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Permit D13-219 - 4501 BUILDING - NEW OFFICE BUILDING
4501 BiTILDING 4501 S 134 PL D13-219 • City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director CERTIFICATE OF COMPLETION This Certificate is issued to verify that at the time of issuance, the structure described below has passed a final inspection and was in compliance with the various ordinances of the City regarding the building construction or use for an unoccupied building shell. Building Permit No.: D13-219 Tenant: 4501 BUILDING Building Address: 4501 S 134 PL Parcel No.: 2613200045 Property Owner: SMITH COURT LLC PO BOX 146, RENTON, WA 98057 Type of Construction: III -B Design Occupant Load: 64 THIS IS NOT A CERTIFICATE OF OCCUPANCY. Prior to occupying any portion of the above described building any or all tenants must first obtain a Certificate of Occupancy from the Tukwila Building Official or his designated representative. The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severely affects the safety of the general public. Although the City has made a complete review and inspection as is reasonably possible, the City neither guarantees nor warrants the owner or any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State affecting the construction or use of said structure or the land upon which it is situated. Such compliance is the responsibility of the owner and/or occupants of the structure. /1 if rnTr_ n r ./27/-2 %‘ 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 S )City of Tukwila Parcel No: Address: Project Name: 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.sov DEVELOPMENT PERMIT 2613200045 Permit Number: D13-219 4501 S 134 PL 4501 BUILDING Issue Date: 8/18/2014 Permit Expires On: 2/14/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: SMITH COURT LLC PO BOX 146 , RENTON, WA, 98057 BOB FADDEN 130 LAKESIDE, SUITE 250 , SEATTLE, WA, 98122 LAKERIDGE DEVELOPMENT LLC PO BOX 146 , RENTON, WA, 98057 LAKERD1930QA 4501 LLC Address: PO BOX 146 , RENTON, WA, 98057 Phone: (206) 325-2553 Phone: (425) 228-9750 Expiration Date: DESCRIPTION OF WORK: SUBTYPE: NOFF STATUS: PENDING DESCRIPTION: CONSTRUCTION OF BUILDING SHELL FOR FUTURE OCCUPANCY INCLUDING LIMITED TENANT IMPROVEMENT. Project Valuation: $2,652,985.64 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: III -B Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $77,352.08 Occupancy per IBC: B Water District: 125 Sewer District: TUKWILA SEWER SERVICE,VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: 0 Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: 0 1 0 0 Volumes: Cut: 740 Fill: 568 1 Number: 1 PRIVATE 1 0 PRIVATE Yes Permit Center Authorized Signature: Date: cid I hearby certify that I have read and -xami ed this permit and know the same to be true and correct. All provisions of law and ordinances gov this work will be complied with, whether specified herein or not. The granting oft p- t di - of presume to give authority to violate or cancel the provisions of any other state or local g • truction or the performance of work. I am authorized to sign and obtain this developmen • . gre • the conditions attached to this permit. Signature: Print Name: Ay," e d I'45- Date: f �h This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: 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. 7: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: 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. 10: 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. • 11: New suspended ceiling grid and light fixture installations shall meet the non -building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: Readily accessible access to roof mounted equipment is required. 14: 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. 15: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 16: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 17: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 18: All wood to remain in placed concrete shall be treated wood. 19: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 22: 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. 23: 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). 24: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 25: 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. 26: 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. 27: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 28: Schedule and attend a Preconstruction Meeting with the Public Works Department, prior to start of work under this permit. To schedule call Public Works at (206) 431-0179. 29: Contractor shall notify Public Works Inspector Mr. Dave Stuckle at (206) 433-0179 of commencement and completion of work at least 24 hours in advance. 30: 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 weekday work hours after 5:00 and weekend work hours. 31: Any material spilled onto any street shall be cleaned up immediately. 32: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 33: 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. 34: The Land Altering Permit Fee is based upon an estimated 740 cubic yards ot and 568 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 35: 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. 36: 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. 37: ***FIRE DEPARTMENT PERMIT CONDITIONS*** 38: 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) 39: 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) 40: 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, 4-3, 4-4) 41: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 42: 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" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 43: 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) 44: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 45: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 46: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 47: 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) • 48: 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 1011.5.1) 49: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 50: 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 1006.1, 1006.2, 1006.3) 51: 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 1006.4) 52: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 53: Install a electrically supervised wall indicating valve (WIV) on the building exterior. 54: U.L. central station supervision is required. (City Ordinance #2327) 55: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2327) 56: 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) 57: 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. 2327). 58: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2327) 59: All exterior components of sprinkler systems should be painted SAFETY RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2327) 60: The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600 with an additional available 1,000 GPM at the base of the riser for in -rack sprinklers and fire hose allowance.. (City Ordinance #2327) 61: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) 62: 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) 63: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 64: All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Dave Stuckle, Utilities Inspector, Public Works Department, at (206) 433-0179 to make an appointment. (NFPA 13-10.10.2.2.1, 10.10.2.2.2, 10.10.2.2.3, 10.10.2.2.4) 65: 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) 66: Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13-6.2.8) 67: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a S -inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13-6.8.3) (City Ordinance #2327) 68: 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" diameter) 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) 69: 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) 70: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 71: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 72: 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. 73: Sprinkler coverage around unit heaters needs to comply with section 8.3.2.5 and figure 8.3.2.5 of NFPA 13 (2007 edition). 74: 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. 75: 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 #2328. 76: 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 #2328) (IFC 104.2) 77: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2328) 78: 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 #2328) 79: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 80: 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 #2328. 81: 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 #2328) 82: 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 #2328) 83: The reset code for the fire alarm panel or keypad shall be 1-2-3-4-5. The reset code shall not be changed without approval of the Fire Marshal. The reset code should be permanently posted at the keypad. (City Ordinance #2328) 84: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 85: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 86: 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) 87: Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn-around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 88: 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 #2047) 89: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 90: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 91: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 92: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2-1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1-1/4" Pentagon open-lift operating nut. (City Ordinance #2052) 93: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 94: Maximum grade for all projects is 15%. 95: Fire hydrant installation requires a Public Works permit. 96: Fire hydrants shall be oriented in the direction of fire apparatus access. 97: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 98: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 99: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 100: The exempt meter work shall include a State Department of Health approved double check valve assembly. 101: The deduct meter shall read flow quantities in 100's of cubic feet and shall have a TRPL register that is compatible with the Sensus automatic reading system 102: Domestic backflow (RPPA) with Hot Box shall be shown on Civil plan sheet C-12 of 14, for domestic water meter. Provide (size, brand, etc. with specifications — including Hot Box). Backflow device shall be an approved Washington Health Department - USC listed (RPPA). Provide to and coordinate with the Public Works Inspector. 103: Permits D07-366, D08-021, D07-082, & PW07-082 have all expired. These permits did not receive Final Inspection by Pubic Works. Under this Building Permit no. D13-219; all Public Works Inspections under D07 -366, D08-021, D07-082, & PW07-082 (not made final) shall be Finaled by the Public Works Inspector. • 104: Substitute any of the following tree species for the Prunus cerasifera var. Krauter Vesuvius currently shown on the two landscape islands on the north side of the parking lot: Ginkgo biloba, Autumn Gold Ulmus parvifolia Zelkova serata, Greenvase or Village Green 105: This project was approved by the City's Board of Architectural Review or the Department of Community Development Director and no changes are allowed without prior approval of the Planning Department, these include no changes to the exterior finishes of the building, landscaping (both design and plant species), site plan, and site finishes. If you wish to make any changes you must submit a written request along with a justification for the requested change and an explanation as to why the issue was not addressed as part of the design review process. 106: All design elements on the building and the site, including landscaping must be completed prior to final occupancy. The city will not allow the design elements to be deferred, instead all items must be completed before final inspection. It is highly unlikely that the city will consider financial guarantee in lieu of completing the work. 107: Signs are not approved as part of this permit. A separate sign permit is required 108: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 109: Any land use sign that was installed on the property as part of public notification process shall be removed after the appeal period is over. The final planning inspection shall not be approved until the sign is removed. 110: Prior to issuance of any grading or building permit, the applicant shall demonstrate to the satisfaction of the SEPA Responsible Official that the Department of Ecology has approved the construction plans to ensure that the kiln ash is handled in an appropriate manner or that the construction activity is exempt from DOE permit requirements. 115: Per Brandon, this condition met after meeting with applicant on May 13, 2014. 111: Prior to final approval of D13-219 the applicant shall record a "Sensitive Area Easement" with the King County's Recorders Office. The City shall provide a copy of the easement for the applicant's signature. 112: Tree protection fences shall be installed around the perimeter of all trees which shall remain on site. The fences shall be installed along the drip line for each tree. Fences shall also be installed around the driplines of any trees which extend onto the property. Any removal or actions which result in the death of any trees on site or offsite shall required approrpriate mitigation. Any tree which were identified as remaining shall not be removed without approval from the Department of Community Development. 113: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 114: The stream mitigation plantings shall be replaced prior to requesting final building inspection from Planning. The City will install signage identifying the stream as protected under the City's Sensitive Areas Ordinance. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 5170 BACKFLOW - IRR 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4004 SI -WELDING 5090 STORM DRAINAGE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5120 WATER METER - EXEMPT 5130 WATER METER - PERM • Parcel No: Address: Project Name: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 2613200045 4501 S 134 PL 4501 BUILDING DEVELOPMENT PERMIT Permit Number: D13-219 Issue Date: 8/18/2014 Permit Expires On: 2/14/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SMITH COURT LLC PO BOX 146 , RENTON, WA, 98057 BOB FADDEN 130 LAKESIDE, SUITE 250 , SEATTLE, WA, 98122 LAKERIDGE DEVELOPMENT LLC PO BOX 146 , RENTON, WA, 98057 LAKERDI930QA 4501 LLC PO BOX 146 , RENTON, WA, 98057 Phone: (206) 325-2553 Phone: (425) 228-9750 Expiration Date: 11/6/2015 DESCRIPTION OF WORK: SUBTYPE: NOFF STATUS: PENDING DESCRIPTION: CONSTRUCTION OF BUILDING SHELL FOR FUTURE OCCUPANCY INCLUDING LIMITED TENANT IMPROVEMENT. PUBLIC WORKS ACTIVITIES INCUDE: EROSION CONTROL, LAND ALTERING, x" WATER METER, x" RPPA FOR DOMESTIC, x" WATER ONLY or x" DEDUCT WATER METER, DCDVA FOR FIRE BACKFLOW WITHIN BUILDING, SANITARY SIDE SEWER, STORM DRAINAGE, FIRE HYDRANT(S), FIRE LINE, AND PAVEMENT. TRANSPORTATION IMPACT FEE. TRAFFIC CONCURRENCY TEST FEE IN THE AMOUNT OF $2,000.00 PAID UNDER PUBLIC WORKS PERMIT NO. C07- 012. WATER DIST. 125. Project Valuation: $2,652,985.64 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: III -B Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $77,285.58 Occupancy per IBC: B Water District: 125 Sewer District: TUKWILA SEWER SERVICE,VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: • • International Building Code Edition: 2012 International Fuel Gas Code: 2012 International Residential Code Edition: 2012 WA Cities Electrical Code: 2012 International Mechanical Code Edition: 2012 WA State Energy Code: 2012 Uniform Plumbing Code Edition: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: 0 0 0 0 0 Volumes: Cut: 740 Fill: 568 0 Number: 0 PRIVATE 0 0 PRIVATE Yes (1.)Permit Center Authorized Signature: Date: a IP) -(7 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 granti state or lo developm Signature: Print Name: 0 it does not presume to give authority to violate or cancel the provisions of any other g construction or the performance of work. I am authorized to sign and obtain this ree to the conditions attached to this permit. Date: v This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: 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. 7: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. • • 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: 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. 10: 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. 11: New suspended ceiling grid and light fixture installations shall meet the non -building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: Readily accessible access to roof mounted equipment is required. 14: 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. 15: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 16: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 17: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 18: All wood to remain in placed concrete shall be treated wood. 19: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 22: 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. 23: 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). 24: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 25: 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. 26: 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. 27: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 28: Schedule and attend a Preconstruction Meeting with the Public Works Department, prior to start of work under this permit. To schedule call Public Works at (206) 431-0179. • • 29: Contractor shall notify Public Works Inspector Mr. Dave Stuckle at (206) 433-0179 of commencement and completion of work at least 24 hours in advance. 30: Permits D07-366, 008-021, D07-082, & PW07-082 have all expired. These permits did not receive Final Inspection by Pubic Works. Under this Building Permit no. D13-219; all Public Works Inspections under D07 -366, D08-021, D07-082, & PW07-082 (not made final) shall be Finaled by the Public Works Inspector. 31: 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 weekday work hours after 5:00 and weekend work hours. 32: Any material spilled onto any street shall be cleaned up immediately. 33: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 34: 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. 35: The Land Altering Permit Fee is based upon an estimated 740 cubic yards of cut and 568 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 36: 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. 37: 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. 38: ***FIRE DEPARTMENT PERMIT CONDITIONS*** 39: 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) 40: 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) 41: 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, 4-3, 4-4) 42: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 43: 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" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 44: 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) 45: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) • 46: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 47: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 48: 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) 49: 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 1011.5.1) 50: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 51: 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 1006.1, 1006.2, 1006.3) 52: 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 1006.4) 53: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 54: Install a electrically supervised wall indicating valve (WIV) on the building exterior. 55: U.L. central station supervision is required. (City Ordinance #2327) 56: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2327) 57: 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) 58: 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. 2327). 59: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2327) 60: All exterior components of sprinkler systems should be painted SAFETY RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2327) 61: The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600 with an additional available 1,000 GPM at the base of the riser for in -rack sprinklers and fire hose allowance.. (City Ordinance #2327) 62: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) • • 63: 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) 64: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 65: All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Dave Stuckle, Utilities Inspector, Public Works Department, at (206) 433-0179 to make an appointment. (NFPA 13-10.10.2.2.1, 10.10.2.2.2, 10.10.2.2.3, 10.10.2.2.4) 66: 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) 67: Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13-6.2.8) 68: 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 #2327) 69: 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" diameter) 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) 70: 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) 71: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 72: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 73: 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. 74: Sprinkler coverage around unit heaters needs to comply with section 8.3.2.5 and figure 8.3.2.5 of NFPA 13 (2007 edition). 75: 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. 76: 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 #2328. 77: 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 #2328) (IFC 104.2) 78: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2328) 79: 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 #2328) 80: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 81: 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 #2328. • 82: 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 #2328) 83: 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 #2328) 84: The reset code for the fire alarm panel or keypad shall be 1-2-3-4-5. The reset code shall not be changed without approval of the Fire Marshal. The reset code should be permanently posted at the keypad. (City Ordinance #2328) 85: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 86: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 87: 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) 88: Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn -around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 89: 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 #2047) 90: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 91: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 92: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 93: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2-1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1-1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 94: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 95: Maximum grade for all projects is 15%. 96: Fire hydrant installation requires a Public Works permit. 97: Fire hydrants shall be oriented in the direction of fire apparatus access. 98: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 99: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 100: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 101: The exempt meter work shall include a State Department of Health approved double check valve assembly. • 102: The deduct meter shall read flow quantities in 100's of cubic feet and shall have a TRPL register that is compatible with the Sensus automatic reading system 105: Domestic backflow (RPPA) with Hot Box shall be shown on Civil plan sheet C-12 of 14, for domestic water meter. Provide (size, brand, etc. with specifications — including Hot Box). Backflow device shall be an approved Washington Health Department - USC listed (RPPA). Provide to and coordinate with the Public Works Inspector. 103: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay under PW permit CXX-OXX. Fee based on 104: Prior to issuance of this permit, a Transportation Impact Fee applies to this permit in the amount of $11,897.20; based on (16,996 sq ft/GFA of Warehouse x $0.70 per sq ft.). 106: Permits D07-366, D08-021, D07-082, & PW07-082 have all expired. These permits did not receive Final Inspection by Pubic Works. Under this Building Permit no. 013-219; all Public Works Inspections under D07 ••366, D08-021, D07-082, & PW07-082 (not made final) shall be Finaled by the Public Works Inspector. 107: Substitute any of the following tree species for the Prunus cerasifera var. Krauter Vesuvius currently shown on the two landscape islands on the north side of the parking lot: Ginkgo biloba, Autumn Gold Ulmus parvifolia Zelkova serata, Greenvase or Village Green 108: This project was approved by the City's Board of Architectural Review or the Department of Community Development Director and no changes are allowed without prior approval of the Planning Department, these include no changes to the exterior finishes of the building, landscaping (both design and plant species), site plan, and site finishes. If you wish to make any changes you must submit a written request along with a justification for the requested change and an explanation as to why the issue was not addressed as part of the design review process. 109: All design elements on the building and the site, including landscaping must be completed prior to final occupancy. The city will not allow the design elements to be deferred, instead all items must be completed before final inspection. It is highly unlikely that the city will consider financial guarantee in lieu of completing the work. 110: Signs are not approved as part of this permit. A separate sign permit is required 111: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 112: Any land use sign that was installed on the property as part of public notification process shall be removed after the appeal period is over. The final planning inspection shall not be approved until the sign is removed. 113: Prior to issuance of any grading or building permit, the applicant shall demonstrate to the satisfaction of the SEPA Responsible Official that the Department of Ecology has approved the construction plans to ensure that the kiln ash is handled in an appropriate manner or that the construction activity is exempt from DOE permit requirements. 114: Prior to final approval of 013-219 the applicant shall record a "Sensitive Area Easement" with the King County's Recorders Office. The City shall provide a copy of the easement for the applicant's signature. 115: Tree protection fences shall be installed around the perimeter of all trees which shall remain on site. The fences shall be installed along the drip line for each tree. Fences shall also be installed around the driplines of any trees which extend onto the property. Any removal or actions which result in the death of any trees on site or offsite shall required approrpriate mitigation. Any tree which were identified as remaining shall not be removed without approval from the Department of Community Development. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 5170 BACKFLOW - IRR 5190 BACKFLOW - WATER • • 1700 BUILDING FINAL** 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 5060 LANDSCAPE IRRIGATION 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4004 SI -WELDING 5090 STORM DRAINAGE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5120 WATER METER - EXEMPT 5130 WATER METER - PERM CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. -1D\ J - 74? Date Application Accepted: (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 Site Address: 450/ S )34-4b PLoc.,c Tenant Name: PROPERTY OWNER Name$4 Name: E Address: Address:0 0 p)q- (6/6 C' City: State , City: Af, 0� IC Zip���q CONTACT PERSON —person receiving all project communication Name$4 a 794 AI6/y 1 T6Gf" Address: Fax: 4/.2.3-42672 32, Phone: itzs7:7_0 q..25 City: State: Zip: Phone: Fax: Email: Phonr,z . 3.6....26.-5 3 3 ?x.53 Fax: f.zsg...320 y 5-3-- GENERAL CONTRACTOR INFORMATION Company Name: % A-1661tiLKt (NE -yr' 01344A- 1 Address: 0 607_, / ci City: M ON State: kiA_ :Zip .' Fax: 4/.2.3-42672 32, Phone: itzs7:7_0 q..25 Conti Reg No.:4A- itL em i g30Q1Exp Date: 5H kI S Tukwila Business License No.: H:\Applications\Forms-Applications On Line \201 I Applications\Permit Application Revised - 8-9-1I.docx Revised: August 2011 bh King Co Assessor's Tax No.:'fo1'32 ? t23 'v Suite Number: Floor: New Tenant: ❑ Yes ..No ARCHITECT OF RECORD _ENGINEER Company Name: ��I.dX.1S-f�s/t1 / ril Company Nam Z 6172. ,J r'3 Address: , 1;2‘23).- 7 Architect Name: _ Address: l60 L,4 City: W _ (_IA State:(, ] Zip,g3/212 Phonr,z . 3.6....26.-5 3 3 ?x.53 Fax: f.zsg...320 y 5-3-- Emai1 /j,1j h - OF RECORD _ENGINEER Company Name: ��I.dX.1S-f�s/t1 / ril Engineer Name y44....2 LOLL4,0 Z 6172. ,J r'3 Address: , 1;2‘23).- 7 State: 4 !14 Zip���j1 City: /� QUA`S `7T JA Phone:// ,r/h�66q--,,Oj Fax: 9 aW,�f J�5 Email: hrWA-1(G G5e,&/1Sc. Cen., LENDER/BOND ISSUED (required for projects $5,000 or greater perRCW 19.27.095) Name: 5 ( LLC... Address: 0 •,dam 11,4 City: W _ (_IA State:(, Zip: ?oaf O Page 1 of4 • • BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Cc o sincyj/off ci 180/1.19 s et -a --5."-){4271 )e,,L)Y /JC uO' D&L/•- leueP7 ,71.2 4,52-/)SC1,1 Will there be new rack storage? ❑ Yes X. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft):/ Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentaon_t6atshows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 1 Compact: 7 Handicap: Will there be a change in use? ❑ Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: [X, Sprinklers El Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8.9-1l.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC pe of Oc pancy per IBC IS' Floor /12.I /Z /917 V 5 47/671) Floor 3rdoor Floors thru Basement Accessory Structure* Attached Garage Detac:hed Garage Attached Carport Detached Carport. Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft):/ Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentaon_t6atshows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 1 Compact: 7 Handicap: Will there be a change in use? ❑ Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: [X, Sprinklers El Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8.9-1l.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ... Water Availability Provided Sewer District ❑ ...Tukwila ❑ ... Sewer Use Certificate O .. Highline ❑ ... Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle 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 apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) O ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ....Right-of-way Use - No Disturbance O .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way El ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards O .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ... Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) O .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance O .. Work in Flood Zone O .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank 0 .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public El Private ❑ ❑ ...Water Main Extension Public 0 Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) E l ...Water El ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \20I I Applications\Permit Application Revised - 8-9-11.docx • Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Print Name: „gob AhD Mailing Address: H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: a-24-26/3 Day Telephone: 2 325' 2653 City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 4 501 6 u 'Lbw 6' PERMIT # 2/ 9 (P 4501 S. 1341 PL ) 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. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. 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. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ 0'2-7/1. 08 (4) 5. Enter total excavation volume 74/ O cubic yards ft e cubic yards Da 1250 (1) Enter total fill volume Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001— 10,000 $49.25 10,001 — 100,000 $49.25 for 151. 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 15' 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ /37,oc (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ / 2 198, 08 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. RECEIVED CITY OF TUKWILA NOV.: 01 2013 PERMIT CENTER Approved 09.25.02 Last Revised 03.27.13 CORRECTION LTR# b\c1-11 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ ?/ 71/4 °8 (6) 7. Pavement Mitigation Fee (N/A ) $ 0 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 1B to estimate the p 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 8. 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. (7) $ /4'7 (8) QUANTITY IN CUBIC YARDS RATE 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 15` 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1s` 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1.s` 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 03.27.13 2 RECEIVED CITY OF TUKWILA NOV: 0 1 2013 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 Total A through E $ 25 .-9-09- (9) 10. 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 $ DUE WHEN PERMIT IS ISSUED 2-v Total A through I $ t' S��—8:8e—(10) (6+7+8+9+10) $ /9( 7 e 2 z__0:89 - 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. Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 IVED TUKWILA NOV 0 1 2013 PERMIT CENTER Clear Form WATER METER FEE Permanent and Water Only Meters Size (inches) I allation Cascade Water Alliance RCFC 01.01.2011 —12.31.2011 a Fee 0.75 $625 $6005 $6630 1 $1125 $15,I .50 $16,137.50 1.5 $2425 0,025 $32,450 2 $2825 .:: 040 $50,865 3 $4425 $96,0:: $100,505 4 $7825 $150,125 $157,950 6 $125 $300,250 $312,775 REC Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 IVED TUKWILA NOV 0 1 2013 PERMIT CENTER Clear Form ENGINEER'S ESTIMATE FOR 4501 BUILDING - D13-219 • , GENERAL: ITEM UNIT PRICE QUANTITY COST AC PVMT. $21 /SY 2500 SY $52,500 SEALANT $1.50 /FT 183 FT $275 SAWCUT $2 /FT 183 FT $366 EX. CURB $4.50 /FT 247 FT $1,112 SIDEWALK $2.60 /SY 168 SY $437 KEYSTONE WALL $5 /SF 980 SF $4,900 CONC. WALL $50 /SF 200 SF $10,000 CONC. RAMP $22 /SY 86 SY $1,892 EXCAVATION $2.50 /CY 1308 CY $3,270 FENCE $15 /FT 581 FT $8,715 GATE $1,300 /EA 1 $1,300 GRADING $1.25 /SY 4300 SY $5,375 ROCKERY $12.50 /SF _ 300 SF $3,750 STRIPING PER STALL $7.50 /EA 26 $195 HANDICAP SIGN $100 /EA 2 $200 CROSSWALK $3.50 /SF 416 SF $1,456 CRUSH ROCK $11 /SY 830 SY $9,130 MOBILIZATION $1,000 /EA 1 $1,000 CLEARING $1,800 /AC 0.9 AC $1,620 TOTAL $107,492 SEWER: ITEM UNIT PRICE QUANTITY COST C.O. $380 /EA 1 $380 TOTAL $380 WATER: ITEM UNIT PRICE QUANTITY COST 1"METER $1,000 /EA 1 $1,000 DEDUCT METER $750 /EA 1 $750 BACK FLOW PREVENTION $750 /EA 1 $750 TOTAL $2,500 EROSION CONTROL: ITEM UNIT PRICE QUANTITY COST TESC SUPERVISOR $70 /HR 1 HR $70 CB PROTECTION $28 /EA 4 $112 TOTAL $182 GRANDTOTAL $110,554 RECEIVED CITY OF TUKWILA NOV.: 01 2013 PERMIT CENTER Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY I PAID $66.50 D13-219 Address: 4501 S 134 PL Apn: 2613200045 $66.50 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R6318 R000.345.830.00.00 1.00 $66.50 $ 66.50 $66.50 Date Paid: Thursday, October 01, 2015 Paid By: WM WAYNE JONES Pay Method: CREDIT CARD 07902D Printed: Wednesday, October 07, 2015 1:04 PM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID 66.50 D13-219 Address: 4501 S 134 PL pn: 2613200045 $66.50 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R6318 R000.345.830.00.00 1.00 $66.50 $66.50 $66.50 Date Paid: Thursday, October 01, 2015 Paid By: WM WAYNE JONES Pay Method: CREDIT CARD 07902D Printed: Thursday, October 01, 2015 3:46 PM 1 of 1 CSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAN ACCOUNT QUANTITY PAID $66.50 13.21' ess• 4501 S 1 in: 2613200045 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R6083 R000.345.830.00.00 1.00 $66.50 $66.50 Date Paid: Thursday, September 03, 2015 Paid By: WM WAYNE JONES Pay Method: CREDIT CARD 09864D Printed: Thursday, September 03, 2015 2:23 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $66.50 D13-219 Address: 4501 S 134 P1 Apn: 2613200045 $66.50 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R5670 R000.345.830.00.00 1.00 $66.50 $66.50 $66.50 Date Paid: Tuesday, July 07, 2015 Paid By: POE CONSTRUCTION Pay Method: CHECK 107680 Printed: Tuesday, July 07, 2015 8:53 AM 1 of 1 C/ SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID D13-219 Address: 4501 S 134 PL Apn: 2613200045 $66.50 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R5293 R000.345.830.00.00 1.00 $66.50 $66.50 $66.50 Date Paid: Thursday, May 14, 2015 Paid By: 4501 LLC Pay Method: CHECK 4080 Printed: Thursday, May 14, 2015 9:35 AM 1 of 1 CSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID D13-219 Address: 4501 S 134 PL Apn: 2613200045 $66.50' DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R4053 R000.345.830.00.00 1.00 $66.50 $66.50 $66.50 Date Paid: Monday, January 12, 2015 Paid By: 4501, LLC Pay Method: CHECK 4034 Printed: Monday, January 12, 2015 11:23 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $67,378.31 D13-219 Address: 4501 S 134 PL Apn: 2613200045 $67,378:31 1 INCH $16,137.50 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALLIANCE B640.237.500 0.00 $15,012.50 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 Building Fee $15,241.95 Building Fee R000.322.100.00.00 1.00 $15,241.95 IMPACT FEE $18,203.50 FIRE R304.345.852.00.00 0.00 $10,456.00 PARK R301.345.851.00.00 0.00 $7,747.50 PUBLIC WORKS $5,618.66 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $2,711.08 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $2,711.08 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $159.50 PW BASE APPLICATION FEE $250.00 PW BASE APPLICATION FEE R000.322.100.00.00 1.00 $250.00 STATE BUILDING SURCHARGE $4.50 STATE BUILDING SURCHARGE 8640.237.114 1.00 $4.50 TRAFFIC IMPACT FEES $11,897.20 TRAFFIC IMPACT FEES R104.345.840.00.00 1.00 $11,897.20 WATER METER $25.00 DEDUCT METER INSTALL FEE R000.322.100.00.00 0.00 TOTAL FEES PAID BY RECEIPT: R2885 $25.00 $67,378.31 Date Paid: Monday, August 18, 2014 Paid By: 4501 LLC Pay Method: CHECK 4025 Printed: Monday, August 18, 2014 1:50 PM 1 of 1 G�W SYSTEMS • 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: http://www.TukwilaWA.gov Parcel No.: 2613200045 Address: 4501 S 134 PL TUKW Suite No: Applicant: 4501 BUILDING RECEIPT Permit Number: D13-219 Status: PENDING Applied Date: 06/24/2013 Issue Date: Receipt No.: R13-01962 Payment Amount: $9,907.27 Initials: WER Payment Date: 06/24/2013 04:07 PM User ID: 1655 Balance: $15,246.45 Payee: LAKERIDGE DEVELOPMENT LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 8944 9,907.27 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 9,907.27 Total: $9,907.27 Printed: 06-24-2013 INSPECTION RECORD Retain a copy with permit ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 p13`'z1Q Project: 4 d Type o � ectior.: Address: -C-0 f Co. f N 19(ace Date CalledV _Y Special instructions: lelem I i a° Date W���:_�� a.m. p.m. Re u,ster: PhoneNo: `' v o - 2-00 L Approved per applicable codes. LJ Corrections required prior to approval. OMMENTS: 7rvc( j0�(� � ��a-sect (/?(has 10 ?LK_ e.r Inspector: Date: a` (9 _f6 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 0l3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA, 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projecr.; ,�0 / Type of i ection h,t_ f --„e/42_(- Add ca` ^ 3 Date Cal ed: Special Instructions: G4 Date Wanted:/ /g.a.m, m. Requester: Phone No: 0 Approved per applicable codes. U Corrections required prior to approval. COMMENTS: Inspector: �/ n REINSPECTION FEE REQUIRED. Prior to next insp4ctio, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 17237 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D(3 —u 7 Project: LtSco( 6(cllj Type of Inspection: Gig i Address: Date Called: Special Instructions: © ri.t � AA Date W nted: /0 —0--(-5-. a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. 0 MENTS: Inspector: Date: /O n 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 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 Prole f v l < y Type of Inspection: . i,cs Lavieci Ce.c ((' Address:/ �, i 2 9 fra� Date Called Special Instructions: 4- tJ ft n� Date Wa?t d: 1 _o_ a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: 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 CITY OF TUKWILA BUILDING DIVISION etild 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4 1 3 70 Permit Inspection Request Line (206) 438-9350 5� Project: Type oa t s eection: j 2. C,,( ( (t`2- rcTa `o t 0 r c rb1/(G .ele41,.--eLqy frcfp . 1 71fivo ver ( Address:Date qS-o(5o(/31Jfe' Called: ` e Special Instructions: Date Wanted; e) -is- a.m. p.m. Reque er: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: C,,( ( (t`2- rcTa `o t 0 r c rb1/(G .ele41,.--eLqy frcfp . 1 71fivo ver ( rv-e o t l '0 1_14 Cj /7 rovef l ` e f 9 r cd ( it im t?tvs,) , c?( ( 1 - rctt-S e 41 r Inspector: Dater _3 e `! 3 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 13- zA 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: Lfsbf 6 W Type of Inspection: 5i -co tf—CPc&s.f Agr0s I /( (3 if flt f -la-Gel Date Called: Special Instructions: (J_ _ ^ 56 & itin Date Wanted: !r—Zig — (S' a.m. p.m. Requester: Phone No: KApproved per applicable codes. Corrections required prior to approval. COMMENTS: -f-effc toly repo el Inspector: Date:"2_13-45— REINSPECTION 45— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. F1 INSPECTION RECORD Retain a copy with permit 1)(3-ZIq PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: 15-0 ( 61 of 9 Type ftInspection: s'r—Cogc:.r--e-*- Cc II f Address: J lro( f0i (3if f Ike - Date Called: Sp cial Instructions: L.04( AR)Cd(S. D v_ttycl. waII c Date Wanted: / (� a.m. p.m. Requester: ,hone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: EX4 pf-f vfoe t 1, re_r e6'ts Inspector: Dater `/ � (�-- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Ict r INSPECTION RECORD Retain a copy with permit INS Tfi7 . N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prest: 6� Type 4 lnspe t'on: Address: Dace Called:���� Special Instructions: Date Wted: -- �� a.m. p.m. Reque ers: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Dcp 4/all �eha- CCK Inspector: Date: y n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. relINSPECTIONRECORD Retain a copy with permit I S'' sNN0. 1)13- Z(q PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ecT ( t� J � 1 d q Type pif'spec (Q �,� f ( �i �1 0 A ress: J Date Called: Special Instructions: Aki Date Wanted: ` _ fs" (q 1r`'T a.m. m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. MMENTS: warekpw P nK Inspector: re." o.,q_rN -8— 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 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 7)r3_ _(c Project V j Ty e�of Inspection: 3I- copt_cUv_ Ca rtJt A r I-frb f So r (3 L( � n L/ it Date Called: Special Instructions: �, 71 �� ,� �,. c'acc et,d d �AA M Its Date Wan ed: �— r > a.m. p.m. Requeste Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: r 146 repP-fr Inspector: r_c__ Dated—/ Q — /V REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN 'T ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-367 , k Actr �ic P45?) ( V,d5 Type of I pection:, %, Address:(r� 3 1,� fu le �O r 7 f Date Called:!!�-1111 Special IrAtructions: "'l \$TFL, Date Wanteda.m. , rr p.m. Requester: C Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: nspector: Date: 7- p REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit L 3 -z - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: L(.�o( L'(di Type of Inspection: rde,�-ki Address: s0 / s�r( 311.f. 19 .-I, Date Called: Special Instructions: -ras11 ti4thi S LA -rt �� Date W Hied: a.m. ! - rs p.m. J Requester: Jrpn & 13.e- cc -self t Phone No: Approved per applicable codes. Corrections required prior to approval. M M ENTS: Inspector: Date, L — `s` REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. frc INSPECTION RECORD Retain a copy with permit bt PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje t: sisot 6/6 Type of Inspection: Flistir Of f kis Address: Date Called: Special Instructions: %Date 6<i" - 2' Fl � l �` 0ffG� Wa ted: r 3 g- a.m. p.m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. M M ENTS: Inspector: Date: n REINSPECTION 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 TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b(3- 2q Prti oiestO ( 6(01 TypeptA/4In�pe .s ar, Address:(5 le "Pere Date Called: Special In tructions: 444 Date Wane .447P.m a.m. Requestter: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: -rft, Inspector: Date: d REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION po- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: rord�► Type9f peect('ton: �-d 1 - Ad ress: L0-0 I Jo. 1311 f`` P.-e4ce, Date Called: Special instructions: Datented: - IS a.m. p.m. Requester: Phone No: 14 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Pik Ae-af6\ f/td Er sf . ef-- de.z —�z c ( l' cr c �K Inspector: Date:? REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. /6 INSPECTION RECORD Retain a copy with permit INS 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 P13- zl PrUojec i so I 6 (d q Type ticyl JO to hi Gh i Address: ✓ I4J 0/ SO r f 3 l I /lace- Date Called: Special Instructions:�� Date Wanted: a.m. p.m. Requester: Phone No: VOApproved per applicable codes. 0 Corrections required prior to approval. MMENTS: 4Sr Icrr t Ger-c- F r Inspector: Date_ % % REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PI 3- ug 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: 1 -fro I YS (4/ Type of Inspectiop: 1-r'a kA r I Address: 1 -(So I se, l 3W %2-e Date Called: Special Instructions:�, �S 1TZ" `TI Pp. Date /WWanted: _'f a.m. p.m. Requ€ster: Phone No: FOper applicable cod gs. n Corrections required prior to approval. OM M ENTS: .ztcc i pirb vide ficciricq / i kr�arra✓u/ !OrCr W vq^ Inspector: Date:8 7_43 _ S REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. WOK E INSPECTION RECORD Retain a copy with permit INSNO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro ect: / / 9 & 0 Type of Inspection // 1, J/ S%rA /)6 Al eA/L Address: 4/561 5 43W1) P1 - Date Called: Special Instructions: 4n Date Wanted: a.m. Z.0 --)C- p.m. Requester: i 1 144 FOC_ � /dr Phone No: ,-DC- 3?o 213,0z1 VApproved per applicable codes. Corrections required prior to approval. COMMENTS: Vrsc sGteEk.qvf A-001” off' Ply0€E-Ce, Inspector: Dato REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 2t M6 b13- Ziff Project: �� i ��� Ty of Inspection: V°° r i��1 ,Z 0 //-/ Address: gso1(g 44, P1 Date Called: Special Instructions: nn ri� Date pWanted: b'(i - /lc a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: RcoY S L etl->4A S ex fe.S i Yl Ls AA /C / 13414-2 Inspector: Dat REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ]13-2icl Project: , ySb 1 &,i \el LAA1 Type of Inspection: -s- / (1c/z- 61s• Address: Date Called: Special Instructions: /9/11 Date Wanted: �% /5- a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: COMMENTS: /l peg/ l4/ / -L '2k-ue- — /Z,/d mac. / W6/‘70 -- Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Df3-2-lc( PERMIT NO. INSP ION NO. CITY OF TUKWILA BUILDING DIVISIONS/ C� 6300 Southcenter Blvd., #100, Tukwila. WA 9818E (206) 431-3670 Permit Inspection Request Line (206) 438-9350 V_4 ,CV/ye/ Proj ct: 61,0 Type of Inspecti° n. 't r Address:—o I ` `I fkf� Date Called: Special Instructions: . ,, � 7.-Z� { r 4- L/ r 4-M Date Wanted: p� _ / (� 7 --I l J a.m. p.m. Requester: e s .l efa & ed Phone No: Approved per applicable codes. Corrections required prior to approval. f,zr ��+;97 1«b vp�Orh nspector: Date: C REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 013--Z1q Project: S Q( Wdj Type of Inspectio �06f-4\:€11 (� Add ess: tin Jo f (3 % Retain a copy with permit INSPECTION RECORD INS N0. N . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 D13 -Z(7 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: `1R) ( g(Gi Type ofIlnspection: S, — co,,AcV'e- C°bl111` Address: Sz t jU '4 Pt 3 q Date Called: Special Instructions: Q,r�1 1'" t Date Wentetc� , „_ � ap.m. Requester: Phone No: .ETApproved per applicable codes. Corrections required prior to approval. COMMENTS: T� t wig .0a �(SPo -i�f; � lQ� v'e Inspector: Daty 2 t7'_ Is- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. to INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P(3- 2 - Project: �(�� TypeAf,lnspection:Ae _ C Sf Called: re Ad ss: / y o i seri y p -� Date Special Instructions:n'1 " C`��A " �e ,A Date Wanted:(( _ �� a.m. p.m. UC- ` M Phon No: -330-2y pproved per applicable codes. D Corrections required prior to approval. OMMENTS: PE -v- ‘fry reP Inspector: Date` /( /S— REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ION 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 A/3- uq Project: o� f 1G� Type of Inspect on: t ct ri t, C k i iAdd s: // c, . /% n Date Called: Special tru tions: Date Wanted:/ .M. r r1,� Reques,ser JT l�' / 7 � E'- C�'r'`l Phone No: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: s C YtJ t Slat. 2—gcoi 7 r (Q V Inspector:K....e.........., -- Dat e� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. n(3'2-+9' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: _/ 6(0 .9 Tyke of Insp ct' q:t-{5-01(0Ip ) a� atf0 LAM Ayr5O', t r3 T H- ri Date Called: Special Instructions:4 Date Wanted: a.m.k�(3—(r— p.m. Requester r tel-h_ IM e) Poe. csj l -- -Phone No:� e O ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Vitt [ ke '/fie /j�' dkik ort FrisskutVe,(e()(v. Stat -A -Ip r/efb / Inspector: 4r -c Dacey. _ ! 3 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 oe 5 P/3- 2_161 Ph) c/ Pr�ect: _ � ��� V T e of Inspet �on: \t� Address: t5-0 1 f" [3'1 J -e- Date Called: Special Instructions: 4� Date Wa t d: ��, a.m. p.m. Requester: Phone No: pproved per applicable codes. 0 Corrections required prior to approval. .141( COMMENTS: etr°v(cfc / f ctLawF fr• heJrJc€v— Vo u OK Inspector: Oat ( 5_ - REINSPECTION REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � LJ V I \ l r tt Typ..of inspection__:{ t r -e - CC, v1 - r vt:.`� tcvo Address: Li ,t + Date Called Special Instructions: r 4)J\tA • Date Wante /� /a A n. Requester: -eJciusn v Phon )-U MAppr oved per applicable codes. COMMENTS: ElCorrections required prior to approval. Inspector: CREINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 'D jl %7J PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: LIs7)I LLC, Type of Inspection: COU � ( Address: ucv 1 Suite #: Y ( Q I 5 le,(4 Contact Person: Special Instructions: 5 iClat- Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: biti pfi) --- 5 iClat- C;N:7 /Z1,0v /3OO Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: , .c.,,,,,) 5-2____- Date: 9i'/f9//c" Hrs.: a $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. 11.3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit kid _ c2 ) i PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: S�►1-% Court LLC., Type of Inspection: SP 00u,4r- Address: ysv 1 5/ 31 - VA d) Suite #: Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: -4-0Q0u-o-- 9 4),4---thromn4 04/1-/P /As ) P4N A)61".oU S1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 44 �itn �� Date: q/ 7hS'---- 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 Materials Testin& Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting November 4, 2015 Wayne Jones, Jr. Lakeridge Development, Inc. PO Box 146 Renton, WA 98057 Sent via email: waynejonesjr@gmail.com Re: Final Letter 4501 Building 4501 S 134th PI Tukwila, WA MTC Project #15B036 BLDG Permit #D13-219 Mr. Jones: ECfEBVED CITU OF TUKWILA Nay ,a,G. HI PERMIT CENTER Materials Testing & Consulting, Inc. (MTC) provided materials testing and special inspection services during construction of the above -referenced project. This letter is a statement declaring the actual work inspected by MTC itemized below was found to be, to the best of the inspector's knowledge, in accordance with project plans, specifications, engineer approved revisions, and the International Building Code. The following is the scope of inspections performed on this project: • Structural Steel — Fab Shop • Structural Steel — Job Site • Proprietary Anchors • Reinforced Concrete • Lateral Wood The results of our services were provided to the local building department for review. Only WABO Certified special inspectors were utilized to perform those specific inspections as required by the Special Inspection Agreement. Any items that were found to be in noncompliance with the approved construction documents were repaired or replaced, and re -inspected for acceptance. To the best of our knowledge, items that were observed by Materials Testing & Consulting, Inc. during continuous or part time inspections for the noted project are compliant with approved plans and specifications. Page 1 of 2 Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919 Visit our website: www.mtc-inc.net Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting LIMITATIONS The services provided as described in this report include professional opinions and judgment based on the data collected and our field observations. These services have been performed according to the specified codes, industry standards, and generally accepted engineering practices. No warranty, express or implied, is provided. Representatives of Materials Testing & Consulting, Inc. did not supervise, direct, alter, amend or change project specifications or contractor activity. Our statement of conformance pertains to only those items inspected and tested by Materials Testing & Consulting, Inc. for the subject project during the time period when we were on-site. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance. Any party other than the client who wishes to use this report shall notify Materials Testing & Consulting, Inc. of such intended use. Based on the intended use of the report, Materials Testing & Consulting, Inc. may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Materials Testing & Consulting, Inc. from any liability resulting from the use of this report by any unauthorized party. We sincerely appreciate the opportunity to be of service to you on this project and look forward to offering our services again. If you should have any questions concerning this report, please contact the undersigned at your convenience. Respectfully Submitted, MATERIALS TESTING & CONSULTING, INC. Ross Bichel WABO Technical Director Page 2 of 2 Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919 Visit our website: www.mtc-inc.net Materials Testing & Consulting, Inc. Geoltcbnitnt F dotesinz R Consulting • Special Inunction • McWa sh Teens • Enrhvnmental Ca totli n E4, T# iAgrour ursi SInrl 097 4501 Building - 15B036 - Compression Test: Concrete: Report #C41445 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 09/18/2015 Lakeridge Development, Inc DATE 4501 S. 134th Place PERMIT # Tukwila WA Time Onsite: 10:00 am Weather Conditions: Partly sunny, 58 09/18/2015 D13-219 Inspection Performed: [Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: `Pp13 alrt„EIVED Cpm 41;1KWIU 00-6-2a' Loading dock ramp walls and trash enclosure walls PERMIT CHER [1st lift of trash enclosure %walls Qty Placed, Cu. Yd.: [1.0 of 13 Delivery "Ticket #: Truck #: 162185 074 Subcontractor: K:onco 1 Supplier/Plant: Miles - 203 Slump, Inches (ASTM C-143) or NV/C Ratio: 6 I Concrete Temp, °F (ASTM C-1064):173 Job Spec. Slump: Ambient Temp, °F:1581 Mr Content, % (ATSM C-231): Batch Time: 9:59 Job Spec. Air: Sample Time: 11:10 Mix # and Proportions: 4.8 11in "Temp, °F: Max Temp, °F: Li 0442AB. 10 yds Cement, lbs.: 5655 1 Coarse Agg, lbs.: 18460 (3/4) J Admixture, oz./cwt: FAEA• 30 07 Flvash, lbs.: Coarse Agg, lbs.: Water, gals.: n" Coarse Agg, lbs.: L Fine Agg, lbs.: 13380 (i.i) 5 52% I Coarse Agg, lbs.: 15'; Gallons of water were added Sample Type & Compression Test Results: Received 09/21/2015 Sample Set I of I Type of Compression Test: Lab Tests: Test Total Sample Dim. Sample Comp. New Log # Age Date of Test Load Area (Sq. Strength (Days) (Lbs.) (In.) In.) (PSI) L 6143 Ji 4 09/22/20151 4_,082_1 -1712 4.00.56 I 3;350 Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: MB Poly 997: 340 Glenium: 168 Concrete (ASTM C-39) Tested By Break Type j Cheryl Meredi116_1 ?_J 6i44 J[_ 709/25/2015Ii 47.75 4.00 L 12.56 1 3,800 Ji Cheryl Meredith_[ 2 6145 IL 10 1109/28/2015 1 49,04 1 3 09 11 12 50 it 4,000 Curtis Shear 21_ 3 6146 tr 281110/16/2018 61,396 11 3.99 ;j 12.50 j 4.910_11 Cheryl Meredith 1 3 6147 71 28 1 10/I6/201511 62,890 Ij 3 99 12 50 165,030 II Cheryl Meredith 6148 ij 28 J110/16/2015 1-63,114 3.99 1i 12.50 1 5.050 11 Cheryl Meredith j 6149 l{ I-1JL1L JL-�_�_I[ ii 0 REQ'D (2s 71000-1 3 2 REPORTED BY: Curtis Shear REVIEWED BY: Cheryl Meredith; Lab Manager ASTM ASTM C-617 (2-1231 ❑ ❑ k'I menmpgl5 tel) -mm msdlmtanrodmemats,ae•sf'. Al•n elplanoh.n ,.bt"Wk. mawanl,c,.rl.cparulag •Armtward nfor tanf*et d minx/oraleswar`1m..leslMeArpE+*/9nw.das+lyb.morlo►.r,n omvnoen¢t. •r!emu.haulm:44m6llm wins upping. 43 1101 . 1111 N.rarlm.lr routing l Ccon ul m I fig . In . SII r1F1e6 reur.0d. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.735.1990 • Fax 330.735.1980 SW Region • 2118 Black Late Blvd. S.W.• Olympia. WA 90512 • Phone 360434,9177 • Pax 360.534,9119 NW Region • 805 Dopeot Street, Snits 5 • Aelli■ghnm, WA .98225 • Phone 3604474001 • PAX 360447.8111 Viii our website: wFrs .mtc • inc.net 4501 Building - 15B036, 09/18/2015, #C41445, Page 1 of 1 rt Materials Testing & Consulting, Inc. Groirdiniml Eistimerrinx & CutoutIns • Special hispettlen • Mat:rink Trstinx • Environmental toil Eagafratred Ammar, Xner 4501 Building - 15B036 - Compression Test: Concrete: Report #C41322 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 09/10/2015 Lakeridge Development, Inc DATE 4501 S. 134th Place PERMIT # Tukwila WA Time Onsite: 6:30 am Weather Conditions: Overcast Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): [ Location of Placement: t Loading dock ramp 09/10/2015 D13-219 Sample Location: I NW edge of ramp 1st truck Contractor: fkiE ; Subcontractor: ;Conco Supplier/Plant: Miles -202 Qty Placed, Cu. Yd.: [1.0 0140 Slump, Inches (ASTM C-143) or W/C Ratio: '5)5 Job Spec. Slump: Air Content, % (ATSN'l C-231): 4.1%1 .lob Spec. Air: L. Delivery Ticket #: ;150351 Truck #: ; M044 Batch Time: 6:03 Sample Time: [7:02 Nlix # and Proportions: 0155A Cement, lbs.: 15146 — Flyash, lbs.: L Water, gals.: 298.2 Fine Agg, lbs.: Ll3720 5.64% Concrete Temp, °F (ASTM C-1064): [68 Ambient Temp, °F: 57 Min Temp, °F: Nlax Temp, °IF: Coarse Agg, lbs.: 7/8 Coarse Agg, lbs.: L.I Coarse Agg, lbs.: r Coarse Agg, lbs.: Sample Type & Compression Test Results: Received 09/11/2015 Lab Tests: Test New Log # Age (Days) 5836 .! 7 71 5837 11 --28Th 5838 ;1 28 , 5839 !L. 28 ! 5840 ml Sample Set 1 of I Total Date of Test Load (Lbs.) 7/20I5:: 43,681 10/07-8a 15 ; 6-47030 ! !AI/08/2015 !r:" 63,500 ; 10/08/2015 ; 65.150 Admixture, oz./cwt: IAEA- 50 oz. Admixture, oz./cwt: L Admixture, oz./cwt: Admixture, or./cwt: Type of Compression Test: Concrete (ASTM C-39) Sample Comp. Sample Dim. Break ASTM ASTM Area (Sq. Strength Tested By (In.) Type C-617 C-1231 In.) (PSI) 4.00 ;i 12.56 :._3,48():H Cheryl Meredith : 2 r!-; 4.00 :L 12 56 ;; 5,100_i Tyler Lungren II -21 1 F 4.00 71 ! 12.56 7 7 5.060 ' Tyler Lungren ': 2 ' ..,.. . - 4 Ott .' 12 56 5.100 ; Tyler Lungren .' 2 0 . , REQ'D F28 3000 REPORTED BY: Kevin Walters REVIEWED BY: Cheryl Meredith, Lab Manager CITY OF 11.1•0011A (Oa 12 2015 PERMIT CENTER ki Met, err/ f yeti 00/0radlompFearleaerloti trim1 morml prim, r, 01:117,11A p0Alt sAlwrprhcc.11,A10,0 fut 0110/ psi o 10vorilladalprwriti 10Q0AortanIkennAl*A.AN paht‘vete Ar 114•0101.0x0.A1A0 eirusens 00Aprebi ow repro Ismarnad wage; oar Primmurm01. Q 1101 - 1111 Pi aitrIB I. r.IOnp CIuauhl.f. Inc. All rItIts ua.rd. Corporate • 777 Chrysler Drive • Darlington, WA 98233 • Phone 360.733.1990 • Val 360.755.1980 SW Region • 21 i8 Black Late Blvd. S.W.• Olympia, WA 98512 • Plionc 360.534,9V/ • Fax 360.524.9119 NW Region • SOS Dupont Sittat, Suite 5 • Reillonhom, WA 9822$ • Phone 34$6,44140.41 • Pax 340447.8i II visit our websitte.: www.mtc•inc4riet 4501 Building - 15B036, 09/10/2015, #C41322, Page 1 of 1 f—( Materials Testing & Consulting, Inc. Goweelholcul Enteseerin & inarsuitins • Special Inspection • Mutesttds Testike • Etotronmental Combing Zogirovrd Arra:mu:10 Sinn ii 4501 Building - 15B036 - Compression Test: Concrete: Report #C41290 CLIENT PROJECT LOCATION Lakeridge Development, Inc DATE 4501 S. 134th Place PERMIT # Tukwila WA Inspection Information: Inspection Date: 09/08/2015 Time Onsite: 8:14 ant Weather Conditions: [Overcast 60 degrees Inspection Performed: [Compression Test: Concrete Field Data (ASTM C-31): 09/08/2015 D13-219 Location of Placement: 1Trash Enclosure Footings r Sample Location: : 1st Truck Mid -Load Taken at Chute at 11 Cubic Yards Contractor: Poe Construction !Subcontractor- Conco . Supplier/Plant: Miles Sand and Gravel/202 Qty Placed, Cu. Yd.:111 Slump, Inches (ASTM C-143) or W/C Ratio: 1501 • Delivery Ticket #: 150197 Truck #:'M 135 ' Batch Time: r7:48 Sample Time: F-8757 Mix # and Proportions: 01450C Cement, lbs.: 'Ll635 Flyash, lbs.: Water, gals.: Fine Agg, lbs.: ;18060 Job Spec. Slump: 3 to 5 I Air Content, % orTsm C -23I): Job Spec. Air: Concrete Temp, °F (ASTM (2-1064): [681 Ambient Temp, °F: {611 Min Temp, °F.: n Max Temp, °F: Coarse Agg, lbs.:11718 17200 Admixture, oz./cwt: L 1 Coarse Agg, lbs.: lEca 3340 7 Admixture, oz./cwt: i ':.../...b..':IVECI Coarse Agg, lbs.: fl•- .< 51/A , Admixture, oz./cwt: i ....4-f, :' r k Amu Coarse Agg, lbs.:tEr/A i Admixture, oz./cwt: 7 , ----0CT-1. 2 21-iitii •10 Gallons or water were added IS/ Prior to sampling Sample Type & Compression Test Results: Received 09/09/2015 Sample Set I of I Lab Tests: Test New Log # Age Date of fest (Days) 5748 / 7 5740 , 2t 5750 11 28 Type of Compression Test: Concrete (A.S.1•M C-39) Total . Sample Dim. Sample Comp. Load InArea (Sq. Strength (.) (Lbs.) (PSI) Tested By Break Type 09/15/2015 : 35,(i50 1 4 00 1 12 56 1 2.840 :, Cheryl Meredith 2 10/116/2015 , 4027(1 :' 401) ' 12 J 56 II 1 020 Tyler 1.ungren ' 2 J L • : • i ; 10/06/2015 i 50,440 IF 4.00 It 12.56 I7 4,020_i' Tyler Lungren, 2 -- - ,, _ _ __ ___ — _ __. ... __ , ____ . __ __ _ — 5751 ;1 28 I 10/06/2015 ; 51,7N 1: 4.00 ' 12.56 11 4.120 , ! Tyler Lungren ; t 2 5752 ,' H : ', I !, ', I) , '. REQD 28 L 3,000 1 Remarks: ASTM ASTM C -6I7 C-1231 Reinlbrcing steel was inspected and found satisfactory on September 8, 2015. Concrete was placed via chute and was mechanically consolidated. eNTER 4.1.51•434,3011401 erradkall/M. col euerrkh coma Al I 111111,16, prom km nffIrgoolgr Mar m kr rfflimrtj Claesher.tveurtfatEsenv at oWerrythowilmsormt gliscerm artistic' ear Rpm, bincrcleipcialleitarealtasErprrt. C 1101 . 1 1 1 3 P111.0.1. r..orp Cr.ul es In.. API rIrliso re syrrod Corporate • 777 Chrysler Drive • Darlington, WA 9823, • Phone 360.7,3.1990 • Fax 368.755.1980 SW Region • 211$ Black Late filvd. S.W.* Olympia, WA 98312 • Piione 360.334,9777 • Fax 364.334.9779 NW Region • 005 Dupont Street, Sults 5 • ReIllms hum WA 90223 • Phone 100447 ,40•I • Fax 360447.8111 Visit aur website: worn .rritc•inc ees 4501 Building - 158036, 09/08/2015, #C41290, Page 1 of 2 Materials Testing & Consulting, Inc. Gee d nirnl Capacerinz & Cam*lag *Special lnepcctkm a Melet&, Tuns a ltnvirvnmental CacriptlilQ Ensi eentif4rrannne.$imx f•Rd REPORTED BY: .101111 Silk REVIEWED 13Y: Cheryl Meredith, Lab Manager iftbGEWED Ems' OF TUKWILA OCT 12 2i j, aERA41T CENTER Mls..m apll atb. re ra,adNnwwwENO emortshrim* Art • !wad r.arm.►• voelvwx,.1A WO*.rwwotiron +.q.+ra or•ef OPril obrmuif lgrurnj or/flow. emli&Orrlrrtha h., Ft/A.w wa mu/Wm eR napriare4er Aram bneamalsasayarutosinsen110 1101 - 1117 Al•,•r1ale Te•r.lnl 1 CIA •u1.1 a1.. Irx. All rig bis rea&rr d Corporate • 777 Cheyaler Drive • Burlington, WA 98233 • Phone 344.755.1990 • Fax 360.955.1980 SW Region • 2118 Black Lake Blvd, S.W.• Olympia. WA 98112 • Phone 360.534,9111 • Paz 300.534,9719 NW Re8100 • 805 Deposit Street, Suite 5 • Reilleghnm,'WA 9822$ • Phone 369.441.4001 • Pae 360.447.8111 Visit our website: wwrr.mtc•inc_ncE 4501 Building - 158036, 09/08/2015, #C41290, Page 2 of 2 Materials Testing & Consulting, Inc. Geotechnical Eaubseeriate CoosaIns• Special Inspection • Materhdt Testing • Environmental Consultiee Eneworetai Ammar* gam 41•8; 4501 Building - 15B036 - Compression Test: Concrete: Report #C41445 - DRAFT CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE PERMIT # Inspection Information: Inspection Date: 09/18/2015 Time Onsite: 10:00 am Weather Conditions: I Partly sunny, 58 09/18/2015 D13-219 Inspection Performed: I Compression Test: Concrete 1 Field Data (ASTM C-31): Location of Placement: Loading dock ramp walls and trash enclosure walls Sample Location: rIst lift of trash enclosure walls Contractor: ;Subcontractor: 11C0 SujiRlier/Plant: Miles - 203 1 \ •°F- Slump, Inches (ASTM C-143) or W/C Rati6:16 , ConcreteTemp,(AS I NI C-1064): [7.3 .lob Spec.Sjuinp:[i / Ambient Temp, °F: r-57 Air Content, % (ATSM C-231): ilMmn Temp, °IF: Job SpeAir: IN„1 Max Temp, 'I': Qty Placed, Cu. Yd.:11) of 13 Delivery Ticket #: 162185 -1 Truck #: 074 Batch Time: FT, 7 Sample Time: I 11-10 j Mix # and Proportions: Cement, lbs.: Flvash, lbs.: ,.Coarse Agg, lbs.: , Water, gals.: CoarseAgg, lbs.: / - - Fine Agg, lbs.: ft3380s52n I Coarse.Agg, lbs.: _ L 15 Gallons of water were added Sample Type & CoMtiression\Test‘Results: \ [0442A13, 10 yds Coarse Agg, lbs.:F4603/4) y 1 Admixture, ozicwt: IAEA- 30 oz Received 00/21/201 Sample -Set I of 1,, Lab Tests: j Type of Compression Test: Admixture, oz./cwt: MB Poly 997: 340 Admixture, oz./cwt: Admixture, oz./cwt: Glenium: 168 'onerete (ASTM C-39) FIECEWED 04rni toF ruMNIA SEP 2 9 2519 Test \ Total 'I, - Sample Comp. Sample Break New Log # Age Date of Test Load' . Area (Sq. Strength Tested By (Lbs.) Dim. (In.) TYPe (Days)In.) (PSI) L 6143 L 4 1 09/22/20EL 42,082_t_4.00 L 12 56 J1 3,350 jE Cheryl Meredith j! 2_J L61214 1[ 7 109/25/2015 47,754 11, 4.00 1 12.56 3.800 1 Cheryl Meredithi 2 6145 ill I0 ill/9/28/201511 49,640 11 3 99 I 12 50 Jr 4.000-11 Curtis Shear 11--3 —1 6146 11 28 1 10/16/2015 I 11 If s 0 r 1 6147 1128 1TO/16/2015 0 6148 ;D8 -;! 10/16/201511 Jis 0 L iL JL 0 REQ'D 128 F-4000_1 REPORTED BY: Curtis Shear REVIEWED BY: '1--1:imiT CENTER AsTm ASTM C-617 C -I231 0 VI mien 44911r Km!, rap wad imownir odireearkehlm* in*Pielm.rnl../..11,../nol*M1lrirdwor$,.01.:1,1011N 4,04 WI 6I CTOOPIT*0 nr wome.mobooN. 43rriaaftiesetraintlagermaru b zurredgratek. tasAlsooroprorr. 0 1101 - 3 113 11/ 114,111. Testing * . Inc. All 'Iglus v11.141..74 . Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phooe 360.75.5.1990 • Yea 360.755.1980 SW Region • 2118 Black Late Blvd. S.W,.• Olympia, WA 90112 • Phone 360.134,9/17 • Pax 360./34.9779 NW Regloo • 805 Dupont Street, Stale 5 FicIllaBhurn, WA 911225 • Phone 360447.4061 • Poi 360.447,01i Visit our websitc: vrwyr.mtc•inc_net 4501 Building - 158036, 09/18/2015, #C41445, Page 1 of 1 Materials Testing & Consulting, Inc. G©vlechnical Eogkeetirt & Qum/king *Special Inspection * Meterlalb Toping • Envirnnmentnl meting FAtirocrszf Annuouri run* MI 4501 Building - 156036 - Field Report: Reinforcing Steel: Report #F68324 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 09/25/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA 'lime Onsite: 09:25 AM Weather Conditions: DATE 09/25/2015 PERMIT# D13-219 cloudy 60 degrees Reinforcing Steel On site for reinforcing steel inspection. Inspected reinforcing steel placement for trash enclosure slab noted on SK -I6. IReinforcing steel placement for size and spacing as per note I on SK -I. Images: UPLOADED: 09/25/2015 09:32:00 REPORTED BY: Dave Bale REVIEWED 13Y: Raymond McNamara, Project Manager RECEIVED r"IW OP TUJCIML,1t SEP 2 8 2015 PERMIT CENTER wsnentnill AilerrsdlatietitiesiltterrldrirstilliAr•trawlrrwr..Y.•rn..•P Wp1ptitsilaswr•s'1.•1et}nuea !•r11ldrren1Wrrblrq@ing'ofwer.-.ieterhew. pwwanre.rrist,.vvl•,e►ea� sursit1rwarseragreisgAsrstpartibvtatcdpwdle+arHmeq•nis O 1101 - 1117 a vigil. Is Testing r. e•a•ul•tsp_ Inc- A u rights r.srreit . Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Yes 360.755.1980 SW Region • 3I13 Black Lake Blvd. S.W.• Olympia, WA 98312 • Phone 360.334.9111 • Fax 360.534,9119 NW Region • $03 Dupont Street, Suite 3 • Fteilleghum, WA 98223 • Phonc 360.4474001 • Pax 360.447.$ lI 1 Visit our website: www.mtc.inc.ner 4501 Building - 15B036, 09/25/2015, #F68324, Page 1 of 1 Materials Testing & Consulting, Inc. Gwlectinlral &tttioneri ng & Cbmttiitinp ► Special Inspection ► Materials Totting ► Environmental Cooed his EnOivorndAlnurne*Funs, PM 4501 Building - 15B036 - Compression Test: Concrete: Report #C41445 - DRAFT CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 09/18/2015 Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 09/18/2015 PERMIT # D13-219 Time Onsite: 10:00 ani Weather Conditions: l Partly sunny, 58 1 Inspection Performed: [Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Loading dock ramp walls and trash enclosure walls Lst lift of trash enclosure walls Contractor: P0I3 --- —�� Subcontractor: IIConco /] Supplier/Plant: (Miles - 203 Qty Placed, Cu. Yd.: 10 01'13 Slump, Inches (ASTM C-143) or W/C Ratio: F6 Concrete Temp, °F (ASTM M [731 Delivery Ticket #: [162185 J Truck #: [074 — C Batch 'Time: 9:59 Sample Time: Mix # and Proportions: Job Spec. Slump: ri Air Content, % (A'IS' I C-231): ,4.8' Job Spec Air: [ .. Ambient Temp, °F: [I 11in'Temp, °F: lax'Temp, °F: 11 10442A13. 10 yds Cement, lbs.: F655 Flash, lbs.:1 Water, gals.: Fine Agg, lbs.:113380 (il 5 52% 15' Gallons of water were added Coarse Agg, lbs.: [18460(3/4) Coarse Agg, lbs.: Coarse Agg, lbs.: Coarse' Agg, lbs.: Sample Type & Compression Test Results: Admixture, oz./cwt: LAEA: 30 oz. Admixture, oz./cwt: LryiI3 Poly 997: 340 Admixture, oz./cwt: 168 Admixture, oz./cwt: — Received 09/21/2015%Sample Set l of l Type of Compression Test: 1Concrete (ASTM C-39) Lab Tests: Test Total :- Sample Sample Comp. New Log # Age Date of Test Load Area (Sq. Strength Tested By Dim. (In.) (Days) (Lbs.) In.) (PSI) 6143 4 I! 09/22/2015 � 42-082 4 00 �! 12-56 !1 3, 35(1 i; Cheryl Meredith 1; 2 1 0 J J ___ I 6144 7 09/25/2015 �1 47,754 IT 4 00 JI 12 56 'I 3,800 I1 Cheryl Meredith ��2 J 0El 6145—_ [_ 10 1[09/28/2015 IL L --_I __ ir i �, ❑ ❑ r 6146 ;' 28 !', 10/16/20151 - i[ JE-iF i l 0 j ❑ ❑ I- 6147 iI 28 1i 10/16/20L1F-- 1[--- _IL —I — lI �� 0 1 ❑ ❑ 6148 _;I 28 I(1/16/2015J I� ( ---- —�) 0 0 L 6149 ib 1-hi----IL---_I{-----L- __.i�J_ _ L i1 0 i ❑ ❑ REQ'D (?8 __I [-4000 1 Break ASTM ASTM Type C-617 C-1231 REPORTED 13Y: Curtis Shear REVIEWED BY: I (1 RECEIVED Ninf p 28 2015 A+14a133r0r ba40311,00mmW •,►r1. An-.rr•aatlmor01:4 ndtera.'kFA**wlaswMa+.lt,erreee pilr!rr•lI, itetw1310shitprrrrq ddb a,ardAlwlAllMha r+•r.o:•ai!001,0 t'4wENT—ER ane•rra armlsalc7 ear mon b rmwlpnsay arMm R7rw& 0 1101 • 2117 l.nter ill I. Tustin. i Cel. loo. All rig Imo ren•rr•d. Corporate • 777 Chrysler Drive • Darlington, WA 98233 • Phone 364.753.1994 • Pas 2160.755.1980 SW Region • 21 IS Black Late Blvd. S.W.• Olympia. WA 98312 • Phone 360-334.9171 • Fox 360.334.9119 NW Region • SO3 Dupont Street, Suite 5 • Bellingham, WA 98223 • Phone 340447,6061 • Fax 360.647.0 Il Visit our website: wwm.rntc•ina-net 4501 Building - 156036, 09/18/2015, #041445, Page 1 of 1 41 Materials Testing & Co ult n,Inc. Cea4edtnkcal lEugloperkqc & CornultIng • Spcci& inspection + Matte Tarin{ S Env3ronmeotal Carartiltim Erwi ro t tuf A ssunwti Fin* 0.81 4501 Building - 15B036 - Compression Test: Concrete: Report #C41445 - DRAFT CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 09/18/2015 PERMIT# D13-219 Inspection Information: Inspection Date: 09/18/2015 Time Onsite: 1000 am Weather Conditions: Partly suny, 58 Inspection Performed: [Compression Test Concrete Field Data (ASTM C-31): Location of Placement: I Loading dock ramp walls and trash enclosure walls Sample Location: Fist lift of trash enclosure walls r Contractor: !POE Subcontractor: Coraco Qty Placed, Cu. Yd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: lOof 13 162185 074 9:59 11-10 Mix # and Proportions: L0442AI3, 10 yds F' /<; Supplier/Plant: [Miles - 203 Slump, Inches (ASTM C-143) or W/C Ratio: [6', 1, Concrete Temp, °F (ASTM C-1064): Job Spec. Slump: [� " r Ambient "Temp, °F: 581 73 Air Content, % (ATSM C-231): [4.81 Job Spec'Air:1 1 Cement, lbs.: 5055 --� —1 Coarse Agg, lbs.: `18460(3/4) )/ I Flyash, lbs.: r. Coarse -Agg, lbs.: Y;+ Vs ater, gals.: .' Coarse Agg, lbs.: L Fine .1gg, lbs.: 380 'iii 5 52 J•. Coarse Agg, lbs,: I - 151 Gallons of water were added �! Sample Type & CompressioniTest4Results: Received 09/21/2015.. Sample Set 1 of 1, Lab Tests: Test 1 otal Sample Comp. Sample New Log # Age Date of Test Load Area (Sq, Strength Tested By LO ad (lib Dim. n.) s.) In.) (PSI) 6143 r 4 I, 09/22/2(115 142.082 (L 4 On— Ji 12 50 [ 3.3511 jI Cheryl Meredith I Min "I•emp, °F: Max Temp, °F: L J N Admixture, oz./cwt: ARA• 30 or. Admixture. oz./cwt: IM13 Poly 997. 340—n—J Admixture, oz./cwt: Glenium. 168 Admixture, oz./cwt: L RECEIVED CITY OF TUKWILA Type of Compression Test: (Co)ncrete (ASTM C-39) SEP 222015 6144 7 1 09/25/20151I 1 [ _I L______.__! f__ 28 10/16/20151 yL• j[ j[ 10/16/2015 1 1 r^ r L 1L I 4000 1, 6145 IO 09/28/2015 6146 6147— L28 6148 1 28 6149 11 H REQ'D 10/16/2015 REPORTED BY: Curtis Shear REVIEWED BY: , L Break Type E 0 0 0 0 IL 0 PERMIT CENTER ASTM ASTM C-617 C-1231 An Sigh altllr, , n *#r4, r *.M.•rraeal lnrrans r.fiwa..Mr1110es•a•a'wa.n.Mt.,p•s war .F1.19.0 t4 Pwnhweelr.,Fmnr tiwe+a. rw}saeMratire IrNe,ler.•d'r earscuiremegrcriargoir nom biarnadoce&csirml&rainapret 11031 - 1113 Pielarte,le toning K Caveuteles. i,, . All Arles reasr. e4. Corporate • 777 Chrysler Drive • Burlington, WA 9$233 • Phooe 3e4-733.1998 • Fax 3$0.755.19110 SW Raglan • 211E Black Late Blvd. S,W.