILT-IN SEE 7/S400 FOR w/ SLOPED TOP CHORD & BUILT-IN INFO NOT SHOWN PARAPET, RE: PLAN, RE: ARCH. FOR INFO NOT SHOWN PARAPET, RE: PLAN, RE: ARCH. FOR 2 SLOPE. SLOPE. 22 Q SLOPE Q QC DBL. 2x BLOCKING BETWEEN EA. �SLOPE ���^ VERT STUD. ATTACH LEDGER TO TOP - w/ Y"0 SIMPSON SDS SCREWS C12"o.c. (4" MIN. EMBED.) ATTACH BLOCKING w/16d NAILS ® 6" o.c. a - A ......... SLOPE SIMPSON TIE TO RESIST UPLIFT v, SIMPSON TIE TO RESIST UPLIFT IN TRUSS PROFILE z SPECIFIED IN TRUSS PROFILE It, ,. ,. ,. . ,. .✓ T.O. PLATE RE: PLAN Q 12 SECTION 3/4" = 1'-O" METAL DECK, RE: PLAN STEEL TUBE, RE: PLAN i T.O. PLATE RE: PLAN m w A CV DIAPHRAGM EDGE NAILING ROOF DECK, RE: PLAN 13 SECTION 0 3/4" = 1'-0" A II'_ ATTACH TO BEAM w/ (2) ROWS OF HILTI (KWIK—FLEX 1 /4-20 x 1 Y4" SELF —DRILLING SCREWS WOOD BEAM, RE: PLAN ` w/ #5 POINT ® 18" ox PROVIDE (2) ro"\ STEEL BEAM, RE: PLAN SIMPSON SDS SCREWS ® EA. STUD /4" " ,� ,._= 1 —0 RE: PLAN AND NOTES FOR PANEL EDGE & FIELD. NAILING. TYPICAL FOR ALL ROOF, AND WALL SHEATHING. PROVIDE BOUNDARY NAILING & BLOCKING AT ALL PANEL EDGES, RE: PLAN SHEETS FOR REQUIREMENTS, TYP. A 10 SECTION 3/4" = 1'-0" n, /t BEAM & WALL DIAPHRAGM EDGE NAILING - Q1 16d NAILS ® 6" o.c. EDGE NAILING ROOF DECK, RE: PLAN & GENERAL NOTES DOUBLE TOP PLATE ------ 3"x12" LEDGER w/ (3) X 0 SIMPSON SEE 7/S400 FOR INFO NOT SHOWN SDS SCREWS ® EA. VERT. STUD (MIN. 4" EMBED) SLOPE EDGE NAILING (STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS. z N � SHEATHING TO BE INSTALLED THIS w SIDE OF WALL @ INTERIOR o SIMPSON TIE TO RESIST UPLIFT N SPECIFIED IN TRUSS PROFILE T.O. PLATE 2 RE: PLAN STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN Q FOR LOCATIONS OF SHEAR WALLS STEEL BEAM, RE: PLAN STUD WALL, RE: PLAN FOR J STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS 14 SECTION 3/4" = 1'—O" STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS 2d NAILS ® 12" o.c. 4 SECTION 3/4" = 1'-0" ROOF SHEATHING, RE: PLAN 1 2x BLOCKING BWTN. JOIST, SIMPSON H2.5A ® EACH ROOF TRUSS WOOD BEAM, RE: PLAN WOOD COLUMN, RE: PLAN PROVIDE SIMPSON COLUMN CAP CC44 AT EACH POST DIAPHRAGM EDGE NAILING, 12d NAILS ® 6" o.c. TO TRUSS EACH SIDE (5) 10d NAILS FROM BOTTOM CHORD OF TRUSS BLOCK TO TOP WALL F_ DOUBLE TOP II'_ STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS NOTE: TRUSS BLOCK SHALL FURNISH 1000 Ibs. WORKING LOAD CAPACITY IN SHEAR 1000 Ibs. 1000 Ibs. 5 SECTION 3/4" = 1'-O" EDGE NAILING _ T.O. PLATE RE: PLAN DIAPHRAGM EDGE NAILING SIMPSON LRU21OZ HANGER 16d NAILS ® 6"o.c. FROM _U LEDGER ,/ (L BEAM & WALL DIAPHRAGM EDGE NAILING - Q 16d NAILS ® 6" o.c. \ ROOF DECK, RE: PLAN & GENERAL NOTES EE 14/S400 FO INFO