• Olympia, WA 98112 • Phone 360,334,9177 • Pas 360,$34.9119 NW Region • 803 Dupont Street, Suite 3 • kelliagham, WA 9$221 • Phone 3.60.447,6 6i Poi 360447,811e Visit our website: wwtr.mtc•inc,net 4501 Building -158036, 09/18/2015, #C41445, Page 1 of I Materials Testing & Consulting, Inc. Ge seclmicat Engineering & Consulting + Special Inspection • Materials Tem 0 Environmental Com'him F,q :cahsd rlmlamnrt Xrir. PM/ 4501 Building - 156036 - Field Report: Concrete: Report #F68158 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 09/18/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Time Onsite: 10:00 am DATE 09/18/2015 PERMIT # D13-219 Weather Conditions: [Partly sunny, 58 J [Concrete Sheet: S2.1 & SK -16 Location: Loading dock ramp walls and trash enclosure walls Observed the placement of 13 cubic yards of concrete mix design 4 0442AB for the locations noted above. Rebar clearance to forms was verified prior to concrete placement. One set of 7- 4" x 8" cylinders were cast lir compression strength test specimens. Contractor requested a 4 and 10 day break, in addition to the standard breaks. Concrete was placed by boom pump tnick and mechanically consolidated with high -cycle vibrator. Work performed, that was visually inspected was found to be in conformance with project plans dated 8/25/14 revision number I. REPORTED BY: Curtis Shear REVIEWED BY: Raymond McNamara, Project Manager st( tVI:D MIN OF MORA SEP 21 101i PERMIT CENTER hn.ngr,Ant swig -w•Ardl as.c..oawwerrlan esrw AIA mow" +►en•irgrriM MA* ws..ww*..41q7e4Ac,omooril oamglpwklpAwArti r.,rysa.mtrAll.trv.nM rMrriAkegr wjirwAb,rn conicurnnarcpydrmourmpau bleuncAgainfltpv Al®S}rrA. C 7#4/ - 3111 palerli lo Taacloi I C.•.ulalar. ror. All rig bar raa•r.od. Corporate • 771 Chrysler Drive • Burlington, WA 95233 • Phalle 260.759.1990 • Fax 360.7S5.1980 SW Region • 2Ii8 Black Lake titvd. S.W.• Olympia. WA 4e5I2 • Phone 36O,. 34,9171 • Pax 360.534,4//9 NW Region • $03 Dupont Street, Suite 5 • Bellingham, WA 9$223 • Phone 360447,6061 • Pax 360447.4)111 Visit our website: wwrr.mtc•inc.net 4501 Building - 156036, 09/18/2015, #F68158, Page 1 of I Materials Testing & Consulting, Inc Ceoirehnkut Eat & Consulting *Special Inspection S Materials Tatting *Environmental Consulting 8ge:r# v 1Aroma-um Saw Mr/ 4501 Building - 158036 - Field Report: Reinforcing Steel: Report #F68092 CLIENT PROJECT LOCATION Inspection Information: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 09/17/2015 PERMIT # D13-219 Inspection Date: 09/17/2015 Time Onsite: 7:57 am Weather Conditions: Overcast Inspection Performed: 'Reinforcing Steel Comments: Sheet: S2.1, S3.I.2 Details: 18 and 20 on S3. I.2 and Location: Loading dock ramp walls Observed the placement of ASTM A615 grade 60 reinforcing steel into slab on grade and walls at the above mentioned locations. Reinforcing steel was of proper size, grade, lap, spacing, location, clearance, and secure prior to placement of concrete. Work performed, that was visually inspected was found to be in conformance with project plans dated 8/25/14 revision number I. Images: i0 r rd Ln UPLOADED: 09/17/2015 08:02:00 Formed Loading Dock Ramp Walls REPORTED BY: John Silk REVIEWED BY: Raymond McNamara, Project Manager ^ITY OF TUIKWILA 21 '2015 PERMIT CENTER A4 mreerhapllr mil re w•altttt.sm ssd inn* M-sma•vereeweY.•e!eitewem.lr prink •emesr}.n.dletresar•rAysri sr Mmrrirewedyn eu acOese.vremlerlrles re. pstiMAnA•ai4srr.n.aetlasar t. enmesh= anepslidarrgiao.Dimmed peel tor Memeigruleg. 1101 - 111] PIsir els le Tnclnp 1 Cwrula . I. All rig kis ter•e.•d. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.759.1990 • Fos 360.753.1980 SW Region • 2118 Black Lott Blvd. S.W.• Olympia, WA 5'8312 • Phone 3.60..534.9147 • Fax 360.534,9179 NW Region • 8135 :Dupont Strcel, Suite 3 • Relll•ghnm, WA 9$225 • Phone 30447,4441 • Pax 360.447.4111 Visit our website: wwo,.mtc•inc.net 4501 Building - 15B036, 09/17/2015, #F68092, Page 1 of 1 rc Materials Testing & Consulting, Inc. Govtechnkat Enseneetinz & Conswlting • Special Inspection a Matertrds Tema Environmental Ciscoultins E.gti orrdMyanmar Fume 4 1 4501 Building - 156036 - Compression Test: Concrete: Report #C41322 - DRAFT CLIENT PROJECT LOCATION Inspection Information: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 09/10/2015 PERMIT # D13-219 Inspection Date: 09/10/2015 Time Onsite: 6:30 am Weather Conditions: [Overcast Inspection Performed: J Compression Test: Concrete Field Data (ASTM C-31): I Loading dock ramp Location of Placement: Sample Location: J NW edge of ramp 1st truck L_ / Contractor: -Pt-U}3 J Subcontractor: Conco 1 Supplier/Plant: f hes - 202 10 01'40 Slump, Inches (AS'I M C-143) or \1'/C Ratio:: 5.25 Concrete Temp, °F (AS I M C-1064): 150351 I .lob Spec. Slump: Air Content, % (ATS119,C-231): 4.1%01 Job Spec. Ar: ' •„,, j Qty Placed, Cu. Delivery Ticket #: Truck #: F Mo44 Batch Time: Sample Time: 6:03 J 7:02 Mix # and Proportions: 68 Ambient Temp, °I': 571 Min Temp, °F: Max Temp, °F: 0155A Cement. lbs.: 5146 7 Coarse Agg, lbs.: 7/8 .,' Flyash, lbs.: f ,Coarse Agg, lbs.: Water, gals.: 1,208 2 1/ ;- Coarse'Agg, lbs.: Fine Agg, lbs.: 13720 t/i 5.64% ,%7,\ Coarse Agg, lbs.:r Sample Type & Compression Test\Results: 1 Admixture, /cwt: IAEA. 50 oz. Admixture, oz./cwt: I Admixture, oz./cwt: Admixture, oz./cwt: Received U9/1 I/2U15 Sample Set oft Type of Compression Test: ,Concrete (ASTM C-39) Lab Tests: Test Total Sample New Log # Age Date of Test Load ; Dim. on.) (Days)`(Lbs.), In.) Sample Comp. Area (Sq. Strength (PSI) Tested By I 5836 I 7 1109/17/2015 I�3 681 i 4.00 II 1256 3,480 j r -1 28 10/08/2015IL JL _J JL - ► L-- I IL _ JL 1{ J1 1_3000 ( 58.-11T-1 L 5838 --I j 5839 j • 5840 I REQ'D 128 J 28.1 10/08/2015 I E -I Break Type ASTM ASTM C-617 C-1231 Cheryl Meredith it 27 0 28 I ( 10/08/20153 REPORTED BY: Kevin Walters REVIEWED BY: i! o I ❑ ❑ IT o ❑ ❑ ❑ ❑ ❑ ❑ 64EGENED cm of i'v,s o 1 2015 PERMIT CENTER All sone npAr eel" in Erne leawA. Anl mannnst.. Ara,wa7P.n0711r}11tan pMkanl.nrnn.dinnnaor•Ara!wl o Mulel hlpyrjrfebeaw.=sAyntotnehm potMVe A1aias+o 1.1' b 0Y$ ones Kea ae¢p®#w mom blamed pra9ei car Alm apprnA Q 1101 - 1111 Nal•rla,IN Tooting K CAsa ula lar.. Int. All Arlan raa•rr,A. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phase 3619.733.1990 • Fes 3611.73S.1989 SW Region • 211$ Bloch Lute Blvd, S.W.• Olympia. WA 95512 • Phone 300434,9171 • Paz 300.534,9779 NW Region • $03 Dupont Street, Suitt 5 • Bellingham, WA 9$225 • Phone 36Q•647.41)8l • Pn.I 360.447.21 I 1 Visit our website: www.mtc•inc_nef 4501 Building - 15B036, 09/10/2015, #C41322, Page 1 of 1 Materials Testing & Consulting, Inc. Go:Weftnhvd Engiorerittz & Cansuing to Special In:pictiml • MM r$nl: Milne o 8nviranmental Cartatltftz F.egiaprrr4 t tartut 4 Any Mit 4501 Building - 156036 - Proprietary Anchors: Report #P12749 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 09/I 1/2015 Inspection Performed: Field Data: Base Material: 0 Concrete Thickness in inches: Hole Data in inches: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 09/11/2015 PERMIT # D13-219 Time Onsite: 13:00 Weather Conditions: [701', Mostly Sunny Proprietary Anchors Depth: 4" � Edge Distance: L 0 Clean ® Drilled Mechanical Anchor Data: Type: Length in inches: 7 Adhesive Anchor Data: Product Name: Specified Compressive Strength in psi: F4000 —� End Distance: 1 0 Cored Diameter: F5 8" Spacing: 112" OC 1 Diameter in inches: j Torque (Ft. lbs.): r J 0 Setting Tool Present 'Simpson AT-XP30 11._ Location: 1L.oading Ramp Wall Connection Batch #: F0 7U1 I6lJ 1 Exp. Date / Shelf Life: 01/19/2016 _,— Number of anchors: 7 Anchor Length in Inches: 4L—Fil Anchor Diameter in Inches:11/2" ® Anchors installed in accordance with manufacturer's instructions, specifications, and corresponding evolution report (LR -2713) Reason for Inspection: Shown on plans or specs O Re -inspection* ® Reinforcing Bar Remarks: ❑ Intentionally omitted during original placement ❑ Needs Engineer's review and acceptance* 1 MTC on site as requested to visually inspect the installation of#4 reinforcing bar with Simpson At-XP30 epoxy for the loading ramp wall [connection per detail 20 on sheet S3.2. --- — — — Images: RECEIVED OM OF TUMM A `'1 7 2015 PER O41T 4 ENTEIR A/1.rlvaMir s.tt,nesrndbwrewsAnaaaMraceeII A' moms, pener. or. trikvun,fepttwc.y.arOmAll•nrmeos /OM./o 11PrmwMIndalmmmter,}baassatIoxI rteemmfr/Mllwr•.ww.crnnert.wec+ekraL' samsnwaeoreFtlyw/gvn,b:c,crsadpmate*cQMmwppa+rt Si 11141 - 71i] M.tarIcl. T...IIDp i C.r.ul.i. . Inc. All ri{:Ya. r.14rs04. Corporate • 777 Chrysler Drive • Burlington, WA 982313 • Phoae 30.755.1990 • Fez 369.755.1980 SW Region • 2l 1$ Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360..534,917? • Parc 200.334,9T/9 NW Region • 505 Dupont Street, Suiic 5 • Itelll■ghnm, WA 98225 • Phone 360.d41.4041 • Per 3615.447.!)1 I I visit our website: www.mtc•inc-net. 4501 Building - 158036, 09/11/2015, #P12749, Page 1 of 2 Materials Testing & Consulting, Inc. Coakehnical Eagberavin= R Cnnwitinti • Special inspection • Materials Tertina • Environmental Coasali Fa ieetordA iaim+tr4 Fun* AMU UPLOADED: 09/14/201 11:07:00 REPORTED BY: Marcus VanValen REVIEWED BY: Raymond McNamara, Project Manager flECEIVIED CITY OF TUKWILA SgP'1.7 2015 PERMIT CENTER Alt .AAIAnfurxtr set, -nrxrarhswarre.see e6ph * erwomarreunkg r..51.nrA.f1Ap k.a,.,.mwn.n+.}Aa as aAnA.rin,McwcIAnAipngpvt,/ •.:w/erIntINA Ayr pellnAlm georerte.mrrarera ar®IYoarcpaAwerrgivo dsxn.igendles.v..tArrgnnt. C Not - 3111. W .r•rI.I. T..cl•r a. C...ul.lar. Inc. A II rIrba. r..sr..d. Corporate • 777 Chrysler Drive • Darlington, WA 99233 • Phone 364.765.1990 • pas 360.785.1980 SW Region • 2118 Black Lake Blvd. LW,* Olympia, WA 95312 • Phone 360.534,9717 • Fax 360.534.,9119 NW Ro.ioa • 805 Dupont Street, Suite 5 • 8ellhagham, WA 98225 • Phone 360.447,40d1 • Pus 360.447.8111 Visit our website: www.antc•inc.net 4501 Building - 15B036, 09/11/2015, #P12749, Page 2 of 2 Materials Testing & Consulting, Inc. Gevtedtnical Eaciseerittg & Canso/MN • Special Inspection • Materhrls Teats *Environmental Gonadtliite Entitrarn d,Aniumnr* Srimp* JP81 - - Compression Test: Concrete: Report #C41290 - DRAFT Warning: extract() (function.extractl: First argument should be an array in C:Alnetpub\vhosts\digitalpaperroute.cum\httpdocs\webforms\show-report.php on line 314 CLIENT DATE PROJECT LOCATION PERMIT # Inspection Information: Inspection Date: 09/08/2015 Time Onsite: 8:14 am Weather Conditions: Overcast 60 degrees Inspection Performed: 09/08/2015 Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: Trash Enclosure Footings 1st Truck Mid -Load Taken at Chute at 11 Cubic Yards'' Poe Consnui,lion Qty Placed, Cu. Yd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: II 150197 M 135 7:48 8:57 Mix # and Proportions: Cement, lbs.: 14635 Flyash, lbs.: Subcontractor::Concu �- �_. j Supplier/Plant: Iles Sand and Gravel/202 Slump, Inches (ASTM C-143) or W/C,Ratio: 1510 I Concrete;Temp, °F (ASTM C-1064): 68j �- Ambient Temp, °F: roil Min Temp, °F: Max "Temp, °F: 01450C Job Spee,,Slump:.r3`to Air Content, % (A'1'SM C-231):NA7 I -Job Spec. Air: L\ Water, gals.:12 4 "/Coarse Agg, lbs.: F8-1\720,0 Coarse,Agg; Ibs.:-I c� a.3340 Admixture, oz./cwt: r - Admixture, oz./cwt: L \,\ oaiie Agg, lbs.: N/A Fine Agg, lbs.: 18060 r — Coarse Agg, lbs.: [N/A• 10, Gallons of watcnwerc addcdN® Prior to sampling Sample Type & Compression Test Results: Received 09/09/2015 Sample Set of 1 ii // L \ j Lab Tests: "Test Total New Log # Age Date of Test Load (Days) (Lbs.) L57487 7 1109/15/20151 35.65 10/06/2015 IL 5749 5750 5751 28 28 28 5752 I I -I1 REQ'D 128 1 Remarks: 10/06/2015 10/06/2015 Sample Dim. (In.) 4 00 L, Type of Compression 'fest: Sample Area (Sq. In.) 12.56 Comp. Strength (PSI) 2,840 _IL_ Admixture, oz./cwt: Admixture, oz./cwt: J CITY OF TUEKWILA Concrete (ASTM C-39) SEP 1,5.2015 PERMIT CENTER Tested By Cheryl Meredith 1 L IF -IF 3.000 .l Break ASTM ASTM Type C-617 C-1231 2 j ❑ ❑ ❑ ❑ ❑ ❑ 0 IFo ❑ ❑ 0 (t 0 1Reinforcing steel was inspected and found satisfactory on September 8; 2015. Concrete was placed via chute and was mechanically Eonsol idated. !.1.nenvpArwpw.rr Ivornmvann,0ahic.rw 00.nnnellmf01.+1011000,0W WOK wil..,.wf.n.11srwa. orminim* n,aaeninclalpwrry tar 11010, arAclwneAb.n:0, wd11gnneM,.orvw,10ine arc••n.nreercdgwrtpan.nrandpesacgarwtl®gnst. 3101 • 1111. Mnariii. Testing a C.aml.iq. Inc_ All .1511. r.arrpl. Corporate • 777 Chrysler Drive • Burlington, WA 90233 • Phone 360-7SS.1990 • Fes 360933.1990 SW Region • 2118 Slack Late Divd. S.W.• Olympia. WA 98312 • Picone 360..334,974? • Fax 300.334,9??9 NW Region • SO3 Dupont Street, Suite 3 • Rellleghem, WA 99223 • Phone 360447.4061 • Pax 360447.811I Visit our website: www.inlc•inc.iilec - , 09/08/2015, #C41290, Page 1 of 2 • Materials Testing & Consulting, Inc. Geolechnknt Engineering & Conwrking • Special Inapectkin • Materials Testing *Environmental emoulling Eagiceo dAtruntrapSmrr I! 1 REPORTi 1) BY: John Silk REVIEWED BY: , U' // ?RECEIVED +4:ITV OF TUKWILA •1,5 2015 PERMIT CENTER ANswpeorAljalb Arm) Imams. Awl Ineito role44I., imellpnnakAP,If1!arxk1RFAN* owArtni. 'nprme *WM Aril 81114.05,114.KIWIATrtru ardielAktattiollveletclukr fohergirmernAlitrAmti.nAntuAlmsr mrsslYoarape@verwpmub:crnadlrcf9rpmwfraglinnA. A 1441 - 1111 Mrlarlr,lr timing I ir•rulrlsp. Isc. All rl{:Ise rrr•rrI1. Corporate • 777 Chrysler Drive • Burlington, WA 95233 • Phone 360.755.11994 • Fax 36S.785.i980 SW Rcgion • 2115 Black Lake Blvd. S.W.• Olympia. WA 98512 • Phone 360434,9777 • Pax 364434,9779 NW Region • $45 Dupont Street, Suite 5 • Bellingham, WA 95225 • Phone 34,04474w • Pax 36O.647.$I Ii Visit our website: wxrtv.n 1c•inc.net - , 09/08/2015, #C41290, Page 2 of 2 Materials Testing & Consulting, Inc. Goutnfinicui Eagbeetirtg * Consulting • Special intpecthad + Mnterlalp Testing a ttnv!irammentnl Comdata 5agit +rnrdArra n wg,'Find 14$1 4501 Building 15B036 - Field Report: Reinforcing Steel: Report #F67922 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 09/10/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Time Onsite: 6:30 am Weather Conditions: DATE 09/10/2015 PERMIT# D13-219 Overcast Reinforcing Steel Sheet: S2.1 Details: 18 on S3. 1.2 and SK -17 Location: Loading dock ramp and trash enclosure walls Observed the placement of ASTM A615 grade 60 remtorcing steel into slab on grade and walls at the above mentioned locations. Reinforcing steel was of proper size, grade, lap, spacing, location, clearance, and secure prior to placement of concrete. Work performed, that was visually inspected was found to be in conformance with project plans dated 8/25/15 revision number I. UPLOADED: 09/10/2015 08:12:00 Trash enclosure walls UPLOADED: 09/10/2015 08:13:00 Loading dock ramp REPORTED BY: Kevin Walters REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWI t, SEP 1 4 2015 PERMIT CENTER A"i% in op"! sib rind den,r.neidie nen r..N, M.entree p,R,.+►. p.f1e,, n pint ay+m,t•n.,•cP.00, ,.i+r.rr weenln.,Wp..pp}arclipoollistentirthintit n.pitionnitif ninnitt.a eMw,n �n ®••aad}oa.r6pailijaa'wont .n tennodpcsdni our ,r7m gsrq a 34101. 3$13 11181#1.1 II Tonto. t Cita . enc. All rig. boo r. sir rad. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Pliant 340.7$$S.1990 • Vex 569.755.1980 SW Region • 211$ Black bate Blvd. S.W.• Olympia. WA 98512 • PUone 360434,97T7 • Pax 360.534.4719 NW Rollos) • SOS .Dapeat Street, 5vito 5 • Rellloshnm, WA 98225 • Phone 3.604474Qei • Pax 36x.647.81 I i Visit our website: y-wn.mlc•inc_net 4501 Building - 15B036, 09/10/2015, #F67922, Page 1 of 1 Materials Testing & Consulting,Inc. Ge i mIntl E.nginrering & 4 aneuking • Special inipectian • Materials Test • Environmental Catending l;J rivarr d.Afanurno i+m►1 9/ 4501 Building 15B036 - Field Report: Concrete: Report #F67923 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 09/10/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 09/10/2015 PERMIT # D13-219 'rime Onsite: 6:30 am Weather Conditions: [Overcast [Concrete Sheet: 52.1 Location: Loading dock ramp Level: slab on grade Observed the placement of 40 cubic yards of concrete mix design # 0155A into slab on grade at the location noted above. One set of 5- 4" x 8" cylinders were cast for compression strength test specimens. Concrete was placed by boom pump truck and mechanically consolidated with high -cycle vibrator. Work performed, that was visually inspected was found to he in conformance with project plans dated 8/25/14 revision number 1. Images: UPLOADED: 09/10/2015 08:15:00 REPORTED 13Y: Kevin Walters REVIEWED 13Y: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWf?.^, SEP 1 4 2015 PERMIT CENTER A*sw!n a1Y!]s!rtrM eeedlieswcr o0aemrrri realA.a mend l•wrn►• n elms. Melt .A,erorle .rleT,eoa r•Pr.!asln tow ennRp.ddenetru elm,s.+eelert WTI foe peen** a neMm/rn.oan►a+.o .r atYc•hta ecncer.ltcp gar nperu,b c.rnd cassillan ear elms eigneeti.4 ]•4Y - 1:III Wnun r Tasting N Coe rul el nr. Inti. Afl rig Yu ricer red. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fos 366.755.1980 SW Region • 2118 Black Late Blvd. S.W.• Olympia, WA 98312 • Phone 360.534.9717 • Paz 3001.534.9179 NW Region • 803 Dupont SirCCt, Suitt 3 • Bellingham, WA 9022# • Phons 3.66447, 061 • Fnx 360,447.$1 11 Visit our website- Www.mtc»inc_net 4501 Building - 158036, 09/10/2015, #F67923, Page 1 of 1 Materials Testing & Consulting, Inc. Carledmical Ea1ginceri� * Consulting a Special inspection • Mtgerinb Testing • Environmental Caosolilog P.gci tere+dAIPlmar,nx Letro 1181 4501 Building - 156036 - Field Report: Nailing: Report #F67768 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 09/01/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 09/01/2015 PERMIT # D13-219 Time Onsite: 11:00 PM Weather Conditions: [Indoor Nailing MTC was onsite as requested by client lir framing inspection of the mezzanine lloor. Sheathing was in place per schedule. Simpson Titan 5/8" bolts were installed prior to our arrival and were laid out per plan. Images: UPLOADED: 09/02/2015 11:39:00 Mezzanine Floor REPORTED BY: John Silk REVIEWED BY: Raymond McNamara, Project Manager UPLOADED: 09/02/2015 11:42:00 Simpson Titan Bolts RECEIVED ',ITV OF TUKWILA SIP '0'8 CUP5i PERMIT CENTER !1n!vfe.wc myn..aa4 1000 cid.eeva.e0..i A,.•0r0011.0.r.,A'. ' 00000.10 pAae.y.nww,..rt rms." fatoni.r4 0.0m0pAttorAyr, 00000rar+wlb.00 s0+.aasrsb. olmI ,' araealYoanrepedlci1000pm.Mamwrad Imv01000gaprn14 i1 1401 - 1111 W .0erl..10 Te0c101 11 C.e.u11100.. Inc. All rlfY.. 0.00,00.1, Corporate • 777 Chrysler Drive • Darlington, WA 9$233 e Phone 360.755.1390 • Boz 360.7SS.i960 SW Region • 211$ Black Late Blvd. S.W.• Olympia. WA 90512 • Phone 360.534.9177 • Fax 360.334.07'79 NW Region • $45 1Auponi Strcct, Sutra 5 • llelllogham, WA 98223 • Phone 360.4474061 • Paz 360.647.8111 Visit our website: www.nitc•inc.net. 4501 Building - 15B036, 09/01/2015, #F67768, Page 1 of 1 r`• Materials Testing & Consulting, Inc. Goalec6nicul Enging & Qmsuking * Special Inepectiml • ktateia11 Meng S Envhrunmentat Ca hating Eicticatr a'dAlirmnrnt4 Snrr. ,199'1 4501 Building - 15B036 Compression Test: Concrete: Report #C40905 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA . Inspection Information: Inspection Date: 08/06/2015 Time Onsite: 06:00 to 10:00 Inspection Performed: Compression 'fest: Concrete Weather Conditions: DATE PERMIT # 08/06/2015 D13-219 Clear, and Sunny Field Data (ASTM C-31): Location of Placement: Sample Location: J Level I Ground Floor Closure Strips, Gridlines 1 and 4/A to E and A/I to 4 Line. Inside of Building below plan table Contractor: !Poe C7onstruction j Subcontractor: :Conco 1 Supplier/Plant: Miles Sand and (;ravel/202 Qty Placed, Cu. Yd.: [ 2 Delivery Ticket #: Truck #: 1413051 M065 Batch Time: 06:20 --- Sample Time —SampleTime: 1 07.30 Mix # and Proportions: Slump, Inches (ASTM C-143) or N'/C Ratio: 5 Concrete Tent Job Spec. Slump: Llto 51 Air Content, % (ATSM C-231): Job Spec. Air: 1.5 p, °F (AS'I'itl C-1064): 69 Ambient Temp, °IF: 581 Min Temp, °F:50 / Nlax Temp, °F: 79 123001', with Fly Ash and Polvheed Cement, lbs.: [4150 F'lyash, lbs.: Water, gals.: Fine Agg, lbs.: 1025 1702 1.bs 16500 Coarse Agg, lbs.: 7480 3/4 1 Coarse Agg, lbs.: [3900 3/8 Coarse Agg, lbs.: Coarse Agg, lbs.: Admixture, 1 Admixture, N/A N/A __ _I 0 Gallons of water were added ID Prior to sampling Sample Type & Compression Test Results: Received 08/13/2015 Sample Set 1 of I Type of Compression "Test: Lab Tests: Test Total SamlDi pe m. Sample Comp. IL New Log # Age Date of "Test Load Area (Sq. Strength (Days) (Lbs.) (In') In.) (PSI) F8/13/2o151F 35:209 ir 4. Rylee Shear IL 3 J Rylee Shear [' 2 1 Rylee Shear _Jr3 Admixture, Admixture, oz./cwt: [Poly 250 oz./cwl: [ oz./cwt: r oz./cwt: RECEIVED 1Y"CWW TUKWIL,q s .0 8 2015' Concrete (ASTM C-39) PFR"91TICENTER Tested By Break ASTM Type C-617 Cheryl Meredith 2 1 L 4970_,i1 28 Ji 09/03/209/03/20151±4(2:6_1_6_1 3. 09/03/20151±4(2:6_1_6_1 129_ 12.50 L 3.730 j 4971 ] 09/03/2015 46,600 L 3.9y J 12 50 93,730 it 4972_) 28 1109/03/20151 48,534 j 3.99 ' 1 12.50 I! 3;880 lI L 4973 IF H II JC !I_� �EI IP IL II 0 REQ'D 128 —j 3;000 28 Remarks: ❑ ❑ ASI'1l (2-1231 IReinforeing steel and vapor harrier inspected and (bund satisfactory on August 5, 2015. Concrete placed by tail -gate- method and !mechanical consulted throughout it's entire placement activity. ren.caan.tlpr,ey-n.renlwasiwao°raaAkh.+.w M rnabr.ao►. r.wolr c•.al+astrlesgP,V or r.91.•,o?.oNnef0+rk. R!Iknre,r+,riTva,.a.r+ar.•; r+ armsitre gimping air 'emu b imaM paw air wham wpm*. 3101. }II 3 IIit. ;le U trretwl l [r•.ulrlwl. Irx. All rig Imo nr•rr s1. Corporate • 777 Chrysler Drive • Harlington, WA 98233 • Phome 260.755.10.90 • Was 360.755.1980 SW Region • 211$ Black Lake Blvd. S.W.• Olympia. WA '90512 • Phone 360.334,9/71 • Fax 360.534.9779 NW Region • $05 Dupont Succi, Suite 5 • Belllogham, WA 98223 • Phone 360.647.604x( • Pas 360.647.$1 I I Visit our website: wwa.anlc•inc.nci 4501 Building - 156036, 08/06/2015, #C40905, Page 1 of 2 K Y Materials Testing & Consulting, Inc. Geolechnirnt Emeseerins & Consulting • Special Impaction • Natal la Teens b Environmental Camellia Bqe aorrrdAtnumnrr rim* '981 REPORTED BY: Jeff Medearis REVIEWED BY: Cheryl Meredith, I..abManager Ml woforolt cob w oralgoloro druorref oral, Aro!tafll+rrrrrl•.r, o Moo,. lo MI* oil wawht,.all+room rr ofloron! o l►ow'PMSAI prom of clhor. ar+wlrtM4r e. motor/of si•+enb.vw!nhelw otocollwroocoottroorrororn hounadpMeiurn/mo4pmhe 3101 - 1113 Norris le Tricia; I Ci•rulrinr. Inc. All rlriir f serrod. Corporate • 771 Chrysler Drive • Burlington, WA 99233 • Plume 364.7$5.1994 • Fax 361.755.1980 SW Region • :IIS BiacR Late Blvd. S.W.• Olympia, 'WA'00512 • Phone 360,134,9777 • Fax 360.334,9119 NW Region • 845 Dupont Sivcct, Salle 5 • Bellingham, WA 93223 • Phone 360447406/ • Ru: 360.447.91 I I Visit our wehsile_ www.rntc•inc.ne1 4501 Building - 158036, 08/06/2015, #C40905, Page 2 of 2 Materials Testing & Consulting, Inc. Gevltaflniral' Ealitrsrirm & Censtllrlttg * Special enupcttlen * Meaelilds Term *)$nviranmental Coosabi is F. q.:oatrsul.ij,umnric ruirorp81 4501 Building -156036 - Compression Test: Grout: Report #G40910 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 07/30/2015 Time Onsite: 9:45am Weather Conditions: Inspection Performed: Compression Test: Grout Field Data (ASTM C-31): Location of Placement: Sample Location: DATE 07/30/2015 PERMIT # D13-219 ASF, Clear Tilt -up Panels (grid: A -E/1-4) [Tilt -up Panel # 3 Contractor: ,1Poe Construction j Subcontractor: L 1 Supplier/Plant: ,Miles - 202 1 Qty Placed, Cu. Yd.: 14/4 Delivery Ticket #: 147406 'truck 0: Batch Time: Sample Time: M051 9:40am 10:30am Mix # and Proportions: Slump, Inches (ASTM C-143) or NV/C Ratio: Job Spec. Slump: 9 8-10 Air Content, % (ATSM C-231): LNA .lob Spec. Air: CAl Concrete Temp, °F (ASTM (5-1064): L70 Ambient Temp, °F: Min Temp, °F: Max Temp, °F: 85 10550 Cement, lbs.: F400 �!! Flyash, lbs.: NA_�`__ Water, gals.: 199 J Fine Agg, lbs.: 10380 Coarse Agg, lbs.: SNA Coarse Agg, lbs.: INA Coarse Agg, lbs.: INA 1 Coarse Agg, lbs.: NA 101 Gallons of water were added ® Prior to sampling Sample Type & Compression Test Results: Received 08/07/2015 Sample Set I of I Lab Tests: Test New Log # Age (Days) (Lbs.) 4841 14 108/13/2015 34.240 4842 I 28 [08/27/2015 II 39.498 Total Date of Test Load Sample Dim. (In.) 4843 28 REQ'D !28 08/27/2015 L 3.° _J 30 REPORTED BY: Marcus VanValen 38,956 11 3 Type of Compression Test: Sample Comp. Area (Sq. Strength In.) (PSI) 7.07 4,840 r 7 07 7.07 J 5,590 5510_1 4000 Admixture, oz./cwt: IFELVO - 164oz Admixture, oz./cwt: LA Admixture, oz./cwt: [NA Admixture, oz./cwt: LTA Grout (ASTM C-1019) 'tested By Break ASTM ASTM Type L Curtis Shear L 0_1 Cheryl Meredith I[ 0 j Cheryl Meredith r 0 REVIEWED BY: Curtis Shear, lab Manager C-617 C-1231 CITY OF 'rUKvvi,..:-a AUG 2 7 2015 PERMIT CENTER 49.nnOn•1Nt••h-ITIMO 0tala1a o7rwenM,mxren On meelprieank•,,.nRwn.Mpint wdnawhn./14e'+•.s/.elw+l oNewnlackl irny or 'Awn R•:'1p41l.tW+nur pacennA, Ananwern.ccectoInne mrsasenw nerconiki car man, u wand p•emeonr•ina vlln..1. 47 34141 • 2113 In overlie lc Tylelnp 41 C out ul.Ins . Inc. All rl gimp /Iasn•i. Corporate • 777 Chrysler Drive • Burlington, WA 9$233 • Plume 360.7333.1990 • Yes 369.735.1980 SW Region • 2118 Black Late Blvd. S.W.• Olympia, WA 98312 • Phone 360.534,9777 • Pax 360.534,9119 NW Region • $03 Dupont Street, Suite 5 • RellIngham,'WA 98213 • Phone 369447,6061 • Pas 360447.8111 Visit our website: wwnr.tntc•inc_net 4501 Building - 158036, 07/30/2015, #G40910, Page 1 of 1 Materials Testing & Consulting,Inc. Gealnirnlnt Fagiarerwa & ConwulNn • Special Inspection • Maaeriah Train • Eavirnnmwtal Crwlti a Eiravonini Ansrpnn Sian 11tt1 4501 Building 15B036 - Field Report: Nailing: Report #F67597 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 08/25/20I5 PERMIT # D13-219 Inspection Information: Inspection Date: 08/25/2015 Time Onsite: 12:00 pm Weather Conditions: inside. 75 deg Inspection Performed: Nailing Comments: I) Sheet: S2.1 Location: Shear walls at the office.. grids (I -2.2/13.2-C.7). slab to meczaninc elevation Details: shear wall schedule at 20/S6.0_ 6/S6.0 2) TCC on-site for shear wall inspection at the office ssalls notes aboxc. M'I C verified sheathing thickness and ratings. and fastener siie. spacing and locations. MTC verified edge nailing at holdoss i studs. and to the Isl rim at the met -Janine. M'I'C also verified bottom plate anchor bolt spacing and siies. All work was sisually inspected and seas in -compliance with appros ed plans and specs. Images: UPLOADED: 08/26/2015 14:20:00 Lumber stamp UPLOADED: 08/26/2015 14:21:00 Looking north at the office UPLOADED: 08/26/2015 14:22:00 Looking north at grid 2.2-13.2 096606 pie :rh r+.r.ra:ew;aen..}, 6:..... nw+ he 1.666 tower tremo w Nom*" nw farm* 6 18.66:54 avid*, rea hewer A ionrri r 246* UPLOADED: 08/26/2015 14:23:00 RECEIVED CITY OF TUKWILA Edge nailing at rim joist AUG 2 8 2015 .• ..—. ..•.A,. ,...-.i....., M.w•.,, aariwr . .'""1"44 ,,r ,n r =PERMIT CENTER Cerpnrale • 777 Chrysler Drive • ■arltagteo, WA 1111213 • P\nae 1ti&-733.I!!p • Fac Sell 755.191111 fiW Regloa • 31 IX Black Lets Blvd. S W • OIympta, WA. 9N112 • Phone 300„534.977? • Fat 3b0,5i4.9719 NW Region • te05 Dupont Strcot, Suite 5 • ReIlloghum, W A 48225 • Phone 3641.A47.6p6I • Fat 360.647 al I Visit our web.iie: yfxs .mtc inc,[icr. 4501 Building - 15B036, 08/25/2015, #F67597, Page 1 of 2 Materials Testing & Consulting, Inc. Govlechnicat Engferrerhis & Consulting a Special inepectian • Me1®inh Testing a 8nwironment:l Combing F,gginpe rd Asians** Fan* itt391 REPORTED BY: Ross Jorgensen REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA AUG 2 a 2015 PERMIT CENTER All antes ars/t•.•len email !mom, Awl aa i+•,•tK M tn•eae{•nwm M 17•11t•*oM FRIAlr :,tnl,it. Mlfi►•o•s[+r1A*ovil i bit•nkf!/Wwn :a(y o10heTtwNeaTntei!lmr.N pallknAlk9diR nate. imItvet1 tam>almwrepnh,wgmr.u2veoigaadl,aselmipitrttA 4 11141 • 1111 N u•rl,l, rutin, l Ct•tultl•1.. lex. All r1,:Itt esic r.N. Corporate • 777 Chrysler Drive • Darlington, WA 99233 • Phase 340.7$9.1990 • Ba: 3611.795.1980 SW Healon • 2118 Black Lake Blvd. S.W.• Olympia, WA 905.12 • Phone 360,534,9111 • Paz 300.534,9779 NW Region • $05 Dupont Sime, Stli10 5 • helii■gham, WA 99223 • Phone 360441444/ • Pax 360.447.ki 11 Visit our website: wwrc.lntc•inr.,met 4501 Building - 158036, 08/25/2015, #F67597, Page 20!2 later i .ls Testmo ._ on.'u! tin /inrytrrhnird Trgirarrrine.4 Cit nyuIrin4 • SIvrial rmlurtir.n • %l:rli•riih Trnlnr4 • F;'n% i"rermliirig F.'. J%ITrrnid lnnrun.rNrno, 1MJ 4501 Building -156036 - Field Report: Structural Steel, Job site: Report #F67163 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 08/05/2015 Time Onsite: 09:00 to 11:30 Inspection Performed: Structural Steel, Job site Comments: DATE 08/05/2015 PERMIT # D13-219 Weather Conditions: Sunny and Clear MTC field representative this A.M., arrived on-site as scheduled, and provided the below referenced periodic completed field welding and in -work process inspection: - Completed weldments for the Roof diaphragm Verco PLB-36 composite metal decking with it's puddle welds, and roof deck openings per 7 and 15/S5.1. - Welds performed by WABO Qualified Welder; Anthony S. Sciumbato, I.D. II 00008, Exp Date April 1, 2016. Certified for SMAW/FCAW 3G/4G. - In -work process for the roof composite metal decking lap -seam button punching which is to be completed today and will be final inspected on August 6, 2015. For the completed roof decking puddle welds and roof opening fillet welds and in -work process lap seam button punching, MTC found satisfactory to the approved structural plans, details and notes along with AWS D1.1 and D1.3 for visual acceptance criteria. REPORTED BY: Jeff Medearis REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA AUG 072015 PERMIT CENTER t•orpuriirr• • 777 4 hr% t4'z IJzi'.r • ISurI II l.1l.n, 1?.t 414:3t+ • 1'®un-• Milt.7SS_1Y')II • I. s .S4U.75L.14?Ill SN Reilrlilt • .:I : •K Fl i.,. I. l:• li ti.I .i 5ti' • I)I:.:lit: i.t. 5'ti .1 '451: 3 • Nh.:ur. .1L.•:1 °1. i; ; • :. , ,;(.ul.-.;4 •.‘ • •t. \'I1 64.4 -;int, • 'CO 1)u1>..ul .Sl:it•I kuil: 5 • Ilii I. %Otani. til .1 :ill 2.!..r. - F'h.:.l.• .?t•:1 rrI_-.!:I!TI •1.iti !LU.r:I' .SII: si: .•IIr •A•L•h?I :_. .. .. 'ul: . ... 4501 Building - 15B036, 08/05/2015, #F67163, Page 1 of 1 Materials Testing & Consulting, Inc. Gegen: !nkat Engineeritng & annulling 0 Special Inspection • Meterhtr Teems • Bnvirenmental auaseAling 812011Pli$1i Airarywc4 Fun* PBI 4501 Building - 156036 - Compression Test: Grout: Report #G40910 - DRAFT CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 07/30/2015 Inspection Performed: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Time Onsite: 9:45am Weather Conditions: DATE 07/30/2015 PERMIT # D13-219 85E, Clear [Compression Test: Grout Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: Poe Construction Tilt -up Panels (grid. A-li/I-4) / N Tilt -up Panel # 3 ‘,„ • Qty Placed, Cu. 1'd.: 14/4 Delivery Ticket #: Truck #: Batch Time: [9 40am-1 147406 M051 Sample Time: 10:30am Mix # and Proportions: J 1 Subcontractor: 1— —1 Supplier/Plant: Miles - 202 ,� \ \' Slump, Inches (ASTM C-143) or W/C Ratio: 9, 'tel Concrete Temp, °F (AS -IT1 C-1064): C70I Job Spec. Slump:.8-10 . / Ambient Temp, °F': Air Content, % (AT„SM C-231.):1 1A 1, Min Temp, °F: Job SpeAir: NA J \, Max Temp, °I 85 10550 Cement, lbs.: 3400 Flyash, lbs.: NA Water, gals.: [199 Fine Agg, lbs.: 10380 l� Coarse Agg, lbs.: ;NAt Admixture. oz./cwt: /Coarse Agg, lbs.: INA\\ Admixture, oz./cwt: [NA Coarse Agg, lbs.: INA 1 , Admixture, oz./cwt: INA Coarse ;Agg,-lbs.:A-' Admixture, oz./cwt: INA DEI_VO- 164oz 10il Gallons of water were added- Z Pnor to sampling Sample Type & Compress on\Test,Results: Received /Sample Set 1 of l 1 " Type of Compression "fest: (Grout (ASTM C-1019) Test Total Sample Comp. Sample New Log # Age Date of Test Load Dim. ) (In. Area (Sq. Strength Tested By (Days) (Lbs.) In.) (PSI) L 4841 14 08/13/2015 347240-1 3.0 ( 7.07 Lab Tests: 4842 4843 REQ'D 28 28 28 08/27/2015 08/27/2015 4.840 it Curtis Shear l[ Break ASTM ASTM Type C-617 C-1231 0 ❑ ( REPORTED BY. Marcus VanValen REVIEWED BY: , 4000 0 0 0 ❑ 0 ❑ RECEIVED CITY OF TUKWILA AUG 14 2015 PERMIT CENTER M1 sreaa,Mrwq neredPower oAalemM,ism% Al•W1161 l+rrrr+ins!AFsa,rim pK4•!ls/wktf.rl, +•els me** Dipllor witrAli1114,11113111 erale.o, a/1as tra114ea.. plt•eRie w.ahsqlb.vApvNeY.se ar alrce An•,rtialleiac warp li modpeedrgarMms 0 1401 • 2112 psit rle.lr rutlal dt Crseulr l•1. 1°s. All rlpler ,,.,.d. Corporate • 777 Chrysler Drive • Burlington, WA 95233 + Phone 360.753.1090 • Fez 360.755.1980 SW Region • 21 iS Black Late Blvd. S.W.• Olympia, WA 90512 • Phone 360,534,97f? • Fax 360.534,9119 NW Reglee • SO5 Dupont Street, Suite 3 • Aelllapham, WA 90225 • Phone 3604474061 - Paz 360447.2111 Visit our website: wwr€.mtc•inc_eet 4501 Building - 15B036, 07/30/2015, #G40910, Page 1 of 1 Materials Testing & Consulting, Inc. Geotechnical Engineering R Consullinp • Special Inspection • Mourn1s Teting to Environmental Carnotite Eq noirrn Aint nu g Sum* 1Y 4501 Building - 156036 - Compression Test: Concrete: Report #C40905 - DRAFT CLIENT PROJECT LOCATION Inspection Information: Time Onsite: 06:00 to 10:00 Inspection Date: 08/06/2015 Inspection Performed: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 08/06/2015 PERMIT # D13-219 Weather Conditions: dear, and Sunny [Compression Test Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: r\ Level I Ground Floor Closure Strips, Gridlines I and 4/A to lid A/Ito 4 Line. Inside of Building below plan table � 1 Poe Construction Qty Placed, Cu. Yd.: �32 14B051 Delivery Ticket #: Truck #: Batch Time: Sample Time: M065 06211 0730 Mix # and Proportions: Subcontractor:jConco SupplieriPlant: IMi1es Sand and Gravel/202 • Slump, Inches (ASTM C-143) or 1V/C Ratio:'I ✓ I Concrete '1 e6np;'°F (ASTM C-1064): Job Spec.<Slump: E31ia5 Air Content, % (ATSM c-231): �N�f Job Spec. Air: I5 `�_ /, Ambient Temp, °F: Min Temp, °F: Max 'Temp, °F: 69 58 50 79 12300F. with Fly Ash and Polyhced Cement, lbs.: 14150 Coarse Agg, lbs.: 17480 3/4 Admixture, oz./cwt: Flash lbs.: 1025, Coarse Agg, lbs.: 3900,3/8 1 Admixture, oz./evil: r jCoarse Agg lbs.: jN/A:' Admixture, oz./cwt: Fine Agg, lbs.:1.16500 1 \Coarse Agg; Ibs.:1N/A Admixture, oz./cwt: Poly 250 Water, gals.: 1702 I..bs L 101 Gallons of water were added, El Prior to sampling: Sample Type &Compression; Test Results: Received 08/13/2015 Sample Set 1 of 1 Lab Tests: \ \ "fest New Log # Age Date of Test (Days) F4969 IF 7 108/13/2015 109/03/2015 4970 4971 4972 28 rz i 28 L4973 JL I1 REQ'D 128 Remarks: Total'! Load (Lbs.) Type of Compression Test: RECEIVED CITY OF TUKWILA AUG 1 3 2015 Concrete (ASTM C-39) PERMIT CENTER Sample Comp. Sample Break ASTM ASTM Tested By Dim. (In.) Arca (Sq. Strength Type In.) (ISI) 35.209 09/03/2015 09/03/2015 4.00 ir12.56 1 2,800 _Jr 1F1 _IL 1 �r- JI1.-_-_-...._...-.. 3,000 Cheryl Meredith 1 2 1 0 iF o —1 0 _IL 0 C-617 C-1231 (Reinforcing steel and vapor barrier inspected and found satisfactory on August 5, 2015. Concrete placed by tail -gate method and mechanical consulted throughout it's entire placement activity. 5n awregprwq r erne kayos ad•aARm aoe8 Oa •+sorml 1•wrrrim ar)Y,wr,,sr pryer • + sawe*r.rl*tree err rq.dr•r o MaeMredrrrpn(t or dtr•a.te}wrc•trr.n N!••tiw aroverran . a••Isyker in mu trey ancp¢Aiwapart, bwind prong asataayrmrat. O 14101. 1111 N•rarl•C•••ul•Int. Irx. 511 rig :t•• reo•rrn9. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fat 369.755.1980 SW Region • 21.1E Black Late Blvd. S.W.• Olympia. WA 93512 • Phone 360.534,9777 • Pax 360.334.9779 NW Regloo • SO3 Dupont Street, Suite 5 • Relllegham, WA 98223 • Phone 360.647,6441 • Pas 360.647.$111 Visit our website: wwf..mtc•inc-net 4501 Building -158036, 08/06/2015, #C40905, Page 1 of 2 Materials Testing & Consulting, Inc. Ge rdiel ad F,oSieerlea & Camellias • Special I n,pectirm • Matertay Tet • Ealeirvnmental Camellk EasireersdArru w,n Frog l l REPORTED BY: Jeff Medearis REVI BY: , N RECEIVED CITY OF TUKWILA AUG 1 3 n5 PERMIT CENTER Ml wr.nrrrrlr arq w 'nod Ilasaw ndU rtah,w.Oa vevidpsrt►wr,01.anolaprim wit sswAici.•Itriesw Rini Pal o aawMsldrrmPsltrtOkno,ahowar.r..FilkOrKin, wWeram.crwMYw$rr •fea from wrapdk awrgwcrh=wndlgmdlra as atm want a 1101. 2111 M medal, Tonlnl a Ca.vul ring. tor. AlI rig to nrorrei. Corporate • 777 Chrysler Drive • Darlington, WA 98233 • Phone 360.7$5.1990 • Fax 3611.755.19110 SW Region • 2118 Black Late Blvd, S.W.• Olympia. WA 98512 • Phone 360,534,9147 • Pax 360.534,9779 NW Regioa • S05 Dupont Street, Suite 5 • Belll■ghem, WA 98223 • Phone 36044T,650 • Par 360447.8i I I Visit our website: wwra .mtc.inc.net 4501 Building -158036, 08/06/2015, #C40905, Page 2 of Materials Testing & Consulting, Inc. Geo cbnical P.otthrceritrj & Ctxtladling • Special Inspection • Maleriail Tem • Earhonmental Come11i F.q *cdA#u, nn.Vanar W/ 4501 Building -15B036 - Compression Test: Concrete: Report #C40536 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 07/13/2015 Time Onsite: 6:30 am Weather Conditions: Inspection Performed: DATE 07/13/2015 PERMIT# DI3-219 Sunny 70*F Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: Panels # 1,2,9,10,20-24 Lfruck chute -- placed at Panel #10 Subcontractor: !Coraco POE Construction Qty Placed, Cu. Yd.: 124 of 134 Delivery Ticket #: Truck #: 159698 M096 Batch Time: 8:16 Sample Time: 9:04 Mix 4 and Proportions: Slump, Inches (ASTM C-143) or W/C Ratio: Job Spec. Slump: Air Content, °Ao (ATSM C-231): 4.5 NT Job Spec. Air: L Supplier/Plant: Miles sand & gravel company Concrete Temp, °F (ASTM C-1064): Ambient Temp, °F: Min Temp, °F: Max Temp, OF: LJ 76 70 [18400f, w/c=0.444 Cement, lbs.: iF545 Flyash, lbs.: 660 Water, gals.: Fine Agg, lbs.: Sand,15440 277.1 Oi Gallons of water were added ®Pr Coarse Agg, lbs.: Coarse Agg, lbs.: Coarse Agg, lbs.: Coarse Agg, lbs.: or to sampling 7/8,15560 Pea, 2960 Sample Type & Compression Test Results: Received 07/14/2015 Sample Set 2 oft Lab Tests: Test New I..og # Age Date of Test ( Days) 4163 7 07/20/2015 Total Sample Dim. Load (In.) (Lbs.) 41,517 4164 Jlr 28 1108/10/2015] 62,34 4165^lr 281 4166 4167 REQ'D 28 11 28 08/10/2015 108/ 10/2015 4.00 Type of Compression Test: Sample Area (Sq. In.) 12.56 Comp. Strength (PSI) J Admixture, oz./cwt: r Admixture, or../cwt: FLECIU Admixture, oz./cwt: L ': OFI(WI(A Admixture, or../cwt: L AUG 1J1 PERMIT CENTER Concrete (ASTM C-39) Tested By Break Type 3.310 J Cheryl Meredith 3 99 j[ 12 50 J1 4,990 _JL Rylee Shear 60,598 59,459 REPORTED BY: Michael Vaughan 3.99 1F-17270 4,85(1 1r Rylee Shear 3.99 12.50 4,760 4000 2 31 Rylee Shear REVIEWED BY: Curtis Shear, Lab Manager 0 ASTM ASTM C-617 C-1231 A4s.I„r01101:rn.•aitesrn.. .sla.nri.l,vow* A,.+.a. 0,n ►• Fr10no►rMen trel=snd.*..r1,tr,+re®rwY.sr.+o.00010.wwwrl'0jard'tawa,afennl nnInsent 0.$00..0 ytre•h.,wrinal,n �r m.tvh..seewehpwnpa°.Hz.rnalganaeaptur Mnnams rt. 0 1101 • 1111. N .,srl..u. Ta.slnt *. [.•.ulalep.. Inc. All rlp.1.. r.afr.01. Corporate • 777 Chrysler Drive • Darlington, WA 9$233 • Pheae 36O.7SS.1990 • Hos 361.7S5.19SO SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 160434,9747 • Fax 360.334.9779 NW Rcgloa • 803 Dupont. Strout, Suite 3 • Betllllgham, WA 93225 • Phone 1ts0447.444I • Paz 360.447.$11 I Visit our website: wvrw•.mtc•inc.nec 4501 Building -158036, 07/13/2015, #C40536, Page 1 of 1 Materials Testing & Consulting, Inc. Geotechnical Eek & Outselling • Special Inspection • Meteriide Testing o Environmental aattse111in= Eogir ened'Aeeaa4rn# SK,nr/ 1:181 4501 Building - 156036 - Compression Test: Concrete: Report #C40534 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 07/13/2015 Time Onsite: Inspection Performed: 6:30 am Weather Conditions: DATE 07/13/2015 PERMIT # D13-219 Sunny 70*F Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Panels # 1,2,9,10,20-24 Truck chute – placed at Panel #23 Contractor: POE Construction Subcontractor::Conco Qty Placed, Cu. Yd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: 134 146158 M 135 6:18 7:05 Mix # and Proportions: Cement, lbs.: Slump, Inches (ASTM C-143) or W/C Ratio: .lob Spec. Slump: Air Content, % (ATSM C-231): Job Spec. Air: 7 NT Supplier/Plant: (Miles sand & gravel company 1 Concrete Temp, °F (ASTM C-1064): Ambient Temp, °F: Min Temp, °F: Max Temp, °F: 76 70 184001: w/c=0.47 Type 1/II, 4935 Flyash, lbs.: (730 Water, gals.: 1320 gallons Fine Agg, lbs.: Sand,15820 Coarse Agg, lbs.: 7/8 Coarse Agg, lbs.: Pea, 3300 Coarse Agg, lbs.: J Coarse Agg, lbs.: L 0j Gallons of water were added E Prior to sampling Sample Type & Compression Test Results: Received 07/14/2015 Sample Set I of 2 Any Deficiencies Noted Lab Tests: E Low 7 -Day Break Test Total New Log # Age Date of Test Load (Days) 7_1 4158 4159 4160 4161 4162 REQ'D 28 28 28 H 28 07/20/2015 08/1(1/2015 08/10/2015 08/10/2015 Type of Compression Test: Sample Dim. Sample Comp. Area (Sq. Strength (Lbs.) (In') In.) (PSI) 134,576 J1 4.00 12 56 A 2,750 J r 3.99 �F 12.50 T-4,220 1 52,746 54.953 54,981 3.99 3.99 12.50 12.50 4,400 4,400 L 4000 Admixture, oz./cwt:-- Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: J RECEIVED] CT+ OF TUKWILA AUG 11201 Concrete (ASTM C-39) Tested By PERMIT CENTER Break ASTM AS'l'M Type C-617 C-1231 Cheryl Meredith 5 Rylee Shear 3 Rylee Shear 3 Rylee Shear REPORTED BY: Michael Vaughan REVIEWED BY: Curtis Shear, Lab Manager 3 0 041iseaangaeqnxr004.040mod....4 h1c•r4.OnImouermr+roi701,11rox olm palotk •lourreteti.01Tcrorea was tmlwatiord ScolptiOrmiliionvorti ordimheseetthwirallel pithOngfruv,,vailnnertmm4asmm arsosho apreanargoirgiau hclinad weii az wleasuppariL ll 1.01 • 1.11] N.I.rlr..I. terclel r Cr•rulcln1. enc. All rig .lcr,I,srr•d. Corporate • 777 Chrysler Drive • Bnrlingtoa, WA 9$233 • Phjae 360.755.1990 • 5as 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia. WA 90512 • Phone 360.534.9717 • Paz 340.534,9779 NW Region • $05 Dolton, Sitcce, Suite 5 • Itelli.aham, WA 08225 • Phone 3604474041 • Fox 3.60.447.81i I Visit our website: www.lntc•inc_net 4501 Building - 15B036, 07/13/2015, #C40534, Page 1 of 1 Materials Testing & Consulting, Inc. Creakselm! Eaginteries R Conwdting *Special inspection • Mari/di Testing • Bnsirvnmental Ca®uItk EagarternatArinnunsi Sinrx i�d! 4501 Building - 15B036 - Field Report: Reinforcing Steel: Report #F67162 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 08/05/20151'ime Onsite: 09:00 to 11:30 Weather Conditions: DATE 08/05/2015 PERMIT # D13-219 Sunny and Warm Inspection Performed: [Reinforcing Steel Comments: MTC field representative while on-site today, provided the below referenced reinforcing steel inspection for Level I. - Reinforcing steel and vapor barrier for the slab -on -grade closure strips along gridlines 1 and 4/A to E and A/1 to 4 line per plan view S2.1 and detail 20/S3.11. Reinforcing steel and vapor harrier installation. MTC found satisfactory to approved structural plans and details. REPORTED BY: Jeff Medearis REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA AUG 072015 PERMIT CENTER Atl wwPn 911r ap. moinnolkommeninnoloonininhismeill Are moral poonsigni indloonolnpW rredvawhre.11oc}:sn sin esRrenrd in lir co•r*rral/nratt or2►n•ornMag ole>Allsop,RMnignoor+rrsae.tniono►w,g aopRoauaprArgwwrvopneurrodpmnolk•ncrtiYmmgwmsk 1101 - 3.111 N narlr.I. Trrslo/ A Communing. Inc. All 'Igloo roomer W. Corporate • 777 Chrysler Drive • Burlington, WA 9$233 • Phone 340.769.1990 • Des 360.7$3.196) SW Region • 211S Blast Late Blvd_ S.W.• Olympic. WA 410i2 • Phone 360.534.9ft? • Paz 390.334.9119 NW Rosloo • $43 Dupont Strout, Suitc 5 • 11elllsghnm, WA 48225 • Phone 360.4474041 • Pas 360.047.1411 Visit our website: www.xnte.inc.net 4501 Building - 156036, 08/05/2015, #F67162, Page 1 of 1 Materials Testing & Consulting,Inc. Qom: F.agieee en & Comu Ing o Special Inspection to Motetdde T o Envihnnmentzl Ca®o11ias 84IGG#tn:4Miramar* Sun* 1181 4501 Building -156036 - Field Report: Structural Steel, Job site: Report #F67163 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 08/05/2015 Time Onsite: 09:00 to 11:30 Inspection Performed: Comments: Weather Conditions: DATE 08/05/2015 PERMIT # D13-219 Sunny and Clear Structural Steel, Job site MTC field representative this A.M., arrived on-site as scheduled, and provided the below referenced periodic completed field welding and in -work process inspection: - Completed weldments for the Roof diaphragm Verco PLI3-36 composite metal decking with it's puddle welds, and roof deck openings per 7 and l5/S5. - Welds performed by WABO Qualified Welder; Anthony S. Sciumbato, LD. # 00008, Exp Date April 1, 2016. Certified for SMAW/FCAW 3G/4G. - In -work process for the roof composite metal decking lap -seam button punching which is to be completed today and will he final inspected on August 6, 2015. For the completed roof decking puddle welds and roof opening fillet welds and in -work process lap seam button punching, MTC found satisfactory to the approved structural plans, details and notes along with AWS 1)1. I and D I.3 for visual acceptance criteria. REPORTED 13Y.Jeff Medearis REVIEWED BY. Raymond McNamara, Project Manager Mu RECEIVED CITY OF TUKWILA AUG 072015 PERMIT CENTER 49 swPegl!! ,•¢n wad Wooded ads®Mwand pnrrnk, RrA7,.* pdik cod rswP2+.11 wr INC eshnlred oMaefllntd "maw of dims, ewswitswi ratty ass wstioalsww!wnran.wowksi.w,r aephum ort wrgiaa.6:vrod meg as wives ppm* O 11101 • 1111 N nar1.1. r.neln/ l Cw.uhlep.. lee. All rights r.srred. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 36(1.755.1990 • Fez 360.955.19$0 SW Rc¢loo • 211$ Black Late Blvd. S.W.• Olympia, WA 98312 • Phone 360.134.9747 • Peat 360.134,9119 NW Region • 803 Dupont Street, Suite 5 • ifeliloghnm, WA 98225 • Phone 30.447.404$ • Por 360.647.$ (I 1 Vizi' our website: wrlrsr.mte.inc.net 4501 Building - 156036, 08/05/2015, #F67163, Page 1 of 1 Materials Testing & Consulting, Inc. Gevtecbntent Engineering & Consulting • Sge itd Ineyrstlen • Materials Tung I aavfrnnmentnl Cousedt e Equisior f Arra zoom um* 1997 4501 Building - 15B036 - Proprietary Anchors: Report #P12643 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 08/05/2015 Time Onsite: 09:00 to Inspection Performed: Field Data: Base Material: ID Concrete Thickness in inches: 11:30 Weather Conditions: DATE 08/05/2015 PERMIT # D13-219 Sunny and Warm Proprietary Anchors Plus 12" Specified Compressive Strength in psi: 4,000 Hole Data in inches: Depth: Edge Distance: End Distance: 0 Clean 0 Drilled 0 Cored Mechanical Anchor Data: Diameter: Spacing: Type: LWedge: All Anchors Length in inches: [12 ( Diameter in inches: Adhesive Anchor Data: Product Name: Location: Remarks: 3/4 Torque (Ft. lbs.): 150 0 Setting Tool Present Number of anchors: TT Batch #: Exp. Date / Shelf Life: Anchor l.,ength in Inches:1-1 Anchor Diameter in Inches: L 1 MTC field representative today provided torque inspection for the in-place expansion anchors for column base plate to concrete spread footings at gridlines B,C, and D/2 and 3 line. Torque checked with MTC calibrated torque wrench. REPORTED BY. Jeff Medearis REVIEWED BY. Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA AUG 072015 PERMIT CENTER Al wain mei veto weereU Prow olearrrld,•rrri M e f•av0 prow .►., Morn,N pN1rvol NNwha.rI*mow Nroelfrwn co b wwnlmlrwglvQ of dlva ahollor,rerelkr foofforloofweCws.vn.e,.norY,nN omirzufresionfprdIrgoreopm ho rsodsodyarolowsr1. 0 1101 . 1117 N 'marls le TWIN! a CbNYIdq.. IM. All dpo ru•r,ad. Corporate • 777 Chrysler Drive • Darlington, WA 98233 • Phone 360.739.1890 • Fes 3610.738.1980 SW Region • 2118 Black Late Blvd. S.W.• Olympia, WA 98512 • Phone 360.334,9141 • Pat 300,534.9179 NW Region • 805 Dupoat Street, Suite 5 • Bellingham, WA 95223 • Phone 360.647,606t • Pox 360.647.8111 visit our website: wwsr.mic•inc,nort 4501 Building - 158036, 08/05/2015, #P12643, Page 1 of 1 Materials Testing & Consulting, Inc. Geakafinlcet Engieterin; & Contuking *Special tnaperttion al Meier al, Tea * Environmental Caeetattiil; Ea/000a Atrmunal Fun* 11th, 4501 Building 15B036 - Field Report: Structural Steel, Job site: Report #F67180 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 08/06/2015 T Ime Onsite: 06:00 to 10:00 Inspection Performed: Comments: Weather Conditions: DATE 08/06/2015 PERMIT # D13-219 Clear Structural Steel Job site MTC field representative this A.M. arrived on-site as scheduled and provided the below listed field inspection: - Roof Level Composite Metal Decking with it's completed lap seam button punches along gridlines A to EA to 4 line as per S5.I, schedule detail 15. Lap seam button punches. MTC Mand satisfactory. REPORTED BY: Jet f Medearis REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA AUG 072015 PERMIT CENTER M1 imetnytplr•re.4 mammdlaaserse•laanrtettu•r91 Al,ommal{+wryMue .117rxtMt rMAls h�+.dl'gra. esrAlml m/4mArlim Mdpnpnu olfthamar+mtlynnl4eht MY a? Vaki!ert.vw►stwt� emmilMmummovallni erAmmo hmantad magi m mins wmtk a 7•01 - ]:117 IA eter lel§ reeving It C e•eule I nl.. inc. All rig :1ee rersrrsd. Corporate • 777 Christer Drive • Burlington, WA 98233 • Phase 360.755.1990 • Ban 369.7S3.19$0 SW Aeglon • 2118 Black Late Blvd. S.W.• Olympia. WA 98512 • Phone 360..934,9747 • Fax 360.334.9779 NW Region • 843 Dupont Street, Suite 5 • IleIlltlgham, WA 98225 • Phone 3604474061 • Far 260447.81t Visit our website: wws.antc•inc.aet 4501 Building - 156036, 08/06/2015, #F67180, Page 1 of 1 Materials Testing & Consulting, Inc. Geolectinicat Engionecirta & Cbnudling • Special Inspection • Moneritds Tights • Environmental Co mahits . viirat.*lddloronnt#$'lar*11981 4501 Building 156036 - Field Report: Structural Steel, Job site: Report #F67067 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 08/03/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Time Onsite: 07:00 AM Weather Conditions: DATE 08/03/2015 PERMIT # D13-219 Sunny 70*F Structural Steel, Job site -MTC on site as requested to visually inspect the structural steel and field welding of the h llowing items noted below. At this time, MTC verified the welding procedures, the welders WABO certifications, and welding consumables being used. The welding noted below was observed to be completed by WABO certified welders and comply with AWS D1.1 visual requirements and the project plans and specifications. -Welder: Townley O.Astrom WABO #W01050 Expires: Jan 1,2016 and -Welder: Brandon D.Astrom WABO #W06678 Expires. April 1,2016 -Process and Consumables: FCAW using 5/64" core -shield 8 E71T-8 l.) The completion of the 1/4" fillet welds attaching the L 2-1/2" x 2-1/2" x 1/4" steel angle drag struts to the ledger angle and roofjoists for the roof framing per the wall anchorage layout on sheet S2.4 and detail 20 on sheet S5.1. MTC observed the completion'of 6 struts between grid lines (A -A.4. 1-4), 6 struts between grid lines (D -E, 1-4), struts spaced at 6' on center between grid lines (A -A.4, 1=4), and struts spaced at 6' on center between grid lines (1/6-E, 1-4). 2.) The completion of the 1/4" fillet welds attaching the L 4" x 4" x 3/16" angle connection clips to the 1 -ISS joist girder columns for the connections to the tilt up panels at grid lines (A, 2 & 3) and (E, 2 & 3) per detail 10 on sheet S5.2. Images: UPLOADED: 08/03/2015 18:55:00 UPLOADED: 08/03/2015 18:55:00 RECEIVED CITY OF TUKWILA AUG 032015 PERMIT CENTER OA woes q, PH erra044111.•avlae.e.M,rr..0i M.rwc.adprrrr'M,• n.fes+f.r•r plot Ma nrrhn./1 Awn, vr•rFWrll Mm,rNewWprrrtr orrrlrrthert.rd+w/r•rm rghlkitinOrPillirrr.111.1011riMMrr a.•asM1i. a'lsllrsIlciw Irmo bxanadicadri s.1s•47sor* O HOB • T111 qmarl. .II Tr ring l C..•.ul.In I . Inc. A II ri`:ker r.rarr•d. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Vu 369.755.1980 SW Region • 2I IS Black Late Blvd. S.W.• Olympia. WA 90912 • Phone 360..334.9747 • Pax 360.334.4i/9 NW Region • 843 .Dupont Street, Suite 3 • Rellloghnm, WA 9322$ • Phone 340.44741)4i • Par 360.647.$I I Visit our website: wwP.mic•inc-ne` 4501 Building - 15B036, 08/03/2015, #F67067, Page 1 of 2 Materials Testing & Consulting, Inc. Govlccsnlcnl Engineering 8 Consuldny *Special inspection * Materials Tem o EnvMrvnmental Cansulting F,ng+ Aa nnum.* Saw MN UPLOADED: 08/03/2015 18:55:00 UPLOADED: 08/03/2015 18:55:00 REPOR"T"ED BY: Michael Currie REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA AUG 032015 PERMIT CENTER Iw asnirOpmb ne aktotoossO an,g„svri Allwwrallpwrralm to OlOorwrlr pars adaawi.v.•lyer+ma nF!l.ri o MsrafMrrrlrl pnprou ardlol . a.4oMrrl IOU a. pthAnOn ►,u,rsan.o.•,M►.,np amal4sl aminlroae mpm,.ha: rrodpaalYlosrrlmupp,at. a 1$AI - 2.111 Nspells le Tnslnp Clamble!.. Inc. All rig gm rei•rr•d. Corporate • 777 Chrysler Drive • Burlington, WA 99233 • Phone 360.739.1990 • Fax 361.755.1910 SW Region • 211E Black Lake Blvd. S.W.• Olympia. WA 99312 • Phone 360,534,9777 • Fax 360.334.9779 NW Region • 805 Dupont Street, Suite 5 • Bellingham, WA 95223 • Phone 360.64/ 400 • Fax 360.647.81 I I Visit our website: www.mic•inc.net 4501 Building -158036, 08/03/2015, #F67067, Page 2 of Materials Testing & Consulting, Inc. Ge tedinitnt Ersineerils * Comukinp • Special hnlpectkm ► Metelrit& Testing ► Environmental Ca rouillr g P..yfi:epRr of 4fmapnrr Falco 8t81 4501 Building - 15B036 - Proprietary Anchors: Report #P12627 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 08/03/2015 Time Onsite: 07:00 AM Weather Conditions: Inspection Performed: Field Data: Base Material: 0 Concrete Thickness in inches: Hole Data in inches: DATE 08/03/2015 PERMIT # D13-219 Proprietary Anchors Specified Compressive Strength in Depth: Edge Distance: End Distance: ® Clean ® Drilled 0 Cored 5" Mechanical Anchor Data: Diameter: 5/8" Spacing: Type: Simpson Titen I -ID screw anchors Length in inches: 6" Adhesive Anchor Data: Product Name: Location: Diameter in inches: 5/8" Torque (Ft. lbs.): 0 Setting Tool Present 1 Batch #: f Exp. Date / Shelf Life: Number of anchors:124 Anchor Length in Inches: 6" Anchor Diameter in Inches: ® Anchors installed in accordance with manufacturer's instructions, specifications, and corresponding evalution report (ER -2713) Reason for Inspection: Shown on plans or specs O Re -inspection* Remarks: ❑ Intentionally omitted during original placement ❑ Needs Engineer's review and acceptance* 5/8" M'I'C on site as requested to visually inspect the installation of the 5/8" Simpson Titen HD screw anchors attaching the L 4" x 4" x 3/16" Joist girder column connection angles to the tilt up panels at grid lines (A, 2 & 3) and (1/, 2 8 3) per detail 10 on sheet S5.2. images: RECEIVED CITY OF TUKWILA AUG 03 2015 PERMIT CENTER !Nl mseay;lt tak,rartedlommoclewa»11,ac•rw Ma wind nwrn.M m,11.2VA.Ir pos r ,,mn.rl tr{axa ars *PIM ne.•nststialrlpnrlt,rcclna.arw4artathesr p.$gW!w w+3k•,ste.onocAnOr,+a mraastlsaaaa tys>Y11 air nolo I,xanadptrseelecr Atimigapwi e a 11101 - 1017 n etcr I. rratinp N. Ca'mulling .. lar. A II rig Ito rear rad. Corporate • 771 Chrysler Drive • Burlington, WA 9$233 • Phone 360.75.5.1190 • Paz 3611.755.1981 SW Region • 2118 Slick Late Blvd. S,W.• Olympia, WA 98512 • Phone 360..334,9/47 • Pu 360.$34,9779 NW Region • $05 Dupont Sired, Suitt 3 • Bellingham, WA 08225 • Phone 160.447,4061 • Pax 360.447.$111 Visit our website: wwu.1ntc.inc.nec 4501 Building - 158036, 08/03/2015, #P12627, Page 1 of 2 Materials Testing & Consulting, Inc. Govkchnital Ba it & Censultinp • Special lnspertitm • Materials Tenting C Envirunmental CansoMen Eakkomml Atra ane. Funs I!$1 -T—,T ,1 �_A tr<C UPLOADED: 08/03/2015 19:05:00 UPLOADED: 08/03/2015 19:05:00 REPORTED BY: Michael Currie REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA AUG 0 3 2015 PERMIT CENTER AA sen milt wi n onsidlyougeoculeinutdmrpli M-e,aaillAreraiw h0Anim .W Malt Iwo *my 1.11,31wioMml!WRidpngpa{r of+fhsneOlne rtratke Mr ►e M111111115112.11,111011011 ff aere•Rs•serela114•Arrepan B:esraedpeolleivaM®peerik 0 11101 - 1..111 i1e,4r1,l. Fluidal! i. Cu•eulelosp. 1nr_ All rlpler rearmed. Corporate • 777 Chrysler Drive • Burlington, WA 93233 • Phone 360.733.1990 • Fes 360.755.19110 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98S12 • Phone 360.534.9717 • Pats 360.534,9779 NW Region • $OS Dupont Street, Suite 5 • llelllagham, WA 9$225 • Phone 360.1474061 • Fac 360.047.$1 t 1 Visit our website: wwP-.antc•inc.ae$ 4501 Building -15B036, 08/03/2015, #P12627, Page 2 of 2 Materials Testing & Consulting, Inc. Geotechnical Estes & Coming + Special tnapectlon * Materials Testing a Environmental Cwrsal ire liagrroirrdAttmvac Fun* 1ts81 4501 Building - 156036 - Field Report: Structural Steel, Job site: Report #F66936 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 07/29/2015 Time Onsite: 08.48 AM Weather Conditions: DATE 07/29/2015 PERMIT # D13-219 sunny. 70 deg Inspection Performed: Structural Steel, Job site Comments: On site for structural steel and visual weld inspection of roof frame connections on S2.3 as listed below. 3/16" fillet welds connecting, joist to girders and panel seats on grids 4 - A to E, 3-AtoF,2-A to E, 1 -AtoE. Welds as per 5/S5.2 & 20/S5.2. 5/16" fillet welds for girder to column drag type connection on grids B/3,C/3,D/3, B/2,C/2,D/2. Welds as per 20/S5 2 1/4" fillet welds connecting plates centered over columns on grids B/3,C/3,D/3,B/2,C/2, D/2. Welds as per 20/S5.2. 1/4" fillet welds connecting uplift plates to top ofjoist at wall seats on grids 4 -Atop& I - A to E. Welds as per 12E1 No.4. 5/16" flared bevel welds connecting A706 reinforcing steel to L2A-2A-5/16"A-18" for chord splice at wall connections. Welds as per 6/3.1.2. 1/4" fillet welds connecting plates to wall panel embeds on grids A -I to 4, - A to E, 4 - A to E, E - I to for two locations at panel joints and for footing to panel connections Welds as per 2/S3. I.2 and 8/S3.1 2 Note- one panel to panel plate not completed at panel no.9. 3/16" fillet welds connecting angles to joists for roof deck openings at 11 roof locations. Welds as per 7/S5.1. 1/4" fillet welds connecting L4A-4A-3/l6" Clips to columns, 4 per column on grids E/2, E/3,A/2,A/3. Welds as per 10/S5.2. Above welds visually acceptable per AWS D1.1 visual criteria. Welding performed by WAI3O certified welders Townley O.Astrom W01050 Jan 1,2016 and Brandon D.Astrom W06678 April 1,2016. Images: RECEIVED CITY OF TUKWILA JUL 3 0 2015 PERMIT CENTER Le see ens/I sett' oreenetexemeeeloesatth work Atl,estdpemtY.e ntko.e/e pek wlyawhm.dlnonieoc mestere le Mtearlhattpeesty of CubseoestaulowItsl efts pe!ontle A ReeneMt.Oter telae nes hes so,cpSrl ear emu .6eareeelsoseesmelantopeask a 1141 - 1117 IS 114111111 Tootles A Co ooull leg _ Inc. Al! rls:Ito rn•r•ed. Corporate • 777 Chrysler Drive • Burlington, WA 95233 • Piane 360.755.1990 • pat 310.755.190 SW Region • 211$ Back Lake Blvd. S.W.• Olympia, WA 98312 • Phone 360434,9177 • Paas 360.334,9779 NW Reglan • $03 Dupont Street, Suite 5 • Bellingham, WA 95223 • Phone 340447406/ • Fat 360447.8111 Visit our website: wwa.mtc.inc,net 4501 Building - 156036, 07/29/2015, #F66936, Page 1 of 2 Materials Testing & Consulting, Inc. Gevtichnicai Eapharerinx & Con uuiny • Special Inspection + Mu aini: T i log a Environmental Carsoltiii Bzwin trrdA#+annnrltMorai,+at UPLOADED: 07/29/2015 08:52:00 441 171 11:1 111 17 , 1� 4 ? a UPLOADED: 07/29/2015 09:37:00 UPLOADED: 07/29/2015 09:36:00 REPORTED BY: Dave Bale REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA JUL 3 0 2015 PERMIT CENTER An crKn aryl! orb ,randkcotaw cod amlr,arrN M•awwr♦lrAssal.• to Ora, IA, ayawl•cl./lntwnr milnlAll Matt+hwb/pnwil l' .114.mmorsollurIA11,411.1 p4/119114. fanwertf.oarrlaIrma mrca Orau•!repsfgtarw am b csrs•dmilks m w•ooappmlA 41 14101 - ]ill 14 114r14. le niacin' 41 C aaaula lap.. Inc. A11 r1'114 raasrr•d. Corporate • 777 Chrysler Drive • Burlington, WA 96233 • Phose 360.763.1990 • pas 369.755.1980 SSV Angina • 211E Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.4134,972/ • Fax 360.534,4179 NW Rciloo • 803 Dupont Sircci, Suite 3 • (lellisgham, WA 9822$ • Phone 369.647,001 • Fax 3_60.447,81i 1 Visit our website: woov.mtc•inc-net 4501 Building - 15B036, 07/29/2015; #F66936, Page 2 of 2 Materials Testing & Consulting, Inc. Gwkcihnitnt Womb: & Cana kltta • Spechd Inspection • Materials Thins • Envinsnmental Coasuttiinz $q :eateref Asim ns* Pa* I!81 4501 Building - 15B036 - Proprietary Anchors: Report #P12602 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 07/23/2015 Time Onsite: 1 1:00am Weather Conditions: Inspection Performed: Field Data: Base Material: ® Concrete Z Un -cracked Thickness in inches: Hole Data in inches: 8" DATE 07/23/2015 PERMIT # D13-219 70F, Mostly Sunny Proprietary Anchors 12" Specified Compressive Strength in psi: 14000 Depth: Edge Distance: End Distance: ® Clean ® Drilled 0 Cored Mechanical Anchor Data: Type: Diameter: Spacing: 8" Simpson Strongtie Wedge -All Anchor Length in inches: 12" Diameter in inches: 3/4 Torque (Ft. lbs.): 0 Setting Tool Present Adhesive Anchor Data: Product Name: [ l Location: Number of anchors: F-1 Remarks: Batch #: Exp. Date / Shelf Life: Anchor Length in Inches: r l Anchor Diameter in Inches: MTC on site as requested to visually inspect the installation of the 3/4" wedge anchors at for 1 -ISS Base Plates @ grid A,E/3 & 2 per detail 4 on sheet S3 II and RFI from FOR RFI changed the anchors from epoxy to wedge anchors Images: RECEIVED CITY OF TUKWILA JUL 2.4 2015 PERMIT CENTER Nn.c.01'.4101o.t.e40211ow0.nvama,M,+s.ra A,.rs.aIr,w ,. r,.+IVIV., pAac•dA,n.n...tt.rram. Ar.M11..l et ivvAr W.iipnpott or014106, •+.we..lnr«n•. rr•lyrtlre.rvrrivert.awr►arwe er Amm ra eleetitg•r npan Imicn®tisas014aael7mypnr.e a 7441 - lel] poverly I. TULIP!! i C.•euleler:. roc_ All rl`,t.. re.•r,ee. Corporate • 777 Chrysler Drive • BurlinQtoo, WA 95233 • Phone 360.733.1990 • Fez 368.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia. WA 90512 • Phone 360.534,91T? • Pox 300.534,9779 NW Region • $05 Dupont Street. Swim 5 • Bellltlgham, WA 95225 • Phone 5604474061 • Fax 360.447.81 I I Visit our website: ww!'r.n tc•inc_net 4501 Building - 15B036, 07/23/2015, #P12602, Page 1 of 2 Materials Testing & Consulting, Inc. Geotechnicot P.egiseerilus & Consuling + Speciad inspection • Materials Tem a EnnMlonmental Clonsullltg F, atiwnrdAnanuort Fat Ildl UPLOADED: 07/23/2015 23:41:00 REPORTED BY. Marcus VanValen REVIEWED BY. Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA JUL 2.4 2015 PERMIT CENTER A4 w010110 get Aparreetpasoweldelencridmvri M• Awed plrno►.o n4T.1.lh pIWA, AAA wArprhchdlycpx/00s«.►ee.rio•. Mq.ernUa ela•ostremOwlArwsw, 1.611,q■ aplmst awws►+,n mr ullnowetrsingwagouhray.odpe aiwd®IpmrM 0 1001 - 1111 NuI rlr l• Ionia; l C•••ul•le1. Tec. All r11Ir• r••ar.•d. Corporate • 777 Chrysler Drive • Burlington, WA 99231 • Phone 360.755.1190 • Yes E60.7SS.l9il0 SW Region • 21 IS Block Lake Bbvd. S.W.• Olympia. WA 98312 • Phone 360.334,9177 • Pas 360.334,9779 NW Region • 505 Dupont Strout, Suitt 5 • Bellingham, WA 95225 • Phone 3a'i0.6474061 • Fou 360447.51 t t Visit our Website: jrwe.1111c•inC_Ies 4501 Building -158036, 07/23/2015, #P12602, Page 2 of Materials Testing & Consulting, Inc. Geotechnical Espisees ms & Consulting • Special 1msprctien • Materhds T • Environmental Consulting EogiiwwrosdAhnonorr S'+aa i•9l 4501 Building 15B036 - Proprietary Anchors: Report #P12597 CLIENT PROJECT LOCATION Inspection Information: Lakeridge Development, Inc DATE 4501 S. 134th Place PERMIT # Tukwila WA 07/22/2015 D13-219 Inspection Date: 07/22/2015 Time Onsite: 12:45pm Weather Conditions: 70F, Mostly Sunny Inspection Performed: Field Data: Base Material: ® Concrete ®Un -cracked Thickness in inches: Hole Data in inches: Proprietary Anchors 12" Specified Compressive Strength in psi: Depth: Edge Distance: [ _ J End Distance: Diameter: ® Clean O Drilled 0 Cored 8" Mechanical Anchor Data: 4000 Spacing: 8" Type: Simpson Strongtie Wedge -All Anchor Length in inches: 12" Diameter in inches: Adhesive Anchor Data: Product Name: Location: Remarks: 3/4 Torque (Ft. lbs.): Number of anchors: Anchor Length in Inches: 0 Setting Tool Present Batch #:1 Exp. Date / Shelf Life: Anchor Diameter in Inches: MTC on site as requested to visually inspect the installation of the 3/4" wedge anchors al lbr HSS Base Plates (ii) grid A,B,C,D,E/3 K. 2 per detail 4 on sheet S3.11 and RFI from EOR. RFI changed the anchors from epoxy to wedge anchors. Images: Re-CENED OF TIJKWILA I JJL 2.4'. SIN PERMIT AnignwiTliwpn.rads«win.oaower10e.rrs,r,.w."prmr.im.,..A.1rtMltie,.rl...+.or •11 o awarlikwhOpyrni on. a,I a.foehraaere aar "warn .gaarradnritziereppwsk Q 11101 - 1:111 MGuerin!. raeclol l Ceaeel.lel.. roc_ All rig 1.* r.serr,d, Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Plume 360.7SS.1990 • Ds: 365.755.19130 SW Region • 2118 Black Lite Blvd. L.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.$34,9779 NW Renton • 803 .Dupoat Sumo., Suite 5 • helllsgham, WA 9822.5 • Phone 360.647.6041 • Fax 360447.8111 Visit our website: www.mtc.inc net 4501 Building -15B036, 07/22/2015, #PI2597, Page I of 3 Materials Testing & Consulting,Inc. Gemeclinkm1Faidisiering & ComuldngS Sperial &moieties e Howie& Testing Swtvi Favinernri Ammar* Sian MI UPLOADED: 07/23/2015 09:10:00 UPLOADED: 07/23/2015 09:11:00 UPLOADED: 07/23/2015 09:11:00 RECEIVED orry tOr 41.0cWILA LIUL 24 2015 PMi C.ENTEP ...ft -6,61f .11100,106 1,1.14 -1.0.10 N+.‘.r.. Olt 44v, MOM. ••• 1.111.41M 4.11440.111.00 efirleff 0061 0600160 rwartf 16.10.4166006, fe. •4066 vow* 110 2 .4 11.4 10I T 4..64 464 folf rff .4 +411, ,411,ci Corporate • 777 Chrysler Drive • Ilarlingten, WA 1112.13 • Phase 3441.7M-1990 • Fes 3111.7$4.11110 SW Region • 211$ BiAck Lake Blvd S W • 01)tuplit, WA 9tISI2 • l'hone 304.534.9717 • Fat 0,S:44.9779 NW Region • $95 Duposi Strsut, Suits 5 • helliaghum, WA 91122S • Phone 1641.b41.60431 • fax 160 1.47.S I II Visit our websive: DYfq.mic inc.zrt 4501 Building - 15B 036, 07/22/2015, #P12597, Page 2 of 3 Materials Testing & Consulting, Inc. Goolesibnical Enemata & Consulting • Special inspection • Mnttatab Twins s Environmental Cansotin Rqp swim/ Antan tnrr 5'ws P981 4501 Building - 15B036 - Compression Test: Concrete: Report #C40354 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 06/25/2015 Time Onsite: 0700 AM Weather Conditions: DATE 06/25/2015 PERMIT # D13-219 Sunny 65-80*F Inspection Performed: I Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Concrete for tilt up panels #3, #4, #5, #6, #7, #8, # 1 I, #12, #I3, #14, #15, #16, #17, #18, and 419. Truck chute - Panel #I3 Contractor: 'POE Construction 1 Subcontractor: 1Conco Qty Placed, Cu. 1'd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: 186of210+ 159498 M078 8:36 9:25 Mix # and Proportions: Cement, lbs.: 4995 Slump, Inches (ASTM C-143) or W/C Ratio: Job Spec. Slump: Air Content, % (A'I'SM C-231): Job Spec. Air: 5 N]' Supplier/Plant:;CNW 203 Concrete Temp, °F (ASTM C-1064): Ambient Temp, °F: Min Temp, °F: Max Temp, °F: 76 74 18400F Flyash, lbs.: 735 Water, gals.: 210 Fine Agg, lbs.: 16900(0.31%(108g1) 0 Gallons of water were added ® Prior to sampling Coarse Agg, lbs.: 117320 Coarse Agg, lbs.:' [3380 Coarse Agg, lbs.: L Coarse Agg, lbs.: Sample Type & Compression Test Results: Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: 1 - Admixture, oz./cwt: petieNeta CITY0Fitsaffith 14U1 2.41015 Received 06/26/2015 Sample Set 2 of 2 Type of Compression lest: (Concrete (ASTM C-39) PERMITCENTER Lab Tests: Test New Log # Age 3855 3856 3857 3858 3859 3860 REQ'D Remarks: SEC HFC 28 28 28 1-I 28 Total Date of Test Load (Lbs.) 06/30/2015 07/23/2015 07/23/2015 07/23/2015 36,510 55,682 54.863 54.863 Sample Dim. Sample (Ile Area (Sq. In.) r0 -1 L__ L 199 —1 12 56 3.99 3.99 12 50 12.50 12.50 -1 Comp. Strength (PSI) 2,910 Tested By Break ASTM ASTM Type C-617 C-1231 Curtis Shea 2 1 0 4,460-a Rylee Shear 4.390 4,390 4000 Rylee Shear 2 Rylee Shear 0 MTC on site as requested for the concrete placement at the noted locations. Concrete was placed via boom pump truck and properly consolidated by mechanical vibration. Contractor requested a 5 day field cure and requires 3000 psi compression prior to picking the panels Reference MTC visual concrete report #F66208 for visual observations. NI erNY•W/ VP II lr M*sil•vw•s e•dtawr4r.trwril rn onoontirnspolnoet enocnont ptitkeNocorrl.n.11..^r.•1.exninolrtee+Mn•IriwW prrllvp M't+im,tw'ruRatr#kfh•i civics from ax]rAlw mown Y avrrdpcollcpm elm vomit a 1141 . ] 11] N wile lo Tooting I (C11%111161. rix. All rig YIP re *cc r•d. Corporate • 777 Chrysler Drive • Burlington, WA 9$233 • Flume 36¢.755.11190 • Psi 369.7$5.1980 SW Region • 2118 Black Late Blvd. S.W.• Olytnpia, WA 98312 • Phone 360..334.9741 • Fax 360,334,9779 NW Region • 843 Dupont Street, Suite 5 • Bellingham, WA 9$225 • Phone 3.60.0474061 • Fox 260.047.1W I Visit our website: wwu*.]rrtc.inc.net 4501 Building - 15B036, 06/25/2015, #C40354, Page 1 of 2 Materials Testing & Consulting, Inc. Geoterftnktf FeQisatYites & Consu ing ► Special Inspection • Ma►edtd+ 'realms • Entranmental Constdiita F.rwirvefoissu*ne on 4501 Building - 156036 - Compression Test: Concrete: Report #C40353 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 06/25/2015 Time Onsite: 07:00 AM Weather Conditions: DATE 06/25/2015 PERMIT# D13-219 Sunny 65-80*F Inspection Performed: [Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: pOE Construction Concrete for tilt up panels #3, #4, #5, #6, #7. #8. # 1 1, #12, # 13. # 14, #15, #16, #17, #18, and #19. Truck chute — Panel #19 Qty Placed, Cu. Yd.: 31 of210+ Delivery Ticket #: Truck 0: Batch Time: Sample Time: 145470 M175 6:13 7:30 Mix # and Proportions: Subcontractor::Conco Slump, Inches (ASTM C-143) or W/C Ratio: .lob Spec. Slump: Air Content, % (ATSM C-231): 5 NT Job Spec. Air: L� Supplier/Plant: iCNW 202 Concrete Temp, °F (ASTM (2-1064): Ambient Temp, °F: Min Temp, °F: Max Temp, °I 75 67 I18400 Cement, lbs.: I:t920 �I J Flyash, lbs.: 730 Water, gals.: 1 71 Fine Agg, lbs.:116800 u;4.55%(9281) J L Coarse Agg, lbs.: (17000 Coarse Agg, lbs.: 3280@0.50%(2g1) Coarse Agg, lbs.: Coarse Agg, lbs.: lJ Gallons of water were added ® Prior to sampling Sample Type & Compression Test Results: Received 06/26/2015 Sample Set I of2 Type of Compression Test: Lab Tests: Test New Log # Age (Day's) Date of 'Test 3849 512C 06/30/2015 HFC 07/23/2015 07/23/2015 3850 3851 3852 3853 3854 REQ'D Remarks: 28 28 28 H 28 07/23/2015 Total Load (lobs.) 36,020 54,047 55.376 52,051 Sample I)im. (In.) Sample Comp. Area (Sq. Strength In.) (PSI) 4.0 ]L 12.56 1 3.99 3.99 3.99 12.50 12_.50 1 12.50 2,870 4,320 4,430 Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: � , ',UKWILA Admixture, oz./cwt: I JU 2:44 2015 P RIIAIT emu) Concrete (ASTM C-39) Tested By Curtis Shear 1 Rylee Shear Break Type 3 0 3 4,160 4000 I Rylee Shear 3 Rylee Shear 0 ASTM ASTM C -6I7 C-1231 MTC on site as requested for the concrete placement at the noted locations. Concrete was placed via boom pump truck and properly consolidated by mechanical vibration. Contractor requested a 5 day field cure and requires 3000 psi compression prior to picking the panels. Reference MTC visual concrete report #F66208 for visual observations. MAAA, ARO/ . Pp Grad Immo" GatInnutdr ic►r6 M!wad t,rre!..F.w 1.7K1ern!.11 Met .n1...wMm.r!,sr.,"ornA,elrrt o A, mirPIAPSAprviAni or+lh+•,ar+.olwlelRerr,/r!•••►*R,rkerrah.weeloimn areufnuor pittvwrelnu.M Slims! web. cur alm mural,. ti 1101 . 3113 N curie -le reeclal a C eieulo Ire. Inc. A11 rirltt re Barred. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phew: 360.733.1990 • Fes 360.733.1930 SW Region • 21 IS Bieck Late Blvd_ 5.W.• Olyrnple, WA 98512 • Pion 360..534,91f1 • Fez 300.534.9?19 NW Region • 865 Dupont Street, Suite 5 • lleilleghem, WA 48225 • Phone 360.447.6441 • Fpr 360.447.91 t Visit our website: www.mtc•inc.net 4501 Building - 158036, 06/25/2015, #C40353, Page 1 of 2 Materials Testing & Consulting, Inc. Gevkchnlrnt P.nchoeerins & Conn:Allan • Special Inspection • Materials T! n; Envirmtmemnl Cocevallf� Eaminetred Attmvwn Sun* i9$1 4501 Building - 156036 - Compression Test: Concrete: Report #C40534 - DRAFT CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 07/13/2015 Time Onsite: 6:30 am Weather Conditions: Inspection Performed: DATE 07/13/2015 PERMIT# D13-219 Sunny 70*F Compression "fest: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: POE Construction Panels # 1,2.9,10,20-24 fruck chute - placed at Panel #23 Qty Placed, Cu. 1'd.: 134 Delivery Ticket #: Truck #: Batch Time: Sample Time: 146158 M135 6:18 7:05 Mix # and Proportions: 1 Subcontractor: :Conco `f a Supplier/Plant: rMilcs sand & gravel company Slump, Inches (ASTM C-143) or W/C Ratio: f 7"1. Concrete Temp, °F (ASTM C-1064): .lob Spec. Slump: ' Ambient Temp, °F: i `?7/ Air Content, % (A1:5111 C-231): Job Spec. 18400f, w/c=0.47 r Cement, lbs.: aype 1/1I, 4935 Coarse-Agg, lbs.: 077�' Flyash, Ihs.: 730 1 /Coarse Agg, lbs.:113c3300 Water, gals.: 320 gallons ,1 /K\CoarscAgg, lbs.: Fine Agg, lbs.: (Sand,15820 !'rs 1\, Coae Agg, lbs 01 Gallons of water were added--IEPrior t .sampling Sample Type & Compressio\Test�Results: ); Received U7/14/2015/ -Sample et 1 of 2\I ®Type of Compression Test: [Concrete (ASTM C-39) ) ®`Low /=Day Break �- Test/ Sample Sample Comp. AS'1'A7 AS'I'A1 New Log # Age Date of Test Load Area (Sq. Strength y ( (Days) (Lbs.) Dim. (In.) In.) (PSI) Type C-617 C-1231 NT Min Temp, °F: Max Temp, °I 76 70 Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt• Any Deficiencies Noted Lab Tests: Tested B Break 5J 08/ t o/2o l 11-.._.-_......-.11 ` 1 f-_._._, -1; ir 0 1 L L 4158 1-4159-1 4160 4161 4162 7 07/20/20151134,576) 4.00 JL 12.56 [ 2,750_1 Cheryl Meredith 28 28 J 28 1-1 08/10/2015 08/10/2015 REQ'D 128 REPORTED BY: Michael Vaughan REVIEWED BY: , 4000 J 0 0 RECEIVED CITY OF TUKWILA JUL 1 7 2015 AaewFargilttelwems/ *maim eeOnandxe N AaemrtlpaaaMn.fbewaMMa, w4 wh,.M1ic}aaomc41/111 rtanMarMeeetNpet+atro nv a•.ar3.ARa tego .I,CENTER a°rAm r, air own, patiasN ! Atm word, Q 1.01 • 3111eadtrl I.1e Tening r CAA el al. Inc. A11 r Corporate • 771 Chrysler Drive • Harlington, WA 98233 • Phalle 360.739.1990 • Fax 369.935.1980 SW Region • 21 IS Black Late Blvd, S.W.• Dimple, WA 93S12 • Phone 3.60.334,9941 • Fax 30.334.9719 NW Region • 805 Dupont Street, 5utta 5 • Aelll•gham, WA 98225 • Phone 360.(47.6(1$1 • Fax 3611.647.8111 Yisia our website: wwo, rnic-inc.nct 4501 Building - 15B036, 07/13/2015, #C40534, Page 1 of 1 Materials Testing & Consulting, Inc. Gealecmnind Eesbeeeekts & Cam Meg e Speclyd Imperil= • Materhdt Mikis* Enviranmental Ganaattke 4501 Building - 15B036 - Proprietary Anchors: Report #P12574 CLIENT PROJECT LOCATION Inspection Information: Lakeridge Development, Inc DATE 4501 S. 134th Place PERMIT # Tukwila WA 07/15/2015 D13-219 Inspection Date: 07/15/2015 Time Onsite: 12:00 PM Weather Conditions: FS -tinny 70*F Inspection Performed: Field Data: Base Material: IQ Concrete Thickness in inches: Hole Data in inches: Depth: 14" minimum Proprietary Anchors 7-I/2"+ Edge Distance: El Clean O Drilled Mechanical Anchor Data: Type: Length in inches: Adhesive Anchor Data: Specified Compressive Strength in psi: End Distance: 0 Cored 4000+ Diameter: 3/4" Spacing: 124" oc Diameter in inches: "torque (Ft. lbs.): 0 Setting Tool Present Product Name: 'Simpson AT -XP Location: Tilt up panels 41, # 10, 420, 421, 422, 423, and 424. Nmnber of anchors: 100+ Batch #: 367S548S J Exp. Date / Shelf I.ife:109/07/2015 Anchor Length in Inches: r6-7-7 Anchor Diameter in Inches: ® Anchors installed in accordance with manufacturer's instructions, specifications, and corresponding evolution report (ER -263) Reason for Inspection: Shown on plans or specs O Re -inspection* O Other El Threaded Rod Remarks: ❑ Intentionally omitted during original placement ❑ Needs Engineer's review and acceptance* 5/8" RFI 412 0 Holes properly cleaned prior to epoxy installation MTC on site as requested to visually inspect the epoxy of the 5/8" epoxy anchors at 24" on center for the steel roof deck ledger in tilt up panels 41, 410, 420, 421, 422, 423, and 424 per detail 2 on sheet S5.2 and RFI 412. RFI 412 changed the anchors from embeded to epoxy anchors. No exceptions taken. Images: RECEIVED COY UMMIA JUL 2 0 SO PERP.9IT CENTER A*1 sriPaa*prtsep n Arradiet on vdgiamM cm*. Ar ormalpncroile dA•,..k Mat ederswha.iltsw+•es r•Aralndn l rPOITINpr{rrq o< enema r.'wAwlrPlaeti• el3red eehsrrtr.averAe•.oe amefnn aerEpoclIce Air b asn•dpeadly aawlAnkwadi 1101 - 111] N Ala rlele Towle!' * C.•eule ler.. Inc. A11 rig :Yar reear•erd. Corporate • 777 Chrysler Drive • Burlington, WA 93233 • Phoae 1607$!.1990 • Pett 360.753.19$0 SW Region • 211E Snack Lake Hlvd. $.W.• Olympic, WA 905I2 • Phone 360.534,9717 • Fez 3613.534.97/9 NW Region • 005 Dupont Street, Suitt 5 • Ifelllegham, WA 40225 • Phone 366.4474061 • Far 360.647.131 II Visit oar website: www.2ntc.inc.net 4501 Building - I5B036, 07/15/2015, #P12574, Page 1 of Materials Testing & Consulting, Inc. Go:4KMIcut EeQfeenin>: & Consulting *Special Inspection a MnterinU Teem a Environmental Cbmultfige ELvelm nnf Aonoonrr S'arcl+ P1481 UPLOADED: 07/15/2015 17:30:00 UPLOADED: 07/15/2015 17:33:00 REPORTED BY: Michael Currie REVIEWED I3Y: Raymond McNamara, Project Manager RECEIVED arm oto 11/11VVILA JUL 2 0 2NtS- PERAeiT CENTER Ml ssri»art cey R arr 101PROrr a•JrarrtaM aceali Merwuafrnmfem 411.3111% tilt p4Mis wilwsrrtm.dl.trrtITIAS nl IsImrsm*trarfilasoNa..+eul,rlrall ear iMbgr.,r esr.reriv.opeckat et sr erawarneaampeelywrcporubana7@ealeiar Yeveiplarnei Q 1101 . I117 hi uarla.lr socias a Ceaaulalar. Int, II rlrYo ra®r.ad. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Plume 360.755.19.90 • Fax 3 S.7S5.19110 SW Region • 2118 Black Lake Hied. S.W.• Olympia, WA 98512 • Plione 360.334,9171 • Fax 360.334,4779 NW Regloa • it05 .Dupont Street, Suite 5 • Belll•gham, WA 93223 • Phone 360.&474O0 • Fat 360447.8111 Visit our website: www .rntc inc_net 4501 Building - 15B036, 07/15/2015, #P12574, Page 2 of 2 rC Materials Testing & Consulting, Inc. Cevucltnical F et O on u ing *Special tntptction a MAMA, Testing • ll ivirvnmental Coma111� BAP. dw+s>dA *ur4uu garMR! 4501 Building - 15B036 - Field Report: Structural Steel, Job site: Report #F66640 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 07/15/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 07/15/2015 PERMIT # D13-219 Time Onsite: 12:00 1'M Weather Conditions: FS -tinny 70*F Structural Steel, Job site -MTC on site as requested to visually inspect the structural steel and field welding of the lollowing items noted below. At this time, MTC verified the welding procedures, the welders WAB0 certifications, and welding consumables being used. The welding noted below was observed to he completed by WABO certified welders and comply with AWS D1. I visual requirements and the project plans and specifications. Welder: Richard F Rivera WARE) #W00032 Exp: April 1, 2016 Process and Consumables: FCAW using 5/64" core -shield 8 ENT -8 I.) The completion of the 1/4" fillet welds attaching the L 6 x 6 x 5/8" joist seats with a 3/8" stifiner to the concrete embed plates for tilt up panels #1, #2, #9, #10, and #20 per detail 5 on sheet S5.2. Images: UPLOADED: 07/15/2015 17:28:00 REPORTED 13Y: Michael Currie REVIEWED BY: Raymond McNamara, Project Manager C1TVO 3u.';r+s11Jli Ir.JUL 2 0 2015 PERMIT CENTER A4i sadrgslt yeti ft, maMMmews mid eewrrMe%In* AliRwB1r, ,rke e3eivilolin a,*t lvwwMn.Ml verve eeS 1.011111.111 n bos fiterldmrrpru or ksahss rawllrisofts rig.arkir•vryailiwroh.swelutimat wireciernavarapraitemerrepernbmwrradigesdriourrttareapipRIVIS. 41 711011 fl I] U n•rlt,l. T.orldo 1 Collulelwt. lrrr. A11 rig'''. rasrrrwd. Corporate • 777 Chrysler Drive • Burlington, WA 9$233 • Phone 360.755.1990 • Paz 366.735.1980 SW Region • 211$ Black Lite 81vd. S.W.• Olympia, WA 98512 • Phone 360.334.9777 • Fax 30.$34 .9119 NW Region • $03 .Dupont Street, Suite 5 • Aeill■gham, WA 9$22$ • Phone 360.441.061 • Pac 360.447.$111 Visit our website: trwrr.mitc•iria.net 4501 Building - 15B036, 07/15/2015, #F66640, Page 1 of 1 Materials Testing & Consulting, Inc. Ceotecflnirnl F.satarrevh * Oamultiny + Special Inspection to Matle1nh Tem to Environmental Conm11k F.1ag:carvr4Ammons rein 4501 Building - 15B036 - Field Report: Concrete: Report #F66590 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 07/14/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Time Onsite: 10:43 AM Weather Conditions: r DATE 07/14/2015 PERMIT # D13-219 Concrete MTC on site as requested to observe placement of 134 yards of concrete mix code 18400f for tilt panel walls 41 42 #9 4 10 420-424. Concrete was placed by pump truck and mechanically vibrated for consolidation. Two sets of 5 4x8 cylinders were cast. A set was cast from the first ten yards of concrete placed at panel 423 and a set was east of the 114-124 yards of concrete placed at panel # 10. Images: UPLOADED: 07/14/2015 10:44:00 Pouring panel #10 REPORTED 13Y: Michael Vaughan REVIEWED BY: Raymond McNamara, Project Manager RE©ENED any ots l,ltl�rlu IJUL 11 Bit REi MIT CENTER !Ui rrrara alyll.ep wwad hgwweeel e®Maelee.. la lemma morn reellmole peel larwhn.dl e•renp a !ql *en1 er ,l..+g1mire? al deem weleellseeitee palentlepwreaircerh.onelalee mrwares entimadigerelxnrasvrwd ares i6 51 74011 .. 7.1117 N n•rII.l. niacin, r: Clarulrlal.. lex_ All rig Ion reasr,rd. Corporate • 777 Chrysler Drive • Burlington, WA 9$233 • Phase 360.755.1990 • Fax 360.755.1980 SW Region • 211$ Black Lite Blvd. S.W.* Olympia, WA 98512 • Phone 360.534,9777 • Fax 340.$34.9779 NW Region • $05 :Dupont Street, Suite 5 • I3eIII•8hum, WA 98223 • Phone 360.047.6041 • Fax 364447.$111 Visit our website: ww1r.antc•inc-net 4501 Building - 15B036, 07/14/2015, #F66590, Page 1 of 1 Materials Testing & Consulting, Inc. Cear aholm/ Engineering & Con n Ins • Special Enapecikm • Materles Tem • Environmental Conanhing 1c�ag+r+ar.Kd /lino and # gum ow 4501 Building - 15B036 - Compression Test: Concrete: Report #C40190 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 06/12/2015 Time Onsite: 7:OOam Inspection Performed: Weather Conditions: DATE 06/12/2015 PERMIT # D13-219 SOG @) A -E/1-4 Compression' fest: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: Pellco Construction SOG @ A-E/I-4 r3OG w A.5/I.5 Qty Placed, Cu. 1'd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: 10/240 144576 046 6:05am 7:15am Mix # and Proportions: Subcontractor: f Supplier/Plant: Slump, Inches (ASTM C-143) or W/C Ratio: .lob Spec. Slump: Air Content, % (ATSM C-231): 5 1 J 4-6 NA Job Spec. Air: LNAi Miles - 202 Concrete Temp, °F (ASTI11 C-1064): L67 Ambient Temp, °F: Min Temp, °I': Max Temp, °F: 65 12300F Cement, lbs.: 790 Flyash, lbs.: 11 105 Water, gals.: 252.4 Fine Agg, lbs.: 15420 J Coarse Agg, lbs.: 7/8 - 15860 Coarse Agg, lbs.: Pea - 3580 Coarse Agg, lbs.: Coarse Agg, lbs.: NA NA 0 Gallons of water were added El Prior to sampling Sample Type & Compression Test Results: Received 06/15/2015 Sample Set I of 3 Lab Tests: Test Total New Log # Age Date of Test Load (Days) (Lbs.) Sample Dim. (In.) L 3477 JL 7 06/19/2015 41.030 L 3478 L 28_1107/10/201511 52,188 3479[ 2811 3480 3481 REQ'D 28 1 1i 28 07/10/2015 07/10/2015 50,329 51379 4.00 4.00 4.00 4 no L Type of Compression Test: Admixture, oz./cwt: Poly 997 - 240 J Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: NA NA NA 2onerete (ASTM C-39) Sample Comp. Area (Sq. Strength Tested By In.) (PSI) 12.56 JL 3.270 C Curtis Shear 12.57 J1 4,150 J Rylee Shear L LRylee Shear Break ASTM ASTM Type C-617 C-1231 12.57 12 57 4,000 4,090 3000 Rylee Shear REPORTED BY: Marcus VanValen REVIEWED 13Y: Curtis Shear, Lab Manager 3 0 RECEIVED 'CITY OF TUKWILA 1411 3 2015 PERMIT CENTER hq'wgn.inq get, onarThmount rad muurkGreism* elm•ream" twmir.•R r4)mrsoln prwrend ovnot.n..11 "rpm, am nflMwi o Mrnrrhk•dMpepmnda KIGGhasnivitw1rutsea+ Fry.rrworwrnr.rm.awlee4.,ft, canna Me. anspre4gsw ism; la maenad waft. ars micas rpm& 0 1101 - 1111 Matrio .lr Trrrlar M Cr•ru1r Iw1.. Inr. All rlr:lit • res* rrtvl. Corporate • 777 Chrysler Drive • Burlington, WA. 98233 • Phone 3i0.73S.1990 • Bos 360.738.1980 SW Region • 2118 Black Late Blvd. S.W.• Olympia, WA 98512 • Phone 360.934,9147 • Fax 300,5 4.9719 NW Region • 805 .Dupont Sieeet, Suitt 5 • ltellllrghnm, WA 98225 • Phone 360.441.4061 • Poe a60.447.8i 11 Visit our website: wvrtr.antc.ina-nes 4501 Building - 158036, 06/12/2015, #C40190, Page 1 of 1 Materials Testing & Consulting, Inc. Geohchnknt &Jeweling & Consulting • Special Inspection • Mauer& Tem a EFmv9ronmentnl Consolii P..os:crerc+i4 stasm r4 Surge it9 I 4501 Building - 156036 - Compression Test: Concrete: Report #C40191 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 06/12/2015 Time Onsite: 7:OOam Weather Conditions: Inspection Performed: DATE 06/12/2015 PERMIT# D13-219 SOG (d A-1/1-4 Compression 'Test: Concrete Field Data (ASTM C-31): Location of Placement: SOG cJ A -E/1-4 Sample Location: FS—OG a 13/2 Contractor: jPellco Construction Subcontractor: Qty Placed, Cu. Yd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: 102/240 144614 086 8:00am 8:45am Mix # and Proportions: Slump, Inches (ASTM C-143) or W/C Ratio: [4,5 Job Spec. Slump: Air Content, % (ATS111 C-231): 4-6 NA .lob Spec. Air: [NA I Supplier/Plant: Miles - 202 Concrete Temp, °F (ASTM C-1064): L67 Ambient Temp, °F: Min Temp, °F: Max Temp, °F: 65 12300E Cement, lbs.: P25 Flvash, lbs.:1930 Water, gals.: 252.6 Fine Agg, lbs.: 15460 Coarse Agg, lbs.: [7/8 - 15860 1 Admixture, oz./cwt: [MB Poly 997 - 236 Coarse Agg, lbs.: Pea - 3460 Coarse Agg, lbs.: NA Coarse Agg, lbs.: 10 Gallons of water were added ® Prior to sampling NA Sample Type & Compression Test Results: Received 06/15/2015 Sample Set 2 of 3 Type of Compression Test: Lab Tests: Test New Log # Age Date of Test (Days) (�1 I_ 3483 JL28_J 07/10/2015 52.071 1� 4 00 3484 1[ 28 767/10/2015 3482 06/19/2015 'Total Load (Lbs.) 43,590 Sample Dim. Sample (In.) Area (Sq. In.) 4.00 3485 3486 REQ'D 28 11 28 07/10/2015 53,289 57.135 4.00 4.00 1256 1257 12.57 12.57 Comp. Strength (PSI) 3.470 Admixture, oz./col: Admixture, oz./cwt: Admixture, oz./cwt: NA NA NA Concrete (ASTM C-39) Tested I3y Curtis Shear Break Type ASTM ASTM C-617 C-1231 L3_J ❑ 14,140 Il Rylee Shear JL 2 0 r 4,240 [ Rylee Shear r 2 1 ❑ Rylee Shear 2 ❑ ❑ ❑ 4,550 3000 REPORTED 13Y. Marcus VanValeu REVIEWED BY. Curtis Shear, Lab Manager 0 RECEIVED OF TUKWILA !1.3 2015 414 rsmrrm•fillawrywa+.el.salrw.o1.wvMrtre.wr.+.+,..smrsOrmanInen!tlim.o.rrrr►ta,000.01d00.r9 or!:ciasmwAMwflosl* i bii0r r..~.1.• cirsasfrinfomorlittvoirrqwn. Ns.med Pel as Rims want 0 1101 • 1.111 14 elf Hs 1. T'..ctse r C.•.ul El se.. ser. A11 rlee.. r...'rr•e. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 364.7SS.199O • Fu 3611.7S5.19130 SW Region • 211$ Blom Lata Blvd. S.W.• Olympia, WA 911$12 • Phone 360.534.9171 • Paz 360.534.9719 NW Region • $03 Dupont Street, Suite 5 • keiilmghom, WA 9(025 • Phone 344)447440 • Pas 360.647.$111 Visit our wehsitc: www.mtcrinc.net 4501 Building - 158036, 06/12/2015, #C40191, Page 1 of 1 K Materials Testing & Consulting, Inc. Geotechnical Ennineerime & ConsulSpecial lnipectian • Materlal1 Testing • Environmental alike ic:nadmorrrd4nonurro rum, 1981 4501 Building - 15B036 - Compression Test: Concrete: Report #C40192 CLIENT PROJECT LOCATION Inspection Information: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE PERMIT # 06/12/2015 D13-219 Inspection Date: 06/12/2015 Time Onsite: 7:OOam Weather Conditions: (SOG a) A -E/1-4 Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: Pellco Construction 1 SOG a A -E/1-4 SOG a) D/3.5 Qty Placed, Cu. Yd.: k04/240 Delivery Ticket #: Truck #: Batch Time: Sample Time: 159250 010 8:35am 9:OOam Mix # and Proportions: Subcontractor: I Supplier/Plant: Slump, Inches (ASTM C-143) or W/C Ratio: L5..5_ .lob Spec. Slump: Air Content, % (ATSM C-231): .lob Spec. Air: 4-6 NA NA 1 Miles - 202 Concrete Temp, °F (ASTM C-1064): Ambient Temp, °F: Min Temp, °F: Max Temp, °F: 69 70 12300E Cement, lbs.: 3740 Coarse Agg, lbs.: [7/8 - 16100 Flyash, lbs.: 060 Coarse Agg, lbs.: Water, gals.: 250.6 J Coarse Agg, lbs.: Fine Agg, lbs.: 115050 Pea - 3740 Coarse Agg, lbs.: INA 10, Gallons of water were added ® Prior to sampling Sample Type & Compression Test Results: Received 06/15/2015 Sample Set 3 of 3 Lab Tests: Test 'total New Log # Age Date of 'fest Load (Days) (Lbs.) 3487 7 06/19/2015 j 48.320 3488 L 28 07/10/2015 L59,392 3489 1[ 28 1r7/10/201511 57,581 07/10/201511 57,743 3490 3491 REQ'D 28 1-1 28 Type of Compression Test: Sample Dim. Sample Comp. (In.) Area (Sq. Strength In.) (PSI) 4.00-1 L. 4.00 IL_ 12.57 [4 00 12.56 4.00 12 57 12.57 3.850 Admixture, oz./cwt: f B Poly 997 - 240 Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: NA NA NA J Concrete (ASTM C-39) Tested By Curtis Shear 7 1 4,730 j[ Rylee Shear 4,580 1P Rylee Shear 4,590 3000 Break ASTM ASTM Type C-617 C-1231 3 2 1 ❑ 2 Rylee Shear REPORTED 13Y: Marcus VanValen REVIEWED 13Y: Curtis Shear, Lab Manager 3 0 RECEIVED CITY OF TUKWI, A IJUL11a 2015 QER CENTr'i Mi rne?nvoli swy Aeradta404nrn0ewm4ehvmpll On•mama mew, io nsf•.wwok pad* edwarAm.01.7.7.6 "Oblwi a+ WawnNsWpr frtx8140.s4++e44.1rd""100•100011 ' nnah.ovevlM.aa wr ores IN= aeelmllri Rpm, haaenadpeale+ar Mraetpnat, a 1#°I - 11111 II■srrle I. raaclop * C.aeul lisp.. Int. A11 rl alar res•rr ad. Corporate • 717 Chrysler Drive • Burlington, WA 9$233 • Phone 360.73S-1990 • Fes 360.753.1980 SW Region • 2118 Black Late Blvd. S.W.• Olympia, WA 98512 • Phone 360..534.9747 • Fax 360..534,9'M NW Region • .805 .1)t►pc+nt Street, Suite 5 • Beillmeham, WA 9$225 • Phone 360.4414QbI • Pox 360.447.8111 Visit our website: wwl'.mtc.inc.net 4501 Building -156036, 06/12/2015, #C40192, Page 1 of 1 Materials Testing & Consulting, Inc. Gentedtnitvl Eaghncering & Consulting • Special Inspection • Materinlr Tem • Environmental Comvullim INTir *v dAmumuteo +aur 4501 Building - 15B036 - Field Report: Reinforcing Steel: Report #F66502 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 07/09/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 07/09/2015 PERMIT # D13-219 Time Onsite: 08:00 AM Weather Conditions: [Sunny 70*F [Reinforcing Steel -MTC on site as requested to conduct a visual inspection of the reinforcing steel at the following location(s): 1.) The remforctng steel for tilt up panels # I, #2, #9, # 10, #20. #21, #22, 423. and #24 per the details on the panel layout sheet S3.2. I, sheet S3.2.2, and sheet S3.2.3. -Reinforcing Steel Inspection: I.) MTC visually inspected the reinforcing steel at the locations noted and found it to comply with the approved project plans and specifications. MTC observed the reinforcing steel size, grade(A706), type, and placement. -In reference to the MTC reinforcing steel report #F66463 dated 07/08/2015, the following items were found to be completed per plan. I.) The reinforcing steel for Panel 41 was observed to be completed per plan sheet S3.2. 1. 2 ) The chord bars were observed to he placed for Panel 42 per details 6 & 1 I on sheet S3. 1.2 3.) The panel connectors were observed to he placed for Panel 410 per details on sheet 53.1.2_ 4.) The reinforcing steel for Panel 420 was observed to be completed per plan sheet S3.2.3. Images: UPLOADED: 07/09/2015 15:42:00 UPLOADED: 07/09/2015 15:42:00 REPORTED BY: Michael Currie REVIEWED 13Y: Raymond McNamara, Project Manager RECEIVED COY OF TUKW A I-JUL 13 2015 PERMIT CEP. 'EA A9eaRRlieweer e•lewtetheF•MlAs ilasf7 p.m In. ndk,•w,Mpee* fed Orweei.el'epee* we nee eel M•arrifeeexengem or,Ilei%ceniheiesithe h• peddle•d•• A•ahse►re.regeh•.•nlr oriecehse eireFslr4ear mem men d mired ors edges were. 0 11101 - 1111 W ■larlele Tiering A Co *lulu In/. Inc. All rig hes rii•rr•d. Corporate • 777 Chrysler Drive • Burlington, WA 98215 • Phase 340.783-19.90 • Fax 3611.755.1980 SW Region • 2118 Black Lake Blvd. S.W-• OIy-tnple. WA 98S12 • Phone 360434,9117 • Fax 360.334,9779 NW Region • 845 Dupont Street, Suite 5 • ReIII■pham, WA 48225 • Phone 3.60.04148 t • Faz 360447.81 t 1 Visit our website: www.mtc•inc.net 4501 Building - 15B036, 07/09/2015, #F66502, Page 1 of 1 f -C. Materials Testing & Consulting, Inc. Geotechnical Wafering 8 ContvMlnp • Special intpectlan o Metwt b Tem 0 Environmental Coasullfng F,slgilpt aid Anrta+nnre5+nrc I R1 4501 Building - 156036 - Field Report: Structural Steel, Job site: Report #F66503 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 07/09/2015 Time Onsite: 08.00 AM Weather Conditions: .Structural Steel, Job site Inspection Performed: Comments: DATE 07/09/2015 PERMIT# D13-219 Sunny 70*F 1 -MTC on site as requested to visually inspect the structural steel and field welding of the billowing items noted below. At this time; MTC verified the welding procedures, the welders WABO certifications, and welding consumables being used. 'the welding noted below was observed to be completed by WABO certified welders and comply with AWS DI.1 visual requirements and the project plans and speci fications. Welder: Brandon D. Anstrom WABO #W06678 Expires: April 1,2016 Process and Consumables. SMAW using Excalibur L7018 1-14R 1.) The completion of the 1/4" fillet welds attaching the 1/2 x 3 x 6" bottom connector plates to the 3/4" stem wall embed plates and the 1/2 x 3 x 1-1" bottom connector plates to the 3/4" stem wall embed plates at the panel joints for tilt up panels 43, 44, 45. 46, #7, 48; 412, #13, 414, #I5, 416, 417, 418, and #19 per details A and B on sheet 53.1.2. Images: UPLOADED: 07/09/2015 15:51:00 1/2 x 3 x 6" bottom connector plates UPLOADED: 07/09/2015 15:51:00 1/2 x 3 x 1-1" bottom connector plates RECEIVED CITY OF TUKWILA IJUL3 2015 PERMIT CENTER AN,rwtn vppltwto,s arsdMwrss, sseasaa4Mlest* Mafsa,s,RAsntr NI1,11rwaoia pMgc,.!i,.swh141.sl gee r+l+a+a,1o+F. pnru„a /39919,0./.410.144.114/4444, r!wYi!, asatnsab.cor!aY.,rx lr ®re•ho aaanYjour w am waral pear wtarpm* d ]11711. 7111 qu•rbdr Tat/On11 t Cs.11sulslq. Int. A11 r to ns•r rstl. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.733.1990 • Pas 369.755.1980 SW Region • 2118 Black Lake Blvd. S.W_• Olympia. WA 98512 • Phone 360.534,9777 • Pax 360.534,9779 NW Region • 805 Dupool Street, Swim 5 • FteIII■gham, WA 98225 • Phone 3404474061 • Pat 360.447.811.1 Visit our website: wwr..mlc•inc.oet 4501 Building -156036, 07/09/2015, #F66503, Page 1 of 2 Materials Testing & Consulting, Inc Enguerrreng A (iirmilloinu • iimrinl Inipectilm • Mnirrin TedInN • F m1tImmen141Gam911-ix nm,rmvr.rrd trItaramor C:irrra JJ fr '2Y14.4.41 . $1, l ()A DI I). 07 0c) 201.s 15:.5 .00 \ it \ , 'I \uvj RECEiVED 1NTV r ir.ritmp A JUL ia 2015 11E''.44A4r, ttrY,.; l'arprirmie • 777 ehr!tkltr DIrikt • Kurlhnvon, MF A • Pliiint .48.75A.191111 • 1.111 .34111.755.1911.0 SW Kegion • .: I .3. A. Fi 1 Ir H J •1 V. • 4)1) IliF14, ANS 2 • rti,11e, 'v.14 • I.1o. if11 N.i4 NW litilo• • 10111 St.tvc11, S • iii I,I .012'2.% • Pti.,!..111: 4.60 • 1•..1%. ,!6111 641 N11 SV 4501 Building - 1511036, 07/09/2015, #F66503, Page 2 qf 2 Materials Testing & Consulting, Inc. CeAeefinknt Engineering & Consulting • Special Inspection o Meterhde Tenting o Environmental Comities F.g+nlrrs+f 4nwwuml . iW 4501 Building - 15B036 - Field Report: Reinforcing Steel: Report #F66463 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 07/118/2015 Time Onsite: 8.011 ani Weather Conditions: Sunny DATE 07/08/2015 PERMIT # D13-219 Inspection Performed: [Reinforcing Steel Comments: -MTC on site as requested to conduct a preliminary inspection of the reinforcing steel at the following location(s). 1.) The reinforcing steel for tilt up panels #1, #2, #9, #10, #20. #21, #22, #23 and #24 per the details on the panel layout sheet 53.2.1, sheet S3.2 2. and sheet S3 2.3 -Reinforcing Steel inspection: AT this time, MTC visually inspected the reinforcing steel at the locations noted and observed that it was still a work in progress. MTC observed the reinforcing steel size, grade (A706), type, and placement. For the exception of the items noted below, the work in progress was observed to be in compliance with the protect plans and specifications. M'I t: will verity the completion of the items noted below and the final clearances oftlle reinforcing steel prior to concrete placement. Below are the items that still need to be completed: I.) Panel # I was observed to be in the process o,fhorizontal steel placement_ Contractor was placing #4 bars at 10" on center as detailed on sheet S3.2.1. 2.) Panel #2 was observed to need the chord bars finished according to details 6 & I I on sheet S3.1.2 3.) Panel # 10 observed to still need the panel connectors installed per details on sheet S3. I.2. 4.) Reinforcing steel placement had not started for panel #20 at this time. Images: UPLOADED: 07/08/2015 09:18:00 Panels 23 and 24 UPLOADED: 07/08/2015 09:19:00 Panels 2 and 9 RECEIVED CITY OF TUKWILA I.JUL 110 2O15 PERMIT CENTER AA omen lM7 nob n mold !wows ladmarkt, 000nk M•meal morn On n!rlovos, polo* o<lrwl•r•.rrl oloogoo, ww•/•rl o ibrnov YrsAllenpm7 or onvo.v.4oe•rrh•oro An pl•rlri• or*almvh. onwlapkon oc•cufrt•ace w!morn b:csncelpedoinur•yook wont. (1 3101. 2111 N rrirl, I. re,tloe t Crarulrl®e. tor. A 11 dike, rrr•rre4. Corporate • 774 Chrioler Drive • Burlington, WA 98233 e Phone NW-7$S.tl90 • Fes 360.785.1980 SW Region • 2118 Black Late Blvd. S.W.• Olympia, WA 91)5i2 • Phone 300..334,9/t/ • Pas 360.534,9/79 NW Region • $05 Dupont Strout, Suite 5 • Rellingham, WA 013225 • Phor`e 360.647,6441 • Paz 3613.447.8111 Visit our website: wwo.mtc•inc.mei 4501 Building - 15B036, 07/08/2015, #F66463, Page 1 of 2 K Materials Testing & Consulting, Inc. Geoardmind Bngieeerius & Consmiling • Special inspection • Materials Tem • Environmental Cormahis EnAibl+.11d Arlantaai rmn4 1 UPLOADED: 07/08/2015 09:20:00 "W" A706 designation REPORTED BY: Kevin Walters REVIEWED BY. Raymond McNamara, Project Manager N (ICTIi SCF VC!2� UPLOADED: 07/08/2015 09:21:00 Panel 10 RECEIVED CITv 4P TUKWILA IJUL X10 SS PERMIT CENTER MTWFV,Vill Web YP.rNAP.Ow•9s.pra..lrWel r rl M.,.a,.air limvIMfl.rs.YM pt$I r w,tA.xn.Al.er;,eorraneM n,M 9Y'ytmordlesen s.Yt..lrfh.a,r pwafiirwartm oRAoF•i• airmen= wRp•.•y *sr AFanr.beranotp¢ebtarrtrisappr.Yrt; (7 11101 - 3.113 11 ee•r1.l. r.e.inp 11 C..Iulelep.. rue. All Ogle, r.a•rr•d, Corporate • 771 Chrysler Drive • Burlington, WA 98233 • Phone 360 75.5.1990 • Fos 3611.755.1980 SW Region • 211S Black Late Blvd, S.W.• Olympia, WA 9$312 • Phone 300.534,9717 • Pax 300.534,9719 NW Region • 605 Dupont Street, Suite 5 • Rekliagham, WA 95325 • Phone 3tSA.441,6Q41. • Pas 360.447,k111 Visit our website: srww.mtc•inc net 4501 Building - 15B036, 07/08/2015, #F66463, Page 2 of 2 r Materials Testing & Consulting, Inc. Ceoled nkui Eesiseerin; Ot Combing ► Special Inspection ► Mmerfals listing ► Environmental Camvtth FAtivaerniAnnmarc S+m e S I 4501 Building - 156036 - Proprietary Anchors: Report #P12521 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 06/29/2015 Time Onsite: 12:30 PM Weather Conditions: Inspection Performed: Field Data: Base Material: Concrete Thickness in inches: Hole Data in inches: DATE PERMIT # 06/29/2015 D13-219 Sunny 80*F [Proprietary Anchors 7-1/2"+ j Specified Compressive Strength in psi: Depth: Edge Distance: End Distance: f ® Clean O Drilled 0 Cored 4" minimum Mechanical Anchor Data: 4000+j Diameter: G3/4" Spacing: 24" oc Type: 1 1 Length in inches: Diameter in inches: Torque (Ft. lbs.): j 0 Setting Tool Present Adhesive Anchor Data: Product Name: (Simpson AT -XP Batch #: Location: Tilt up panels #3, #4, #5, #8. # 1 1, #12, #13, #14, #15, #I6, #17, #18, and # 19j Exp. Date / Shelf Life: [c.);?/07/20I5 367S548S Number of anchors: 100+ 1 Anchor Length in Inches: 6" Anchor Diameter in Inches: ® Anchors installed in accordance with manufacturer's instructions, specifications, and corresponding evolution report (LR -263) Reason for Inspection: Shown on plans or specs O Re -inspection* ® Other ® 'Threaded Rod Remarks: ❑ Intentionally omitted during original placement ❑ Needs Engineer's review and acceptance* 5/8" 1RFI#12 ® 1 -toles properly cleaned prior to epoxy installation MTC on site as requested to visually inspect the epoxy of the 5/8" epoxy anchors at 24" on center for the steel roof deck ledger in tilt up panels 43,44,45,48,411,412,413,414,415,416,417,418, and 1119 per detail 2 on sheet S5.2 and RFI #12. RFI 412 changed the anchors from embeded to epoxy anchors. No exceptions taken. Images: RECEIVED CITY OF TUKWILA JUL- 01 2015 PERMIT CENTER 111.0.004pt wry rr.ranea.enradelmrrrrr Brei. A,..moral morn lue P .vr,•WMetmivnwhhxr.dl tR.•1rr Mnr.rio acrenMnlrpnpgorrn0m.ar+eaes.trrrnh. RMn•wa+trrrrsn.nwlm•..11 ae.*Pro0,equel4oar np:uhurmalpodklmrrlanprrrr.0 1401 - 1117 Nel•r1.1. re.vinp t City ulelnp.Inv . All 001. rrarrrad. Corporate • 777 Chrysler Drive • Burlington, WA 911233 • Phase 364.755.11190 • Fos 360.755.19K0 SW Region • 2118 Black Late lllvd. S.W.• Olympia. WA 98512 • Phone 360.534,914? • Fax 360.534.4079 NW Region • 1103 Dupont Sttect, Suite 5 • Rellimrghum, WA 0.8325 • Phone 340.447.6pk► • Par 340.447.8111 Viii* our website: www.micrinc.net 4501 Building - 15B036, 06/29/2015, #P12521, Page 1 oft (111 teal '1 6• 1 Go erelhnisal Edits & Conw ing • Spetiat inunction • Msier1nh Te Eng • Environmental 0=3 ;7111=2 EogiortrordArounutro,Varr l9 I UPLOADED: 06/29/2015 17:10:00 UPLOADED: 06/29/2015 17:10:00 REPORTED 13Y. Michael Currie REVIEWED BY. Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA JUL 0 1 22:3 PERMIT CENTER Ni AnAce•lrAr volt' on+Ilmmu sll.n na,ank M.r mode ors..Ao n.ncww.4 OK* wAlwAw1.,,..11.7 r,.e.Vrrdw/ n or K.wrur wpwgerj a' elirw,sw..av4a.lGOA* n,platariAlm.r Ore9 1c0..AGAZI►mr a•aaa Bea+Rpar'-0•ar cpm, h conal pcaClrpa► AtmriGnAft G 1001 - 1.111 N lrarllL taar.Inl A Clog Wiling. Inc. All ririn. rrwrr ay, Corporate • 771 Chrysler Drive • Harlington, WA 98233 • Pbome 360.759.1990 • Fos 360.4SS.1980 SW Regina • 211$ Black Lake Blvd. S.W.• Olympia, WA 91)212 • Plione 3150,534,91V? • Fax 300,534,9”9 NW Realm; • SO% Dupont Street, Suite 5 • Bellingham, WA 411225 • Phone 36t1.047.44ei • Pas 360.6.47.t 111 Visit our website: www 4501 Building -158036, 06/29/2015, #P12521, Page 2 of 2 Materials Testing & Consulting, Inc. Gtmtes ,nicaf Eaghseering At Consulting i Special Inspection • Walsh Tem it Environmental Complain EAciretredArmenia gam MT 4501 Building - 15B036 - Field Report: Structural Steel, Job site: Report #F66274 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 06/29/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA 'Time Onsite: 12:30 PM Weather Conditions: DATE 06/29/2015 PERMIT# D13-219 Sunny 80*F Structural Steel, Job site -MTC on site as requested to visually inspect the structural steel and field welding oldie following items noted below. At this time, MTC verified the welding procedures, the ‘v -elders WAI3O certifications, and welding consumables being used. The welding noted below was observed to be completed by WAI3O certified welders and comply with AWS Dl. I visual requirements and the project plans and specifications. Welder. John S. Olson WARD 4W 18484 Exp. Jan 01, 2016 Process and Consumables: FCAW using 5/64" core -shield 8 E7IT-8 1.) The completion of the l/4" fillet welds attaching the plate joist seats to the embed plates for the tilt up panels 43, #4.4 15.4 16, 417, #I8, and #19 per detail 5 on sheet S5 2 Images: UPLOADED: 06/29/2015 17:18:00 REPORTED BY: Michael Currie REVIEWED 13Y: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA JUL 022015 PERMIT CENTER AI ,l1 pr4411.7wIG Ariplis* I) Is ArnAlhmompRAKImmorrtobvmr4l, oro vervapnmnr.,r,41own,ln prlik s!l,.rwhc,.rl.c},eAm*NMI int nr.aeirl7i...Mar+#mmA or dims, anavAIN•trrhepww.uw.IImaNwnsn.17,11111+..•+u1 cornearm am cprR. eur wpm.bannci as Flmal{ ari: G 1101 • 3111 Ml of rill' Timid; i. Co•rulllne.. gar . All roma', enl Corporate • 771 Chrysler Drive • Burlington, WA 913233 • Phnom 360.753.1940 • Fns 360.756.1980 SW Region • 21 IS Black Late Blvd. S.W.• Olympia. WA 903I2 • Phone 360.334,91V? • Fax 300.$34,4719 NW Region • 845 .Dupont Street, Suite 5 • fteIll•gham, WA 90225 • Phone 360.447.404! • Par 3-60447.8111 Visit our website: www.lntc•irlc.net 4501 Building - 158036, 06/29/2015, #F66274, Page 1 of 1 Materials Testing & Consulting, Inc. Gealec lnkal Ealiteedna & Coma Ina • Special Impettkm • Mataiah Tering • Environmental Gbesait ew P.g0monT.S.Airmalnr.rum* 1t81 4501 Building - 15B036 Compression Test: Concrete: Report #C39968 CLIENT PROJECT LOCATION Lakeridge Development, Inc DATE 4501 S. 134th Place PERMIT # Tukwila WA Inspection Information: Inspection Date: 05/27/2015 Time Onsite: 6:30 am Weather Conditions: Inspection Performed: 05/27/2015 D13-219 partly cloudy, 58 deg Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: 1 Foundation retaining wall and column pilasters, grids (D.2-E/l-4) pump hopper, placed 1st lift at grids (I/1/6 -E:) and (E/I-2.3) Contractor: jPoe Construction J Subcontractor: Qty Placed, Cu. 1'd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: I1 of48 143431 M132 6:09 am 7:08 am Mk # and Proportions: J Supplier/Plant: Slump, Inches (ASTM C-143) or W/C Ratio: .lob Spec. Slump: Air Content, % (ATSM C -23I ): .lob Spec. Air: 5.0 Miles- Puyallup Concrete Temp, °F (ASTM C-1064): Ambient Temp, °F: Min Temp, °F: Max Temp, °F: 72 59 18400FG3 Cement, lbs.: 149 0 -J Flyash, lbs.: Water, gals.: Fine Agg, lbs.: 740 1762 lbs _t 16920, 5.21440 h2o Coarse Agg, lbs.: 7/8- 17040 Coarse Agg, lbs.: Coarse Agg, lbs.: 3/8- 3260, .5% h2o Coarse Agg, lbs.: L di Gallons of water were added ID Prior to sampling Sample Type & Compression Test Results: Received 05/28/2015 Sample Set Lab Tests: Test New Log # Age Date of Test (Da)s) 6 2930 J 21 293171-271 2932 2933 REQ'D Remarks: 28 11 28 06/02/2015 1 1 of 1 Type of Compression Test: 'total Load (Lbs.) 54,585 06/24/20111.63,916 06/24/2015 06/24/2015 65,032 64,049 Sample Dim. (In.) Sample Comp. Area (Sq. Strength In.) (PSI) 4.00 JL 12.56 I 4,350 4Illi^_JL_1257 L�5,09) 4.00 ] 12.57-1 4.00 12.57 5,170 5,100 4000 Admixture, oz./cwt: glenium- 176 oz Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: 1 Concrete (ASTM C-39) Tested By L Cheryl Meredith Rylee Shear Rylee Shear Break Type L2 L 3 J 1r 21 Rylee Shear 3 0 ASTM ASTM C-617 C-1231 The concrete was placed by pump and mechanically vibrated for consolidation. REPORTED BY: Ross Jorgensen REVIEWED BY: Curtis Shear, Lab Manager OF TUUKW ILA lJUN 2 9 015 PERMIT CENTER Ah nMoaplt wb wwnadlwawwrWaaw•MAr41 M..wwrd rwwwkewlw:a..lwMe* wMw.s,rlm.11•.7we w.r nlrfwwri o M► a flI wfrpnpnp a<dY.wra.aw1w1Ww nrww Ilm wW1Www.ww/Ngevb.awvelwww miswtl=awrcprtr4 awrwrmrbumwdpndlym•Amrnewri. 43 1401 - 1111 gmarl. .I. Tinto, • C.a.utw lei. Inc. A11 rig 1st re swr•ed. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Pleat 360.736.1990 • Fes 3663S5.1980 Sw Region • 211S Black Late Blvd. S.W.• Olympia, WA 98312 • Ptlone 360434,9794 • Fax 360.$34,9179 NW Rollos •X95 Dupont Street, Suite 5 • Reill■ghnm, WA 9822$ • Phone 3$0447.4061 • Piz 360.447.1iI 11 Visit our website: vrwar.mtc.inc.met 4501 Building - 15B036, 05/27/2015, #C39968, Page 1 of 1 Materials Testing & Consulting, Inc. Gevte mica) Engineering & Consvl3tlny • Special inspection a Materials Testing •'Environmental Omni king fAtireannd Anumun Una Ml 4501 Building - 15B036 - Compression Test: Concrete: Report #C40354 - DRAFT CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 06/25/2015 PERMIT # D13-219 Inspection Information: Inspection Date: 06/25/2015 Time Onsite: 07:00 AM Weather Conditions: Sunny 65-80*F Inspection Performed: [Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Concrete for tilt up panels #3, #4, #5, #6, 47, #8, # I I, #I2, #13, 14/14.15, # 16, #I7, #18, and #19. ruck chute - Panel #13 1 Contractor: POE Construction Subcontractor: ,C once / Suoolier/Plant: ;CNW 203 Qty Placed, Cu. 1'd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: 186 of210+ 159498 M078 8:36 9:25 Mix # and Proportions: Slump, Inches (AS'I'M C-143) or W/C Ratio_15 \,, Concrete Temp, °F (ASTM C-1064): w. 1 Job Spec. Slump: Air Content, % (ATSM C-231): NTI Job Spec4\r: f \, I` Ambient Temp, °F: Min Temp, °F: Max Temp, °F: 76 74 1184001 Coarse Agg, lbs.: 173207 )/ Cement, lbs.: k995 Flyash, lbs.: 73.5 I /CoarseAgg, lbs.: 3380, Coarse Agg, lbs.: Water, gals.: 210 Fine Agg, Ihs.: 169001ri45 31°,4(108 1 Coarse Agg lbs.: I' 0 Gallons of water were added- Prior tosamplmg Sample Type & CompressionnTestResults: Received 06/26/2015.' Sample Set 2 ol'2 Lab Tests: 1 l Test Nota! / Sample Sample New Log # Age Date of Test LoadArea (Sq. Dim. (In.) (Days) (Lbs.) In.) q.t) IL 12 56 f J 'Type of Compression 'fest: 3855 3856 5FC 1-1FC,j F-3857—ir�28� 3858 3859 3860 REQ'D Remarks: 28 28 11 28 06/30/2015 07/23/2015 07/23/2015 07/23/2015' 36,510 Comp. Strength (PSI) 2,910 L_ L Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: ��REC—FINED Admixture, oz./cwt: CITY oF-TUKWILA Concrete (ASTM C-39) JUN 3 0 2015 PERMIT CENTER Tested By Curtis Shear Break ASTM ASTM Type C-617 C-1231 of o ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4000 0 0 (1 0 MTC on site as requested for the concrete placement at the noted locations. Concrete was placed via boom pump truck and properly consolidated by mechanical vibration. Contractor requested a 5 day field cure and requires 3000 psi compression prior to picking the panels. Reference MTC visual concrete report #F66208 for visual observations. 4As.R°AM5.AF q ward Msw,r•aAn.r•.id, Is7e41 Al 'wild p0Aniw n..+.M.arw RpfWo tlourrmn.rt 'Krns am RiAlPy n•romper,slaynrru ofls+•.ar}w®wtr1letn. Wive**arsyr,..t,.,..ak.ro ,• a neornc. ortpoelyw Rpm bmcnetlpssflarmrwtm rr. 0 1401 . 1111 0111.11.1. r..clor t C...ulelae. for. A ll rlr... ,,,,r.•1. Corporate • 771 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Far 360.155.1989 SW Region • 21 IS Back Late Ilivd. S.W.• OI1•mpIa, WA 98312 • Phone 31111.534,9177 • Fax 300.334,9119 NW Region • S03 Dupont Street, Suite 3 • Bellingham, WA .914223 • Phone 3-60.4474041 • Fox 360.447,81 11 Visit our website: wwsr.mtc.inc_nee 4501 Building -158036, 06/25/2015, #C40354, Page 1 of 2 Materials Testing & Consulting, Inc. CevtechnIcol Engineering to Con u ing • Special Inspection • Materials Tem • Environmental Comilla: EekeireervitAmmart Fiume MI REVIEWED I3Y: . REPORTED BY: Michael Currie RECEIVED CITY OF TUKWILA JUN 3 0 2015 PERMIT CENTER VI -.oe+rMrwla nenwa Maiiirmaaatinannirsrla omonellmemit,trAMrgrvoMe prim .w.arwrn,.l+•Ime Amr vIgnOwea#F.wws4H..tWn+aPnror,Nmnnos.aree4rr.eft•rMrbaoi,.e Aipwere,.ear.,rl.,n e+ ares !Vera eorepteH•q wwrau to rrraapce as Mrese{lrn0. 0 1001 • 1111 IH eaerlele Tearing ■ C.•eulolnl. Inc. A11 rig .lee reo.rr.ei. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.733.1980 SW Region • 2118 Black Dake Blvd. $.W,• Olympia. WA 90312 • Phone 344.534,9/77 • Fax 300,534.97'29 • NW Region • 843 Deponi Surest, Suite 5 • Relll■gham, WA 911223 • Phone 360.447.6061 • Par 340.447. 111 Visit our website_ www.:mtc•inc-net 4501 Building - 15B036, 06/25/2015, #C40354, Page 2 oft Materials Testing & Consulting, Inc. Geotechnical Pndsenitla R CansvAing • Special Mspectkan • Matters lean o Environmental Cousmlti PAfflimairrtf4nam d Sara 19111 4501 Building - 156036 - Compression Test: Concrete: Report #C40353 - DRAFT CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 06/25/2015 Time Onsite: 07.00 AM Weather Conditions: Inspection Performed: rCompression'I'est: Concrete DATE PERMIT # 06/25/2015 D13-219 Sunny 65-80*F Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: Concrete for tilt up panels #3, #4. #5. #6. #7. #8. # 1 1 _ #12. #13. #1,4"\, #4,5. #I6, #17, #18, and #19. Truck chute — Panel #19 POE Construction Qty Placed, Cu. 1'd.: 131 of 210+ Delivery Ticket #: Truck #: Batch Time: 145470 M175 6:13 Sample Time: [7:30 Mix # and Proportions: Cement, lbs.: ;3920 Flyash, Ihs.: J Subcontractor: �ConcoSupplier/Plant: CNW 202 Slump, Inches (ASTM \1 C -I43) or W/C Ratio ; F5,1Concrete Temp, °F (ASTM C-1064): Job Spec. Slump: ri \ / Ambient Temp, °F: Air Content, % (A'I'SM C-231): _. „N�'' Min Temp, °F: Job Spec \:�``\I' Max Temp, °F: i! 175 67 18400F 730 Water, gals.:1,271 Fine Agg, lbs.: 168004.55°,;(9281)'' 1. 15 r` CoarseAgg, lbs.: x7000`" .Coarse Agg, lbs.:1,328U@.0.50%(2gl) ,Coarse Agg, lbs.: Coarse: A'gg, Gallons of water were added__ -.12:1 Priortozsa iipling Sample Type & CompiessionTestResults: Received 06/26/2015 ' SampleSet 1 of 2, Lab Tests: Test New Log # Age (Days) 3849 1, 3850 (-3851 3852 3853 3854 REQ'D Remarks: 5FC L-1 FC 1, 28 28 28 I-1 28 otal-, Date of Test Load' Sample ()Lbs.) Dim. (In.) 06/30/2015 07/23/20151, 07/23/2015 07/23/2015 36,020 4.0 Type of Compression 'Test: Sample Comp. Area (Sq. Strength In.) (PSI) 12.56 (I 2,870 J 1 P 1 4000 Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: RECEIVED CITY -OF TUKWILA JUN 3 0 2015 Concrete (ASTM C-39) 'Tested By Curtis Shear Break Type FT -1 JLJo J 0 0 0 PERMIT CENTER ASTM ASTM C-617 C-1231 ,MTC on site as requested for the concrete placement at the noted locations. Concrete was placed via boom pump truck and properly consolidated by mechanical vibration. Contractor requested a 5 day field cure and requires 3000 psi compression prior to picking the panels Reference MTC visual concrete report #F66208 for visual observations. �Sr10l r4•.) M Raid Wow* Rid 4.111.0114/r.rrwY•1'111p•fir1Q 1 1"•daP1•14/,.411.74•eR a q. 4wdni4t4F111rt111plp4tt.41 '3•r.s411 441M4A4,0'R0nrettl.R +f1'_4& icurocurrecae/reprttriarowsub crnodlicaffieicr wills&qam44441 1401 • 1111 M11411111 Tslciep 11 C1.1u111np. err. 411 rig Ipso rslfrr•d. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.733.1990 • Pas 360.753.1980 SW Region • 211E Black Late 11Ivd, S.W.• Olympia. WA 911312 • Phone 360.334,9177 • Fax 300.334.4179 NW Region • 805 Dupont Street, Suite 5 • RetIlagham, WA 911225 • Phone 360.6474061 • Pus 360447.81! it Visit our website: 'ww.mtc•inc.net 4501 Building - 15B036, 06/25/2015, #C40353, Page 1 of 2 Materials Testing & Consulting, Inc. Ge *ethnical Engineering & Consulting • Special linnprctian • Materials Tem ► Environmental Cates ding EgmwrmiAmionutc.,Vmar 1981 REPORTED BY: Michael Currie REVIEWED BY:, RECEIVED CITY OF TUKWILA JUN 3 0 2015 PERMIT CENTER A+t nrn+oorroat} to orate haer•nnitnotalerr larva. Aor.evtd l.nrniw rr,fl:•r,tlr pies Intionnortarl.ollolowooaralaiort MoartParranf"mom atdono.cwlnuQalnlra n. rM•rtaar or.01T1sb.anwlnU:oan am•haoezprdk.wrorarn bctiocal Im•lutr (1 1101 • 1111 N 'tor'e lo Frrrinl ! Cweultlet. toe. Ali rlt:eer rersr••d. Corporate • 771 Chrysler Drive • Burlington, WA. 98233 • Phone 360.739.1990 • Y. 36E.755.i980 SW Region • 2118 Black lake Blvd. S.W.• Olympia. WA 90512 • Phone 360.334,9177 • Fax 300,334,9779 NW Rcglota • 505 Dupont Strc¢t., Suite 3 • Belilagham, WA 48225 • Phone 3,60.047,06l • Pau 360,647.81 I1 Visit our wehsite: wvvxr.rntc.inc_net 4501 Building -158036, 06/25/2015, #C40353, Page 2 of 2 Materials Testing & Consulting, Inc. Geotechnical Pagfeeeriaas & Ci mukinp *Special lntpectlon • Materials Testing • &ntirenmental Caraatlii Sogi daasld Aaron err 'serine+, l 81 4501 Building 15B036 - Field Report: Concrete: Report #F66208 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 06/25/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Time Onsite: 06:15 AM Weather Conditions: DATE 06/25/2015 PERMIT # D13-219 Sunny 65-80*P Concrete -MTC on site as requested to visually inspect reinforcing steel and concrete placement at the following Iocation(s): 1.) The concrete for the tilt up panels #3, #4. #5, #6, #7, #8. # I I, 4 12, # 13.4 14, #15, 416, # 17. #18, and #19 per the details on the panel layout sheet S3.2.1, sheet S3.2 2 and sheet S3.2 3 -Reinforcing Steel inspection: 1.) MTC visually inspected the reinforcing steel at the locations noted and found it to comply with the approved project plans and specifications. MTC observed the reinforcing steel size, grade, type, and placement. *Reference MTC visual reinforcing report #766170 dated 06/24/2015 for the preliminary reinforcing steel visual inspection observations. In reference to the noted report #766170, the following items were observed to be completed: 1.) At Panel 419, the additional 44 ties were placed at every other vertical bar at the 2'-1 15/8" panel leg per detail 12 on sheet S3. 1.2. 2.) At Panel #15, the additional #4 ties were placed at every other vertical bar at the 8'-0" panel leg per detail 12 on sheet S3.1.2. 3) At Panel #6 and 47, the #5 trine bars were placed on the vertical sides of the openings per noted 8 on sheet S3 2 1. 4.) At Panel #7, the 45 diagonal trim bars were placed on the opening per noted 8 on sheet S3.2.1. 5 ) The reinforcing steel for Panel 44 and #5 was completed per plan prior to concrete placement -Concrete placement observation: 1.) MTC observed the placement of210+ cubic yards of concrete mix #18400F delivered by CNW for the areas noted above. Concrete was placed via mechanical boom pump truck and properly consolidated by mechanical vibration. MTC took composite samples and cast two sets of 4x8 cylinders to test for the 4000 psi compression requirement Reference MTC report #C40353 and #C40354 for the compression test results. Images: RECEIVED CITY OF TUKWILA JUN 2 6 2015 PERMIT CENTER ova se•rr.l apt, re ormate.swa•ewl ash vsrri1 An ...me ee •1:•a,sN reel. NvwnMca./I S}.*wae nrh+rP! nMmatYrw<AY prgvm�ol dte•was:w4wlMlns.�rtlradlw ov nYrmab.r�w�a►.sa'n mum rnarooreporlairsor neon monadpeolleswDN neA a 71101 • 7.117 W 11141111111 Timid' 1. CI•e ulelnr. /ex. A 11 rlalaa rearm ad. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phnoe 360.751.1990 • Vac 369.735.191/0 SW Region • 2118 black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360,534,97t7 • Pax 360.534,97/9 NW Rcgloo • 883 Dupont Street, Suite 3 • Rellinphnm, WA 4822# • phone 3.60447.6OPI • Pax 360.647.RI 11 Visit our wehsite: wwa.mtc•ine.net 4501 Building -15B036, 06/25/2015, #F66208, Page I of 3 Materials Testing & Consulting, Inc. Geoiedhniced Phu & Conwidnp + Sped811naprcthm • Metetols Testing o Environmental Cotetotlb F,n,tinrinrd Amnnonn. run* M11 UPLOADED: 06/25/2015 21:00:00 The additional 114 ties at Panel #I9 UPLOADED: 06/25/2015 21:00:00 The #5 trim bars at Panel #6 and #7 RECEIVED CITY OF TUKWILA JUN 2 6, 2215 PERMIT CENTER M7 ArolvAplr,ap rr.+.a Imo* adeunstth gran 4.,.rsa.fprrr.,►!. p,$4. tlr FAIMs ,1,urwlrn.rl,cTas.rr,w+4waoMmrl+hwJr;perm or ysYssstleeaRwtr20rg4. pMM•.Isw.r 441011re•.n.a.rA.r.+5� mune hum a're Aram, Uvacradgc drp as Atm win&Q lint . ]:tl] M .,rrI.le T..clnt f C.vaulting . trx, A11 rit:ev. rasrrrat. Corporate • 777 Chrysler Drive • Burlington, WA 96233 • Phone 360.738.1990 • Fox 360.783.1988 SW Region • 2118 Block Lake eivd. S.W..Olympia, ' WA 90512 • Phone 360..334,9777 • Fos 300.534.9779 NW Re.loo • So5 Dupval Strccl, Suite 5 • Relllo2ham, WA 982:5 • Phone 360.4474061 • Pax 360447.8111 Visit our website: www.mtcrinc.nei 4501 Building -158036, 06/25/2015, #F66208, Page 2 of 3 t'L Materials Testing & Consulting, Inc. Geolechnicul Engineering R ComIlIng • Special inspection • Materials Testing • Environmental Conmtti eg EMOITMFri Afa►uur $-am>p Mil a_J _ • ' '.A _ J. ' • --- UPLOADED: 06/25/2015 21:00:00 Panel #5 UPLOADED: 06/25/2015 21:00:00 UPLOADED: 06/25/2015 21:00:00 The additional #4 ties at Panel #15 REPORTED I3Y: Michael Currie REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA JUN 2 6.2"'5 PERMIT CENTER 1.11,waigs17 w,Q-ar wadtesvma.e rrprarn4ah Fn* h,,,..>d lewtnk,n. wnSla1011' erg .,wk•.,.rl+a}no a,a.1.0wt1 lorm_rw.111pnrma.s 09119,VIOIERWIFIO.4 hs err r►npe+1/nre !,.cometm arm. frsi a,cprrtj oar wpun ba maul magma air wilco wpm** C 1401 - 3111 Pi u•rl. 1. Taming t Co•euUlnl. Inc. A11 Apps'as.,.44. Corporate • 771 Chrysler Drive • Harlington, WA 9$235 • Phone 360.70.1090 • Fos S69.763.19$0 SW Region • 211$ Bine!' bake Blvd. S.W-• Olympia, WA 90512 • Phone 260.334,91f/ • Pas 360.$34.9719 NW Region • 803 .Dupont Sterni, Suitt 5 • Belil■®ham. WA 0$22$ • Phone 380447.4001 • Pau 360.0-47.8111 Visit our websile: www.mntc•inc.sser 4501 Building - 15B036, 06/25/2015, #F66208, Page 3 of 3 Materials Testing & Consulting, Inc. Geotechnical Engineering & °insulting *Special inspection • Materiels Tem • Environmental Dam Mug F.goicermiAnnntnrx 5I w.198I 4501 Building - 15B036 - Field Report: Reinforcing Steel: Report #F66170 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: inspection Date: 06/24/2015 Tinie Onsite: 10:00 AM Weather Conditions: Inspection Performed: Comments: DATE 06/24/2015 PERMIT # D13-219 Overcast 65*F Reinforcing Steel J -MTC on site as requested to conduct a preliminary Inspection of the reinforcing steel at the following location(s): L) The reinforcing steel for tilt up panels 43. #4, 45, 46, 47. #8. 41 1, # 12, 413, 414, 415, 416, 417 418, and #19 per the details on the panel layout sheet S3.2.1, sheet S3.2.2, and sheet S3.2.3. -Reinforcing Steel inspection: AT this time, MTC visually inspected the reinforcing steel at the locations noted and observed that it was still a work in progress. MTC observed the reinforcing steel size, grade (A700), type, and placement. For the exception of the items noted below, the work in progress was observed to be in compliance with the project plans and specifications. M'I'C will verity the completion of the Items noted below and the final clearances of the reinforcing steel prior to concrete placement. Below are the items that still need to be completed: 1.) Panel 419 was observed to still need the additional 44 ties at every other vertical bar at the 2'-11 5/8" panel leg per detail 12 on sheet 53.1.2. 2.) Panel 415 was observed to still need the additional 44 ties at every other vertical bar at the 8'-0" panel placed on one of the vertical bars per detail 12 on sheet S3.1.2. 3.) Panel #6 and #7 was observed to still need the #5 trim bars added on the vertical sides of the openings per noted 8 on sheet S3.2.1. 4.) Panel #7 was observed to still need the 45 diagonal trine bars added on the opening per noted 8 on sheet S3.2.1. 5.) The contractor was still in the process of placing the reinforcing steel for Panel #4 and 45. Images: RECEIVED CITY OF TUKWILA JUN252015 PERMIT CENTER I sMO407i0 t•gn•nr,aenrasesr•Wnenneihlearn Arrrewrnllw,rt,.i,r.+a'Mwn,ar pIM10 rrtivnrncCr.11rtr.+r•wr nl„rinNtt•JNrrnIAIrerm ofriheo.sYMPwf,1010.0hr prpNr,>A!t►rOM•e.tv.r,eelurt•+er •tuna•flrr1a,repariy4.0rrnvubc,rrtcdpe aawYmie i. 41 10101 • 1013 H I,erlo:Is raeciap 11 Cearulr,np.. Inc. All rig 400 1,104rr0.d. Corporate • 777 Chrysler Drive • Burlington, WA 98233 e Phone 360.733.1990 • Fax 369.755.1980 SW Region • 2113 Black Lane Blvd. S.W.• Oly..rnple,'W'A 90512 • Phone 360.334,97t7 • Fiat 300.$34,9779 NW Region • 803 :Dupont Street, Suite 5 • Bellingham, WA 082:3 • Phone 360.647.60a • Pas 360.647.03111 Visit our website: wwsr.intc•ine.nes 4501 Building - 158036, 06/24/2015, #F66170, Page 1 of 3 eatfinng `& O 1ftnuns 9 I[Lle Gecerdeniral Ergbaeing 14 C enwiling a Sperlat Intpattkm 0 Malate& Teens • Environmental CSI% FATiwordi Ammar, Siur. 1981 UPLOADED: 06/24/2015 18:34:00 A706 grade designation UPLOADED: 06/24/2015 18:34:00 DECEIVED CITY OF TUKWILA AUS 2 5 2095 PERMIT CENTER UPLOADED: 06/24/2015 18:34:00 UPLOADED: 06/24/2015 18:34:00 Panel #5 still in progress !1=i Kisengp7 coy orvflinnomevlrvrftch as•oKort •/war parrs►•ncirsoixMc* er0vmehn.IS! ap•o gt Wm:INln WseFIVeeMdipcm,1M clews•: Akclrd4e IAN rettlaTecco wzInrrrti.cmcicfltwo emeeatrrn rtgesSati ac nom bxena7peeCcp as Ltinaepperd..d 1000 • 1013 M.e,•rr Itle Teetlap f regeull lap. Iar. A11 rip;ree rer•rred. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 364.733.1990 • Fos 360.78S.1960 SW Region • 2118 Black Lake I3ivd. S.W-• Olympia, WA 90512 • Phone 360.334,9171 • Fox 360.334,9779 NW Replan • $O5 .Dopon1 Street, Suite 5 • Bellingham, WA O0223 • Phone 360447.40dt • Fax 360.447.0111 Visit our website; www.mtc•ina.xrel 4501 Building -15B036, 06/24/2015, #F66170, Page 2 of 3 Materials Testing & Consulting, Inc. Cevlectmind En Bing & Consnllinp a Special Inapectlen • Materials Testing a Environmental Consettfng EnginarvaAmovastroSinai1t81 REPORTED BY: Michael Currie REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA JUN 252015 PERMIT CENTER AMmein swbww.ollpamse.namwrrwal,rssrw 1rt • menullwarm.►.•nK11.rmosrrift* mol .,coir. .rte+eer welmOprileM a',..v:wlwtnsn•n,nelacwwerrta,rmn.moa*s.:trn oilmen=cominA15ya repro p s,maipasettl crw}r•u grunt a 31101 - 3113 11 •Irrlel. T••clnl A C•••ul•1.1.. Inc. A 1 r11.14a it••rrawl . Corporate • 777 Chrysler Drive • Burlington. WA 95233 • Phone 360.755.1990 • Fs: 360.755.1980 SW Region • 21 IS Black Late Blvd. S.W.• Olympia, WA 90312 • Phone 360.534.9777 • PH 300.534,9779 NW Region • 803 Dupont Stied, stage 3 • Bellingham, WA 95223 • Phone 36t1:447.4001 • Pas 368.447.$111 Visit our website: www.3nlc•inc.nel 4501 Building - 156036, 06/24/2015, #F66170, Page 3 of 3 Materials Testing & Consulting, Inc. Geatechnicat Enflaming u & Consulting ► Special Inspection • Materhds T ► Enviremmcmal Coaselffn F.a 1ea1*slfAtlimaaur4Su1rr 1981 4501 Building - 156036 - Compression Test: Concrete: Report #C40192 - DRAFT CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 06/12/2015 Time Onsite: 7:OOam Weather Conditions: Inspection Performed: Compression Test: Concrete DATE 06/12/2015 4 PERMIT # DD 13-219l SOG c, A -E/1-4 Field Data (ASTM C-31): Location of Placement: Sample Location: SUl q. -i) A -F/ 1-4 SOG u) D/3.5 Contractor: Pellco Construction Qty Placed, Cu. Yd.: 204/240 159250 j Delivery Ticket #: Truck #: Hatch Time: Sample Time: 010 8:35am 9:00am Mix # and Proportions: J Subcontractor: [ s/j/S ppli\er/PlaaI„: JMilcs - 202 Slump, Inches (ASTM C-143) or W/C Ratio:^ 551 Concrete Temp, °F (ASTM C-1064): Job Spec. Slump: [4-6� 1 Air Content, % (ATSM,C*-231): rhAl, Job Spec Air: 'NA 1 /, Ambient Temp, °F: Nlin Temp, °F: Max Temp, °F: Li 69 70 12300E \�� Cement, lbs.: 3740 Coarse Agg, lbs.: 17/81„ 16100 )/ ' Admixture, oz./cwt: MB Poly 997 - 240 1 Flvash, lbs.:I1960 J ,Coarse Agg, lbs.: 'PeaV3740Admixture, oz./cwt: INA Water, gals.: L50.b J. -Coarse Agg, lbs.: (NA ,I. Fine Agg, lbs.: 15050 - _ ,, Coarse Agg, lbs.: NA. :Admixture, oz./cwt: 10, Gallons of water were added--® Prior to sampling Sample Type & Compression\Test,Results: Admixture, oz./cwt: INA Received 06/15/2015 Sample Set 3 of3 \ Lab Tests: \� /1 Test Total ; New Log # Age Date of Test Load Sample (Days) (Lbs.) F6/19/2015 48320 3487 I 3488 r —5767).— 3490 I 3491 REQ'D 7 28 28 28 11 28 07/10/2015 07/10/2015 07/10/2015 Dim. (In.) 4 00 "type of Compression Test: Sample Comp. Area (Sq. Strength In.) (PSI) 12.56 L I _l REPORTED 13Y: Marcus Van Valen REVIEWED BY: NA 'oncrete (ASTM C-39) Tested By 3,850 Curtis Shear Break Type 3 JI l 0 Ir 3000 1 0 o ASTM ASTM C-617 C-1231 MEcEiviED CITY OF TUK RA IJUN 2 2 2015. PERMn CENTER An 4r lo,{tlliany.1,wmdttsweerw.amlo�.s.mw Al*mann nrynning n�fF.a w,brpm/r►.rl wnwhn.rl, es , ,Ma .ry arl..arprm �}b t4..°.ot.vQwtrxw�. tie s. rt.e vrwerre,m. nwM►.., rr mice arrepelflwwpau b caned Icaanpur.lronaripmi.Q N°/ • 1111 11 11r4r1.1. Tinning • C m••ulml np. Inc. Ali rig lin rc.srrod . Corporate • 771 Chrysler Drive • Burlington, WA 99233 • Rhooe 360.735.1990 • Fax 369.953.1980 SW Region • 2118 Black (nate Blvd. S.W.• ©Iytnpta. WA 98312 • Phone 360.534,9177 • Fox 360.534.9199 NW Region • St 3 Dupont Street, Suite 5 • Belllogham, WA 48223 • Phone 360 447 406 1 • Fax 360447.81 11 Visit our website: wwa.mtc ine_net 4501 Building -156036, 06/12/2015, #C40192, Page 1 of 1 Materials Testing & Consulting, Inc. Gossecttnhal Eattioeeri+ti & Camuitlnp • Special inspection • Materials Testing • Emirunmenml CuzcoItise Engin rysd Anararar gam PPM 4501 Building - 156036 - Compression Test: Concrete: Report #C40191 - DRAFT CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 06/12/2015 Inspection Performed: Lakeridge Development, inc 4501 S. 134th Place Tukwila WA DATE 06/12/2015 PERMIT # Time Onsite: 7:OOam Weather Conditions: LSOG @ A-E/I-4 Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: SOG ul A -E/1-4 SOG 13/2 Pellco Construction Qty Placed, Cu. Yd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: 102/240 144614 086 8:00ant 8:45am Mix # and Proportions: Cement, lbs.: Subcontractor: l`j'•Supplier/Plant: (Miles - 202 Slump, inches (;V 1 M C-143) or W/C Ratio:14~5'' Concrete Temp h°F (ASTM (:-1064): .lob Spec. Slump:_6] \ / Ambient Temp, °F: Air Content, % (ATSiV1 C-231): `NA j.. Job Spec`i . •: NA] Min Temp, °F: Max Temp, °F: 67 65 12300E 3725 Flyash, lbs.: 1930 \Vater, gals.: 252.6 Fine Agg, lbs.: 15460 Coarse.A� , lbs.: 7/8,` 15860 Coarse Agg, lbs.: Pea��3460 Coarse Agg, lbs.: NA i• 1 r Coarse Agg, lbs.: A" 10t, Gallons of water were added–® Prior to.sampling Sample Type & Compression \TestResults: Received 06/15/2015;/Sample Set 2 of3 \ \ I Lab Tests: Test `\fotaly Sample New Log # Age Date of Test Load Dim. (In.) (Days) (Lbs.) L 3482 J 7 J I 3483 I 28 J F-37184 28 07/10/2015 06/19/2015 07/10/2015 3485 3486 REQ'D 28 I-1 28 07/10/2015 43,590 L Type of Compression Test: Sample Comp. Area (Sq. Strength In.) (PSI) 12 56 REPORTED 13Y: Marcus VanValen REVIEWED 13Y: , 3,470 3000 Admixture, oz./cwt: IC1B Poly 997 - 236 Admixture, oz./cwt: (t1JA Admixture, oz./cwt: I A Admixture, oz./cwt: NA Concrete (ASTM C-39) Tested By L Curtis Shear I Break ASTM ASTM Type C-617 C-1231 3 0 ❑ ❑ o 1 ❑ ❑ 0 0 RECEIVED COY OF TUKWILA JUN 22 2015 PERMIT CENTER AN KW!, gs11 at nwaNhroesn.• ei•Jsaer•oi+►s.* *01000101100000, nrrY•w •4 prM>r •y asw,•q.,I1+.T+• ns ••r•Mss• n 4n0014,0001T+Prd a 000re.010010010000nr p0000.• d v00rett,.0,0100, arses noM0r1.1gi air Armib canal ma6l aa0710010,001. t 1001 • 7111 M 104 Is is Tensing ! Cs tau' elnl. Inc. A 01 rsavrr. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.735.1990 • Fos 369.763.1980 SW Region • 2118 Black Late I11vd. S.W.• Olympia. WA 98512 • Phone 3411..534,97t7 • Fax 3tiO.$34,9779 NW Region • 905 Dupont Street, Suite 5 • Beill■eham, WA 98225 • Phone 5604414061 • Pax 360.(147.5111 Visit our website: wtr-Tr.ante•inc.(rot 4501 Building - 15B036, 06/12/2015, #C40191, Page 1 of 1 Materials Testing & Consulting, Inc Ge tiechnfrnt F.ntritug * Consulting a Special Inspection a Materials Tenting a'Bnvinanmental Orris 2l[iia2 F,gciar. .E i 4flu laap gnus 1'461 4501 Building - 156036 - Compression Test: Concrete: Report #C40190 - DRAFT CLIENT • PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 06/12/2015 "rime Onsite: 7:00am Weather Conditions: DATE 06/12/2015 PERMIT # D1�=21 1 SOG (al A-E/I-4 Inspection Performed: [-Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: SOG @ A -E/1-4 FSOG (ii! A.5/1.5 Contractor: 1I'ellco Construction —1 Subcontractor: Qty Placed, Cu. 1'd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: 10/240 144576 046 6:05am 7.15ain Mk # and Proportions: ,j Supper/Plant: !Miles - 202 Slump, Inches (ASTM C-143) or W/C Ratio: ,5 \y ConcreteTemp, °F (AS -FM C-1064): I Job Spec. Slump: F61-,, , - Ambient Temp, °F: Air Content, % (ATSiAI C-23.1): [N v Min Temp, °F: Job Spc''"i, r [Nn ^ 12300E Max Temp, °F: 67 65 Cement, Ibs.: 3790 Flvash, lbs.: 1 105 Water, gals.: 1252.4 Fine Agg, lbs.: (15420 Coarse Agg, lbs.:117/8',15860 CoarseKAgg, lbs.: PP ca ;3580 1 Coarse Agg, lbs.: INA Coarse'Agg; lbs.: NFA,. qGallons of water were added --Prior to,sampling Sample Type & Compression\Test'Results: 1 Received 06/15/2015% Sample Set 1 of 3 Type of Compression •fest: Lab Tests: \\\ \' i Test ,Total Sample Comp. Nes Log # Age Date of Test Load/ Sample Arca (Sq. Strength Dim. (In.) (Days) (Lbs.) In.) (PSI) 1--- 3477 -1 7 06/19/20151 41,0361 4 00 1 12 56 11 3,270 j 3478 3479 3480 3481 REQ'D 28 28 28 H i 28 07/10/2015 07/10/2015 07/10/2015 J REPORTED BY: Marcus Van Valen REVIEWED BY: - 3000 Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: MB Poly 007 - 240 J NA NA NA 'oncretc (ASTM C-39) Tested By Break Type Curtis Shear 3 0 0 0 0 ASTM ASTM C-617 C-1231 RECEIVED CITY OW?U to IJUN222015 PaPhArrnatirlrect M•TIOuwplrarb wnrUammmas1.•Mal.F.M4 M••Isel rw•rn, noitsnolu erAm.w1•r...11l.‘}+,or rct•rwrw MaeP#m141purnuaream.aFJn@wtv.4s/1argmvn.1neRn►.aan cnval2varcpva-varrmeu b eea•°dpeallcpa++leaeppw+Y.0 1191 - 2112 Pelf 'I. Is Toning 1 C...uIuloe. Ins. An ripe* ru•rred. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Plume 360.73.1990 • Fax 368.73.1960 SW Region • 21.1E Blact Late Blvd. S.W.• Olympia. WA 98512 • Phone 360..534.9177 • Fax 360.534.97/9 NW Regloo • 805 17upont Strcci, Suite 5 • Relliaghnm, WA 98225 • Phone 366.447.6061 • Fax 360.447.8111 Visit our website: www.mtc•inc.eet. 4501 Building - 15B036, 06/12/2015, #C40190, Page 1 of 1 Materials Testing & Consulting, Inc. Genteclmicnt EagIneerins & COnsulling o Special Inspection* Materials Tinting *Environmental Cke1IIe ZagahrorniAllta.Anro Fiat* nu 4501 Building - 156036 - Field Report: Concrete: Report #F65930 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 06/12/2015 Time Onsite: 7:OOam Weather Conditions: [65E, Clear Inspection Performed: Comments: DATE 06/12/2015 PERMIT # D13-219 Concrete �1 I) Sheet: S2.I Location: Slab on Grade, grids (A-E/I-4) 2) Concrete: MTC witnessed the placement of 235 yards of Miles - Puyallup concrete mix ft 12300E, 3000 psi minimum required strength. The concrete was placed by pump and mechanically vibrated for consolidation. three set of ( 5 ) 4x8 cylinders was cast for compressive strength testing. REPORTED 13Y. Marcus VanValen REVIEWED BY. Raymond McNamara, Project Manager Fitt.;ttvw CITY OF TUKWILA ) JUN 115: 1010 PERMIT CENTER Arl sw+aggl!rrb.wwrvidhxare•sdeesrM,sr►tN Merwswdl•wnVF.e n•fkeroMs Wes eM erwl,,ll w•:7:reels•M1+leld o•rneph•Wwrrr(r•r,flese.eackellawn*Ue Fur sukeveleor veturepe. sterMituer ormareamntieellgueroqxim e zierslpesellmaxetesappwrb a 1i0e • 1117 Material, resting l Cralulrler. Int. All rlrfrr rtr•rred. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.735.1990 • Yes 3611.755.1980 SW Region • 2118 Black Late Blvd. S.W.• Olympia. WA 90312 • Phone 360.534.97?? • Paps 360.534.9779 NW Region • 805 Dupont Strout, Suite 5 • llelli•ghnm; WA 9822$ • Phone 300.647400 • Pax 260.447.AI 11 Visit our website: www.rntc•inc_net 4501 Building - 15B036, 06/12/2015, #F65930, Page 1 of 1 Materials Testing & Consulting, Inc. Gonechnicai Engineering & Consulting to Spotted Inspection • Materiel Testing to Ensirnnmental Cmasal tk F,ggicNrsdAomori 5ms1116'! 4501 Building -156036 - Field Report: Reinforcing Steel: Report #F65839 CLIENT PROJECT LOCATION Inspection Information: Time Onsite: 6:00 am Weather Conditions: [unny Inspection Date: 06/11/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 06/11/2015 PERMIT # D13-219 Reinforcing Steel Sheet: S2.1 Details: note 2 on sheet S2.1 Location: Slab on grade gl(A-E/1-4) Level: ground level Observed the placement oFASTM A706 grade 80 reinforcing steel into the slab on grade at the above mentioned locations. Reinforcing steel was of proper size, grade, lap, spacing, location, and secure prior to placement of concrete. Typical reinforcing steel was #4 bar at 20" on center. Trim bar was added by contractor to the column block outs. Work performed, that was visually inspected was found to be in conformance with project plans dated 8/5/14 revision number 1 (8/25/14). Images: UPLOADED: 06/12/2015 08:59:00 REPORTED BY: Kevin Walters REVIEWED 13Y: Raymond McNamara, Project Manager RECEIVED CTI ot'RIKWILA 1JUN 11.5: 29'5' PERMIT CENTER An morn r arta re wnrdNianion•sfeeanrehennri,•n Bnvwl}tapninn!fkwwiM Par erdorwhn.dl•i'P+• en **Owl 1, rl•arMrenn/Anpltt a•.%mgr.w.'B••..lwlrwn• Awahmerh.111111/111.1111 mraorhemencinsinyarrrrrnu.N itiancilirsdliar•inisr Bid. (1 1101 • 7.111 01 eta r1•f• Ta lain, A Cli•ul Bing.. 11x. A11 rig kits re sarr•i. Corporate • 777 Chrysler Drive • Darlington, WA 99233 e Plume 364.755.1990 • Yes 360.755.1980 SW Region • 2118 Mack Late Blvd. S.W.• Olympia. WA 98,12 • prione 360.,734,9777 • Pax 3110.334,9779 NW Rcgioe • 505 ,Dupont Sinai, Suitt 5 • telllegham, WA 9$22# • phone 340.647.4441 • Fat 360447.$111 Visit our website: wwr.ante.inc.flet 4501 Building - 156036, 06/11/2015, I#F65839, Page 1 of 1 Materials Testing & Consulting, Inc. Getdlnknt Eadesrerins & Consulting ► Speclatf inspection ► Materials Testing ► Environmental cortsaltinz EsoierrrrdAtiranAnr.5 Fluor i!8d 4501 Building - 156036 - Compression Test: Concrete: Report #C39968 - DRAFT CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 05/27/2015 Time Onsite: 6:30 am Weather Conditions: DATE 05/27/2015 PERMIT# D13-219 partly cloudy, 58 deg Inspection Performed: Compression Test: Concrete 1 Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: Foundation retaining wall and column pilasters, grids (D.2 -12/I-4)7\ pump hopper, placed 1st lift at grids (1/1).6-E) and (E/1-2.3) 'oe Construction Qty Placed, Cu. 1'd.: Delivery Ticket #: Truck #: II of 48 143431 M 132 Batch Time: [ 09 ani�l Sample Time: [7:08 am Mk # and Proportions: —1Subcontractor: / j Suppiiier/Pianntt: (Miles- Puyallup Slump, Inches (ASTn1 C-143) or W/C Ratiof 5.0 ConcreteTemp, °F (ASTNI C-1064):112 Job Spec.'Slump: , Ambient "temp, °F: Air Content, %K(ATSM C-231): ?, Min Temp, °F: \.:\ / �1--\ \ C �, Job Sp c.Air\ Max Temp, °I \ /h 59 18400FG3 Cement, lbs.: X4930 Coarse.Agg, lbs.:17/8 ,1'7040 )/ Flyash, lbs.: 740 'Coarse;A'gg, lbs.: 3/8 \3260, -5% h2o Water, gals.: 1702 lbs /Coarse Agg, lbs.: L ) Fine Agg, lbs.: 16920, 521%h2o N, . Coarse.Agg, lbs.: 0 Gallons of water were added-=x®Prior to:samphng Sample Type & Compressiori\TestResults: Received 05/28/2015/ Sample Set 1 of 1\ Lab Tests: "fest \ Total ., tiample Sample New Log # Age Date of Test Load Area (Sq. ,/ Dim(In) . . (Days) (Lbs.) In.) Type of Compression "fest: 2929 2930 2931 2932 2933 REQ'D Remarks: 7 28 28 28 11 28 06/03/2015 06/24/2015 06/24/2015 06/24/2015 54,585 L 4007( 12.56 L P Comp. Strength (PSI) 4,350 Admixture. oz../cwt: iglenium- 176 oz Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: J Concrete (AS FM C-39) "rested By Cheryl Meredith 4000 Break ASTM ASTM Type C-617 C-1231 O 0 of ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 0 0 0 rhe concrete was placed by pump and mechanically vibrated for consolidation. REPORTED BY: Ross Jorgensen REVIEWED BY: , Ar7s•Frrfrirsvo41,4.1141.110r1MOIM&,RriY.7h11lifar/!trirrIns.Mlr:rmee6'PRIsalvri mrP1Tria1pnwoj t1117/anmiliatow1nOrxbyt vo10701rvarlH t'6.R.Mlarhta ll 4E11=1011114/1, %Spam t I¢41r la lemma mufti 9r *Ism wwrM, Q 1101 • 2112 qu•r1..1. r..onl l Craruldnl. Int. All rl iU ruorr.a. Corporate • 777 Chrysler Drive • Darlington, WA 99233 • Phone 360.7$5.1990 • Fos 360i55.t9lt0 SW Region • 2118 Black Late 91v4d. S.W.• Olympia. WA 48512 • Phone 369.$34,9717 • Pot 360.534,4179 NW Ragloa • $05 Dupont Street, Suite 5 • Bellingham, WA 48225 • Phone 360.647.4061 • Pak 368.047.8111 Visit our website: www.mtc•inc.net 4501 Building -15B036, 05/27/2015, #C39968, Page 1 of 1 Materials Testing & Consulting, Inc. GeoliattnIcal P.eaireeritts & Conwfling • Special tmpettical 0 Mattstale Tetfm 0 Environmental e'is i1 lkal Eaeirwird Moamar* Sari MN 4501 Building - 156036 - Compression Test: Concrete: Report #C39968 - DRAFT CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 05/27/2015 Time Onsite: 6:30 am Inspection Performed: DATE 05/27/2015 PERMIT # D13-219 Weather Conditions: Lartly cloudy. 58 deg Compression 'fest: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: Foundation retaining wall and column pilasters, grids (D 2-E/1-4) ^� pump hopper, placed 1st lift at grids (I/D.6-El and (E/I-2.3),%: Poe Construction Qty Placed, Cu. Yd.: Delivery Ticket #: Truck #: Batch Time: Sample Time: 11 of 48 143431 MI32 6:09 am 7.08 am Mix # and Proportions: Cement, lbs.: F930 Flyash, lbs.: 740 \Vater, gals.: Fine Agg, lbs.: 16920, 5.21% h2oY I\\ C arse Agg, lbs.: Gallons of water were added—E Prior to.samplmg Sample Type & C mj ess on\Test'Results: 1 Subcontractor: Slump, Inches (ASPM C-143) or W/C Nation Job Spec(Slump: \ Air Content, °A JATSM C-231): Spec. Jo Air: )/ 18400FG3 1762 lbs Suppliier/Pla,\ Miles- Puyallup Concrete Temp, °F (ASTM C-1064): •5.0 Coarse.Agg, lbs.: 17/81,17040 J Coarse Agg, lbs.: 3/8-\3260, .5% h2o yCoarse't1gg, lbs.: Received 05/28/201V -Sample Set 1 of 1 Lab Tests: 1/ Test Total / Sample Ncw Log 0 Age Date of Test Load ,/ Dim. (In.) (Days) (Lbs.) r611—o6/02/2015 [ 54585 2929 2930 2931 2932 2933 28 28 28 1-1 REQ'D 128 Remarks: /24/2015 06/24/2015 06/24/2015 4 00 'Type of Compression Test: Sample Comp. Arca (Sq. Strength In.) (PSI) F-12 56-1 4,350 Ambient Temp, °F: Min Temp, °F: Max Temp, °F: J 72 59 Admixture. oz./cwt: Igleniunt- 176 oz Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: Concrete (ASTM C-39) Tested By Break ASTM ASTM Type C-617 C-1231 Cheryl Meredith 1 4000 0 0 0 0 The concrete was placed by pump and mechanically vibrated for consolidation. REPORTED 13Y: Ross Jorgensen REVIEWED BY: , !NJ rese4n oraeb enatltecwrees40144014114!►e4 401140430,000r4 s+!rr•w..k p4• e•daswho.an .•eeiw►.14410Na•1Vtwfeigrgnnp 4010,0.••PeMrywabe ps•va0.4saq*rah.reagh•r•si 43ncahea4014441014/rwpeu bicznalpune•arahmsapprre. 4 1401 • 3117 gai•rla le Toning t Ceaaulela/.. tor. Ale ril:laa res•rrW. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Plume 36O.7$3.1990 • Fox 3ii.753.1980 SW Region • 2118 Black Lake Blvd- S.W.• Olympia, WA 98112 • Phone 36p.334.9147 • Pax 300.134,9779 NW Region • 803 Dupont Stem, Suite 3 • ilelll■gham, WA 08225 • Phone 360.4474061 • Fat 360447.8111 Visit our website: wwsr,mtc•ine_net 4501 Building -156036, 05/27/2015,11C39968, Page 1 of 1 Materials Testing & Consulting, Inc. Cewechnitat &wigwam# Consulting o Sperie1 Imptctiom o Materiede Twins • EmironmembillApseuhiog Pa :.>P.. 4r+tti .sem. 1# 81 4501 Building -156036 - Field Report: Concrete: Report #F65505 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 05/27/2015 Time Onsite: 6:30 am Weather Conditions: Inspection Performed: Comments: rjoncrete DATE 05/27/2015 PERMIT # D13-219 partly cloudy, 58 deg 1) Sheet: S2.1 Location: Foundation retaining wall and column pilasters, grids (D.2 -E/1-4) Details: tilt panel embeds per SK 6 and 7 2) Reinforcing: The reinforcing steel was inspected on 5-18-15, see M'I'C field report #F65324 for additional information. MTC at this time did verify installation of embed plates for the tilt panel connections. MTC also verified clearances. All reinforcing was found to be of correct grade, size, location, spacing, lap, clearance and secure, and was in -compliance with approved plans and specs. 3) Concrete. MTC witnessed the placement of 48 yards of Miles - Puyallup concrete mix #18400FG3, 4000 psi minimum required strength. The concrete was placed by pump and mechanically vibrated for consolidation. One set of ( 5 ) 4x8 cylinders was cast for compressive strength testing. Images: UPLOADED: 05/27/2015 07:37:00 Corner at grid 1-E UPLOADED: 05/27/2015 07:58:00 Looking west along grid E REPORTED 13Y. Russ Jorgensen REVIEWED BY: Raymond McNamara, Project Manager CI VOF TUKWILA MAY 27izMM PERMIT CENTER A91..11M,,10.1w¢t ww+wg kaww.sad Iron* M...wx•ltwr.is nrsrv.w•h We* tirdwrwMl.ell rpm, .41.111.0 rr en,a.rtia.wa•Rpolrercwah ..f..tnro.a. ro.e19e0•e velftlercrtLivierhokmw Lia nos ham ampailm air rttvu hxand peas. ata wles MQ 7901 - 3:117. p.l•rl.l. realer t Gr•.ulr{sp.. ®sr. All MO's s rr.•r.•d. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phase 36&73S.I994 • Fax 360.793.1980 • SW keglon • 2119 Black Lake Blvd. S.W.• Olympia. WA 98512 • Phone 300.534.9777 • Paz 360.534,9779 NW Rostov • 805 ;Dupont Street, Suite 5 • Belll■ih,am, WA 48221 • Phone 36Q.641.4Q61 • Pax 390.647.9111 Visit our website: www.intc•ioc_cet 4501 Building -15B036, 05/27/2015, #F65505, Page 1 of 1 Materials Testing & Consulting, Inc. Geak+drnied Fughweeing & Consulting *Special Inspection * Maierkds T *Environmental Commhim Fogi TI4rra re rum/ MN 4501 Building - 15B036 - Field Report: Reinforcing Steel: Report #F65324 CLIENT PROJECT LOCATION Inspection Information: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA DATE 05/18/2015 PERMIT # D13-219 Inspection Date: (15/18/2015 Time Onsite: 8:52 am Weather Conditions: I Partly cloudy, 60* F Inspection Performed: Reinforcing Steel Report Profile: to RFI (4 10) Comments: Location: Foundation retaining wall and column pilasters, grids (D.2-1:/1-4) Sheet: S2. I Details: S3. I.1 and SK 4 through 12 MTC was onsite for a preliminary inspection of the remtorcmg steel tor the foundation walls noted above prior to the buttoning up of form -work. The wall verticals were inspected per the schedule shown on sk-4. The additional vertical dowels were epoxied. Please sec the epoxy Inspection report dated 5-18-15. All horizontals were #5 at 15 on -center. (2) continuous 84 bars were in-place at the top of the wall. Column pilasters were inspected per sk-12 The reinforcing was (8) 86 verts, with 83 hoops and ties at In" on -center Embeds for the tilt panel connections have not yet been installed. MTC inspected the welds that were completed for 25 M -I embeds, 61-11 embeds, and 8 - 21) embeds. Clearances will be inspected upon installation of firms. All completed reinforcing was found to be of correct grade, size, location, spacing, lap and secure, and was in -compliance with approved plans and specs. Images: UPLOADED: 05/18/2015 09:16:00 gl (D.5 to E,4) REPORTED 13Y: Ross Riche] REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA MAY 2 0 2015 PERMIT CENTER dimvermylyway ww+aUl..aoOM/ aas•4+ t!+aa w.s+{ i. nrirww.Yep e.enl.rnwmeti.cr..s.e-00..0.1 4,...rr wkelonl soietg:v.nwr..=wa+rlrsr,s. l,aarer►..re:+rinwM:enaahat,>#e mersmmriw wrtgstAr••r nom .hmc.enadgenelig air Alms graft, 41 11(.11 ..1117 M air rill. T'a.r4ap • Ce•ealaing. l ex, 511 rig Yee reiwrra.d. Corporate • 777 Chrysler Drive • Darlington, WA 99233 • Plume 364.755.1990 • Fal 360.765.1980 SW Region • 2118 Black Late Blvd. S.W.• Olympia. WA 98512 • Phone 340,334.9777 • Fax 300.334.9779 NW Region • Sos .Dupont Street, State 5 • Relllogham, WA 99225 • Phone 360 447.40 I • Fax 160.6-47.8111 Visit our website: www.mtc•inc.ngi 4501 Building -15B036, 05/18/2015, #F65324, Page 1 of 1 Materials Testing & Consulting, Inc. Geasechnhat Melte rillw & Consulting + Special !median + Materiels Tening ► l rnironmental Canoltinz Etesirtured Anonym*.5 nrs 4501 Building 156036 - Proprietary Anchors: Report #P12393 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 05/18/2015 'Time Onsite: 0924 AM Weather Conditions: Inspection Performed: Field Data: Base Material: 0 Concrete 0 Un -cracked Thickness in inches: Hole Data in inches: Depth: ® Clean 15 DATE 05/18/2015 PERMIT # D13 -2I9 60* F sunny Proprietary Anchors 18" J Edge Distance: 30" ® Drilled Mechanical Anchor Data: Specified Compressive Strength in psi: [ 3000 End Distance: 30" Diameter: 1" Spacing: 24 OC average 0 Cored Type: I Length in inches: Adhesive Anchor Data: Product Name: Location: Diameter in inches: Torque (Ft. lbs.): 0 Setting Tool Present Batch #: Exp. Date / Shelf Life: 0271J116U 1-19-16 Number of anchors: [42 Anchor Length in Inches: 13.25' Anchor Diameter in Inches: O Anchors installed in accordance with manufacturer's instructions, specifications, and corresponding evalution report (ER -0263) Reason for Inspection: Shown on plans or specs O Re -inspection* O Other 0 Reinforcing 13ar Remarks: ❑ Intentionally omitted during original placement ❑ Needs Engineer's review and acceptance* 47 bar 0 Holes properly cleaned prior to epoxy installation The evaluation report 0263 was current through 11/2015. The bar was placed on average of 24" oc. The RFI noted to have 4 bar in a 24 inch section of wall. The bar was cut to full length and was run to the top of the wall. No Exceptions were taken. REPORTED 13Y: Ross Bichel REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA MAY 2 0 2015 PERMIT CENTER VI .'TV! set,envierrnrrmkrn.f,r.s.,h Fr,* .,l rnmrn.•Irpw.c.p•.+.r1 Vsrrr+emcrprim a 4414115.. 91.:4190.rt .104,s.R.w,BrwwwMnt,.onissinnr encu nevvvp tlevvrnpwu.k lerncppmnnp our songs uppanik G N01 • 3117 Pi I. Ts schlep 14 Coar WC ap. Ins. A11 rig Ito rs ss•r. aN. Corporate • 777 Chrysler Drive • Burlington, WA 99233 • Phone 360.735.1990 • Poi 360.763.1900 SW Region • 2118 Black Lake Blvd. S.W,• Olympic. WA 08512 • Phone 36O.S34.9717 • Fast 360.$34.9779 NW Rcgloo • 805 Dupont Streci, Suite 5 • Aeillaghnm, WA 98225 • Phone 360447.6081 • Pas 360.647.$111 Visit our website: wwsa.;mtc•inc_aet 4501 Building - 15B036, 05/18/2015, #P12393, Page 1 of 1 Materials Testing & Consulting, Inc. Geotedtnical Wavering & Consulting *Special ht:pectio n • Mma{al: T t ng • Environmental Catrealitmg Z neimpr erf Armour* Saco PPM 4501 Building 156036 - Compression Test: Concrete: Report #C39451 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 04/03/2015 Time Onsite: 09:39 AM Weather Conditions: Inspection Performed: DATE 04/03/2015 PERMIT # D13-219 cloudy 48 deg. Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Sample Location: Contractor: exterior wall footings, Interior column footings, & retaining wall footings between grids A / E - 1 / 4 retaining wall step footings on grid E / 4 Poe Qty Placed, Cu. 1'd.: 1122/160 Delivery Ticket #: Truck #: Batch Time: Sample Time: 140956 M019 6:22 7:15 Mix # and Proportions: Subcontractor: Poe Slump, Inches (ASTM C-143) or 11'/C Ratio: Job Spec. Slump: Air Content, % (ATSM C-231): Job Spec. Air: Supplier/Plant: ',Miles 202 na na Concrete Temp, °F (ASTM C-1064): Ambient "Temp, °F: Min Temp, °F: Max Temp; °F• 60 48 L21450c Cement, lbs.: 46104 Flyash, Ihs.: Water, gals.: (1480# Fine Agg, lbs.: 16540#(J6 24°ro Coarse Agg, lbs.: 17020#@0.50% Coarse Agg, lbs.: 3250#(0!,0.50% Coarse Agg, lbs.: Coarse Agg, lbs.: Sample Type & Compression Test Results: Received 04/04/2015 Sample Set 1 of•2 Lab Tests: Test Total New Log # Age Date of Test Load (Days) (Lbs.) 869 870 1 871 872 873 7 28 28 28 1-1 REQ'D 128 Remarks: 04/10/2015 05/01/2015 05/01/2015 05/0I/2015 35,490 54.890 55,580 53,660 Sample I)im. (In.) 4.01 4.01 4.011 4.01 Type of Compression Test: Sample Area (Sq. In.) 12.63 12.63 12.63 12.63 Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: Concrete (ASTM C-39) Comp. Strength • Tested By (PSI) 2,810 4,350 4.400 4,250 3000 Matthew 0 Donnell Matthew 0 Donnell Matthew 0 Donnell Matthew 0 Donnell Break Type 3 2 0 AS1T1 ASTM C -6I7 C-1231 oncrete placed by pump truck and mechanically :onsolidated. REPORTED 13Y: Dave Bale REVIEWED 13Y: Harold Benny, Lab.Manager RECEIVED CITY OF TU,KWILA MAY 0 4 2015 PERMIT CENTER 49 sw10O'I!!r w¢44044140re.•4adrr•Ai4g4.rq M 4001tu[11.040144 4441,14%.4 Mofwha+.dl.ge.pv: nlMMnN!w•�nkwM,441/411 t+'!4M10.u?w0#In*040,{Wb .oP'yl04trh.•:+91011041 . aancerreaseneptatliveriqyam.bievnoipnRiarMmR+pn040 Q I4141 • 3111 Wu.,rli le re.clnl l Cr•wlelel., enr. All rlrIi. re 4.4444. Corporate • 777 Chrysler Drive • Burlington, WA 96233 • Phone 360.755.1990 • Fax 369.755.1980 SW Region • 211$ 01act Lake Blvd. S.W.• Olympia, WA 98312 • Phone 360..534,9777 • Fax 360..534,9779 NW Reston • 805 Dupont Street, Suite 5 • keIlieghnm, WA 9$225 • Phone 260447.6091 - Fax 360.447.$I 11 Visit our website: wwa.mtc•inc.n{[ 4501 Building -15B036, 04/03/2015, #C39451, Page 1 of 1 Materials Testing & Consulting, Inc. Gentedtnieal Ealneering & Consulting • Spet:iai Inspection • Materials Tem • Environmental Comoltk J q#nae.rd4lfumntllStuwI PPM 4501 Building 156036 - Compression Test: Concrete: Report #C39452 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 04/03/2015 Time Onsite: 09:49 AM Weather Conditions: DATE PERMIT # 04/03/2015 D13-219 cloudy 55 deg Inspection Performed: . Efompressioii .'est: Concrete Field Data (ASTM C-31): Location of Placement: exterior wall footings, interior column footings, K retaining wall footings between grids A /E - 1 / 4 Sample Location: I exterior wall footings on grid 4 - A to D Contractor: [Poe J Subcontractor: Poe Qty Placed, Cu. Yd.:1I93/I60 Delivery Ticket #: Truck #: Batch Time: • Sample Time: 15347 M090 8:47 9:15 Mix # and Proportions: 1 Supplier/Plant:Miles 203 Slump, Inches (ASTM C-143) or W/C Ratio: Job Spec. Slump: Air Content, % (ATSM C-231): 6 na Job Spec. Air: na 1 Concrete Temp, °F (ASTM C-1064): Ambient Temp, °F: Min Temp, °F: N1as Temp, °1 58 55 01450c Cement, lbs.: 316260# Flyash, lbs.: Water, gals.: 1 699# Fine Agg, lbs.: 16440#@4.27% 0 Gallons of water were added Coarse Agg, lbs.: 156611#rilxi.50% _�..._..