NOT SHOWN 2 ,. r 2 4- 2x BLOCKING w/ DIAPRAGM EDGE NAILING FROM WALL SHEATHING EA. SIDE i 2x8 BLOCKING, RE: 7/S200 STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN i FOR LOCATIONS OF SHEAR WALLS. SHEATHING TO BE INSTALLED THIS SIDE OF WALL ® INTERIOR i SIMPSON TIE TO RESIST UPLIFT }-� SPECIFIED IN TRUSS PROFILE 15 SECTION 3/419 = 1 —0 SEE 7/S400 FOR INFO NOT SHOWN SLOPE z a ow � CV 2x10 LEDGER w/ (2) Y"0 SIMPSON SDS SCREWS EA. VERT. STUD (MIN. EMBED = 4") EDGE NAILING t 2x BLOCKING 11 SECTION 3/4" = 1'-O" A DIAPHRAGM EDGE NAILING EDGE NAILING 200 BLOCKING 0 0 BETWEEN KING . STUDS J 0 0 0 0 CBALLOON FRAMED STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS / OF SHEAR WALLS DOUBLE TOP PLATE i ROOF DECK, RE: PLAN REVIEWED FOR CODE COMPLIANCE APPROVED MAR 17 2016 City of Tukwila BUILDING DIVISION PROVIDE (2) TRIMMERS UNDER BEAM AND (1) KING STUD EACH SIDE OF BEAM. ATTACH EASH KING STUD TO BEAM w/ (10) 16d NAILS. WOOD BEAM, RE: PLAN F_ ATTACH TO BEAM w/ (2) ROWS OF HILTI KWIK—FLEX 1/4-20 x 1Y" SELF—DRILLINGq 3:0 SCREWS w/ #5 POINT ®18" 16 SECTION 3/4" = 1'-O" DESIGNPARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, Co 80134 PH: 303.668.1474 FX: 303.223.9104 D ESI GN P AR AM ETER S. COM ANCHOR ENGINEERING, INC. _-t Consulting Structural Engineers 2535 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com Q r n V J � < Q 00 co oo W FW— m Q W U Q O � N It D MY0 L6 IN[MAR i i mis 1 DD REID MIDIDLETON, INC. START DATE 10.02.2015 PROJECT NO • 150529 DRAWN BY CT CHECKED BY • INJ ISSUED/REVISED • • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25.2016 ROOF FRAMING SECTIONS I SECTION 3/4" = 1'-0" RE: PLAN AND NOTES FOR PANEL EDGE & FIELD NAILING. TYPICAL FOR ALL ROOF, AND WALL SHEATHING. PROVIDE BOUNDARY NAILING & BLOCKING AT ALL PANEL EDGES, RE: PLAN SHEETS FOR REQUIREMENTS, TYP. FAI y" V 2-12 T.O. STEEL RE: PLAN A GRIND WELDS SMOOTH X16" STEEL BEAM, RE: PLAN 6 SECTION 3/4" = 1'-O" Y"x8"xCONT. BENT Ill METAL DECK, RE: PLAN STEEL RAFTER, RE: PLAN L3x3x%xO'-4" ANGLE CONNECTOR (2) REQ'D. PER INCOMING TUBE (1) EA. SIDE T.O. PLATE Q1-T RE: PLAN 6" WELD EA. ENDIq OF BEARING R X," 2Y2" WELD EA. END OF TOP FLANGE y" 0'-5" STEEL BEAM, RE: PLAN y" STIFFENERS 4'-0" o.c., TYP. ROOF DECK, RE: PLAN & GENERAL NOTES ROOF TRUSS & TRUSS PLATES, RE: SECTION 1/S403 Q "x12x10" BEARING fl~ /RE: SECTION 1/S403 ROOF DECK, RE: PLAN & //GENERAL NOTES PRE—ENGINEERED WOOD ROOF TRUSS w/ SLOPED TOP CHORD & BUILT—IN PARAPET, RE: PLAN, RE: ARCH. FOR SLOPE.,_ < SLOPE A SIMPSON HGLTV TOP FLANGE HANGER. PROVIDE MIN. (8) FACE NAILS FROM HANGER INTO BLOCKING CONT. 2x12 BLOCKING ATTACH w/ (2) ROWS OF y" THREADED STUDS WELDED TO BEAM FLANGE ® 32" o.c., STAGGER 2 SECTION 3/4" = 1'-0" `P RE: ARCH. 7 SECTION 3/4" = 1'-0" T.O. PLATE RE: PLAN A PROVIDE TYPICAL EXTERIOR WALL SHEATHING ® THIS PORTION OF - WALL, RE: PLAN NOTES ON S200 '2x BLOCKING BETWEEN EA. STUD EDGE NAILING, EA. SIDE OF _ BLOCKING CEILING JOIST, RE: PLAN \ T.O. STEEL RE: PLAN Il' ATTACH TO BEAM w (2) ROWS OF HILTI KWIK-FLEX 1 /4-20 x 1 y" SELF -DRILLING SCREWS w/ #5 POINT ®18" o.c. 3 SE S KING 3EAM. TUD i T.O. STEEL RE: PLAN JNE OF 8AO BLOCK BTWN. BEAMS - , RE: ARCH. ROOF DECK, RE: PLAN & GENERAL NOTES 14/S400 FOINTO NOT SHOWN STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS -�`.u� (8) 16d NAILS AT EACH CEILING JOIST TO FACE OF STUD 0 01 ID O ° BLOCKING BETWEEN STUDS Fl.CEILING JOIST LOCATIONS �� ����, -'6T.� T1fAACH TO BEAM w/ (2) ROWS OF HILTI KWIK-FLEX 1/4-20 x 1 y" SELF -DRILLING SCREWS w/ #5 POINT @ 18" o.c. EDGE NAILING STEEL BEAM, RE: PLAN -*--EDGE NAILING 3/4" = 1'-0" SEE 7/S401 FOR INFO NOT SHOWN T.O. STEEL RE: PLAN A2 L3x3xY4 CONT. DECK ANGLE Ya" CAP fT' 4 SECTION 3/4" = V-0" SEE 7/S401 FOR 1 INFO NOT SHOWN � 6x10 SOLID BLOCKING BTWN. SQ STUDS ® STEEL BEAM BEARING 1 POINTS, PROVIDE JACK STUDS BENEATH EA. END Q ARCH. WOOD BEAM, RE: PLAN - WOOD BEAM, RE: PLAN i NOTCH BEAM ENDS & SET ON i WALL BOTTOM PLATE, PROVIDE _ SOLID BLOCKING BTWN. STUD FOR SNUG TIGHT FIT OF BEAM BWTN. _ WALL STUDS. NOTCH DEPTH = y - =I * BEAM DEPTH MAX. SIMPSON H2.5A EACH OF BEAM T.O. OPENING WOOD HEADER WHERE APPLICABLE, RE: PLAN �i6" RE: ARCH. 8 SECTION 3/4 = 1 -0 3/1�6 9 SECTION 3/4" = 1'-0" �s" V 2-12 METAL DECK, RE: PLAN STEEL BEAM, RE: PLAN L3x3x-% CLIP ANGLE (1) EA. SIDE OF BEAM, CONNECT TO BEAM w/ )f0 LAG BOLTS (MIN. EMBED 4") WOOD BEAM, RE: PLAN (2) y"O A307 BOLTS, SP. 3" APART HORIZ. (2)8x10 FAUX BEAM (2) Y4 sO A307 BOLTS, SP. 3" APART HORIZ. Y;x1'-1 %"x7" PLATE EA. SIDE OF BEAMS THRU-BOLT AS SHOWN WOOD POST, RE: PLAN KICKER, RE: PLAN 0 STEEL BEAM, RE: PLAN 1V 5 SECTION 3/4" = 1'-0" DIAPHRAGM BOUNDARY NAILING �i i _ CANTILEVER WOOD BEAM, RE: PLAN, TYP. (3) y"O A325N THRU-BOLTS PROVIDE WASHERS ON BOTH SIDES OF BOLTS, TYP. _ II I 2 � VX11h"xBENT fl, TYP. rY" CAP IF_ BALLOON FRAMED STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS. 2x BLOCKING BETWEEN EA. VERT STUD. ATTACH LEDGER w/ y"0 ------SIMPSON SDS SCREWS @ 12"o.c. (4" MIN. EMBED.) WOOD BEAM, RE: PLAN > SEDGE NAILING (® SIM. CONDITION, ROOF TRUSSES IN LIEU OF WOOD BEAM) 2x10 LEDGER. ATTACH TO EA. WALL STUD w/ (2) Y"0 SIMPSON STEEL BEAM, RE: PLAN 3"x12" LEDGER. ATTACH TO EA. WALL SDS SCREWS (4" MIN. EMBED.) STUD w/ (2) Ya"0 SIMPSON SDS SCREWS fl' %" EA. SIDE OF