� Coarse Agg, lbs.: 3020#(0.50% Coarse Agg, lbs.: I . Coarse Agg, lbs.: ® Prior to sampling Sample Type & Compression Test Results: Received 04/04/2015 Sample Set 2 of 2 Lab Tests: Test New Log # Age Date of Test (Days) 874 875 876 877 878 REQ'D Remarks: 7 28 28 28 1-1 28 04/10/2015 05/01/2015 05/01/2015 05/01/2015 Total Load (Lbs.) 31,825 48,379 49,995 46,145 I Type of Compression Test: Sample Sample Dim. Area(Sq. (,.q. . In.) 4.01 4.01 401 4.01 12.63 12.63 12 63 12.63 Comp. Strength (PSI) 2,520 3,830 3,960 3,650 3000 Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: .Admixture, oz./cwt: Concrete (ASTM C-39) Tested By Matthew 0 Donnell Matthew 0 Donnell Matthew 0 Donnell Matthew 0 Donnell Break Type 5 0 .Concrete placed by pump truck and mechanically consolidated. ASTM ASTM C-617 C-1231 RECEIVED CITY OF TUKWILA MAY 0 4 2015 PERMIT CENTER Ael rmtnarylliwl2 fps amNhaarrwn,o3aeaasfd, e:wa•, Oa I,nmtlmom .Om 4/1.70, th pvNk endaswhee.dl!r}:a•aaiwle!dRdoNae•nlrnhd premiot'elsinnwAwilerintha Mr pd.•r•fgal welmffh. telco sari= I'm arrepR4el err 'emu b vaomal parks Nwtimur.00* 4 71111 • 1113 N.earlrlr r•rC1ap t Cfyrul OlAp. Inc. All rlltlf res#r laid. Corporate • 777 Chrysler Drive • Harlington, WA 98233 • Phone 368.755.1990 • Fax 360.7SS.19B0 SW Region • 2118 Black Late Blvd, S,W.• Olympia, WA 98512 • Phone 360.,534,9?t7 • Fax 360.334,41?9 NW Region • 805 Dupont Strt:ct, Suite 5 • ltelliogham, WA 95223 • Phone 360.647.4081 • PA[ 360.447.8111 Visit our website: www.mtc•inc.net 4501 Building - 15B036, 04/03/2015, #C39452, Page 1 of Materials Testing & Consulting, Inc. GoatechniralEnsintreeirm & Consoling 0 Special Inapection * Melaieth Ting 0 Environmental Conanbina Enalicply f 44 onvrnrs Foto %98! REPORTED BY: Dave I3ale REVIEWED BY: Harold Benny, Lab Manager An 1ew413 4IftAr Vet) otis elhymn. Ind nrcnsh ss..,al 4,,annul {swAInv ndP►ea.lIn prink e dvewhn.rl Awn ennOws!PH (,*r tneflecninscnnnya cflmn. trIanhnleannfr plfnMewarnsltsncte.tnnIun.+oe cinviatnnamnwllniw'maw brew adpeataprrsMsasspporsli 0 1401 • 1111 purl. It Twin. l Consulting.. Inc. All rig Imp rraarfed. Corporate • 771 Chrysler Drive • Darlington, WA 95233 • Phone 360.73.5.11190 • Fax 360.755.19$0 SW Raglan • 2115 Black Lake Blvd. S.W.• Olympia, WA 90312 • Phone 360.334,9M • Fax 300.$34.9719 NW Rooloa • 803 .Dupoai Street, Suite 5 • Relllegham, WA 4822# • Phone 360.G47.4OdI • For 360.447.5111 Visit our website: www.anlc•inc_net 4501 Building - 15B036, 04/03/2015, #C39452, Page 2 oft Materials Testing & Consulting, Inc. Geotrcinknt Eaaiseering & Consuilni • Special Inspection • Matesialt Testing o Environmental Com11ina Eneitorpf Altlimunro FAM71 MTI 4501 Building - 15B036 - Field Report: Reinforcing Steel: Report #F64754 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 04/21/2015 Inspection Performed: Report Profile: 1E1 Show Up Lakeridge Development, Inc 4501 S. I34th Place Tukwila WA Time Onsite: 6.40 AM Weather Conditions: DATE 04/21/2015 PERMIT # D13-219 Cloudy Reinforcing Steel Comments: MTC was on site to finish inspecting the tilt -up panel connection embeds and concrete at grids E, I-4 and 1,D -E. MTC was notified while on site that the concrete pour had been cancelled. The reinforcing steel was previously inspected and found acceptable on 4-13-15. The embeds that will connect the retaining wall to the tilt -up panels are now in place per SK5 and SK6 dated 3-9-15. MTC will return for the concrete pour when it is scheduled and do a final inspection on the reinforcing steel clearances. REPORTED 13Y: Doug Bender REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA APR 2 2 2015 PERMIT CENTER Aq.rw?nw112 oft rr.•a.ahao,weoaewm4i,as.ew fa • ofoos3roffolfrom!il000ly Weis .ye noinre.rt-.tare ms wlre+rrt o aaw.nh,.lkArripmt7 a dYss.or...olwlrstr,eg peloOloo cr.uawoti.vralooloo moos ha-reprljwgm,pacwmdpmeoga>. Alum ipp•r1A 0 Mol - 2.111 U114,1•..I• T••clag [t C•slut' lag. Inc. A 11 rig l•• rr•sr,•d. Corporate • 777 Chrysler Drive • Burlington, WA 9923.3 • Phnom 360.755.1990 • Paz 360.755.1960 SW Aegloa • 211E Black Lake Blvd. S.W.• Olympia, WA 911112 • Phone 36O,134,97T7 • Fax 360.534.9779 NW Region • 803 .Dupoal Slrccl, suite 5 • helll■ghum, WA 49225 • Phone 360.647,4041 • Pat 360.447.111 11 Visit our website: wwp.mic•inc.mei 4501 Building - 15B036, 04/21/2015, #F64754, Page 1 of 1 Materials Testing & Consulting Inc. Geotechnical Engineering & Commkinp + Special impaction + Materhli3 Tem + Environmental Caosabin EnglivvircdAninnunti Noe* 14M 4501 Building -156036 - Field Report: Reinforcing Steel: Report #F64533 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 04/13/2015 Time Onsite: 8:00 AM Weather Conditions: DATE 04/13/2015 PERMIT# D13 -2I9 cloudy, 49 deg Inspection Performed: Reinforcing Steel Report Profile: ®RFI (# 10) Comments: I) Sheet: S2.1 Location. Foundation retaining wall and column pilasters, grids (D.2 -E/1-4) Details: SK drawings from RR 10 2) M"I'C at this time inspected the reinforcing steel for the foundation walls noted above. The wall verts were inspected per the schedule shown on sk-4. All horizontals were #5 at 15" on -center. (2) continuous #4 bars were in-place at the top of the wall. Column pilasters were inspected per sk-12. The reinforcing was (8) #6 verts. with #3 hoops and ties at 10" on -center. Embeds for the tilt panel connections have not yet been installed Clearances will he inspected upon installation of forms All completed reinforcing was found to he of correct grade, size, • location, spacing, lap and secure, and was in -compliance with approved plans and specs. Images: • UPLOADED: 04/13/2015 08:27:00 Looking east along grid E from near grid E-4 UPLOADED: 04/13/2015 08:28:00 Column pilaster at grid E-2 REPORTED BY: Ross Jorgensen REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA APR 1 3 2015 PERMIT CENTER 4i!Aer0Apglr vett NMTl1MasAmend0w1R 1Rsr*MI!ewwA1!Ielra.M!I Rd9bws.!Ire pd.,*etlymrl,1.M10.rn RM41fIAi 611Fr0AdIMrwWynrs1rot 01100A.vAletewlestlAttwrofreci0v4t} Rh.ANrk@•lA IT curnma rea•mmar,,' earRpm b cirnedvesfilal as wleraerWrai. 0 1.01 - 3111 PI au•rl.l. tearing ! Fee, utiles . Inc. A11 rls but r1 a•rrwd. Corporate • 777 Chrysler Drive • Ilarlingtoe, WA 96233 • Phone 360.755.1990 • Vas 360.735.1980 SW Region • 21 IS Black Late Blvd. S.W.• Olympia. WA 98312 • Phone 360.334,9M • Fax 360,534,4779 NW Region • 803 .Dupont Street, Suite 5 • Bellingham, WA 48225 • Phone 350447.60 1 • Fii 360.447.11111 Visit our website: ww'n mlc•inc_net 4501 Building - 15B036, 04/13/2015, #F64533, Page 1 of 1 Materials Testing & Consulting, Inc. Goalechnical Enettacerins St Gawking • Special lntpertkm a MatedAt Tema Environmental Candling li'ggin#M.rd'Amiu Duni S+nr* Mr 4501 Building - 158036 - Field Report: Concrete: Report #F64335 CLIENT PROJECT LOCATION Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Inspection Information: Inspection Date: 04/03/2015 Time Onsite: 07:36 AM Weather Conditions: Inspection Performed: Comments: DATE 04/03/2015 PERMIT # D13-219 cloudy 48 deg. Concrete On site for reinforced concrete Inspection. Concrete placement for exterior wall footings,interior column footings, and retaining wall footings between grids A / E - 1 / 4 on S2.1. Reinforcing steel placement inspected and approved on 4/1/15. Concrete placed by pump truck and mechanically consolidated. 160 cu.yds. of mix # 01450C supplied by Miles S & G for f'c = 3000. Cast 2 sets of 5 - 4 x 8 cylinders for strength tests. UPLOADED: 04/03/2015 07:44:00 Exterior wall footings UPLOADED: 04/03/2015 07:45:00 REPORTED 13Y: Dave Bale REVIEWED BY: Raymond McNamara, Project Manager Retaining wall footings �KWILA APR. 0 3 2015 PERMIT CENTER Ml aaAorpiq albf rsm./halteeuerwarMirM r!wnelmom k. n ein.111%rM wlr#mil ,rwr.n. rl.cr.+e orr•F+Ira•oMa•IWwgprpr(1W,}1vr•,or.+m••rrry4ehw p*Frgi•.do•l•rarMr.raaARkpp ar•cnRo•Rrcpcpljwgimr dsOrMpeffillearw1®gnprsk Q 1.01 - 1111 ri pup rlr.lr Timing a Cr•rulrinl. Inr. A11 right. rn•rr•4. Corporate • 771 Chrysler Drive • Burlington, WA 99233 • Phone 360.7;39-1990 • Fac 360.733.19110 SW Region • 2118 Black Lane Hud. S.W.• Olytmpia, WA 0512 • Pt one 360..334,9777 • Fax 360.334,9779 NW Region • 803 Dupont Street, Suitt 5 • Bellingham, WA 9822$ • Phone 269.447,4041 • Fax 360.447.8111 Visit our website: www tritc•inc.rlet 4501 Building - 15B036, 04/03/2015, #F64335, Page 1 of 1 Materials Testing & Consulting, Inc. Geotrehnirnt Eaefiseerins & Comanhinp • Special Inspection • Matatate Tem o Environmental Cureii1ii g sivetrefdinamntt :f$1 4501 Building -158036 - Field Report: Reinforcing Steel: Report #F64287 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 04/01/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Time Onsite: 02:20 PM Weather Conditions: DATE 04/01/2015 PERMIT# D13-219 cloudy. 54 deg Reinforcing Steel I) Sheet: S2.1 Location: Tilt panel footings; retaining wall footings, and interior column/wall footings, grids (A-E/I-4) Details: panel footings per 20/S3.1.1, column tootings per schedule on S2.1, Interior wall footings per 14 and 15/3.1.1, retaining wall footings per ssk-3, 4 and 12, step footings per 10/S3.1. I, panel embeds per 2/S3.1.2 2) MTC on-site as requested to inspect the reinforcing steel at the locations noted above The footing rehar was A-615 grade 60 The retaining wall verts were A-706 grade 60..MTC Inspected the retaining wall footings at the north side of the building (grid D -E/4-1) per RPI 10 response dated 3-1 1-15 and the attached SSK drawings noted above. All panel embeds were in-place. MTC verified the plate size and stud counts. MTC notes that the contractor is responsible for the layout. All reinforcing was found to he of correct grade, size, location, spacing, lap, clearance and secure, and was in -compliance with approved plans and specs. UPLOADED: 04/01/2015 14:34:00 Retaining wall footing, looking west from grid I.9 -E UPLOADED: 04/01/2015 14:34:00 Looking north at the interior wall footing on grid 2.2 REPORTED BY: Ross Jorgensen REVIEWED 13Y: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA APR 01 2015 PERMIT CENTER A4nwA5.pRr vett wrenvdtswewpsrdaser/duewesrt. M.,awalrw.wrMti Mrnrroln MO* Wella ikldln4n3vr0Yhrr.se+r01.611irpb,.Pd-4adY.wvrwatrauwti.v.+alwh.•r armor= enepsllw'rpm bcrrwdprallatesatro gwni. a 3101 - 3111 IN sir r1.1. Ti.clor 1 Cre.ulilet. Inc. A11 rlpImo re/Fred. Corporate • 771 Chrysler Drive • Burlington, WA 98233 • Plume 360.739.1990 • V. 360.755.1980 SW Region • 2118 Black Late Blvd. S,W,• Olympia. WA 90512 • Phone 360.334.9177 • Pags 360.534,9779 NW Region • 805 Dupont Street, State 5 • Ileiil•gham, WA 9$225 • Phone 304474041 • Pas 360.047.8111 Visit our website: wwvr.rntc.1171o_met 4501 Building - 15B036, 04/01/2015, #F64287, Page I of 1 Materials Testing & Consulting, Inc. Cortechnirnl Eadoertinz 8 Cunwdllna • Specht lnepectien * Materials Ting * Eovirnnmental Cboemlliliz Eneimeord'Atiornont roe* Mr 4501 Building - 15B036 - Field Report: Structural Steel, Fab shop: Report #F64288 CLIENT PROJECT LOCATION Inspection Information: Inspection Date: 04/01/2015 Inspection Performed: Comments: Lakeridge Development, Inc 4501 S. 134th Place Tukwila WA Time Onsite: 02:37 PM Weather Conditions: DATE 04/01/2015 PERMIT# D13-219 cloudy, Structural Steel, Fab shop 1) Sheet: S2.1, S2.3 Location: panel embed plates Details. Panel -footing embeds per 2/S3.1 2; panel -panel embeds per 7 and 8/S3 1.2, roofjoist-panel embeds per 5/S5 2 and RPI 4 2) MTC at this time inspected the shop welds for all the connection embeds noted above. The items were inspected in the field, so MTC only verified size and quantities of rebar and studs welded to the embeds, and visually Inspected all welds For the panel -panel embeds, MTC verified that A-706 rebar was used. All studs were visually inspected and were rung with a hammer to verify soundness. All welds were visually inspected and were found to meet AWS D 1 4 visual requirements All work was found to be in -compliance with approved plans and specs. Images: UPLOADED: 04/01/2015 14:46:00 Panel -footing embeds UPLOADED: 04/01/2015 14:47:00 Panel -panel embeds REPORTED BY: Ross Jorgensen REVIEWED BY: Raymond McNamara, Project Manager RECEIVED CITY OF TUKWILA APR 01 2015 PERMIT CENTER Ml.awrn WO/ 'e.b.r ensfllaesw.e.d.eintd,ee..r. anarerr. mom ...learkrer ®M.k sM ..n+rwil 1, a4term..•dpngml ,ao-A,,n?sal.r,rM+tea. .. vaia•eti.0 rlamlma arrer Pima srmoray err ep.rv.b raemrd Nese..ar M® ware. 9 1101 - 111] pararla.l. Tasting dl Crem ulal el.. Inc. All rig Yip rma, sd. Corporate • 771 Chrysler Drive • Harlington, WA 9823.* • Phone 3604.753.1994 • Ps: 360.753.19$0 SW Region • 2118 Black Late Blvd. S.W.• Olympia, WA 98312 • P lone 360..534.9711 • Pax 360,$34,9119 NW Region • So3 Dupont Strcct, Suite 5 • Bellingham, WA 9$223 • Ph9ae 360.647.6481 • Paz 1600647.11111 Visit our website: www.lntc.inc.net 4501 Building - 15B036, 04/01/2015, #F64288, Page 1 of 1 f ROBINSON- NOBLE 17625 130'" Avenue NE, Suite 102 Woodinville, Washington 98072 Phone: 425-488-0599 Fax: 425-488-2330 FIELD REPORT '21 Project: 4501 Building File No.: 2605-011A Owner: Location: www.robinson-noble.com Weather: Purpose of Visit: Lakeridge Development South 1340 Place, Tukwila Cloudy, 70s Keystone wall evaluation Date: 2015-08-05 Report #: 9, Revised Page 1 of 1 By: JHA We arrived onsite at the request of the owner to evaluate the grid placement of the keystone wall. We met with the contractor upon our arrival. Prior to our arrival the contractor had placed keystone blocks up to a height of approximately 6 feet at the highest point. The blocks were offset so that the wall has a batter of 1 horizontal to 16 vertical. The layer of grid visible upon our arrival had a length of 8 feet and had been placed over gravel compacted with a hoe pack, with 1.5 feet of compacted fill on top of the grid. It was explained to us by the contractor that 8 foot lengths of grid had been placed every 2 feet of wall height. The contractor was able to provide photographs to verify this. In the original field report #9 we discussed the verification of the strength of grid Synteen SF 35. Following the submission of that report the contractor informed us that we had been provided with an incorrect grid spec sheet due to a mistake with their grid vendor. The contractor provided us with the correct spec sheet for the grid being used for wall construction. The grid that was being used for construction was Synteen SF 55. The grid that had been specified for the wall construction was Mirafi 5xT. We verified that the strength properties of the SF 55 are equivalent to the 5xT. In our opinion if the contractor continues with the methods observed today then the wall is being built according to the plans and specifications. RECEIVED env of TUKW111 MIS 11 NNS PERMIT CENTER Attachment: Signed: Distribution: ROBINSON- NOBLE 17625 1301' Avenue NE, Suite 102 Woodinville, Washington 98072 Phone: 425-488-0599 Fax: 425-488-2330 FIELD REPORT Project: 4501 Building File No: 2605-011A Owner: Location: vwvw,robinson-noble.com Weather: Purpose of Visit: Lakeridge Development South 134" Place, Tukwila Sunny Keystone wall evaluation Date: 2015-08-04 Report #: 8 Page 1 of 1 By: JHA We arrived onsite at the request of the owner to evaluate the grid placement of the keystone wall. We met with the contractor upon our arrival. Prior to our arrival, the contractor had placed 6 layers of keystone blocks along a length of approximately 40 feet. Fill consisting of clean crushed rock had been placed behind the wall to a depth of approximately 2 feet. Grid with lengths of 7-8 feet had been laid out. The grid had been wrapped across the face of the top layer of block and down to the level of the fill. The voids between the blocks had been filled with clean crushed rock. We discussed the grid placement with Wayne Jones over the phone and voiced our concerns regarding the method of wrapping the grid down to the fill. It was explained to us that because there was inadequate room to excavate the necessary amount to place the grid while maintaining a construction ramp, the grid would be placed loose initially as the blocks were built up. Once there was room enough to excavate back into the construction ramp, the grid would be pulled back, fill would be placed and compacted, and the grid would be laid out on top of the compacted fill. This process would be repeated for each succeeding layer of grid. In our opinion if the contractor continues with this method then the wall is being built to plan specifications. Attachment: Signed: Distribution: RECEIVED CITY OF TUKWILA AUG 10 2015 PERMIT CENTER ROBINSON NOBLE 17625 130'h Avenue NE, Suite 102 Woodinville, Washington 98072 Phone: 425-488-0599 Fax: 425-488-2330 FIELD REPORT Project: 4501 Building File No.: 2605-011A Owner: Location: www.robinson-noble.com Weather: Lakeridge Development Date: 2015-08-05 South 134th Place, Tukwila Cloudy, 70s Report #: 9 Page 1 of 1 Purpose of Visit: Keystone wall evaluation By: JHA We arrived onsite at the request of the owner to evaluate the grid placement of the keystone wall. We met with the contractor upon our arrival. Prior to our arrival the contractor had placed keystone blocks up to a height of approximately 6 feet at the highest point. The blocks were offset so that the wall has a batter of 1 horizontal to 16 vertical. The layer of grid visible upon our arrival had a length of 8 feet and had been placed over gravel compacted with a hoe pack, with 1.5 feet of compacted fill on top of the grid. It was explained to us by the contractor that 8 foot lengths of grid had been placed every 2 feet of wall height. The contractor was able to provide photographs to verify this. We were also informed by the contractor that the grid that was being used for construction was Synteen SF 35. This was a different type of grid that had been originally specified for the wall design. We performed an analysis of the wall using the Synteen SF 35 parameters. We determined that this grid maintains appropriate factors of safety. In our opinion if the contractor continues with the methods observed today then the wall is being built according to the plans and specifications. Attachment: Signed: Distribution: RECEIVED CITY OF TUKWILA AUG 10 2015 PERMIT CENTER ROBINSON NOBLE 17625 1301" Avenue NE, Suite 102 Woodinville, Washington 98072 Phone: 425-488-0599 Fax: 425-488-2330 ' FIELD REPORT g// Project: 4501 Building File No.: 2605-011A Owner: Location: www.robinson-noble.com Weather: Purpose of Visit: Lakeridge Development Date: 2015-08-03 South 134th Place, Tukwila Report #: 7 Sunny Keystone wall subgrade evaluation Page 1 of 1 By: JHA We arrived onsite at the request of the owner to evaluate the subgrade of the keystone retaining wall being installed on the north edge of the site. We met with the contractor upon arrival. Prior to our arrival the contractor had excavated down approximately 10 feet. Approximately 6" of fractured gravel had been placed to prepare the wall subgrade and was being compacted with a hand operated tamper. We observed a portion of the compaction and saw no pumping or rolling. We probed within a section of uncompacted gravel with a 1" diameter steel rod and achieved penetration depths of Tess than 1" indicating a firm and unyielding condition. We discussed the possibility that soft soils may exist below the bench with the contractor. He informed us that he had excavated an electrical trench 6 feet below the wall subgrade and did not encounter soft or organic soils. In our opinion if the contractor continues with the methods observed today then the wall subgrade is being prepared according to plan specifications. Attachment:Site Plan Signed: Distribution: RECEIVED CITY OF TUKWILA AUG 0 3 2015 PERMIT CENTER OLACt uu` r_ OPPORII. WG 1-..L. DUMPSTER SCREEN DETAILS 06$6.411,16Z M�NOw'1� Y C. TAO, ti i °e. \ 9c kO. aa SP a=Li—�—t— (PAW GIVAU VICINITY MAP SITE PLAN w IXOMt q@ NiO.M�. DD SIO RECEIVED CITY OF TUKWILA AUG 0 3 2015 PERMIT CENTER z J a W N glutei Al ROBINSON NOBLE 17625 130th Avenue NE, Suite 102 • Woodinville, Washington 98072 Phone: 425-488-0599 Fax: 425-488-2330 FIELD REPORT t$1-1-410 Project: 4501 Building File No.: 2605-011A Owner: Lakeridge Development Date:. 2015-03-31 Location: South 134th Place, Tukwila Report #: 5 Sunny Page 1 of 2 Purpose of Visit: Foundation excavation subgrade By: KHB evaluation www.robinson-noble.com Weather: We were on site to observe the subgrade for the widened footing for mezzanine and interior column footings for the building. We arrived on site at about 12:00 PM. The contractor had excavated and backfilled all of the interior footings of the building prior to our arrival. The surface backfill consisted of 5/8 -inch crushed recycled concrete. Because we were not onsite during the excavation and backfill of the interior footings or mezzanine, we reviewed pictures taken by the contractor. The interior column footings appear to have been excavated through the fill to dense native bearing soil and backfilled with 2 to 4 inch recycled concrete spalls while being compacted with a hoepack. In our opinion the subgrade for the interior column footings is suitable for column support. The owner, Wayne Jones had the earth work contractor not excavate through the fill to dense native soil for the widened footing for the mezzanine. He had observed the column footing excavated and it was his opinion the fill soils in that area were well compacted. We probed the subgrade of the mezzanine with a 'V2 -inch diameter steel rod. We achieved penetration depths less than 2 inches, indicating a firm and unyielding condition. However, because the footing is being placed on existing fill we informed Wayne that there is a potential for settlement underneath the footing. This is a settlement issue and not a bearing capacity issue. The impact of any settlement would be in the mezzanine and not the main structure. Wayne informed us that he understood the potential risk for not overexcavating to native bearing soil and is comfortable with it. Based on this, it is our opinion the subgrade will support the mezzanine structure. Attachment:Site Plan Signed: , Distribution: RECEIVED CITY OF TUKWILA MAR 31 2015 ?ERMIT CENTER . ill" (o Wyk. c,(er\ S subjrq/%e pfokg. 1:131N33 11WaJd -11 -n 4 • wi 4L P42 4 ro < P4•1 A 4. V - r.71 4IY, ra 741 . 9'-f 4 4 . 0 - rm foryWed (iio4o5 0-5• 4 g$ Ss F 4 Sa ;a NAP) 0 sus � z� � � �. il ill � 1 i�� �� RI qq��� 11 1 ll ;I! d §iri 1 m 1 1 it ill R1!1 ll ii R_I P i 111 11111 li iii a 1 g; PgtiS RI 31 1 I 1, ill 11'3110 iihi !Ili 11 A i v g ig 1 6 FOUNDATION PLAN�y 401 5UI� DiNG 5, 13414 PLACE NICO WA c •�I '1c �' do, VI SSER 32211e190vEEIRMT1 9m 103 mom INT. MAOPOI VOCE CM ODLl10 IUL plN COS -0b0 I4 -Q 1A-0{9 pyW ADD a Km. we `{ °L"' 2) LA11C■ MUNI -LER 6 A9110CIATH� • • WA 9E1122 • 206 326 2553 • w e « 1 130 LAKl3101. • 3[A111(, ADD/.1W D/.1W 03 -05-14 no. I{vM1lpn dvl• ROBINSON' NOBLE 17625 130th Avenue NE, Suite 102 Woodinville, Washington 98072 Phone: 425-488-0599 Fax: 425-488-2330 www.robinson-noble.com FIELD REPORT Project: Owner: Location: Weather: Purpose of Visit: 4501 Building Lakeridge Development South 134th Place, Tukwila Overcast Foundation excavation planning b\e1J3 File No.: 2605-011A Date: 2015-02-10 Report #: 1 Page 1 of 1 By: CPC I met on site to meet with Wayne Jones to go over the anticipated footing excavation in the northeast corner of the building. The near surface conditions were soft and wet. I was told that they were going to install a drain and sum to get rid of water in the area before excavating for the foundation. Wayne intended to excavated down to firm bearing soil and backfill with re -cycled concrete spalls. The spalls would continue up to foundation grade. The width of the excavation was to extend out about 6 inches on either side. The spalls were to be compacted in place. This technique would be used throughout the building. We anticipate depths of overexcavation up to 14 feet. We discussed the design of the north building wall. The ground surface steps down about 12 feet to the adjacent property. Therefore, this wall will retain on the order of 12 feet of soil. The current design is anticipated to be a cantilever retaining wall that requires a large foundation. Wayne was thinking of other ideas to reduce the foundation size. I recommended that a geogrid wall be considered as an option. The wall would have a wrapped face and be designed with an air gap between the face and the wall. This way no soil load would be applied to the wall. We could design the wall if desired. Wayne said he would get back to me. On March 5th I was informed that the wall would be tied back with rebar or the equivalent that would be attached to ecology block deadmen. I was requested to give a load value on the ecology block which I provided. Attachment: Distribution: Signed: Project: FIELD REPORT 4501 Building File No.: 2605-011A ROBINSON- NOBLE 17625 1301h Avenue NE, Suite 102 Owner: Lakeridge Development Date: 2015-03-10 Woodinville, Washington 98072 Phone: 425-488-0599 Fax: 425-488-2330 Location: South 134th Place, Tukwila Report #: 2 www.robinson-noble.com Weather: Overcast Page 1 of 2 Purpose of Visit: Foundation excavation planning By: CPC I met on site to meet with Wayne Jones observe overexcavation in the northeast corner of the building. I arrived on site at about 9:45AM. A well was placed at the southeast corner for controlling seepage that was flowing into the excavation. 1 probed the exposed subsurface soils and found them to be a native clayey silt that probed from medium stiff to stiff within three inches. In my opinion this subgrade will be suitable for building support. There was to be about 2 feet of compacted concrete 2 to 4 inch spalls placed over this material to bring the grade to bottom of footing elevation. Wayne informed me that they were going to use a cantilever wall system and not try to tie back the wall using a smaller footing.. Therefore the wall footing will be 8.5 feet wide. Spalls were being place during my visit. I arrived on site again about 1.1:15AM and observed the ongoing excavation. The excavation had extended down the north building line about 50 feet. The bearing soil elevation was rising and the overexcavation depth was not as deep. The soil was observed to be very stiff to hard. Wayne informed me that he was trying to keep a minimum of 1 foot of overexcavation below the footing. Providing that the stiff to very stiff subgrade is exposed and the spalls placed, it is my opinion that the subgrade as prepared will provide suitable bearing support of the structure. Attachment:Site Plan Signed: Distribution: one inch = 20 feet Field Report 2 sheet 2 of 2 3/10/2015 ,area observed excavated today ./,/,/; /:/,/////,,/,/,//,!./,/,/,//,////:/!/... %!/./4/ / // WE E POWER R\ al :NC SE VICE ING DO OO SF FOOT l 10,4 C. „1:0A D f3T4 —LI — — L TWIT PLY LIGHT GRAY LARE ) 0 0 ow ■ IGHT —SERVICE— DOOR ERVICEDOOR 7— FIRE LANE HAND 61..1 /A �h..1 Np 5/A1. J 12” CURB FIRE RISER J, 75W LIGHT 7 \ GATE \ GA9 >' 7/A1 --i 7I 5' SIDE YARD K DOO V V V V V MICaSEI Project: REL. i ' EPOi';T b(3 -z19 4501 Building File No.: 2605-011A ROBINSON" NOBLE 17625 130"" Avenue NE, Suite 102 Owner: Lakeridge Development Date: 2015-03-11 Woodinville, Washington 98072 Phone: 425-488-0599 Location: South 134th Place, Tukwila Report #: 3 Fax: 425-488-2330 www.robinson-noble.com Weather: Overcast Page 1 of 2 Purpose of Visit: Foundation excavation subgrade By: KHB evaluation We met on site with Wayne Jones to observe the overexcavation in the northeast and northwest corner of the building. We arrived on site at about 10:30AM. The overexcavation ranged in depth from approximately 10 feet in the northeast corner to 5 feet in the northwest corner. The subgrade consisted of greenish -blue fine sandy silt with gravel. We probed the exposed subgrade with a %z -inch diameter steel rod. We achieved penetration depths of 2 inches or less, indicating a firm and unyielding condition. In our opinion this subgrade is suitable for column support. The contractor plans to construct the columns in the overexcaved areas with 2 to 4 inch recycled concrete spalls to bring the grade to bottom of footing elevation. Attachment:Site Plan Signed: Distribution: 2.6cB-0(ik- one inch 9 1 FPL S 20 feet 109 iNC SE VICE ING DO R N • 0,,„ 06_ 0 6Serve \--,/ 100-0' 5°691c4e 'Pm 5Wi4ERTH ..::.42,A5r1bADINfd 25111W — — —1_141T ),\ 10'x*, O.:, 9./3bG BERTH / / • '/‹.)‹ - SINGL ( NO --SERVICE— DOOR FIRE LANE 1 _ v v V ROBINSON NOBLE 17625 130th Avenue NE, Suite 102 Woodinville, Washington 98072 Phone: 425-488-0599 Fax: 425-488-2330 www.robinson-noble.com FIELD REPORT 1)5.-.)-11 Project: 4501 Building File No.: 2605-011A Owner: La keridge Development Date: 2015-03-13 Location: South 1341h Place; Tukwila' Report #: 4 Weather: Sunny Page 1 of 2 Purpose of Visit: Foundation excavation subgrade By: KHB evaluation We met on site with Wayne Jones to observe the overexcavation on the east and south side of the building. We arrived on site at about 12:30 PM. The contractor had excavated and backfilled the west and southwest corner of the building prior to our arrival. The backfill consisted of 2 to 4 inch recycled concrete spalls. The contractor informed us they compacted the backfill with a hoe pack. The overexcavation ranged in depth from approximately 7 feet on the east side of the building to 3 feet on the south side. The subgrade consisted of greenish -blue fine sandy silt with gravel to brownish gray silty fine sand with gravel. We probed the exposed subgrade with a'' /2 -inch diameter steel rod. We achieved penetration depths of 2 inches or less, indicating a firmand unyielding condition. In our opinion this subgrade is suitable for column support. The contractor plans to continue constructing the columns in the overexcaved areas with 2 to 4 inch recycled concrete spalls to bring the grade to bottom of footing elevation. Attachment:Site Plan Signed: Distribution: ENEERERNIIMR•non AefrOX: yrI- t\fr 06. GeRied VrCit-e F)240,) /9 6 SITE PLAN 4501 BUILDING BUILDING TUKWILA. WA 04:: ; > ' ARCO' MUELLER IL ASSOCIATEEI L....,//N 30 LANCSMC . 5C•TTLE. w6 98122 • 226 325 2553 .._,L._?..r.z.....“..il e et Led —I M.6.6....Wera Zlee66,.6,..6 — 64 il, not 6 Jono. prrol r,,on 1 0ore .'Chainlock' or equal 'es tie material (r Width); nail or. staple tree'tie to hold vertically, leop each tie around half tree loosely to provide_I• slack for trunk growth 2x2 wOoden stakes egrrrO r0 ammebirow. Water basin with. 2• mulch Male azplanting pit e V2 topsoil; V2 native Son, water thoroughly, tol be removed anis at least 2/3 of burlap removed. TREE PLANTING DETAIL No Scale Lawn Y mulch REVISION N0. Topsoil Panting bed LAWN / PLANTING BED DETAIL No Scale Keep mulch 2-3' away h crown..'. All be� emoved wire ate at least 2/3 or burlap removed. SHRUBPLANTING DETAIL. rune rekken brancchdes brans ydlptmuerlch basin with wateatuioro Boil fertilize as regid FFlantin hol min. bsvice nir a o� root ball No Scale Fo?Tle4 PLANT UST L' 'QTT• • BOTANICAL / COMMON CONDITION 5 Acer. Rubrum 'October Glory' / October Glory Red Maple 2!, Ca BIB GROUND COVER SPACING DETAIL- No- ETAILNo- Scala- Trian-alar Spacing 04 Faor' • ok'ir¢ Sa`' :BLDG AI REVIEWED FOR CODE COMPLIANCE APPROVED 1AN 21 NA City 0f Tukva BUILDING DMS ON 0 O 6 0 0 • 0 F. uS sir- -- 'Colurtlnaris/-lumnar Sargerite Cherry 2° Cal. S$B Prunus..erasirera Krauter Vesuvius Krauter Vesuvius Pum 2 Cal. B4B 17 Carpinus bertulus 'Faetigiata' / Columnar Hombeam 2° Cal. B15 2 Acer Palmatum 'Bingo Keku' / Sango Kaku Japanese Maple 6'-1' BtB .Peeudoteuga menzieeii / Douglas Fir 8' minimum 9 Cupressocy aria leylandii/ leyland Cypress 1' minimum BtB 41 Oemanth n delavay / Delavay' Oemanthus 5 gallon 50 Cystis 'Sunset' / Sunset Rockroee 5 gallon lye Mahonia aquifolium / Oregon Grape .5 gallon, 18° minimum 14 Vbumum Davidii 2 gallon a Thuja O: • Einerald Green '.1 Emerald Green Arborvitae 6' min.1345 58 Prunus L. 'Otto Luken ' / Otto Luyken Laurel 2I° min. 43 Nandina Domeetica 1-larb- Dwarf' / Harbor Dwarf Heavenly Bamboo 2 gallon- Hemerocallis 'Stella de Oro' / Day Lily 1 gallon Atctostaphylo a -ural. / kinnickinnik 4° pots 12° D.G. Bar Harbor Juniper I gallon 36° O.C. s1<' 2 ] PJ4"1 o 51 Juniperua horizontalis Sar Harbor' ^rte •Confirm all plant Quantities Art LoyLCFNGO A6oaTISYLaraf -7 Hi( w1- qScr 30'TQ`'A43 fsr itft E, 6'T•/51 -1,c /'18QLESAQG a 1s6¢I.OPPin 4, l;G pctrc6 w.1,7- IA- .I?IA- 4-I�r1031.86.,4E dlnTrf%i . POWER SERVI MOWING TREES TO REMAIN. TREE PROTECTION FENCES SHALL BE PLACED AROUND ALL TREES. FENCES SHALL BE PLACED ONE •.•EVERY NCH N HEIGHT. NO GRADS • .ACTIVITY SHALL OCCUR WRNN PROTE AREAS. 401. Arre.411 '���i;iyel:a��i,i c: ;a i/)i�c,.,a)_e�c-`a" ei\,�c.•,a-s.'�e 1r mlidr NWI if %�c.:ai,ii'sG':::•k',`I'�i::�•.�:�:.. :: •3�i_ _.. wax 0 o to 50 BUFFER - SEE BUFFER MITIGATION PLANING PLAN NOTES 1. Subgrades, including benne, to within 1/10th foot provided by General Contractor unless otherwise noted. 2. Subgrade shall be ecarified or rototilled if conditions require. 3. Forcontainer grown plants' root ball ie.to be looeenediand any circling rabbi pruned prior to planting. 4, 4° depth 3 -way topsoil or equal in all planting areas: 5-itlesrral. sabot aaloanenest Uileasmto°thder�ti a planUnganic 6. N backfifllln t 'ndividual lantin its with amended soils is No memo, die entre pianung- ole must be prepare° and receive soil amendments prior to planting. 6. 2° depth.fine grade baric mulch in all planting beds. 1. All plant material Ball be healthy,full and edition, iforth to lAding: American' standard for nursery sttolk a. For BIB plants, trunks must be.in the center of the root ball b. Minimum root ball• diemete4N81 Z dep2th f farveachand npecs hrubs shall be as specified in c. Height and spread shall be an specified ari ANSI 260:1-2004 for each type of plantspecies. d. Root flare must be visible on BIB plants: e. -No J roots, no circling. f. No. root in rootball greater than 00 of tree trunk diameter. g- All container grown plants shall. be heal vigorous, well rooted, and established in the �co��ntainer in,which tFtthejare growing. A • con Iver plantglant °hall have a well est4 Fi had root nq t l tering e e ei ee o eontamer to male to a, firm . ro all, .but shall not. have excessive root growth enoirdmg, the inside of the container. .8. Plant6i material or Size or kind not available man be substituted only with approval of Landscape' chitect or Owner. 9. Landscape Architect must approve plants for quality prior to installation. 10. All mase plantings shall have trlargular spacing. ll. All tree pito ehell be inspected to'. insure proper. drainage. 12. 'Positive drainage shall be maintained. Mound planting areas minimum 8°- 3. Sg �ur,,bbe' nd Vase minim 42° from curb for car overhang .anises wneeletope note. 14 .ndecappa Contractor °hall mai Lain Bite until final e- rction-and acc:,- -nes b i M ie „•�r.� .ern -e inetalle araund,jheperimetrer or UTILITIES ARE INETALED. FIELD LOCATE BEFORE ALL DIGGING AND PLANTING. CORRECTION LTRtt�— OL•Skyks- use. ilL,z. ( -) LANDSCAPE PLAN SCALE: r 30 60 e)TY1O RECEIVED. CITY OF TUKWILA q��D/ECC.2-3 2013 iris a mu OCT 01 2015 ei 9 e+ PER°#IT CENTER bI?j/LV1 m nin 644 U c z c 3 O -a Sheet 101-011 E 5K-17 9 0 5K-17 r V 4 6" SLAB ON GRADE PER PLAN NOTE 7 FIL A L J 4 e. L SK -IS 5K-17 REV€'EWED FOR CODE COMPLIANCE APPROVED JUN 3 0 2015 City of Tukwila BUILDING DIVISION J > REVISKN NO.a NOTES: I. SLAB -ON -GRADE SHALL BE 6" THIGK AND REINFORGED WITH #3 BARS AT 18"oc AT MID -DEPTH EACH WAY. 2. GONGRETE WALLS SHALL BE 6" GAST-IN-PLAGE. REINFORCE PER 5K-17. 3. GONGRETE STRENGTH (f'c.) FOR FOOTINGS AND WALLS SHALL BE 3000 P51. VISSER ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0813 5K-16 Trash Enclosure Plan MU: Trash Enclosure Plan PROJECT: 4501 Building RECEIVED CITY OF TUKWILA JUN 1 7 2015 PERMIT CENTER SCALE: %411 =11-0" 11-0" 5. 134th Place Tukwila, WA CLIENT: Lance Mueller Associates 130 Lakeside Seattle, WA ENGINEER: ADD CAD: ADD PIIOJ. NO.: 14-041 ISSUE DATE: 04/20/15 SHEET: 1 of 1 EQ 0 c SLAB -ON -GRADE PER PLAN w J 0 #4 BARS @ 18"oc - HORIZ. #5 BARS @ I S "oc - VERT. 11=11= ILIIII 11=11=11 =11 N 0 CoQ REVfWED FOR CODE COMPLIANCE APPROVED DZ J v in 11E111=-11=-11 11= 11=11=11=11 11ti111� 0 �o°aC #5 DOWELS @ 18"oc - ALT. HOOKS FINISH GRADE (2) #4 CONT. FOOTING DRAIN PER CIVIL Tsze RECEIVED JUN 3 0 2015 CITY OF TUKWILA City of Tukwila JUN 17 2015 BUILDING DIVISION Ke Trash Enclosure Wall to FootingPERMIT CENTER VISSER ENGINEERING .4 321211 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 118001 VOIGE: (253) 835-0810 FAX: (253) 835-0813 d TITLE: Trash Enclosure Wall to Footing SCALE: 3/4":1'-0" PROJECT: 4501 Building 5. 134th Place Tukwila, WA CLIENT: Lance Mueller Associates 130 Lakeside Seattle, WA ENGINEER: ADD CAD ADD PROJ. NO.: 14-041 ISSUE DATE: 04/20/15 SHEET: 1 of I SLAB -ON -GRADE PER PLAN 11=11=111E111 _11=11 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 3 0 2015 1 11 11=11=1111 11=11-11 24" 0 00 oC 3b #4 x _� _ @ 18"oc ALT HOOKS - TRIM LEG A5 NECESSARY TO FIT IN FORM #4 CONT. FINISH GRAPE (2) #4 CONT. City of Tukwila BUILDING DIVISION VI SSER ENGINEERING 321201 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 018001 VOICE: (253) 835-0810 FAX: (253) 835-0813 5K-18 Slab to Footing at Opening RECEIVED CITY OF TUKWILA JUN 1 7 2015 PERMIT CENTER SLE: Slab to Footing at Opening PROJECT: 4501 Building 5. 134th Place Tukwila, WA CLIENT: Lance Mueller Associates SCALE: 3/4"=1'-0" 130 Lakeside Seattle, WA ENGINEER: APP CAD: ADD PROJ. NO.: 14-04q ISSUE DATE: 04/20/15 SHEET: I 1 INTERMEDIATE RAILS BY OTHERS PROVIDE (2) #4 GONT. EACH SIDE OF POSTS CALCULATIONS: TOP RAIL LOADS: w : 50 plf ORP : 200# TOP RAIL HEIGHT : 2'-6° ABOVE CURB VERTICAL POST SPACING : FOR h"4> STANDARD WEIGHT POST 4 RAIL: I : 0310 In', Z : 0.448 In' 6"0 6" TOP RAIL: Mu (max) : (I.6' 200lb * 4ft)/4 : 320 Ib -ft : 3.84 k -In phl Mn : 0.q ' 35ks1 ' 0.44SIn' : 14.1 k -in > 3.84 k -in OK VERTICAL POST: Mu (max) : (1.6' 2001b * 2.5ft) = 800 Ib -ft : 1.8 k -In phl Mn : 0.q ' 35k51 * 0.4481n : 14.1 k -In > 1.6 k -1n OK REVIEWED FOR CODE COMPLIANCE APPROVED JUN 3 0 2015 O 1771 � 4_1 8" 1%2"cP STANDARD PIPE TOP RAIL 11/2"cP STANDARD PIPE POST @ 4'-0"oc - EMBED 8" INTO GURB PROVIDE 12" x 12" GURS AT TOP OF WALL SIDEWALK OR PAVEMENT BY OTHERS =II= 1=111E1111 11 11 11=11 GONGRETE WALL AND REINF. PER 18/53.1.2 RECEIV CITY OF TU ED KWILA City of Tukwila BUILDING DIVISION 5K-23 Guardrail to Loading Ramp Nall VISSER 4 ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0813 tqf JUN 17 2'5 PERMIT CENTER TITLE: Guardrail to .Loading Ramp Wall SCALE: I2":I'-0" PROJECT: 4501 Building 5. 134th Place Tukwila, WA CLIDIT: Lance Mueller Associates 130 Lakeside Seattle, WA ENGINEER: ADD CAS ADD PROD. NO.: 14-041 ISSUE DATE: 06/02/15 SHEET: I o► 1 V g s s E R ENG INE E RING • • CO7 RECEIVE® April 28, 20At �Qo Bob Fadden Lance Mueller & Associates 130 Lakeside Seattle, WA 98122 Re: 4501 Building Response to Plan Review Comments — Revision #2 Visser Engineering Project # 14-049 Dear Mr. Fadden: 122 Community Development EV SUON NCo The following comprises Visser Engineering's response to the plan review comments for the project mentioned above: 1. The heel reinforcing requirements were inadvertently not updated prior to printing thepreviously submitted calculations. Please see the attached calculations for the correct heel reinforcing requirements. Please note the seismic load case governs the design of the retaining wall. Therefore, only those calculations are being resubmitted. 2. The appropriate out -of -plane lateral load from the tilt -up wall panels has been added to the top of the retaining walls. Additional stem reinforcing has been added to the wall schedule as required. Please see the attached calculations and revision sketch SK -4. 3. Please see the attached calculations for the connection of the tilt -up panels to the retaining walls. Please note that all retaining walls will be 10" thick, regardless of height. Therefore, revision sketches SK -5 through SK -7 have been revised and are attached. Revisions sketches SK -8 through SK -10 no longer apply and are not being resubmitted. Additional connection points have been added to tilt -up panels P21 through P24 as necessary. Please see the attached revision sketches SK -19 through SK -22. Please call if you have any questions. Sincerely, Visser Engineering Company, Inc. Andy Derrick, P.E, S.E. Vice President RIVED FOR OOSE COMPLIANCE APPROVED D MAY 132015 City of Tukwila L_BUILDING DIVISION j 32129 Weyerhaeuser Way South Suite 103 Federal Way . WA . 98001 VO/CE 253.835.0810 FAX 253.835.0813 SEE 5K-4 FOR WALL SCHEDULE FILE COPY X 1 "FREE -DRAINING" GRANULAR FILL PER SOILS -REPORT NOTE 2: BACKFILL WALL PRIOR TO CONNECTION OF WALL PANELS ABOVE LONG. REINF. PER SCHEDULE TOP REINF. PER SCHEDULE FOOTING DRAIN PER CIVIL BEARING SOIL 'T' 2" GLR. '° (2) #4 CONT. TOP SEE 5K-5 AND SK -8 FOR TILT -UP PANEL TO TOP OF WALL CONNECTION REQUIREMENTS SPLIGE LENGTH v cn VERT. REINF. PER SCHEDULE HORIZ. REINF. PER SCHEDULE DOWELS LTO MATCH VERT. REINFORCING FINISH GRADE =111=III= = 111= a .REN6E(;riJ)rt R CODE COMPLIANCE APPROVED • .i MAY 132015 City of Tukwila Vet1161 EIRSION ENGINEERING 3212'1 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. '18001 VOICE: (253) 835-0810 FAX: (253) 835-0813 1111'311"f1t3 tJl t--1�-I!� F- l 11 #4 x 48" @ Vac b\3W _;u9 it 5K-3 Cantilevered Retainin NOTE I: 1-BA'GK$ILL IN `FRONT.OF °WALL PRIOR =T0 BAGK- N :FILLING .PER NOTE 2 • • •.bb. 1 sV 1 I1e11111111 1.114111 MY VI IN 1.. .! bb%ilbb.-,0 -I ‘V PROJECT: 4501 Buildi: 1 ng Y$� 5. 134th; Place Tukwila Y CUBIT: Lance Mu�, e I ly r : A : e sso�iates: - _; `.. �' " 130 Lakeside Seattle, WA: ` Dto : MGM ADD'CAD ADD PROJ. NO. 14-041 ISSUE DATE 04/28/15 NIEET: I a 2 REVIE This plan was reviewed for general conl6rmatice with the following. as amended by the jurisdiction: XStructural Provisions of the International Building Code ❑ Non -Structural Provisions of the International Building Code ❑ Others: The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review docs not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance with the taus of the governing jurisdiction and the State of Washington. Jurisdiction CVI'f or T Wll..Iftv By Kf2c-+`•-►Tc. Pk2Date S• 11.) tj REID MIDDLETON, INC. Code Review Consultant REVlEWEED FOR DE COMPLIANCE 4, APPROVED MAY 1.3 2015 City of Tukwila BUILDING DIVISION RETAINING WALL SGHEDULE 'H' 'T' W' B' 'D' G, STEM REINFORCING FOOTING REINFORCING VERT. HORIZ. TOP LONG. UP TO ' 10" 3'-6" 12" 12" 38" 1$5 @ 18" #4 ®12" #5 @ 18" (3) #5 b' 10" 5'-0" 18" 15" 38" #5 @ 15" #4 @ 12" #5 @ 16" (5) #5 8' 10" 6'-6" 24" 15" 41" #6 @ II" #4 ®12" #6 @ 11" (6) #5 10' 10" 7'-6" 24" 18" 55" #i @ q" ) 4$5 ®15" #'i @ 11" (1) #5 12' 10" 8'-6" 24" 21" 55" #7 @ 6" #5 ®15" #1 @ q" (8) #5 DESIGN CRITERIA MAXIMUM HORIZ. DESIGN PRESSURE MINIMUM ALLOWABLE BEARING COEFFICIENT OF FRICTION PASSIVE RESISTANCE VISSER ENGINEERING = 35 PGF = 3000 P5F = 035 = 200 PCF (INCLUDING FACTOR OF SAFETY) RE11WIED FOR ,CODE COMPLIANCE APPROVED MAY 13 2015 • City of Tukwila BUILDING DIVISION 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA.1800I VOICE: (253) 835-0810 FAX: (253) 835-0813 EW[lEMErn MAY 1 1 2015 [1._-)) REID MIDDLETON, INC. X13-219 5K-4 Retaining !Nall Schedule TITLE: Retaining Wall Schedule PROJECT: 4501 Building 5. I34th Place Tukwila, WA CLIENT: Lance Mueller Associates SCALE: None 130 Lakeside Seattle, NA ENGINEER: ADD CAD: ADD PROJ, NO.: 14-041 ISSUE DAYS 04/28/15 GIILET: 2 of 2 #6 TILT -UP PANEL L4x4 IN/ D2L ANCHORS PER 5K-6 PER PLAN AND ELEVATIONS OR 5K-1 If. CONNECTION PER 5K-6 OR 5K-1 SLAB PER -ON -GRADE PLAN 3/4" 50L I D GROUT 1=1111�I Y2" II—ii-11 1 EMBED I PER 5K-6 OR 5K-1 RETAINING WALL PER 5K-3 AND 5K-4 - REINFORGING NOT SHOWN FOR CLARITY 42" TO ci. ANCHORS CL ANCHOR ck it EMBED 5„ REVIEWED FOR CODE COMPLIANCE EYHMIE APPROVED MAY 13 2015 10" MAY 1 1 2015 , REID MIDDLETON, INC. BUILDING DIVISION :)K-5 Panel t0 10" Wall Connection kJy ? ISSER pi s ENGINEERING ��� WUN� iS 4\Il TITLE: Panel to 10" Wall Connection SCALE: 3/4"=1'-0" PROJECT: 4501 Building 5. I34th Place Tukwila, WA ` , /,!I� 321261 WEYERHAEUSER WAY 5. Iri'l ;Ii, SUITE 103.off,,7 FEDERAL WAY, A. 618001 R. E 4ss,� VOICE: (253) 835-0810 NAL FAX: (253) 835-0813 `off \ �� k. CLIENT: Lance Mueller Associates 130 Lakeside Seattle, WA ENGINEER: ADD CAD. ADD PROJ. NO.: 14-041 ISSUE DATE: 04/28/15 MEET: I of I PANEL TILT -UP PER PLAN MAY 1 AND ELEVATIONS PANEL JOINT REID 1 2015 MIDDLETON NC. L4x4x1/2 x 8" W/ (2) #6 D2L ANCHORS @ 4" GA - EACH PANEL (SEE 2/53.2.1)' n n n 5 < n TILT -UP PANEL PER PLAN AND ELEVATIONS TO PANEL L4x4 W/ 2" It 3/8"x3" x 1'-2" idiLi li it -`� I C 3i6 / 6�� RETURN - EACH PANEL FINISH FLOOR T/WALL 1/2"x4" 1'-4" _.. - R. x /It TO IN/ (4) #6 D2L ANCHORS PER BELOW - GENTER 14 / 14" \ EMBED FE ON PANEL JOINT u u u u RETAINING WALL PER 5K-3 AND 5K-4 �/ Y — V2"x4" R. x 1'-4" 9 #6 NOTE: N(4) D2L ANCHORS I® 4" GAGE D2L = DEFORMED BAR ANGHOR BY NELSON STUD WELDING 311 REVIEWED l340)....1 FOR bk3.CODE COMPLI NCE APPROVE SK -6 Panel Base GOn - Gtion Type D (Sim.) to MAY I0" 3 2015 City 4 \1i S S E R ENGINEERING \Ct V/SS� $, ©.. OF WAS, ?a> TITLE: Panel Base Gonnectior of Tukwila "DINI�d INP PROJECT: 4501 Building 5. 134th Place Tukwila, WA __� t �i �,„,s,„0�i,, 321261 WEYERHAEUSER WAY 5. dl SUITE 103 -o FEDERAL WAY, WA. 618001 46 re) VOICE: (253) 835-0810 'SS ,� , L FAX: (253) 835-0813 '' �C;0 ijiGl w ��Cs\ 4. CLIENT: Lance Mueller Associates 130 Lakeside Seattle, WA ENGINE R: ADD CAD: ADD PROD. NO.: 14-041 ISSUE DATE: 04/28/15 SHEET: 1 of 1 11_EV0 ,�F REID MAY 1 1 2015 MIDDLETON, IN L4x4x1/2 x 8" IN/ (2) #6 D2L ANCHORS @ 4" GA - (SEE 2/53.2.1) n n TILT -UP PANEL PER PLAN AND ELEVATIONS T. TO PANEL 3/e"x3" 6" " <L4x4 IN/ 1" R x FINISH FLOOR _ IJ_ __� V 4 6 RETURN T/WALL r__ T - - T R!2"x4"x8" /It TO W/ (2) #6 D2L ANCHORS PER BELOW - ALIGN S < 14 / 6" EMBED T. W/ PANEL L4x4 u RETAINING WALL PER 5K-3 AND 5K-4 — I/2"x4" S" R x 0 #6 NOTE: c,, (2) D2L ANCHORS 172L = DEFORMED >> " R I @ 4" GAGE BY NELSON STUD i Pc - WED �_.. FOR ,1 s • COMPLIANCE le" APPROVEbt3-.)-141 D MAY 13 2015 5K-1 Panel Base Gonnection Type E (Sim.) to I®"d Tukwila BUILDING DIVISION VI SSER i Yom: Panel Base Connection to 10" Wall CAIS: 3/4"-1'-0" /► PROJECT: 4501 Building r4 ENGINEERING $\\ W, SN��� 5. 134th Place Tukwila, WA 3212q WEYERHAEUSER WAY 5. SUITE 103 -oma FEDERAL MY, WA. 88001 VOICE: (253) 835-0810 FAX: (253) 835-0813 4 ft,;, `ao� �rozt , �, u� ° � �! II '�> .0 °A RA . .; Cs\�`�' AL 4. CLINT: Lance Mueller Associates 130 Lakeside Seattle, WA ENGEM ADD CAS ADD PROJ. NO: 14-041 ISSUE DATE: 04/28/15 SHEET: I 0 I mr W-xt1 VI BSER ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0813 5K-Iq Revised Panel P21 414r 6/53.1.2 2015 ON, INC. DFOR- PLIANCE OVED 3 2015 City of Tukwila BUILDING DIVISION TITLE: Revised Panel P21 PROJECT: 4501 Building SCALE: 3/4"_ 1'-0" 5. 134th Place Tukwila, NA CLIENT: Lance Mueller Associates 130 Lakeside Seattle, WA ENDER: ADD CAD: ADD PROJ. NO. 14-041 ISSUE DATE: 04/28/15 Glib: 1 of I B7 �- , - pEVo CA ^ o MAY 1l REID MIDDL= B 7 (SEE PANEL P -II FOR REINFORCING) CA —N3 - i EMBED PLATES - (4) EQUAL SPAGES to 51M. SIM. 51M. SIM. ' COO. IP.• `_.;-.- , 1'-4" 5'-0" 1' -Ile' MAY 1 W-xt1 VI BSER ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0813 5K-Iq Revised Panel P21 414r 6/53.1.2 2015 ON, INC. DFOR- PLIANCE OVED 3 2015 City of Tukwila BUILDING DIVISION TITLE: Revised Panel P21 PROJECT: 4501 Building SCALE: 3/4"_ 1'-0" 5. 134th Place Tukwila, NA CLIENT: Lance Mueller Associates 130 Lakeside Seattle, WA ENDER: ADD CAD: ADD PROJ. NO. 14-041 ISSUE DATE: 04/28/15 Glib: 1 of I r 6/53.1.2 Al CA 0 in —7N Al (SEE PANEL P -II FOR REINFORCING) 6/53.1.2 _ 11 MAY 1 1 2015 REID MIDDLETON, INC. GA EMBED PLATES - (4) EQUAL SPACES D IM. SIM. SIM. SIM. Rot q'-118" 51-011 q'-118" kY')A1 VISSER '-t ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0813 5K-20 Revised Panel P22 D FOR PLIANCE APPROVED MAY 13 2015 City of Tukwila BUILDING DIVISION TIS: Revised Panel P22 PROJECT: 4501 Building 5. 134th Place Tukwila, WA SCALE 34"=11-0" CLIENT: Lance Mueller Associates 130 Lakeside Seattle, WA ENGEM ADD CAD: ADD PROJ. NO. 14-0401 ISSOE DATE: 04/28/15 SIFT: 1 of 1 6/53.1.2 cn- r N 6/53.1.2 VII N'E MAY 1 1 2015 (SEE PANEL P—II FOR REINFORCING) ETON, INC. A OR IANCE ED MAY 3 2015 5K -2I Revised Panel P23 709 VISSER ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0813 City of Tukwila BUILDING DIVISION TIDE: Revised Panel P23 PROJECT: 4501 Building 5. 134th Place Tukwila, WA SCALE: 34":I' -o" CLIENT: Lance Mueller Associates 130 Lakeside Seattle, INA ENGNEER: ADD CAD; ADD PROD. NOe 14-041 ISSUE DATE: 04/28/15 MET: 1 of I 0 6/53.1.2 A -,- miv A 7 E B liER9E0 REIfD MIDDLETON, INC. (SEE PANEL P -II FOR REINFORCING) [ EMBED PLATES - (4) EQUAL SPACES D E SIM. SIM. 51M. 51M. REVD ^..• ; ,. 51-011 11-4" OR IANCE APPROVED VI SSER ENGINEERING 3212q WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0813 5K-22 Revised Panel P24 MAY 13 2015 City of Tukwila BUILDING DIVISION TITLE: Revised Panel P24 PROJECT: 4501 Building 5. 134th Place Tukwila, INA SCALE 3/4"=1'-0" CLIENT: Lance Mueller Associates 130 Lakeside Seattle, INA ENGEM ADD CAN ADD PNOJ. NO. 14-041 ISSUE DATE: 04/28/15 SHEET: I a 1 • VISSER ENG I N E E R I NG FILE COPY b' "mit No. STRUCTURAL CALCULATIONS (Plan Review #2) AWED FOR E COMPLIANCE APPROVED MAY 13 2015 City of Tukwila .11LDING DIVISION Project: 4501 Building 4501 South 134th Place Tukwila, WA 98169 Project No.: 14-049 Client: Wayne Jones Lakeridge Development, Inc. PO Box 146 Renton, WA 98057 By: Andy Derrick, P.E., S.E. Mike Visser, P.E., S.E. O Date: April 28, 2015 Tr' 1445 REVISION N0:? 7. VISSER !� ENGINEERING CALCULATION SHEET Title: Project: Client: Date: Page: 450 1 Lt)( (14- os4) I i Zai. s�sb1A ' _cobs • O'h SE�MtC 'Tt:(h)AaL 1 ..Lits •i • . V`�S I .''� f GTp rO?. , .s C�tGP—Ei: TJtrS klk�G�l 1a�.. • I c.ittr- or tom. 'AUL) f ; l,. .r r .� tic .: ;� c:� SUE ,6s i(11,1•)(71-1) I a. fb . TMPO�r C.0 S -r- Oa (';,( A. .5vC+{ !O 's 4' (1 %lcrr— . ,1-1, 1, hil (,--41-$1i-f,E 1i k!'(S 1S c I C i I I VISSER ENGINEERING CALCULATION SHEET Title: Project. Client. Date: Page: 4501 -) z Curl ()F. - It tt+4 h I 4 S_ kc," i 1)1 6,'3-9)CzY I. a - I j 1 . c-At.s ..; C�IS�.S ;14 f .,7`C1Z - fbt ;1: (-1N ; i,1l-i c C. .; sok, S :ISfr lci ='b, ' 4 u + , ' + I I ; i! i e rr 1st1'c„ -C Ab As s X186 � 1 14.P Q. 'toy QFW:L VISSER ENGINEERING • CALCULATION SHEET Title: Project- 4S0) 13Lbe4 (449) Client. t-tES Date: Page: 1, ill , ----,. , . . ; . • ; 4 , I , , ; 1 1 I , , : ! i 1 . ,. 1 ; 1 ; 'i I - ; ,nsb .. , , II I 1 SES1M/C. --r, • , , , I -1-1! -- - ' ! 31,,A,S64, _ pm i _III !_ ...± 4.1./..1-i_ . *...! (.4 ___b + .14 ..4! 1,73.tS'L .4, .,'4.E. 1 , • ; ; ; ; . ! 1 . I _ II,t/4' t_., 1..i' ._ E... 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Derrick Date: 8:41AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 4'-0" Cantilevered Wall w/o Seismic - Construction Loading Criteria 1 Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem = 0.0 psf Surcharge Loads 1 Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning Sliding 2,440 lbs 3.58 in 1,054 psf OK 340 psf OK 3,000 psf Allowable 1,475 psf 477 psf 3.2 psi OK 26.0 psi OK 93.1 psi Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Top Stem Stem Construction 3.32 OK 1.31 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 841.3 lbs Tess 100% Passive Force= - 200.0 lbs Tess 100% Friction Force= - 902.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 159.5 lbs NG _ Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 1,475 = 690 151 540 3.24 = 93.11 = None Spec'd = #5@18.00in = None Spec'd Heel 477 psf 0 ft-# 2,279 ft-# 2,279 ft-# 25.97 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable S fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60,000 psi = 0.0014 = 1.00ft = 2.50 3.50 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming ft= Stem OK 0.00 Concrete 10.00 # 5 18.00 Edge lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data 0.232 1,025.2 1,733.1 7,472.6 10.4 107.5 18.50 6.00 120.8 8.19 fm psi = Fs Solid Grouting Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data psi = fc Fy psi = 4,000.0 psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 1 kto Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:41AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318- Rev: 1& Rev: 580018 User: KW -0603726, Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 4'-0" Cantilevered Wall w/o Seismic - Construction Loading Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 841.3 2.07 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 1,738.8 Total = 841.3 O.T.M. = 1,738.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 3.32 2,440.0 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = 500.0 Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = 65.0 Surcharge Over Toe = Stem Weight(s) = 483.3 Earth @ Stem Transitions= Footing Weight = 525.0 Key Weight Vert. Component = 866.7 2.67 2.67 0.00 0.50 1.42 1.75 2,311.1 1,333.3 32.5 684.7 918.7 138.6 3.50 485.0 Total = 2,578.6 lbs R.M.= 5,765.4 1 M Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Job # 14-049 Date: 8:41AM, 8 MAY 15 Scope : Design of Retaining Walls Code Ref: ACI 318 LRev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 4'-O" Cantilevered Wall w/o Seismic - w/ LL Surcharge Criteria Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem = 0.0 psf Surcharge Loads 1 Surcharge Over Heel = 160.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Design Summary Total Bearing Load ...resultant ecc. 1 Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overtuming Sliding 4,722 lbs 2.26 in 2,167 psf OK 981 psf OK 3,000 psf Allowable 3,039 psf 1,375 psf 7.6 psi OK 16.1 psi OK 93.1 psi 6.17 OK 2.89 (Vertical Co Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Water height over heel FootinglISoil Friction Soil height to ignore for passive pressure 0.0 psf/ft = 200.0 psf/ft = 0.0 ft = 0.350 = 6.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft = 0.00 ft Stem Construction Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 652.9 lbs less 100% Passive Force= - 200.0 lbs less 100% Friction Force= - 1,687.1 lbs 0.0 lbs OK 0.0 lbs OK Added Force Req'd = ....for 1.5:1 Stability = Footing Design Results Toe Heel Factored Pressure = 3,039 1,375 psf Mu' : Upward = 1,427 0 ft-# Mu' : Downward = 151 1,066 ft-# Mu: Design = 1,277 1,066 ft-# Actual 1 -Way Shear = 7.60 16.15 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Footing Strengths & Dimensions I fc = 3,000 psi Min. As % Toe Width Heel Width = Total Footing Width = Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Fy = 60,000 psi 0.0014 1.00 ft 2.00 3.00 Axial Load Applied to Stem Top Stem Axial Dead Load = 2,890.0 lbs Axial Live Load = 40.0 lbs Axial Load Eccentricity = 0.0 in Stem OK ft = 0.00 = Concrete 10.00 _ # 5 18.00 = Edge fb/FB + fa/Fa = Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data 0.163 768.9 1,220.5 7,472.6 7.8 107.5 18.50 6.00 120.8 8.19 fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc Fy psi = 4,000.0 psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 1 Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:41AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 4'-0" Cantilevered Wall w/o Seismic - w/ LL Surcharge Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 652.9 1.94 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 1,267.6 Total = 652.9 O.T.M. = 1,267.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 6.17 4,721.7 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 606.7 2.42 Sloped Soil Over Heel = Surcharge Over Heel = 186.7 2.42 Adjacent Footing Load = Axial Dead Load on Stem = 2,890.0 1.42 Soil Over Toe = 65.0 0.50 Surcharge Over Toe = Stem Weight(s) = 483.3 1.42 Earth @ Stem Transitions= Footing Weight Key Weight Vert. Component = 450.0 1.50 1,466.1 451.1 4,094.2 32.5 684.7 675.0 138.6 3.00 415.7 Total = 4,820.2 lbs R.M.= 7,819.3 1 Design Summary Total Bearing Load ...resultant ecc. Footing Strengths & Dimensions M Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318. Job # 14-049 Date: 8:41AM, 8 MAY 15 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 4'-0" Cantilevered Wall w/ Seismic - w/ LL Surcharge Criteria 1 Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem 0.0 psf Surcharge Loads Surcharge Over Heel = 211.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning 1 Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning Sliding 5,222 lbs 8.61 in 3,371 psf OK 0 psf OK 4,000 psf Allowable 4,728 psf 0 psf 12.0 psi OK 23.5 psi OK 93.1 psi 2.72 OK 1.78 (Vertical Co Soil Data Allow Soil Bearing Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft = 4,000.0 psf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in 1 Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom = 435.0 #/ft = 4.00 ft 3.00 ft Stem Construction 1 Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,156.5 lbs less 100% Passive Force= - 200.0 lbs less 100% Friction Force= - 1,862.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK _Footing Design Results 1 Toe Heel Factored Pressure = 4,728 0 psf Mu' : Upward = 2,110 0 ft-# Mu' : Downward = 151 2,106 ft-# Mu: Design = 1,959 2,106 ft-# Actual 1 -Way Shear = 12.02 23.50 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60,000 psi = 0.0014 1.00 ft 2.50 3.50 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Top Stem Axial Dead Load = 2,890.0 lbs Axial Live Load = 40.0 lbs Axial Load Eccentricity = 1.0 in ft= Stem OK 0.00 Concrete 10.00 # 5 18.00 Edge fb/FB + fa/Fa = Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data 0.581 1,601.8 4,338.3 7,472.6 16.3 107.5 18.50 6.00 120.8 8.19 fc psi = 4,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 1 Title : 4501 Building Dsgnr: A. Derrick Date: 8:41AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 Job # 14-049 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 4'-0" Cantilevered Wall w/ Seismic - w/ LL Surcharge Iv Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 721.5 1.99 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 435.0 4.50 Load @ Stem Above Soil = SeismicLoad = 1,439.3 1,957.5 Total = 1,156.5 O.T.M. = 3,396.8 Resisting/Overturning Ratio 2.72 Vertical Loads used for Soil Pressure = 5,221.7 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 866.7 Sloped Soil Over Heel = Surcharge Over Heel = 351.7 Adjacent Footing Load = Axial Dead Load on Stem = 2,890.0 Soil Over Toe = 65.0 Surcharge Over Toe = Stem Weight(s) = 483.3 Earth @ Stem Transitions= Footing Weight = 525.0 Key Weight = Vert. Component = 2.67 2.67 1.33 0.50 1.42 1.75 2,311.1 937.8 3,853.3 32.5 684.7 918.7 138.6 3.50 485.0 Total = 5,320.2 lbs R.M.= 9,223.2 1 1 1 1 Footing Strengths & Dimensions I fc = 3,000 psi Min. As % Toe Width = 1.50 ft Heel Width = 3.50 Total Footing Width = 5.00 Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:37AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Rev: 580018 l_k User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:CalculaUons Description 6'-0" Cantilevered Wall w/o Seismic - Construction Loading Criteria Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Design Summary 1 Total Bearing Load ...resultant ecc. 4,640 lbs 4.08 in Soil Pressure @ Toe = 1,307 psf OK Soil Pressure @ Heel = 549 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,830 psf ACI Factored @ Heel = 769 psf Footing Shear @ Toe = 5.6 psi OK Footing Shear @ Heel = 39.6 psi OK Allowable = 93.1 psi Wall Stability Ratios Overtuming Sliding = 1.33 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,505.4 lbs less 100% Passive Force= - 281.3 lbs less 100% Friction Force= - 1,726.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 250.9 lbs NG 3.64 OK Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overtuming Top Stem Stem Construction Footing Design Results Toe Heel Factored Pressure = 1,830 769 psf Mu' : Upward = 1,939 0 ft-# Mu' : Downward = 398 7,630 ft-# Mu: Design = 1,541 7,630 ft-# Actual 1 -Way Shear = 5.57 39.62 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 18.75 in Key Reinforcing = None Spec'd Design height Wall Material Above "Hr Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable I1 Fy = 60,000 psi 0.0014 Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Stem OK ft = 0.00 = Concrete 10.00 # 5 15.00 Edge lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special lnspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data 0.516 1,894.8 4,613.5 8,933.1 19.3 107.5 18.50 6.00 120.8 8.19 fc Fy psi = 4,000.0 psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 12.25 in, #5@ 18.75 in, #6@ 26.75 in, #7@ 36.25 in, #8@ 47.75 in, #9@ 4 Key: No key defined 1 Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Job # 14-049 Date: 8:37AM, 8 MAY 15 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 6'-0" Cantilevered Wall w/o Seismic - Construction Loading Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load OVERTURNING Force Distance Moment lbs ft ft-# Load @ Stem Above Soil = SeismicLoad = Total 1,505.4 2.89 1,505.4 RESISTING Force Distance Moment lbs ft ft-# 4,345.7 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ O.T.M. = 4,345.7 3.64 4,640.0 lbs Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Vertical component of active pressure NOT used for soil pressure Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = 2,080.0 3.67 7,626.7 800.0 3.67 2,933.3 0.00 97.5 0.75 73.1 725.0 1.92 1,389.6 937.5 2.50 2,343.7 291.3 5.00 1,456.7 Total = 4,931.3 lbs R.M.= 15,823.2 1 Lateral Load Applied to Stem h 1 Footing Strengths & Dimensions I Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Job # 14-049 Date: 8:37AM, 8 MAY 15 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 6'-0" Cantilevered Wall w/o Seismic - w/ LL Surcharge Criteria 1 Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem 0.0 psf Surcharge Loads Surcharge Over Heel = 160.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Design Summary 1 Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overtuming Sliding 7,197 lbs 4.97 in 2,155 psf OK 724 psf OK 3,000 psf Allowable 3,020 psf 1,015 psf 10.0 psi OK 35.0 psi OK 93.1 psi 5.89 OK = 2.34 (Vertical Co Soil Data 1 Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure = 3,000.0 psf Method = 35.0 psf/ft = 0.0 psf/ft = 200.0 psf/ft • 0.0 ft = 0.350 = 6.00 in Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Stem Construction 1 Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,232.2 lbs less 100% Passive Force= - 281.3 lbs less 100% Friction Force= - 2,606.8 lbs 0.0 lbs OK 0.0 lbs OK Added Force Req'd = ....for 1.5:1 Stability = _ Footing Design Results Toe . Heel Factored Pressure = 3,020 1,015 psf Mu' : Upward = 3,172 0 ft-# Mu' : Downward = 398 6,933 ft-# Mu: Design = 2,774 6,933 ft-# Actual 1 -Way Shear = 10.04 35.02 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 19.50 in Key Reinforcing = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in Fy = 60,000 psi 0.0014 1.50 ft = 3.50 5.00 = 15.00 in = 0.00 in 0.00 in • 0.00 ft @ Btm.= 3.00 in Axial Load Applied to Stem Top Stem Axial Dead Load = 2,890.0 lbs Axial Live Load = 40.0 lbs Axial Load Eccentricity = 1.0 in Stem OK ft = 0.00 = Concrete 10.00 _ # 5 = 15.00 = Edge lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Special lnspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data 0.426 1,510.4 3,803.0 8,933.1 15.4 107.5 18.50 6.00 120.8 8.19 psi = psi = fc psi = 4,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 12.50 in, #5@ 19.50 in, #6@ 27.50 in, #7@ 37.50 in, #8@ 48.25 in, #9@ 4 Key: No key defined 1 Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:37AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - for Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 6'-0" Cantilevered Wall w/o Seismic - w/ LL Surcharge Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 1,232.2 2.72 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 3,355.1 Total = 1,232.2 O.T.M. = 3,355.1 Resisting/Overturning Ratio = 5.89 Vertical Loads used for Soil Pressure = 7,196.7 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 2,080.0 3.67 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 2,890.0 1.83 5,298.3 426.7 3.67 7,626.7 1,564.4 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth © Stem Transitions= Footing Weight Key Weight Vert. Component 97.5 0.75 73.1 725.0 1.92 1,389.6 937.5 2.50 2,343.7 291.3 5.00 1,456.7 Total = 7,448.0 lbs R.M.= 19,752.6 Lateral Load Applied to Stem I 1 Footing Strengths & Dimensions I Axial Load Applied to Stem Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:38AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 6'-0" Cantilevered Wall w/ Seismic - w/ LL Surcharge Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 6.00 ft = 0.00 ft = 0.00: 1 = 6.00 in 130.00 pcf 0.0 psf Surcharge Loads 1 Surcharge Over Heel = 238.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Design Summary 1 Total Bearing Load ...resultant ecc. 7,405 lbs = 10.09 in Soil Data 1 Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load ...Height to Top ...Height to Bottom 435.0 #/ft = 6.00 ft 5.00 ft Stem Construction Soil Pressure @ Toe = 2,975 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,170 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 14.1 psi OK Footing Shear @ Heel = 37.6 psi OK Allowable = 93.1 psi Wall Stability Ratios Overtuming = 3.00 OK Sliding = 1.63 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,819.4 lbs less 100% Passive Force= - 281.3 lbs less 100% Friction Force= - 2,679.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK _Footing Design Results 1 Toe Heel Factored Pressure = 4,170 0 psf Mu' : Upward = 4,220 0 ft-# Mu' : Downward = 398 7,321 ft-# Mu: Design = 3,823 7,321 ft-# Actual 1 -Way Shear = 14.09 37.58 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 16.00 in Key Reinforcing = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable I� fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in Fy = 60,000 psi 0.0014 1.50 ft 3.50 5.00 15.00 in = 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in Top Stem Axial Dead Load = 2,890.0 lbs Axial Live Load = 40.0 lbs Axial Load Eccentricity = 1.0 in ft= As < Min % 0.00 Concrete 10.00 # 5 15.00 Edge = No'od lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data 25.1 107.5 18.50 9.12 120.8 8.19 ?se. 9s _ok 4y33.� fm psi = Fs psi = Solid Grouting = Special Inspection Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi = 4,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 12.50 in, #5@ 19.50 in, #6@ 27.50 in, #7@ 37.50 in, #8@ 48.25 in, #9@ 4 Key: No key defined 1 b Title : 4501 Building Dsgnr: A. Demick Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318- Job # 14-049 Date: 8:38AM, 8 MAY 15 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (»1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 6'-0" Cantilevered Wall w/ Seismic - w/ LL Surcharge Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 1,384.4 2.82 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 435.0 6.75 Load @ Stem Above Soil = SeismicLoad = Total Resisting/Overturning Ratio 1,819.4 RESISTING Force Distance Moment lbs ft ft-# 3,907.0 Soil Over Heel = 2,080.0 Sloped Soil Over Heel = Surcharge Over Heel = 634.7 Adjacent Footing Load = 2,936.3 Axial Dead Load on Stem = 2,890.0 Soil Over Toe = 97.5 Surcharge Over Toe = Stem Weight(s) = 725.0 O.T.M. = 6,843.2 3.00 Vertical Loads used for Soil Pressure = 7,404.7 lbs Vertical component of active pressure NOT used for soil pressure Earth @ Stem Transitions= Footing Weight = 937.5 Key Weight Vert. Component = 291.3 Total = 3.67 7,626.7 3.67 2,327.1 1.83 0.75 5,298.3 73.1 1.92 1,389.6 2.50 2,343.7 5.00 1,456.7 7,656.0 lbs R.M.= 20,515.3 1 1 1 1 Footing Strengths & Dimensions I I} Title : 4501 Building Dsgnr: A. Derrick Date: 8:38AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 31& Job # 14-049 Rev: 580018 User: KW -0603726. Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 8'-0" Cantilevered Wall w/o Seismic - Construction Loading Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem = 0.0 psf Surcharge Loads 1 _Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than A ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning Sliding 7,229 lbs 3.67 in 1,426 psf OK 798 psf OK 3,000 psf Ilowable 1,996 psf 1,118 psf 11.9 psi OK 65.1 psi OK 93.1 psi 4.02 OK • 1.33 (Vertical Co Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure = 0.0 psf/ft = 200.0 psf/ft = 0.0 ft 0.350 = 6.00 in Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Top Stem Stem Construction Sliding Calcs (Vertical Component Used) Lateral Sliding Force = Tess 100% Passive Force= - less 100% Friction Force= - Added Force Req'd = ....for 1.5:1 Stability = 2,244.5 lbs 281.3 lbs 2,696.1 lbs 0.0 lbs OK 389.4 lbs NG _ Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 1,996 3,812 707 • 3,105 = 11.87 = 93.11 = None Spec'd = #6@11.75 in = None Spec'd Heel 1,118 psf 0 ft-# 17,332 ft- # 17,332 ft-# 65.05 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in Surcharge Over Toe NOT Used for Sliding & Fy = 60,000 psi 0.0014 2.00 ft 4.50 6.50 • 15.00 in 0.00 in 0.00 in • 0.00 ft @ Btm.= 3.00 in 0.0 psf Overturning Stem OK ft = 0.00 = Concrete • 10.00 # 6 = 11.00 Edge fb/FB + fa/Fa = 0.603 Total Force @ Section lbs = 3,002.5 Moment....Actual ft-# = 9,471.2 Moment Allowable = 15,705.4 Shear Actual psi = 32.8 Shear Allowable psi = 107.5 Bar Develop ABOVE Ht. in = 22.20 Bar Lap/Hook BELOW Ht. in = 6.80 Wall Weight = 120.8 Rebar Depth 'd' in = 7.63 Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data psi = psi = fc psi = 4,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 5.25 in, #5@ 8.25 in, #6@ 11.75 in, #7@ 15.75 in, #8@ 20.75 in, #9@ 26. Key: No key defined 1'6 Title : 4501 Building Dsgnr: A. Derrick Date: 8:38AM, 8 MAY 15 Description : New Warehouse Building Job # 14-049 Scope : Design of Retaining Walls Code Ref: ACI 31& Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 _ (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 8'-0" Cantilevered Wall w/o Seismic - Construction Loading Summary of Overturning & Resisting Forces & Moments 1 Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 2,244.5 3.60 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 8,072.2 Total = 2,244.5 O.T.M. = 8,072.2 Resisting/Overturning Ratio 4.02 Vertical Loads used for Soil Pressure = 7,228.7 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight Key Weight Vert. Component 3,813.3 4.67 17,795.6 1,100.0 4.67 5,133.3 130.0 966.7 1,218.7 474.3 Total = 0.00 1.00 130.0 2.42 2,336.1 3.25 3,960.9 6.50 3,082.7 7,703.0 lbs R.M.= 32,438.6 1 1 Footing Strengths & Dimensions I Axial Load Applied to Stem Axial Dead Load = 2,890.0 lbs Axial Live Load = 40.0 lbs Axial Load Eccentricity = 1.0 in 1 Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:38AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 _ (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 8'-0" Cantilevered Wall w/o Seismic - w/ LL Surcharge Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem = 0.0 psf Surcharge Loads 1 Surcharge Over Heel = 160.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Design Summary 1 Total Bearing Load ...resultant ecc. = 9,645 Ibs 4.99 in Soil Pressure @ Toe = 2,054 psf OK Soil Pressure @ Heel = 914 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding = 2.01 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,895.8 lbs less 100% Passive Force= - 281.3 lbs less 100% Friction Force= - 3,527.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK 2,878 psf 1,281 psf 18.1 psi OK = 58.7 psi OK 93.1 psi = 5.69 OK Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem I Lateral Load ...Height to Top ...Height to Bottom = 0.0 #/ft • 0.00 ft • 0.00 ft _Stem Construction Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 2,878 • 5,428 707 = 4,721 = 18.09 = 93.11 = None Spec'd = #6@12.50 in = None Spec'd Heel 1,281 psf 0 ft-# 16,014 ft-# 16,014 ft-# 58.73 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable )1 fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3.00 in @ Btm.= 3.00 in Fy = 60,000 psi = 0.0014 2.00 ft 4.50 6.50 = 15.00 in • 0.00 in 0.00 in 0.00 ft Top Stem ft= Stern OK 0.00 Concrete 10.00 # 6 11.00 Edge lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc Fy psi = psi = 0.494 2,489.8 7,763.6 15,705.4 27.2 107.5 22.20 6.00 120.8 7.63 Normal Weight psi = 4,000.0 psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 12.50 in, #5@ 19.50 in, #6@ 27.50 in, #7@ 37.50 in, #8@ 48.25 in, #9@ 4 Heel: #4@ 5.75 in, #5@ 9.00 in, #6@ 12.50 in, #7@ 17.25 in, #8@ 22.50 in, #9@ 28. Key: No key defined 1 Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Job # 14-049 Date: 8:38AM, 8 MAY 15 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations L." Description 8'-0" Cantilevered Wall w/o Seismic - w/ LL Surcharge Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 1,895.8 3.41 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 1,895.8 Resisting/Overturning Ratio 6,459.7 O.T.M. = 6,459.7 5.69 Vertical Loads used for Soil Pressure = 9,645.4 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = 586.7 Adjacent Footing Load = Axial Dead Load on Stem = 2,890.0 3,813.3 4.67 Soil Over Toe = 130.0 Surcharge Over Toe = Stem Weight(s) = 966.7 Earth @ Stem Transitions= Footing Weight = 1,218.7 Key Weight Vert. Component = 474.3 17,795.6 4.67 2,737.8 2.33 6,743.3 1.00 130.0 2.42 2,336.1 3.25 3,960.9 6.50 3,082.7 Total = 10,079.7 lbs R.M.= 36,786.4 1 1 1 Footing Strengths & Dimensions I Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:39AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318. Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 8'-0" Cantilevered Wall w/ Seismic - w/ LL Surcharge Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem = 8.00ft = 0.00 ft = 0.00: 1 = 6.00 in 130.00 pcf 0.0 psf Surcharge Loads Surcharge Over Heel = 264.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Design Summary Total Bearing Load ...resultant ecc. 10,646 lbs = 12.19 in Soil Pressure @ Toe = 3,173 psf OK Soil Pressure @ Heel = 102 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,446 psf ACI Factored @ Heel = 144 psf Footing Shear @ Toe = 15.4 psi OK Footing Shear @ Heel = 71.3 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning Sliding Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure 0.0 psf/ft 200.0 psf/ft = 0.0 ft = 0.350 = 6.00 in Lateral Load Applied to Stem Ir Lateral Load ...Height to Top ...Height to Bottom = 435.0 #/ft = 8.00 ft = 7.00 ft Stem Construction 1 3.34 OK = 1.61 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,589.8 lbs less 100% Passive Force= - 281.3 lbs less 100% Friction Force= - 3,878.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure = 4,446 144 psf Mu' : Upward = 4,630 0 ft-# Mu' : Downward = 398 21,485 ft-# Mu: Design = 4,232 21,485 ft-# Actual 1 -Way Shear = 15.36 71.28 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 6 @ 11.50 in Key Reinforcing = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fc = 3,000 psi Min. As % Toe Width Heel Width = Total Footing Width = Fy = 60,000 psi = 0.0014 1.50 ft 5.00 6.50 Footing Thickness = 15.00 in Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in = 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in Axial Load Applied to Stem Top Stem Axial Dead Load = 2,890.0 lbs Axial Live Load = 40.0 lbs Axial Load Eccentricity = 1.0 in ft= Stem OK 0.00 Concrete 10.00 # 6 11.00 Edge = 0.944 3,610.1 14,833.0 15,705.4 39.5 107.5 22.20 10.83 120.8 7.63 fm psi = Fs psi = Solid Grouting = Special Inspection Modular Ratio 'n' Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc Fy psi = 4,000.0 psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4@ 5.25 in, #5@ 8.25 in, #6@ 11.50 in, #7@ 15.75 in, #8@ 20.75 in, #9@ 26. Key: No key defined 1 Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:39AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - 2.2- Page Z Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 8'-0" Cantilevered Wall w/ Seismic - w/ LL Surcharge Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 2,154.8 3.55 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 435.0 8.75 Load @ Stem Above Soil = SeismicLoad = Total Resisting/Overturning Ratio 2,589.8 RESISTING Force Distance Moment lbs ft ft-# 7,657.6 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 3,806.3 Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ O.T.M. = 11,463.8 = 3.34 Vertical Loads used for Soil Pressure = 10,646.2 lbs Vertical component of active pressure NOT used for soil pressure Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = 4,333.3 4.42 1,100.0 4.42 19,138.9 4,858.3 2,890.0 1.83 5,298.3 97.5 0.75 966.7 1,218.7 474.3 73.1 1.92 1,852.8 3.25 3,960.9 6.50 3,082.7 Total = 11,080.5 lbs R.M.= 38,265.1 1 Footing Strengths & Dimensions I fc = 3,000 psi Min. As % Toe Width = 2.00 ft Heel Width = 5.50 Total Footing Width = 7.50 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Title : 4501 Building Dsgnr: A. Derrick Date: 8:39AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Job # 14-049 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design ZS Page 1 retaining walls.ecw:Calculations Description 10'-0" Cantilevered Wall w/o Seismic - Construction Loading Criteria 1 Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem • 0.0 psf Surcharge Loads 1 Design Summary 1 Total Bearing Load ...resultant ecc. 10,492 lbs 6.41 in Soil Pressure @ Toe = 1,997 psf Soil Pressure @ Heel = 801 psf Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,795 psf ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding = 1.33 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 3,243.2 lbs less 100% Passive Force= - 375.0 lbs less 100% Friction Force= - 3,928.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 560.9 lbs NG 1,122 psf OK OK 10.5 psi OK 78.1 psi OK 93.1 psi 3.76 OK Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure = 6.00 in 0.0 psf/ft 200.0 psf/ft 0.0 ft = 0.350 Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Stem Construction 1 Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe Heel 2,795 1,122 psf 5,293 0 ft-# • 812 33,637 ft-# 4,481 33,637 ft- # = 10.47 78.10 psi = 93.11 93.11 psi = None Spec'd = #7@12.50 in = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Top Stem Fy = 60,000 psi 0.0014 Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Stem OK ft = 0.00 = Concrete = 10.00 # 7 • 12.00 • Edge fb/FB + fa/Fa = Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data 0.873 4,348.1 16,782.1 19,224.0 47.9 107.5 32.37 11.62 120.8 7.56 fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi = 4,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 4.25 in, #5@ 6.50 in, #6@ 9.25 in, #7@ 12.50 in, #8@ 16.50 in, #9@ 20.7 Key: No key defined Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Job # 14-049 Date: 8:39AM, 8 MAY 15 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 10'-0" Cantilevered Wall w/o Seismic - Construction Loading Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total RESISTING Force Distance Moment lbs ft ft-# 3,243.2 4.38 14,212.6 Soil Over Heel = 6,066.7 Resisting/Overturning Ratio 3,243.2 O.T.M. = 14,212.6 3.76 Vertical Loads used for Soil Pressure = 10,492.5 lbs Vertical component of active pressure NOT used for soil pressure Sloped Soil Over Heel = Surcharge Over Heel = 1,400.0 Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = 130.0 Surcharge Over Toe = Stem Weight(s) = 1,208.3 Earth @ Stem Transitions= Footing Weight = 1,687.5 Key Weight = Vert. Component = 733.0 Total = 5.17 31,344.4 5.17 7,233.3 0.00 1.00 130.0 2.42 2,920.1 3.75 6,328.1 7.50 5,497.8 11,225.5 lbs R.M.= 53,453.8 1 1 Footing Strengths & Dimensions I 1 1 Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:40AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description 10'-0" Cantilevered Wall w/o Seismic - w/ LL Surcharge Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations 2.5 Criteria 1 Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 160.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Design Summary Total Bearing Load ...resultant ecc. = 12,769 Ibs 7.70 in Soil Pressure @ Toe = 2,576 psf OK Soil Pressure @ Heel = 829 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 3,609 psf 1,161 psf 14.0 psi OK 71.7 psi OK 93.1 psi 4.85 OK = 1.81 (Vertical Co Soil Data 1 Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure = 3,000.0 psf Method = 35.0 psf/ft 0.0 psf/ft • 200.0 psf/ft 0.0 ft = 0.350 = 6.00 in Lateral Load Applied to Stem I Lateral Load ...Height to Top ...Height to Bottom fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60,000 psi = 0.0014 2.00 ft 5.50 7.50 • 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 0.0 #/ft Axial Dead Load = 2,890.0 lbs 0.00 ft Axial Live Load = 40.0 lbs 0.00 ft Axial Load Eccentricity = 1.0 in Stem Construction Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,809.8 lbs less 100% Passive Force= - 375.0 lbs less 100% Friction Force= - 4,711.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK _ Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 3,609 6,783 812 5,971 13.99 93.11 = None Spec'd = #7@12.50 in = None Spec'd Heel 1,161 psf 0 ft-# 31,502 ft-# 31,502 ft-# 71.72 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Top Stem Stem OK ft = 0.00 = Concrete 10.00 # 7 • 12.00 = Edge lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc Fy 0.724 3,707.3 13,921.0 19,224.0 40.9 107.5 32.37 9.54 120.8 7.56 psi = psi = Normal Weight psi = psi = 4,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 4.25 in, #5@ 6.50 in, #6@ 9.25 in, #7@ 12.50 in, #8@ 16.50 in, #9@ 20.7 Key: No key defined 1 Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:40AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318-, Rev: 580018 l_k User: KW-0603726, Ver 5.8.0, 1-Dec-2003 (01983-2003 ENERCALC Engineering Software Description 10'-0" Cantilevered Wall w/o Seismic - w/ LL Surcharge Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Caiculations Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 2,809.8 4.17 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 11,720.2 Total = 2,809.8 O.T.M. = 11,720.2 Resisting/Overturning Ratio = 4.85 Vertical Loads used for Soil Pressure = 12,769.2 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 6,066.7 5.17 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 2,890.0 2.33 Soil Over Toe = 130.0 1.00 Surcharge Over Toe = Stem Weight(s) = 1,208.3 Earth @ Stem Transitions= Footing Weight = 1,687.5 Key Weight = Vert. Component = 733.0 31,344.4 746.7 5.17 3,857.8 Total = 6,743.3 130.0 2.42 2,920.1 3.75 6,328.1 7.50 5,497.8 13,462.2 lbs R.M.= 56,821.6 Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Job # 14-049 Date: 8:40AM, 8 MAY 15 Scope : Design of Retaining Walls Code Ref: ACI 318. Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 10'-0" Cantilevered Wall w/ Seismic - w/ LL Surcharge Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem = 10.00 ft = 0.00 ft 0.00: 1 = 6.00 in 130.00 pcf 0.0 psf Surcharge Loads 1 Surcharge Over Heel = 290.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Design Summary 1 Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning Sliding 14,138 Ibs 14.74 in 3,737 psf OK 33 psf OK 4,000 psf Allowable 5,235 psf 46 psf 7.9 psi OK 85.2 psi OK 93.1 psi 3.18 OK 1.53 (Vertical Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 3,647.3 lbs less 100% Passive Force= - 375.0 lbs less 100% Friction Force= - 5,191.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 5,235 5,500 457 = 5,044 = 7.93 = 93.11 = None Spec'd = #7@11.25 in = None Spec'd Soil Data 1 Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure 0.0 psf/ft 200.0 psf/ft 0.0 ft 0.350 = 6.00 in Lateral Load Applied to Stem II Lateral Load ...Height to Top ...Height to Bottom 435.0 #/ft = 10.00 ft = 9.00 ft Stem Construction 1 Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data T Footing Strengths & Dimensions M fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in Fy = 60,000 psi 0.0014 1.50 ft 6.00 7.50 18.00 in = 0.00 in = 0.00 in 0.00 ft @ Btm.= 3.00 in Axial Load Applied to Stem Top Stem Axial Dead Load = 2,890.0 lbs Axial Live Load = 40.0 lbs Axial Load Eccentricity = 1.0 in ft= Stem OK 0.00 Concrete 10.00 # 7 9.00 Edge fb/FB + fa/Fa = Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Co Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data Heel 46 psf 0 ft-# 40,354 ft-# 40,354 ft-# 85.20 psi 93.11 psi 0.953 5,041.8 23,921.3 25,101.0 55.6 107.5 32.37 12.73 120.8 7.56 fc psi = 4,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 3.75 in, #5@ 6.00 in, #6@ 8.25 in, #7@ 11.25 in, #8@ 14.75 in, #9@ 18.7 Key: No key defined 1 VIS Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Job # 14-049 Date: 8:40AM, 8 MAY 15 LRev: 580018 User. KW -0603726, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecwCalculations Description 10'-0" Cantilevered Wall w/ Seismic - w/ LL Surcharge _ Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 3,212.3 4.37 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 435.0 11.00 Load @ Stem Above Soil = SeismicLoad = 14,034.6 4,785.0 Total = 3,647.3 O.T.M. = 18,819.6 Resisting/Overturning Ratio = 3.18 Vertical Loads used for Soil Pressure = 14,138.3 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance lbs ft Moment ft-# Soil Over Heel = 6,716.7 4.92 33,023.6 Sloped Soil Over Heel = Surcharge Over Heel = 1,498.3 4.92 7,366.8 Adjacent Footing Load = Axial Dead Load on Stem = 2,890.0 1.83 5,298.3 Soil Over Toe = 97.5 0.75 73.1 Surcharge Over Toe = Stem Weight(s) = 1,208.3 1.92 2,316.0 Earth @ Stem Transitions= Footing Weight = 1,687.5 3.75 6,328.1 Key Weight = Vert. Component = 733.0 7.50 5,497.8 Total = 14,831.4 lbs R.M.= 59,903.8 1 1 Footing Strengths & Dimensions I Pc = 3,000 psi Min. As % Toe Width = 2.00 ft Heel Width = 6.50 Total Footing Width = 8.50 Footing Thickness = 21.00 in Z9 Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Job # 14-049 Date: 8:40AM, 8 MAY 15 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 _(c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 11'-6" Cantilevered Wall w/o Seismic - Construction Loading Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 11.50 ft = 0.00 ft = 0.00: 1 = 6.00 in 130.00 pcf = 0.0 psf Surcharge Loads 1 Design Summary Total Bearing Load ...resultant ecc. 13,922 lbs 7.95 in Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Fy = 60,000 psi 0.0014 Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Heel = 300.0 psf Surcharge Over Toe = 0.0 psf Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Stem Construction 1 Soil Pressure @ Toe = 2,404 psf OK Soil Pressure @ Heel = 872 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,365 psf ACI Factored @ Heel = 1,221 psf Footing Shear @ Toe = 7.3 psi OK Footing Shear @ Heel = 88.0 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 3.82 OK Sliding = 1.37 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 4,142.5 Ibs less 100% Passive Force= - 481.3 lbs less 100% Friction Force= - 5,213.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 519.1 lbs NG _ Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 3,365 = 6,394 = 917 5,477 = 7.32 = 93.11 = None Spec'd = #7@10.00in = None Spec'd Heel 1,221 psf 0 ft-# 55,622 ft-# 55,622 ft-# 88.03 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Top Stem ft= Stem OK 0.00 Concrete 10.00 # 7 8.00 Edge lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data 0.865 5,513.5 24,161.5 27,939.9 60.8 107.5 32.37 11.44 120.8 7.56 fm psi = Fs psi = Solid Grouting = Special Inspection Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc Fy psi = 4,000.0 psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: #4@ 3.50 in, #5@ 5.25 in, #6@ 7.25 in, #7@ 10.00 in, #8@ 13.00 in, #9@ 16.5 Key: No key defined Title : 4501 Building Job # 14-049 Dsgnr: A. Derrick Date: 8:40AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations 9.2 Description 11'-6" Cantilevered Wall w/o Seismic - Construction Loading Summary of Overturning & Resisting Forces & Moments Item Force lbs OVERTURNING Distance ft Moment ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total 4,142.5 Resisting/Overturning Ratio 4,142.5 RESISTING Force Distance Moment lbs ft ft-# 4.99 20,659.5 Soil Over Heel = O.T.M. = 20,659.5 3.82 Vertical Loads used for Soil Pressure = 13,922.5 lbs Vertical component of active pressure NOT used for soil pressure Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight Key Weight Vert. Component 8,471.7 5.67 48,006.1 1,700.0 5.67 9,633.3 130.0 1,389.6 2,231.2 973.1 Total = 0.00 1.00 130.0 2.42 3,358.2 4.25 9,482.8 8.50 8,271.5 14,895.6 lbs R.M.= 78,881.9 1 1 1 1 Footing Strengths & Dimensions I 3l Title : 4501 Building Dsgnr: A. Derrick Date: 8:40AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Job # 14-049 l_k Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 11'-6" Cantilevered Wall w/o Seismic - w/ LL Surcharge Criteria 1 Retained Height = 11.50 ft Wall height above soil = 0.00 ft Slope Behind WaII = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem 0.0 psf Surcharge Loads Surcharge Over Heel = 160.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Design Summary Total Bearing Load ...resultant ecc. 16,059 lbs 9.46 in Soil Pressure @ Toe = 2,940 psf OK Soil Pressure @ Heel = 838 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,118 psf ACI Factored @ Heel = 1,174 psf Footing Shear @ Toe = 9.2 psi OK Footing Shear @ Heel = 81.6 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning Sliding = 1.76 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 3,643.1 lbs less 100% Passive Force= - 481.3 lbs less 100% Friction Force= - 5,947.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK 4.68 OK Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem I Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Stem Construction 1 _Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe Heel 4,118 1,174 psf 7,775 0 ft-# 917 52,476 ft-# 6,858 52,476 ft-# 9.20 81.61 psi = 93.11 93.11 psi = None Spec'd = #7@10.50 in = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = Cover @ Top = 3.00 in @ Btm.= 3.00 in Fy = 60,000 psi 0.0014 2.00 ft 6.50 8.50 = 21.00 in = 0.00 in 0.00 in 0.00 ft Axial Load Applied to Stem Axial Dead Load = 2,890.0 Ibs Axial Live Load = 40.0 lbs Axial Load Eccentricity = 1.0 in Top Stem ft= Stem OK 0.00 Concrete 10.00 # 7 9.00 Edge lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc Fy 0.807 4,776.6 20,267.2 25,101.0 52.6 107.5 32.37 10.65 120.8 7.56 psi = psi = Normal Weight psi = psi = 4,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: #4@ 3.50 in, #5@ 5.50 in, #6@ 7.75 in, #7@ 10.50 in, #8@ 13.75 in, #9@ 17.2 Key: No key defined 1 54 Title : 4501 Building Dsgnr: A. Derrick Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318. Job # 14-049 Date: 8:40AM, 8 MAY 15 Rev: 580018 User: Kw -0603726, Ver 5.8.0, 1 -Dec -2003 _ (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 11'-6" Cantilevered Wall w/o Seismic - w/ LL Surcharge Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 3,643.1 4.76 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 17,350.9 Total = 3,643.1 O.T.M. = 17,350.9 Resisting/Overturning Ratio 4.68 Vertical Loads used for Soil Pressure = 16,059.2 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 8,471.7 Sloped Soil Over Heel = Surcharge Over Heel = 906.7 5.67 Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = 130.0 1.00 Surcharge Over Toe = Stem Weight(s) = 1,389.6 Earth @ Stem Transitions= Footing Weight = 2,231.2 Key Weight = Vert. Component = 973.1 5.67 48,006.1 5,137.8 2,890.0 2.33 6,743.3 130.0 2.42 3,358.2 4.25 9,482.8 8.50 8,271.5 Total = 16,992.3 lbs R.M.= 81,129.7 1 Footing Strengths & Dimensions I 1 Title : 4501 Building Dsgnr: A. Derrick Date: Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 Job # 14-049 8:40AM, 8 MAY 15 ›3 LR.kev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 retaining walls.ecw:Calculations Description 11'-6" Cantilevered Wall w/ Seismic - w/ LL Surcharge Retained Height = 11.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 130.00 pcf Wind on Stem 0.0 psf Surcharge Loads 1 Surcharge Over Heel = 310.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning _Design Summary 1 Total Bearing Load ...resultant ecc. = 16,909 Ibs 14.58 in Soil Pressure @ Toe = 3,695 psf OK Soil Pressure @ Heel = 283 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 5,176 psf ACI Factored @ Heel = 397 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 4,613.2 ibs less 100% Passive Force= - 481.3 lbs less 100% Friction Force= - 6,244.8 ibs 11.8 psi OK 88.5 psi OK 93.1 psi = 3.25 OK 1.46 (Vertical Added Force Req'd = ....for 1.5:1 Stability = .8 lbs NG Footing Design Results Heel Factored Pressure = 176 397 psf Mu' : Upward = ',602 0 ft-# Mu' : Downward = 917 55,847 ft-# Mu: Design = 8,685 55,847 ft-# Actual 1 -Way Shear = 11.77 88.49 psi Allow 1 -Way Shear 93.11 93.11 psi Toe Reinforcing - None Spec'd Heel Reinforcing = # 7 @ 9.75 in Key Reinforcing = None Spec'd Soil Data 1 Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure = 4,000.0 psf Method = 35.0 psf/ft = 0.0 psf/ft = 200.0 psf/ft 0.0 ft = 0.350 = 6.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom = 435.0 #/ft = 11.50 ft = 10.50 ft Stem Construction Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width = Fy = 60,000 psi 0.0014 2.00 ft 6.50 8.50 Footing Thickness = 21.00 in Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3.00 in @ Btm.= 3.00 in = 0.00 in 0.00 in 0.00 ft Axial Load Applied to Stem Top Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 2,890.0 lbs 40.0 lbs 1.0 in Stem OK ft = 0.00 = Concrete = 10.00 = # 7 6.00 Edge fb/FB + fa/Fa = Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Co Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data 0.914 6,305.6 32,941.5 36,058.5 69.5 107.5 32.37 12.10 120.8 7.56 fm psi = Fs psi = Solid Grouting = Special Inspection Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi = 4,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 3.25 in, #5@ 5.25 in, #6@ 7.25 in, #7@ 9.75 in, #8@ 13.00 in, #9@ 16.25 Key: No key defined 1RATh e i S 1. 'P+ _� 1:_ _ 1. o Skr ©k 144-.�"�" 1 Title : 4501 Building Dsgnr: A. Derrick Date: 8:40AM, 8 MAY 15 Description : New Warehouse Building Scope : Design of Retaining Walls Code Ref: ACI 318 - Job # 14-049 Rev: 580018 User: KW -0603726, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 retaining walls.ecw:Calculations Description 11'-6" Cantilevered Wall w/ Seismic - w/ LL Surcharge 31 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 4,178.2 5.00 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 435.0 12.75 Load @ Stem Above Soil = SeismicLoad = Total Resisting/Overturning Ratio 4,613.2 20,895.9 5,546.3 O.T.M. = 26,442.1 = 3.25 Vertical Loads used for Soil Pressure = 16,909.2 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 8,471.7 Sloped Soil Over Heel = Surcharge Over Heel = 1,756.7 Adjacent Footing Load = Axial Dead Load on Stem = 2,890.0 Soil Over Toe = 130.0 Surcharge Over Toe = Stem Weight(s) = 1,389.6 Earth @ Stem Transitions= Footing Weight = 2,231.2 Key Weight Vert. Component = 973.1 Total = 5.67 48,006.1 5.67 2.33 1.00 9,954.4 6,743.3 130.0 2.42 3,358.2 4.25 9,482.8 8.50 8,271.5 17,842.3 lbs R.M.= 85,946.3 VISSER ENGINEERING • 1 [ ; 7_ 104AU-L...___C-014/, (E.C1.."Kit‘t! CALCULATION SHEET Title: Project. Client. Date: Page: 4153i 5.(Gb ,.Sotge3 35 I I " 1 I I f ! 1 1 ! f , 1 I 1 i I 1 ___ , I a 1 T i I . I I i I 1. .. . _ f....._ .,. TAll'(il•-((,1. tt‘i... I 1.1 ILL EC lb - TY/c) -! 1 , 1 ! _ I.._ i-rtiEl ...+IcA Pir. • , : , i 1 , 1 ! 1 -- --t-----, • • t —" • - .1 - i• .1 !' t 1 , t _ - it __I•_t ,_ ittt 1 , , . .11 , : 1 I • , , - H ! . 114:— ?i14. ORe ,e1,EI., L.7(-- cc- iNalZ.t.t.esF,- 1 - , , 1 ! 1 ; Votr_ ! .4.c.;r1 _ Z.I fel oL-t-A.n.)atis_L•r: . ' , ; 1 , ! . I 11-1 - A.4\14C. Lc , , , • 1 , , 1 . • " , 1 1- - - - -,--, -1 - - -i - - ; - - 1 ; ; ! , 1 ; ; 1 --,-, ,-1 i - -1 . 1 ' f - • ,- . . , I I i I I I 1! ' - , - t • 1 - I I. - 1. I - • • - • i -. i ... i V i ' tA NIA,* "7 ' 2(6. 9 Z. ' i .'r4 Phft OE L i 1 I ! i l 1 I I ! I i ; -!. • IrQk.t 1 ($) (61,14E41 -7,t -i. ii>1 0/;/.117S 1.... \ilk. /.. -CititCb. = 1 _ Z.(0 • 92-VS4 , ! . - i .1- • • - - ! • - i- - •• - !, ; 1 ; - -, ! • I -- I I ! - ! I ;_ _ •I . ; I__ . . . I ! „ i I i I I .17'4. I 1 3 *. f.' i CO 14 I '' . I42'.? ec°S 1 (e4 /Q ) i • . . k . • k ( - 111 r ' i i i 1 i • :. I I I i I 1 i I i 1; VISSER ENGINEERING ! - ; --I OPT 6F- L-? . 4r1 I, i .ti,t LA. !-I -_ PZ 1 I I I VL, 40, CALCULATION SHEET Title: Project: Client. Date: Page: 4501 &.r�(1 (14-- o4.9) lis 540 • 5f SIMPSON Strong -Tie Anchor Designer TM Software Version 2.0.5090.35 Company: Visser Engineering Date: 4/28/2015 Engineer: A. Derrick Page: 1/4 Project: 4501 Building Address: Phone: E-mail: 1.Prolect Information Customer company: Customer contact name: Customer e-mail: Comment: ,2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, he (inch): 24.000 Anchor category: - Anchor ductility: Yes hmin (inch): 25.50 Cmn (inch): 4.50 Smin (inch): 4.50 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: not satisfied Ductility section for shear: not satisfied Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> Project description: Location: Panel to 10" Foundation Wall Fastening description: In -Plane Base Material Concrete: Normal -weight Concrete thickness, h (inch): 72.00 State: Cracked Compressive strength, fc (psi): 4000 4'e,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 4.00 x 0.50 0 Ib 0 ft -Ib 0 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong -Tie <Figure 2> Anchor Designer TM Software Version 2.0.5090.35 Company: Visser Engineering Date: 4/28/2015 Engineer: A. Derrick Page: 2/4 Project: 4501 Building Address: Phone: E-mail: Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong -Tie Anchor Designer TM Software Version 2.0.5090.35 3. Resulting Anchor Forces Anchor Tension load, Nue (Ib) Company: Visser Engineering Date: 4/28/2015 Engineer: A. Derrick Page: 3/4 Project: 4501 Building Address: Phone: E-mail: Shear load x, Vuax (lb) Shear load y, Vuey (lb) Shear load combined, J(Vuex)2+(vuey)2 (Ib) 3�t 1 2 0.0 2692.0 1658.1 0.0 2692.0 -1658.1 3161.7 3161.7 Sum 0.0 5384.0 Maximum concrete compression strain (%e): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'ay (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 8. Steel Strength of Anchor in Shear (Sec. D.6.11 Vee (lb) 0grout Ogrout0Vs& (lb) 11625 1.0 0.65 7556 0.0 6323.4 <Figure 3> 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge In y -direction: Vby = minI7(10/de)"lide lelifecet'•s; 9iiaJPccet'•51 (Eq. D-33 & Eq. D-34) Ie (in) de (in) .to fc (psi) cal (in) Vby (Ib) 6.00 0.75 1.00 4000 4.50 5434 OVwgy = 0 (Avc/Avco)'Yec,vPee, v'Pc,v'P&vVby (Sec. D.4.1 & Eq. 0-31) Ave (in2) Avco (In2) !Pec,V 9xed,v SP Yxb,v Vby (Ib) 09Vwgy (Ib) 91.13 91.13 1.000 1.000 1.000 1.000 5434 0.70 3804 Shear parallel to edge in x -direction: Vby = minI7(Ia/de)g24deileqfcCe1'•5; 9i3eIfcCe11.51 (Eq. D-33 & Eq. D-34) Ie (in) de (in) A. fc (psi) COI (in) Vby (Ib) 6.00 0.75 1.00 4000 4.50 5434 0Vcbgx = 0 (2)(Avc/Avco)'Yac,vfe4,v!c,v'Yb,vVby (Sec. D.4.1 & Eq. D-31) Avc (in2) Avco (in2) yxec,v Yxed,v 'lo,v Y�h.v Vby (Ib)0 0Vcbgx (Ib) 121.50 91.13 1.000 1.000 1.000 1.000 5434 0.70 10143 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.31 QtiVcp = OkcpNcb = Okcp(ANc/ANce)Y'ed,NYc,N'1'w,NNb(Eq. D-40) kep ANc (in2) ANco (in2) 9ee,N Tc,N Tcp,N Nb (Ib) Vcp (Ib) 2.0 382.50 5184.00 0.738 1.000 1.000 202070 0.70 15394 11. Interaction of Tensile and Shear Forces (Sec. D.7) Shear Factored Load, Vue (Ib) Design Strength, 0Va (Ib) Ratio Status Steel 3162 7556 0.42 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong -Tie Anchor Designer TM Software Version 2.0.5090.35 T Concrete breakout y+ 1658 11 Concrete breakout y+ 5384 Pryout 3162 Company: Visser Engineering Date: 4/28/2015 Engineer: A. Derrick Page: 4/4 Project: 4501 Building Address: Phone: E-mail: 3804 10143 15394 0.44 0.53 0.21 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 24.000 inch meets the selected design criteria. Pass (Governs) Pass (Govems) Pass 40 12. Wamings Brittle failure govems for shear. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-11 Section D.3.3.5.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-11 Sections D.3.3.5.3(a), (b) or (c) is satisfied for shear loading, select appropriate checkbox from Inputs tab to disable this message. Alternatively, 00 factor can be entered to satisfy ACI 318-11 Section D.3.3.5.3(c) to increase the earthquake portion of the loads as required. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 41 SIMPSON Strong -Tie Anchor Designer TM Software Version 2.0.5090.34 Company: Visser Engineering Date: 4/28/2015 Engineer: A. Derrick Page: 1/4 Project: 4501 Building Address: Phone: E-mail: 1.Prolect Information Customer company: Customer contact name: Customer e-mail: Comment: g. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, her (inch): 24.000 Anchor category: - Anchor ductility: Yes hnnin (inch): 25.50 C (inch): 4.50 S * (inch): 4.50 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: not satisfied Ductility section for shear: not satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> Project description: Location: Panel to 10" Foundation Wall Fastening description: Out -of -Plane Base Material Concrete: Normal -weight Concrete thickness, h (inch): 72.00 State: Cracked Compressive strength, fc (psi): 4000 4'e,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 4.00 x 0.50 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com k2 SIMPSON Strong Tie Anchor Designer TM Software Version 2.0.5090.34 Company: Visser Engineering Date: 4/28/2015 Engineer: A. Derrick Page: 2/4 Project: 4501 Building Address: Phone: E-mail: <Figure 2> Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 43 SIMPSON Strong -Tie Anchor Designer TM Software Version 2.0.5090.34 Company: Visser Engineering Date: 4/28/2015 Engineer: A. Derrick Page: 3/4 Project: 4501 Building Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, N. (Ib) Shear load x, V. (lb) Shear load y, V. (lb) Shear load combined, J(Vuax)2+(Vuay)2 (Ib) 1 0.0 2 0.0 2465.0 0.0 0.0 2465.0 2465.0 2465.0 Sum 0.0 0.0 4930.0 Maximum concrete compression strain (960): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 0 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 8. Steel Strength of Anchor in Shear (Sec. D.6.11 Vee (Ib) 'gmuf 0 Ogrout0Vea (Ib) 11625 1.0 0.65 7556 <Figure 3> 4930.0 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) Shear perpendicular to edge in y -direction: Vby = min17(le/da)°24da la'fccel''5; 9A,e'fccel'1 (Eq. D-33 & Eq. D-34) 1. (in) de (in) A. fc (psi) co (in) Vby (lb) 6.00 0.75 1.00 4000 4.50 5434 Omgy = (AveAvco)'I'ao,vY'eo,v'Pc,v9'h,VVby V(Sec. D.4.1 & Eq. D-31) Avc (1n2) Avco (inz) Y'ec,V Y'ed,V Yo,V Y'h,v Vby (Ib) �Vcbgy (Ib) 121.50 91.13 1.000 1.000 1.000 1.000 5434 0.70 5071 Shear parallel to edge In y-directlon: Vbx = minI7(4/da)024da ,. lfccoil•5; 9,2 fcce,'•51 (Eq. D-33 & Eq. D-34) I. (in) de (in) A. fc (psi) co (in) Vbx (Ib) 6.00 0.75 1.00 4000 36.00 122949 OV cby =$ (2)(Avc/Avco)Wed,v ,vY'h,vVbx (Sec. D.4.1 & Eq. D-30) Avc (in2) Avco (in2) Y'ed,V Y'c,V Y'h,v Vbx (Ib) �Vwy (Ib) 540.00 5832.00 1.000 1.000 1.000 122949 0.70 15938 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) 9SVcpg = gwkcpNxbg = Okcp(ANc/ANco)Y'ec,NY'odNY'c.NY'cp,NNb (Eq. D-41) kcp ANc (in2) ANco (in2) Y'.0, Y'ed,N 2.0 765.00 5184.00 1.000 0.738 Y'c,N Y'cp,N Nb (Ib) 0 6Vcp9 (lb) 1.000 1.000 202070 0.70 30789 11. Interaction of Tensile and Shear Forces (Sec. D.7) Shear Factored Load, Vue (Ib) Design Strength, oV0 (lb) Ratio Status Steel 2465 7556 0.33 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com eker SIMPSON Strong -Tie Anchor Designer TM Software Version 2.0.5090.34 T Concrete breakout y+ 4930 11 Concrete breakout x- 2465 Pryout 4930 Company: Visser Engineering Date: 4/28/2015 Engineer: A. Derrick Page: 4/4 Project: 4501 Building Address: Phone: E-mail: 5071 15938 30789 0.97 0.15 0.16 314"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 24.000 inch meets the selected design criteria. Pass (Govems) Pass (Governs) Pass 12. Wamings Brittle failure govems for shear. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-11 Section D.3.3.5.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-11 Sections D.3.3.5.3(a), (b) or (c) is satisfied for shear loading, select appropriate checkbox from Inputs tab to disable this message. Altematively, DO factor can be entered to satisfy ACI 318-11 Section D.3.3.5.3(c) to increase the earthquake portion of the loads as required. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com VISSER A ENGINEERING CALCULATION SHEET Title: Project. Client. Date: Page: 45 (/4--osei) 4s • t("x Zo" _ I.?tl ksre. (8) ; i i i _Irl. f __ I I - VISSER FILE COPY r°` _ ! . 1,101 STRUCTURAL CALCULATIONS Project: 4501 Building 4501 South 134th Place Tukwila, WA 98169 Project No.: 14-049 Client: Wayne Jones Lakeridge Development, Inc. PO Box 146 Renton, WA 98057 By: Andy Derrick, P.E., S.E. Mike Visser, P.E., S.E. Date: August 25, 2014 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION REVISIONNO.L Electronicall Signe 08/14/15 b 1 3.. RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER • VISSER ENGINEERI NC CALCULATION SHEET Title: Project: 45) Lbtc4(; ; 1 Client:.1'k;h��w' .C1 Date: Page: ---. TT?` Vis-^ Type Profile (dimensions in inches) Weight Section Properties per ft (m) of width Galt' Painted 1 + S - S psf psf in.4 in.3 in.3 Gage N/m2 N/m2 mm4 mm3 mm3 3/2" 36' 134. 22 1.9 1.8 0.175 0.187 0.198 91.0 86.2 238,978 10,054 10,645 20 18 2.3 2.2 0.216 0.235 0.248 110.1 105.3 294,967 12,634 13,333 2.9 2.8 0.302 0.322 0.335 138.9 134.1 412,408 17,312 18,011 16 3.5 3.4 0.377 0.411 0.417 5W 21 I 8' 1 3' I H H 1/' 24" .11 g 1`�ca' �' 1.3 a wv T II IX W 4/2' 36' 1' 167.6 162.8 514,827 22,097 22,419 22 2.2 2.1 0.737 0.361 0.446 105.3 100.5 1,006,438 19,408 23,978 20 2.6 2.5 0.917 0.466 0.548 124.5 119.7 1,252,244 25,053 29,462 18 16 26 3.5 3.4 1.283 0.664 0.737 167.6 162.8 1,752, 050 35,698 39,623 4.2 4.1 1.655 0.851 0.914 201.1 1.1 52.7 24 1.4 196.3 2,260,049 45,752 49,139 0.073 0.099 0.103 99,688 5,323 5,538 0.098 0.138 0.140 67.0 133,828 7,419 7,527 22 1.7 0.123 0.175 0.174 81.4 167,967 9,409 9,355 0.143 0.207 0.206 20 2.1 100.5 195,279 11,129 11,075 1. Section properties have been computed in accordance with the "Specification for the Design of Cold -Formed Steel Structural Members" published by AISI. The section properties are based on the following steel strengths: Profile Minimum Yield Strength (Ft') Bending Strength (Fb) PLBTM-36 or HSB®-36 PLNT'"-24 or N-24 Deep VERCORTM 38 ksi (262,000 kPa) 38 ksi (262,000 kPa) 80 ksi (551,581 kPa) 22.8 ksi (157,200 kPa) 22.8 ksi (157,200 kPa) 36.0 ksi (248,211 kPa) 2. Section properties and values shown apply to all available widths. 3. Material thickness is subject to AISI tolerances. See ICC ES Report ESR -.1735P for decimal thickness of material. 4. Weights shown are approximations for design purposes. 5. All dimensions are nominal and are subject to manufacturing tolerances. Metric Conversions in. mm in. mm in. mm in. mm In. mm 1 25 13/4 44 2% 67 41/2 114 8 203 15/6 1 Y2 33 38- 17/8 2%2 48 64 3 3 %2 76 _ 89 53/e 137 24 610 6 152 36 914 2 ® VERCO DECKING, INC. Catalog VR2 - Rev. 9/2010 2. 77 a Type PL T"-36 or HS ALLOWABLE UNIFORM LOADS (psf, N/m') 3 -36 11/2" (38 mm) Deep Roof Deck ra Primer Painted or Galvanized SPAN (ft -in., mm) SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 Y. STRESS 178 114 94 79 67 58 51 44 39 35 31 28 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 1,341 , ', 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0 8'-6" 9'-0" 9'-6" 10 -0 10'-6" 11 -0 11'-6" 12'-0 ,:, :. 22 92 69 53 42 34 27 22 19 16 13 11 4,405 3,304 2,538 2,011 1,628 1,293 1,053 910 766 622 527 0240 +++ STRESS 223 143 118 99 85 73 64 56 49 44 40 36 32 30 27 25 W 10,677 6,847 5,650 4,740 4,070 3,495 3,064 2,681 2,346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 20222 113 85 52 41 34 28 L/240 10,629 5,410 4,070 366,160 2,490 1,963 1,628 1,341 12101 910 814 670 575 527 431 383 19 17 14 12 11 9 8Z 1 b STRESS 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 8 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 L/240 ♦+♦ 159 119 92 72 58 47 39 32 27 23 20 17 15 13 11 a7,613 5,698 4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 STRESS 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 16 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 l Li 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 L/240 +++ 9,480 7,134 5,506 4,309 3,447 2,825 2,298 1,915 1,628 1,389 1,197 1,005 910 766 670 a STRESS 188 120 99 84 71 61 54 47 42 37 33 30 221) 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 32 28 1,532 1,341 STRESS 236 151 125 105 89 77 67 59 52 47 42 38 34 31 29 26 LU 20 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,245 CO L/240 +++ +++ +++ +++ +++ +++ +++ +++ ++♦ 47 40 34 29 26 22 20 2,250 1,915 1,628 1,389 1,245 1,053 958 STRESS 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 14,364 9,768 8,044 6,751 5,794 4,980 4,357 3,830 3,352 3,016 2,681 2,442 2,202 2,011 1,867 1,676 Q 18 11240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 56 48 41 36 31 28 2681 2,298 1,963 1,724 1,484 1,341 STRESS 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 16 14,364 12,162 10,055 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2,729 2,490 2,298 2,107 11240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 70 60 51 45 39 34 3,352 2,873 2,442 2,155 1,867 1,628 STRESS 235 150 124 105 89 77 67 59 52 46 42 38 22 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 0240 +++ +++ +++ 100 79 63 51 42 35 30 25 22 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1,053 STRESS 295 188 156 131 112 96 84 74 65 58 52 47 43 39 36 33 J20 _ 14,125 9,001 7,469 6,272 5,363 4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,580 L L/240 4++ +++ +++ 124 97 78 63 52 44 37 31 27 23 20 18 15 O. 5,937 4,644 3,735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 300 255 210 177 151 130 113 99 88 79 71 64 58 53 48 44 STRESS 14,364 12,209 10,055 8,475 7,230 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2,107 ~ 18 173 136 109 89 73 61 51 44 37 32 28 25 22 L/240 +++ +++ ♦++ 8,283 6,512 5,219 4,261 3,495 2,921 2,442 2,107 1,772 1,532 1,341 1,197 1,053 16 STRESS 14,364 14,364 12,545 10,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873 2,633 300 300 262 220 188 162 141 124 110 98 88 79 72 65 60 55 11240 ♦++ +++ +++ 216 170 136 111 91 76 64 54 47 40 35 31 27 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2,250 1,915 1,676 1,484 1,293 Catalog VR2 VERCO DECKING, INC. a 27 CALCULATION SHEET:;, Tide Project: Client: Date: Page: 401 •c )1 ;h.(':. ,iCttlC:� '..v 49) s STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K -SERIES Based on a Maximum Allowable Tensile Stress of 30 ksi Joist Designation 24K4 241(5 241(6 241(7 24K8 24K9 241(10 241(12 261(5 26K6 261(7 261(8 261(9 26K10 261(12 Depth (In.)_ 24 24 24 24 24 24 24 24 26 26 26 26 26 26 26 Approx. Wt. (lbs./ft.) 8.4 9.3 9.7 10.1 11.5 12.0 13.1 16.0 9.8 10.6 10.9 12.1 12.2 _ 13.8 16.6 Span (8.) 4 24 520 550 550 550 550 550 550 550 516 544 544 544 544 544 544 544 25 479 540 550 550 550 550 550 550 456 511 520 520 520 520 520 520 26 442 499 543 550 550 550 550 550 542 550 550 550 550 550 550 405 453 493 499 499 499 499 499 535 541 541 541 541 541 541 27 410 462 503 550 550 550 550 550 502 547 550 550 550 550 550 361 404 439 479 479 479 479 479 477 519 522 522 522 522 522 28 381 429 467 521 550 550 550 550 466 508 550 550 550 550 550 323 362 393 436 456 456 456 456 427 464 501 501 501 501 501 29 354 400 435 485 536 550 550 550 434 473 527 550 550 550 550 290 325 354 392 429 436 436 436 384 417 463 479 479 479 479 30 331 373 406 453 500 544 550 550 405 441 492 544 550 550 550 262 293 319 353 387 419 422 422 346 377 417 457 459 459 459 31 310 349 380 424 468 510 550 550 379 413 460 509 550 550 550 237 266 289 320 350 379 410 410 314 341 378 413 444 444 444 32 290 327 357 397 439 478 549 549 356 387 432 477 519 549 549 215 241 262 290 318 344 393 393 285 309 343 375 407 431 431 33 273 308 335 373 413 449 532 532 334 364 406 448 488 532 532 196 220 239 265 289 313 368 368 259 282 312 342 370 404 404 34 257 290 315 351 388 423 502 516 315 343 382 422 459 516 516 179 201 218 242 264 286 337 344 237 257 285 312 338 378 378 35 242 273 297 331 366 399 473 501 297 323 360 398 433 501 501 164 184 200 221 242 262 308 324 217 236 261 286 310 356 358 36 '.,,;229;:,;: 258 281 313 346 377 447 487 280 305 340 376 409 486 487 .:150..=:" 169 183 203 222 241 283 306 199 216 240 263 284 334 334 37 :_-2 244 266 296 327 356 423 474 265 289 322 356 387 460 474 :.;.138'::. 155 169 187 205 222 260 290 183 199 221 242 262 308 315 38 205', 231' '128: 252 281 310 338 401 461., 251 ' 274 305 337 367 436 461 143 :. 156 172 189 204 240 275 169 -: 184 204 223 241 284 299 39 195 ., : 219 ',' . 239' 266 294 320 380 449 238. "` . •260 • 289 320 348 413 449 118 >,•i 132 -• .144- 159 174 189 222 261 156... • 170: 188 206 223 262 283 40 ' 185: - 208 : 227 253 280 304 361 438 227'' '247` 275 304 331 393 438 109.' - 122-- 'r133''' 148 161 175 206 247 145:- 157-::.: 174 191 207 243 269 41 176.• 198. ..-.216 241 266 290 344 427 215:'.; 235'"-' 262 289 315 374 427 101 ^ 114 • .'. 124 . 137 150 162 191 235 134' •:-146 162 177 192 225 256 42 168 "- 189 •:' i '.206 :,. 229 253 276 327 417 205:'•' .224 ' 249 275 300 356 417 94 106 ' x'..115 _ 127 139 151 177 224 '125'' 136-,.. 150 164 178 210 244 43 160180 196 ''107 ;219;' 242 263 312 406 198 ".213. 238 263 286 339 407 88 : • 98'<, '118 130 140 165 213 116:. 128- ;: 140,z- 153 166 195 232 44 153' : 172 ; ` 187-. -.- '209: ; '231., 251 , 298 387 187 .' 204 : 227 251-,', 273 `' 324 398 82' 92 100. .:77.10: 121"- 131 154 199 108 ' <118' - 131 143 '155 182 222 45 .146x' • 164- s .179` 199: • 220• 240 . 285 370 179" 194 217 240 .261 .• 310 389 • 76 86 • 93 • .103 ` 113 122. 144 185 101' . 110 122 133 -145 170 212 46 139t'. 157. - 71. 80•+:..'87 171: .;191. '97 211 ' 106' `' •,230' 114 = 272 135 354 174 • 171 •.: 95'': 186 103 207 •114 229 125 250,, 135 296 159 380 203 47 • 133. ` 150 ' . ' 164 ; 183 202 ' 220 ' '' 261 339 ` 164 ' ` 178- . • 199'.• ' 219 ' 239 284 369 67 • • -75 '° ; 82 90 `. 99 107 126 163 89 • 96 - - 107 -• 117. 127 149 192 48 128 ' 144 ' • 157 175 194 211 250 325 • 157 171 190 210,. ' 229 272 353 63 70' 77 • 85 93 101 118 153 83 ' 90 100 110,. ' 119.-. 140 180 49: 164 202. `. 220 261 `; ' 339 78150 85 94183. 103 112• 131 169 50 144..!';' ` 157 175 ., . 194 ' 211 .:''250 • '•. 325 73 80 89 97 •. 105 •124 •- 159 51 \;139•-' ;'151 168 • 186 203 _ ;.'241.': 313 ; •69 ,.., .. 75 _. ....83 '_. '91 - ..:99 ; :116 `` 150 52 . .133• :. ' 145, •' '' 162 .' :179:'. ::;195:: y '231.::': 301 65 -- 71 - • 79 86 ' ..93 . • '' 110 ' 142 12 rs� ie• Ma■ • DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS U. S. CUSTOMARY Based on an allowable tensile stress of 30ksi Gird Span. :joist.: paces. Girder Depth Joist Girder Weight — Pounds Per Linear. Foot Load on Each Panel Point 0t0 ' (fti' . (1tnn) 4K 5K 6K 7K 8K 9K 10 11 12 1 14 1 18 18 20 25 30 35 • 40K 50 60 OK 80 100K '28 18 18 18 18 19 20 22 23 25 28 31 34 40 48 57 65 73 91 109 124 150 173 3N@ . ,32 • 18 18 18 19 19 19 20 22 23 26 28 32 35 42 49 58 66 87 91 112 126 156 11:33 ..36'..18 19 19 19 19 19 20 20 22 26 27 29 31 39 45 51 60 73 89 99 115 136 40 19 19 19 19 19 19 20 20 21 25 27 28 32 37 44 46 54' 70 79 92 110 132 , 28:';16 16 18 20 23 26 27 29 32 36 40 47 54 62 78 91 100 130 152 1/4 199 243 4N(d`:` ,32 16 16 17 19 20 24 24 27 30 32 37 42 47 56 71 79 92 108 7' 155 177 223 650;' 36 , 16 17 18 18 19 21 23 26 27 29 33 38 41 50 61 69 76 104 113 146 149 200 . 40'' 16 18 18 18 19 20 21 23 26 28 33 35 39 45 54 62 74 87 106 115 148 182 34;' , , 28 :, ' 16 17 21 23 26 29 32 35 38 45 47 54 62 77 99 106 120 153 185 212 248 5N@. '32'- 16 17 18 21 24 27 30 32 34 39 46 48 55 70 79 101 107 156 197 214 267 6.80 36••; 16 16 17 20 21 25 28 28 33 36 39 47 50 64 73 85 104 • 170 198 241 , •40 - 17 17 18 19 21 23 26 29 29 35 38 40 48 58 66 80 96 137 151 181 227 28. 17 20 24 28 30 33 36 41 44 54 58 65 73 100 106 130 142 220 248 307 6N@' "32'`;17 19 21 25 28 31 34 37 40 48 52 59 67 83 102 110 123 • 193 224 252 5.67''36'.• 17 18 20 22 26 28 31 32 36 41 50 53 60 74 86 105 113 : 177 199 228 298 '„40.[.:: 17 18 19 22 24 27 29 30 33 39 42 51 54 67 83 97 108 153 187 216 269 • 28 '' 19 23 •+ r • s lit.1 Ib 255 7N@' 32 18 20 26 27 31 35 38 42 47 56 64 71 79 102 111 134 155 223 268 ' '4.86 ` :36', , 17 20 22 27 29 32 36 38 42 50 57 65 69 86 105 118 136 203 241 285 :'40,• 17 20 23 25 28 30 33 36 39 45 53 59 63 79 99 109 122 196 25 258 332 28 <i25 28 34 39 43 51 58 63 67 78 92 01 09 142 (64 194 220 9N@•,: •32 21 26 30 35 40 44 49 56 60 70 80 95 03 124 148 175 198 • 325 3.78: • ,36 20 25 28 32 36 41 45 50 53 62 72 81 88 113 127 150 178 275 8 '140 . 19 23 28 30 34 38 43 46 51 59 68 76 84 107 116 142 159 s. 250 99 ;28 ..:18 18 18 18 19 21 23 25 27 30 33 40 41 48 60 69 81 109 130 51 186 3N@, :.'32 .::: 18 18 18 18 18 19 21 23 25 27 30 33 36 44 54 61 71 104 112 132 164 •1200 •36`» 18 18 19 19 19 19 20 21 22 26 28 31 34 43 48 55 63 . 93 107 115 156 • 't :',40-;;-, 19 19 19 19 19 19 19 20 22 26 26 29 32 40 44 51 57 • • 89 97 110 131 • '.:28 .16 16 19 21 23 27 29 31 34 39 45 50 54 69 81 99 104 181 18i 211 263 21.- 16 16 17 20 23 24 26 28 31 35 40 46 48 62 70 83 101 ' 143 165 188 230 ;9:00';` 36.;': 17 17 17 18 21 24 25 27 28 33 37 40 46 57 65 73 85 • 125 150 172 212 540 16 18 18 18 19 21 23 23 26 28 32 38 40 50 58 66 76 •• 111 126 149 183 N,,,, ',28 -,,16 18 21 25 26 31 34 36 40 45 54 61 68 81 100 114 13U 1 • . 196 31 262 @' ',32 16 17 20 22 24 27 30 34 35 41 46 54 59 70 91 101 112 143 177 199 233 300 '7c20'iv -36' 16 16 18 21 23 26 28 30 33 37 42 47 55 63 79 93 104 133 156 186 200 258 °s`- ' 40 ` 17 17 17 20 21 24 26 28 31 36 39 43 49 57 73 81 95 111 137 162 188 230 36 : :2818 20 25 27 33 36 39 42 47 57 62 69 77 99 113 140 189 91 23b 182 6NC�,; 32''•:-: 17 20 23 25 28 31 35 39 42 48 55 62 70 83 102 121 142 167 199 241 285 ` 6:00: "._ 16 18 21 24 26 29 32 36 37 44 52 56 63 80 102 106 123 147 193 214 252 317 40'i., 17 18 20 22 26 27 30 33 35 41 46 53 58 71 86 105 111 148 177 200 228 296 • ;*, 28, 19 24 28 33 37 40 47 50 54 62 77 82 99 113 140 . 188 128 291 7N@ 32,_!' ` 18 21 26 28 32 37 40 43 49 56 64 71 80 102 116 143 166 196 246 297 514, :36.Y 18 20 25 28 31 33 36 41 44 53 57 65 73 94 109 125 147 183 213 256 306 -40:.17 20 24 26 29 31 34 37 41 49 55 62 66 82 106 113 127 167 200 231 274 '28 :• 24 31 36 41 46 54 57 65 69 8 • • I % 113 141 173 205 2db 293 ON@ '..,32`".23 27 31 37 40 48 52 59 63 73 02 03 133 157 185 215 268 4.00 :'38 ' 21 26 29 33 37 41 50 52 56 65 85 95 113 146 160 187 236 298 -, 40..._ 20 24 27 30 35 39 43 46 51 62 .: 76 87 107 121 151 178 207 270 307 3N� 36 23 23 26 I 61 67 85 97 112 126 156 12.67. 40 23 23 26 55 63 73 89 99 115 145 44 := 24 24 26 50 58 70 88 96 110 131 32.'. 18 21 32 91 1011 10 152 tib t9 .., 4N@'i X36_ • • 17 19 29 79 93 08 34!155 177 223 9.50 :: '40: , 18 18it 28 72 80 04 13 146 149 199 44:" : : 18 18 27 : 66 74 88 06 121 148 182 32;;:' • 20 23 37 105 115i 52 207 las 5N@' 36 18 22 34 93 107 134 58 184 213 274 7.60 '40 . 17 20 33 93 104 118 47 171 197 239 ,44:.i 18 20 30 e• 81 96 111 37 161 188 221 1 -., • : •• �. ' 6N@.:36:, 17 19 21 26 28 32 34 37 40 48 52 59 64 83 102 110 123 192 222 260 6.33' :40,' 17 18 20 23 26 29 32 33 36 42 50 56 61 73 86 105 113 148 176 199 228 298 44:'17 18 20 22 26 28 30 33 34 39 46 51 58 70 82 97 108 127 163 189 210 272 32 ;' 20 26 30 35 39 43 49 55 59 67 79 92 01 121 143 • 191 r,39 309 8N@ .36 .20 24 28 32 36 41 44 50 53 61 69 81 86 106 125 147 175 24 258 325 4.75 '• .40 ; ` 20 25 28 31 34 37 43 48 51 58 66 74 82 106 115 139 168 02 240 292 333 • 44 • 19 23 27 29 32 36 39 43 49 54 60 72 76 98 111 123 153 184 222 272 309 •'., 27 32 38 45 48 55 62 70 78 91 02 07 21 1 191 212 L'° 10N®..;36 ,32 •`25 30 35 39 47 49 56 64 71 79 93 03 08 145 173 196 214 +82 3.802; ',40 ; 23 28 33 37 42 48 50 57 64 76 81 95 06 120 . 1 176 2030,64 314 44..,.22 26 31 35 38 44 49 53 58 67 76 83 97 113 139 168 192 0,39 288 Bearing Depth.;;,: Y,,'. 71/2 in. 101n. Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths. Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availablity. NUCOR VULCRAFT - GROUP 83 CALCULATION SHEET Y Table 4-6 (cont.). F - 46 ks1 r , '40 Fra'46ks5 Table 4-€ QrJyO.85Fc,Ag Rectangular (an Design Strer Compressiol L_J 11 Rectangular Square) HSS 9 (and4 ? $aR/=0.85Fcry Design Strength in Axial X Compression, Qi�PR, kips Shape HSS7x4x HSS6x6x 'Shape HSS6x5x 1/2 3/e 5/1e 6/4 3/16t 1/8t 5/8 1/2 3/8 5/16 1/4 3/16tt 1/11: -. t'"v :!r;� 0 3/8 8/16 1/4 3/16' 8deslgn, in. 0.465 0.349 0.291 0.233 0.174 0.116 0.581 0.465 0.349 0.291 0.233 0.174 0.116 . ti,: • .'ta,yyn, in. 3tW11fl 0.349 24.9 0.291 21.2 0.233 17.3 0-174 13.2 WI/ff 31.7 24.9 21.2 17.3 13.2 9.00 42.1 35.1 27.4 23.3 19.0 14.5 9.85" 3 m 01 a c 43, 0 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 344 297 281 264 246 228 209 190 171 153 136 119 106 94.3 84.6 76.4 693 63.1 57.8 53.1 48.9 269 234 222 210 196 182 168 154 140 126 112 99 4 88.1 78.5 70,5 63 6 57.7 52.6 481 44.2 40.7 229 200 190 180 169 157 146 134 122 110 98 7 87.8 77.7 69 3 62 2 562 y 50.9 46.4 42.5 39.0 35 9 187 164 156 148 139 130 121 111 101 92.1 62.9 74.2 65 8 58.7 52.7 47.5 431 39.3 35.9 33.0 30 a 139 125 119 113 107 99.9 92.8 85.6 78.4 71.3 64.4 57.7 51.3 45 7 41.1 37 1 33.6 306 28.0 25.7 23 7 80.9 74.3 71.9 69.3 66.4 63.2 59.8 56.1 52.3 48.4 44.3 402 36.0 32.1 28 8 26.0 23.6 215 19.7 18 1 16.7 457 425 414 401 387 372 357 340 323 306 288 270 252 235 218 201 185 169 154 142 131 381 355 346 336 325 313 301 288 274 260 246 231 217 203 189 175 161 148 136 125 115 296 277 271 263 255 246 237 227 216 206 195 184 173 162 151 141 130 120 110 101 93.4 251 236 230 224 217 210 202 194 185 176 167 158 149 140 131 122 113 104 96 1 88.3 81.3 205 192 188 183 178 172 165 159 152 145 138 130 123 116 108 101 93.9 87.0 80.4 73.8 68.0 156 146 143 139 135 131 126 121 116 111 106 100 94.5 89 0 83.5 78 1 72.7 67.5 62.5 57.5 53.0 89.4 .^ 86.0' r' 84.1 fir^ 834:-'1;. 818 60.0;> 78.1 76.0 � 73.7: �: 71.3-:'>'�''.. 66.7 659 63.1 600 .F-' 56.9 53.6 °'. 500 ' 46.5 :- 430 397 38.6 -'1 .i? '..'' ;'_s`'+• -,,, ; ,' s' �-: y,?r.:.P ��s `-r 11� "'�'' '���. ; k; ^;`� ` tt 1 r •' y - ;. - ::;. =;.6 ; s,. `" i -. .; ks.y.:. :, ' °•. " { . _-. � '.-' �o• p r$ { r k r i.!!{ .. -'c'" •;� '. `.. 1.- �` , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 22 23 24 25 26 27 28 29 30 269 268 266 263 258 252 245 237 227 217 207 196 184 173 161 149 137 126 115 104 93.9 85.2 77,6 71.0 65.2 60.1 55.6 51.5 47 9 44.7 41 8 229 228 226 224 220 215 209 202 194 186 177 168 158 149 139 129 119 110 100 912 82 4 74.7 68.1 62.3 57.2 52.7 48.8 45.2 42.0 39.2 366 187 186 185 182 179 175 171 165 159 153 146 138 131 123 115 107 99.1 91.3 63 8 76.4 69.3 62.8 57.2 ' 52,4 48 1 44.3 41.0 38.0 35.3 32.9 30.8 142 142 141 139 137 134 130 126 122 117 112 106 100 94.6 68.7 82 B 76.8 71.0 65.3 59.7 54.3 49.3 44.9 41.1 37.7 34.8 321 29.8 27.7 25.8 24.1 m �21 26 37 6 33.2 28.1 21.9 15.4 121 106 86.4 75.2 62.9 49.0 33 8 27 26.1 20.3 14 3 112 98.4 80.1 69.7 58 3 45.4 31.3 28 13.3 104 91.5 74 5 64.8 54.2 42.2 291 29 30 32 34 36 97.1 90.7 79.7 70 6 53.0 85 3 797 701 62.1 55 4 b9.4 64.9 57.0 50.5 45.0 60.4 56.5 49.6 44 0 39.2 50 5 47.2 41.5 36 8 32.8 39.4 36.8 323 28 7 25.6 272 25.4 ' 223 19.8 176 38 40.4 35.2 29.4 22.9 15.9 ' Properties _ � +-.'- Propen Ag. In.2 ix, Fn.4 ty,In4 Tx/Ty Ty, in. 8 81 50.7 207 1.57 1.53 6 88 41.8 173 1.56 1.58 5 85 36.5 152 1.55 1 61 4 77 30.5 12.8 1.54 1.64 3.63 23.8 100 1.54 1.66 2.46 16 6 7.03 1.53 1.69 11.7 55.2 55.2 1.00 2.17 9.74 48.3 48.3 1.00 2.23 7.58 39.5 395 100 2.28 6 43 34.3 343 100 2.31 5.24 28 6 286 1.00 2.34 3.982 22 3 22.3 1.00 2.3 70 15.5 155 100 9,,Ty, '•i' , ' . •-}., ` ' In. 2 Ag, tr '1 a , fn. .: Ty,in.° :. r8/ry ln. 6.88 33 9 25.5 116 1.92 5.85 29.6 222 115 1.95 4.77 24.7 187 1.15 1.98 3.63 19.3 14.6 1,15 2.01 ' i ' 1 1 1 +Section is a slender -element cross-section. It Section is a non -compact cross-section. Note: Heavy line indicates Ki/r equal to or greater than 200. _. d ,Lection BCCtion is a slender -element cross-section, Is a non•compact cross-section. e: Heavy line mdcalx K7;, Anitni ,,, ,,.,..e„e. n...-. onn AMERICAN INSTITUTE OF STEEL CONSTRUCTION ' AMERICAN INSTITUTE OF DESIGN OF COMPRESSION MEMS 4-6 (cont). 0>Square) HSS h in Axial ,Pn, kips HSS8x4x Fy=46kid /161 6/8 1/2 3/8 5/16 1/4tt 3/1st x.174 0.581 0.465 0.349 0.291 0.233 0.174 17.1 42.1 35.1 71 457 381 63 61 58 54 50 16 12 37 32 37 31 5 19 12 6.3 0.1 4.1 8 2. 70 1.9 7.4 3.4 3.8 35 3.9 i.2 '.3 3.0 .2 393 371 349 324 299 274 248 223 199 176 154 137 122 109 98.8 89 6 81.7 7 6 63.2 lent es 7 7 2 5 11.7 82.0 26.6 1.75 1.51 330 313 295 276 256 235 215 194 175 156 137 122 108 97.3 87.8 796 72.6 664 61.0 56 2 52.0 27.4 23.3 19.0 14.5 296 259 247 233 219 204 189 173 158 142 128 114 101 89 9 80.6 72.8 66.0 60.1 55.0 50.5 46.6 43.1 974 71.8 23 6 1.74 1.56 7.58 58.7 19.6 1.73 1.61 251 220 210 199 187 175 162 149 136 123 111 98.9 87.6 78.1 70.1 63.3 57 4 52.3 479 43.9 40.5 37.4 34.7 205 181 172 164 154 144 134 124 113 103 92.9 83.3 74.0 66.0 59.3 535 48.5 44.2 40.4 37.1 34.2 31.6 293 6.43 510 17.2 1.73 1 63 5.24 42.5 14.4 1.72 1.66 131 127 122 118 110 103 95.5 87.7 80 1 72.6 65.3 58.3 52.0 46.7 42.1 382 34.8 31.8 29.2 26.9 24.9 231 21.5 398 33.1 11.3 1.70 1.69 s 9.9s • 75.1 699' 66•B• • 635. 60A $641 46S;v 36. 32.4 292' 26.5 24: 22:1 203, 18 7•'. 17: 16.0; 14.9, 2.70 s. 22.8.'_. ed a COMPRESSION -MEMBER SELECTION TABLES 4-57 46 ksi .--.._.,. Fly �085F�.ao Rectangular (and Square) HSS Design Strength in Axial Compression, c�cP,,, kips x LJX HSS7x7x HSS7x5x 9/9 1/2 3/8 6/1e 1/4 3/161 6/8 1/1 3/9 6/16 1/4 3/161 1/et 0.581 0.465 0.349 0.291 0.233 0.174 0.581 0.465 0.349 0.291 0.233 0.174 0.116 50.6 41.9 32.5 27.5 22.4 17.1 42.1 35.1 27.4 23.9 19.0 14-5 9.85 E%ective length' KL (1t) with respect to least radlua of gyration r y 547 454 351 297 241 177 457 381 296 251 205 153 88 8 519 431 334 283 230 171 414 346 271 230 188 142 84.4 510 423 328 278 227 169 399 334 262 223 182 139 82.7 499 415 322 273 222 167 382 321 253 215 176 134 81.0 487 405 315 267 217 164 365 307 242 206 169 129 78.7 473 394 307 260 212 161 346 292 231 197 162 124 76.2 459 383 298 253 207 157 326 276 219 167 154 118 73 5 444 371 289 246 201 152 306 260 207 177 146 112 70.6 428 358 280 238 194 148 285 243 194 166 137 105 67.5 412 345 270 230 188 143 264 226 182 156 129 99.1 64.2 395 331 260 221 181 137 244 210 169 145 120 92.6 60.8 377 317 249 212 174 132 223 193 156 134 112 86.3 57.3 359 303 238 203 167 127 204 177 144 124 103 79 9 53.8 342 286 227 194 159 121 185 161 132 114 94.9 73.7 50.1 324 274 216 185 152 116 166 146 120 104 87.0 67.7 46.4 306 259 205 176 145 110 150 132 109 94.3 79.2 61.9 42.7 288 245 194 167 137 105 136 119 98 8 85.6 71 8 562 38.9 271 230 18.3 157 130 99.1 124 109 90.1 78.0 65.5 51.2 35.4 254 216 173 148 123 93.6 113 99.5 82.4 71.3 59 9 46 8 32.4 237 202 162 140 115 88 2 104 91.4 75.7 65.5 55.0 43.0 29.6 220 189 152 131 108 83.0 96.0 84.2 69.7 60.4 50 7 39.7 27.4 204 176 142 122 101 77 8 88.7 77.9 64.5 55 8 46.9 36 7 25.4 189 163 132 114 94.8 72.7 82.3 722 59 8 51.8 43.5 34 0 23.5 176 152 123 106 88.2 67.7 76.5 67.2 55.6 48.1 40.4 31.6 21.9 164 141 114 98 9 82.2 63.1 71.3 62.6 51.8 44 9 37 7 29.5 20.4 153 132 107 92.4 76.8 59 0 66.6 58.5 48.4 41.9 35.2 27.5 19.0 135 116 93.9 81 3 67 5 51.8 42.6 36.8 30 9 24.2 16.7 119 103 832 72.0 59.8 45.9 21.4 14.8 107 91 7 74.2 64 2 53 3 41 D 95.6 82.3 66.6 57.6 47.9 36 B 86.3 74 3 60.1 52.0 43.2 33 2 Properties ,_..4 in 2 14.0 11.6 8 97 7.59 6 17 4.67 11.7 9.74 7.58 6.43 524 3 98 2.70 Ix, in!' 93 4 80 5 65 0 56.1 46.5 36 0 69 4 60.6 49.5 43 0 35 9 27.9 19.3 .:17.16.4 93.4 80 5 65 0 56.1 46 5 36.0 40 6 35.6 29.3 25.5 21.3 16.6 11.6 Wry 1.00 1.00 1.00 100 1.00 1 00 , 1.31 1.31 1.30 1.30 130 1.29 ' 1.29 '.-.!y. tit 2.58 2.63 2 69 2.72 2.75 2.77 1 86 1 91 1.97 1.99 2 02 2.05 2.07 VISSER • • ENGINEERING Gravity Loads: r ligE D E A D L O A D L 1 V E L 0 A D Roof Load: Item: Unit Weight: psf psf psf psf psf psf psf 0.0 psf Floor Load: Item: Unit Weight: 1-1/2" LW Topping Slab: 1-1/8" Plywood: Framing: Misc.: Walls: 15.0 psf 3.5 psf 3.5 psf 3.0 psf 0.0 psf psf psf 25.0 psf Roof Load: Floor Load: Item: Unit Weight: Office: 50.0 psf 0.0 psf 0.0 psf 0.0 psf 0.0 psf 0.0 psf 50.0 psf Project: 4501 Building (14-049) Client: Jones Date: 7/16/14 Page: 1 Seismic Roof Load: Item: Unit Weight: psf psf psf psf psf psf psf 0.0 psf Seismic Floor Load: Item: 1-1/2" LW lopping Slab: 1-1/8" Plywood: Framing: Misc.: Walls: Unit Weight: 15.0 psf 3.5 psf 3.5 psf 3.0 psf 4.0 psf psf psf 29.0 psf ViSSER ENOINL[R1NG Calculation Sheet Title: Project: 4501 Building (14-049) Chem: Jones Date: 7/16/14 Page: Seismic Loads {Ref. 2006 IBC and ASCE 7.05) Site Information Site Locarion: \1..\ Maximum Considered Earthquake, 55, Damped, at short periods, Ss: 1.-R0 Fa: 1.00 Sms: 1.20 Maximum Considered Eanhquakc, 5% Damped. at period of 1 second, 51: 0.50) Ey: 1.50 Sml: 0.63 Site Class: Importance Factor, I.: 1 Building information Sds 0.80 g Sdl: 0.42 g Seismic Design Car.: D Seismic Force ResistingS)x cm: Category Classification R Cd Design Catcgon, b' Hciehi Limit x Building Classification: Light --framed walls with plywood sheathing Cs = 0.123 hn: 14 leer Approximate Fundamental Period, Ta: 0.1448 seconds k: 1 Level Bearing Walls Light -framed walls with plywood sheathing !iglu -framed walls with steel sheets Light -framed walls with wallboard 6.5 6 2 3 3 2.5 4 4 2 65 65 35 0.02 0.02 0.02 0.75 0.75 0.75 Roof 1 psf 1 sf 0.001 kips Light -framed walls with flat strap bracing 4 2 3.5 65 0.02 0.75 1 sf 0.001 kips Special reinforced concrete shear walls 5 2.5 5 100 0.02 0.75 2t40,\ sf 50 kips Special rcinforccd masonry shear walls 5 2.5 3.5 160 0.02 0.75 1 sl Building Frame Special steel concentrically braced fmtncs 6 2 5 160 0.02 0.75 Special reinforced concrete shear walls 6 2.5 5 160 0.02 0.75 Special rcinforccd nrasuruy shear walls 5.5 2.5 4 160 0.02 0.75 Moment Resisting Frames Special steel moment frames 8 3 5.5 No Limit 0.028 0.8 ',immediate steel moment frames 4.5 3 4 35 0.028 0.8 Building Classification: Light --framed walls with plywood sheathing Cs = 0.123 hn: 14 leer Approximate Fundamental Period, Ta: 0.1448 seconds k: 1 Level Unit Weight Tributary Arca NX Story Hcigbr. hx Wh ^ k Csx Fx Vx Roof 1 psf 1 sf 0.001 kips i 4.0 feet 0.014 2E-05 1E-04 kps 1E-04 kips 3rd Floor 1 psi 1 sf 0.001 kips 14.0 feet 0.014 2E-05 15-04 kips 2E-04 kips 2nd Floor \ psf 2t40,\ sf 50 kips 14,, feel 700 1 6.154 kips 6.154 ldps 1st Floor 0 psf 1 sl 0 kips 0.0 feet 0 0 0 kips 6.154 kips W.- 50 lops 700.03 V: 6.154 laps Redundancy rho = 1.3 (1.0 or 1.3 per ASCE 7-10 Section 12.3.4.2) ASD Design Combination Stunma.Y -113C Section 1605.3.1 Level Fx Vx Fpx (Diaphragm) Roof Floor Floor Floor 0.00 kips 0.00 laps 5.60 kips 0.00 lops 0.00 kips 0.00 kips 5.60 kips 5.60 kips 0.00 kips 0.00 laps 5.60 bps 0.00 kips • • w1FORTE 0 MEMBER REPORT Level, Mezzanine Joist 1 piece(s) 18" TN® 560 @ 16" OC Overall Length: 25 50 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design" Results' f , Athiato.uscotieiv, - .--,-‘Alo . emit.: :, .: LDF idodi,COinblitation (Patten Member Reaction (lbs) 1260 @ 0 48 1725 (3.50") Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 1225 @ 0 58 3030 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 7606 @ 12 8 8 14550 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.341 @ 12 8 8 0.822 Passed (1.1869) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.511 @ 1288 1.233 Passed (1/579) -- 1.0 D + 1.0 L (All Spans) T) -Pro"" Rating 51 50 Passed -- __ • Deflection criteria: LL (1/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 7 0 4 o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 1 1/8" Panel (48" Span Rating) that Is glued and nailed down. • Additional considerations for the TJ -Pro'" Rating Include: None ,,.. • .._ - --'- --1: gri-,r119 -- iiitigiOris(itis). ' :,':. ••',!1%-:•1-:.i.:;•:,:_7`2.-- _'.;?r, _ i 1 - Stud wall - HF 5 50" 4.25" 1.75" 424 847 1271 1 1/4" Rim Board 2 - Stud wall- HF 5.50" 4.25" 1.75" 424 847 1271 " 1 1/4Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads. Location, Dead (0.46),i'; Maori* '1 Commb- - Uniform (PSF) 000 to 2550 16" 25.0 50.0 Office .1#/eyeitiaeusei: 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. I (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 drcunwent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to I assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. I The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator • . Forte Software Operator Job Notes Andy Derrick Visser Engineering Company (253) 535-08to and yd@v;sse!engineering.com PASSED System : Floor Member Type : 30ist Building Use : Residential Building Code: IBC Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 7/16/2014 2:49:48 PM Forte v4.1, Design Engine: V5.7.0.245 Page 1 of 1 VISSER • • ENGINEERING Simple Beam Design Beam Number: H1 Beam Length: 3.00 L 0 A D 1 N G D E S I G N feet Project: 4501 Building (14-049) Client: Jones Date: 7/16/14 Page: 13 Dead Load: Unit Weight Beg. trio width End trib width Roof: Floor. Int. wall: Ext. wall: 0.0 25.0 60 80 psf psf plf plf 0 feet I2.5 feet Wall beginning 0 feet 125 feet Wall ending 0 feet 0 feet 0 feet 0 feet Beam Reactions: DLL = 0.021 DSL = 0 DSL +LI. = 0.021 Beam # 0 Beam # 0 Beam # 0 Location Reaction Beam # Beam # Beam # 0 0 0 0 feet 0 feet 0 feet 0 pounds 0 pounds 0 pounds Live Load: Unit Weight Beg. crib width End Crib width Floor: 50.0 psf 12.5 feet 12.5 feet Beam Reactions: 405 psi 1,098 psi 150 psi 1,300,000 psi Location Reaction DLL = 0.021 DSL = 0 DSL +LI. = 0.021 Beam # 0 Beam # 0 Beam # 0 0 feet 0 feet 0 feet 0 pounds 0 pounds 0 pounds Snow Load: unit weight Beg. trib width End trib width Roof: 0.0 psf O feet 0 feet Beam Reactions: Location Reaction Beam # 0 Beam # 0 Beam # 0 O feet 0 feet 0 feet O pounds 0 pounds O pounds Reactions Dead Load Live Load Sno Load Total Required Bearing Length Beginning End 469 pounds 469 pounds 937.5 pounds 937.5 pounds 0 pounds 0 pounds :1406 '1406 ::1:16. in. in. Haneer: None Member Forces Dead+ Live Dead+I..ive+Snow Maximum Bending Moment: Maximum Shear:* 1055 ft. -lbs. 977 lbs. 1054.69 1t. -lbs. 977 lbs. *Taken distanced' from support, subject to NDS 3.4.3 Allowable Stresses Deflection (in.) Cd = 1 Cd = 1.15 Modifiers DDI. = 0.01 Bcar'g, perp to grain Bending, Fb Shear, Fv Elasticity, E 405 psi 1,098 psi 150 psi 1,300,000 psi 1,263 psi 173 psi 1,300,000 psi Cr = 1.30 CR = 1.00 Ci, = 1.00 CI_ or C,, = 0.99 DLL = 0.021 DSL = 0 DSL +LI. = 0.021 Limit 1./ 300 L/ 240 DTL = 0.031 Required Section Properties Provided Section Properties Area, A = Sect. Mod., S = Mom. of Incr., 1 = '9.77 in. " 2 •11,52 in. "3 8.67 in."4 Area, A = Sect. Mod., 5 = Mom. Of Incr., 1 = 16.50 in. )\ 2 15.13 in."3 41.59 in."4 P.T.:I N Flat: N Repetitive: N Braced @ 5.107 ft spcing • • • VISSER ENGINEERING Title Stud Wall Schedule 11'a11 Height = l;,. fret 26 DI 06 26 DI .08 26 DI .12 26 DI 16 26 111 .06 26 111 08 26 111 12 26 HI 16 26 112 06 26 142 OS 26 112 .12 26 H2 16 24 DI 06 24 DI 08 24 DI 12 24 DI 16 26 HI .06 26 111 08 26 HI 12 26 HI 16 24 H2 06 24 H2 .08 24 H2 .12 24 112 .16 x (, x (. x Doug -Fir 01 Hem -Fir 41 Hem -Fir 42 x 4 Doug -Fir el 1R. 10. x 0 Hem -Fir -1 i8: x 4 Hem -Fir 62 01. End Bearing Capacity (p10 6 oc: 12891 8 oe: 9668 12 or 6445 16 oc' 4834 6 oc 8353 8 06 6265 12 06. 4177 16 oc 3132 6 oc 8353 8 oe 6265 12 oc, 4177 16 or 3132 6 oc 8293 R oc 6152 12 or 4102 16 oc '3076 6 0c. 8353 8 or 6265 12 oc: 4177 16 or 3132 6 oc. 5316 8 06. 3987 12 oc 2658 16 0c 1993 Project: 4501 Building t14-0-1,0 Client: Joneo Date: 317 10 14 Page: Lateral Load w (p10 Peap (p111 Fa I'p Interior Lateral Pressure: fc rc 44150 5 Ib (psi) psf Stress Ratio Deflection (inches) Lateral Load w (plfl Peap OA ('p Exterior Wind Pressure: fc rc (psi) 15 fb (psi) psf Stress Ratio Deflection (inches) 3 8838 6313 037 611 5.16 77 1.00 0.04 8 36644 024 644 924 232 1.00 0.08 3 6420 (46 0.3' 613 519 103 1.00 005 10 6200 024 644 5111 310 3.00 011 5 3040 fab 037 613 490 155 1.00 0.0S 15 3004 0.24 644 461 465 1.00 016 7 2871 636 017 613 464 207 1.00 0.10 20 2636 0.24 644 426 620 1.00 022 5 7792 605 017 543 472 77 1 00 0.04 8 7605 0.24 369 461 232 1.00 009 7 5657 (415 037 543 497 103 1.00 0.06 10 5.819 1124 569 440 310 1.00 0 12 5 3.554 605 037 543 41t 155 1.00 0.09 15 3338 9.24 969 405 465 1.00 0.18 7 2522 (115 031 541 408 207 1.00 0.12 20 2.309 024 569 173 620 1.00 0.25 3 6711 524 0.31 477 407 77 1.00 0.05 8 6482 022 497 193 232 1.00 0.11 3 4853 514 0.13 477 192 103 1.00 0.07 10 4621 0.22 499 177 310 1.00 0.14 5 3028 524 0.17 477 367 155 1.00 0.10 15 2802 0.22 497 340 465 1.00 0.21 7 2136 524 0.11 4r 313 207 1 00 0 14 20 1916 0.22 497 510 620 1.00 0 28 3 2144 178 0.16 2(41 2114 191 1.00 015 s 2000 11.111 272 191 574 1.00 0.32 3 1516 273 0.16 2141 193 255 1.00 020 10 1386 0.111 27- 176 765 1.00 042 5 906 273 0.16 263 172 383 1.00 0.30 15 - 0.10 27- 1531 1148 1.00 NG 7 608 273 0.16 241 154 510 1.00 0.40 20 - 1110 :77 127 1531 1.00 NO 3 7792 005 31.17 541 472 77 1.00 004 8 7605 021 9:9 461 232 1.00 0.09 3 5657 605 1.37 543 437 303 100 006 10 5448 31.74 569 440 310 1.00 0.12 5 3554 (115 017 941 431 155 1.00 009 15 3338 0.14 56.9 405 465 1A0 0.18 7 2522 605 0.37 541 4011 207 1.00 0 12 20 1309 1124 569 573 620 1.00 0.25 3 1593 212 0.14 216 151 191 1.00 0 20 8 1469 04/9 2011 140 574 1.00 0.41 3 1 117 212 11.14 206 141 255 1 00 0 26 10 1004 0.09 200 127 765 1.00 0.55 5 655 212 0.14 206 115 383 1.00 0.39 15 - 0,09 108 105 1148 1.00 NG 7 431 212 11.14 216 1119 510 100 0.53 20 - 0.09 2118 05 1531 1.00 NG • • • Post Schedule End Mark A Bearing Capacity 1161,rs6M hrng+h - I'.e rp r3 9 Pcap t7nhencevl Length - Fn• 6p r, 10 Peep ).e (lobated 481915 - Ip 1t. 11 Nap, 494, Nnhrnnd Length - ('n r. 1: Peep (100674.m6zih ., Fce Ip F. 13 Peat 11 (1) 4102 301 010 404 2438 ale 023 311 2012 117 021 121 1684 744 014 272 1428 242 9.13 233 1225 12 (2) 7383 504 0.30 464 4877 4448 0,2,5 303 4024 317 0.21 321 3368 284 IAN 272 2856 142 0.13 233 2450 13 (3) 10664 511 11.39 441 7310 409 0.29 383 6036 337 0.21 121 0052 2144 0.10 171 4284 242 9.13 133 3675 14 (4) 13945 504 0.30 461 9754 408 0.25 381 8048 117 0.11 371 6736 244 0.16 272 5712 342 0.13 213 4901 15 (5) 2 x 4 Doug -Fir No.2 17227 504 0.9) 464 12192 408 425 393 10059 337 0.21 321 A420 284 41.14 772 7140 142 0.18 733 6126 16 (6) 20508 504 0.30 444 14631 408 0,25 383 12071 33? 0.21 321 10104 284 0.14 272 8.468 242 0.15 231 7351 17 (7) 23789 504 0.01 464 17069 496 0.23 381 14083 .337 0.31 121 11788 284 41.14 771 9996 142 0.13 703 8576 18 (8) 27070 514 0.30 404 19507 490 0.23 383 16095 337 0.21 111 1.3472 294 11.14 272 11424 242 0.13 213 9801 19 (9) 30352 304 030 464 21946 498 0.25 383 18107 337 021 121 15156 204 11,18 272 12852 242 n.15 213 11026 11 (1) 6445 1243 041 931 6445 116)9 41.33 412 6445 833 0.414 706 5821 7011 1).41 614 5064 597 11.36 536 4423 12 (2) 11602 1243 063 931 13602 111118 0.53 812 11602 633 0.40 706 11602 70)) 0.41 614 10127 597 11.36 316 8845 13 (3) 16758 1245 063 931 (6758 IIMIX 9.53 612 16758 433 0.49 706 16758 7117 0.41 614 15191 597 036 536 13268 14 (4) 21914 1245 0.1.1 931 21914 11910 0.55 817 21914 CO 048 706 21914 7130 13.41 614 20254 597 0.36 004 17691 15 (5) 2 x 9 Doug -Fir No.2 27070 1243 9.63 931 27070 11030 035 911 27070 0.71 1948 706 27070 7141 444 111 25318 597 0.36 536 22113 16 (61 32227 1243 063 931 32227 1008 34,53 911 32227 833 044 706 32227 700 0.41 614 30381 397 1116 536 26536 17 (7) 37383 1241 063 931 37383 0876 033 3112 37383 91.1 0.44 706 37383 700 0.41 614 35445 307 0.36 336 30958 18 (8) 42339 1245 0.63 931 42539 1901 055 812 42539 83.3 0.49 706 42539 700 441 614 40508 507 0.36 536 35381 19 (9) 47693 1245 9.63 931 47695 1014 0.59 8r_ 47695 9113 4148 706 47695 700 11.41 614 4.502 597 0.36 536 39804 31 (1) 2658 410 026 .303 2012 332 44.21 315 1654 274 414 263 1381 230 11.13 221 1169 194 19.11 191 3001 32 (2) 4784 410 0.26 393 4023 332 0.21 113 3307 174 0.14 261 2761 230 9.13 273 2337 190 013 191 2003 33 (3) 6910 419 026 383 6035 332 1321 113 4961 274 0.18 263 4142 230 0.15 223 3506 196 0.33 191 3004 34 (4) 9037 410 1126 393 8047 332 0.21 315 6614 274 0.18 163 5522 230 11.13 223 4675 196 11.13 191 4005 35 (5) 2 z 4 H00-Fi31No. 2 11163 410 034 383 10059 331 1121 315 8268 274 0 18 761 6903 730 0.19 173 5843 196 11.18 191 5007 36 (6) 13289 410 0.26 393 12070 337 021 315 9921 274 0.18 163 8283 230 11.15 223 7012 196 0.13 191 6008 37 (7) 15415 410 0,199 163 14082 732 0.71 319 11575 274 0.18 263 9664 110 013 221 8181 196 013 191 7030 38 (8) 17542 410 0.26 393 16094 337 921 315 13228 774 0.14 261 11045 230 0.13 275 9350 196 0.13 191 8011 39 (9) 19668 410 0.76 389 10108 332 0.23 113 14882 214 014 763 1242.5 2311 9.15 221 10518 196 11.11 191 9012 31 (1) 32 (2) 33 (3) 34 (4) 35 (5) 36 (6) 37 (7) 33 (8) 39 (9) 31 (1) 32 (2) 33 (3) 34 (4) 35 (5) 36 (6) 37 (71 33 (8) 39 (9) 2 x 6 2 x 4 4177 7518 10859 14200 Hem -Flt No. 2 17342 20883 24224 27565 30907 4102 7383 10664 13945 Doug -Fir No.3 17227 20503 23789 27070 30352 31 (11 6443 32 (2) 11602 33 (3) 16758 34 (4) 21914 35 (5) 2 x 6 Doug -lir No.3 77070 36 (6) 32217 37 (7) 37383 38 (8) 42539 39 (9) 47695 1011 0.36 903 4177 11111 0.36 405 7518 1011 1190, 1119 10859 1911 0.56 805 14200 1911 1136 403 17542 1011 036 905 20883 1011 1,96 403 24224 1011 1136 805 27565 10)) 136 805 30907 441 11.41 341 2012 441 0.43 39.1 4024 411 04) 383 6036 441 0.43 393 8049 441 11.43 343 10061 441 11.41 383 12073 441 0,43 343 14085 441 51.43 191 16097 443 11.40 343 18109 11109 0.77 633 5403 1039 011 033 10807 1190 0.77 059 16210 31199 0.77 655 21613 1089 11.71 055 27017 11199 11.77 603 32227 11189 11.77 639 37383 1089 077 655 42539 11)89 41.77 655 47695 9)9 0.49 090 4177 419 0.44 601 7518 419 049 690 10859 819 0.44 6911 14200 819 044 690 17542 419 0.49 6911 20883 1119 0.491 600 24224 619 1)48 (.10 27565 4419 1148 609 30907 397 0.36 121 1686 331 113(• 121 3372 357 0.36 321 5058 397 0.16 321 6743 357 016 124 8429 337 0.16 121 10115 357 016 321 11801 357 0.36 321 33487 137 0.36 321 15173 642 0.711 309 4942 807 0.70 591 9885 1482 0.70 999 14827 882 0.70 399 19769 482 020 399 24112 9112 11.711 099 29654 942 0,70 599 34596 882 41.70 599 39539 401 070 599 44481 071 0.41 593 4177 677 041 393 7518 677 opt 391 10859 677 0.41 597 14200 677 opt 391 17532 671 1141 393 20883 677 4.41 357 24224 677 041 591 27565 677 041 891 30907 295 1110 271 1425 193 0.39 771 2851 793 0144 271 4276 293 0.10 111 5701 299 13311 271 7127 293 1110 271 8552 105 010 271 9977 295 9.30 171 11403 205 0.30 771 12828 739 063 341 4464 71.9 0.63 341 8928 770 9.63 941 33392 719 0.63 541 17857 729 0.69 511 22321 729 0.63 541 26785 170 063 541 31249 729 0.63 341 35713 729 003 541 40177 360 0,36 517 4177 509 036 317 7518 509 916 5(7 10859 569 936 312 14200 399 0.36 312 17542 509 0.30 912 20883 009 19.36 512 24224 908 1136 312 27565 569 0.36 517 30907 246 1126 212 1217 144 9,26 232 2434 245 026 232 3651 244 0,24 232 4868 148 air, 212 6085 244 0.20 212 7302 248 11.16 2.17 8519 148 026 211 9736 248 11,26 232 10954 613 0.97 483 4000 613 0.57 485 8000 613 937 493 12000 011 0,57 403 16000 613 057 483 19999 613 037 465 23999 633 037 405 27999 613 0.57 495 31999 611 0.57 495 35999 4915 1)31 449 3668 403 0.31 445 7337 405 0.31 443 10859 485 031 .149 14200 443 1131 445 17542 463 31.31 443 20883 493 0.31 445 24224 413 0,31 440 27565 493 031 443 30907 211 9 12 lou 1049 211 422 2410 2099 211 022 201 3148 211 022 104 4197 211 022 1101 5246 211 4.22 2144 6296 241 022 210 7345 21) 0.12 20o 8394 211 4.22 21N) 9443 312 0.31 413 3571 977 001 433 7141 522 8.91 413 10712 527 831 433 14282 522 0.91 433 17853 522 031 411 21424 522 0.31 433 24994 522 0.51 433 28565 522 031 431 32136 44 (1) 4 x 4 Hcln-I3* No. 2 5493 410 1926 393 4694 302 0.71 313 3858 274 020 299 3651 21u 4111 171 3322 196 0.17 239 3061 46 111 4 z 6 Hem -Fir No. 2 8632 11)11 036 3103 8632 410 0.49 690 8632 677 442 516 8632 569 0.37 524 8632 403 0.33 479 8632 48 111 4 x 8 l(ensf3r No. 2 11375 1707 0.77 1092 11378 1474 4411 961 11378 1177 0.50 649 11378 989 0.42 571 11378 841 4435 480 11378 410 (1) 4 z 10 Nene-F6 No, 2 14517 7861 4188 1147 14517 2117 03(9 1101 14517 1919 4143 596 14517 161.9 5,28 364 11796 1371 0.17 116 6979 66 (1) 6 x 6 Hem -Fir No. 2 13037 1011 0.75 635 13087 819 0.68 576 13087 617 0.61 317 13087 509 0.54 460 13087 485 0.48 401 12371 68 (1) 6 x 8 Hem-Flr No. 2 13087 1737 0.87 742 13087 1424 091 709 13087 1177 9 79 671 13087 090 0.74 629 13087 442 0.69 383 13087 ('5 (1) 8 x 6 Hem -Fir No. 2 12864 1011 075 613 12864 019 064 576 12864 677 061 3(7 12864 169 0.5.1 4(4) 12864 483 0.48 4119 12371 15 0 VISSER ENGINEERING • 4 t ' &/A/....5 t-4101— ki t' CALCULATION SHEET Title: Project: L . 3!t -.b t t (. Client: Date: Page: J rtCAL =. 1C 4 Li. C 1A # . LOP. . ucK. k t 4.. is E )% rpt . (-SY(D„ )( z! f. LZ 444 - Lo S «a -n in Em NanStrudural Stud 8 Track Properties STANDARD U.S. 725 (7-1/4') STRUCTURAL MEMBERTieckness ;7255131.33':' Design (in) •0.0346' :lren (in') 0262'. Vki�l (6/8) =;I.23 GROSS PROPERTIES Ix Ss Rx ly Ry (in') (in') (in) lin') (in) 1509. 10..692 4' 11072::::..1545•!.. 33 5SI EFFECTIVE PROPERTIES Ix 33 Sx 33 lvio 33 PROPERTIES, 33 (in') lin`I lin kl (16) 2-.509 .:-0.606 ,11.98.. ;503?'- SO KSI EFFECTIVE 500555TIES Ix 50 Sx-50 flvo SO Vo50 (in') (in) (in -k) (Ib) TORSIONAL PROPERTIES 1x1000 (w Ko Ro 0 (in') (in`) (in) (in) •0144' 0.758 - -0.741 1.7'4'.0'921: X2.09-. X0.495 :-14:82 ' , 5038 ' •: 725513743. 40.0458 .0.469:: 1`6- - 3:141. 0.694 •:7:'628 ' 0091 •::0441' .:3.241 -:0881 .:19.46: 1116`:'•. :3.241.; .0779 ,23.32: }-:1186". •'. ' 0.318- 096`> -0:13.1.:-:2.764.:'0:929: STUDS 7 : 725513154. ".0.05664. 4.0:585, :1:99. :4.008 ;15104 '--2.611: 011 . _:0434; >'4--..11.04. 24.98- 2222' ,'4.003:.:1161::;35.92 ::;2222 ' :.1.624..--.--;1166%; :-0.79:: 2751, -:0:93'" .;7255137=68 . -.0.0713' 0;129" 2.48 4.932 1136 2.602 0131'.;0424 54.932 .1.36 •31:72 • 4441, -4332 1.358.:46:96 .4489- . '1235, '1.405 - -0118'• 1732. -:1931 725513747 0.1017 :1016 3.46 • '621- 1.851 2569: 0:166 ,' 1,404: .638 1.851 45:72. 9050. 671': 1851 .67.36 -11124 '3504 • 21.827, •0196; : 2692- 4.933. 7255162.33' 0.0346 0.388 1.32 2.822 0.178 2.698 0.122 0.562 2.822 0.691 13.65 503 2.822 0.516 17.23 503 0.155 1.295 -0.999 2.931 0.884 7255162-43 0.0451 0.503 1.71 3.648 1.006 2.692 0.156 0357 3.648 1.001 21.15 1116 3.648 0.833 24.95 1116 0.341 1.648 -0.989 2.922 0.886 7255162-54 0.0566 0.627 2.13 4313 1.245 2.683 0.19 0.55 4.513 1.245 27.63 2222 4.513 1.212 36.29 2222 0.67 2.01 -0.98 2.908 0.881 7255162.68 0.0113 0.782 2.66 5.572 1.537 2.669 0.229 0.541 5.572 1.537 35.04 4442 5.572 1.523 51.65 4489 1.325 2.439 -0.969 2.891 0.888 7255162.97 0.1017 1.093 312 7.618 2.101 2.64 0.297 0.522 7.618 2101 50.43 9050 7.618 2.101 7434 11124 3367 3.213 -1946 2.853 0.89 PC5725x20 _. 01359: 0.402. 837. • 2.925 0.807. 2.298 0.126 , 03,61, 2.925 .0327:.14.37. 362'- 2.925..'0.606 18:16 . :362 0.173 134 -: -0:997 • 293' '0884 PC'5 725x18- .0.0478 . 0533' -1'.81 • 3.856 1064 2.691 0164:. '0555 :. 1856 1064 2313 1330' -.3.856: 0.936 28.03 1330: 0.406 1736 .1386 -2.919 :0386:. - 9{5 725x16 •:._ 0.0598' 0.661: ' 225 , ":47,47 1:31-. 2:68 0.199 • :;0.348 ',. 4:747 1:31; . 29:24 2626'. .4:7111., .8:266 -42.17 2626: • • ' 0288 ••2107 • -0:977 ..2.905' - :181., PC5 723x14 ..01747'' 0.818 • -218 5.811 8303 , . 2.666. 1.237 '41.539, 0.539 , - 5811 1.203. 38.76 4876::: , 5811,' -1103 .5464 ..5175 .; -1321 . 2533. -0366 ..2886. 1888 • S. Pts 715x12'- •0:1096 1.122, -3.82' . 7.803 2152 ' 12638' . 0.303 052:1 ,1:103 •- 2152 51.89 1288' :1103: 2152 76.67 11768'., -'419.. ' -3.28:. =0:944. 2,849 •- 0:89 0.168 2.372 -1.365 3.172 0.815 7255200-33' 0.0346 0.422 1.44 3.241 0.894 2.771 0121 0724 3.235 0.739 14.59 503 3.173 0.627 1839 503 7255200-43 0.0451 0548 1.87 4.193 1.157 2.765 0.284 0.719 4.193 1.131 22.34 1116 4.193 0.967 28.95 1116 0.372 3.03 -1.354 3.162 0.817 7255200-54 0.0566 0.684 2.33 5.195 1.433 2.756 0.347 0313 5.195 1.433 31.18 2222 5.195 1.306 39.09 2272 0.73 3.711 -1.345 3.149 0.817 7255200-68 0.0713 0.853. 2.9 6.428 1.773 2.744 0.423 0.104 6.428 1.773 39.46 4442 6.428 131 56.17 4489 1.446 4.528 -1.334 3.132 0.818 7255200-97 0.1017 1.194 4.06 8.831 2.436 2319 0561 0.685 8.831 2.436 56.64 9050 8.831 2.436 84.04 11124 4.118 6.038 -1.312 3.096 0.82 ' :7251290-43._ 1.0451 0.593 202 4.778 1318 2838• .0.486 :0905 ; •:4.778 1186 23.44 • 1116.:: •- 4.669 11.978. 2918 -1,116 , : , -0.402 , 5:088 . -1765 3.462 0.74.. ..7.295250-54-:: 0.0566: 0.74 _. --2.52:1 5.927 1635 .2.829 0.597 --11.898: ' 44:927 1.495 2955 . 2221 :5113: 4155 2272, ; :0191. .6151. -1756. 3349: 0141 y:11532504417 00713 0.923'. .115 -; 7.347 2.027 2819 013 - :0 889. .7347 1.96:'' 38.1 4441. _ 1347.• 1144 - 5/2-. 44897 4361. = 7158. -. -1.745 3.432 0.942 :775 {7-1 /47) -..STRUCTURAL .725525047' 0.1017: - 1296 '4241:: 10.13 - 2194 2196 .048 0.869•. 1033 2:788 62.98 9050:- i0J3---2.666: 8916 11124' ':4,468 10304~ -1.722 _1397 0343 7257100-33' 0.0346 0.32 1.09 2.033 0.55 2.521 0.018 0.24 1.958 0.392 7.74 493 1.929 0.323 9.66 493_ 2.563 0.541 16.19 1091 0.128 0.197 -0.327 2.553 0.984 0.283 0.254 -0.324 2.553 0.984 7251100-43 0.0451 0.411 1.42 2.649 0.715 2321 0.024 0.238 2.6 0.662 13.08 1091 "TRACK 7251100.54 0.0566 0.523 1.78 3.331 0.895 2.524 0.029 0.236 3.331 0.868 17.14 2160 3.289 0.837 25.06 2160 0358 0.316 -0.322 2555 0.984 7251100.68 0.0713 0.658 2.24 4.21 1.123 2329 0.036 0.233 421 1.123 24.99 4332 4.21 1.102 33 4332 1.116 0.394 -0.318 2559 0.985 7257100-97 0.1017 0.938 3.19 6.045 1.589 2338 0.049 0.228 6.045 1389 36.96 9037 6.045 1.589 54.84 11124 3.236 0.55) -0.312 2567 0.985 X7257125-33'.-:: 01346 '0337,- ::I:15..• 2.268 0.613 2593 _ -0135', 0:322:.:2 2.1. 0.396 .722 493, 2063 0.327 918 493. '' 0:135' . 0:365: -047•- . 2.655 0369 `;7123T125 -43c• :0.1451' 0:439...149.,2.955 :0197 -2543 '0245 ,032::•- :T1794- - 0186 .1355: 1091 ': 2352:.0546 1634. 1091... :0298' -0:471 4467 2654• .0.969 : 7251125-54.' 40566; 0551: 188 • •3.1-18 0.998 2597 -0;056 :0318;:':3:643: 0.913 18:05: 2160` ::-3539.