WOOD (4" MIN. EMBED.) ROOF DECK, RE: PLAN BEAM w/ (3) 13/16"0 (® SIM CONDITION, PROVIDE 2AO LEDGER HOLES Q w/ (2) y"0 SIMPSON SDS SCREWS) P2x — — — — — — fE"xBEAM WIDTH + 1Y2" DIAPHRAGM BOUNDARY NAILING EDGE NAILING OD JOISTS, RE: PLAN BLOCKING FASTENED FROM LEDGER w/ 16d NAILS @ 6"i 22 �� 10 SECTION 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED LIAR 17 2016 City of 1 ukwila BUILDING DIVISION DESIGN PARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, Co 8 013 4 PH: 303.668.1474 FX: 303.223.9104 D ESI GN P AR AM ETER S. COM ANCHOR tENGINEERIWO, INC. Consulting Structural Engineers 2535 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com Q V) \e < �C o�0 _ 00 W 17)" Fes— Q WJi U Q 7 O N rn 9 IiFM 04t E4AR 1 1 2016 DD REID MIDDLETON, INC. START DATE • 10.OZ2015 PROJECT NO ' 150529 DRAWN BY CT CHECKED BY- INJ ISSUED/REVISED • • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25.2016 CITY COMMENTS REVISION 03.02.2016 S401 ROOF FRAMING SECTIONS i I ROOF DECK, RE: PLAN & GENERAL NOTES DOUBLE TOP PLATE I DOUBLE TOP PLATE EDGE NAILING, RE: ROOF TRUSS, RE: PLAN PLAN 2x12 CONT. LEDGER, x FASTEN TO EA. STUD STUD WALL, RE: PLAN FOR STUD WALL, RE: PLAN FOR w/ (3) Ya"0 SDS STUD/SHEATHING REQ'M., RE: PLAN STUD/SHEATHING REQ'M., RE: PLAN SCREWS ® EA. STUD. FOR LOCATIONS OF SHEAR WALLS I FOR LOCATIONS OF SHEAR WALLS Q (4" MIN. EMBED.) EDGE NAILING 2x4's @ 24" ox. 2x BLOCKING BETWEEN EA. VERT STUD. ATTACH LEDGER SEE 7/S401 FOR SEE 7/S401 FOR w/ 16d NAILS ® 6" ox. INFO NOT SHOWN INFO NOT SHOWN 2 STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS EDGE NAILING, RE: PLAN EDGE NAILING, RE: PLAN I i NAIL FIRST CEILING JOIST TO STUDS w/ (3) 16d NAILS Ill ATTACH TO BEAM w/ (2) PACK BEAM WEB w/ 2x MATERIAL, ROWS OF HILTI KWIK—FLEX PROVIDE (2) ROWS Y" O 1/4-20 x 1�" SELF -DRILLING THRU-BOLTS ® 24"o.c. SCREWS w/ #5 POINT ®18" ox. � WOOD BEAM, RE: PLAN T.O. CEILING RE: ARCH. IE ATTACH TO BEAM w/ (1) ROW CEILING JOIST, RE: PLAN OF HILT KOK-FLEX 1/4-20 x 14" T.O. STEEL SELF -DRILLING SCREWS w/ #5 Alk T.O. STEEL POINT ®9" ox. 1/S402 FOR RE: PLAN RE: PLAN INFO NOT SHOWN fE ATTACH TO BEAM w/ (2) SEE 7/S401 FOR ROWS OF HILT] KWIK-FLEX INFO NOT SHOWN 1/4-20 x 1 "SELF -DRILLING LINE OF 8x10 BLOCK SCREWS w/ #5 POINT ®18" ox. BTWN. BEAMS - , RE: ARCH. WOOD BEAM, RE: 2 PLAN -NOTCH BEAM � Q2 i EDGE NAILING ® EA. II'_, TYPICAL ARCH. ( i ENDS &SET ON WALL BOTH SIDES OF WALL 1 PROVIDE &70 SHORT EDGE NAILING BOTTOM PLATE, PROVIDE SLOTTED VERTICAL HOLES L3x3xYa DECK ANGLE ATTACH TO SIMPSON H2.5A EACH OF SOLID BLOCKING BTWN. ® 6"o.c. IN ANGLE STUD WALL THROUGH SHEATHING PACK BEAM WEB w/ 2x STEEL BRACE