-:.0175 2611 2160 0.589. 0.588 -0464 1651. 0.91. :7251125468,:, .7:0.0713 ' 0194. 236 .. '4302 .1.254 2,603 0169 ;0315::'4.702-- 1.213 .23,97, • 4332' :4.643<, 1164 34.84 4332 -. 1176 0136' 1.46 2162 .037?. `.7251125471 .03017: •.0.989: 337. 6.761 1118 , .2.614'0195' _031:' 2.502 0.671 2.657 0.059 0.407 6161'- 1.178':4015'' 9037::6161--: 2.23 0.398 1.86 493 1178 53.23 111244-` 2169 0.329 9.86 493 1411 '.1138 •0.453 _'.2.671..0:971 0.141 0399 -0.621 2.76 0.948 7257150.33' 0.0346 0.355 1.21 7257150-43 0.0451 0.462 1.57 3.26 0.88 2.657 0.076 0.406 2.977 0.683 133 1091 2.924 0.548 16.41 1091 0.313 0.175 -0.623 2359 0.949 7257150-54 0.0566 0379 1.97 4.104 1.102 2.661 0.094 0.403 3.889 0.95 18.77 2160 3.767 0.889 26.63 2160 0.619 0.97 -0.62 2.762 0.95 7257150-68 0.0713 0.73 2.48 5.194 1.385 2.66B 0.111 0.401 5.123 1.211 25.12 4332 4367 1.212 36.29 4332 1.237 1.218 -0.616 2.767 0.95 7257150-970.1017 1.04 3.54 7.477 1.966 2.681 0.162 0.395 7.417 1.966 38.85 9031 7.477 1.895 56.75 11124 3.586 1.728 -0.608 2771 0.952 '..-7251200:231:':' 01346- 0389- 132- : 2.971 -,0.803 .2.163 0132 :0583 =2.465 -• 0.44'..-;111 493 ,1 53 0.332 9.95 •-.493 - 0;155. 1304: •0.97. 2.986 0894 :7251200.43':::' 0095,1'. 0507 ;. 133 :3872 :1045 2764 0.171 -:: 0581 4;'3.307- :0.677, 1339•. 1091-:.. 3:236.,035, •:16.47 8091:.,, -0.344= 1.69.1 _;1.966 =2.985 -.0895. ....-772.91200454=,:--. 0.0566; ' 0.636 116 4.877 1.314' 2169 - '0.213,0:519.:' ,•4.319 • 1.1101::::-,11.9t--.7'-11.60:•,-:, :.7.4.1883:111381 ..-26:31:...-1160.7;.; .0.619...i. --1121V-..1362._.,2.9811:,-.4896; 7252200.68r';0.0711,...,',11111'.:::2.73 - 41711-.:.1147%,2.177:: 0.266:µ:0.576 1749 .:1.3;59 26.86-' 4332'-• .1526:•.:4187 :'36.5'1 ..4332.-si •'.1357:.'.!--1674:,.-41.958:.-''../994i:.4898 7251200-97,;: 4111017,. 11421 .i'.3119,,;2. 1.908,..;;;1341.... 2193_• 0371::_"057a. ':8881 ;:2:1:66 =42.8 :..,' 9037,x-`. 8593•:.2.048' X61:33.: 18124:-° -,3:937- 3382:'--_<.095. 3.005V1111t:: 0;9 725T250-43 0.0451 0.552 1.88 4.484 1.21 2.85 0318 0.759 3.602 0.673 13.3 1091 3.514 0.551 16.48 1091 0.374 3.085 -1.339 3.239 0.829 7251250-54 0.0566 0.693 2.36 5.65 1.517 2.856 0.397 0.157 4.693 1.052 20.78 2160 4.564 0.874 26.16 2160 014 3.877 -1.335 3.242 0.83 7257250-68 0.0713 0.872 1244 2.97 4.23 7.161 1.91 2.865 0.496 0.754 6.285 1.426 28.11 4332 9.863 2.3 45.45 9037 6.011 1.345 40.28 4332 9.457 2.159 64.65 11124 1.478 4.898 -1.331 3.248 0.832 4.287 1.027 -1.322 3259 0.836 7257250.97 0.1017 1034 2719 2.884 0.696 0748 725T300 -S4:, `: ;,1.0566: '0073):0.944 •'0)49 ::;2 55.: 41.21r;:8145'..;2,1,722 '6.424,1.125: 2928' 10:651 -m366 '2.:;0822sa2'0933„*',3261>"lt1478 i 5.024.. 1107,,5' -2125-'' ' 2160 .4 29*,.4332 .4.905.' 0.868 `:"'-25899 ; 21605. 543 , 8.339M4,73 3,527 - 059- w125130048 6444x x;39,2 "4)88*r `433417. '1599;= ti8024:Y,•,%1.T35s'?'3333 v;;i0761 '725230047 V011117 8345 y 458, -11c172 3093, x2458; S 1`1517 X0997 110.1 , 2;403` 419 19831 ':, °80216 2246 6716 1124,';,1:01.14-0139',,,c117)6r 3.5431k41765g ROTES: PER 1996 A1SI Spero:dm When members aro noted with semersnlpt'1', the webdel ld to Wow refio mods TOO. Web deems are required et al sapper! points mid conceNimed bods. See page 14 for fbyrkol Reverie Tali Rohs EIFIRPRIEMINIM VISSER ENGINEERING CALCULATION SHEET Tide: Project: Client: Date: Page: , - '.,7'.-; 1 :::: 4\:?.s1 .!,./C .."7‘ '''7.:-. . CALCULATION SHEET Title: Project: Client: Date: Page: 4 VISSER ENGINEERING agG CALCULATION SHEET Title: Project: Client: Date: Page: • • VISSER ENO,NEEYINC Shear Wall Design Wall # 1J Location: North \\ all Total Length of Shear Panels: 31.00 feet Length of Shortest (in width) Shear Panel: .31 .00 feet Plate Height: 12.30 feet Lateral Loads: Roof: 0 lbs. + 0 lbs. = 0 lbs. Floor: 0 lbs. + 0 Ibs. = 0 Ibs. Floor: 0 lbs. + 0 lbs. = 0 lbs. Floor: 0 lis. + 0 lbs. = 0 lbs. 0 lbs. Roof: 0 lbs. + 0 Ibs. = 0 lbs. Floor: 0 lbs. + 0 Ibs. = 0 lbs. Floor: 2800 lbs. + 0 Ibs. = 2800 lbs. Floor: 0 Ibs. + 0 Ibs. = 0 Ibs. 2800 Ibs. Wall Design: Wind Shear = Vwind/L.: 0 plf. Requires Type. Seismic Shear = Ve/L: 90 plf. Requires Type. 1 Shear Wall Aspect Ratio = 11./\W: 0.4 Shear capacity reduction: Holdown Design: Wind Uplift from Above: 0 pounds Wind Uplift = (1.3 Vwind/L) * Plate Height: 0 pounds Total Wind Holdown Force: 0 pounds Seismic Uplift from Above: 0 pounds Seismic Uplift = (Ve/L) ' Plate Height: 1129 pounds Total Seismic Holdown Force: 1129 pounds Holdoun.election: MST37/32a1 or HDU_'-SDS25/_32k1 Project: +501 Building (14-049) Client: Jones Date: 7/16/14 Page: 2,1 Waf # 2) Location: South Wall Wall # 31 Location: \�'cst wall - Lateral Loads: Roof: 0 lbs. + 0 lbs. = 0 lbs. Floor: 0 lbs. + 0 lbs. = 0 lbs. Floor: 0 lbs. + 0 Ibs. = 0 Ibs. Floor: 0 lbs. + 0 lbs. = 0 lbs. Total Length of Shear Panels: Length of Shortest (in width) Shear Panel: Plate Height: 34.117 feet 17.33 feet 12.50 feet 2800 Ihs. Lateral Loads: Wind Shear = Vwind/L: 0 plf. Requires Type. 1 Seismic Shear = Ve/L: 90 pU. Requires Th': I Roof: 0 lbs. + 0 Floor: 0 lbs. + 0 Floor: 0 lbs. + 0 Floor: 0 Ibs. + 0 Ibs. = 0 lbs. Ibs. = 0 Ibs. Ibs. = 0 Ibs. lbs. = 0 lbs. Wind Uplift from Above: 0 pounds Wind Uplift = (1.3 Vwind/L) * Plate Height: 0 pounds Total Wind Holdown Force: 0 pounds 0 lbs. u Roof: 0 lbs. + 0 Floor: 0 lbs. + 0 Floor 2800 lhs. + 0 Floor: 0 lbs. + 0 lbs. = 0 lbs. lhs. = 0 lbs. Ibs. = 2800 Ibs. lbs. = 0 lbs. 2800 lbs. Wall Design: Wind Shear = Vwind/L: 0 plf. Requires Type: I Seismic Shear = Veit: 81 plf. Requires Type.. I Shear Wall Aspect Ratio = linW: 0.7 Shear capacity reduction: 1 Holdown Design: Wind Uplift from Above: Wind Uplift = (1.3 Vwind/L) * Plate Height: Total Wind Holdown Force: 0 pounds 0 pounds 0 pounds Seismic Uplift from Above: Seismic Uplift = (VeIL) * Plate Height: Total Seismic Holdown Force: 0 pounds 1010 pounds 1010 pounds Ho/dounSelection: MST37/32a/ or HDU2_SDS2.5/324 Project: +501 Building (14-049) Client: Jones Date: 7/16/14 Page: 2,1 Waf # 2) Location: South Wall Total Length of Shear Panels: 31.00 feet Length of Shortest (in width) Shear Panel: 31.00 feet Plate Height: 12.50 leer Lateral Loads: Roof: 0 lbs. + 0 lbs. = 0 lbs. Floor: 0 lbs. + 0 lbs. = 0 lbs. Floor: 0 lbs. + 0 Ibs. = 0 Ibs. Floor: 0 lbs. + 0 lbs. = 0 lbs. 0 lbs. Roof: 0 lbs. + 0 lbs. = 0 lbs. Floor: 0 lbs. + 0 Ibs. = 0 Ibs. Floor: 2800 lbs. + 0 lbs. = 2800 lbs. Floor: 0 lbs. + 0 lbs. = 0 lbs. 2800 Ihs. Wall Design: Wind Shear = Vwind/L: 0 plf. Requires Type. 1 Seismic Shear = Ve/L: 90 pU. Requires Th': I Shear Wall Aspect Ratio = H/W: 0.4 Shear capacity reduction: 1 Holdown Design: Wind Uplift from Above: 0 pounds Wind Uplift = (1.3 Vwind/L) * Plate Height: 0 pounds Total Wind Holdown Force: 0 pounds Seismic Uplift from Above: 0 pounds Seismic Uplift = Nefl.) * Plate Height 1129 pounds Total Seismic Holdown Force: 1129 pounds Holdoim Selection. M5737/32a1 or HDLs-.S0S2.5133 1. { • • VISSER ENGINEERING CALCULATION SHEET Title: Project: /1-.cir‘• Client: Date: Page: Aoci-luzi\GE: Cr 11C-7-Z-P\1\1111/4.(E. rt-OC)F- Trs` WALL_ N:\%145LL.- \/ t.h. /:)S. IlaLf C. )4(YR r,...;) /cYc => rNs4.wolz. LT -rd 10' oc. 1\1<-1-(OTZ WALL 14/ sfr:P.6 4/ 4 Et-IM..b seE 'PAGE FizZ Ak.HolZ. bezic,?-4 • VISSER • ENGINEERING CALCULATION SHEET Title: L tt Project i$ -4A-Q') Client: Date: Page: 23 4, — R k ' t (ALL i:M SA`r pl ou ,,r Cs I$ 14/ () 0.)4-71')<1'/7" f -(rales. To r1 R sr tcc.k 4 { \r s $ F"o 2 1_l F tat/ "95 r r lC f -kc , ; VF W S'3o II `1' it,4s c oto : r z4- SIMPSON Anchor Designer TM Software Version 2.0.5090.10 1,Proiect information Customer company: Customer contact name: Customer e-mail: Comment Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 4.750 Effective Embedment depth, her (inch): 3.600 Code report: ICC -ES ESR -2713 Anchor category: 1 Anchor ductility: No hmin (inch): 7.25 c. (inch): 5.44 C (inch): 1.75 S (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: not satisfied Ductility section for shear: not satisfied Defector not set Apply entire shear load at front row: N Anchors only resisting wind and/or <Figure 1> Company: Visser Engineering Date: 6/27/2014 Engineer: A. Derrick Page: 1/4 Project: 4501 Building Address: Phone: E-mail: Project description: Location: Mezzanine Anchorage to Panel Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (Inch): 7.25 State: Cracked Compressive strength, fc (psi): 4000 4'c.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Z 1510 Ib 0 Ib Input data and results must be checked for agreement with the existing circumstances, the standards end guidelines must be checked for plausibility. Simpson SIr g -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.580.9000 Fax: 925.847.3871 www.strongtie.com 25 SIMPSON <Figure 2> Anchor Designer TM Software Version 2.0.5090.10 Company: Visser Engineering Date: 6/27/2014 Engineer. A. Derrick Page: 2/4 Project: 4501 Building Address: Phone: E-mail: Recommended Anchor Anchor Name: Titen HD® - 5/8"0 Titen HD (THDB model), hnom:4.75" (121mm) Code Report Listing: ICC -ES ESR -2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. s,m,,sun Sc-arngTie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • SIMPSON Anchor DesignerTM Software Version 2.0.5090.10 3. Resulting Anchor Forces Anchor Tension load, hi,. (Ib) 1 1510.0 Company: Visser Engineering Date: 6/27/2014 Engineer: A. Derrick Page: 3/4 Project: 4501 Building Address: Phone: E-mail: Shear load x, V. (Ib) 0.0 Shear load y, Vo., (lb) 0.0 Shear load combined, I(Vuax)'+(V„ay)2 (Ib) 0.0 Sum 1510.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 1510 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, eft, (Inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'ar (inch): 0.00 4. Steel Stre gth of Anchor in Tension(Sec. D.5.11 Nsa (Ib) 0 ONsa (Ib) 30360 0.65 19734 0.0 0.0 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kc1 aVf'cher' S (Eq. D-6) kt Aa Pc (psi) he (in) Nb (lb) 17.0 1.00 4000 3.600 7344 0.750Nm = 0.750 (ANc/ANco) Wed .N'P&.NY'tp,NNb (Sec. 0.4.1 & Eq. 0-3) ANC (in2) ANco (int Yed,N Y'c.N Y'tp,N Nb (lb) 0 0.750Ncb (lb) 116.64 116.64 1.000 1.00 1.000 7344 0.65 3580 6. Pullout Strength of Anchor in Tension (S c. D.5.3). 0.750Npa = 0.750nP.iaNp(Pt/2,500)" (Sec. 0.4.1, Eq. D-13 & Code Report) Y'c,p d e Np (Ib) f'c (psi) n 0 0.750Npn (Ib) 1.0 1.00 4305 4000 0.50 0.65 2655 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S;n. -<. • `in,a j -Tie Compa.,y ir,c 5956 W, Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax 925.847.3871 www.strongtie.com SIMPSON I Anchor Designer TM Software Version 2.0.5090.10 Company: Visser Engineering Date: 6/27/2014 Engineer: A. Derrick Page: 4/4 Project: 4501 Building Address: Phone: E-mail: 11. Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nu, (lb) Design Strength, qNn (Ib) Ratio Status 24 - Steel 1510 Concrete breakout 1510 Pullout 1510 19734 3580 2655 0.08 0.42 0.57 518"0 Titen HD (THDB model), hnom:4.75" (121mm) meets the selected design criteria. Pass Pass Pass (Govems) 12. Warnings Brittle failure governs for tension. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-11 Section D.3.3.4.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-11 Sections D.3.3.4.3 (a)3 to 6,(b), (c), or (d) is satisfied for tension loading, select appropriate checkbox from Inputs tab to disable this message. Alternatively, f20 factor can be entered to satisfy ACI 318-11 Section D.3.3.4.3(d) to Increase the earthquake portion of the loads as required. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. S;:ac;: n S::ang•'rh Cu :,:u , I.;c. 5956 W, Las Positas Boulevard Pleasanton, CA94586 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.com • Hankinson Solution for Anchor Bolts to Concrete 2 �' Hem -Fir, 2x Lumber Bolt: 1/2 Fee Parallel Perp Bolt: 5/8 Fee Parallel Perp Bolt: 3/4 Fe0 Parallel Perp Bolt: 7/8 Fee Parallel Perp Bolt: I Fee Parallel Perp pitch 0 0 570 570 0 830 830 0 1150 1150 0 1530 1530 0 1800 1800 0 3 569 568 30 828 827 43 1145 1144 60 1521 1519 80 1789 1786 94 6 566 562 59 821 817 86 1131 1125 118 1496 1488 136 1755 1746 1133 9 560 553 88 811 801 127 1109 1096 174 1457 1439 228 1703 1682 266 12 553 541 115 796 779 166 1080 1056 225 1405 1374 292 1635 1599 340 3/12 14.036 547 530 133 785 761 190 1057 1025 256 1365 1324 331 1583 1536 384 15 544 525 141 779 753 202 1045 1009 270 1344 1299 348 1557 1504 403 18 533 507 165 759 722 235 1006 957 311 1279 1216 395 1472 1400 455 4/12 18.435 531 504 168 756 717 239 1000 949 316 1269 1204 401 1459 1385 462 21 521 487 187 738 689 264 964 900 346 1210 1130 434 1385 1293 496 5/12 22.62 515 475 198 725 669 279 941 869 362 1173 1082 451 1338 1235 515 24 509 465 207 715 653 291 921 842 375 1141 1042 464 1299 1186 528 6/12 26.565 498 445 223 694 621 311 885 791 396 1084 969 485 1227 1098 549 27 496 442 225 691 616 314 878 783 399 1074 957 488 1215 1083 552 30 482 418 241 667 578 334 836 724 418 1010 875 505 1137 983 568 33 469 393 255 644 540 351 796 667 433 950 796 517 1064 892 579 8/12 33.69 466 388 258 638 531 354 787 655 436 936 779 519 1048 872 581 36 456 369 268 621 502 365 757 613 445 894 723 525 997 806 586 9/12 36.87 452 361 271 614 491 368 747 597 448 879 703 527 978 783 587 39 443 344 278 599 465 377 721 561 454 843 655 530 936 727 519 10/12 39.806 439 337 281 593 455 380 712 547 456 830 637 531 920 707 589 42 430 320 288 578 429 386 688 511 460 796 591 533 880 654 589 12/12 45 418 296 296 558 394 394 657 465 465 754 533 533 831 587 587 48 407 272 302 539 361 401 629 421 467 716 479 532 787 526 584 12/10 50.19 399 255 306 527 337 405 610 391 469 69I 442 530 757 485 582 51 396 249 308 522 329 406 603 380 469 682 429 530 747 470 581 12/9 53.13 389 233 311 511 307 409 587 352 469 660 396 528 722 433 578 54 386 227 312 506 298 410 580 341 469 652 383 527 712 419 576 12/8 56.31 379 210 315 495 275 412 564 313 469 631 350 525 688 382 573 57 377 205 316 492 268 413 560 305 469 625 340 524 682 371 572 60 369 184 319 479 240 415 541 271 469 601 301 521 655 327 567 63 361 164 322 468 212 417 525 238 468 581 264 517 631 286 562 12/6 63.43 360 161 322 466 208 417 523 234 468 578 258 517 628 281 562 66 355 144 324 457 186 418 511 208 467 563 229 514 611 248 558 12/5 67.38 352 135 325 453 174 418 505 194 466 555 214 513 602 232 556 69 349 125 326 448 161 419 498 179 465 547 196 511 593 213 554 12/4 71.57 344 109 327 442 140 419 489 155 464 536 169 509 581 184 551 72 344 106 327 441 136 419 488 151 464 534 165 508 579 179 550 75 340 88 328 434 112 420 479 124 463 524 136 506 567 147 547 12/3 75.96 338 82 328 433 105 420 477 116 463 521 126 505 563 137 546 78 336 70 329 429 89 420 472 98 462 515 107 504 557 116 543 81 333 52 329 425 67 420 467 73 461 508 SO 502 549 86 543 84 332 35 330 422 44 42D 463 48 460 504 53 501 544 57 541 87 330 17 330 421 22 420 461 24 460 501 26 500 541 28 540 90 330 0 330 420 0 420 460 0 460 500 0 500 540 0 540 2 �' ENGINEERING CALCULATION SHEET Title: Project: 4 f-�r • VISSER ENGINEERING ....t rte. cyr CALCULATION SHEET Title: Project: Client. Date: Page: X11 -*; iL,IN ti (14.„4)4-9 T-` 30 is -t TI ('s,L) .4 brizEcnot4..... (,r3)(.1.9%)[ (11.;1)() - (. ( `) .1 3¢(2 tlac�..� ..............:....:... (2, )(2.,$. w..r4 . 3,z.1sU t.... }5 273 piS A. 'J� @_ 2.40c_ VISSER ENGINEERING CALCULATION SHEET Title: Project: 4cj c7J,.1 t C Client: -- Date: Page: kt gAS-r vti r b r ize.c. 7c31- d 7(0), ( � 3. ; 4-62.. 1 VA .\% (L,;1.`)(1-1.0.01.2.) . .".. tOJ 2. Grit, , f` .. - 3L W.1/ P' \Sc. @ Z4 `` oc. ((-271) ( Ao) a B`C 11Js-Ec. 7ot l ? .'; As Ws • VISSER ENGINEERING CALCULATION SHEET Title: Project: '-t6n1 Stilt :it..l ' 1,,_:..t� Y Client: :::01 --(ES Date: Page: 3? k...x. -.l> * . 4.) 3i . -- i y04-4. Ai d: b Ac- ... C4' [ ,-: P -r ... ... Tx.' WALL_ \T M ..... ... '.-:,' (ATC :0. : �, �/ L,.1, �.� s r � ►,• rte; .,1; �E t. CC. l i° 'X ((,'.51)a...('.. .311. s/7 +tc6 Slr \F'Sc -41 - t ri f..{b ttt,�CF•!'QR 4 CC. VI/ i3/?: tet t\cz til t 33 SIMPSON Anchor Designer TM Software Version 2.0.5090.19 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: Input Data & Anchor Parameters General Design methodACl 318-11 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 4.750 Effective Embedment depth, he (inch): 3.600 Code report: ICC -ES ESR -2713 Anchor category: 1 Anchor ductility: No hmm (inch): 7.25 c. (inch): 5.44 Cmm (inch): 1.75 Smm (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 1.2D + 1.0E + 1.0L + 0.2S Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: D.3.3.4.3 (d) is satisfied Ductility section for shear: 0.3.3.5.3 (c) is satisfie ao factor: 3.0 Apply entire shear load at front row: No Anchors only resisting wind and/or e <Figure 1> Company: Visser Engineering Date: 7/3/2014 Engineer: A. Derrick Page: 1/4 Project: 4501 Building Address: Phone: E-mail: 2 oro Project description: Location: Roof Diaphragm Shear Transfer Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 7.25 State: Cracked Compressive strength, f. (psi): 4000 4rc.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson St;ong-Tie Coinpany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 34 SIMPSON b <Figure 2> Anchor DesignerTM Software Version 2.0.5090.19 Company: Visser Engineering Date: 7/3/2014 Engineer: A. Derrick Page: 2/4 Project: 4501 Building Address: Phone: E-mail: Recommended Anchor Anchor Name: Titen HMO - 5!8"0 Titen HD (THDB model). hnom:4.75" (121 mm) Code Report Listing: ICC -ES ESR -2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Sironu-Tie Coinpany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www.strongtie.com 35 SIMPSON Anchor DesignerTM Software Version 2.0.5090.19 Company: Visser Engineering Date: 7/3/2014 Engineer: A. Derrick Page: 3/4 Project: 4501 Building Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension Toad, Shear load x, Nu. (Ib) Veex (lb) 1 0.0 161.0 Shear Toad y, Vvay (Ib) 4086.0 Shear load combined, J(Vu.x)2+(Vvey)a (lb) 4089.2 Sum 0.0 161.0 Maximum concrete compression strain (%e): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 0 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'rr. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'r,y (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'w (inch): 0.00 8. Steel Strength of Anchor in Shear (Sec. D.6.1) V.e (Ib) ma©w ¢ 0g,o44V.a (lb) 8000 1.0 0.60 4800 4086.0 4089.2 9. Concrete Breakout Strength of Anchor In Shear (Sec. 13.6.21 Shear perpendicular to edge In y -direction: Vey = min17(I. / de)024d.Ae'fcc.,'•s; 9AaJfcte,' 6( (Eq. D-33 & Eq. D-34) 1. (in) de (In) Aa f'e (psi) ca, (in) Vey (lb) 3.60 0.63 1.00 4000 8.00 11241 0Vcby=0(Awl Avco)'I:d,v5I4.VY'h,MVey(Sec. D,4.1 & Eq. D-30) Ave (in2) Avco (in2) 'f'ed,v y'c,v '/A,v Vby (Ib) 0 ' Vcry (Ib) 174.00 288.00 1.000 1.000 1.287 11241 0.70 6116 Shear perpendicular to edge in x -direction: tri, = = min17(1e/d.)02Jd.A.Jfoca1' S; 9AaIfcce,'1 (Eq, 0-33 & Eq. 0-34) I. (in)de (in) A. fc (psi) ce, (in) VI. (lb) 3.60 0.63 1.00 4000 8.00 11241 01./ex =0 (Avc/Avco)Y'.av4Po.v` h.vVex (Sec. 0.4.1 & Eq. 0-30) Avc (1n2) Avec (in2) yedv y'av 5fn,v Vby (Ib) 0 $Vebx (Ib) 174.00 288.00 1.000 1.000 1.287 11241 0.70 6116 Shear parallel to edge in x -direction: Vby = min17(le/de)024d.A.Jfcc.,15; 9AeIfcce,'.51(Eq. D-33 & Eq. D-34) f. (in) da (in) A. f, (psi) ca, (in) Vby (Ib) 3.60 0.63 1.00 4000 8.00 11241 fitV cbx =0 (2)(Avc/ Avco) Pea vPay V'n.vVay (Sec. D.4.1 & Eq. 0-30) Ave (int) Av. (in2) Pee.v y'c,v y'n.v Vey (Ib) 0 OVco, (Ib) 174.00 288.00 1.000 1.000 1.287 11241 0.70 12232 Shear parallel to edge In y -direction: Vb. = min17(le/de)024daA.Jfcc.,'•s; 9A.Jf'eca,' 6j (Eq. D-33 & Eq. D-34) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sin peor 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON e Anchor Designer TM Software Version 2.0.5090.19 Company:Visser Engineering Date: 7/3/2014 Engineer: 1 A. Derrick Page: 4/4 Project: 4501 Building Address: Phone: E-mail: !e (in) da (in) Ail f'' (psi) car (in) Vbx (Ib) 3.60 0.63 1.00 4000 8.00 ;Way =0(2)(Av /Ava)'Yav'Y.vPn.vVbx (Sec. D.4.1 & Eq. D-30) Ava (int) Avaa (in2) Sled.v KV KV Vbx (Ib) 0 0Vrry (Ib) 174.00 288.00 1.000 1.000 1.287 11241 0.70 12232 11241 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.31 OVcp = OkcpNcb = flkp(ANc/ANao)Y'ed,NTc,NSftp,NNb(Eq. D-40) Kg, ANC (in2) ANco (In2) '%cd,N Sip,N Tp.N Nb (Ib) 0 1 Vcp (Ib) 2.0 116.64 116.64 1.000 1.000 1.000 7344 0.70 10282 11, Interaction of Tensile and Shear Forces (Sec. D.7) Shear Factored Load, Vua (Ib) Design Strength, eVa (Ib) Ratio Status 3( Steel 4089 4800 0.85 Pass (Governs) T Concrete breakout y+ 4086 6116 0.67 Pass T Concrete breakout x+ 161 6116 0.03 Pass 11 Concrete breakout y- 161 12232 0.01 Pass 11 Concrete breakout x- 4086 12232 0.33 Pass Concrete breakout, 0.67 Pass combined Pryout 4089 10282 0.40 Pass 51813 Titen HD (THDB model), hnom:4.75" (121 mm) meets the selected design criteria. 12. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied -- designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied -- designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. ="'c F"'r` `l "i sl:' i -an 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone. 925.560.9000 Fax. 925.847.3871 www.strongtie,com Type PLB'-36 • is 7 Weld Pattern at Supports u Sidelaps Connected with PunchLok® Tool ® Primer Painted or Galvanized • Allowable Diaphragm Shear Values, q (pif, kN/m) and Flexibility Factors, F ((in./Ib)x106, (mm/N)x106) SIDELAP SPAN (ft -in., mm) ATTACH- 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" GAGE MENT 1,220 1,520 1,830 2,130 2,440 2,740 3,050 3,350 3,660 792 707 620 592 544 535 505 q 11.56 10.32 9.05 8.64 7.94 7.81 7.37 F 8.1+22R 7.8+17R 9.2+15R 8.8+12R 10.0+11R 9.5+10R 10.5+9R µ� 46.3+1261:? 44.5+97R 52.5+86R 50.2+69R 57.1+63R 54.2+57R 60.0+51R 1- 836 743 655 621 599 561 554 q 12.20 10.84 9.56 9.06 8.74 8.19 8.09 k!_.. 6.5+22R 6.6+17R 7.7+15R 7.6+12R 7.6+11R 8.4+10R 8.2+9R �-1 F 37.1+126R 37.7+97R 44.0+86R 43.4+69R 43.4+638 48.0+578 46.8+51R q 873 774 713 673 646 628 616 12.74 11.30 10.41 9.82 9.43 9.16 B.99 _-_-. VSC @ 12" 5.6+22R 5.9+17R 6.1+15R 6.3+12R 6.4+11R 6.5+10R 6.5+9R F 32.0+1268 33.7+97R 34.8+868 36.0+698 36.5+63R 37.1+578 37.1+51R C-" 22 936 853 784 757 724 718 701 f!'_.-: a 13.66 12.45 11.44 11.05 10.57 10.48 10.23 VSC @ 8" 4.7+22R 4.8+17R 5.0+15R 5.0+12R 5.1+11R 5.1+10R 5.2+9R It_.., -,,,F 26.8+126R 27.4+978 28.6+86R 28.6+69R 29.1+63R 29.1+57R 29.7+518 988 898 844 811 790 778 753 q 14.42 13.11 12.32 11.84 11.53 11.35 10.99 It :;14 VSC @ 6" VSC @ 18" F 4.3+22R 4.4+17R 4.5+15R 4.5+12R 4.5+11R 4.5+10R 4.6+9R . 24.6+1268 25.1+97R 25.7+86R 25.7+698 25.7+638 25.7+57R 26.3+51R ` " 1077 992 944 917 901 894 753 q 15.72 14.48 13.78 13.38 13.15 13.05 10.99 VSC @ 4"3.8+22R 3.9+17R 3.9+15R 3.9+12R 3.9+11R 3.9+10R 3.9+9R. F 21.7+126R 22.3+97R 22.3+86R 22.3+698 22.3+638 22.3+578 22.3+51R . C'� 1156 1025 897 852 782 766 722 721 688 q 16.87 14.96 13.09 12.43 11.41 11.18 10.54 10.52 10.04 1. . VSC @ 24" 6.3+15R 6.2+12R 7.3+10R 7.0+9R 8.0+8R 7.6+7R 8.4+6R 8.1+6R 8.8+5R F36.0+86R 35.4+698 41.7+57R 40.0+51R 45.7+46R 43.4+40R 48.0+348 46.3+348 50.2+298 1216 1074 944 892 857 802 789 782 688 t'�. q 17.75 15.67 13.78 13.02 12.51 11.70 11.51 11.41 10.04 VSC @ 1$"5.1+15R 5.3+12R 6.1+10R 6.1+9R 6.1+8R 6.7+7R 6.7+6R 6.6+6R 7.1+5R �" F 29.1+86R 30.3+69R 34.8+578 34.8+51R 34.8+46R 38.3+40R 38.3+34R 37.7+348 40.5+298 t' -`-",- 1266 J 1266 1117 1023 962 921 893 874 818 688 q 18.48 16.30 14.93 14.04 13.44 13.03 12.76 11.94 10.04' VSC @ 12" 4.5+15R 4.7+12R 4.9+10R 5.1+9R 5.2+8R 5.3+7R 5.3+6R 5.4+6R 5.4+5R F 25.7+868 26.8+69R 28.0+578 29.1+518 29.7+468 30.3+40R 30.3+34R 30.8+34R 30.8+29R"" 20 1351 1224 1120 1078 1028 1016 990 818 688 t'.. q 19.72 17.86 16.35 15.73 15.00 14.83 14.45 11.94 10.04 3.8+15R 3.9+12R 4.1+10R 4.1+9R 4.2+8R 4.2+7R 4.3+6R 4.2+6R 4.3+5R F 21.7+86R 22.3+698 23.4+578 23.4+51R 24.0+468 24.0+40R 24.6+34R 24.0+348 24.6+298 ti 1422 1284 1202 1150 1119 1099 990 818 688 q 20.75 18.74 17.54 16.78 16.33 16.04 14.45 11.94 10.04 �. 3.5+15R 3.6+12R 3.6+10R 3.7+9R 3.7+8R 3.7+7R 3.8+6R 3.8+6R 3.8+5R t<�-- F 20.0+868 20.6+698 20.6+57R 21.1+518 21.1+468 21.1+40R 21.7+34R 21.7+34R 21.7+298 1542 1413 1338 1295 1270 1223 990 818 688 t-• q 22.50 20.62 19.53 18.90 18.53 17.85 14.45 11.94 10.04t::::1 VSC @ 4" 3.1+15R 3.2+12R 3.2+10R 3.2+9R 3.2+8R 3.2+7R 3.2+6R 3.2+6R 3.2+5R F 17.7+868 18.3+69R 18.3+57R 18.3+51R 18.3+46R 18.3+40R 18.3+34R 18.3+348 18.3+298 VSC 8" VSC @ 6" VSC = Verco Sidelap Connection 46 ® VERCO DECKING, INC. Catalog VR2 Top Seam Welds: When sidelaps of the HSB-36 and N-24 roof deck are connected with top seam welds (TSW) (Figure 8), the 11/2 in. (38 mm) long weld must engage the top of the inner (male) leg. Clinch the joint before welding to create contact between the lips. Button Punches: When sidelaps of the HSB-36 and N-24 roof deck are connected with button punches (Figure 8), an average -sized person should be able to stand (not jump) on the flute adjacent to the attach- ment without the joint separating. Parallel Collectors Catalog VR2 Screws: When self -drilling, self -tapping screws are used to connect the sidelaps of HSB-36-SS and N -24 -SS roof decks, they are to be minimum #10 x 3/ in. (19 mm) long. The diaphragm shear values and flexibility factors for deck fastened with screws are the same as those shown for button punched sidelaps. The screws are to be placed at the same spacing as the button punch spacing. The "SS" designation indicates deck provided with extended female lip for screw fastening. Spacing of the attachments at collectors parallel to the deck ribs is based on the type of attachment being used. The maximum spacing of attachments at parallel collectors is 3 ft (914 mm). Arc Spot Welds: Spacing of arc spot welds at collectors parallel to the deck ribs should be based on the shear to be transferred. Table 5 lists allowable shear strength in pounds (newtons) for 1/2 in. (13 mm) effective diameter welds. Table 5: Allowable Shear Strength per Weld Deck Gage lb N 22 1047 4,657 20 18 16 1257 5,591 1673 7,442 2093 9,310 Fillet Welds: Spacing of fillet welds used at collectors parallel to the deck flutes should be based on the shear to be transferred. Allowable strength of fillet welds is determined in accordance with AWS D1.3. VERCO DECKING, INC. 11 • • VISSER ENGINEERING CALCULATION SHEET Title: Project:. 41 1 3Q U:::11ti 11> (7, ! t4-11) ) Client. ,-,11-1F..--� Date: Page: 3? rikS* (25 ) � Z�S 'i3) (' � 15g - 18-(:)0.2)(11-2.0) * (44? 44 ( 0'7(A (k), 44T) 3,S ) , �.3 Prr 007 - ) - I .AL!t • ` Sbs lit 23.2" II .w. b.. . b?" . b2s ". 1.—(0 )( g ` /F X S II (IC u ET - L.; MA., 1.0 4 KO _ 2.4 > Z.0 :> 2. 0 • • VISSER ENGINEERING CALCULATION SHEET Title: Project: 4aCII L (t L 114_7 e Q ) Client. \k`*/C5 Date: d _. Page: 7 y.9 cf,j(z:) aX4.5 ) LtJ ..(' n (Z7' , 4. s (2) y ?. j ...`r",472k .. 2 ..L \040..1) Er: ,:ice .4m) Ll .)( ) EA{ -j SIDE VISSER ENGINEERING b t s lc CALCULATION SHEET Title: Project- 4SDI DJ (.`t Client: ...\_t .4C Date: Page: • Ft. 1....(.)d.K 6F i.. li 11-r1oN`s Z. (1, ± • z )1> 0.4)(9.4-9z 13, Fol. CTAT rrr .C.0 f‘bs 1ekt ,btZ: �( � _�. 4 4,0.. s r1~'t7 ...: f 114" m j USE 3" cr t " WE -Lb • VISSER ENGINEERING CALCULATION SHEET Title: Project. ASQL_ BO1-NI--.?(1 t:15-'-0-1-9 C Client: 4n�t4EZ_ -- — -- - - Date: Page: _4 2 E iZ .CA .. AL .i-otk. t h .gY VJE Et . J . . 1 or Ar4C.i-V3 size V22` ?O ` ? 4. '/4-" 4."1 F `r \dal G.(5 (LC t') ..K1Cr& o ( L(o....... &ssv r TE (FRO&1 LgTE-Z\ .. /...0 4 P"R ? \ J . i--KAL C. ,t) t c i i' ..or f:: ..ot (. t'..... VISSER ENGINEERING Lf 2 CALCULATION SHEET Title: Project- BUY h)!--161:4 44"c. -` Client: Date: Page: 4 3 = 91-'9 4 (2.93 S. s-) is/ (,4) 3 � r t E .o. , r ct. TUC- r'ARCS \C 3.3.4' /Or - W.: , .. , .... 14 SIMPSON FSti'o�t�gT e„ Anchor DesignerTM Software Version 2.0.5090.15 1.Proiect Information Customer company: Customer contact name: Customer a -mall: Comment: R. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.875 Effective Embedment depth, her (inch): 5.000 Anchor category: - Anchor ductility: Yes hmm (inch): 6.63 Cmm (inch): 5.25 Sim„ (inch): 5.25 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applica Apply entire shear load at front row: No Anchors only resisting wind and/or seism <Figure 1> LG Company: Visser Engineering Date: 7/1/2014 Engineer. A. Derrick Page: _ 1/4 Project: 4501 Building Address: Phone: E-mail: Project description: Location: Roof Joist Support & Wall Anchorage Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (Inch): 7.25 State: Cracked Compressive strength, f. (psi): 4000 4'c.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 10.00 x 10,00 x 0.50 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S,mpson Strong -Tie Company Inc. 5956 W. Las Pasties Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 45 SIMPSON <Figure 2> Anchor Designer"" Software Version 2.0.5090.15 Company: Visser Engineering Date: 7/1/2014 Engineer: A. Derrick Page: 2/4 Project: 4501. Building Address: Phone: E-mail: Recommended Anchor Anchor Name: J- or L -Bolt - 7/8"0 J- or L -Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson ,fro, ,= i,r NR; 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone 925.560.9000 Fax 925.847.3871 www.strongtie.com • • SIMPSON Anchor Designer TM Software Version 2.0.5090.15 3. Resulting Anchor Forces Anchor Tension load, Nue (Ib) 1 2150.3 2 2150.3 3 250.0 4 250.0 Company: Visser Engineering Date: 7/1/2014 Engineer: A. Derrick Page: 3/4 Project: 4501 Building Address: Phone: E-mail: Shear load x, Vuax (Ib) 1662.5 1662.5 1662.5 1662.5 Shear load y, Vuay (Ib) 0.0 0.0 0.0 0.0 Shear load combined, Nl(Vuex)'+(Vuay)2 (Ib) 1662.5 1662.5 1662.5 1662.5 4.6 Sum 4800.7 6650.0 0.0 Maximum concrete compression strain (%o): 0.01 Maximum concrete compression stress (psi): 49 Resultant tension force (Ib): 4801 Resultant compression force (lb): 141 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 2.77 Eccentricity of resultant tension forces in y-axis, e'ry (inch): 0.00 Eccentricity of resultant shear forces in x-axls, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchorin Tension(Sec. D,5.1) Nae (Ib) 4 4/)ha (Ib) 26795 0.75 20096 5. Concrete Breakout Strenath of Anchor in Tension (Sec. D.5.2) Ne = kc)a'Ifchetr•5 (Eq. D-6) kc ie Pc (psi) ha (in) Nb (Ib) <Figure 3> 6650.0 24.0 1.00 4000 5.000 16971 4Ncbo=4(ANc/ANco)Y'ec.NY'ed,NY'c.Nwcp.NNb (Sec. D.4.1 & Eq. D-4) ANC (in2) ANco (In2) Y'e4N Y'ad,N 5%.N Tcp,N Nb (Ib) 4 4NH,9 (Ib) 484.00 225.00 0.730 1.000 1.00 1.000 16971 0.70 18660 6. Pullout Strength of Anchor in Tension (Sec. 0.5.3) (Wm = 4Y'c.PNo = 4Y'gP0.9fcende (Sec. D.4.1, Eq. D-13 & 0-15) Y'cP f (psi) da (in) eb=3da (in) d Pim (lb) 1.0 4000 0.88 2.63 0.70 5788 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtte.com • • SIMPSON Anchor Designer TM Software Version 2.0.5090.15 8. Steel Strength of Anchor in Shear (Sec. 0,6.1) V. (Ib) ;gray ¢ 00”.t $Vaa (Ib) Company: Visser Engineering Date: 7/1/2014 Engineer: A. Derrick Page: 4/4 Project: 4501 Building Address: Phone: E-mail: 16080 1.0 0.65 10452 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in x -direction: Vbx = min17(4/de)02Jda,t.Jfee.11-5; 9.iaJfec.11.51 (Eq. D-33 & Eq. D-34) fe (in) da (in) Aa fc (psi) ca, (in) Vbx (Ib) 5.00 0.88 1.00 4000 24.00 66925 Vcbgx = ¢ (Av./ Avw) Wee. V Y'ao.V Y'c. vY"n.vVbx (Sec. D.4.1 & Eq. D-31) Ave (int) Avc. (in2) Yac.v Y'ed,v Ye.v Yn,v VOX (Ib) ¢Vwgx (Ib) 369.75 2592.00 1.000 0.767 1.000 2.228 66925 0.70 11417 Shear parallel to edge in x -direction: Vby = min17(10/da)024da laJfecal'-5; 9,iaJfoce1131 (Eq. D-33 & Eq. D-34) Ie (in) da (in) A. f'c (psi) c., (in) Vey (Ib) 5.00 0.88 1.00 4000 8.00 12880 iIiVwgx = 0PRA vc/Avc.)Y'x,vY'ad.vV'c.vY'h.vVby (Sec. D.4.1 & Eq. D-31) Ave (int) Avco (in2) Y.C,v Podv Pc,v Tn,v Vby (Ib) 0 ¢•V.,9. (Ib) 224.75 288.00 1.000 1.000 1.000 1.287 12880 0.70 18104 10. Concrete Ptyout Strength of Anchor in Shear (Sec. 0,6.3) ¢Vcp9 = OkcpNcbg = 6kcp(ANc/ANco)Tec.NY'ed,NY'c,NY'cp,NNb (Eq. D-41) kcp ANC (in2) Ai*. (in2) vi,. At Yed,N Y'c,N Y'.p.N Nb (Ib) 0 OVA., (lb) 2.0 484.00 225.00 1.000 1.000 1.000 1.000 16971 0.70 51108 11. Interaction of Tensile and Shear Forces (Sec. 0.7) Tension Factored Load, N. (Ib) Design Strength, 0Na (Ib) Ratio Status 4R- Steel 2150 20096 0.11 Pass Concrete breakout 4801 18660 0.26 Pass Pullout 2150 5788 0.37 Pass (Govems) Shear Factored Load, V. (Ib) Design Strength, eV. (Ib) Ratio Status Steel 1663 10452 0.16 Pass T Concrete breakout x+ 6650 11417 0.58 Pass (Governs) 11 Concrete breakout y+ 3325 18104 0.18 Pass (Governs) Pryout 6650 51108 0.13 Pass Interaction check NuxI¢ N., V../OV. Combined Ratio Permissible Status Sec. D.7.3 0.37 0.58 95.4 % 1.2 Pass 7f8"0 J- or L -Bolt, F1554 Gr. 36 with hef = 5.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine If this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S.mpscn Strong -'rte Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 825.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Software Version 2.0.5090.14 1.Prolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 55 Diameter (inch): 0.875 Effective Embedment depth, he (inch): 5.000 Anchor category: - Anchor ductility: Yes hmin (inch): 6.63 C.d. (inch): 5.25 Sn,n (inch): 5.25 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not appli Apply entire shear load at front row: No Anchors only resisting wind and/or seism c. <Figure 1> LC 2. Company: Visser Engineering Date: 7/1/2014 Engineer: A. Derrick Page: 1/4 Project: 4501 Building Address: Phone: E-mail: Project description: Location: Roof Joist Support & Wall Anchorage Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 7.25 State: Cracked Compressive strength, f. (psi): 4000 Wc.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 10.00 x 10.00 x 0.50 0 ft -lb Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. Simpson Strong -Ile Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.com SIMPSON SIXOnt <Figure 2> Anchor Designer TM Software Version 2.0.5090.14 Company: Visser Engineering Date: 7/1/2014 Engineer: A. Derrick Page: 2/4 Project: 4501 Building Address: Phone: E-mail: Recommended Anchor Anchor Name: J- or L -Bolt - 7/8"0 J- or L -Bolt, F1554 Gr. 55 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sompsan Slronc:-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com firs=t "=t SIMPSON Anchor Designer7M Software Version 2.0.5090.14 3. Resulting Anchor Forces Anchor Tension load, Idua (lb) 1 4379.6 2 4379.6 3 509.0 4 509.0 Company: Visser Engineering Date: 7/1/2014 Engineer: A. Derrick Page: 3/4 Project: 4501 Building Address: Phone: E-mail: Shear load x, Vuaz (Ib) 742.5 742.5 742.5 742.5 Shear load y, Vuey (lb) 0.0 0.0 0.0 0.0 Shear load combined, .1(Vu,z)2+(Vuay)2 (Ib) 742.5 742.5 742.5 742.5 50 Sum 9777.2 2970.0 Maximum concrete compression strain (%o): 0.02 Maximum concrete compression stress (psi): 99 Resultant tension force (lb): 9777 Resultant compression force (Ib): 287 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 2.77 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentriclty of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.11 Nae (Ib) O els. (Ib) 34650 0.75 25988 0.0 2970.0 <Figure 3> 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kc2e'fthei''5 (Eq. 0-6) kt A. ft (psi) he (in) Nb (Ib) 24.0 1.00 4000 5.000 16971 ONcby =¢ (AN./ ANto) y:c,N T.., V'cp.NNb (Sec. 0.4.1 & Eq. 0-4) AN. (in2) AN.. (in2) SPtc,N Y'ed,N KN YtcpN Nb (lb) 0 484.00 225.00 0.730 1.000 1.00 1.000 16971 0.70 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) 0Npr, = OK.PNp = OnP0.9ftebde (Sec. D.4.1, Eq. D-13 & D-15) 'Yt.P fc (psi) d, (in) eb=3d, (in) 0 �Np„ (lb) 1.0 4000 0.88 2.63 0.70 5788 ONtbp (Ib) 18659 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility, inlpsor, Strong -Tic Compauy In:;. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON V T-.ra.e; Anchor Designer TM Software Version 2.0.5090.14 8. Steel Strength of Anchor in Shear (Sec. D.6.11 V,a (Ib) 4yrout 09,0 1OV,a (Ib) SI Company: Visser Engineering Date: 7/1/2014 Engineer: A. Derrick Page: 4/4 Project: 4501 Building Address: Phone: E-mail: 20790 1.0 0.65 13514 9. Concrete Breakout Strength of Anchor In Sbear (Sec. D,6,2J Shear perpendicular to edge in x -direction: Vex = minj7(1./d.)02Jda1aJfcc.,' S; 9 I.Jfcc.11.5l (Eq. D-33 & Eq. D-34) 4 (in) da (in) A. fc (psi)ca, (in) Vb, (Ib) 5.00 0.88 1.00 4000 24.00 66925 ¢Vcbvx = 0 (Avc/Av)Y'ec.v'Petty nvY'h,vVb, (Sec. D.4.1 & Eq. D-31) Avc (in2) Avco (in2) Yec.v Yed,V Sycv Y'h,V Vbx (Ib) 4 OWN. (Ib) 369.75 2592.00 1.000 0.767 1.000 2.228 66925 0.70 11417 Shear parallel to edge in x -direction: Vby = min17(!e/de)O2Jd.l.Jfcc.,'s; 91.0.ca,1.51 (Eq. D-33 & Eq. D-34) 1. (in) d. (In) Ate f'. (psi) car (in) Vby (Ib) 5.00 0.88 1.00 4000 8.00 12880 (dVcbgx = ot (2)(Avc/Avco) Ye.,vY'ed.vY'c,vY'b,vVby (Sec. D.4.1 & Eq. 13-31) Avc (in2) Avc. (int) Y'...v Y'ed.v Y'c,v Y'h,v Vby (Ib) d ¢Vwvx (Ib) 224.75 288.00 1.000 1.000 1.000 1.287 12880 0.70 18104 10. Concrete Prvout Strength of Anchor in Shear (Sec. D.6.3) fWeps, = ¢kcpNcbv = ¢kcp(ANc/ANco) Yec.N Yed.N irc,NYJp,NNb (Eq. D-41) kcp ANc (in2) AN.. (int) Yec,N '%ed,N Ye,N 2.0 484.00 225.00 1.000 1.000 1.000 Ycp.N 1.000 11. Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, N. (Ib) Design Strength, aN. (Ib) Ratio Nb (Ib) 16971 0 0.70 6Vmv (Ib) Status 51108 Steel 4380 25988 0.17 Pass Concrete breakout 9777 18659 0.52 Pass Pullout 4380 5788 0.76 Pass (Governs) Shear Factored Load, V,,. (Ib) Design Strength, aV„ (Ib) Ratio Status Steel 743 13514 0.05 Pass T Concrete breakout x+ 2970 11417 0.26 Pass (Governs) 11 Concrete breakout y+ 1485 18104 0.08 Pass (Governs) Pryout 2970 51108 0.06 Pass Interaction check N../0N,, V./qv„ Combined Ratio Permissible Status Sec. D.7.3 0.76 0.26 101.7 % 1.2 Pass 718"W J- or L -Bolt, F1554 Gr. 55 with hef = 5.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Smpson Sirr,g-Tie Crsmpany frac 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www,strongtie.com • VISSER 3.?f' ENGINEERING • CALCULATION SHEET Title: Project: Client: _ t ca._ Date: Page: sa. WALL IWC.E-tog.Ac�E. 32)151—S t).,l I3S..-`-4' 4\MaT' '... VZ.." S.?tils..We-6 .... " Cl e.2 . • 7-5 :f -K K) ... 4 31i$ t,J = . (I )(13S°6) — .3t13 12Z.3° Scf j t 310 .i (` IS) . ,?4.5 • VISSER ENGINEERING CALCULATION SHEET Title: Project: QS 1 5.3LG4::1(.-If=; Client: __ 3 C t` i Date: Page: S3 -9) (• 3.15 ) ( 2`"d'.` ° '(2. 2, 2..... do .FL n. .. 1264. 4.\L -,c 4 -SCM) s7.5 < -`; r-;. (:t om .PEZ3V r-. n, (t.i (Q - 2Y;5) d .. (c), ....PicVi X/ 67-5 4 GDr.f� i rp;,f L J ( t -its 1,./ LL . . VE ,1 1CAL .� : ...1 .� [(i. Z)( f . +.01 b)l? ,� ! ..- ZG . .- 135 •. VISSER ENGINEERING • CALCULATION SHEET Title: Project: 1;C.,Lbfc•i Client: Date: Page: S �2 o3y2) 4- (l (o (Et) t� d si$I+$ tAif 4g Et -113a • SIMPSON Anchor Designer TM Software Version 2.0.5090.18 1.Prolect information Customer company: Customer contact name: Customer a -mall: Comment: R. Input Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, h.r (inch): 4.000 Code report: IAPMO UES ER -263 Anchor category: - Anchor ductility: Yes hr,,:, (Inch): 7.13 c.� (inch): 8.22 C, (Inch): 1.75 Sow (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: <Figure 1> Company: Visser Engineering Date: 7/3/2014 Engineer: A. Derrick Page: 1/5 Project: 4501 Building Address: Phone: E-mail: Project description: Location: Roof Deck Anchorage Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 7.25 State: Cracked Compressive strength, f'0 (psi): 4000 4rc.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range: 1 Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate z 4474 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Smvse:‘ Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SS • • SIMPSON <Figure 2> Anchor Designer TM Software Version 2.0.5090.18 Company: Visser Engineering Date: 7/3/2014 Engineer: A. Derrick Page: 2/5 Project: 4501 Building Address: Phone: E-mail: Recommended Anchor Anchor Name: AT -XP® -AT-XP w/ 5/8'0 F1554 Gr. 36 Code Report Listing: IAPMO UES ER -263 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S;cpson Strow3-Tie i;p Tany inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax 925.847.3871 www,strongtie.com 5(0 • • SIMPSON Anchor Designer TM Software Version 2.0.5090.18 3. Resulting Anchor Forces Anchor Tension load, Nue (lb) Company: Visser Engineering Date: 7/3/2014 Engineer: A. Derrick Page: 3/5 Project: 4501 Building Address: Phone: E-mail: Shear Toad x, Vux (Ib) Shear load y, Vuoy (Ib) Shear Toad combined, J(Vuex)2+(Vuey)2 (Ib) 1 4474.0 406.0 0.0 406.0 Sum 4474.0 406.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 4474 Resultant compression force (lb): 0 Eccentricity of resultant tension forces In x-axis, e'Ne (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor In Tenslon(Sec. 0.5,11 Nu (Ib) 0 ¢Nxa (Ib) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kcAq cha? s (Eq. D-7) kc ,t f'c (psi) he (in) Nb (Ib) 0.0 406.0 17.0 1.00 4000 4.000 8601 ONcb = Q (ANc/ANco)Tod.NY'c,NY'cp.NNb (Sec. D.4.1 & Eq. D-4) ANC (in2) AN. (in2) %4.N Yc.N N'cp,N Nb (Ib) 0 Ow (lb) 144.00 144.00 1.000 1.00 1.000 8601 0.65 5591 6. Adhesive Strength of Anchor in Tension (AC308 Sec. 3.31 Tka = Tk.afs,ort.termKsat Tk. . (psi) f hort.remm Ksar Tka (psi) 980 1.00 1.00 980 Nao = rk a rdahet (Eq. D -16f) um (psi) da (in) her (in) No (ib) 980 0.63 4.000 7697 ¢Na = 0 (ANa/ANao)Y'ed.NaY'p,NaNao (Sec. D.4.1 & Eq. D -16a) ANa (int) ANao (int) Ted. Na %Me No (Ib) @ ON. (Ib) 144.00 144.00 1.000 1.000 7697 0.65 5003 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -15c Cupp. ny Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925,847.3871 www.strongtie.com • • SIMPSON Anchor DesignerTM Software Version 2.0.5090.18 8. Steel Strength of Anchor in Shear (Sec. D.6.11 Vsa (Ib) Oaour Qgrour¢Va (Ib) Company: Visser Engineering Date: 7/3/2014 Engineer: A. Derrick Page: 4/5 Project: 4501 Building Address: Phone: E-mail: 7865 1.0 0.65 5112 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in x -direction: V& = 7(1./ der.24d,,.'iPccart.s (Eq. D-24) 4 (in) da (in) A f'c (psi)ca, (in) Vox (Ib) 4.00 0.63 1.00 4000 8.00 11480 ;Wax =¢ (Avc/Avco)%d,vY'c.VY'h,vV& (Sec. D,4.1 & Eq. D-21) Avc (in2) Avco (int) Yed.v Y'c.v Y'h.v Vox (Ib) 0 OVrox (Ib) 174.00 288.00 1.000 1.000 1.287 11480 0.70 6246 Shear parallel to edge in x -direction: Voy = 7(!e/da)°-Z tde1 f'c erl'S (Eq. D-24) b (in) da (in) .. Pc (psi) ca, (in) Vby (Ib) 4.00 0.63 1.00 4000 8.00 11480 OVcbx =0(2)(Avc/Avco)74d.v'Yc.vY'h.vVby (Sec. 0.4.1, D.6.2.1(c) 8 Eq. D-21) Avc (int) Avco (int) Y'ed.v 'PC,v Y'n.v Vey (lb) 0 0Vcb, (Ib) 174.00 288.00 1.000 1.000 1.287 11480 0.70 12492 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.31 0Vcp = 0min(kcpNa ; kcpNco( = ¢ min(kcp(ANa/ANao)Y'ad.NeY'p.NaNao; kcp(ANc/Alyea) Yad.NY'c.NY'cp.NNb( (Eq. D -30a) kcp ANa (int) Awe (int) Y'ad.Ne Y'p,Na No (Ib) Na (Ib) 2.0 144.00 144.00 1.000 1.000 7697 7697 AN (in2) ANco (in2) Y'ed.N Tog Ycp.N Nb (Ib) Ncb (Ib) 0 ¢Vcp (Ib) 144.00 144.00 1.000 1.000 1.000 8601 8601 0.70 10776 11. Interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, N. (Ib) Design Strength, el% (Ib) Ratio Status s Steel 4474 9833 0.46 Pass Concrete breakout 4474 5591 0.80 Pass Adhesive 4474 5003 0.89 Pass (Govems) Shear Factored Load, V. (lb) Design Strength, eV. (Ib) Ratio Status Steel 406 5112 0.08 Pass (Governs) T Concrete breakout x+ 406 6246 0.06 Pass (( Concrete breakout y- 406 12492 0.03 Pass Pryout 406 10776 0.04 Pass Interaction check Nue/0N,, Vua/¢Vn Combined Ratio Permissible Status Sec. D.7.1 0.89 0.00 89.4 % 1.0 Pass AT -XP w/ 5/8"0 F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S,mpsoh, Stroh ;-T iea Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax 925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTm Software Version 2.0.5090.18 Company: Visser Engineering Date: 7/3/2014 Engineer: A. Derrick Page: 5/5 Project: 4501 Building Address: Phone: E-mail: 12. Warningg - Designer must exercise own judgement to determine If this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Smtpson Slrong-Ta r'e� pz.:•:; I: c. 5956 W. Las Positas Boulevard Pleasanton, CA 94586 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com VISSER ENGINEERING CALCULATION SHEET Title: Project -1 l - ')Jt— aT I4L Client: CA46.S Date: Page: 40 WALL . .fCf-'OZS 1N- c i- ,b > 4 1-o ftp r4 wat. -rte P.Pf\r,t,r43cf~(R S • 1 of -r j (cf.- 0,lk) ' Y (z) * cum v •- ( 5,s • ( )(,3I)(t) . 3':,2 =>(2)WsC r 34s E f VISSER ENGINEERING N.� )771-.. ► .: 1`ARr-P, ! e ... "€ ? . a C . cAr,f ...t\c " . r' Pc -CE CJL '....... 11.2.4/5 s c:- klEUS 36/ +- ?A` Ftp f ; . r- . TP-ANISFEW,<fri(z-4 7146 CALCULATION SHEET Title: Project: C3 I. t.Attrht? Client: Date: Page: 1 C1 -lam S... ...<'92 k rce ct>cv.tr F-. iU14 : ..:rr ..ZZ .CA, .Z;_ ,1;-5. it -4i /Fr ....... (q{ 1Z,) - c4- t+ -} (r p).( `) - r3S. S . 11` , bZ 4!). VISSER ENGINEERING • CALCULATION SIIEET Title: �S� Fitt l t, . Project � i Client' Date: - Page: -. T` 2' E . =.. (_"`(? r x /UL •.1.5T9. ��..... IS Omer e- (. es ? 34.24. 1F. 1:1(1.. I,• 6:1t 4 Tics /7 11),S 1 4 7 z. -+ \ J• j , i Y .ME.11 •s .. . 3- 0 c ... . . t . LE U6c... t r (()Y1349 474 . s 275 . r� l = ( 34) ( 2- I = I 1 E4,4� /c .off .. cr EWiiJk ,e • VISSER • 4,� :41 ENGINEERING CALCULATION SMELT Title: Project: (/ .- Client: e)t-.(CS Date: -_ Page: (c>3 7A.X .z..: S4-0 .+ ?53s _ ` SS* r‘ ' 2$... v - ` lAPi-%I is DRAC-.)S Mlix t (sQ,'(14'') It, 4(n4. NZPG, ri. , s. StG-)q oP t F L— Z. JC it .. 1-..› 1 I i():.1 4- S 2. 2.s 13.3 > ( -1/ VISSER wf3#s ENGINEERING i. "'�..(;) ..0. Ec CALCULATION SHEET Title: Project: 4SO; t bat b (4--9) Client: �C`�f�•l Date: Page: •)`i` r3 /,TT/4(') • ri M}.�.. ‘(,,•317.(.9?')(‘7.2.),)(3(.-,;) 13.41 L 2'/Z K b V2 7Q, LC�r ;/ z. 11 Lo - r bEE' `rguss C 72c)SS- TIE (1S, g4T.)(,) 3-'41-:4 .. ~. , (S A 3 35'-0" • 14- 4 < • $95 855 TC5 A kk 40 St'szP," OPEN 54-c, elmo' $555R 110- VISSER • ENGINEERING 7474" CALCULATION SHEET Title: Project: Client: Date: Page: t5i9457 c (3q*412.) w ...z7s7 t4 is, 94- _ ..5 ..�.... Z `r •.. VISSER • • ENGINEERING CALCULATION SHEET Title: Project: ''Sbl l y,1lt..zogc.i E(�;- Client: Date: Page: C?OMS- t S '.. U @ C vr1t4 Llr--16.Z Pte, C t 4 tz, P - (74)6325'6 (N/30.3 s ('9303) (4t1e) ssg' 4 => L(.Nb CLQ -7`1C: (93o;)(s 4'fG, s s Fc.)1Z :''" LAT 't Oi.4 TO , ; t SYS. t} .Aci .(4tQ. = f ,3) G; , c `.,.x" t t,1 `7` t, 9 (.p) .IISQt<411z" (�,3)(4 => EAC. -( €E, SVISSER ENCI NEERINC • CALCULATION SHEET Tide: Project. 4-S()I 111.:bits-K;1 (,4-- Qom` Client: Date: Page: (0 )LN-- (isr: \ ALL .L 1 1s . t W €4, -Y,9 -4-9)(.1,c)) r. (73' 2-5), a X 10) , (z)S pSf 32)( . ) .7; ,55., S3 js; (,e 1hl ( 1�ftt CJl"t�tfii W/I U-j�rdf CZ iet't�1 { r` 4 1t L4.+... . . • VXSSER ENGINEERING Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: Jones Date: 7/8/14 Page: Panel Location: 3'-6" Pier with High Bay Windows Panel Geometry: Lc (cicarspan): H (Total Height): panel thickness, tpanel: Reveal depth: structural thickness, [strut: Pier Length: Wall width tributary to pier: (ctr to ctr of openings) Height of Spandrel: Height to Spandrel: 342 inches 35 feet 7.25 inches 0.75 inches 6.50 inches 35 feet 11.5 feet 11.00 feet 22 feet Concrete Criteria: Concrete Properties Reinforcement Bar sire: fy: Es: ey: fc': Ec: wc; 6 60 29000 0.002069 Section Properties Ig = 12"tstruc^3/12: yt = tstruc/2: fr: Mcr: 4 3605 150 ks( ksi pcf Curtains: ksi d: 5 ksi in/in n=Es /Ec: 8.04 (ACI 8.5.1) 2 274.6250 inches^4 3.2500 inches 474.3416 psi (ACI 9.5.2.3) 40.0819 inch-kips/ft Recommended Design: Panel Thickness: 7.25 inches with 0.75 inch reveals Reinforce with it 6 bars at 4.11597661 inch spacing As provided: 1,283 int/ft Reinforcement Requirements: As required (p ): As required (p „m): Check p c .75 p,,,, 0.104 hi%ft (ACI 14.3.2) 0.198 in2/ft (ACI 10.5.1) OK (ACI RI0.3.5) OK OK Panel Loads Gravity Loads Prdl: Prll: Pfdl: Pill: Roof Dead WI: Roof Live Wt: Trib Width of Roof: Roof ecc: Floor Dead Wt: Floor Live Weight: Trib Width of Floor. Floor ecc: 2.875 4.792 0.000 0.000 kips kips kips kips Panel Dead Loads Spandrel weight: Pier weight (below spandrel): Pier design dead load: Panel Seismic Loads 15.00 psf 25.00 psf 16.67 feet 6.63 inches 0.00 psf 0.00 psf 0.00 feet 0.00 inches Mrdl: 1.587 MrII: 2.645 Mfdl: 0.000 Mfll: 0.000 11464.06 pounds 6978.13 pounds 13.21 kips kip -feet kip -feet kip -feet kip -feet Sds: 0.0?; Cs = 0.4 Sds 1: 0.39 (ASCE 12.11.1) Fp=Cs W: 35.49 psf Fp, pier. Fp, spandrel: Vu top: Vu bouotn: distance to inflection: Me:'i km -feet Maximum Combined Loads fperIBC Section 1605) 16.3(a) Pu: 7.70 kips/ft 16-5(a) Mu: 114.20 inch-kips/ft 16-8(b) Ps: 5.96 kips/ft 16-10(a) Ms: 82.69 inch-kips/ft b VISSER ENGINEERING • • j .P1&."0„. V-11 Un-( = lc�X11 CALCULATION SHEET Title: Project: I_ EL) lL ii rt 14-- Client: Date: Page: Q.32 SPt1l.f eL. S lLL . i, a , ski (io + `'/2_, S.3)) .��, PieI 414.1 • • • VISSER ENGINEERING Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: Jones Date: 7/8/14 Page: Panel Location: 10'-0" Pier with Single High Bay Window Panel Geometry: Lc (clearspan): 342 inches H (Total Height): 33 feet panel thickness,tpanel: 7.25 incites Reveal depth: 0.75 inches structural thickness, tstruc: 6.50 inches Pier Length: 10 feet Wall width tributary to pier: 12.5 feet (ctr to ctr of openings) Height of Spandrel: 11.00 feet Height to Spandrel: 22 feet Concrete Criteria: Concrete Properties fc': Ec: 4 ksi 3605 ksi wc: 150 pcf (ACI 8.5.1) Reinforcement Bar size: 5 Curtains: 2 fy: 60 ksi d: 5.0625 Es: 29000 ksi ey: 0.002069 in/in n - Es 1 Ec: 8.04 Section Properties 1g= I2•tstruc^3/12: 274.6250 inches^4 yt - tstruc/2: 3.2500 inches fr: 474.3416 psi (ACI 9.5.2.3) Mcr: 40.0819 inch-klps/ft Recommended Design: Panel Thickness: 7.25 inches with Reinforce with # 5 bars at As provided: 0.233 in=/ft Reinforcement Requirements: 0.75 16 As required (p 000: 0.104 int/ft (ACI 14.3.2) As required (p m;,): 0.200 in'/ft (AC1 10.5.1) Check p <.75 p,,,, OK (ACI R103.5) inch reveals inch spacing Panel Loads Gravity Loads Roof Dead Wt: 15.00 psf Roof Live Wt: 25.(10 psf Trib Width of Roof: 16.67 feet Roofeec: 6.63 inches Floor Dead WI: 0.110 psf Floor Live Weight: 0.00 psf Trib Width of Floor: 0.00 feet Floor ecc: 0.00 inches hell: 3.125 kips Mrdl: 1.725 kip -feet PM.; 5.208 kips Mrll: 2.875 kip -feet Pfdl: 0.000 kips Mfdl: 0.000 kip -feet P01: 0.000 kips MFlI: 0.000 kip -feet Panel Dead Loads Spandrel weight: 12460.94 pounds Pier weight (below spandrel): 19937.50 pounds Pier design dead load: 17.45 kips Panel Seismic Loads Sds: 0.'18 Cs = 0.4 Sds 1: 0.39 (ASCE 12.11.1) Fp Cs W: Fp, pier: Fp, spandrel: Vu top: Vu bottom: distance to inflection: . Me: kip -feet Maximum Combined Loads (per IBC Section 1605) 16.3(a) Pu: 3.30 kips/fi 16-5(a) Mu: 51.57 inch-kips/ft 16-8(b) Ps: 2.58 kips/ft I6 -10(a) Ms: 37.14 inch-kips/ft -44 •VISSER Zteikly:** ENGINEERING •F'Postr 1 ----ALS CALCULATION SHEET Title: Project: Client: Date: Page: 3,2. & UZ Tztr2.-21-7(7,4:t> ?Ns.E.L.s *. FLoo-P. TZG:'-E..7.a...b I Ia. z4,4\twaL rLocsiz, toiN LCA bs meLQZ . Mitq. PtGi-z t fp Q. &TV( s7-->A1411)PLLS • r rtc*1 74:_CLS- 1.5 rpodLis, 14-4. —).=..44f. .1 ri A1 -i I (--(e (isi)(2,.34.,7Qh:)z: Rot -1 TPIEL:E. r: 4 (1415)1 • J 14,1 Hoc) s3, .7:4" rr \,-(Qzk s VISSER ENGINEERING ! r `f ? 1z,14 n r ct 1 • 71) CALCULATION SHEET Title: Project. 1..5QL 11-(t•;-_+ Client: Date: Page: 3-3 9 s Tx.Qt �c. Rr� r1cv. 4- s P.Q : • '.5.;)/2 -)(Is\:) a 5)(3.3/a • ' r ( M4-G2l< `› .#G 3,,c see, s?" -1-3 4- r F67- 'I )a -t } t T1./ 5"--&` (4"*21''s// ) (1 1 T 5 l3oc E has J •VISSER • ENGINEERING wAi..L. `'s l'4( J i, -i • • • VISSER ENGINEERING Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: )ones Date: 7/8/14 Page: Panel Location: 2'-6" Pier at Front Entrance Panel Geometry: Le (clearspan): 342 inches 1'1 (Total Height): 33 feet panel thickness, tpanel: Reveal depth: structural thickness, tstruc: Pier Length: Wall width tributary to pier: (ctr l0 ctr of openings) Height of Spandrel: Height to Spandrel: 15.5 incites 0.75 inches 14.75 inches 2.5 feet 12.5 feet 11.00 feet 22 feet Concrete Criteria: Concrete Properties Reinforcement Bar size: tr: Es: ey: fc': 4 ksi Ec: 3605 ksi wc: 150 pcf t 6G 29000 0.002069 Section Properties 1g ' 12'tstruc^3/12: yt = tstruc/2: fr: Mcr. ksi ksi Win 3209.0469 7.3750 4743416 206.3979 Curtains. d: (ACI 8.5.1) 13.3125 n=Es/ Ec: 8.04 inches^4 inches psi (ACI 9.5.2.3) inch-kips/ft Recommended Design: Panel Thickness: Reinforce with 11 As provided: Reinforcement Requirements: As required (p t:}: As required (p m;J: Check p <.75 per, 15.5 5 0.531 inches with bars at int/ft 0.75 inch reveals 7 inch spacing 0.223 int/fl (ACI 143.2) int/ft (ACI 10.5.1) 0.527 OK ACI R103.5) .OK OK Panel Loads Gravity Loads Prdl: Prll: Phil: Pill: Roof Dead Wt: Roof Live Wt: Trib Width of Roof: Roofecc: Floor Dead Wt: Floor Live Weight: Trib Width of Floor: Floor ecc: 3.125 5.208 0.000 0.000 kips kips kips kips Panel Dead Loads Spandrel weight: Pier weight (below spandrel): Pier design dead bad.; Panel Seismic Loads 15.00 psf 25.00 psf 16.67 feet 10.75 inches 0.110 psf 0.00 psf 0.00 feet 0'00 inches Mrdl: 2.800 WI: 4.666 Midi: 0.000 MRI: 0.000 ;30,27, ;,,kips kip -feet kip -feet kip -feet kip -feet Sds: 0.08 Cs - 0.4 Sds 1: 0.39 (ASCE 12.11.1) Fp'CsW: Fp, pier. Fp, spandrel: Vu top: Vu bottom: distance to inflection: ov�� ' J. Me: ;_ 80:9y„1:. kip -feet Maximum Combined Loads (per 1BC Section 1605) I6 -3(a) Pe: 19.36 kips/R 16-5(a) Mu: 402.12 inch-kips/ft 16-8(b) Ps: 15.44 kips/fl 16-10(a) Ms: 288.27 inch•kips/ft • • • VISSER ENGINEERING Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: Jones Date: 7/8/14 Page: Panel Location: 5'-0" Pier at Front Entrance Panel Geometry: Lc (clearspan): 342 inches H (Total Height): 33 feet panel thickness, tpanel: 9.25 inches Reveal depth: 0.75 inches structural thickness,tstruc: 8.50 inches Pier Length: 5 feet Wall width tributary to pier: 15 feet (ctr to ctr of openings) Height of Spandrel: 11.00 fret Height to Spandrel: 22 feet Concrete Criteria: Concrete Properties fc': 4 ksi Ec: 3605 ksi (ACI 8.5.1) we: 150 per Reinforcement Bar size: 5 Curtains: 2 fy. 60 ksi d: 7.0625 Es: 29000 ksi ey: 0.002069 in/in n = Es / Ec: 8.04 Section Properties 1g= 12•tstruc^3/12: 614.1250 inches"4 yt = tslruc/2: 42500 inches ft: 474.3416 psi (ACI9.5.23) Mcr: 68.5424 inch-kips/ft Recommended Design: Panel Thickness: 9.25 inches with Reinforce with tl 5 bars at As provided: 0.286 int/ft Reinforcement Requirements: 0.75 inch reveals 13 itch spacing As required (p „u): 0.133 hY/ft (ACI 14.32) As required (p m; ): 0.280 int/ft (ACI 10.5.1) Check p < .75 p,,,,, OK (ACI RI03.5) OK OK Panel Loads Gravity Loads Roof Dead Wt: 15.00 psf Roof Live Wt: 25,00 psf Trib Width of Roof 16.67 feet Roafecc: 7.63 inches Floor Dead Wt: 0.00 psf Floor Live Weight: 0.00 psf Trib Width of Floor: 0A0 feet Floor ecc: (Oil inches Prdl: 3.750 kips Mrdl: 2.383 kip -feet Prll: 6.250 kips Mrll: 1971 kip -feet Pfdl: 0.000 kips Mfdl: 0.000 kip -feet Pfll: 0.000 kips Mill: 0.000 kip -feet Panel Dead Loads Spandrel weight: Pier weight (below spandrel): _ Pier design dead load: ;.17.90 'kips Panel Seismic Loads Sds: (1.93 Cs m 0.4 Sds l: 0.39 (ASCE 12.11.1) Fp Cs W: Fp. pier: Fp, spandrel: Vu top: Vu bottom: distance to inflection: Me:' :61.50,: kip -feet Maximum Combined Loads (per IBC Section 1603) 16-3(a) Pu: 7.20 kips/ft 16-5(a) Mu: 154.37 inch-kips/ft 16-8(b) Ps: 5.58 kips/ft 16-10(a) Ms: 110.95 inch-kips/ft • • VISSER ENGINEERING Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: Jones Date: 7/8/14 Page: Panel Location: Typical 28'-6" Panels without Openings Panel Geometry: Lc (clearspan): H (Total Height): panel thickness. (panel: Reveal depth: structural thickness, tstruc: Pier Length: Wall width tributary to pier: (ctr to Mr of openings) Height of Spandrel: Height to Spandrel: 342 inches 33 feet 7.25 inches 0.75 inches 6.50 inches feet 1 feet 33.00 feet 0 feet Concrete Criteria: Concrete Properties Reinforcement Bar size: fY: Es: ey: fc : Ec: 4 3605 wc: 150 5 60 29000 0.002069 Section Properties Ig =12•tstruc^3/12: 34 = tstn[ct2: fr: Mcr. ksi ksi in/in 274.6250 3.2500 474.3416 40.0819 ksi ksi pcf (ACI 8.5.1) Curtains: d: 325 n Es / Ec: 8.04 inches^4 inches psi (ACI 9.5.2.3) inch-kips/ft Recommended Design: Panel Thickness: Reinforce with 11 As provided: Reinforcement Requirements: As required (p As required (p Check p <.75 p,,, 7.25 inches with 5 bars at 0.382 in'/ft 0.75 9.75 0.104 int/ft (ACI 14.3.2) in'/ft (ACI 10.5.1) 0.129 (ACI RIO 35) inch reveals inch spacing Panel Loads Gravity Loads Prdl: Pell: Pfdl: POI: Roof Dead Wt: Roof Live Wt: Trib Width of Roof: Roofecc: Floor Dead Wt: Floor Live Weight: Trib Width of Floor: Floor ecc: 0.250 0.417 0.000 0.000 kips kips kips kips 15.00 psf 25.0)) psf 16.67 feet 6.63 inches 0.(i0 psf 0.00 psf 0.00 feet 0.4(1 inches Mrdl: 0.138 kip -feet WI: 0.230 kip -feet Mfdl: 0.000 kip -feet Mfll: 0.000 kip -feet Panel Dead Loads Spandrel weight: 2990.63 pounds Pier weight (below spandrel): 0.00 pounds Pier design dead load: 1.50 kips Panel Seismic Loads Sds: Cs 0.4Sds1: Fp=Cs W: Fp. pier: Fp, spandrel: Vu top: Vu bottom: distance to inflection: Me: 0.95 0.39 (ASCE 12.11.1) 35.49 psf 35.49 plf 35.49 plf 678.02 pounds 493.11 pounds 13.89 feet 3.43 kip -feet Maximum Combined Loads (per LBC Section 1603) 16-3(e) Pu: 2.76 kips/ft 16-5(a) Mu: 16-8(b) Ps: 16-10(a) Ms: 43.07 inch-kips/ft 2.16 kips/ft 30.99 inch-kips/ft • • VISSER !:1 ENGINEERING Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: Jones Date: 7/8114 Page: Panel Location: 2'-6" Pier with 14'-0" Opening Panel Geometry: Lc (clearspan): 342 inches 11(Total Height): 33 feet panel thickness, tpanel: 7.25 inches Reveal depth: 0.75 inches structural thickness, 'strut: 6.50 inches Pier Length: 2.5 feet Wall width tributary to pier. 9.5 feet (ctr to or of openings) Height of Spandrel 17.00 feet Height to Spandrel: 16 feet Concrete Criteria: Concrete Properties Reinforcement Bar size: fy: Es: ey: lc': 4 ksi Ec: 3605 ksi wc: 150 pcf 6 60 29000 0.002069 Section Propenes Ig 12•tstruc^3/12: yl = Istruc/2: fr. Mcr: ksi ksi in/in 274.6250 3.2500 4743416 40.0819 (ACI 8.5.1) Curtains: - d: 5 n-Es/Ec: 8.04 inches^4 inches psi (ACI 9.52.3) inch-kips/ft Recommended Design: Panel Thickness: Reinforce with fl As provided: Reinforcement Requirements: As required (p ,,, ,): As required (p aw): Check p c .75 pa„ 7.25 6 1.283 in"/ft inches with 0.75 inch reveals ban at 4.11597661 inch spacing 0.104 int/ft (ACI 14.3.2) fa'/ft (ACI 10.5.1) 0.198 OK (ACI R10.3.5) OK OK Panel Loads Gravity Loads Prdl: Prll: Pfdl: Pnl: Roof Dead Wt: Roof Live Wt: Trib Width of Roof: Roofecc: Floor Dead Wt: Floor Live Weight: Trib Width of Floor: Floor ccc: 2.375 3.958 0.000 0.000 kips kips kips kips Panel Dead Loads Spandrel weight: Pier weight (below spandrel): Pier design dead load: Panel Seismic Loads Sds: Cs ' 0.4 Sds 1: Fp=Cs W: Fp, pier: Fp, spandrel: Vu lop: Vu bottom: disiance to inflection: Me: 15.011 psf 25A0 psf (6.07 feel 6.63 inches 0.00 psf 0.00 psf 0.00 feet 0.00 inches Mrdl: 1.311 kip -feet Mrl: 2.185 kip -feet Mfdl: 0.000 kip -feet Mftl: 0.000 kip -feet 14635.94 pounds 3625.00 pounds 1421 kips 098 0.39 (ASCE 12.1 1.1) 35.49 psf 88.72 plf 337.14 plf 5325.49 pounds 1825.49 pounds 17.20 feet 18.10 kip -feet Maximum Combined Loads (per IBC Section 1605) 16-3(a) Pu: 10.49 kips/ft 16-5(a) Mu: 94.31 inch-kips/ft 16.8(b) Ps: 8.22 kips/ft 16.10(a) Ms: 69.19 inch-kips/ft • • • VISSER ENGINEERING Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: Jones Dale: 7/8/14 Page: Panel Location: Man Door with 2'-0" Pier Panel Geometry; Le(clearspan): 342 inches H (Total Height)- 31 feet panel thickness, tpanel: 7.75 inches Reveal depth: 0.75 inches structural thickness,tstruc: 6.50 inches Pier Length: 2 feet Wali width tributary to pier: 3.667 feet (ctr to co of openings) Height of Spandrel: 17.00 feet Height to Spandrel: 16 feet Concrete Criteria: Concrete Properties fc': 4 ksi Ec: 3605 ksi (ACJ 8.5.1) we: 150 pcf Reinforcement Bar size: 5 Curtains: fr 0( ksi d: 5.0625 Es: 29000 ksi ey: 0.002069 in/in n -- Es / Ec: 8.04 Section Properties Ig 12•tstruc^3/12: 274.6250 inches^4 yl tstruc/2: 3.2500 inches fr: 474.3416 psi (AC19.52.3) Mer: 40.0819 inch-kips/ft Recommended Design: Panel Thickness: 7.25 inches with Reinforce with # 5 bars at As provided: 0.233 in'/ft Reinforcement Requirements: 0.75 inch reveals 16 inch spacing As required (p , ,,): 0.104 in'/fi (ACI 14.3.2) As required (p m,): 0.200 int/ft (ACI 10.5.1) Check p <.75 pm„ (ACI RI0.3.5) OK OK Panel Loads Gravity Loads Ruof Dead Wt 8 00 psf Roof Live WI: 25.00 psf Ttib Width of Roof 10.07 feet Roufecc: 6.63 inches Floor Dead Wt: Ole) psf Floor Live Weight: 0.00 psf Trib Width of Floor: 0 NI feet Floor ecc: 0.00 inches Prdl: 0.917 kips Mrdl: 0.506 kip -feet Pril: 1.528 kips Mill: 0.844 kip -feet Pfdl: 0.000 kips Mfdl: 0.000 kip -feet POI: 0.000 kips Mftl: 0.000 kip -feet Panel Dead Loads Spandrel weight: 5649.47 pounds Pier weight (below spandrel): 2900.00 pounds Pier design dead load: 5.48 kips Panel Seismic Loads Sds: 0'16 Cs = 0.4 Sds 1: 0.39 (ASCE 12.11,1) Fp -Cs W: 35.49 psf Fp, pier: 70.98 plf Fp, spandrel: 130.14 plf Vu top: 2220.61 pounds Vu bottom: 1127.37 pounds distance to inflection: 15.88 feet Me: 8.95 kip -feet Maxknum Combined Loads (per IBC Section 1605) t6 -3(a) Pu: 5.06 kips/ft 16-5(a) Mu: 57.31 inch-kips/ft 16-8(b) Ps: 3.96 kips/ft 16-10(a) Ms: 41.65 inch-kips/ft 4.9 VISSER ENG1 NEER!NG Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: Jones Date: 7/8/14 Page: Panel Location: 4'-0" Pier at Loading Dock Doors Panel Geometry: Lc (clearspan): H (Total Height): panel thickness, tpanet: Reveal depth: structural thickness, tstruc: Pier Length: Wall width tributary to pier: (ctr to ctr of openings) Height of Spandrel: Height to Spandrel: 343 inches 33 feet 7.25 inches 0.75 inches 6S0 inches .1 feet 14.5 feet 17.00 feet 16 feet Concrete Criteria: Concrete Properties Reinforcement Bar size: fy: Es: ey: fc': Ec: wc: 60 29000 0.002069 Section Propenies Ig = 12•tstruc^3112: yt = tstruc/2: fr: Mcr: 4 3605 150 ksi ksi in/in 274.6250 3.2500 474.3416 40.0819 ksi ksi pcf Curtains: (AC18.5.1) 5 n=Es/Ec: 8.04 inches^4 inches psi (ACI 9.5.2.3) inch-kips/ft Recommended Design: Panel Thickness: 7.25 Reinforce with q 6 As provided: 0.645 Reinforcement Requirements: As required (p As required (p n ): Check p <.75 1 inches with bars at in'/ft 0.75 inch reveals 6.25 inch spacing 0.104 in'/ft (AC114.3.2) 0.198 OK in'/ft (ACI 10.5.1) (ACI R10.3.5) OK. ' OK Panel Loads Grmdry Loads Prdt: Prlt: Pfdl: PIl1: Roof Dead Wt: Roof Live Wt: Trib Width of Roof: Roofccc: Floor Dead Wt: Floor Live Weight: Trib Width of Floor: Floorecc: 3.625 6.042 0.000 0.000 kips kips kips kips Panel Dead Loads Spandrel weight: Pier weight (below spandrel): Pier design dead load: Panel Seismic Loads Sds: Cs- 0.4 Sds 1: Fp"CsW: Fp, pier. Fp, spandrel: Vu top: Vu bottom: distance to inflection: Me: 15.00 psf 25.(;0 psf 16.67 feet 6.63 inches 0,(n) psf 0.00 psf 0.00 feet RO(t inches Mrdl: 2.001 kip -feet Mr11: 3.336 kip -feet Mfdl: 0.000 kip -feet Mfll: 0.000 kip -feet 22339.06 pounds 5800.00 pounds 21.68 kips 01)5 0.39 (ASCE 12.11.1) 35.49 psf 141.96 plf 514.59 plf 8157.74 pounds 2861.51 pounds 17.15 feet 27.95 kip -feet Maximum Combined Loads (per IBC Section 1605) 16-3(a) Pu: 10.01 kips/ft 16-5(a) 16-8(b) 16-10(a) Mu: Ps: Ms: 90.96 inch-kips/11 7.84 kips/fi 66.71 inch-kips/it JQ VISSER ENGINEERING Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: Jones Date: 7/8/14 Page: Panel Location: 2'-6" Pier at Short Panel Panel Geometry: Lc (clearspaa): H (Total Height): panel thickness, Monet: Reveal depth: structural thickness, tstruc: Pier Length: Wall width tributary to pier: (ctr to ctr of openings) Height of Spandrel: Height to Spandrel: 132 inches 11 feet 725 . inches 0.75 inches 6.50 inches 2.5 feet 12.5 feet 2.00 feet 9 feet Concrete Criteria: Concrete Properties Reinforcement Bar size: fy: Es: cy: fc': Ec: wc: i 6(1 29000 0.002069 Section Properties lg= I2'tstruc^3/12: yt = tstrucfl: fr; Mcr: 4 3605 150 ksi ksi in/in 274.6250 3.2500 474.3416 40.0819 ksi ksi pcf (ACI 8.5.1) Curtains: 1 d: 3.25 n=Es/Ec: 8.04 inches^4 inches psi (ACI 9.5.2.3) inch-kips/ft Recommended Design: Panel Thickness: Reinforce with t) As provided: Reinforcement Requirements: As required (p emn1: As required (p Check p <.75 p� • 7.25 inches with 5 bars at 0.2.33 in' -/ft 0.75 inch reveals 16 inch spacing 0.104 in'/ft (ACI 14.3.2) 0.129 in/ft (ACI 10.5.1) OK (ACI R 10.3.5) Panel Loads Gravity Loads Prdl: PrIl: Pfdl: PILI: Roof Dead Wt: Roof Live Wt: Trib Width of Roof: Roofecc: Floor Dead Wt: Floor Live Weight: Trib Width of Floor: Floor ecc: 0.000 0.000 0.000 0.000 kips kips kips kips Panel Dead Loads Spandrel weight: Pier weight (below spandrel): Pier design dead load: Panel Seismic Loads Sds: Cs0.4 Sds 1: Fp = Cs W: Fp, pier: Fp, spandrel: Vu top: Vu bottom: distance to inflection: Me: Maximum Combined Loads (per 18C S 16-1 Pu: 16-5(a) 16-7 16-10(a) Mu: Ps: Ms: 15!00 25A0 0.00 6.63 (1(i0 0.00 (0(1 0.0(1 psf psf feet inches psf psf feet itches Mrdl: 0.000 Mrlk 0.000 Mfdl: 0.000 MOl: 0.000 2265.63 pounds 2039.06 pounds 3.06 kips 0'78 0.39 35.49 88.72 443.61 1133.22 552.50 6.23 132 kip-fect kip -feet kip -feet kip -feet (ASCE 12.11.1) psf plf plf pounds pounds feet kip -feet cction 1605) 1.71 kips/ft 8.26 1.22 5.78 inch-kips/ft kips/ft inch-kips/fl 61 VISSER ENGINEERING Calculation Sheet Title: Concrete Panel Design Project: 4501 Building (14-049) Client: Jones Date: 7/8/14 Page: Panel Location: 16'-0" Spandrel Beam Panel Geometry: Lc (clearspan): H (Total Height): panel thickness,tpanel: Reveal depth: structural thickness, tstruc: Pier Length: Wall width tributary to pier: (ctr to ctr of openings) Height of Spandrel: Height to Spandrel: 92 inches 16 feet 7.25 inches 9.75 inches 6.50 inches 1 feet 1 feet 16.00 feet (4 feet Concrete Criteria: Concrete Properties Reinforcement Bar size: fy: Es: ey. 60 29000 0.002069 Ec: wc: Section Properties 1g = 12ststrua^3112: yt a tstruc/2: fr: Mcr: 4 ksi 3605 ksi 150 pcf ksi ksi in/in 274.6250 3.2500 474.3416 40.0819 (ACI 8.5,1) Curtains: d: 3.25 n=Es/Ec: 8.04 inches^4 inches psi (ACI 9.5.2.3) inch-kips/ft Recommended Design: Panel Thickness: 7.25 inches with Reinforce with 6 4 bars at As provided: 0.229 id'/ft Reinforcement Requirements: As required (p As required (p Check p < .75 pa., 0.75 10.5 0.104 m'/ft (ACI 14.3.2) 0.129 int/ft (ACI 10.5.1) OK (ACI R10.3.5) inch reveals inch spacing .,OK Panel Loads Gravity Loads Prdl: Prll: Pfdl: Pfll: Roof Dead Wt: 41.00 psf Roof Live Wt: 0.00 psf Trib Width of Roof: 0.00 feet Roof ecc: 6.63 inches Floor Dead Wt: Floor Live Weight: Trib Width of Floor: Floor ecc: 0.000 0.000 0.000 0.000 kips kips kips kips 0.00 psf 0.00 psf 0.00 feet 0.00 inches Mrdl: 0.000 kip -feet Mrll: 0.000 kip -feet Mfdl: 0.000 kip -feet Mfll: 0.000 kip -feet Panel Dead Loads Spandrel weight: 1450.00 pounds Pier weight (below spandrel): 0.00 pounds Pier design dead load: 0.73 kips Panel Seismic Loads Sds: Cs=0.4Sds 1: Fp - Cs W: Fp. pier. Fp, spandrel: Vu top: Vu bottom: distance to inflection: Me: 0.98 0.39 (ASCE 12.11.1) 35.49 psf 35.49 plf 35.49 plf 283.91 pounds 283.91 pounds 8.00 feet 1.14 kip -feet Maximum Combined Loads (perlRCSection /6(15) 16-1 Pu: 1.02 kips/ft 16.5(a) 16-7 16-10(a) Mu: Ps: Ms: 13.63 inch-kips/ft 0.73 kips/ft 9.54 inch-kips/ft F2. • VISSER A ENGINEERING (ALL. CALCULATION SHEET Title: Project: '"{} U lLbjisiC=4-4 4 ` O 1 Client. Date: Page: o WALL LoPs ME. 1.5i0$1 -i:? -,ACM 141Gt c jz- anAE • Vv,, 1,./ALL.. c s 1r ( v.l s f .� t / 23" z 114r4 -(X)) )4(1) 332 I L ( 140 ra / S -W H' ! .EC' 10,:_( I SQ 1 .( QCT l4rS. " ttZeCT't+.),.. ( ),!CO ' {` Cr t�� .1 VISSER ,,:Hi' ENc ix. INV Calculation Sheet Title: Shear Wall Flexibility/Ridgidity Project: 4501 Building (14.049) Client: )„ ; •; Date: 7,9/2014 Page: E (Icsiy= 36115 G (ksi)= 1262 Panel: Pl Type l: A.[4(11//j.3(11/,)].1E, Type 2 A=[( +3ME)].- r Type 1: Cantilever pier with fixed base and free at top Type 2: Double curvature pier; fixed at base and top Element Solid Wall /Solid Strip (Upper" Pier (Left - Upper) Pier (Middle - Upper) Pier (Right - Upper, olid Strip (Lower Pier (Left - Lower Pier (Middle - Lower) 'Pier (Right - Lower Type I.0 .. 2,0 .' .- 2.0 2.11 2.0 2.0 t(in) 7.25 . _. -, .. ,. 7.25 7.25 7.25 7.25 H (feet) 31.30 5.00 ... ... 5.00 17.00 17.00 17.00 17.00 L(feet) 33.00 ,) ,, '' 33-01) 3.50 4.00 2.50 A (m) 0.000240.00006 0.00001 0.00007 - : i) 0.00025 0.00011 0.00148 0.00342 0.01281 A piers (in) 0.00024 ' 0.00006 0.00006 0.00096 A total (in) 0.00114 R panel (kfin) 880 Panel: P2 Element Solid Wall Solid Strip (Upper Pier (Left - Upper) Pier (Middle - Upper) Pier (Right - UpperSolid Strip (Lower Pier (Left • Lower Pier (Middle - Lower) Pier (Right - Lower Type 1.0 .. 2,0 .' .0 21) 2.0 .1 2.0 t (in) 7.25 . _. -, .. 15.25 7.25 7.25 ...... 7.25 H (feet) 34.00 5.00 ... ... 5.00 8.17 0.17 8.17 L (feet) 10.00 ,) ,, '' 10.00 3.03 2.02 A (in) 0.00641 0.00001 0.00007 - : i) 0.00025 0.00011 0.00062 0.00116 A piers (in) 0.00641 • " 0.00006 0.00011 0.00040 A total (in) 0.00669 R panel (k/in) 149 Panel: 04 Element Solid Wa11 Solid Strip (Upper Pier (Left • Upper, Pier (Middle - Upper) Pier (Right • Upper?olid Strip (Lower, Pier (Left - Lowa, Pier (Middle - Lower) Pier (Right - Lower Type 1.0 2.0 2,0 .' 2.0 2 )1 2.0 .1 2.0 t (in) 15.25 15.25 15.25 c .. 15.25 15.25 15.25 ...... 15.25 11 (feet) 34.00 5.00 5.00 ... 5.00 12.00 12.00 12,00 L (feet) 27.50 27.50 5.00 2.30 2750 5.00 2.50 A (in) 0.00020 0.00001 0.00007 - : i) 0.00025 0.00003 0.00038 0.00227 A piers (in) 0.00020 0.00001 0.00006 0.00003 0.00033 A total (in) 0.00055 R panel (k/in) 1806 Panel: 05 Element Solid Wall Solid Strip (Upper Pier (Left - Upper) Pier (Middle - Upper) Pier (Right - Upper)Solid Strip (Lower Pier (Left - Lower. Pier (Middle - Lower) Pier (Right - Lower Type 10 70 2.0 .' 2.1) 20 2.0 .1 2.0 I (in) 1.5.25 15.25 15.25 15.25 15.25 15.25 ...... 15.25 H (feet) 34.00 5.00 500 ... SAO (2.00 12.00 12.00 L (feet) 27.50 2750 2.50 5.00 27.50 250 5.00 A (in) 0.00020 0.00001 0.00025 ` ' 0.00007 0.00003 0.00227 0.00038 A piers (in) 0.00020 0.00001 0.00006 0.00003 0.00033 A total (in) 0.00055 R panel (Win) 1806 • Type 2. VISSER "jai. ENG INIr R,1:L Calculation Sheet Title: Shear Wall Flexibility/Ridgidity Project: 4501 Building( 4-019) Client: Innes Date: 7.4) 2014 Page: E (ksi)= 3605 G (ksi)= 1262 Panel: P9 Type L: Am[41V +3(H/UJ Et Type 1: Cantilever pier with fixed base and free at top Type 2: Double curvature pier; fixed at base and top Element Solid Wall Solid Strip (Upper Pier (Left - Upper Pier (Middle - Upper) Pier (Right - Upper)Solid Strip (Lower Pier (Left - Lower' Pier (Middle - Lower) Pier (Right - Lower Type 1.0 .. .. .. 2.0 2.0 ?.: i 2A) t(in) 7.25 ..: _.. ." .- 7.25 7.25 7.25 H (feet) 34.00 - - -. .: 0.17 5.17 . 8.17 1. L (feet) 13.00 ,. 13.00 3.75 .. 6.00 A(in) 0.00304 "!' 1: ; 0.00008 0.00065 .. 0.00025 A piers (in) 0.00304 .. . . 0.00008 0.00018 A total (in) 0.00314 R panel (k/in) 319 Panel: PIO Element Solid Wall Solid Strip (Upper, Pier (Left - Upper, Pier (Middle - Upper) Pier (Right - Upper olid Strip (Lower Pier (Left - Lower Pier (Middle - Lower) `Pier (Right - Lower Type 1.0 .. .. .. 3.0 2.0 ?.: i 2.0 t(in) 7.25 ..: _.. ." .- 7.25 7.25 7.25 H (feet) 31.50 - - -. .. 17.00 17.00 . 17.00 L (feet) 30.00 J..c..; 30.00 N.00 8.00 A (in) 0.00030 "!' 1: ; 0.00007 0.00061 :1 0.00061 A piers (in) 0.00030 .. . . 0.00007 0.00031 A total (in) _ 0.00053 R panel (k/in) 1882 Panel: PI I Element Solid Wall Solid Strip (Upper Pier (Left - Upper` Pier (Middle - Upper) Pier (Right - UpperSolid Strip (Lower Pier (Left - Lower, Pier (Middle - Lower) Pier (Rigbt - Lower Type 1.0 .. .. .. 2.0 2.0 ?.: i 2.0 t (in) 7.25 - - 7.25 7.25 7.25 H (feet) 3150 .. , _ . . 5.00 5.00 5.00 L(feet) 24.33 J..c..; 24.33 9.33 10.00 A (in) 0.00048 "!' 0.00002 0.00007 ) 0.00006 A piers (in) 0.00048 .. . . 0.00002 0.00003 A total (in) 0.00049 R panel (k/in) 2045 Panel: 1'12 Element Solid Wall Solid Strip (Upper Pier (Left - Upper Pier (Middle - Upper) Picr (Right - Upper Solid Strip (Lower Pier (Left - Lower Pier (Middle - Lower) Picr (Right - Lower, Type 1.0 2 0 2.0 ?.: i 2.0 t (in) 7.25 - - 7.225 7.25 7.25 H (feet) 34.00 .. , _ . . 5.00 5,00 5.90 L(feet) 24.92 J..c..; 24.92 10.01' 1('00 A (in) 0.00055 0.00002 0.00006 0.00006 A piers (in) 0.00055 0.00002 0.00003 A total (at) 0.00055 R panel (k/in) 1808 • VISSER A'- ENG11/1rx1nc Calculation Sheet • Title: Shear Wall Flexibility/Ridgidity • b Project: 4501 Building t 14.0441 Client: Jones Date: 7!9'2014 Page: E (Icsi)-• 36()5 G (ksi)a 1262 Panel: 1'13 Type I: A [4N+3(H/J]sEt Type 2 Type 1: Cantilever pier with fixed base and free at top Type 2: Double curvature pier; fixed at base and top Element Solid Wall 'Solid Strip (Upper, Pier (Left - Upper. Pier (Middle • Upper) Pier (Right - Uppersjolid Strip (Lower Pier (Left - Lower" Pier (Middle - Lower) Pier (Right - Lower Type 1.0 .1 .... 2.0 2.0 2.0 1 (in) 7.25 -.. .. "I,i 7.25 7.25 .. 7.25 11(feet) 34.01) ... - - 5.00 5.00 :.i.; 5.00 L (feet) 24.92 . -. -' 24 02 10.00 ' - 10.00 A (in) 0.00055 0.00002 0.00006 0.00006 A piers (in) 0.00055 .. 0.00002 0.00003 A total (in) 0.00055 R panel (k/in) 1808 Panel: P I4 Element Solid Wall Solid Strip (Upper Pier (Left - Upper, Pier (Middle - Upper) Pier (Right - Uppersolid Strip (Lower Pier (Left - Lower Pier (.Middle - Lower) Pier (Right - Lower Type I Ai. .1 .... 2.0 2.0 2.0 t (in) •, 25 -.. .. 7.25 7.25 .. 7.25 91 (feet) 31.50 ... - - 5.00 5.00 :.i.; 5.00 L (feet) 24.33 ..1 24.3:; 10.00 ' 10.00 A (in) 0.00048 0.00002 0.00006 0.00006 A picrs (in) 0.00048 .. 0.00002 0.00003 A total (in) 0.00049 R panel (k/in) 2050 Panel: P 15 Element Solid Wall -Solid Strip (Upper Pier (Lefl - Upper' Pier (Middle - Upper) Pier (Right - Upper Solid Strip (Lower Pier (Left - Lower Pier (Middle - Lower) pier (Right - Lower Type 1.0 .1 2.0 2.0 2.0 t(in) 7.25 -.. .__- 775 7.25 _ 7.25 H (feet) 31.501 _, 7.00 I7.00 :.i.; 17.00 L (feet) 27.00 ..1 27.00 5,00 ' 5.00 A (in) 0.00038 0.00008 0.00061 0.00180 A piers (in) 0,00038 0.00008 0.00046 A total (in) 0.00076 R panel (k/in) 1321 Panel: P16 Element Solid Wall Solid Strip (Upper Pier (Left - Upper, Pier (Middle - Upper) Pier (Right - Upper5olid Strip (Lower Pier (Left - Lower, Pier (Middle - Lower) Pier (Right - Lower Type I.0 t 2.0 2.0 2.0 1 (in) 1.75 .. 7.25 7.75 7.25 H (feet) 74.001 _, 0.17 8.17 S.17 L (feet) 22.92 22.92 3.00 ' 17.00 8 (in) 0.00067 0.00004 0.00109 0.00006 A piers (in) 0.00067 0.00004 0,00006 A total (in) 0.00068 R panel (k/in) 1462 • VISSER : F ENGINL RoNG Calculation Sheet Title: Shear Wall Flextbility/Ridgidity Project: 4501 Building (14-0903 Client: 10iey Date: 7'9^014 Page: E (ksi)= 3(105 G (ksi)' 1262 Panel: P12 Type t: [4(`/L' { 3("/J � E, Type 2 4(H/I +3(H/)J.Er Type I: Cantilever pier with fixed base and free at top Type 2: Double curvature pier; fixed at base and top Element Solid Wall Solid Strip (Upper Pier (Left - Upper Pier (Middle - Upper) Pier (Right - Upper olid Strip (Lower Pier (Left - Lower; Pier (Middle - Lower) Pier (Right - Lower Type 1.0 ' ; . ,.i ! 1 2.0 ).0 2.0 t (in) 7.25 ._ . .. .... 7.25 7.25 •. 7.25 H (feet) 34.00 R : •. 5.00 5.00 ' 'i 5.00 L (feet) 22.92 ... 22.92 ;.50 '' 3.50 A (in) 0.00067 " ' .....; , 0.00003 0.00028 ::', :::. 0.00028 A piers (in) 0.00067 " "" 0.00003 0.00014 A total (in) 0.00078 R panel (Win 1278 Panel: 1'18 Element Solid Wall Solid Strip (Upper Pier (Left - Upper, Pier (Middle - Upper) Pier (Right - Upperolid Strip (Lower Pier (Left - Lower, Pier (Middle - Lower) Pier (Right - Lower Type 1.0 ' ; . ,.i ! 1 2.0 2.0 2.0 t(in) 7.25 ._ . .. .... 7.25 7.25 •. 7,25 H (feet) 34.00 R : •. 5.00 5.00 ' 'i 5.00 L (feet) 22.92 ... 22.92 3.50 '' 3.50 A (in) 0.00067 .....; , 0.00003 0.00028 ::', :::. 0.00028 A piers (in) 0.00067 "' 0.00003 0.00014 A total (in) 0.00078 R panel (Win) 1278 Panel: P19 Element Solid Wall Solid Strip (Upper Pier (Left - Upper. Pier (Middle - Upper) Pier (Right - Upper$olid Strip (Lower1Pier (Leff - Lower Pier (Middle - Lower) pier (Right - Lower Type 1.0 ' ; . ,.i ! 1 2.0 2.0 .. 2.0 t (in) 7• ._ . .... 7.25 7,25 7.25 11 (feet) 34.00 R : •. 17.00 17.00 ' 'i 17.60 L (feet) 22.92 ... 22.92 6.00 3.00 A (in) 0.00067 0.00010 0.00120 ;'_ 0.00761 A piers (in) 0.00067 "' 0.00010 _ 0.00103 A total (in) 0.00160 R panel (Win) 624 Panel: P20 Elenent Solid Wall Solid Strip (Upper Pier (Left - Upper, Pier (Middle - Upper) Pier (Right - Upper Solid Strip (Lower Pier (Left - Lower; Pier (Middle - Lower) Pier (Right - Lower Type I.0 ' ; ! 1 2.0 2.0 2,0 t (in) 7.25 7.25 7.25 7.25 H (feet) 31.50 0.17 8.17 SJ' L (feet) 2)00 1. LOU 3.(x) 15.00 A(in) 0.00069 0.00005 0.00109 0.00007 A piers (in) 0.00069 "' 0.00005 0.00006 A total (in) 0.00071 R panel (Win) 1416 • • VISSER ENCINtealwc Calculation Sheet Title: Shear Wall Plextibility/Ridgidity Project: 4.501 Building (14.010) Client: Autos Date: 7,9:2014 Page: E (ksi)= 3005 G (ksi)'• 1262 Panel: '2l Type 1: A=44`Njy +oH/)�* I Type A_[(N/�'+F1/•I�s Er• E, Type 1: Cantilever pier with feed base and free at top Type 2: Double curvature pier; fixed at base and top Element Solid Wail Solid Strip (Upper Pier (Left - Upper) Pier (Middle - Upper) Pier (Right - Upper olid Strip (Lower Pier (Left - Lower Pier (Middle - Lower) Pier (Right - Lower Type 1.0 - 2.0 2.0 .... 2.0 1(in) 7.25 ... .. :. 7.25 7.25 .... 7.25 H (feet) 31.50 .. :: :1 . , 5.00 5.00 5A0 L (feet) 24.33 .. 24.33 1).33 , 10.00 A (in) 0.00048 - . . . . 0.00002 0.00007 s 0.00006 A piers (in) 0.00048 "' .. 0.00002 0.00003 A total (in) 0.00049 R eanel (k/in) 2045 Panel: 122 Element Solid Wall Solid Strip (tipper Pier (Left - Upper, Pier (Middle - Upper) Pier (Right - Upper$olid Strip (Lower Pier (Left - Lower Pier (Middle - Lower) Pier (Right - Lower Type 1.0 - 2.0 2.0 .... 2.0 t(in) 7.25 ... .. :. 7.25 7.25 7.25 H (fat)34.00 34.00 .. :: :1 . , 5.01) 5.00 5.00 1.. (feet) 24.02 .. 24.52 (0.0O , 10.110 A (in) 0.00055 - . . . . 0.00002 0.00006 , 0.00006 A piers (in) 0.00055 .. 0.00002 0.00003 A total (in) 0.00055 R panel (k/in) 1808 Panel: P23 Element Solid Wall Solid Strip (Upper Pier (I..eft - Upper, Pier (Middle - Upper) Pier (Right - Upper5olid Strip (Lower Pier (Left - Lower: Pier (Middle - Lower) Pier (Right - Lower. Type LU . n 7.0 2.0 '' 2.0 t (in) 7.25 .. 7.25 7.25 7.25 14(feet) 34.00 .. :: :1 . , 5.(00 5.00 5.00 L (feet) 24.92 24.02 10.00 , 10.0u A (in) 0.00055 - . . - 0.00002 0.00006 , 0.00006 A piers (in) 0.00055 .. 0.00002 0.00003 A total (in) 0.00055 R panel (k/in) 1808 Panel: P24 Element Solid Wall/Solid Strip (Upper Pier (Left - Upper; Pier (Middle - Upper) Pier (Right - Upper$olid Strip (Lower Pier (Lefl - Lower Pier (Middle - Lower) Pier (Right - Lower Type 1.0 2.0 2.(1 .. 2.0 t(in) 7 15 .. 725 ..2_ 7.25 H (feet) 31.50 .. - . , 3.00 3.00 5110 L (feet) 24.33 24.33 10.00 9.33 A (in) 0.00048 - . .. - 0.00002 0.00006 , 0.00007 A piers (in) 0.00048 .. 0.00002 0.00003 A total (in) 0.00049 R panel (k/in) 2045 • • • VISSER *v. :_ l ENC INEERINC Calculation Sheet Title: Summary of Concrete Shearwall Ridgidities Project: WV 68th Property (06-223) Client: WV 68th LLC Date: 7/9/2014 Page: Grid Line Total Walll Wall RiRwa ZR=� 1 P1 P2 P4 P5 P9 P 1 0 6842 880 149 1806 1806 319 1882 A P11 P12 P13 P14 7711 2045 1808 1808 2050 4 P15 P16 P17 P18 P19 P20 7379 1321 1462 1278 1278 624 1416 r P21 P22 P23 P24 7706 2045 1808 1808 2(45 Grid Line Panel Forces Total Force 1 PI P2 P4 P5 P9 P10 c 100.98 t 8 12.99 2.20 26.65 26.65 4.71 27.78 A PI1 P12 P13 P14 101.43 26.90 23.78 23.78 26.97 4 P15 P16 PI7 P18 P19 P20 100.98 18.08 20.01 17.49 17.49 8.54 19.38 E P21 P22 P23 P24 101.43 26.92 23.80 23.80 26.92 • • Panel P1 VuTotal 12.99 kips A (in) R Vu pier pier (La) 0.00148 676 - 8.39 )ier (Middle) 0.00342 292 3.63 Pier (Right) 0.01281 78 0.97 R Total = 1046 Panel P5 Vu Total 26.05 kis A (in) R Vu pier Pier (Left) 0.00227 441 3.82 Pier (Middle) 0.00000 Pier (Right) 0.00038 2632 22.83 R Total = 3072 Panel P11 Vu Total 26.90 kips A (in) R Vu pier Pier (Left) 0.00007 14286 12.42 Pier (Middle) 0.00000 Pier (Right) 0.00006 16667 14.48 R Total = 30952 Panel P14 Vu Total 26.97 kips A (in) R Vu pier Pier (Left) 0.00006 16667 13.49 7ier (Middle) 0.00000 Pier (Right) 0.00000 16667 13.49 R Total = 33333 Panel P2 Vu Total 2.20 kips A (in) R Vu pier Pier (Left) 0.00062 1613 1.43 Pier (Middle) 0.00000 Pier (Right) 0.00116 862 0.77 R Total = 2475 Panel P9 Vu Total 4.71 kips A (in) R Vu pier Pier (Left) 0.00065 1538 1.31 Pier (Middle) 0.00000 Pier (Right) 0.00025 4000 3.40 R Total = 5538 Panel P12 Vu Total 23.78 kips A (in) R Vu pier Pier (Left) 0.00006 16667 11.89 Pier (Middle) 0.0000(1 Pier (Right) 0.00006 16667 11.89 R Total = 33333 Panel P15 Vu Total 18.08 kips A {in) R Vu pier Pier (Left) 0.00061 1639 13.67 Pier (Middle) 0.00000 Pier (Right) 0.00189 529 4.41 R Total = 2168 Panel P4 Vu Total 26.65 kips A (in) R Vu pier Pier (Left) 0.00038 2632 22.83 Pier (Middle) 0.00000 Pier (Right) 0.00227 441 3.82 R Total = 3072 Panel P10 Vu Total 27.78 kips A (in) R Vu pier Pier (Left) (1.00061 1639 13.89 Pier (Middle) 0.00000 Pier (Right) 0.0(1061 1639 13.89 R Total = 3279 Panel P I 3 Vu Total 23.78 kips A (in) R Vu pier Pier (Left) 0.00006 16667 11.89 Pier (Middle) 0.00000 Pier (Right) 0.00006 16667 11.89 R Total = 33333 Panel P16 Vu Total 20,01 kips A (in) R Vu pier Pier (Left) 0.00 I 09 917 1.04 Pier (Middle) 0.00000 Pier (Right) 0.00006 16667 18.97 R Total = 17584 90 Panel P17 Vu Total 17.49 kips 131 1.16 A (in) R Vu pier Pier (Left) 0.00028 3571 8.75 ier (Middle) 0.00000 Pier (Right) 0.0(1028 3571 8.75 R Total = 7143 Panel P20 Vu Total 19.38 kips 131 1.16 A (in) R Vu pier Pier (Left) 0 001(19 917 1.17 'ier (Middle) 0.001100 Pier (Right) 0.00007 14286 18.21 R Total = 15203 Panel P23 Vu Total 23.80 kips 131 1.16 A (in) R Vu pier Pier (Left) 0.00006 16667 11.90 Pier (Middle) 0.00000 Pier (Right) 0.00006 16667 11.90 R Total= 33333 Panel 1'18 Vu Total 17.40 kips 131 1.16 A (in) R Vu pier Pier (Left) 0.00128 3571 8.75 Pier (Middle) 0.00(100 Pier (Right) 0.00028 3571 8.75 R Total = 7143 Panel P21 Vu Total 26.92 kips 131 1.16 A (in) R Vu pier Pier (Left) 0 (10(107 14286 12.42 Pier (Middle) 0.001)00 Pier (Right) 0.00006 16667 14.50 R Total = 30952 Panel P24 Vu Total 26.92 kips 131 1.16 A (in) R Vu pier Pier (Left) 0.00006 16667 14.50 Pier (Middle) 0.00000 Pier (Right) 0.(10007 14286 12.42 R Total = 30952 9, Panel P19 Vu Total 8.54 kips A (in) R Vu pier Pier(Left)( 0.0(1120 833 7.38 Pier (Middle)) (1.000(.)(1 Pier (Right)[ 0.00761 131 1.16 R Total = Pier (Left) 0.00006 965 Panel P22 Vu Total 23.80 kips A (in) R Vu pier Pier (Left) 0.00006 16667 11.90 Pier (Middle) 0.00000 Pier (Right) (.1.0(10(16 16667 11.90 R Total = 33333 1111 VISSER ENGINEERING • LAS CALCULATION SHEET Title: Project: 44—Y.t.. J4"- 04-99) Client: Date: 4 Page: ` 2. u)ez (2s)C,.3.33/2.) (tom)(PZ) (313. _ 3;as . VISSER "'''- ENGINEERING • Calculation Sheet Title: Footing Schedule • 9? Project: 4501 Building (14-049) Client: Jones Date: 8/31/12 Page: Design of Pad Footings Flexure: Mark Allowable Soil Bearing: 3001) psf Ratio of Dead to Total Load: 0.2 Concrete Strength, fc': 2500 psi Steel Yield Strength: 60000 psi Column Dimension: 7 inches Load Pu wu Mu h d F Ku As min. Reinforcing 2.50 3.00 18750 Ibs. 27000 lbs. 28500 lbs. 41040 lbs. 4560 4560 psf psf 3562.5 ft-lbs./ft 5130 ft-Ibs./ft ::7.25::: in. 's<10. in. 4.25 7 in. in. 0.0181 0.049 197.23 104.69 0.48 0.83 13). '#'4 • bars (5);::4'#.:4:;bars 3.50 36750 Ibs. 55860 lbs. 4560 psf 6982.5 ft-Ibs./ft 10 ‘ in. 7 in. 0.049 142.50 0.97 (5) •?.# 4i: bars 4.00 48000 lbs. 72960 lbs. 4560 psf 9120 ft-Ibs./ft ...10,;>;' in. 7 in. 0.049 I86.12 1.18 (6) 'a#:4: bars 4.50 60750 lbs. 92340 Ibs. 4560 psf 11543 ft-lbs./11 • 12 'c in. 9 in. 0.081 142.50 1.60 (6)` # 5 ; bars 5.00 75000 Ibs. 114000 lbs. 4560 psf 14250 ft-lbs./ft , 12 `•: in. 9 in. 0.081 175.93 1.78 (6) `', #-5. ? bars 5.50 90750 lbs. 137940 lbs. 4560 psf 17243 ft-lbs./ft 12 ':; in. 9 in. 0.081 212.87 2.38 (6) ',,# 6,,bars 6.00 108000 lbs. 164160 lbs. 4560 psf 20520 ft-Ibs./ft .,12:;. in. 9 in. 0.081 253.33 3.24 (8)`'t:#;6;;bars Shear: Beam Shear Punching Shear Mark wu Load'g Area Vu phi Vc Load'g Area Vu phi Vc 2.50 4560 psf 2.24 sf 10.21 kips 9.56 kips i:tg''.' 5.37 sf 24.49 kips 31.55 kips ok 3.00 4560 psf 2.75 sf 12.54 kips 18.90 kips ..;. ok }'' 7.64 sf 34.83 kips 61.48 kips ok 3.50 4560 psf 4.08 sf 18.62 kips 22.05 kips ;Qk;`? 10.89 sf 49.65 kips 75.13 kips ok 4.00 4560 psf 5.67 sf 25.84 kips 25.20 kips ::n 14.64 sf 66.75 kips 90.88 kips ok 4.50 4560 psf 6.75 sf 30.78 kips 36.45 kips ,';ok, `r 18.47 sf 84.23 kips 137.55 kips ok 5.00 4560 psf 8.75 sf 39.90 kips 40.50 kips ,`:ok 23.22 sf 105.89 kips 163.20 kips ok 5.50 4560 psf 11.00 sf 50.16 kips 44.55 kips ',.ng. ; 28.47 sf 129.83 kips 191.55 kips ok 6.00 4560 psf 13.50 sf 61.56 kips 48.60 kips •:'ng ` 34.22 sf 156.05 kips 222.60 kips ok REVIEV ED FOR CODE COMPLIANCE OMLIACE APPROVED AN 21 2014 City of Tukwila BUILDING DIVISION FILE COPY Perm!t kln, Geotechnical Engineering Report Tukwila Warehouse 4501 South 134th Place Tukwila, Washington For Lakeridge Development 1 Cornerstone Geotechnical, Inc. July 13, 2006. Mr. Wayne Jones Lakeridge Development PO Box 146 Renton, Washington 98057 Geotechnical Engineering Report Tukwila Warehouse 4501 South 134`s Place Tukwila, Washington CG File No. 2113 Dear Mr. Jones: 17625-1301h Ave. NE, C102, Woodinville, WA 98072 Phone: 425.844.1977 Fax: 425-844-1987 INTRODUCTION This report presents the results of our geotechnical engineering investigation for your proposed warehouse and office facility in Tukwila, Washington. The site is located at 4501 South 134th Place, as shown on the Vicinity Map in Figure 1. You have requested that we complete this report to evaluate subsurface conditions and provide recommendations for site development. For our use in preparing this report, you have provided us with an electronic copy of a survey of the site prepared by DMP titled, "Tukwila Shop Site," dated April 6, 2006. The survey shows the property boundaries and existing surface topography within the site. We have also been provided with a memorandum from Mr. Randy Berg, dated July 25, 1996. This memorandum apparently addresses conditions at the subject site. It describes a layer of kiln ash that was discovered within the site in two test pit explorations. This layer had a thickness of 1.5 feet and an approximate depth of 11 to 12 feet. The kiln ash was placed for subgrade improvement on the adjacent site to the west. We understand that some of this material spilled onto the subject site. This material has been shown to exist along the west property line, near the northwest corner of the proposed building, and extending north from there. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134th Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 2 In addition, we have been provided with Pages 16 through 19 of an environmental report for the project prepared by Environmental Associates, dated February 17, 2006. Those pages describe the kiln ash described in the 1996 memo, and describe the kiln ash placement on the adjacent site. PROJECT DESCRIPTION You have informed us that you plan to construct a warehouse at the site. The warehouse is to have concrete tilt -up walls and a concrete slab -on -grade. We have not been provided with a grading plan for the project. We expect no significant grade changes in the building area. The site topography drops off about 10 feet to the west property line near the north end of the planned structure. You indicated that the west wall of the building will be founded near the elevation of the adjacent site grade. This means the wall panelon that side will retain about 10 feet of fill. SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present recommendations for site development. Specifically, our scope of services includes the following: 1. Review of available soils and geologic maps of the site area. 2. Explore the subsurface soil and ground water conditions with a backhoe -excavated test pits. 3. Provide recommendations for structural fill and grading. 4. Provide recommendations for foundation support. 5. Provide general surface drainage recommendations. 6. Prepare a geotechnical report summarizing our observations, conclusions, and recommendations. SITE CONDITIONS Surface Conditions The irregularly-shaped project site has maximum dimensions of approximately 275 feet in the northwest - southeast (project west -east per this report) direction and 830 feet in the southwest -northeast direction (project north -south). Access to the site is provided by South 134'h Place, which borders the site to the Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134t Place Tulcwila, Washington July 13, 2006 CG File No. 2113 Page 3 northeast. The site is bordered by Macadam Road South to the south, warehouse buildings to the west, and a commercial business center to the east. A layout of the site is shown on the Site Plan in Figure 2. From the southern portion of the site, the ground surface slopes down from Macadam Road toward the north with an inclination as steep as 2 Horizontal to 1 Vertical (2H:1V) and a height of up to 30 feet. We did not evaluate the stability of this slope as it is well outside of the building area. Northeast of the base of this slope the ground surface is nearly flat for approximately 300 feet. From that point and continuing to the northeast edge of the property, the ground surface slopes down toward the northeast with an inclination that varies, but is 5H:IV or flatter. The site is primarily vegetated with blackberry bushes, with a grassy meadow in the central area and deciduous trees in its southern portion. Geology Most of the Puget Sound Region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 10,000 to 11,000 years ago. Many of the geomorphic features seen today are a result of scouring and overriding by glacial ice. During the Vashon Stade, areas of the Puget Sound region were overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a typical glacial sequence includes recessional outwash sand underlain by glacial till. Recessional outwash sand is described as sand and gravel. Glacial till is an unsorted mixture of sand, silt, and gravel that was deposited below the glacier, and is commonly referred to as "hardpan." The glacial till has been consolidated under the weight of the glacier and exhibits both high strength and low permeability. Other ice marginal deposits can be found at some locations. These deposits can include ground moraine and lacustrine proglacial deposits. The geologic units for this area are mapped on the Geology of the Des Moines Quadrangle. Washington, by Howard H. Waldron (U.S. Geological Survey, 1962). The site is mapped as being underlain by a Kame-terrace deposits, defined as sand and gravel deposited against or close to glacial ice. Lacustrine deposits and ground moraine soils are also mapped close to the site. Lacustrine deposits are composed of silt and clay, and ground moraine deposits in this area are similar to glacial till. Our test pit explorations encountered material interpreted as lacustrine and ground moraine deposits. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134t Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 4 Explorations Subsurface conditions were explored at the site on May 9, 2006, by excavating a total of five test pits. The test pits were excavated to depths of 11.0 to 15.0 feet ,below the ground surface. The explorations were located in the field by an engineer from this firm who also examined the soils and geologic conditions encountered, and maintained logs of the test pits. The approximate locations of the test pits are shown on the Site Ilan in Figure 2. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the test pits are presented in Figures 4 and 5. Subsurface Conditions A brief description of the conditions encountered in our explorations is included below. For a more detailed description of the soils encountered, review the test pit logs in Figures 4 and 5. Our subsurface explorations encountered 4 to 12 feet of fill material. The fill primarily consisted of silt, but in some of the explorations contained sand and gravel. In addition, organics, berry vines, and pieces of wood and concrete were encountered within the fill in some of the explorations. A layer of the fill material in Test Pit 1 from a depth of 10.5 to 12 feet appeared to contain kiln dust. In general, the fill appeared reasonably compact. However, there appears to be some areas less compact and with more organics. Test Pit 1 is located in the same approximate area that a test pit from a previous study was completed. Some of the loose soils identified could represent materials disturbed by that test pit. Underlying the fill in Test Pit 1, we encountered 2 feet of soft organic material, interpreted as a peat -type deposit. Below that peat and the fill in the remaining explorations, we observed a variety of sand and silt materials ranging from silt with sand, gravel, and trace clay to sand with silt. These materials were stiff/medium dense to dense interpreted as native soils. The native soils in Test Pit 2 were interpreted as a ground moraine deposit. The other native soils are interpreted as a lacustrine deposit. The fill in Test Pit 5 appeared to be only 4 feet in depth. The material below was dense and stiff indicating it was native soils. However, this was difficult to interpret due to the weathering of the upper soils. Deeper areas of fill may exist on the east side of the site, than what was reported in Test Pit 5. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134t Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 5 Hydrologic Conditions Groundwater seepage was encountered in Test Pits 1 and 4 at depths of 6.5 to 12.0 feet. We consider this water to be perched. The silty soils interpreted to underlie the site are considered poorly draining. During the wetter times of the year, we expect perched water conditions will occur as pockets of water on top of the soil layers with high amounts of silt. Perched, water does not represent a regional ground water "table" within the upper soil horizons. Volumes of perched ground water vary depending upon the time of year and the upslope recharge conditions. Because of the pocketed nature of the fill, we would expect wet zones within the fill. GEOLOGIC HAZARDS Seismic Hazard It is our opinion, based on our subsurface explorations, that the Soil Profile in accordance with Table 1615.1.1 of the 2003 International Building Code (IBC) is Soil Class D. We referenced the 2002 map from the US Geological Survey (USGS) website to obtain values for S. and Si. The USGS website includes the most updated published data on seismic conditions. The seismic design parameters are: S. 157.11% g S1 50.59% g Fa 1.0 F, 1.5 From Table 1615.1.2(1) of the 2003 IBC From Table 1615.1.2(2) of the 2003 IBC Site specific coefficients and adjusted maximum considered earthquake spectral response acceleration parameters apply as shown in Section 1615.1 of the IBC. Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high ground water table. The underlying dense soils are considered to have a very low potential for liquefaction and amplification of ground motion. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134`s Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 6 CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the site is compatible with the planned warehouse development. The underlying medium dense or better deposits are capable of supporting the planned structure and pavements. Our subsurface explorations in the building area encountered up to 12 feet of soft fill and native soils. We have discussed with you the risks and benefits of founding the building on the fill or deepening the foundations through the fill. You have indicated that the foundations will extend through the fill, or some other foundation method such as GeoPiers may be used. The floor slabs will be suitably reinforced and "floated" on the existing fill. You have acknowledged the potential that settlement of the floor slabs may occur in the future. One option that could be used to reduce differential settlement is to cement treat the upper soil horizon. This would create a "mat" that would provide a more uniform support of the pavements and slabs. One risk with this method is that if post construction differential settlement was enough to crack the soil cement mat, reflective cracking through the slab or pavement could occur. The kiln dust known to underlay portions of the site is known to swell and expand when wetted. The kiln dust was only found in Test Pit 1 at a depth of approximately 10.5 to 12 feet. We did not observe kiln dust material in the other four explorations. Our opinion is that the thickness and depth of the kiln dust observed in Test Pit 1 will not impact the building if foundations are extended through it. The amount of slab movement caused by the kiln dust should not be excessive due to the overburden pressure and also compared to the potential for other movement due to the poor compaction of the fill. The soils likely to be exposed during construction are highly moisture sensitive and will disturb easily when wet or during wet conditions. We recommend that construction take place during the drier summer months, if possible. If construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include additional depth of site stripping, export of on-site soil, the import of clean granular soil for fill, and the need to place a blanket of rock spalls in the access roads and paved areas prior to placing structural fill. Site Preparations and Grading The first step of site preparation should be to strip the vegetation, topsoil, or loose soils from pavement and building areas. The excavated material should be removed from the site, or stockpiled for later use as Cornerstone Geotechnical, Inc. Geotechnical Engineering Report 'Tukwila Warehouse 4501 South 134th Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 7 landscaping fill. Medium dense or firmer native soils should be exposed in foundation lines. The sides of overexcavated foundation lines should extend laterally a distance of at least one-half the depth of the excavation below the planned foundation elevation. The intent of the slab subgrade preparation is to compact it to a non -yielding condition to eliminate settlement from the near -surface soils and to provide a more uniform support. Following stripping, the subgrade in the slab and pavement areas should be compacted to a firm, non yielding condition. Areas observed to pump or weave should be repaired prior to placing the hard surface. These repairs could consist of removing and replacing the fill, or use of soil cement. The cement dries the soil out and increases the strength of the subgrade. The on-site soils likely to be exposed during construction are considered highly moisture sensitive, and the surface will disturb easily when wet. We expect these soils would be difficult, if not impossible, to compact to structural fill specifications in wet weather. Additional expenses of wet weather or winter construction could include extra excavation and use of imported fill or rock spalls. During wet weather, alternative site preparation methods may be necessary. These methods may include utilizing a smooth - bucket trackhoe to complete site stripping and diverting construction traffic around prepared subgrades. Disturbance to the prepared subgrade may be minimized by placing a blanket of rock spalls or imported sand and gravel in traffic and roadway areas. Cutoff drains or ditches can also be helpful in reducing grading costs during the wet season. These methods can be evaluated at the time of construction. Structural Fill General: All fill placed beneath buildings, pavements or other settlement sensitive features should be placed as structural fill. Structural fill, by defmition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field - observation procedures would include the performance of a representative number of in-place density tests to document the attainment of the desired degree of relative compaction. Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about 3 inches. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134th Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 8 Imported, all-weather structural fill should contain no more than 5 percent fines (soil finer than a Standard U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4 -inch sieve. The use of on-site soil as structural fill will be dependent on moisture content control. Some drying of the native soils may be necessary in order to achieve compaction. During warm, sunny days this could be accomplished by spreading the material in thin lifts and compacting. Some aeration and/or addition of moisture may also be necessary. We expect that compaction of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. FM Placement: It is understood that existing fill will be left in place and some risk of settlement accepted. We discuss fill placement in this section with the intent that the surface soils will be reworked to structural fill specifications. Following subgrade preparation, placement of the structural fill may proceed. Fill should be placed in 8- to 10 -inch -thick uniform lifts, and each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas, and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D1557 compaction test procedure. Fill more than 2 feet beneath sidewalks and pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The moisture content of the soil to be compacted should be within about 2 percent of optimum so that a readily compactable condition exists. It may be necessary to overexcavate and remove wet surficial soils in cases where drying to a compactable condition is not feasible. Repair of subgrade soils can also be accomplished by using cement treatment. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Temporary and Permanent Slopes Temporary cut slope stability is a function of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or ground water. It is exceedingly difficult under these variable conditions to estimate a stable temporary cut slope geometry. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134th Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 9 nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water conditions encountered. For planning purposes, we recommend that temporary cuts in the near -surface fill soils be no steeper than 2 Horizontal to 1 Vertical (211:IV). Steeper cuts may be used based on moisture contents of the excavated soils and other observations. This needs to be evaluated at the time of construction. Cuts in the underlying dense to very dense soils may stand at a 0.75H:1V inclination or possibly steeper. If ground water seepage is encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to local and WISHA/OSHA standards. Final slope inclinations for structural fill and the cuts in the native soils should be no steeper than 211:1V. Lightly compacted fills or common fills should be no steeper than 3H:1V. Common fills are defined as fill material with some organics that are "trackrolled" into place. They would not meet the compaction specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting. The vegetation should be maintained until it is established. Foundations Conventional shallow spread foundations should be founded on undisturbed, medium dense or firmer soil. If the soil at the planned bottom of footing elevation is not suitable, it should be overexcavated to expose suitable bearing soil. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and it should also extend at least 1 foot into bearing soils, whichever is deeper. Minimum foundation widths should conform to IBC requirements. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of 3,000 pounds per square foot (psf) be used for the footing design. IBC guidelines should be followed when considering short-term transitory wind or seismic loads. Potential foundation settlement using the Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134th Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 10 recommended allowable bearing pressure is estimated to be less than 1 -inch total and 1/2 -inch differential between footings or across a distance of about 30 feet. Higher soil bearing values may be appropriate with wider footings. These higher values can be determined after a review of a specific design. Lateral Loads The lateral earth pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement, which can occur as backfill is placed, and the inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall are in an "active" condition. Walls restrained from movement by stiffness or bracing are in an "at -rest" condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid density. Equivalent fluid densities for active and at -rest earth pressure of 45 pounds per cubic foot (pcf) and 65 pcf, respectively, may be used for design for a level backslope. These values assume that the on- site soils or imported granular fill are used for backfill, it is well compacted and that the wall backfill is drained. Lower values may be used if imported granular fill is used. The lower values will be based on how much of the wedge behind the wall is replaced. The preceding values do not include the effects of surcharges, such as due to foundation loads or other surface loads. Surcharge effects should be considered where appropriate. The above drained active and at -rest values should be increased by a uniform pressure of 8.0H and 3611 psf, respectively, when considering seismic conditions. 11 represents the wall height. As above, these values represent compacted native soils. Lower values may be obtained by importing a more granular fill. The above lateral pressures may be resisted by friction at the base of the wall and passive resistance against the foundation. AA coefficient of friction of 0.35 may be used to determine the base friction in the native glacial soils. An equivalent fluid density of 200 pcf may be used for passive resistance design. To achieve this value of passive pressure, the foundations should be poured "neat" against the native dense soils, or compacted fill should be used as baclriill against the front of the footing, and the soil in front of the wall should extend a horizontal distance at least equal to three times the foundation depth. A factor of safety of 2.0 has been applied to the passive pressure to account for required movements to generate these pressures. The friction coefficient does not include a factor of safety. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134'h Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 11 All wall backfill should be well compacted. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall backfill in 8 -inch loose lifts and compacting with small, hand -operated compactors. Slabs -On -Grade Slab -on -grade areas should be prepared as recommended in the Site Preparation and Grading subsection. You have informed us that you plan to construct the structure slab on the existing fill material. The slab should be expected to settle some over time. We recommend that the slab be suitably reinforced to withstand this differential settlement. Dowels should be placed between slabs to resist vertical offsets between slabs and allow a hinge to form. The surface of the slab subgrade should be compacted firm and non -yielding before the slab concrete is placed. If encountered within 5 feet of the surface, all concentrated kiln dust should be removed from beneath planned slabs. Where moisture control is a concern, we recommend that slabs be underlain by 6 inches of free -draining coarse sand or pea gravel for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break. An additional 2 -inch -thick damp sand blanket should be used to cover the vapor barrier to protect the membrane and to aid in curing the concrete. This will also help prevent cement paste bleeding down into the capillary break through joints or tears in the vapor barrier. The capillary break material should be connected to the footing drains to provide positive drainage. Drainage We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be collected and routed to an appropriate storm water discharge system. We suggest that the fmished ground surface be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the buildings, as indicated in IBC Section 1803.3. Surface water should be collected by permanent catch basins and drain lines, and be discharged into a storm drain system. We recommend that footing drains be used around all of the structures where moisture control is important. The underlying low -permeability soils may pond water that could accumulate below the planned slab. It is good practice to use footing drains installed at least 1 foot below the planned slab Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134'h Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 12 elevation to provide drainage. If drains are omitted around slab -on -grade floors where moisture control is important, the slab should be a minimum of 1 foot above surrounding grades. Where used, footing drains should consist of 4 -inch -diameter, perforated PVC pipe that is surrounded by free -draining material, such as pea gravel. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point. For slabs -on -grade, a drainage path should be provided from the capillary break material to the footing drain system. Roof drains should not be connected to wall or footing drains. Pavement The performance of roadway pavement is critically related to the conditions of the underlying subgrade. You have informed us that you plan to construct pavements above the existing fill soils. In our opinion there will be some potential for settlement and pavement cracking of pavements supported by the existing fill. However, this risk can be reduced if the pavement subgrade soils are compacted to a non -yielding state with a vibratory roller compactor and then proofrolled with a piece of heavy construction equipment, such as a fully -loaded dump truck. Any areas with excessive weaving or flexing should be overexcavated and recompacted or replaced with a structural fill or crushed rock placed and compacted in accordance with recommendations provided in the Structural Fill subsection of this report. Subgrade improvement can also be accomplished by amending the existing soils with cement, as discussed previously. The amount of cement and depth of mixing can be better evaluated at the time of subgrade preparation. An appropriate pavement section can be provided based on loads and condition of the subgrade, if desired. CONSTRUCTION OBSERVATION We should be retained to provide observation and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those anticipated. As part of our services, we would also evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134'h Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 13 USE OF THIS REPORT We have prepared this report for Lakeridge Development and its agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report, for consideration in design. There are possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our services, we have strived to take care that our services have been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. oOo Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tukwila Warehouse 4501 South 134th Place Tukwila, Washington July 13, 2006 CG File No. 2113 Page 14 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, Cornerstone Geotechnical, Inc. Thor Christensen, PE Project Manager (EXPIRES 4/(7% /� J Charles P. Couvrette, PE Principal TRC:CPC:nt Three Copies Submitted Five Figures Information about this Geotechnical Engineering Report Cornerstone Geotechnical, Inc. Vicinity Map N Cornerstone Geotechnical, Inc. 17625 -130th Ave NE, C-102 • Woodinville, WA • 98072 Phone: (425) 844-1977 Fax: (425) 844-1987 Tukwila Warehouse File Number 2113 IFigure 1 N LEGEND N Project north for this report TP -1 Number and Approximate Location of Test Pit 0 100 200 Scale 1" = 100' Site Plan 113.00 4G At - 311LL � LL - it Cornerstone Geotechnical, Inc. Phone: (425) 844-1977 Fax: (425) 844-1987 17625 -130th Ave NE, C-102 • Woodinville, WA • 98072 Tukwila Warehouse File Number I Figure 2113 2 Unified Soil Classification System MAJORGROUP DIVISIONS SYMBOL GROUP NAME COARSE - GRAINED SOILS MORE THAN 50% RETAINED ON number 200 SIEVE GRAVEL MORE THAN 50%OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL , GC CLAYEY GRAVEL SAND MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW .WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE - GRAINED SOILS MORE THAN 50% PASSES NO. 200 SIEVE SILTAND CLAY LIQUID LIMIT LESS THAN 50% INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 50% OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS 1) Field classification is based on Dry -Absence of moisture, dusty, dry visual examination of soil in general to the touch accordance with ASTM D 2488-83. 2) Soil classification using laboratory Moist- Damp, but no visible water tests is based on ASTM D 2487-83. Wet- Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowcount data, visual appearance of soils, and/or test data. Cornerstone Phone: (425) 844-1977 Geotechnical, Inc. Fax: (425) 8441987 17625 -130th Ave NE, C-102 • Woodinville, WA' 98072 Unified Soil Classification System Figure 3 DEPTH LOG OF EXPLORATION USC SOIL DESCRIPTION TEST PIT ONE* 0.0 -6.0 ML BROWN FINE SANDY SILT WITH TRACE GRAVEL AND ROCK (MEDIUM STIFF, MOIST) (FILL) 6.0-10.5 ML GRAY BROWN SILT WITH ORGANICS AND OLD BERRY VINES (MEDIUM STIFF, MOIST) (FILL) 10.5-12.0 ML GRAY BROWN AND DARK BROWN SILT WITH FINE SAND AND GRAVEL AND POCKETS OF LIGHT BROWN KILN DUST" (SOFT, WET) (FILL) 12.0 -14.0 OL/PT DARK BROWN ORGANICS (SILT/PEAT) (SOFT, WET) 14.0 -15.0 SM GRAY SILTY SAND WITH GRAVEL (MEDIUM DENSE, WET) SAMPLE WAS NOT COLLECTED SLIGHT GROUND WATER SEEPAGE WAS ENCOUNTERED AT 12.0 FEET TEST PIT CAVING WAS NOT OBSERVED TEST PIT WAS COMPLETED AT 15.0 FEET ON 5/9/06 'TEST PIT ROUGHLY COINCIDES WITH PREVIOUS EXPLORATIONS ON SITE "KILN DUST PRESENCE CONFIRMED BY LABORATORY TESTING BY PROJECT OWNER TEST PIT TWO 0.0 - 6.0 ML BROWN AND GRAY SILT WITH FINE SAND AND GRAVEL (STIFF, MOIST) (FILL) 6.0 - 9.0 ML BROWN AND GRAY SILT WITH FINE SAND AND GRAVEL (STIFF, MOIST)' 9.0 -12.5 ML -PT GRAY SANDY SILT WITH GRAVEL (SOFT, WET) 2' DARK BROWN LAYER OF PEAT (SOFT, WET) 12.5-13.5 ML GRAY SANDY SILT WITH GRAVEL (VERY DENSE, MOIST) (GROUND MORAINE DEPOSIT) SAMPLES WERE COLLECTED AT 8.0 AND 13.0 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 13.5 FEET ON 5/9/06 TEST PIT THREE 0.0-6.0 ML BROWN AND GRAY SANDY SILT WITH GRAVEL (MEDIUM STIFF TO STIFF, MOIST) (FILL) 6.0 - 7.5 ML GRAY SANDY SILT WITH GRAVEL (MEDIUM STIFF TO STIFF, MOIST) (FILL) 7.5 -10.0 ML BROWN SANDY SILT WITH GRAVEL (STIFF BECOMING VERY STIFF, MOIST) (FILL) 10.0 -11.5 SM BROWN SILTY FINE SAND (DENSE TO VERY DENSE, MOIST) SAMPLE WAS NOT COLLECTED GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 11.5 FEET ON 5/9/06 CORNERSTONE GEOTECHNICAL, INC. FILE NO 2113 FIGURE 4 DEPTH LOG OF EXPLORATION USC SOIL DESCRIPTION TEST PIT FOUR 0.0-4.0 ML BROWN SILT WITH SAND AND GRAVEL (STIFF, MOIST) (FILL) 4.0-10.0 ML BROWN AND GRAY SANDY SILT AND WOOD PIECES (MEDIUM STIFF TO STIFF, MOIST) PIECES OF CONCRETE FROM 9 TO 10 FEET (FILL) 10.0 -13.0 SM/SP GRAY INTER -LAYERED SILTY FINE SAND, SAND WITH SILT AND TRACE ORGANICS (DENSE TO VERY DENSE, WET) SAMPLE WAS NOT COLLECTED GROUND WATER SEEPAGE WAS ENCOUNTERED AT 6.5 AND 10.0 FEET TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 13.0 FEET ON 519106 TEST PIT FIVE 0.0 -1.0 ML BROWN FINE SANDY SILT WITH FRACTURED GRAVEL (STIFF, MOIST) (FILL) 1.0 - 4.0 ML LIGHT BROWN FINE SANDY SILT WITH GRAVEL AND POCKETS OF LIGHT GRAY SILT WITH TRACE CLAY (STIFF, MOIST) (FILL) 4.0 - 7.0 SM BROWN SILTY FINE TO MEDIUM SAND WITH COBBLES (DENSE, MOIST) 7.0 -11.0 ML GRAY SILT WITH FINE SAND, GRAVEL AND TRACE CLAY (STIFF, MOIST) SAMPLE WAS NOT COLLECTED GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 11.0 FEET ON 519106 CORNERSTONE GEOTECHNICAL., INC. FILE NO 2113 FIGURE 5 Geotechnical Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. The following information is provided to help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors wherrestablishing-thescope-of -study-Typical factors include. the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes—even minor ones—and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is stili reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly— from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual 2 subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perforin construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field togs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should neverbe redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating togs from me report can elevate risk Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. in that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, —while -requiring -them -to -at -least share some of -the financial -responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled limitations many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed In connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself he sufficient to prevent mold from growing In or on the structure involved. Rely, on Your ASFE-Member Geotechnciat • - Engineer for Additional Assistance Membership in ASFE/ihe Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone Involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. ASFE The Best People on earth 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document; in whole or In part, by any means whatsoever, Is strictly prohibited, except with ASFFs specific written permission. Excerpting, quoting, or otherwise extracting.wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Ony members of ASFE may use this document as a complement to or as an element of a geotechfilcal engineering report Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGERQ6045.0M collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f.425.369.1157 00' lot --' Tukwila Warehouse Lakeridge Development Structural Calculations Permit Response Project Location Designer Structural Project Number Date Tukwila Warehouse 4501 South 134th Place Tukwila, WA 98169 Tukwila Warehouse Permit Response 08/01/2013 Page 1 of 28 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of BUILDING Tukwila DIVISION Robert Fadden Lance Mueller & Associates - AIA 130 Lakeside Seattle, WA 98122 (206) 325 2553 Bryan Collons, PE, SE 07-122 August 1, 2013 j713-2�� Tukwila Warehouse Permit Response 08/01/2013 Page 2 of 28 Summary We have checked and calculated the capacity of the typical panel to foundation connections to be 25k per anchor. The capacity of the anchors exceeds the demands for all panels except panels 16, 19, and 20 where additional connections were added. See the revised elevations of panels 16, 19 and 20 on sheets S2.4 and S2.5 for added connections per detail 2/S3.2. We also checked the connections at panel 25 which were found to be adequate. The capacity of the connections is 357k and the demand is 313k. The calculations on the following pages at the back of this package show the capacity and demand on the wall panel connections. collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • F. 425.369.1157 Typical Wall Anchorage Capacity Tukwila Warehouse Permit Response 08/01/2013 Page 3 of 28 18 #4 X-1 is ® 24" CLOSURE STRIP PER I0/53.I \ (3)#4 (3)#4 • FTG l 7;4 Tukwila Warehouse Permit Response 08/01/2013 Page 4 of 28 #4 CONT I" THICK NON -SHRINK GROUT. GROUT IMMEDIATELY AFTER PANELS ARE SET 0 PER PLAN Scale: ° = I'70°, u.on. Tical Panel to Footin 2O/'53 Yp 9 PLAN VIEW PLAN VIEW .TOL I" RTN / 746 V611 t TO It 7f6 V6u ' . TO EMBED It .2" RTN. EA PANEL I. TO EMBED f. 11 11 DETAIL $ Fo Wt Profis Vtik,„--=2.Uk V 1/2x3 x 0'-6" Tukwila Warehouse Permit Response 08/01/2013 Page 5 of 28 C. x6x14" IN/ (2)34"4) x 10" W.H.S. 9"GA. SUBSTITUTE W.H.S IN/ #6x36"D2L®SIM Panel to Footing Connections 2/3z. >✓ 222/ 'For Pe m avl a(5 to ln/a 1I peate.ls www.hilti.us Tukwila Warehouse Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: 1 Page: Project: Sub -Project 1 Pos. No.: Date: 4501 8/1/2013 Specifier's comments: Typical Exterior Wall Anchorage 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 [Ib, in.lb] AWS D1.1 GR. B 5/8 het = 10.000 in. "Tr design method ACI 318 / CIP eb = 0.000 in. (no stand-off); t = 0.750 in. IX x 1, x t = 6.000 in. x 14.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Rectangular plates and bars (AISC); (L x W x T) = 6.000 in. x 0.500 in. x 0.000 in. cracked concrete, 3000, fc' = 3000 psi; h = 15.000 in. tension: condition B, shear: condition A; edge reinforcement: > No. 4 bar yes (D.3.3.4) Z 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 www.hiltl.us Tukwila Warehouse Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: 1 Page: Project: Sub -Project I Pos. No.: Date: 2 4501 8/1/2013 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 12500 0 12500 2 0 12500 0 12500 max. concrete compressive strain: - Fool max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load Nua [Ib] Capacity .N„ [Ib] Utilization 13N = Nea/4Na Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 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 www.hilti.us Tukwila Warehouse PI if I Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 3 4501 8/1/2013 4 Shear load Load Vua [Ib] Capacity 4V0 [Ib] Utilization )3v = V1J V„ Status Steel Strength* 12500 12971 97 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 25000 41569 61 OK Concrete edge failure in direction x+** 25000 27763 91 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = n Ase,v luta Vsteel Z Vua Variables n 1 ACI 318-08 Eq. (D-19) ACI 318-08 Eq. (D-2) Ase,v [in.2] Calculations Vsa [Ib] 19955 Results Vsa [113] 19955 0.31 4)steel 0.650 futa [psi] 65000 4, Vsa [Ib] 12971 4.2 Pryout StrengthrA Vcpg — kcp \AJ Wec,N Wed,N W1c,N trcp,N NbJ Vcpg 2 Vua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANS = 9 her 1 1+2eN 51.0 3 her Wec,N Wed,N Wcp,N Nb = 0.7 + 0.3 \ Ca,min / 5 1.0 `1.5het/ = MAX(ca'"in 1.5het\ 5 1.0 Cac Cac = Variables kcp 2 het [in.] Wc,N 1.000 10.000 Cac [in.] ec1,N [in.] 0.000 kc 24 Vua [Ib] 12500 ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2,N [in.] Ca,min [in.] 0.000 1 9.625 feu [psi] 3000 Calculations ANc [in.2] ANco [in.2] Wec1,N Wec2,N Wed,N Wcp,N 960.38 900.00 1.000 1.000 0.893 1.000 Results Vc 9 [Ib] 4)concrete 4)seismic 4) Vcpg [Ib] Vua [Ib] 79179 0.700 0.750 41569 25000 Nb [Ib] 41569 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 • www.hilti.us Tukwila Warehouse Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 4 4501 8/1/2013 4.3 Concrete edge failure In direction x+ ,AVcbg = (i!)) Wec,V Wed,V tyc,V tyh,V typarallel,V Vb W Vcbg Z Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 ce, 1 yrec v = ( 1 + 2e) 5 1.0 3ca1 =0.7+0.3(15cat)51.0 =,•I�Vl1.5Ca,1.0 ha 0.2 = 1 8 (aa) Yua) %,'VT.. Cal tyed,V Vb 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-25) Variables ca, [in.] cat [in.] ecv [in.] y/c,v ha [in.] 9.625 0.000 1.200 15.000 la [in.] da [in.] ( [psi] typarallel,V 5.000 1 0.625 3000 2.000 Calculations Avc [in.2] Avco [in.2] tyec,V yled,V Wh,V 546.82 416.88 1.000 1.000 1.000 Results Vcbg [Ib] +concrete +seismic 4) Vcbg [Ib] Vua [Ib] 49357 0.750 0.750 27763 25000 Vb [Ib] 15679 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. 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! • Condition A applies when supplementary reinforcement is used. The cD 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. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors (4)nonductile) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of 4)r,onductile = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. 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 Hilu is a registered Trademark of Hilti AG, Schaan www.hilti.us Tukwila Warehouse Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 5 4501 8/1/2013 6 Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 6.000 x 0.500 x 0.000 in. Hole diameter in the fixture: di = 0.688 in. Plate thickness (input): 0.750 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y c -x C+x y 3.000 Anchor type and diameter: AWS D1.1 GR. B, 5/8 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 10.000 in. Minimum thickness of the base material: 11.813 in. 3.000 0 O u7 N 2 01 O O O rn O O O 0 O 1.0 N 0 0 0 3.000 3.000 c -y c+y 1 0.000 -4.500 17.375 9.625 2 0.000 4.500 17.375 9.625 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 www.hilti.us Tukwila Warehouse Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 6 Project: 4501 Sub -Project I Pos. No.: Date: 8/1/2013 7 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! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • F 425.369.1157 Wall 25 Anchorage Capacity Tukwila Warehouse Permit Response 08/01/2013 Page 12 of 28 4'-0" CLOSURE STRIP PER 10/53.1-\ . Tukwila Warehouse Permit Response 08/01/2013 Page 13 of 28 . . po' II 4- 4Y+ (4)#5 TOP (7 #5 BOT 6'-6" #6 WHERE NOTED ON PLAN (U ..N.• P N) #5 @ 10" TRANS Scale: 4" = 11"°"'U". '-0 U".U. Panel to Interior Footin 2O,43g PLAN VIEW R. TOL 1" RTN / Ifs 1/6.. It TO i. 146 V6" '> TO EMBED R. .2" RTN. EA PANEL R TO EMBED it. 11 11 PS PS 2x3 x 0'-b" Tukwila Warehouse Permit Response 08/01/2013 Page 14 of 28 2 5ide5 W 1125` fr5xex14" W/ (2)54"0 x 10" W.H.S. 1"GA. SUBSTITUTE W.H.S J#6x36"D2L@SIM DETAIL 5 Panel to Footing Connections 2 Frz Pro-fr y3`z Ca GcG i fi n 1- Stud ia.Yo�ct- VMag = r k x 7Ane.hor5 1) -e -wank= z ets k f 2D k. -c ,313 k Ip& e. 22/2 s this ka j e www.hilti.us Tukwila Warehouse Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 4501 8/1/2013 Specifier's comments: Wall 25 Anchorage 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 [Ib, In.Ib] AWS D1.1 GR. B 5/8 hef = 10.000 in. design method ACI 318 / CIP eb = 0.000 in. (no stand-off); t = 0.750 in. Ix x ly x t = 14.500 in. x 14.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Rectangular plates and bars (AISC); (L x W x T) = 6.000 in. x 0.500 in. x 0.000 in. cracked concrete, 3000, fc' = 3000 psi; h = 15.000 in. tension: condition B, shear: condition A; edge reinforcement: > No. 4 bar yes (D.3.3.4) Z 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 HIM is a registered Trademark of Hila AG, Schaan 8 • Tukwila Warehouse www.hilti.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 4501 8/1/2013 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 3 4 0 0 0 0 12750 12750 12750 12750 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load 0 0 0 0 Load N. [Ib] 12750 12750 12750 12750 03 01 y 04 x 02 Capacity +N„ [Ib] Utilization 13N = Steel Strength* Pullout Strength* Concrete Breakout Strength** Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) N/A N/A N/A N/A N/A N/A N/A N/A Status N/A N/A N/A N/A 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 8 • • Tukwila Warehouse www.hilti.us Profis Anchor 2.4.2 3 4501 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 8/1/2013 4 Shear Toad Load Vaa [Ib] Capacity 4,V„ [Ib] Utilization ]3v = Vaa/sV. Status Steel Strength* 12750 12971 99 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 51000 72819 71 OK Concrete edge failure in direction x+** 51000 96946 53 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = n Aso/ futa ACI 318-08 Eq. (D-19) Vsteet Z Vua ACI 318-08 Eq. (D-2) Variables n key [in.2] foto [psi] 1 0.31 65000 Calculations Vsa [Ib] 19955 Results Vsa [lb] 4)steei 4 Vsa [lb] Vua [lb] 19955 0.650 12971 12750 4.2 Pryout Strength Vcpg = kcp L\ANc Artco) Wec.N Wed.N Wc,N Wcp,N Nb] 4) Vcpg Z Vua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 hef 1 y/ec,N1 4. 2 eN 5 1.0 3her Wed.N = 0.7 + 0.3 1 Camin) 5 1.0 `1.5het Wcp,N = MAX(Ca=mtn 1.5haf) 5 1.0 ,mc Cac Nb = kc R 4Tc he}5 Variables kcp hef [in.] ec1,N [in.] 2 10.000 0.000 lirc,N Cac [in.] kc 1.000 24 Calculations ANc [in.2] 1501.50 Results Vcpg [Ib] 138703 ANco [in 2] ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2,N [in.] Ca,min [in.] 0.000 31.750 Wec1,N Wec2,N ff [psi] 3000 900.00 43iwncrele 0.700 1.000 itiseismic 1.000 Vcpg [Ib] ll'ed,N 1.000 Vua [Ib] 0.750 72819 51000 llrcp,N 1.000 Nb [Ib] 41569 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 8 • Tukwila Warehouse www.hiltl.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 4 4501 8/1/2013 4.3 Concrete edge failure in direction x+ Avc VbACI 318-08 Eq.D-22 Vcbg = (AVcO) Wec,V y/ed,V tl/c,V tyh,V Wparallel,V ( ) Vc g z Ve8 ACI 318-08 Eq. (D-2) A. see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 ca, ACI 318-08 Eq. (D-23) 1 Wec,v = (1 + 2ev 5 1.0 ACI 318-08 Eq. (D-26) 3Cat Wed,v = 0.7 + 0.3(15Ca1) < 1.0 ACI 318-08 Eq. (D-28) Whv = 1.5Cat 2 1.0 ACI 318-08 Eq. (D-29) ha Vb = (8 (de)0.2 ') A. caj ACI 318-08 Eq. (D-25) Variables Cal [in.] 40.250 Cay [in.] ecv [in.] 0.000 la [in.] da [!n.] 5.000 1 0.625 We v ha [in.] 1.200 15.000 fc [psi] 3000 Wparallel,V 2.000 Calculations Avc [in.2] Avco [in.2] Wec,V Wed,V Wh,V Vb [lb] 1946.25 7290.28 1.000 1.000 2.006 134078 Results Vchg [Ib] concrete 4)seismic 4) Vcbg [Ib] Vua [Ib] 172348 0.750 0.750 96946 51000 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. 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! • Condition A applies when supplementary reinforcement is used. The D 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. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors (4)nonductile) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of ynonductile = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. 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 Hilti AG, Schaan 8 • M www.hilti.us Tukwila Warehouse Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project 1 Pos. No.: Date: 5 4501 8/1/2013 6 Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 6.000 x 0.500 x 0.000 in. Hole diameter in the fixture: df = 0.688 in. Plate thickness (input): 0.750 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required y 7.250 Anchor type and diameter: AWS D1.1 GR. B, 5/8 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 10.000 in. Minimum thickness of the base material: 11.813 in. 7.250 0 3 01 0 0 u7 N 4 0 0 0 0 0 0 2 rn 0 0 N 0 0 0 N 3.000 8.500 3.000 Coordinates Anchor in. Anchor x y c.x C+x C -y C+y 1 -4.250 -4.500 31.750 40.250 2 4.250 -4.500 40.250 31.750 3 -4.250 4.500 31.750 40.250 4 4.250 4.500 40.250 31.750 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 HIS AG, FL -9494 Schaan Hili is a registered Trademark of Hdti AG, Schaan Tukwila Warehouse www.hilti.us Profis Anchor 2.4.2 6 4501 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 8/1/2013 7 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! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • €. 425.369.1157 Wall Loads (From Permit Submittal Calcs) Tukwila Warehouse Permit Response 08/01/2013 Page 21 of 28 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f:425.369.1157 vE 4-?.-1i- r � P 2 e --tN 5_ C .Zr �FwuaI 'T i Frew_ _71+,t;, -/v ti -let -u -s B o1,,-) 1 e- l l- • or- d Pao i p,ora,obrl. _ )S Ftyaii gLe _ I N E/IN .whi .. - + ° _ f .11 .5 c/s nc- I _ be sr UN lsr ruck. ,AR s _!-Ftp-_ *e = i-z-P`- Tukwila Warehouse -� Permit Response 08/01/2013 Page 22 of 28 E•17")-r)u_S•0-:_ Pinri • I .. I __Et selSMIG Pt S1& 1. srirz.0at E rtnTon- I w -s ��= c�rs9 Iaba,-1 l .Ne-:-. Zoe ; Ibess.►-clN r (Nose a /n PANIL VEL( Tukwila Warehouse Permit Response 08/01/2013 Page 23 of 28 fid) sw90' HOOK EA ENV it RZR PAPS. ® 040' nr 0J PER PNET f1 CFP Y31' 2 ,0. 2iii' 044. nerve N EFS/V90' HOOK EA PR_ —0E5 EV 90' HOZ EA60 4 0593 6 ?-2. FlH 11.00f__* ECUr,5EE5 P..16 Pa A v 4 PANEL kEr —LOCATE INBED5 PER n (6) PLAGES ® ENDS INDICATED 14/532 14/53.2 4C12 V -1 16'-0' E F 24'-14#" BLOCK Vr 4 SLEEVES THIS END ONLY (2)45 OM BAR SEE I/533 JOIST ¢ JOIST JOIST V 4 9/55.4 1 4V ILII ' 4C12 4012 E EE E 3/53.4 26' -II#' (2)45 CHORD BAR BLOGKOUr 4 SLEEVES SEE 2/553 THIS END ONLY ¢ JOIST \ ¢ JOIST (4)5 a EMBEDS9 \ CUTOUT FOR to FUME WINDOW E 10'-6' 5'-0" 25'4 JOIST IP -211 REINFORCING STEEL IF -2 I PER PANEL JOI5T (2)45 CHORD BAR SEE I/533 Tukwila Warehouse Permit Response 08/01/2013 Page 24 of 28 FUTURE CUT - A MIN A 4018 p 1114EF I 1 QK 411tF — - 4 MIN SECOND FLOOR _t A C18 4C18 FIN FLOOR Q E V-0" 21' -II#' (2)95 CHORD BAR SEE 2/53 / ¢ JOIST ¢ JOIST AI ¢ JOIST .1215T. PER I! SE FL A Fln It u , 11111.17M5MI?-11.1773Pr (5148 MATCH 04 06 V PER 14185.3 ilifiL C 1 ? 4 ti • -' X /I 1- Y X e A E 6'-ai. OI - $ F• V6 - - n _ ( (1)4t ■i -- w -i. 324' E(51M}-- 9'-II1' . -9(51)4 9'-I1i' TTT 24' -II#' 4 N P-23 REINFORCING STEEL PER PANEL GEE IP -241 REINFORCING STEEL PER PANEL IP -221 IP -22 REINFORCING STEEL PL EMBEDS IN PANELS P -IB -n 1 4E] PER 14/'x32 IN, 16189 MATCH 02 PER 13/85.3 IP -251 (5' THICK) SEAT EMBED x/533 TYP. _ OOR Y 4 15/553 FIN FLOG* 4 It \- (iNEP 1 (5148 MATCH 04 15/533. V PER 14185.3 C 1 ti - X X e > E 6'-ai. 6' 0' 2o. -i. 324' IP -251 (5' THICK) SEAT EMBED x/533 TYP. _ OOR Y 4 15/553 FIN FLOG* 4 Pa 1 1 1 1 1 2 2 2 2 2 1 4 5 9 10 25 el Leg 12 Enercalc Panel # Dimensions H (ft) d (ft) T (in) H/d X -dim in ft Y -dim in ft 11 1 1 15.00 24.36 7.25 0.62 0.0 0.00 153.8 12.82 1 2 15.00 24.94 7.25 0.60 0.0 0.00 450.0 37.50 3 1 3 15.00 24.94 7.25 0.60 0.0 0.00 750.0 62.50 4 1 4 15.00 25.49 7.25 0.59 0.0 0.00 1053.2 87.77 5 1 5 23.00 4.40 7.25 5.23 34.0 2.83 1192.8 99.40 2 6 23.00 4.97 7.25 4.63 311.8 25.98 1192.8 99.40 6 1 7 8.00 5.97 7.25 1.34 378.2 31.52 1192.8 99.40 2 8 8.00 5.97 7.25 1.34 503.8 41.98 1192.8 99.40 7 1 9 11.00 1.97 7.25 5.59 552.2 46.02 1192.8 99.40 2 10 11.00 6.97 7.25 1.58 797.8 66.48 1192.8 99.40 B 1 11 8.00 1.97 7.25 4.06 852.2 71.02 1192.8 99.40 2 12 8.00 2.00 7.25 4.00 912.0 76.00 1192.8 99.40 3 13 11.00 1.97 7.25 5.59 1151.8 95.98 1192.8 99.40 3 1 14 8.00 8.49 7.25 0.94 1215.2 101.27 1192.8 99.40 2 15 8.00 10.49 7.25 0.76 1364.8 113.73 1192.8 99.40 1 16 15.00 20.36 7.25 0.74 1550.2 129.18 1192.8 99.40 I 1 17 15.00 25.49 7.25 0.59 1672.8 139.40 1053.2 87.77 ? 1 18 15.00 24.94 7.25 0.60 1672.8 139.40 750.0 62.50 f 1 19 15.00 24.94 7.25 0.60 1672.8 139.40 450.0 37.50 4 1 20 15.00 24.36 7.25 0.62 1672.8 139.40 153.8 12.82 1 21 9.94 5.50 7.25 1.81 1647.0 137.25 0.0 0.00 2 22 9.94 4.00 7.25 2.48 1482.0 123.50 0.0 0.00 3 23 15.94 2.47 7.25 6.46 1299.0 108.25 0.0 0.00 1 24 8.00 3.97 7.25 2.02 1259.8 104.98 0.0 0.00 2 25 8.00 3.10 7.25 2.58 1181.4 98.45 0.0 0.00 1 26 10.00 5.00 14.50 2.00 1140.0 95.00 0.0 0.00 2 27 10.00 2.47 14.50 4.05 885.2 73.77 0.0 0.00 1 28 10.00 2.47 14.50 4.05 824.8 68.73 0.0 0.00 2 29 10.00 5.00 14.50 2.00 544.0 45.33 0.0 0.00 1 30 8.00 3.94 7.25 2.03 397.2 33.10 0.0 0.00 2 31 8.00 6.14 7.25 1.30 493.6 41.14 0.0 0.00 1 32 23.00 4.97 7.25 4.63 329.8 27.48 0.0 0.00 2 33 23.00 5.00 7.25 4.60 30.0 2.50 0.0 0.00 1 34 15.00 32.48 7.25 0.46 840.0 70.00 1000.0 83.33 Tukwila Warehouse Permit Response 08/01/2013 Page 25 of 28 Title : Dsgnr: Description : Scope : Tukwila Warehouse Permit Response Job #8101/2013 Date: 4:47PM, 26p&& to of 28 Rev: 580003 User. KW -0605983, Ver 5.8.0, 1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software Rigid Diaphragm Torsional Analysis Page 1 FLOOR RIGID DIAPHRAGM EC.ECW:New Building Description 4501 Tilt Up General Information Y -Y Axis Shear 134.00 k X -X Axis Shear 427.00 k ...Shears are applied on each axis separately [Wall Data Min. X Axis Ecc Min. Y Axis Ecc 5.00 % X Axis Center of Mass 69.70 ft 5.00 % Y Axis Center of Mass 49.70 ft Max X Dimension 139.40 ft Max Y Dimension 99.40 ft Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E in ft ft ft ft deg CCW Fixity 1 7.250 2 7.250 3 7.250 4 7.250 5 7.250 6 7.250 7 7.250 8 7.250 9 7.250 10 7.250 11 7.250 12 7.250 13 7.250 14 7.250 15 7.250 16 7.250 17 7.250 18 7.250 19 7.250 20 7.250 21 7.250 22 7.250 23 7.250 24 7.250 25 7.250 26 14.500 27 14.500 28 14.500 29 14.500 30 7.250 31 7.250 32 7.250 33 7.250 34 7.250 LCalculated Wall Forces 24.360 29.940 29.940 25.490 4.400 4.970 5.970 5.970 1.970 6.970 1.970 2.000 1.970 8.490 10.490 20.360 25.490 24.940 24.940 24.360 5.500 4.000 2.470 3.970 3.100 5.000 2.470 2.470 5.000 3.940 6.140 4.970 5.000 32.480 15.000 15.000 15.000 15.000 23.000 23.000 8.000 8.000 11.000 11:000 8.000 8.000 11.000 8.000 8.000 15.000 15.000 15.000 15.000 15.000 9.940 9.940 15.940 8.000 8.000 10.000 10.000 10.000 10.000 8.000 8.000 23.000 23.000 15.000 0.000 0.000 0.000 0.000 2.830 25.980 31.520 41.980 46.020 66.480 71.020 76.000 95.980 101.270 113.730 129.180 139.400 139.400 139.400 139.400 137.250 123.500 108.250 104.980 98.450 95.000 73.770 68.730 45.330 41.140 33.100 27.480 2.500 69.700 12.820 37.500 62.500 87.770 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 87.770 62.500 37.500 12.820 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 83.330 90.0 90.0 90.0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 90.0 90.0 90.0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 90.0 Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Label 2 3 Load Location for Maximum Forces Direct Shears k Torsional Shears k Final Max. X ft Y Length Thick Length Thick Wall k hear 0.000 -28.960 0.000 -0.222 -16.121 -0.025 -16.121 0.000 -28.960 0.000 -0.273 -22.601 -0.019 -22.601 0.000 -28.960 0.000 -0.273 -22.601 -0.006 -22.601 Rev: 580003 User. KW -0605983, Ver 5.8.0, 1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software i Title : Dsgnr: Description : Scope : Tukwila Warehouse Permit Response Job 68/01 /2013 Date: 4:47PM, 264 P$ of 28 Rigid Diaphragm Torsional Analysis Page 2 P J FLOOR RIGID DIAPHRAGM EC.ECW:New Building Description 4501 Tilt Up 4 0.000 -28.960 0.000 -0.232 -17.420 0.006 5 0.000 -19.020 -0.577 0.000 0.018 -0.001 6 0.000 -19.020 -0.826 0.000 0.026 -0.001 7 0.000 -19.020 -25.647 0.000 0.814 -0.015 8 0.000 -19.020 -25.647 0.000 0.814 -0.010 9 0.000 -19.020 -0.475 0.000 0.015 -0.001 10 0.000 -19.020 -16.973 0.000 0.539 0.000 11 0.000 -19.020 -1.212 0.000 0.038 0.001 12 0.000 -19.020 -1.266 0.000 0.040 0.002 13 0.000 -19.020 -0.475 0.000 0.015 0.002 14 0.000 -19.020 -57.864 0.000 1.836 0.023 15 0.000 -19.020 -89.132 0.000 2.829 0.038 16 0.000 -19.020 -95.242 0.000 3.023 0.015 17 0.000 -28.960 0.000 -0.232 19.923 0.006 18 0.000 -28.960 0.000 -0.227 19.198 -0.005 19 0.000 -28.960 0.000 -0.227 19.198 -0.015 20 0.000 -28.960 0.000 -0.222 18.437 -0.025 21 0.000 -28.960 -11.894 0.000 -1.647 0.023 22 0.000 -28.960 -4.969 0.000 -0.688 0.014 23 0.000 -28.960 -0.309 0.000 -0.043 0.002 24 0.000 -28.960 -8.872 0.000 -1.229 0.018 25 0.000 -28.960 -4.468 0.000 -0.619 0.012 26 0.000 -28.960 -18.111 0.000 -2.508 0.069 27 0.000 -28.960 -2.445 0.000 -0.339 0.010 28 0.000 -28.960 -2.445 0.000 -0.339 0.004 29 0.000 -28.960 -18.111 0.000 -2.508 -0.045 30 0.000 -28.960 -8.691 0.000 -1.204 -0.011 31 0.000 -28.960 -27.475 0.000 -3.805 -0.022 32 0.000 -28.960 -0.826 0.000 -0.114 -0.001 33 0.000 -28.960 -0.841 0.000 -0.116 -0.001 34 11.641 0.000 19.885 0.000 0.232 0.001 Summary -17.420 -0.577 -0.826 -25.647 -25.647 -0.475 -16.973 -1.212 -1.266 -0.475 -57.864 -89.132 -95.242 19.923 19.198 19.198 18.437 -13.541 -5.657 -0.352 -10.101 -5.087 -20.620 -2.784 -2.784 -20.620 -9.895 -31.280 -0.941 -0.957 20.117 X Distance to Center of Rigidity Y Distance to Center of Rigidity X Accidental Eccentricity Y Accidental Eccentricity 65.029 ft Controlling Eccentricities & Forces from Applied Y -Y Shear 73.690 ft Xcm + (Min%*MaxX) - X-cr = 11.641 ft Torsion = 1,559.92 k -ft Xcm - (Min%*MaxX) - X-cr = -2.299 ft Torsion = -308.04 k -ft 6.970 ft Controlling Eccentricities & Forces from Applied X -X Shear 4.970 ft Ycm + (Min%*MaxY) - Y-cr = -19.020 ft Torsion = -8,121.60 k -ft Ycm - (Min%*MaxY) - Y-cr = -28.960 ft Torsion = -12,365.98 k -ft 4 Tukwila Warehouse Permit Response 08/01/2013 Page 28 of 28 C.R.: (65.02,73.69) I 427.00 k -- 3 .M.: (69.70,49.70) MN Ell collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p:425.369.1101 • f:425.369.1157 Tukwila Warehouse Lakeridge Development Permit Review Commentt- Item No. 18 Project Location Structural Project Number Date Tukwila Warehouse Permit Review 08/29/2008 Page 1 of 17 pPfpY Tukwila Warehouse 4501 South 134th Place Tukwila, WA 98169 Robert Fadden Lance Mueller & Associates - AIA 130 Lakeside Seattle, WA 98122 (206) 325 2553 Bryan Collons, PE, SE 07-122 August 28, 2008 b‘3ftaitl RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER collons + smith structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 a: 425.369.1101 - f: 425.369.1157 Tukwila Warehouse Permit Review 08/29/2008 Page 2 of 17 Petri 1 ! I i 11‘1.vall---27 (.16-Vief) (V .. i=-- 1?erroist A)6")1 i ; 1 : lc rifieria ; 1 1 , ; ; 1 i ; 1 I I- i 1 I . ! 1 I t 1 I t t ; I I 4 t 191412- 3.373 (2.4 fir . 63 p.-sf (6;° pet -fr3-Th _t1;;10,1r •14,,eet 3,213 1 7 0 , )`.21--- i - * 1 7.6 +357+35-4-33 )01?e2e717--W°x20")x),)1. i 1 , 41-Firti ‘;-- 13.c /4 3 3 ,' 3 3 ))i.3 t= , 5e2f 1 • 41F)6 - ----I-) 'i--- "3 -'F -X. 3i 3 3rz-- / /166, sf /1. •..- 1 ' . 1 / • I! ; i .1 i i i- : i 7 ! , 1 Ve h -t- f7.7.,), :;---- A 4,4)._ Itiva it+ A-F),I.714)e _i i 1 . 1 1 ile/ei,j1i-t-Ori.) ft) o; -t- (330 -ft )4630'21'9 I I 1 t I I I I 1 - 1V1 ei31A t:6-1) :7- .1V -e- jeli )1 1(t.7) — I A- Fir d Wr lir ,..), ife'Lly011-(Irli") ---- 3,4 3 , lk.--(1:6,;7$f)(63,1?sf)//e,(7,1 . 1 I , Zeq(6).4. , t 1 i I 1 1 1 I I 1 I i 1 I , ! ! , , i ! 1 1 1•i I 1 11 1 1 1 1 , , , 1 1 i , ! 1 1 1 1 1 ! i 1 , , 1 • collons + smith • structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 Tukwila Warehouse. Permit Review 08/29/2008 Page 3 of 17 .765 MUG- L -.0a. I Fra+i e --oc T.ft p -P PrevIrt • • F 7 k 1 c4-7, Vrilx 3,5/ n/t4n13 !2.-'1 Fir or cttI a) or Pane_ 3 4- Az (: 7'Pk CJ —7- rt I (-1,- )14 Fl?ir7. 61)&1' ...al, 14e h .6. 3 VC c•r1"-iivt. Pa 6,) Wfe-i:sh (1) '6 k(Erom 13the- T7-- '' (vie i Wt) fl i -- i -ri tow )_( gq ; )4) (2.1)__--7- 11-/, 1 collons + smith • structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 a: 425.369.1101 • f. 425 369.1157 Tukwila Warehouse Permit Review 08/29/2008 Page 4 of 17 • 011 'heat Ion G ' i o. _ Cg 411 181 , /001.r..& - Fro from Along i K82 pi._ CO. '�.t_i" 4-3 ij_(: Grriipt 'ef- E 4,460,i 71 G- k-(u1t)Cf: (,131 i (tri-faotore 1 i -facto iX Pervv�it ree6 c ) - Get . Pernin .5 I t. —4--=� Raz . ._6p57-10,17 Check VtA 'he—.—i< fiw_=_ >1_-.J?)-,----.---) / =— -;moo/13 Use 47r)1,-:-.. r _4h4,16, i PPS Feral Gt il i� 1 o A,J Cram bi n i,24 t%2(Org7 4te -240.f6k i 1 0 A 3 2 c 3 ‹4,,,i7t. 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Tukwila Warehouse Permit Review 08/29/2008 Page 15 of 17 11-36 P/cr/`o ._ ek1 'i oh I ti I re lits th (1) Pn = 6/Aer 7(36 k$7)( Mo PP? 4iiet rture- 5tren(PRI 0.75Y5-9 APT Pe = 2.4 _14? 177i icra_ eivt)=336,3k k5T) (4,141:2-.)=25-4 1 � collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 ix 425.369.1101 = f: 425.369,1157 Tukwila Warehouse Permit Review 08/29/2008 Page 16 of 17 ) 2v floor c-enretoK C3 Ct:?Ytt 1 ' fe)t- Tek150Y1 •Fit=b---6*31 rvt r 1 . . . • 2- i , A6 .i,Z2k 1-) il I 14th :=1 16-1r4 !—Abele.S* Z 4a#12.-- 1(0, 9/ )(0.14"60: i 1 , ----Olt+ i-49(9,413)+- Ittb-lieiri ; Won/010d re Id _.1-reilezetfh l'r, • 1 213nz-- FA- - 01(5-aief57(7F4,-",-,7:-)----:'1009 k I 0 vielinet) R.“iviRire- -t-r-1.41-1--14 I . i sW'Z f -k 17-ri k 1 • - i CIih wz-4)q76 -For nokohii4 L7c114 --reKton ‘7141'lem17.- - , Fa rt --4 15*. iv 1431&-C---,2- • 6fr(-700.0(3,35-0.2"' • : : g 4217n7t 19'Pg 75 k • 1 i> _a_f7 5212e:it- _ OPIA 2029k). 70-0A-let— I 1 (9k • collons + smith structural engineers • 45 Front Steet N • Suite F-3 Issaquah, WA 98027 o: 425.369.1101 - f:425.369.1157 Tukwila Warehouse Permit Review 08/29/2008 Page 17 of 17 L 1 , i ; i ; . )1 i i , ; 1 1 I )1 1 i i i 1 l 1 1 1 I , 1 i 1 1 1 i ),1 rtieci • ize Pp (----i 1 Ai 1 1 i u5e, i ! 1 1 i i 1 4-yi. -r. 1 ! • ro A • Plot I 1 e lid?r ! 1 7 7 130c h. 7 1 r_ir l'etr.. k ) (6 /7.9 r-cP 67 , IP 7-ekwirt it-- 7 i4 I.,_ .. _ ( 7 . 6 "1 ce ),4 • •••1 ' gioiked ! 1 1 •--1 1 - I 1 _ , i , , I 1 . i . 1 [ . ! I ! I 1 i 1 ! , •1 . )• 1 ' , 1 I -I I 1 I : I I ! 1 I ( I i . - A li, collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f 425.369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 1 of 137 Tukwila Warehouse FzE Lakeridge Development �'re�it COP Project Location Client REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION rchitect Structural Project Number Date 3.. Tukwila Warehouse 4501 South 134th Place Tukwila, WA 98169 Wayne Jones, Owner Lakeridge Development, Inc. PO Box 146 Renton, WA 98057 Robert Fadden, AIA Lance Mueller & Associates - AIA 130 Lakeside Seattle, WA 98122 (206) 325 2553 Bryan Collons, PE, SE 07-122 June 30, 2008 RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER • collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 Criteria: Tukwila Warehouse Permit Submittal 06/30/2008 Page 2 of 137 Project: Tukwila Warehouse 4501 South 134th Place Tukwila, WA 98169 Number: 07-122 Governing Codes: Builidng Information: Roof Pitch Building Width Building Depth Top of Panel Max roof Elev Min Roof Elev 2006 International Building Code ASCE 7-05 ACI 318-05 2005 National Design Specification for Wood Construction 0.25 :12 140 ft 100 ft 37.5 ft 29.08 ft 27 ft Wind: Simplified Method Exposure B V = 85 mph ps30 = 7.6 psf ASCE 7-05 Figure 6-2 A = 1.05 ASCE 7-05 Figure 6-2 Krt = 1 ASCE 7-05 6.5.7 I = 1 ASCE 7-05 Table 6-1 Ps = 8 psf Velocity Pressure Method qz=0.00256*Kz*Krt*Ka*V`*I KZ = 0.76 Krt = 1 Kd= 0.85 V = 85 mph I= 1 qZ = 11.9484 psf Use 12psf p = qGC - gdGC ) G = 0.85 Windward Cp = 0.8 Leward Cp = -0.5 Up, = 0.18 Windward Wall p = 6 psf Use 12psf Leward Wall p = -7.26 psf Use 12psf Page 1 of 4 Print Date: 6/26/2008 Tukwila Warehouse Permit Submittal collons + smith 06/30/2008 structural engineers Page 3 of 137 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 - E 425.369.1157 Criteria: Project: Tukwila Warehouse 4501 South 134th Place Tukwila, WA 98169 Number: 07-122 Seismic: ASCE 7-05 Equivalent Lateral Force Method section 12.8 USGS Seismic Calculator Building ZIP Code 98168 Ss = 1.469 S1 = 0.505 Zone = D Building Type = 11 Importance Factor = 1.00 Fa = 1.00 Fv = 1.50 SMS = 1.469 SMI = 0.758 Sas = 0.979 SDI = 0.505 R = 5 Special Reinforced Concrete Shear Walls Omegao = 2.5 Overstrength Factor Cs = 0.1959 Vbase = Cs x W = 0.1959 x W Geotechnical Data: Report by: Cornerstone Geotechnical, Inc 17625 130th Ave NE, C102, Woodinville, WA Report dated July 13th, 2006 Soil Class D Soil Bearing 3,000 psf Soil Density 120 pcf EFP - Passive 200 pcf EFP - Unrestrained - Drained 45 pcf EFP - Restrained - Drained 65 pcf EFP - Restrained - Saturated 95 pcf (estimated) EFP - Free 45 pcf Friction Coefficient 0.35 Minimum Footing Depth 18 inches Page 2 of 4 Print Date: 6/26/2008 Tukwila Warehouse Permit Submittal collons ¢ smith 06/30/2008 structural engineers Page 4 of 137 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f:425.369.1157 Criteria: Project: Tukwila Warehouse 4501 South 134th Place Tukwila, WA 98169 Number: 07-122 Roof Loads Outside Bounds of Penthouse Live Load Snow: Pf - City mandated value for typical roof member sizing 25 psf Snow Drift: Pg - real value for calculating drift (see next page) 25 psf Roof top mechanical units None shown on architectural plans Dead Load Roof Load Outside Bounds of Future Penthouse Roofing -- 5 -ply built-up Decking -- Verco PL&36, 22 gauge Insulation -- 2" rigid Ceiling -- suspended T -bar grid Sprinklers, Electrical, & Misc. Design Dead Load (Say...) 2.5 psf 2.3 3.0 2.8 1.5 12.1 psf 15.0 psf Load to Girder Truss Roof trusses (based on 28 LH 10 over 7' tributary width) 3.0 psf Load to Columns/Footings Girder truss allowance 5.0 psf Mechanical Equipment Zone Allowance -- estimate -- see plan for location 7.0 psf Total Load Joist Design Girder Design Footing Design Roof Loads within Bounds of Future Penthouse Live Load Typical office space Safe Load Corridors and Stairs Dead Load Basic Penthouse Floor Dead Load - Joist Design Partition Loading 3-1/2" concrete filled, Verco PLB-formlok, 22 gauge Add'I concrete load for sloped joists - 2" average depth Insulation -- Batts Ceiling -- suspended T -bar grid Sprinklers, Electrical, & Misc. Design Dead Load 15.0 psf 18.0 psf 25.0 psf 70 psf - reducible 2,000 Ib 100 psf 15 psf 32.9 25.0 psf 2.7 2.8 1.6 80.0 psf Load to Girder Truss Roof trusses (based on 28 LH 10 over 7' tributary width) 3.0 psf Load to Columns/Footings Girder truss allowance 5.0 psf Total Load Joist Design Girder Design Footing Design 80.0 psf 83.0 psf 88.0 psf Page 3 of 4 Print Date: 6/26/2008 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 - E 425.369.1157 Criteria: Project: Tukwila Warehouse 4501 South 134th Place Tukwila, WA 98169 Number: 07-122 2nd Floor Loads Live Load Typical office space Safe Load Corridors and Stairs Dead Load Basic Floor Dead Load - Joist Design Partition Loading 3-1/2" concrete filled, Verco B-formlok, 22 gauge Insulation -- Batts Ceiling -- suspended T -bar grid Sprinklers, Electrical, & Misc. Design Dead Load 70 psf - reducible 2,000 Ib 100 psf Load to Girder Truss Roof trusses (based on 28 LI -I 10 over T tributary width) Load to Columns/Footings Girder truss allowance Total Load 3oist Design Girder Design Footing Design Wall Load Interior Bearing & Partition Walls (metal stud construction) 15 psf 32.9 2.7 2.8 1.6 55.0 psf 3.0 psf 58.0 psf 5.0 psf 63.0 psf 55.0 psf 58.0 psf 63.0 psf Tukwila Warehouse Permit Submittal 06/30/2008 Page 5 of 137 Page 4 of 4 Print Date: 6/26/2008 4501 Bldg Tilt -up Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.48 Longitude = -122.28 Spectral Response Accelerations Ss and S I Ss and S I = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.469 (Ss, Site Class B) 1.0 0.505 (SI, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.48 Longitude = -122.28 Spectral Response Accelerations SMs and SMI SMs = FaSs and SMI = FvS I Site Class D - Fa'= 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.469 (SMs, Site Class D) 1.0 0.758 (SM 1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.48 Longitude = -122.28 SDs = 2/3 x SMs and SDI = 2/3 x SMI Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 0.979 (SDs, Site Class D) 1.0 0.505 (SDI, Site Class D) Tukwila Warehouse Permit Submittal 06/30/2008 Page 6 of 137 sac Tukwila Warehouse Permit Submittal 06/30/2008 Page 7 of 137 GRAVITY Floor System Gage Weight Section Properties Galy Phos/ per ft (m) of width Painted + S - S psf psf in.4 in.3 in.3 N/m 2 N/m 2 mm4 mm3 mm3 0 0 0 0 Tukwila Warehouse Permit Submittal 06/30/2008;'1 Page 8 of 1'3 - Profile (dimensions in inches) 1.9 1.8 0.175 0.187 0.198 22 s1.o 86.2 238,978 10,054 10,645 et 34" 12h/?F.,,, 6" 2.3 2.2 0.216 0.235 0.248 20 110.1 105.3 294,967 12,634 13,333 2.9 2.8 0.302 0.322 0.335 T 18 138.9 134,1 412,408 17,312 18,011 �� 36"s/4" ri 3.5 3.4 0.377 0.411 0.417 16 167.6 162.8 514,827 22,097 22,419 1.8 1.7 0.340 0.283 0.287 22 86.2 81.4 464,300 15,215 15,430 2.0 1.9 0.382 0.321 0.328 21 95.8 91.0 521,655 17,258 17,634 ItO 2.1 2.0 0.423 0.361 0.370 20 100.5 95.8 577,644 19,408 19,892 2.4 2.3 0.508 0.442 0.453 2' 1 w 114IP.9 110.1 693,719 23,763 24,355 2.7 2.5 0.555 0.510 0.511 18 129.3 119.7 757,901 27,419 27,473 to 0 0 1 1 1 S 1 1 bit 1 3.3 3.1 0.694 0.639 0.639 16 158.0 148.4 947,718 34,355 34,355 7' 12" 22 91.0 - 86.2 980,492 22,473 23,871 1.9 1.8 0.718 0.418 0.444 2.1 - 2.0 0.837 0.495 0.531 21 100.5 95.8. 