FRAME, BEAM STUD FOR SNUG TIGHT ������� " " MATERIAL, PROVIDE ROWS FIT OF BEAM BWTN. WALL w/ "o.c. Y2" STEPSON SDS SCREWS RE: 1/S405 STUDS. NOTCH DEPTH = ®6 o.c. MIN. EMBEDMENT 4 Y2"O THRU—BOLTS ® 24"o.c. T.O. STEEL _ _ _ _ _ 2x BLOCKING T.O. OPENING T.O. OPENING Y * BEAM DEPTH MAX. RE: PLAN RE: ARCH. RE: ARCH. METAL DECK, RE: PLAN & GENERAL NOTES STEEL TUBE, RE: PLAN AA A WOOD HEADER WHERE APPLICABLE, RE: PLAN 1 SECTION 2 SECTION 3 SECTION 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" EA. SIDE IE TO�� BOTTOM P 1/� g V C STEEL COLUMN, RE: PLAN SHOP WELD IF_ SADDLE RE: PLAN AND NOTES FOR PANEL EDGE & FIELD NAILING. TYPICAL FOR ALL ROOF, AND WALL SHEATHING. PROVIDE BOUNDARY NAILING & BLOCKING AT ALL PANEL EDGES, RE: PLAN SHEETS FOR REQUIREMENTS, TYP. WOOD BEAM, RE: PLAN II 1y" 0 II T.O. BEAM II RE: PLAN M M O I II II II II II II SIDE ELEVATION STEEL COLUMN, RE: PLAN TOP VIEW 0 6 SECTION 3/4" = 1'-0" lE%x7x1'-0" w/ (3) 1X6"0 HOLES FOR N40 A325 BOLTS, AS SHOWN. EA. SIDE OF BEAM fE %xBM WIDTH +Ya"x0'-7" Y " V 5" 4 EA. SIDE IE TO g" V 10" COLUMN WEB —WOOD BEAM, RE: PLAN II1%x7x1'-0" w/ (3) 1X670 HOLES FOR N40 A325 BOLTS, AS SHOWN. EA. SIDE OF BEAM T.O. CEILING RE: ARCH. B SLOPE 1 PROVIDE SIMPSON HUS412 FACE MOUNT HANGER A SEE 3/S402 FOR INFO NOT SHOWN DIAPHRAGM EDGE NAILING 2x8 BLOCKING BETWEEN EA. TRUSS Q DIAPHRAGM EDGE NAILING ROOF TRUSS, RE: PLAN DIAPHRAGM EDGE NAILING STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS STUD WALL, RE: PLAN FOR STUD/SHEATHING REQ'M., RE: PLAN FOR LOCATIONS OF SHEAR WALLS. SHEATHING TO BE INSTALLED THIS SIDE OF WALL ® INTERIOR EDGE NAILING, RE: PLAN 2x BLOCKING, FASTEN TO WOOD BEAM w/ 16d NAILS 6" o.C. � 2 WOOD HEADER WHERE APPLICABLE, RE: PLAN 4 SECTION 3/4" = 1'-0" ROOF SHEAHTING, RE: PLAN SLOPED TOP CHORD OF TRUSS SLOPE i Z_ N 4, T.O. PLATE SLOPED 2x BLOCKING BETWEEN EA. TRUSS. ATTACH TO PARALLEL TRUSS w/ SIMPSON A35 CLIP ® 18" ox. SIMPSON TIE TO RESIST UPLIFT SPECIFIED IN TRUSS PROFILE CEILING JOIST, RE: PLAN O O C 01 O T.O. CEILING RE: ARCH. (8) 16d NAILS AT EA. CEILING JOIST TO FACE OF STUD BLOCKING BTWN. STUDS ® CEILING JOIST LOCATIONS WOOD HEADER WHERE APPLICABLE, RE: PLAN T.O. OPENING _ LN RE: ARCH. 5 SECTION 3/4" = 1'-0" REVIEWEDOR CODE COMPLIANCE APPROVED MAR 17 2016 City of Tukwila DUILDING DIVISION i I DESIGNPARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, co 80134 PH: 303.668.1474 FX: 303.223.9104 DESIGNPARAMETERS.COM ANCHOR ENGINEERING, INC. Consulting Structural Engineers 2535 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com Q ( ) < Q � _ 00 W crf Fw— Cy) Q n W U Q O V) ::D 0 r— MAR 1 1 2016 DD REID MIDDLETON, INC. START DATE • 10.OZ2015 PROJECT NO • 150529 DRAWN BY • CT CHECKED BY • INJ ISSUED/REVISED • • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25.2016 ROOF FRAMING SECTIONS l l l I S403 I d � 1 fr4j Jp'-s . N 1"4-y4- 4 A B I FILLET WELD ALL AROUND Irk N \ e 01 i 0 ` ` S 0 0 0 6 is " 2"\" 10Y" C TRUSS ELEVATION 3/4" = 1'-0" m \J 1 �2 qom"" voll�_ nvvv u_nny "". r L*n" Toi ice TAD rHORD Y" BENT IE w/ %6"0 HOLES AS DEPCICTED '0 A307 BOLT 3 SECTION 3/4" = 1'-0" Y4" BENT IE w/ 1 HOLES AS DEPI( "O A307 E WOOD BEAM, RE: F"... 4 SECTION 3/4" = 1'-0" Y4" BENT Ill w/ %" 0 HOLES AS DEPI( Y"O A307 E 5 SECTION 3/4" = 1'-0" RIDGE BEAM, RE: PLAN REVIEWED FOR BODE COMPLIANCE APPROVED MAR 17 2016 City of Tukwila BUILDING DIVISION TRUSS TOP CHORD WOOD BEAM, RE: PLAN R Y4x6x2'-6" w/ 1Yi6"0 HOLES TO ALIGN w/ BENT IE ABOVE ci H 6� z Ln 8 CO-4 ix '� z 0 z0� Al �I 40 DESIGN PARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, co 80134 PH: 303.668.1474 FX: 303.223.9104 DESIGN PARAMETERS. COM ANCHOR ENGINEERING, INC. Consulting Structural Engineers 2535 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com 19AR 1 1 2016 REID MlDDLETON, INC. START DATE • 10.02.2015 PROJECT NO ' 150529 DRAWN BY • CT CHECKED BY • INJ ISSUED/REVISED • • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25,2016 CITY COMMENTS FxEVfSlOhl`i� $343 ?Q16- MAR " 2016 S403 ROOF FRAMING SECTIONS �I EMBE[ PROM[ DESIGNPARAMETERS, LLC 10495 S PROGRESS WAY. ##202 PARKER, Co 80134 PH: 303.668.1474 FX: 303.223.9104 DESIGN PARAMETERS. COM ANCHOR ENGINEERING, INC. Consulting Structural Engineers 2533 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ( n V / Q 00 00 T— oo WLij< ry m �— w U aC O ::D O D E W1 CMIAR 1 1 2016 REID MIDDLETON, INC. START DATE • 10.02.2015 PROJECT NO • 150529 DRAWN BY • CT CHECKED BY • INJ ISSUED/REVISED • • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25.2016 ROOF FRAMING SECTIONS 18'-6" EXTEND STEEL CAP fE OVER TnP IP Rr PR01,111F W 5/00S m U-Ci.0-41 C" n A r] m REVIEWED FOR CODE COMPLIANCE APPROVED MAR 17 2016 City of Tukwila BUILDING DIVISION zz �—d iz �� 8 N z Za mi 4 E.m I DESIGNPARAMETERS, LLC 10495 S PROGRESS WAY. #202 PARKER, Co 80134 PH: 303.668.1474 FX: 303.223.9104 DESIGNPARAMETERS.COM ANCHOR ENGINEERING, INC. Consulting Structural Engineers 2535 17th Street, Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com 'Q r n V / cif Q 00 00 00 W ry LLJ I— Q n LiJ O � O r— START DATE • 10.02.2015 PROJECT NO • 150529 DRAWN BY • CT CHECKED BY • INJ ISSUED/REVISED • • DATE PERMIT 11.13.2015 CITY COMMENTS REVISION 01.25.2016 CITY COMMENTS REVISION 03.02.2016 i 0 S405 ROOF FRAMING SECTIONS