1,142,997 26,613 28,548 2.3 2.2 0.896 0.534 0.564 20 110.1 105.3 1,223,567 28,709 30,322 19 2.7 2.6 1.075 0.674 0.683 129.3 124.5 1,468,007 36,236 36,720 2.9 2.7 1.203 0.767 0.767 18 138.9 129.3 1,642,802 41,236 41,236 3.5 3.3 1.509 0.960 0.960 16 167.6 158.0 2,060,672 51,612 51,612 4, 3" T 4h° 111 7rh" 12" 4 22 105.3 100.5 837,105 19,408 23,978 2.2 2.1 0.613 0.361 0.446 2.6 2.5 0.780 0.466 0.548 20 124.5 119.7 1,065,159 25,054 29,462 3.5 3.4 1.146 0.664 0.737 18 167.6 162.8 1,564,964 35,699 39,623 4.2 4.1 1.542 0.851 0.914 16 201.1 196.3 2,105,737 45,752 49,139 Catalog VF2 VERCO MANUFACTURING CO. ■ 3 • PLBTMand B FORMLOKTM 7Welds ■ 31/2 in. (89 mm) TOTAL SLAB DEPTH • Normal Weight Concrete 145 pcf (2,320 kg/m3) 30.6 psf (1,465 N/m2) ■ Galvanized or Phosphatized/Painted Deck Weight and Section Properties 4 Welds Q04, -.Tukwila Warehouse Permit Submittal 06/30/2008 Page 9 of 137 Weight (psf, N/m2) Properties per ft (m) of Width Allowable Reactions per ft (m) of Width (Ib, N) Gage Gaiv Phos/ 1 +S -S G60 Painted in.4 in.3 in.3 2" 3" 4" 3" 4" Z180 mm4 mm3 mm3 51 mm 76 mm 102 mm 76 mm 102 mm End Bearing Interior Bearing 1.9 1.8 0.175 0.187 0.198 487 585 683 1250 1498 22 91.0 86.2 238,978 10,054 10,645 7,107 8,537 9,968 18,242 21,862 20 2.3 2.2 0.216 0.235 0.248 665 784 903 1790 2118 110.1 105.3 294,967 12,634 13,333 9,705 11,442 13,178 26,123 30,910 Allowable Superimposed Loads (psf, kN/m2) a.) co mQ • 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" • 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 0cn 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 Span (ft -in., mm) 1 232 199 173 151 132 117 104 92 82 74 66 11.1 9.5 8.3 7.2 6.3 5.6 5.0 4.4 3.9 3.5 3.2 22 2 261 228 202 12.5 10.9 9.7 151 132 117 104 92 82 74 66 7.2 6.3 5.6 5.0 4.4 3.9 3.5 3.2 3 261 228 202 12.5 10.9 9.7 151 132 117 104 92 82 74 66 7.2 6.3 5.6 5.0 4.4 3.9 3.5 3.2 20 1 275 240 13.2 11.5 183 160 141 124 110 98 88 79 71 8.8 7.7 6.8 5.9 5.3 4.7 4.2 3.8 3.4 275 240 212 189 170 13.2 11.5 10.2 9.0 8.1 124 110 98 88 79 71 5.9 5.3 4.7 4.2 3.8 3.4 3 275 240 212 189 170 13.2 11.5 10.2 9.0 8.1 124 110 98 88 79 71 5.9 5.3 4.7 4.2 3.8 3.4 Shoring required in shaded areas to right of heavy line Diaphragm Shear Values, q (pif, kN/m) and Flexibility Factors, F ((in11b)x106, (mm/N)x106) v, Span (ft -in., mm) 72) 6'-0" 6'-6" 7'-0" 7'-6" 1,830 1,980 2,130 2,290 2,440 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 2,590 2„74d `t' 2,900 3,050 3,200 3,350 22 q4 1825 1785 1755 1725 1700 ,1680 1660 1640 1625 1610 1600 26.63 26.05 25.61 25.17 24.81 ' 24.52 .!. 24.23 23.93 23.72 23.50 23.35 F4 0.45 0.46 0.47 0.48 0.48 M11 0.49 0.50 0.50 0.51 0.51 0.52 2.6 2.6 2.7 2.7 2.7` • 2;81 4. 2.9 2.9 Z9 2.9 3.0 q7 2035 1980 1935 1895 1855 1825 1800 1775 1750 1730 1715 29.70 28.90 28.24 27.66 27.07 t' 26.63 26.27 25.90 25.54 25.25 25.03 F7 0.40 0.42 0.43 0.44 0.44 .0.45 0.46 0.46 0.47 0.48 0.48 2.3 2.4 2.5 2.5 2.5 2.6 2;6 2.6 2.7 2.7 2.7 q4 111 F4 ) 20 q7 1890 1845 1805 1775 1745 1715 1695 1670 1655 1635 1620 27.58 26.93 26.34 25.90 25.47 25.03 24.74 24.37 24.15 23.86 23.64 0.40 0.41 0.42 0.42 0.43 0.44 0.44 0.45 0.45 0.46 0.46 2.3 2.3 2.4 2.4 2.5 2.5 2.5 2.6 2.6 2.6 2.6 2145 2080 2020 1975 1930 1895 1860 1830 1805 1780 1760 31.30 30.36 29.48 28.82 28.17 27.66 27.14 26.71 26.34 25.98 25.69 F7 0.35 0.36 0.37 0.38 0.39 0.40 0.40 0.41 0.42 0.42 0.43 2.0 2.1 2,1 2.2 2.2 2.3 2.3 2.3 2.4 2.4 2.5 36 • VERCO MANUFACTURING CO. Catalog VF2 ORO 10. 7 Welds 4 Welds ste Igo Tukwila Warehouse Permit Submittal (,•�{� 06/30/2008 Page 10of137 PLBTMand B FORMLOKTM 3'/2 in. (89 mm) TOTAL SLAB DEPTH ■ Normal Weight Concrete ■ 145 pcf (2,320 kg/m3) 30.6 psf (1,465 N/m2) Galvanized or Phosphatized/Painted ■ Deck Weight and Section Properties Weight (psf, N/m2) Properties per ft (m) of Width Allowable Reactions per ft (m) of Width (Ib, N) Gage GaIv Phos/ I +S -s End Bearing Interior Bearing 001/ G60 Painted in.4 in.3 ins 2" 3" 4" 3" 4" Z180 mm4 mm3 mm3 51 mm 76 mm 102 mm 76 mm 102 mm 0 0 O 0 O 18 2.9 2.8 0. 0.322 0.335 1226 1407 1588 3062 3551 138.9 134.1 412,408302 17,312 18,011 17,892 20,534 23,175 44,687 51,823 163.5 3.4 0.377 0.411 0.417 2208 2484 2761 4789 5266 167.6 162.8 514,827 22,097 22,419 32,223 36,251 40,294 69,890 76,851 a) 0 0 0 0 0 0 0 0 Allowable Superimposed Loads (psf, kN/m2) Span (ft -in., mm) 6-0" 6-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 1,830 1,980 2,130 2290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 1 298 261 230 205 184 14.3 12.5 11.0 9.8 8.8 137 122 108 97 87 78 6.6 5.8 5.2 4.6 4.2 a7 18 2 298 261 230 205 184 167 152 14.3 12.5 11.0 9.8 8.8 8.0 7.3 108 97 87 78 5.2 4.6 4.2 3.7 3 298• 261 230 205 184 167 152 138 127 14.3 12.5 11.0 9.8 8.8 8.0 7.3 6.6 6.1 87 78 4.2 3.7 1 298 260 230 205 184 166 151 14.3 12.4 11.0 9.8 8.8 7.9 7.2 108 96 86 78 5.2 4.6 4.1 3.7 16 2 298 260 230 205 184 166 151 138 127 14.3 12.4 11.0 9.8 8.8 7.9 7.2 6.6 6.1 86 78 4.1 3.7 298 260 3 230 205 184 166 151 138 127 117 108 14.3 12.4 11.0 9.8 8.8 7.9 7.2 6.6 6.1 5.6 5.2 Shoring required in shaded areas to right of heavy line Diaphragm Shear Values, q (plf, kN/m) and Flexibility Factors, F ((in./lb)x106, (mm//11)x106) m Span (ft -in., mm) 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" . 10'-0" 10'-6" 11'-0" 1,830 1,980 2130 2,290 2,440 2,590 , , , 2,f40 4' 2,900 3,050 3,200 3,350 0 0 0 0 q4 2045 1985 1930 1885. 1845 181 1780 1750 1725 1705 1685 29.84 28.97 28.17 27.51 26.93 ' 26. �.' 25.98 25.54 25.17 24.88 24.59 F4 0.32 0.33 0.34 0.35 0.3� �1 0.36 : ' 0.37 0.37 0.38 0.38 0.39 18 1.8 1.9 1.9 2.0 2 '2.1' 2.1 2.1 2.2 2.2 2.2 q7 2380 2295 2220 2155 2095'• 2050 2005 1965 1930 1895 1865 04 $ NI 1'1I1 6 2635 2525 2430 2350 2280 2215 2160 2110 2065 2025 1990 q7 38.45 36.85 35.46 34.30 33.27 32.33 31.52 30.79 30.14 29.55 29.04 F7 0.22 0.23 0.24 0.25 0.26 0.26 0.27 0.28 0.28 0.29 0.29 1.3 1.3 1.4 1.4 1.5 1.5 1.5 1.6 1.6 1.7 1.7 Catalog VF2 VERCO MANUFACTURING CO. ■ 37 . 34.73 33.49 32.40 31.45 30.57 " 29.92 29.26 28.68 28.17 27.66 27.22 F7 0.27 0.28 0.29 0.30 0.31 0.32 0.33 0.33 0.34 0.34 0.35 1.5 1.6 1.7 1.7 1.8 1.8 1.9 1.9 1.9 1.9 2.0 q4 2215 2140 2070 2015 1965 1920 1880 1845 1815 1785 1760 32.33 31.23 30.21 29.41 28.68 28.02 27.44 26.93 26.49 26.05 25.69 F4 0.26 0.27 0.28 0.29 0.30 0.30 0.31 0.32 0.32 0.33 0.33 1.5 1.5 1.6 1.7 1.7 1.7 1.8 1.8 1.8 1.9 1.9 0 O • 4110. ) 411, Tukwila Warehouse Permit Submittal 06/30/2008 OOP Page 11 of 137 ipip Allowable Diaphragm Shears Table 5: Allowable Diaphragm Shears for FORMLOK Decks with Concrete Fill and Shear Studs at Collectors (pounds/lineal foot (kN/m))1-5 Concrete Type6 Concrete Thickness? 12" 305 mm 16" 406 mm Spacing of Shear Studs8 18" 24" 457 mm 610 mm 32" 813 mm 36" 914 mm F 2" 3780 3780 3780 3400 2500 2270 0.40 51 mm 55.16 55.16 55.16 49.62 36.48 33.13 2.3 NW 2W 4730 4730 4530 3400 2500 2270 0.32 64 mm 69.03 69.03 66.11 49.62 36.48 33.13 1.8 3W 6620 5100 4530 3400 2500 2270 0.23 89 mm 96.61 74.43 66.11 49.62 36.48 33.13 1.3 2" 3540 3540 3540 2900 2180 1930 0.56 51 rnm 51.66 51.66 51.66 42.32 31.81 28.17 3.2 LW 2W 4430 4350 3860 2900 2180 1930 0.45 64 mm 64.65 63.48 56.33 42.32 31.81 28.17 2.6 3%" 5760 4350 3860 2900 2180 1930 0.34 83 mm 84.06 63.48 56.33 42.32 31.81 28.17 1.9 1 The allowable values are based on concrete slab reinforcement with an area at least 0.0025 times the area of fill above the deck. Welded wire fabric of the sizes listed below meet this requirement. Where the tabulated allow- able values are not required, reinforcement can be reduced with allowable diaphragm values according to the schedule below. The fabric is placed approximately 1 in. (25 mm) below the top of the concrete. Concrete Type Concrete Thlckness7 Minimum Fabric for Tabulated Shear Values Maximum Allowable Shears for 6x6-W1.4xW1.4 (152x152-MW9xMW9) NW 2" 6x6-W4xW4 1600 plf* 51 mm 152x152-MW26xMW26 23.35 kN/m 2W 6x6-W4xW4 1990 pif 64 mm 152x152-MW26xMW26 29.04 kN/m 3W 4x4-W4xW4 2790 pif 89 mm 102x102-MW26xMW26 40.72 kN/m LW 2" 6x6-W4xW4 1360 plf' 51 mm 152x152-MW26xMW2'6 C • 19.85 kN/m 2W 6x6 -W N4 1700 pif 64 mm 2x152 --M 26xMW26 24.81 kN/m 3W 4x42W4?C_W4 2200 plf 83 mm 102x102-MW26xMW26 32.11 kN/m *Also compare to allowable diaphragm capacity for FORMLOK decks with concrete on pages 36 -107. 2 Connector diameter must be Tess than or equal to 2.5 times the steel support thickness unless connector is located directly over support web. 3 See Figure 8 for details. 20 • VERCO MANUFACTURING CO. Catalog VF2 .10 po foo offi es 0 OP OP OP OP OP OP OP OP OP OP OP OP as OP 001 OP OP Type PLBTM®36/HSB°m36 1Y2" (38 mm) Deep Roof Deck Primer Painted or Galvanized Dimensions Tukwila Warehouse Rd -Dr Permit Submittal 06/30/2008 (•G Page 12 of 137, v. PLB-36/HSB-36 HSB-30 NESTABLE Standard Interlocking Sidelap Screw Fastened Sidelap Deck Weight and Section Properties Overlapping Sidelap • Available 30" Wide - Special Order Weight (psf, N/m2) Properties per ft (m) of Width Galt' I +S G60 ' in.4 . in.3 Gage2180 Painted mm4 mm3 Allowable Reactions per ft (m) of Width (Ib, N) End Bearing interior Bearing in.3 2" 3" 4" 3" 4" mm3 51 mm 76 mm 102 mm 76 mm 102 m 6 22 1.9 1.8 0.175 0.187 91.0 86.2 238,978 10,054 0.198. 487 585 683 1250 1498 10,645 7,107 8,537 9,968 18,242 21,862 20 2.3 2.2 0.216 0.235 110.1 105.3 294,967 12,634 0.248 665 784 903 1790 2118 0 13,333 9,705 11,442 13,178 26,123 30,910 .18 2.9 2.8 0.302 0.322 138.9 134.1 412,408 17,312 0.335 1226 1407 1588 3062 3551 18,011 17,892 20,534 23,175 44,687 51,823 16 3.5 3.4 0.377 0.411 167.6 162.8 514,827 22,097 0.417 ,2208 2484 2761 4789 5266 tf . 22,419 32,223 36,251 40,294 69,890 76,851. Note: Bending strength limited to 22,800 psi (157,200 kPa). Attachment Patterns to Supports 36/4 3615 36/6 36/7 ® ,r s o • • a e e • 4 26 s VERCO MANUFACTURING CO. Metric Conversions 1%2" 38mm 13/4" 44 mm '' 2Y2" . 64 mm 3" 76 mm C-* 3%2" 89 6" 152 mm 36" 914 mm Catalog VR1 1:05 II* 1: rI II 11° Ito t(4 1 4 I4 10 1 0 10 @° Tukwila Warehouse Permit Submittal 06/30/2008 Page 13 of 137 Type PLBTM®36/HSB®-36 ALLOWABLE UNIFORM LOADS (psf, N/m2) 1%" (38 mm) Deep Roof Deck Primer Painted or Galvanized t4 SPAN GAGE 22 111 'I 20 L/240 222 113 85 66 52 41 34 28 23 19 • 17 14 12 11 9 8 10,629 5,410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 814 670 575 527 431 383 SPAN (ft -in., mm) 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 1,220 1,520 1,680 1,830 1,980 2,130 2,290 2,140 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 STRESS 178 114 94 79 67 58 51 44 39 35 31 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 STRESS 223 143 118 10,677 6,847 5,650 99 85 4,740 4,070 34 27 22 19 16 13 1,628 1,293 1,053 910 766 622 73 64 56 49 44 40 4 11 527 36 32 30 27 25 3,495 3,064 2,681 2,346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 y 18 159 119 92 72 58 47 39 32 27 23 20 17 15 13 11 STRESS 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 L/240 +++ 7,613 5,698 4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 16 STRESS 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 L/240 - 9,480 7,134 5,506 4,309 3,447 2,825 2,298 1,915 1,628 1,389 1,197 1,005 910 766 670 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 22 STRESS 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 188 120 99 84 71 61 54 47 42 37 33 30 L/240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 32 28 1,532 1,341 W 20 J + +++ +++ ♦++ ♦++ +++ 47 40 34 29 26 22 20 m L/240 +++ +++ +++ ++ 2,250 1,915 1,628 1,389 1,245 1,053 958 STRESS 236 151 125 105 89 77 67 59 52 47 42 38 34 31 29 26 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2490 2250 2,011 1,819 1,628 1,484 1,389 1,245 QSTRESS 300 204 168 141 121 104 • 91 80 70 63 56 51 46 42 39 35 10 14,364 9,768 8,044 6,751 5,794 4,980 4,357 3,830 3,352 3,016 2,681 2,442 2,202 2,011 1,867 1,676 U240 +++ +++ +++ +++ ++♦ +++ +++ +++ +++ ++♦ 56 48 41 36 31 282,681 2 298 1,963 1,724 1,484 1,341 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 STRESS 14,36412,16210,055 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2,729 2,490 2,298 2,107 16 70 60 51 45 39 34 L/240 +++ +++ +++ +++ +++ +++ +++ +++ +++s' +'R+ 3,352 2,873 2,442 2,155 1,867 1,628 STRESS 235 150 124 105 89 77 67 l'-'5 52 46 42 38 22 11,252 7,182 5,937 5,027 4,261 3,687 3;208.2, 249.0.2,202 2,011 1,819 , L/240 +++ +++ +++ 100 79 63 44:51 42 . 'i5 30 25 22 4,788 3,783 3, 01 2, 442 ! '& 0114 1,676 1,436 1,197 1,053 STRESS 295 188 156 131 112 96 84 74 65 58 52 47 43 39 36 33 t 14,125 9,001 7,469 6,272 5,363 4,597 4,1'22 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,580 ILI 20 a 124 97 78 63 52 44 37 31 27 23 20 18 15 U240 +++ +++ +++ 5,937 4,644 3,735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 a STRESS 300 255 210 177 151 130 113 99 88 79 71 64 58 53 48 44 14,364 12,209 10,055 8,475 7,230 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2,107 1 L/240 +++ +++ +++ 173 136 109 89 73 61 51 44 37 32 28 25 22 8,283 6,512 5,219 4,261 3,495 2,921 2,442 2,107 1,772 1,532 1,341 1,197 1,053 STRESS 300 300 262 220 188 162 141 124 110 98 88 79 72 65 60 55 14,36414,36412,54510,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873. 2,633 1 s 216 170 136 111 91 76 64 54 47 40 35 31 27 L/240 +++ ♦++ ++♦ 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2,250 1,915 1,676 1,484 1,293 Catalog VR1 VERCO MANUFACTURING CO. a 27 Tukwila Warehouse Permit Submittal 06/30/2008 Page 14 of 137 collons+smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f:425.369.1157 Criteria: Joist Options - Roof within bounds of future penthouse Dead Load 80.0 psf Live Load 70.0 psf - not reducible Length s 35.0 ft DL LL TL Reaction Spacing [ft] [ft] [ft] Joist Rd RI RtI 7 560 490 1050 28LH13 9.8 8.6 18.4 6.5 520 455 975 28LH12 9.1 8.0 17.1 6 480 420 900 28LH11 8.4 7.4 15.8 5.5 440 385 825 28LH10 7.7 6.7 14.4 5 400 350 750 28LH9 7.0 6.1 13.1 4.5 360 315 675 24LH8 6.3 5.5 11.8 4 320 280 600 28LH7 5.6 4.9 10.5 Length 24.0 ft DL LL TL Reaction Spacing [ft] [ft] [ft] Joist Rd RI RtI 7 560 490 1050 20LH9 6.7 5.9 12.6 6.5 520 455 975 20L1-19 6.2 5.5 11.7 6 480 420 900 18LH7 5.8 5.0 10.8 5.5 440 385 825 18LH6 5.3 4.6 9.9 5 400 350 750 18LH6 4.8 4.2 9.0 4.5 360 315 675 18LH5 4.3 3.8 8.1 4 320 280 600 18LH4 3.8 3.4 7.2 Joist Options - Roof Outside Future Penthouse Dead Load Live Load 15.0 psf 25.0 psf - not reducible Length 35.0 ft DL LL TL Reaction Spacing [ft] [ft] [ft] Joist Rd RI RtI 7 105 175 280 26K5 1.8 3.1 4.9 6.5 98 163 260 26K5 1.7 2.8 4.6 6 90 150 240 20K6 1.6 2.6 4.2 Tukwila Warehouse Permit Submittal 06/30/2008 Page 15 of 137 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p:425.369.1 101 - f:425.369.1157 Criteria: Joist Options - 2nd Floor Dead Load Live Load 55.0 psf 70.0 psf - not reducible Length 35.0 ft DL LL TL Reaction Spacing [ft] [ft] [ft] Joist Rd RI RtI 7 385 490 875 28LH10 6.7 8.6 15.3 6.5 358 455 813 28LH10 6.3 8.0 14.2 6 330 420 750 28LH9 5.8 7.4 13.1 5.5 303 385 688 28LH9 5.3 6.7 12.0 5 275 350 625 28LH8 4.8 6.1 10.9 4.5' 248 315 563 28LH7 4.3 5.5 9.8 4 220 280 500 28K10 3.9 4.9 8.8 Length 24.0 ft DL LL TL Reaction Spacing [ft] [ft] [ft] Joist Rd RI RtI 7 385 490 875 18LH6 4.6 5.9 10.5 6.5 358 455 813 18LH6 4.3 5.5 9.8 6 330 420 750 18LH6 4.0 5.0 9.0 5.5 303 385 688 18LH5 3.6 4.6 8.3 5 275 350 625 18LH4 3.3 4.2 7.5 4.5 248 315 563 20LH4 3.0 3.8 6.8 4 220 280 500 24K6 2.6 3.4 6.0 Joist Type Allowable Joist Loads (PLF) Weight Total Live (lbs./11.) 24LH7 727 545 15 24LH8 776 579 16 24LH9 913 677 19 24LH10 965 718 20 24LH11 1017 752 21 2014 240 147 7.2 1815 242 132 7.6 20K5 271 165 7.9 24K4 290 215 8.1 221(5 299 201 8.4 221(6 326 219 8.4 281(5 356 285 8.0 24K6 357 262 8.5 26K6 387 309 8.6 28K6 418 361 8.9 2219 436 287 10 281(7 466 400 9.5 261(8 477 375 9.9 281(8 515 433 10 281(9 549 483 11 24LH6 641 465 14 24LH7 704 511 15 24LH8 752 543 16 24LH9 884 635 19 24LH10 935 674 20 24LH11 985 705 20 201(4 226 134 7.3 221(4 249 164 7.9 201(5 254 150 8.1 241(4 273 196 8.3 2016 277 163 8,7 221(5 281 183 8.5 26145 334 259 8.0 241(6 335 239 8.3 2616 364 282 8.6 281(6 393 329 8.8 2617 406 312 9.1 281(7 438 364 9.4 28KB 484 399 10 261(9 488 370 11 28K9 527 432 11 28K10 532 435 11 24LH6 621 437 15 24LH7 683 480 16 24LH8 729 510 16 24LH9 857 597 19 24LH10 906 633 20 24LH11 955 663 22 181(6 233 120 8.2 241(4 257 179 8.1 201(6 261 149 8.6 221(5 265 167 8.4 2615 315 237 7.9 261(6 343 257 8.5 28K6 370 300 8.8 261(7 382 285 9.1 28K7 412 333 9.4 ECONOMICAL JOIST GUIDE Combined K, VS, LH & DLH Series Load Table Allowable Joist Joist Loads (PLF) Weight Type Total Live (lbs./tt.) • 161(3 181(3 1BK4 2013 181(4 20K4• 18K5 221(4 201(5 221(5 261(5 24K6 281(6 281(7 18LH5 20LH5 18LH6 24LH6 24L1-17 20LH7 24LH8 24LH9 24LH10 24LH11 181(3 161(4 201(3 181(4 201(4 18K5 201(5 201(6 221(6 26X5 2416 261(6 28K6 2617 2817 261(8 26149 20L1-15 18LH6 24LH6 24LH7 24LH8 24LH9 24LH10 24LH11 16K4 2013 181(4 201(4 181(5 221(4 201(5 241(4 20K6 221(5 221(6 261(5 2416 193 106 218 136 232 124 243 170 263 159 293 199 296 179 324 242 330 223 365 272 434 384 435 354 511 486 550 522 581 345 595 395 648 377 708 567 778 623 786 518 830 662 977 775 1033 822 1088 861 203 123 216 112 227 153 245 144 274 179 276 161 308 201 336 218 371 266 405 346 406 319 441 377 477 439 492 417 • 531 486 544 457 550 459 571 366 605 340 684 529 752 582 802 618 944 724 998 768 1052 804 203 101 212 138 229 130 256 162 258 146 283 198 289 182 310 237 314 198 319 222 347 241 379 314 380 289 22K7 387 267 281(6 446 397 221(9 465 316 281(8 550 480 24L1-16 662 495 5.9 6.2 6.7 6.6 7.0 7.4 7.7 7.8 8.1 8.7 8.0 8.4 9.1 9.5 14 13 15 14 15 16 16 18 19 20 6.1 6.6 6.5 6.9 7.3 7.7 8.0 8.7 8.2 8.0 8.4 8.8 9.0 9.2 9.5 10 10 13 15 14 15 16 18 19 21 6.6 6.6 6.9 7.4 7.7 7.8 8.1 8.4 8.8 8.7 8.3 8.1 8.6 8.8 9.0 10 10 14 Joist Type Allowable Loads (PLF) Total Live Tukwila Warehouse Permit Submittal 06/30/2008 Page 16 of 137 2419 423 286 10 281(8 456 364 10 28K9 496 395 11 28K10 516 410 11 28LH6 552 443 13 28LH7 624 499 14 28LH8 668 533 15 24LH8 707 480 17 28LH9 823 656 17 24LH9 832 562 20 28LH10 900 714 19 28LH11 965 763 20 28LH12 1060 835 23 28LH13 1105 872 23 201(6 246 137 8.7 261(5 297 217 7.9 261(6 323 236 8.5 28K6 349 275 8.7 2617 360 261 9.0 2817 389 305 9.4 28K8 430 333 9.9 26K9 433 310 10 281(9 468 361 11 281(10 501 389 11 28LH6 537 417 13 28L1-17 606 471 14 28LH8 649 503 15 24LH8 677 447 17 28LH9 799 618 18 28LH10 874 673 20 28LH11 938 719 21 28LH12 1030 787 23 28LH13 1073 822 24 24K6 281 183 8.3 221(7 286 169 8.7 2417 313 203 8.8 281(6 330 252 8.8 261(7 340 240 9.1 24K8 346 222 9.5 281(7 387 280 9.4 261(8 376 263 9.8 301(7 395 323 9.6 28K9 442 332 11 281(10 487 366 12 28LH6 521 394 13 28LH7 589 445 14 28LH8 631 475 15 24LH8 649 416 17 28LH9 777 584 18 28LH10 850 636 19 28LH11 911 680 21 28LH12 1001 744 23 28LH13 1043 777 24 nuCII VULCRAFT - GROUP Joist Weight (lbs /11.) Allowable Joist Joist • Loads (PLF) Weight Type Total Live (Ibsttt.) 2615 265 183 7.9 241(6 266 169 8.3 281(6 312 232 8.7 261(7 322 221 9.1 2817 348 257 9.3 3017 373 297 9.5 281(8 384 282 9.9 261(9 387 262 10 301(8 413 325 10 28K9 418 305 11 30K9 449 352 11 30K10 474 374 12 28LH6 507 373 13 24LH6 530 331 15 28LH7 573 421 15 24LH7 588 367 16 28LH8 614 449 16 24LH8 622 388 17 28LH9 755 553 18 28LH10 826 602 21 28LH11 886 643 21 28LH12 974 704 23 28LH13 1015 735 25 241(6 • 252 156 8.3 281(6 296 214 8.6 2617 305 204 9.0 281(7 329 237 9.2 3017 354 274 9.5 281(8 364 260 9.9 261(9 367 241 10 301(8 391 300 10 281(9 396 282 11 301(9 426 325 11 301(10 461 353 11 28LH6 494 354 13 24LH6 504 306 15 28LH7 558 399 15 24LH7 565 343 16 28LH8 597 426 16 28LH9 735 524 19 28LH10 804 570 20 28LH11 863 609 22 28LH12 948 667 23 28LH13 988 696 26 281(6 280 198 8.6 261(7 289 188 9.0 281(7 313 219 9.1 301(7 336 253 9.5 281(8 346 240 9.9 261(9 348 223 10 3018 371 277 10 281(9 376 260 11 301(9 404 300 11 261(10 413 262 12 301(10 449 333 12 32LH7 486 388 13 23LH8 528 421 14 28LH7 543 379 15 32LH9 662 526 17 32LH10 732 581 18 32LH11 802 635 20 28LH11 841 578 22 109 collons + smith structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 p:425.369.1101 • f:425.369.1157 6rV) r i � Tukwila Warehouse Permit Submittal 06/30/2008 Page 17 of 137 i� t lC' _ouTS? ..-v ! VE0.33 -3i _! SpsP ✓i • JaSi ' St4HU4? G1 . ct rives I { j.4, 7, cr _2aop 2z s S secs. i w D i -t 'ti $cxx-4o _S . csr - Orrjt c . � 3P22 t:.31).. i 771 •lor~rr{= 2.3Z p5F r .INV4E i I MI-00--&A-Re)2-011 s!1.; S$pSF 71/5 USE —rum c -\Jt- I Tukwila Warehouse _ collons + smith Permit Submittal 06/30/2008 Page 18 of 137 structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 Bv 13iL ; • 1 H.:. , I ; 1 ' 7 i 1 L.L. n,t,D,JohlyNJ i c 1 sz, / /4,01, q.1 ) 1 . 33(x i: , ! i 1 1--- i L -c• 1 0, 7+ r .t i E. 1 I t 1 V t•L Ayr I 1 t I I I I I i 1 I 0! tor 4 ) .c I 1 1 . 1 CFO ;-',. Ot S.& Zr iwt; , . 1 ..11, 1 ! i i ; i i , ; 1 1 - i / N ( ). i ' ' 1-••= 41.-CIOZ7 ( 1 0 ): $71.% 3 r SF I ' : • i - 1 ', i 1 1 T : I 1 • ; 1 I ! 1 i . 1 i I ; i I II 1 ; r ' 1- - -- - i ! I Tukwila Warehouse Permit Submittal 06/30/2008 Page 19 of 137 Q.,3) i 0 I 0 0 OPO' Imo too too N N M 141 N i 8 41111,0 m do m d N I�II.III ' m N Ir b r 7YXN dI N } ( I adoIMP -I A a 1I_ N I 1 N 2" Floor Framing Plan collons + smith structural engineers 485 Front Steet N • Suite F-3 •Issaquah, WA 98027 p: 425.369.1101 • F. 425.369.1157 • 1 . • , 1 I , _ _ . • h— Tukwila Warehouse Permit Submittal I 06/30/2008 Page 20 of 137 oat. By --To15 r'b1 Ii : 7 1) 1.-tforil 2 to ; w 4,6 7)(35) . , ! 1-4 i.61-C>e 6,67 • • _ - x 6t167(-= 0 440 Of -try )( 7:71. 14 !t--• (0, 3 974- a +9-0 (5) /IT 4_47 wt Tri•wes to Grrkr 504-t" "fro p3 111114111111111101 111 2 gi/e/k 0 k T55 collons + smith structural engineers 485 Front Steet N • Suite F•3 0 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 1 1 ! I 1 1 I I I 1 1 ! I ! ! n ' !Floor e.6(m Tukwila Warehouse Permit Submittal 06/30/2008 Page 21 of 137 air id from 1'—',--- i. 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I t -4)C1 (a ; ;- - I I I 1 1 I 1 I ; I FH I F RAM RAM SBeam v3.0.1 07-122 4501 Building B1 Licensed to: Gravity Beam Design Tukwila Warehouse Permit Submittal 06/30/2008 Page 22 of 137 06/25/08 16:58:1 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (33.33,0.00) Beam Size (Optimum) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) = Mp (kip -ft) = 833.33 Top flange braced by decking. USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 6.67 Yes No 13.33 Yes No 20.00 Yes No 26.67 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 ' 0.076 0.000 33.330 0.076 0.000 2 0.000 1.103 0.700 33.330 1.103 0.700 3 0.000 0.963 0.700 33.330 0.963 0.700 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 80.17 kips 0.90Vn = 283.93 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 668.0 16.7 6.7 1.00 0.90 750.00 Controlling 1.2DL+1.6LL 668.0 16.7 6.7 1.00 0.90 750.00 REACTIONS lki DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Left Right 35.70 35.70 23.33 23.33 80.17 80.17 Dead load (in) ^°"" at 16.67 ft = -0.977 L/D = 409 Live load (in) at 16.67 ft = -0.638 L/D = 627 Net Total load (in) at 16.67 ft = -0.865 L/D = 462 collons ÷ smith structural engineers 485 Front Steel N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 - f: 425.369.1157 1 ' I Tukwila Warehouse Permit Submittal 7 06/30/2008 Page 23 of 137 Dat By MG .1 " 4 -'• - 1 - --,e0-"V 4 ,,_ /1 Fie,01e. 4F'et11.1 (e..t -j' ar sc,t; C From .1 . , _ , , , , ; • 1 ! ! i ! ! : , i . : -- - -: - — -_,.....---- i — • 0 .5-4 5c- - --- - ! - -,-L- i 1 6' io f-- ....-------7- st :311 I I I i i I I I 4 $.$ $I I • I 4 : Idi.!17 .4iL 515i5P 3.-c ;),q3 k i 1 .1,4'ion's-t-t-4 3 2 1 #1` 5C -11.'F- 11'1C - ktf 1Ops-f> ',C1-... A6 , ).f' . . ! . • • ! . I ! i , I , , . 1 ; DP5r.. Y- 11 Vi141-e-r- , , 1. , I i i Frok L 5;15eam, ; 1 ; , ! ; * 1 1 , i 1 , . .4 i I 11 i 1 1 1 ! 1 1 1 1 1 ! , , 1 1 I I I , I 1 ! ! ! I ! , t I 1 1 1 ••1- i .. 1. .. L I . i,._ 1 i, •I 1 • ; I 'kilt -770\i I , 1 • 1 I I 11 II 1 1 i I i 1 4 - 4 is 4 ; 1 ! 7-= 7/4/ri -ro (B2) RAM Fi RAM SBeam v3.0.1 07-122 4501 Building B2 Licensed to: Gravity Beam Design Tukwila Warehouse Permit Submittal 06/30/2008 Page 24 of 137 06/25/08 17:07:04 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (33.33,0.00) Beam Size (Optimum) = 24X76 = 33.33 Total Beam Length (ft) Mp (kip -ft) = 833.33 Top flange braced by decking. USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 6.67 , Yes No 13.33 Yes No 20.00 Yes No 26.67 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.076 0.000 33.330 0.076 0.000 2 0.000 1.930 1.400 33.330 1.930 1.400 3 0.000 0.140 0.000 33.330 0.140 0.000 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 80.25 kips 0.90Vn = 283.93 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 668.7 16.7 0.0 1.00 0.90 750.00 Controlling 1.2DL+1.6LL 668.7 16.7 0.0 1.00 0.90 750.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) Left Right 35.77 35.77 23.33 23.33 80.25 80.25 DEFLECTIONS: (Cam i er = - ) Dead load (in) at 16.67 ft = -0.979 L/D = 409 Live load (in) at 16.67 ft = -0.638 L/D = 627 Net Total load (in) at 16.67 ft = -0.867 L/D = 461 flab Tukwila Warehouse Permit Submittal 06/30/2008 Page 25 of 137 Roof Framing Plan T T T erN41 riff*, 1 1..1 IIIIRIMMI I/ ' L ,.„ I I 1 11 : '11U1111 In \ .. ill 4- m; IL N LJ 1, Iwtl -I 7.k1 ZUR P4011111111, 14111r . 114_0111. ii jo _eS ril 1 1 -_ _. — — — errsrf Roof Framing Plan collons + smith structural engineers 485 Front Steet N • Suite F-3 Ank Issaquah, WA 98027 11, p: 425.369.1101 • f: 425.369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 26 of 137 Date Br BLG oof�rer Y�r�s �fI I 61riFOrvi 2 13ea R5 - IT: Jol5 f _ russ. i r4r •Iff(5.e.7/ ' 7'x I$psf 0.17-- ' -f-. 1 i4s' 7' x g5 -7t95- 9 )7-5—k kr- ' ' 1 R _ �O� 116 -FD. 17(.5) 7 ,TrPisf i Z- 7. i z = 2 Rv=22►ki j - Iteil! , —, 6�l ,g„ ( ()s -e-- 7'9 *P'i-ef:-4- =E (f.5 " 2-,-)k-.7. / 4-0. Of- \ r � D c -'; O, waRyhr- /1'0,b1011-0,1--�+ 1 -'5, -Li,( -7'Y � 1 G' ; 17- . 7Q f x7 f '.0, 9-qO AL.A.-_ Z O'4P6{-p,S9a ;3 • -3--,L6f(r716.4po 9 405-9(o. 8-L0. tr 6� ,6 yl Gam► oi�r lyr�ss � � = x,27 -� 4, 5 7-r 30i 19-4 '� R Truss i I i 3O k; .6 Df -- 6 I Q -D e- j l.v_s f1)1 LM -P7 wt w3 11- ( `) lie= (C -i)4.3,\ 3G 213) z 3i -2 (3 j e w3 bx1x Tukwila Warehouse Permit Submittal 06/30/2008 Page 27 of 137 Ce, 11- 1. 111 I�'c• T-) t ' T 144,- v -r -� >> -� -z.z� t R4 - . t 1I - C 2: 4 . �-� = zr� t Zx 1-1,14— = � C. g - E collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 ipp: 425.369.1101 • f: 425.369.1157 . . 1 3 ; I ; , roofaw ! 4r 4,at C. Fro}44 ! , , , 1 . 1 . . . • - : I i i : 1 ; ! •4 , . t i i : ; Y1121= 40e541)( 735-,- :tv-- jt kr-,1-C , I . • 1 , ! , ; I ' ' - \Atlic-415-1-::(33-f 24 f X .3.5-47 40'.14f I ; 1 v 11 1 • i , 1, . I Tukwila Warehouse Permit Submittal 7 06/30/2008 Page 28 of 137 ute Br MC 4) ( . :I,' , ' 1, ir 1 - t Z' d - ; • , I I 1 ° : .' 1 r 0 1A4 .7 .- e? kiti i j ... i •., ; i • I . I.1 ' 1 V•)30* -R13 • ; - • - ; I - 1 • - ; • . ; I • - • , 1 41 !!, ! I I • • • i -, - • ! .,,, . • . • I ! '''- 1,.. 1 I . ‘, . • . I ! •, ! ! — I. • 1 '.. 1 ; . . -- , I I ; I 1• 1 . . • I I I I t I !.. I 1 ! t I i Sii F 131) 6 P6-61.7. 1 RAM INTERN/001,1AL Gravity Beam Design Tukwila Warehouse Permit Submittal 06/30/2008 Page 29 of 137 RAM SBeam v3.0.1 Licensed to: 06/25/08 14:47:5: STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (33.33,0.00) Beam Size (Optimum) = W30X90 Fy = 50.0 ksi Total Beam Length (ft) = 33.33 Mp (kip -ft) = 1179.17 Top flange braced by decking. USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 6.67 Yes No 13.33 Yes No 20.00 Yes No 26.67 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.090 0.000 33.330 0.090 0.000 2 0.000 ' 2.800 2.450 33.330 2.800 2.450 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) =123.12 kips 0.90Vn = 367.10 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 1025.9 16.7 6.7 1.00 0.90 1061.25 Controlling 1.2DL+1.6LL 1025.9 16.7 6.7 1.00 0.90 1061.25 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored CTIONS: Left Right 48.16 48.16 40.83 40.83 123.12 123.12 Dead load (in) at 16.67 ft = -0.766 L/D = 522 Live load (in) at 16.67 ft = -0.650 L/D = 616 Net Total load (in) at 16.67 ft = -1.416 L/D = 282 asee- 3/421 Fil tom RAM SBeam v3.0.1 Licensed to: Load Diagram Tukwila Warehouse Permit Submittal 06/30/2008 Page 30 of 137 06/25/08 14:47:5! Span information (ft): I -End (0.00,0.00) J -End (33.33,0.00) 1/12 Load W2 Dist ft 0.000 33.330 DL k/ft 2.890 2.890 LL+ k/ft 2.450 2.450 LL- Max Tot k/ft k/ft 0.000 - 5.340 0.000 5.340 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369, 1 101 - f; 425.369.1157 ) ; • • I ! 3;e-- :.14;! , ; • 1 1 1 • I I 1 I ! Tr; /9 -7! • Tukwila Warehouse Permit Submittal I 06/30/2008 Page 31 of 137 one 1 ! I I 1 I 1 1 I 1 1 I 1I . " •- i , (3'6- (33],f4:..v-X -2,0) t • ; ; 1; ; ; p 3 • I I ; 1 1 ipu I I 1 1 I 1 i I • I I ; • • ,F ,rovvt 4h; ! ! , `4)3Px-1`.1 ". I 64 So. i • I , , I [ ; SerE: • I - --; ; i-- - -;•• t - • - . 4. - i 1 I 1 1 - 1 I ; : 1 I I I I I I i 1 • , i ' I ' ! • . ' ' i ! 1 I 1 I 1 •-1 I --;!.. i! I I i I ! PE 174),R, C:m.u-rvous) cot,4-7,0 e.A; _33 ,(9 1 RAM SBeam v3.0.1 07-122 4501 Building RB2 Licensed to: Gravity Beam Design Tukwila Warehouse Permit Submittal 06/30/2008 Page 32 of 137 06/25/08 14:38:5: STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (33.00,0.00) Beam Size (Optimum) = W30X99 Total Beam Length (ft) = 33.00 Mp (kip -ft) = 1300.00 Top flange braced by decking. USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 6.60 13.20 19.80 26.40 Yes Yes Yes Yes POINT LOADS (kips): Dist (ft) DL LL 7.000 13.13 13.13 LINE LOADS (k/ft): Load Dist (ft) DL 1 0.000 0.099 33.000 0.099 2 0.000 2.800 33.000 2.800 No No No No Flange Bracing Top Bottom No No LL 0.000 0.000 2.450 2.450 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) =151.05 kips 0.90Vn = 416.99 kips MOMENTS (Ultimate): Span Cond LoadCombo Center Max + Controlling REACTIONS (kips): 1.2DL+1.6LL 1.2DL+1.6LL Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft 1139.9 15.4 0.0 1.00 0.90 1170.00 1139.9 15.4 0.0 1.00 0.90 1170.00 DL reaction Max +LL reaction _Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 58.18 50.62 50.77 43.21 151.05 129.88 at at at 16.33 ft = 16.17 ft = 16.17 ft = -0.757 -0.653 -1.409 L/D = L/D = L/D = GArmgEr. 3j4,4 523 606 281 RAN RAM SBeam v3.0.1 07-1224501 Building RB2 Licensed to: Load Diagram Tukwila Warehouse Permit Submittal 06/30/2008 Page 33 of 137 06/25/08 14:38:2( Span information (ft): I -End (0.00,0.00) J -End (33.00;0.00) V1A Load P1 P1 Dist ft 7.000 DL kips 13.130 LL+ kips 13.130 LL- Max Tot kips kips 0.000 26.260 ft k/ft k/ft k/ft k/ft W1 0.000 2.899 2.450 0.000 5.349 W2 33.000 2.899 2.450 0.000 5.349 V2 collons + smith structural engineers 485 Front Steet N • Suite F-3 IsIssaquah, WA 98027 D: 425.369.1101 • f: 425 369.1157 ;2170 Bch s_. Tukwila Warehouse 71 Permit Submittal 06/30/2008 Page 34 of 137 1Jvr /tot w US,9__ Zco,�s-0 ' _ Sz e PLE 2..521 USE. _ 9'13(.7 • i2 2 ( A3ZSt,t collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • F 425 369.1157 s - • S/7 GUN? "\N Tukwila Warehouse Permit Submittal 1 06/30/2008 Page 35 of 137 X5,3 _ ._. 1h 0 _1454.1X 1Z 1 A i1 74. E{ I � -__I { Tukwila Warehouse Permit Submittal 06/30/2008 Page 36 of 137 GRAVITY Columns & Footings collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 u: 425.369.1101 • f: 425.369.1157 F 7,wc.s e__ 644 b . A # ['N4 I - a-7 Tukwila Warehouse Permit Submittal 06/30/2008 Page 37 of 137 72c, 12 • n 34..S fi-sv(2 p.c.,: pSF i` 3172] ` D i SP F LL: ( 14t-Du51_C). = 3S1,4 1' = Z-4 S WI.L< +Ire) 1 I (_,LL d of. . 3 ..f 22 5 t F _ • —1. 1 Elm vE -/? ! . L eop ) h, z = _ 54.9_5?_ P` C.,024Sl S`I pc,F . ) b D psr $ ►a F Y Y ♦ Y N gogoQ1 Q1 � 44 g. 114 1 1A112 14 11 ij l o M 0 P. 4 11 4 ErM1 1101111 11411 0 0 W r a Project Owe. • 1 4501 Building lakeridge Development, Inc. , South L£1.1 £a 1 1 Takwb,WPlica �rl[`�wJd7J�saslik4-tc5y _tel 2n�3d -- <11 a ..— IIIPI i �t- - 9 I! II> I1 > i 1 1 800 /0 ieniwgnq li Jod asnoyeieM elymnl PO Box 146 Renton, WA 98057 -o 0 J al.� 80( leE! asn r 0 0 0 Q. 0 O 3 5. (41 O O -060 0 r a 2 113 <ll 512 nme '3 3 �9 '9 1 j 3 g f i i13 !3 + j ! 3 3 3 3 3 3 3 3 3 $e RK i74 I r o ^ It nxn _.L tt a a a e e a a a _r "aa,A• rema.or '0 0 1 1 a iTi5.2 m ra m - k 3 ,9 2 131553 3 26,242 to. " `3 :3 <> n- 2 '9 n n 3 ^ 3 3 O 4n t3 3 3 Q + 3 3 3 3 '3 n O n n p WV' 8 a w 1 � £ 110i�i. won 1! 411i i' T 4d ' 4501 Building South 111th Plan Tukwl�, WA Lakeridge Development, Inc. PO Boz H6 Renton, WA 98057;.17 $e RK i74 J tvmim It1031N4 L£I 80 Kepi asnoyaJe/\ eI!M)lnl -n 0) -n O O 0 0 0 0 L- F. P` N N g�g111 14 111 4 114 glisi 111,1 1111 401 181 1 L1ijiIU* Fa 4 41 44 111 11 '11 TM ON IIS® �x St 1 a 1 19 ani - M a V X11 r —N zip a A fo -O 1 w�. eye-� O 004. > ra er..' `A e a#4 O O 1 N I ;bp' Owq Sl! r� a if n �t ' S f 1 ----_ _m.__�___ 4501 Building South Wth Plus Tukwlt, WA _ _ Lakeridge Development, Inc. PO Boa H6 Renton WA 98057 ill !Ili �tg e� 0 l Column @ Grid C2, C3 (13CD 92 O < A W c N OU NO 3 O W N 6/25/2008 9:37 AM 4501 - Col C2 C3.xls Future Penthouse Roof Future Penthouse Floor Second Floor Area - at this level (ft2) 1,050 1,167 1,167 Area - level above for LL0 0 0 1,167 Applied Loads (psf) DL 25 88 63 L0 (psf) 0 70 70 AT 1,050 1,167 2,333 KLL 4 4 4 Reduction Factor 0.00 0.47 0.41 LL (psf) - reduced 0.00 32.87 28.37 SL 25 0 0 Column Reactions (kips) This level Levels above Total Load This level Levels above Total Load This level Levels above Total Load DL 26.25 0.00 26.25 102.66 26.25 128.91 73.49 128.91 202.40 LL 0.00 0.00 0.00 38.35 0.00 38.35 33.09 38.35 71.44 SL 26.25 0.00 26.25 0.00 26.25 26.25 0.00 26.25 26.25 Total Load @ This Floor ASD kips D+L 26.25 167.25 273.84 D+0.75L+0.75S 45.94 177.35 275.67 LRFD 1.2D+1.6L+0.5S 44.63 229.17 370.31 1.2D+L+1.6S 73.50 235.03 356.32 (13CD 92 O < A W c N OU NO 3 O W N 6/25/2008 9:37 AM 4501 - Col C2 C3.xls Column Grid C1, C4 m 3 W F o 0 03 co CO (D 6/25/2008 9:38 AM" 4501 - Col C1 C4.xls Future Penthouse Roof Future Penthouse Floor Second Floor Area - at this level (ft2) 525 583 583 Area - level above for LL, 0 0 583 Applied Loads (psf) DL 25 88 63 La (psf) 0 70 70 AT 525 583 1,167 Ku. 4 4 4 Reduction Factor 0.00 0.56 0.47 LL (psf) - reduced 0.00 39.24 32.87 SL 25 0 0 Column Reactions (kips) This level Levels above Total Load This level Levels above Total Load This level Levels above Total Load DL 13.13 0.00 13.13 51.33 13.13 64.45 36.75 64.45 101.20 LL 0.00 0.00 0.00 22.89 0.00 22.89 19.17 22.89 42.06 SL 13.13 0.00 13.13 0.00 13.13 13.13 0.00 13.13 13.13 Total Load @ This Floor ASD kips D+L 13.13 87.34 143.26 D+0.75L+0.75S 22.97 91.46 142.59 LRFD 1.2D+1.6L+0.5S 22.31 120.52 195.30 1.2D+L+1.6S 36.75 121.23 184.50 m 3 W F o 0 03 co CO (D 6/25/2008 9:38 AM" 4501 - Col C1 C4.xls Column Grid D2, D3, B2, B3 c - v 5°; cca OG mg a, w Q m_ 0 03 o O y W O N 0 6/25/2008 9:40 AM 4501 - CnI 172 Ila R9 R3 vie Future Penthouse Roof (high roof) Future Penthouse Floor (@low roof) Low Roof Second Floor Area - at this level (ft) 525 , 583 583 1,167 Area - level above for LL, 0 0 0 583 Applied Loads (psf) , DL 25 88 25 63 Lo (psf) 0 70 0 70 AT 525 583 583 1,750 Ku. 4 4 4 4 Reduction Factor 0.00 0.56 0.00 0.43 LL (psf) - reduced 0.00 39.24 0.00 30.05 SL 25 0 25 0 Column Reactions (kips) This level Levels above Total Load This level This level Levels above Total Load . This level Levels above Total Load DL 13.13 0.00 13.13 51.33 14.58 13.13 79.04 73.49 79.04 152.53 LL 0.00 0.00 0.00 22.89 0.00 0.00 22.89 35.06 22.89 57.94 SL 13.13 0.00 13.13 0.00 14.58 13.13 27.71 0.00 27.71 27.71 Total Load @ This Floor ASD kips D+L 13.13 See Low Roof for column Toads 101.92 210.47 D+0.75L+0.75S 22.97 116.98 216.76 LRFD 1.2D+1.6L+0.5S 22.31 145.31 289.59 1.2D+L+1.6S 36.75 162.06 285.31 c - v 5°; cca OG mg a, w Q m_ 0 03 o O y W O N 0 6/25/2008 9:40 AM 4501 - CnI 172 Ila R9 R3 vie Column @ Grid 01, D4, B1, B4 6/25/2008 9:40 AM 4501 - Col D1 D4131 B4.xls Future Penthouse Roof (high roof) Future Penthouse Floor (®low roof) Low Roof Second Floor Area - at this level (ft2) 263 292 292 583 Area - level above for Lira 0 0 0 292 Applied Loads (psf) DL 25 88 , 25 63 Lo (psf) 0 70 0 70 AT 263 292 292 875 Ku_ 4 4 4 4 Reduction Factor 0.00 0.69 0.00 0.50 LL (psf) - reduced 0.00 48.24 0.00 35.25 SL 25 0 25 0 Column Reactions (kips) This level Levels above Total Load This level This level Levels above Total Load This level Levels above Total Load DL 6.56 0.00 6.56 25.66 7.29 6.56 39.52 36.75 39.52 76.26 LL 0.00 0.00 0.00 14.07 0.00 0.00 14.07 20.56 14.07 34.63 SL 6.56 0.00 6.56 0.00 7.29 6.56 13.85 0.00 13.85 13.85 Total Load @ This Floor ASD kips D+L 6.56 See Low Roof for column Toads 53.59 110.89 D+0.75L+0.75S 11.48 60.46 112.63 LRFD 1.2D+1.6L+0.5S 11.16 76.86 153.85 1.2D+L+1.6S 18.38 83.66 148.31 6/25/2008 9:40 AM 4501 - Col D1 D4131 B4.xls collons 4. smith • structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 : 425.369.1101 • f: 425 369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 45 of 137 Pas= 2"1 (41L I F-1 I 1).(-1 U5E ro. Z3K. 1_ of . s -6L T : 43(5/14 ruTu2g)1 3/3 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 •p:425.369,II0I • f: 425;369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 46 of 137 7e. .I bl, DA -P{., L 10' 1 S L 47' ►{S S A-)( _ I I - G1,--0 - collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p:425.369.1101 - (.425.369.1157 4110\. Footing Design Footing at C2, C3 L 0 A D S S O L S C 0 N C R E T E D S G N Dead Load (DL): Live Load (LL): Snow Load (SL): 202,400 lbs. 71,440 lbs. 26,250 lbs. Total Load = TL = DL+LL+SL = 300,090 lbs. Ultimate Load = U = 1.2DL + 1.6LL = 357,184 lbs. or U = 1.2DL + 1.OLL + 1.6SL = 356,320 lbs. Assumed Allowable Soil Bearing Pressure, Pa = 3,000 psf Required Bearing Area = TL/P8 = 100.03 sq.ft. Provide footing with side length, L1 = 10.00 feet side length, L2 = 10.00 feet Actual Soil Bearing, w = TL/(L1*L2) = Ultimate Soil Bearing, wu = U/L^2 = 3,001 psf 3,572 psf Tukwila Warehouse Permit Submittal 06/30/2008 Page 47 of 137 / Concrete Strength, f,' = 3,000 psi Depth of Footing, h = Depth to Reinforcement, d = 24 inches 20.5 inches Base Plate Dimensions: d1 = d2 = Beam Shear, V„ = Punching Shear, V„ _ Beam Shear Strength, c Va = Punching Shear Strength, c Vr, = Maximum Footing Moment, L1 span, M„ = F = LdA2/12000 = Ku=M„/F= p(req) = As(req) = pAc _ Maximum Footing Moment, L2 span, Mu = F = Ld^2/12000 = Ku=M„/F= 7 inches 7 inches 107.2 kips - demand 338.4 kips - demand Capacity Demand 202.1 kips > 107.2 kips - ok 370.5 kips > 338.4 kips - ok 446.5 kip -feet 4.2 106.2 0.00288 7.07 sq.in. 446.5 kip -feet 4.2 106.2 p(req) = 0.00288 As(req) = pAa = 7.07 sq.in. Provide: 10.0 foot by 10.0 foot by 24 inch thick footing with: Options: Long Dirct'n Short Dirct'n Weight #4 36 36 #5 23 23 #6 17 17 #7 12 12 481 lbs 480 511 491 Use #6 bars collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f 425.369.1 I57 ) Footing Design Footing at D1, D4, B1, B4 L 0 A D S S O L s C 0 N C R E T E D E S G N Dead Load (DL): Live Load (LL): Snow Load (SL): 76,260 lbs. 34,630 lbs. 13,850 lbs. Total Load = TL = DL+LL+SL = 124,740 lbs. Ultimate Load = U = 1.2DL + 1.6LL = 146,920 lbs. or U = 1.2DL + 1.OLL + 1.6SL = 148,302 lbs. Assumed Allowable Soil Bearing Pressure, Pa = 3,000 psf Required Bearing Area = TUPe = Provide footing with side length, L1 = side length, L2 = Actual Soil Bearing, w = TL/(L1*L2) _ Ultimate Soil Bearing, wu = U/LA2 = 41.58 sq.ft. 6.50 feet 6.50 feet 2,952 psf 3,510 psf Tukwila Warehouse Permit Submittal 06/30/2008 Page 48 of 137 Concrete Strength, fc' = Depth of Footing, h = Depth to Reinforcement, d = 3,000 psi 18 inches 14.5 inches Base Plate Dimensions: d1 = d2 = Beam Shear, Vu = Punching Shear, Vu = Beam Shear Strength, D V4 = Punching Shear Strength, 0 V„ = 7 inches 7 inches 39.9 kips - demand 137.0 kips - demand Capacity Demand 92.9 kips > 39.9 kips - ok 204.9 kips > 137.0 kips - ok Maximum Footing Moment, L1 span, Mu = 120.5 kip -feet F = Ld^2/12000 = 1.4 Ku = Mu/F = 88.2 p(req) = 0.00238 As(req) = PAc = 2.69 sq.in. Maximum Footing Moment, L2 span, Mu = F = Ld^2/12000 = Ku = Mu/F = 120.5 kip -feet 1.4 88.2 p(req) = 0.00238 As(req) = pAc = 2.69 sq.in. Provide: 6.5 foot by 6.5 foot by 18 inch thick footing with: Options: Long Dirct'n Short Dirct'n Weight #4 14 14 #5 9 9 #6 7 7 #7 5 5 122 lbs 123 Use #5 bars 137 133 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f:425.369.1157 ,) Footing Design Footing at D2, D3, B2, B3 L 0 A D s S O L s C 0 N C R E T E D E S G N Dead Load (DL): Live Load (LL): Snow Load (SL): 152,530 lbs. 57,940 lbs. 27,710 lbs. Total Load = TL = DL+LL+SL = 238,180 lbs. Ultimate Load = U = 1.2DL + 1.6LL = 275,740 lbs. or U = 1.2DL + 1.OLL + 1.6SL = 285,312 lbs. Assumed Allowable Soil Bearing Pressure, Pa = . 3,000 psf Required Bearing Area = TL/Pa = Provide footing with side length, L1 = side length, L2 = Actual Soil Bearing, w = TU(L1*L2) = Ultimate Soil Bearing, wu = U/L^2 = 79.39 sq.ft. 9.00 feet 9.00 feet 2,940 psf 3,522 psf Tukwila Warehouse Permit Submittal 06/30/2008 Page 49 of 137 Concrete Strength, fc' = 3,000 psi Depth of Footing, h = Depth to Reinforcement, d = 21 inches 17.5 inches Base Plate Dimensions: d1 = d2 = Beam Shear, V„ = Punching Shear, V„ = Beam Shear Strength, m V„ = Punching Shear Strength, 4 V„ = Maximum Footing Moment, L1 span, Mu = F = Ld^2/12000 = Ku=M„/F= p(req) = As(feq) = pAc = Maximum Footing Moment, L2 span, Mu = F = Ld"2/12000 = Ku = M„/F = 7 inches 7 inches 87.2 kips - demand 270.6 kips - demand Capacity Demand 155.3 kips > 87.2 kips - ok 281.8 kips > 270.6 kips - ok 321.0 kip -feet 2.8 116.5 0.00338 6.38 sq.in. 321.0 kip -feet 2.8 116.5 p(req) = 0.00338 Awe,* = pAc = 6.38 sq.in. Provide: 9.0 foot by 9.0 foot by 21 inch thick footing with: Options: Long Dirct'n Short Dirct'n Weight #4 32 32 #5 21 21 #6 15 15 #7 11 11 385 lbs 395 406 Use #6 bars 405 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 P: 425.369.1101 f: 425 369.1157 • • Tukwila Warehouse -, Permit Submittal 06/30/2008 Page 50 of 137 P►� 4-4 s' I 2SPsf ELF '/i7p''Z T6 )3 (3 a. z -i)t 16i 2.0 L ( gY.) LoA-O /4-7- LEG e6c= -btr) ._ .eLa Faorinb e b(., 1Q1. Q LL 4z. 1131 Le Gi ti- 113° - 31\ %- 13 3w,—►'- Olt- Z r q 2.04 13 f3 '� ¢Z,z+I7.3�_ (53__-_I..� F-1..0642- ( 41 )( a--(41)( alC%) 3 37.90. 1.0 (41)( • . 3. 3r SL z- C40 (Z-l'sn)Z - 1,31'4 7201,214_._._ N N EDGE PANEL (U LO 4C18 _o u_ w X LL w M 1L 0 U 0 0 2'-58" 4C12 EF 20'-O" Tukwila Warehouse Permit Submittal 06/30/2008 Page 51 of 137 8/53.2 21'-58" P-5 FUTURE GUT -OUT (2)#5 GHORD BAR SEE 2/533 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p:425.369.1101 • f..425.369.1157 .Footing Design Footing at C1 L 0 A D S O L S C 0 N C R E T E D E S G N Dead Load (DL): Live Load (LL): Snow Load (SL): 220,200 lbs. 42,060 lbs. 13,130 lbs. Total Load = TL = DL+LL+SL = 275,390 lbs. Ultimate Load = U = 1.2DL + 1.6LL = 331,536 lbs. or U = 1.2DL + 1.OLL + 1.6SL = 327,308 lbs. Assumed Allowable Soil Bearing Pressure, Pa = 3,000 psf Required Bearing Area = TL/Pa = Provide footing with side length, Li = side length, L2 = Actual Soil Bearing, w = TL/(Li*L2) = Ultimate Soil Bearing, wu = U/LA2 = 91.80 sq.ft. 12.00 feet 8.00 feet 2,869 psf 3,454 psf Tukwila Warehouse Permit Submittal 06/30/2008 Page 52 of 137 Long side Short side Concrete Strength, fci = Depth of Footing, h = Depth to Reinforcement, d = 3,000 psi 24 inches 20.5 inches Base Plate Dimensions: d1 = d2 = Beam Shear, V„ = Punching Shear, V„ = Beam Shear Strength, D Va = Punching Shear Strength, D V„ = 14 inches 28 inches 102.5 kips - demand 291.4 kips - demand Capacity Demand 161.7 kips > 102.5 kips - ok 559.2 kips > 291.4 kips - ok Maximum Footing Moment, L1 span, M„ = 746.0 kip -feet F = Ld"2/12000 = 5.0 K„=MJF = 147.9 p(req) = 0.00388 AS(feq) = pAc = 7.64 sq.in. Maximum Footing Moment, L2 span, M„ = 221.0 kip -feet F = Ld"2/12000 = 3.4 Ku = MJF = 65.7 p(req) = 0.00189 As(req) = pAa = 5.59 sq.in. Provide: 12.0 foot by 8.0 foot by 24 inch thick footing with: Options: Long Dirct'n Short Dirct'n Weight #4 28 39 #5 19 25 #6 13 18 #7 10 13 433 lbs 447 451 Use #6 bars 458 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 - f:425.369.1157 (• )Footing Design Footing at B.2/1 & C.8/1 L 0 A D s S O L S c 0 N c R E T E D E S G N Dead Load (DL): Live Load (LL): Snow Load (SL): 37,900 lbs. 3,850 lbs. 1,370 lbs. Total Load = TL = DL+LL+SL = 43,120 lbs. Ultimate Load = U = 1.2DL + 1.6LL = 51;640 lbs. or U = 1.2DL + 1.OLL + 1.6SL = 51,522 lbs. Assumed Allowable Soil Bearing Pressure, P8 = 3,000 psf Required Bearing Area = TL/Pa = Provide footing with side length, L1= side length, L2 = Actual Soil Bearing, w = TL/(Li*L2) = Ultimate Soil Bearing, wu = U/L"2 = 14.37 sq.ft. 5.00 feet 3.00 feet 2,875 psf 3,443 psf Tukwila Warehouse Permit Submittal 06/30/2008 Page 53 of 137 Long side Short side Concrete Strength, fc' = Depth of Footing, h = Depth to Reinforcement, d = 3,000 psi 15 inches 11.5 inches Base Plate Dimensions: d1 = d2 = Beam Shear, V„ = Punching Shear, V„ = Beam Shear Strength, 4) V„ = Punching Shear Strength, cD V„ = 14 inches 14 inches 9.9 kips - demand 36.1 kips - demand Capacity Demand 34.0 kips > 9.9 kips - ok 192.7 kips > -36.1 kips - ok Maximum Footing Moment, L1 span, Mu = 53.8 kip -feet F = Ld"2/12000 = 0.7 Ku = Mu/F = 81.3 p(req) = 0.00238 As(req) = pAu = 0.99 sq.in. Maximum Footing Moment, L2 span, M„ = F = Ld"2/12000 = Ku=MJF = p(req) = As(req) = PAC = 11.6 kip -feet 0.4 29.3 0.00094 0.65 sq.in. Provide: 5.0 foot by 3.0 foot by 15 inch thick footing with: Options: Long Dirct'n Short Dirct'n Weight #4 4 #5 3 #6 2 #7 2 5 4 3 2 24 lbs 29 29 33 Use #4 bars collons + smith structural engineers' 485 Front Steet N • Suite F•3 • Issaquah, WA 98027 a: 425.369.1101 • f: 425 369.1157 Tukwila Warehouse Permit Submittal I 06/30/2008 Page 54 of 137 .. PNL 1 1 4 — f" T113 (Ps, uTuere • 1 rti►, V4bfl., r ONE I .. I_ 13.17apL..J. :43 psF x ! = 14' S 3 p 1=L Fug Flab (.t... .71p ,c 192- - 12 Z s p.p.. L_ PZ ADL 1 S8 x 3% — ibis L?L ' -7 o k ' SiZ' . _I -2.-z.s .., P3 ./ bt, _ x z _ 4 39, 1,� - P4 .. bi.1 L. 2_ S. r is = = 5 $ A X32 p_t, .. _ LL = Z )( 1� - I1702.S. FA* bt.,:_.._13 1311-,.._.._.4oL 1.64:6 C._ — SL..1: .13,331- , I_Pcp h_ -.z (7zr).(llz.'s')x al' =_2 ,LIZ_BF,, . .1A-ftw _._._.. Lt-1::- LI=I I i. (p_s'k` _ . .... _. I Li.; . 4_ l ._0. _ r d sr c� Z � �Lx43/.t1 _ . otp . 4 . - - ---- --� SI I ..16.0.s* _-.ha._�C..too +311..r - ------ I fbt,„. (012(a (a >(./..21 z . 13.11.1 _..... 4 LSI 3._ _ S1 o�- x.I. 4, ; 13 s+-.. cls 1. • i l collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369,1157 Tukwila Warehouse —� Permit Submittal 06/30/2008 Page 55 of 137 I Z.� ° ` '37/ / \16,7v\16,73xi 1 z)l vNs_ ._I G.1 POO 2.1 �-Ii Tukwila Warehouse Permit Submittal 06/30/2008 Page 56 of 137 GRAVITY Panels Index Panel 21,22,23,24 11,12,13,14 15 16 (2 & 9) sim 20 I0 19 18 17 1 25 • Mlry M[00 01.0+0 a nus n0 *0100.1 O M[ *1900 00 N.M •.f M R Rr.000010. 0.10[1*00.0011 M . M.0 run ...If., WANK Mt 100.033 Mm100 *1.10100 rmu .8L01 ♦ OVM 3My0Mr.L tww[PI O 000t ding ice L£ L Jo LS abed 900Z/0£/90 Iegiwgng;iwJed asnoyaie, eynn)Inl Omer. Lakeridge Development, Inc. PO Box 146 Renton, WA 98057 T collons + smith structural engineers di485 Front Steet N • Suite F-3 Issaquah, WA 98027 9:425.369.1101 • f: 425.369.1157 Tukwila Warehouse Permit Submittal '06/30/2008 Page 58 of 137 Pi'LS_._Z,_2Z, sl DEci "-'Ib Z3. a4 - Z4 12 Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender Wall Iris KW -06005983 Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 21,22,23,24 -1 Story - Phase 1 GeneraFInformation f'c : Concrete 28 day strength = Fy : Rebar Yield = Ec : Concrete Elastic Modulus = Fr: Rupture Modulus = Max % of p balanced = Max Pu/Ag = fc * _ Concrete Density 3.50 ksi 60.0 ksi 3,122.02 ksi 443.706 psi 0.60 0.060 144.0 pcf One Story Wall Dimensions A Clear Height = 27.250 ft B Parapet height = • 6.250 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Tcp Support in Width "strip width" for analysis 56.0 in Reveal Data Reveal Depth = 0.50 in F Reveal Start Loc = 12.0 ft G Reveal End Loc = 25.0 ft M Reveal Rebar Drape Main Bars Vertical Loads Vertical Uniform Loads . (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. . Bar Size # 5 Bar Spacing TuIRla Warehouse JO �hh rmit Submittal 06/30/2008 Page 59 of 137 Printed 19 JUN 2008, 8 A9PM dile C \BLLC Woi1d1EC60 Files197122 4501 Ult-up st6el opt 0n.ec8 CNCRCALC,1NC 1983.2008 Ver 8.0.19, N42922 Lic€ n8e,,Oviiner _c0L .ONS ENG NE RING; Code Ref: ACI 318-05, Sec. 14.8 7.250 in Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 1.250 in Minimum Vertical Steel % _ .0020 B 6.0 in Lateral Loads Full area WIND load Fp = Wall Wt. * 0.40 Concentrated Lateral Loads .. . Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load Height above base DL : Dead Load 0.8610 1.7470 Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 1.1950 k/ft k/ft 22.0 psf Wall Weight Seismic Load Input Method : Factor applied to wall weight entered 34.80 psf Seismic factor to be applied to wall weight 0.40 - (Applied to full "STRIP Width") Load #2 k k k k k ft k k k k k ft Distributed Lateral Loads ... (Applied to full "STRIP Width") Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load k/ft klft k/ft 0.2720 k/ft k/ft Location of start & end of load above base .. . Dist. to TOP 17.0 ft Dist. to BOTTOM ft Load #2 kfft k/ft k/ft k/ft k/ft ft ft Collons +Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Title : Dsgnr: Project Desc.: Project Notes : C: fl lender' 0 Crete& Description : Panels 21,22,23,24 -1 Story Phase 1 DESIGN;SUMMAR.Y • Tukwila Warehouse Joi4rmit Submittal 06/30/2008 Page 60 of 137 Printed- 19 JUN 2008, 6:49PM File .0 :1131.0 Wort EC60 FIes107122 4501 AR by steel option ec6 , z ' :,••ENERCALC INC)1983-2008 Uer 6 0 t9 : N 42922' icense:0iruner. GQLL'ON$ • ENGINEERING;: Governing Load Combination PASS Moment Capacity Check +1.20D+0.50L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.20D+0.50L+1.60S PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D :,Deslgn;Maximum;Gomfjinatiorisx Moments Y ' Actual Values .. . Max Mu 8.2874 k -ft Min. Defl. Ratio Max. Deflection Max Pu / Ag Max As/bd Mcracking 316.053 1.0346 in 97.0588 psi .0086110 4.130 k -ft Allowable Values ... Phi * Mn 28.2976 k -ft Deflection Ratio Clear Ht. / Ratio 0.06*fc As/bd = 0.5 * pbal Minimum Phi Mn Maximum Reactions ... for Load Combination.... Top Horizontal E Only Base Horizontal E Only Vertical Reaction D + Lf +S + E/1.4 150 2.180 in 210.0 psi 0.014966 27.6656 k -ft 3,655.04 lbs 5,394.36 lbs 31.3483 k Load Combination +1.40D at 26.34 to 27.25 +1.20D+0.50Lr+1.60L at 26.34 to 27.25 +1.20D+0.50L+0.50S at 26.34 to 27.25 410+1.20D+1.60Lr+0.50L at 26.34 to 27.25 +1.20D+1.60Lr+0.50L+0.80W at 14.53 to 15. +1.20D+0.50L+1.60S at 26.34 to 27.25 +1.20D+0.50L+1.60S+0.80W at 16.35 to 17.2 +1.20D+0.50Lr+0.50L+1.60W at 13.63 to 14. +1.20D+0.50L+0.505+1.60W at 13.63 to 14.5 +1.20D+0.50L+0.20S+E at 12.72 to 13.63 +0.90D+1.60W at 13.63 to 14.53 +0.90D+E at 11.81 to 12.72 Axial Load Pu 0.06*fc*b*t k k 0.000 0.000 0.000 0.000 5.110 0.000 6.832 5.205 5.802 5.538 3.903 4.045 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 .. D'esig°n:Maximum;Cointiinations.-,Deflections Mcr k -ft 4.13 4.13 4.13 4.13. 4.17 4.13 4.17 4.17 4.17 4.17 4.17 4.17 Mu k -ft 0.68 0.58 0.92 0.58 2.03 1.66 2.73 3.73 3.94 8.29 3.61 7.90 Moment Values Phi Phi Mn As As Eff As Ratio k -ft _ InA2 inA2 0.90 0.90 0.90 0.90 0.86 0.90 0.84 0.86 0.85 0.85 0.87 0.87 27.67 27.67 27.67 27.67 28.27 27.67 28.38 28.27 28.32 28.30 28.16 28.17 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.705 0.620 0.734 0.707 0.717 0.712 0.685 0.687 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.6 * Rho:bal 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 Load Combination D+L+Lf at 15.44 to 16.35 D+L+W at 15.44 to 16.35 D+L+W+S/2 at 13.63 to 14.53 D+L+S+W/2 at 14.53 to 15.44 D+L+S+E/1.4 at 13.63 to 14.53 Reactions =Vertical;&`Hoontal;,d: Load Combination D Only S Only W Only E Only + Lr + Lf +Lf+S D+Lf+W+S/2 D + Lf + S +W/2 D+Lf+S+E/1.4 Axial Load Pu k 4.179 5.374 4.935 5.453 5.532 Moment Values Mcr Mactual k -ft k -ft 4.17 4.17 4.17 4.17 4.17 IZZA Stiffness I gross I cracked I effective inA4 inA4 inA4 0.29 388.84 151.84 388.838 0.71 388.84 154.37 388.838 2.58 388.84 153.45 388.838 1.73 388.84 154.54 388.838 6.10 388.84 154.65 202.055 Deflections Deflection Defl. Ratio in 0.033 0.080 0.282 0.193 1.035 9,815.1 4,067.0 1,160.3 1,696.3 316.1 Base Horizontal 82.2 ibs 115.1 ibs 1,398.8 ibs 5,394.4 Ibs 82.2 ibs 196.3 Ibs 1,533.2 Ibs 893.3 lbs 4,029.6 ibs Top Horizontal 82.21 lbs 115.11 lbs 1,398.83 lbs 3,655.04 Ibs 82.21 lbs 196.30 Ibs 1,264.46 lbs 505.58 lbs 2,434.29 lbs Vertical © Wall Base 25.772 k 5.577 k 0.000 k 0.000 k 25.772 k 31.348 k 28.560 k 31.348 k 31.348 k Collons 4- Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender' Wall KW=0690:9,83 Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 21,22,23,24 -2 Story - Phase 2 General Information f'c : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.02 ksi Fr : Rupture Modulus = 443.706 psi Max % of p balanced = 0.60 Max Pu/Ag = f'c * = 0.060 Concrete Density = 144.0 pcf Two -Story Wall Dimensions A 1st Story Height B 2nd Story Height C Parapet height 15.0 ft 13.250 ft 6.250 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support in Initial Lateral Disp. @ 2nd Floor in Width of wall portion for analysis ("strip width") Reveal Data 56.0 in Reveal Depth = 0.50 in F Reveal Start Loc = 12.0 ft G Reveal End Loc = 25.0 ft M Reveal Rebar Drape Main Bars Bar Size = # 4 Bar Spacing = 16.0 in Vertical Loads Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Mid -Height Vertical Uniform Loads ... (Applied pet foot of Strip Width) Eccentricity Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. . Bar Size Thisv#ila Warehouse Permit Submittal 06/30/2008 Page 61 of 137 Printed: 19 JUN 2000. 9:409M File. C:16LC WeddlEC60;Files\07.1224501 dft-up steel ophon.ec6 ENERGALC,'INC ;1983.2008 Ver 6.0.19, N42922 'pease' OWrte ONS'ENGINEERING' Code Ref: ACI 318-05, Sec. 14.8 7.250 in Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 1.250 in Minimum Vertical Steel % _ .0020 5 Bar Spacing 6.0 in Upper Level Rebar .. . Bar Size # 5 Bar Spacing 6.0 in Ledger Load Concentric Load Lateral Loads Full area WIND load Fp = Wall Wt. * 0.40 6.750 in 22.0 psf = 34.80 psf Concentrated Lateral Loads Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load Height above base (Applied to full "STRIP Width") Load #2 k k k k k ft k k k k k ft DL : Dead Load 0.8610 1.7470 1.0150 Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 1.1950 k/ft k/ft 1.2250 k/ft k/ft Wall Weight Seismic Load Input Method : Factor applied to wall weight entered Seismic factor to be applied to wall weight 0.40 Distributed Lateral Loads ... (Applied to fust "STRIP Width") Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load k/ft k/ft k/ft 0.2720 klft k/ft Location of start & end of load above base ... Dist. to TOP 17.0 ft Dist. to BOTTOM ft Load #2 k/ft k/ft k/ft klft k/ft ft ft Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 • Issaquah, WA 98027 Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 21,22,23,24 - 2 Story Phase 2 DESIGN SUMMAR Ifgby#ila Warehouse Permit Submittal 06/30/2008 Page 62 of 137 Pnnled:19 JUN 2008, 6:49PM (1MktFrlesi0i122�15Q116tupsteeI&U n.o r.�l8,fil+}38�2,. License Owner : COLLONS ENGINEERING' Governing Load Combination ... PASS Moment Capacity Check +1.20D+0.50L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS PASS PASS Axial Load Check Reinforcing Limit Check Minimum Moment Check +1.20D+0.50L+1.60S +1.40D +1.20 D+0.50 L+ 1.60 S+0.8 0V1 Desiin ixiMum; ombini ans oment Actual Values .. . 1.9873 k -ft 4,444.48 0.04050 in 119.790 psi .0086110 4.1730 k -ft Max Mu Min. Defl. Ratio Max. Deflection Max Pu /Ag Max As/bd Mcracking Maximum Reactions .. . Top Horizontal Base Horizontal Mid -Ht Horizontal Vertical Reaction Allowable Values . . Phi * Mn 28.4388 k -ft Deflection Ratio 150 Clear Ht. / Ratio 1.20 in 0.06 * fc 210.0 psi As/bd = 0.5* pbal 0.014966 Minimum Phi Mn 26.5953 k -ft for Load Combination.... D+Lf+S E Only E Only D+Lf+S+W/2 734.864 lbs 2,719.48 lbs 5,846.44 lbs 42.2077 k Load Combination Axial Load Pu 0.06*fc*b*t k k +1.40D at 27.37 to 27.81 4.520 +1.20D+0.50Lr+1.60L at 14.50 to 15.00 8.396 +1.20D+0.50L+0.50S at 27,37 to 27.81 4.472 +1.20D+1.60Lr+0.50L at 27.37 to 27.81 3.874 +1.20D+1,60Lr+0.50L+0.80W at 27.37 to 27. 3.874 +1.20D+0.50L+1.605 at 27.37 to 27,81 5.786 +1,20D+0.50L+1.60S+0.80W at 27.37 to 27.8 5.786 +1.20D+0.50Lr+0.50L+1,60W at 6.50 to 7.00 7.883 +1.20D+0.50L+0.50S+1.60W at 26.93 to 27.3 4.518 +1.20D+0.50L+0.20S+E at 6.00 to 6.50 8.174 +0.90D+1.60W at 6.00 to 6.50 5.492 +0.90D+E at 6.00 to 6.50 5.492 $S,I�t1 11 tttilitll ColnbIna tions ^ DefJectio. Load Combination D +L + Lf at 8.50 to 9.00 D+L+W at 8.50 to 9.00 D+L+W+S/2 at 7.00 to 7.50 D+L+S+W/2 at 7.50 to 8.00 D+L+S+E/1.4 at 7.00 to 7.50 Reactions;. Vertical:& Horizon Axial Load Pu k 7.110 8.305 7.838 8.392 8.435 18.270 18.270 18.270 18,270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 Mcr k -ft 4.13 4.17 4.13 4.13 4.13 4.13 4.13 4.13 4.13 4,13 4.13 4.13 Mu Phi k -ft 0.62 0.71 0.83 0.52 0.57 1.53 1.58 0.76 0.94 1.99 0.67 1.90 0.86 0.83 0.86 0.87 0.87 0.85 0.85 0.84 0.86 0.83 0.85 0.85 Moment Values Phi Mn As k -ft 29.01 28.45 29.05 29.01 29.01 29.13 29.13 28.43 29.06 28.44 28.29 28.29 inA2 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 Moment Values Stiffness Mcr Mactual I gross I cracked I effective k -ft k -ft inA4 in^4 inA4 4.13 0.29 432.93 230.70 432.928 4.13 0.20 432.93 233.09 432.928 4.13 0.56 432.93 232.11 432.928 4.13 0.35 432.93 233.25 432.928 4.13 1.45 432.93 233.30 432.928 As ff inA2 0.746 0.760 0.748 0.738 0.738 0.770 0.770 0.751 0.749 0.756 0.712 0.712 As Ratio 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.6 * Rho:bal 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 Deflections Deflection Defl. Ratio in 0.009 0.006 0.016 0.011 0.040 19,241.6 28,517.4 10,930.9 17,035.4 4,444.5 Load Combination D Only S Only W Only E Only D+Lr+Lf D+Lf+S D+Lf+W+S/2 D+Lf+S+W/2 Base Horizontal 49.5 lbs 49.8 ibs 601.3 lbs 2,719.5 ibs 152.3 lbs 102.5 ibs 727.6 lbs 402.5 lbs Mid Horizontal Top Horizontal 266.079 lbs 315.55 lbs 342.957 lbs 293.14 ibs 1809.845 lbs 489.19 lbs 5846.438 lbs 509.88 lbs 289.483 lbs 441.79 lbs 632.396 lbs 734.86 ibs 2272.778 lbs 100.07 lbs 1538.415 Ibs 490,79 lbs Vertical © Wall Base 30.914 k 5,577 0.000 0.000 36.631 42.208 39.419 42.208 k k k k k k k Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 oncrek 11011 Lic. # : KW -06005983 -` Title : Dsgnr: Project Desc.: Project Notes : 7oitc#ila Warehouse Permit Submittal 06/30/2008 Page 63 of 137 Printed: 19 JUN 2008, 6:49PM wo ld c eslQ7 122 Qty $ 04149,;.,s :0 License Owner : COLLONS ENGINEERING Description : Panels 21,2223,24 -2 Story - Phase 2 Reactions. Vertical Horizontal Load Combination D+Lf+S+E/1.4 Base Horizontal 2,041.3 lbs Mid Horizontal ....._... .. _..__._.. 4815.464 lbs Top Horizontal 374.07 ibs Vertical © Wall Base 42.208 k collons + smith structural engineers Aft 485 Front Steet N • Suite F-3 IIIIssaquah, WA 98027 425.369.1101 • f:425.369.1157 Tukwila Warehouse. —� Permit Submittal 06/30/2008 Page 64of137 Pz (zi- Vit) -_ Z: al • 3s zs� 4-z , h = 18p �( �` �z Ylo, L_ z D �C ceoiva) --/,zsy 2, s) (%z.�(12' f L ( Low f11+ ip-► pow) (U O. $,A b J H 5 -C77 - lox Slztaxi 3'1z. ►1 ,392 �p7 y1/20,z0-_0. c� /7Z) = 0.011 e/Fr • Colions + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Title : Dsgnr: Project Desc.: Project Notes : W-0600 83 Description : Panels 11,12,13,14 -1 Story - Phase 1 General Information Pc : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.02 ksi Fr : Rupture Modulus = 443.706 psi Max % of p balanced 0.60 Max Pu/Ag = f'c * = 0.060 Concrete Density = 144.0 pcf One Story_Wall Dimensions A Clear Height B Parapet height Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support Width "strip width" for analysis Reveal Data Reveal Depth F Reveal Start Loc G Reveal End Loc M Reveal Rebar 27.250 ft 6.250 ft 12.0 in in = 0.50 in 12.0 ft 25.0 ft Drape Main Bars Vertical Loads Vertical Uniform Loads (Applied per foot ofStrfpWidth) Ledger Load Eccentricity 6.750 in Concentric Load Lateral Loads Full area WIND load Fp Wall Wt. * 0.40 Concentrated Lateral Loads .. . Load #1 Load #2 DL : Dead Load k Lr : Roof Live Load k Lf : Floor Live Load k E : Seismic Load k W : Wind Load k Height above base ft 22.0 psf 34.80 Psf Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar... Bar Size Bar Spacing (Applied to full "STRIP Width) k k k k k ft 7.250 in 1.250 in 5.0 10.0 in TyJfvIa Warehouse --Permit Submittal 06/30/2008 Page 65 of 137 Printed. 19 JUN 2008, 7.09PN File; C;1BLC World1EC60_File5107 1224 01 61t -up steel option ec6 0NERCALC INC 4983-2008, Ver. 6,0.19. N:42922 L%Cense.Qwr►er''.cpLLONS ENGINE RINQi," Code Ref: ACI 318-05, Sec, 14.8 Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 Minimum Vertical Steel % _ .0020 DL : Dead Load 0.3920 0.260 Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 0.5450 k/ft k/ft Wall Weight Seismic Load Input Method : Factor applied to wall weight entered Seismic factor to be applied to wall weight 0.40 Distributed Lateral Loads ... (Appiied to full "STRIP Width) Load #1 DL : Dead Load k/ft Lr : Roof Live Load k/ft Lf : Floor Live Load k/ft E : Seismic Load 0.0910 k/ft W : Wind Load k/ft Location of start & end of load above base... Dist. to TOP 17.0 ft Dist. to BOTTOM ft Load #2 k/ft k/ft k/ft k/ft k/ft ft ft Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Lic. # : KW -06005983 Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 11,12,13,14 -1 Story - Phase 1 DESIGN SUMMARY Twifv la Warehouse ermit Submittal 06/30/2008 Page 66 of 137 Panted: 19 JUN 2008, 7:09PM R le09 tlft uA 031 option,er 8' License Owner : COLLONS ENGINEERING PASS PASS Governing Load Combination ... Moment Capacity Check +1.20D+0.50L+0.20S+E Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.20D+0.50L+1.60S PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D D�si�n�Maxlmu[nsori� b�rtatto�ns._; Moments Load Combination +1.40D at 26.34 to 27,25 +1.20D+0.50Lr+1.60L at 26.34 to 27.25 +1.20D+0.50L+0.50S at 26.34 to 27.25 +1.20D+1.60Lr+0.50L at 26.34 to 27.25 +1.20D+1.60Lr+0.50L+0.80W at 13.63 to 14. +1.20D+0.50L+1.60S at 26.34 to 27,25 +1.20D+0.50L+1.60S+0.80W at 14.53 to 15.4 +1.20D+0.50Lr+0.50L+1.60W at 13.63 to 14. +1.20D+0.50L+0.50S+1.60W at 13.63 to 14.5 +1.20D+0.50L+0.20S+E at 11.81 to 12.72 +0.90D+1.60W at 13.63 to 14.53 +0.90D+E at 11.81 to 12.72 Des gn.Maximttm Dgmb>Inatki Load Combination D+L+Lf at 15.44 to 16.35 D+L+W at 15.44 to 16.35 D+L+W+S/2 at 13.63 to 14.53 D +L +S +W/2 at 13.63 to 14.53 D+L+S+E/1.4 at 13,63 to 14.53 Reactions Load Combination D Only S Only W Only E Only D+Lr+Lf +Lf+S D+Lf+W+S/2 D+Lf+S+W/2 D+Lf+S+E/1.4 Ic1! orizontR Actual Values , . Max Mu 10.3713 k -ft Min. Defl. Ratio 152.353 Max. Deflection 2.1463 in Max Pu / Ag 58.1260 psi Max As/bd .0051670 Mcracking 4.0430 k -ft Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction Allowable Values... 19.0736 k -ft 150 2.180 in 210.0 psi 0.014966 17.9948 k -ft Phi * Mn Deflection Ratio Clear Ht. / Ratio 0.06*fc As/bd = 0.5 * pbal Minimum Phi Mn for Load Combination.... E Only E Only D+Lf+S+W/2 956.692 lbs 1,538.61 lbs 4.1115 k Axial Load Pu 0.06*fc*b*t k 0.000 0.000 0.000 0.000 2.857 0.000 3.635 2.857 3.130 3.155 2.143 2.285 effect on 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18,270 Mcr k -ft 4.04 4.04 4.04 4.04 3.85 4.04 3.85 3.85 3.85 3.85 3.85 3.85 Mu k -ft 0.31 0.26 0.42 0.26 1.82 0.76 2.11 3,49 3.58 10.37 3.43 10.07 Moment Values Phi Phi Mn As k. -ft inA2 0.90 0.90 0.90 0.90 0.88 0.90 0.87 0.88 0.87 0.87 0.88 0.88 17.99 17.99 17.99 17.99 18.98 17.99 19.22 18,98 19.07 19.07 18.75 18.79 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 As Eff in^2 0.372 0.372 0.372 0.372 0.420 0.372 0.433 0.420 0.424 0.425 0.408 0.410 As Ratio 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.6 * Rho:bal 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 Axial Load Moment Values Stiffness Pu Mcr Mactual I gross I cracked I effective k k -ft k -ft in^4 in^4 in^4 2.223 3.85 0.13 356.42 92.75 356.423 2.768 3.85 0.32 356.42 94.09 356.423 2.654 3.85 2.29 356.42 93.80 356.423 2.926 3.85 1.33 356.42 94.49 356.423 2.926 3.85 7.35 356.42 94.49 110.810 Base Horizontal 8.0 ibs 11.3 lbs 299.8 lbs 1,538.6 lbs 8.0 lbs 19.2 lbs 312.2 lbs 168.5 lbs 1,108.8 lbs Top Horizontal 8.02 ibs 11.25 ibs 299.75 lbs 956.69 lbs 8.02 lbs 19.16 lbs 287.27 lbs 131.27 lbs 673.52 lbs Deflections Deflection Defl. Ratio in 0.016 0.039 0.266 0.158 2.146 20,219.6 8,415.8 1,229.7 2,070.7 152.4 Vertical @ Wall Base 3.567 k 0.545 k 0.000 k 0.000 k 3.567 k 4.111 k 3.839 k 4.112 k 4.111 k Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 i Concrete Slender Wa Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 11,12,13,14 -2 Story- Phase 2 General Information f'c : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.02 ksi Fr : Rupture Modulus = 443.706 psi Max % of p balanced = 0.60 Max Pu/Ag = f'c * = 0.060 Concrete Density = 144.0 pcf Two Story Wall Dimensions A 1st Story Height B 2nd Story Height C Parapet height 15.0 ft 13.250 ft 6.250 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support in Initial Lateral Disp. @ 2nd Floor in Width of wall portion for analysis ("strip width") Reveal Data 12.0 in Reveal Depth = 0.50 in F Reveal Start Loc = 12.0 ft G Reveal End Loc = 25.0 ft M Reveal Rebar Drape Main Bars Bar Size = # 4 Bar Spacing = 16.0 in Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. . Bar Size # 5 Bar Spacing 10.0 in Upper Level Rebar .. . Bar Size # 5 Bar Spacing 10.0 in TyfAila Warehouse Permit Submittal 06/30/2008 Page 67 of 137 Printed.' 19 JUN 2008, 7:13PM 8e C 18LC Wa1d1EC60'-Flles107 122 4501 do up steel opUon.ec6 £NERCAI C, INC. 1983-2000, Ver 6.019,' N;42922,', 41cOnse,Q ner COLLONS;EN INEERIRO.: Code Ref: ACI 318-05, Sec. 14.8 7.250 in Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 1.250 in Minimum Vertical Steel % _ .0020 c B A Vertical Loads Vertical Uniform Loads ... ( Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Mid -Height Vertical Uniform Loads .. , (Applied perfoot ofStop Width) Ledger Load Eccentricity 6.750 in Concentric Load Lateral Loads Full area WIND load Fp = Wall Wt. * 0.40 = 34.80 psf 22.0 psf Concentrated Lateral Loads .. . Load #1 DL : Dead Load Lr : Roof Live Load LI : Floor Live Load E : Seismic Load W: Wind Load Height above base DL : Dead Load 0.3920 0.2610 1.0150 Lr : Roof Live Load Lf : Floor Live Load 1.2250 Wall Weight Seismic Load Input Method : Seismic factor to be applied to wall weight (Applied to full "STRIP Width") Load #2 k k k k k k k k k k ft ft G S : Snow Load 0.5450 k/ft k/ft k/ft k/ft Factor applied to wall weight entered 0.40 Distributed Lateral Loads ... (Applied to full "STRIP Width) Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load k/ft k/ft klft 0.0910 k/ft k/ft Location of start & end of load above base... Dist. to TOP 17.0 ft Dist. to BOTTOM ft Load #2 k/ft k/ft k/ft k/ft k/ft ft ft Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 ' Concrete Slender Walt Li+ . # •«•. tfVll 06005983. Title : Dsgnr: Project Desc.: Project Notes : T KVIa Warehouse 'Permit Submittal 06/30/2008 Page 68 of 137 Printed- 19 JUN 2008, 7,13P1,1 File: C:181C WorldIEC60_F1Ies107-1224501 tit up steel`opion.ec6 ENaRCALC, INC. 1983-2098 Ver: 6,0.19, 1:42922 erase Owner ;Cot LONS.ENGINEERINO:. Description : Panels 11,12,13,14 - 2 Story - Phase 2 DESIGN SUMMARY , Governing Load Combination ... PASS Moment Capacity Check +1.20D+0.50L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.20D+0.50Lr+1.60L PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D Design Maximum Combinations - Moments Axial Load Load Combination +1.40D at 14.50 to 15.00 +1.20D+0.50Lr+1.60L at 14.50 to 15.00 +1.20D+0.50L+0.505 at 14.50 to 15.00 +1.20D+1.60Lr+0.50L at 14.50 to 15.00 +1,20D+1.60Lr+0.50L+0.80W at 7.50 to 8.00 +1.20D+0.50L+1.605 at 27.37 to 27.81 +1.20D+0.50L+1.60S+0.80W at 27.37 to 27.8 +1.20D+0.50Lr+0.50L+1.60W at 6.50 to 7.00 +1.20D+0.50L+0.50S+1.60W at 6.50 to 7.00 +1.20D+0.50L+0.20S+E at 6.50 to 7.00 +0.90D+1.60W at 6.00 to 6.50 Pu k 4.771 6.050 4.975 4.702 5.433 2.400 2.400 5.537 5.810 5.646 3.733 0.06*fc*b k 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 +0.90D+E at 6.00 to 6.50 3.733 18.270 Design Maximum Combinations - Deflections Axial Load Load Combination Pu k D +L +Lf at 8.50 to 9.00 5.155 D +L +W at 8.50 to 9.00 5.700 D+L+W+S/2 at 7.50 to 8.00 5.514 D +L +S +W/2 at 7.50 to 8.00 5.787 D+L+S+E/1.4 at 7.00 to 7.50 5.830 Reactions - Vertical & Horizontal Load Combination Base Horizontal D Only 15.0 Ins S Only 4.9 lbs W Only 129.2 lbs E Only t Mcr k -ft 3.85 3.85 3.85 3.85 4.04 4.04 4.04 4.04 4.04 4.04 4.04 4.04 Actual Values ... Max Mu Min. Defl. Ratio Max. Deflection Max Pu / Ag Max As/bd Mcracking Maximum Reactions . . Top Horizontal Base Horizontal Mid -Ht Horizontal Vertical Reaction Mu Phi k -ft 0.31 0.86 0.79 0.85 0.39 0.86 0.43 0.86 0.50 0.86 0.68 0.88 0.73 0.88 0.80 0.85 0.78 0.85 2.74 0.85 0.69 0.87 2.63 0.87 2.7365 k -ft 3,003.52 0.059930 in 86.3355 psi .0051670 4.0430 k -ft Allowable Values ... Phi * Mn 19.8024 k -ft Deflection Ratio 150 Clear Ht. / Ratio 1.20 in 0.06 * fc 210.0 psi As/bd = 0.5* pbal 0.014966 Minimum Phi Mn 17.9948 k -ft • for Load Combination.... W Only E Only E Only D + Lf + S + W/2 Moment Values Phi Mn As k -ft in^2 19.56 19.91 19.62 19.54 19.74 19.91 19.91 19.77 19.85 19.80 19.25 19.25 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 Moment Values Stiffness Mcr Mactual I gross I cracked I effective k -ft k#t in^4 in^4 in^4 4.04 0.33 413.56 162.89 413.561 4.04 0.29 413.56 164.27 413.561 4.04 0.62 413.56 163.79 413.561 4.04 0.43 413.56 164.50 413.561 4.04 2.03 413.56 164.62 413.561 +Lr+Lf D+Lf+S D+Lf+W+S/2 D + Lf + S + W/2 96.8 Ibs 797.8 37.2 32.3 163.8 lbs lbs Ibs lbs Mid Horizontal Top Horizontal 27.820 lbs 42.78 lbs 33.567 lbs 28.67 lbs 387.136 lbs 105.19 lbs 1606.614 ibs 80.19 ibs 32.368 ibs 69.58 lbs 65.906 ibs 98.24 lbs 436.578 Ibs 21.15 Ibs 259.636 ibs 45.71 Ibs As Eff in^2 0.452 0.473 0.455 0.450 0.463 0.466 0.466 0.464 0.469 0.466 0.434 0.434 105.191 lbs 797.793 lbs 1,606.61 lbs 6.4395 k As Ratio 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.0052 0.6 * Rho:bal 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 Deflections Deflection Defl. Ratio in 0.011 0.010 0.019 0.014 0.060 16,068.5 18,469.6 9,254.7 12,715.4 3,003.5 Vertical @ Wall Base 4.670 k 0.545 k 0.000 k 0.000 k 5.895 k 6.440 k 6.167 k 6.440 k Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender Wall 4tc # r KW 18005903 Description : Title : Dsgnr: Project Desc.: Project Notes : Panels 11,12,13,14 - 2 Story - Phase 2 Reactions - Vertical & Horizontal Load Combination D+Lf+S+E/1.4 Base Horizontal 601.3 iris Mid Horizontal 1215.093 lbs Jptila Warehouse Vermit Submittal 06/30/2008 Page 69 of 137 Ponied. 19 JUN 2008, 7:13PM lite C \13LC,World1EC60;FlIess07122 450168 up steel nption.ec6 I NER(A(,c, IN,t;;1903:2008, Ver fi.p 19, N:4'2922 license Owner CC LLONS'ENGINEERING Top Horizontal 41.71 lbs Vertical @ Wall Base 6.439 k collons + smith structural engineers �485 Front Steet N - Suite F-3 lssaquah, WA 98027 p.• 425.369.1101 - f: 425.369.1157 Tukwila Warehouse 1 Permit Submittal 06/30/2008 Page 70 of 137 0-174-5E 1 P! ._IS pSrs (4 ) �. (Co ,c. rf" 1 11-C'2}(Y4% 33) 0,,�4S l ) ?. o, 41 V 11..E Iz,Ty,r')(11%)( (4,33) 3. NCS &Li G,.. is LE. "1;01 ri-.taut ,�cv I _7?) C.4-4.421 _lam: -, i 'pnrs. cis A- �,SirIz�S)./03-►r .zo/r)= y�'17 'rzsiI_ )2 1 tr JI Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 I Concrete Slende lr:( KW06Qb5933. Title : Dsgnr: Project Desc.: Project Notes : T,uolvy)la Warehouse ,11 rmit Submittal 06/30/2008 Page 71 of 137 Printed 19 JUN 2008, 7 50PM file C:16LC WoddtEC60jiles107 1224508 oft up steel'optlon.ec6 `- -iNFRCALC, INC 1983'2008 Ver 6A.1 ,' N:42922 Description : Panels 15 -1 Story - Phase 1 General Information f'c : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.02 ksi Fr: Rupture Modulus = 443.706 psi Max % of p balanced = 0.60 Max Pu/Ag = fc * = 0.060 Concrete Density = 144.0 pcf One Story Wall Dimensions A Clear Height = 29.0 ft B Parapet height = 3.0 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support in Width "strip width" for analysis 52.0 in Reveal Data Reveal Depth = 0.50 in F Reveal Start Loc = 12.0 ft G Reveal End Loc = 25.0 ft M Reveal Rebar Drape Main Bars Vertical Loads Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Lateral Loads Full area WIND load 22.0 psf Fp = Wall Wt. " 0.40 = 34.80 psf Concentrated Lateral Loads .. . Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load Height above base Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. Bar Size Bar Spacing (Applied to full "STRIP Width') Load #2 k k k k k ft k k k k k ft its Owner„ COLLQNS ENGINaERING'= Code Ref: ACI 318-05, Sec. 14.8 ----- -------- 7.250 in Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 1.250 in Minimum Vertical Steel % _ .0020 5.0 6.0 in DL : Dead Load 0.2450 3.2470 Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 0.3410 k/ft k/ft Wall Weight Seismic Load Input Method : Factor applied to wall weight entered Seismic factor to be applied to wall weight 0.40 Distributed Lateral Loads ... (Applied to full "STRIP Width") Load #1 DL : Dead Load k/ft Lr : Roof Live Load k/ft Lf : Floor Live Load k/ft E : Seismic Load 0.3750 Wft W : Wind Load k/ft Location of start & end of load above base... Dist. to TOP 23.0 ft Dist. to BOTTOM 17.0 ft Load #2 k/ft k/ft k/ft k/ft k/ft ft ft Colions + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender. Watt Title Dsgnr: Project Desc.: Project Notes : T la Warehouse o rmit Submittal 06/30/2008 Page 72 of 137 Prinled:19 JUN 2008, 7:50Pb1 File: C9BLC WQrldlEC60Files107122 4501tilt-up steel optian.ec6 • ENBRCALC INC. 1983.2008, Ver: 6.0.19, N:42922 License,Qvjrnei^ °COL '.0N$ENf3I,NEEf ,Nj Description : Panels 15 -1 Story - Phase 1 DESIGN SUMMARY Governing Load Combination .. . PASS Moment Capacity Check + 1 .20D+0.50L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.40D PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.06"fc"b k k +1.40D at 28.03 to 29.00 0.000 18.270 +1.20D+0.50Lr+1.60L at 28.03 to 29.00 0.000 18.270 +1.20D+0.50L+0.50S at 28.03 to 29.00 0.000 18.270 +1.20D+1.60Lr+0.50L at 28.03 to 29.00 0.000 18.270 +1.20D+1.60Lr+0.50L+0.80W at 14.50 to 15. 6.017 18.270 +1.200+0.50L+1.605 at 28.03 to 29.00 0.000 18.270 +1.200+0.50L+1.60S+0.80W at 14.50 to 15.4 6.563 18.270 +1.20D+0.5QLr+0.50L+1.60W at 14.50 to 15. 6.017 18.270 +1.20D+0.50L+0.50S+1.60W at 14.50 to 15,4 6.188 18.270 +1.20D+0.50L+0.20S+E at 16.43 to 17.40 5.884 18.270 +0.90D+1.60W at 14.50 to 15.47 4.513 18.270 +0.900+E at 17.40 to 18.37 4.286 18.270 Design Maximum Combinations - Deflections Axial Load Moment Values Stiffness Pu Mcr Mactual I gross I cracked I effective k 1, -ft k -ft in^4 in^4 in^4 4.846 4.17 0.08 388.84 153.27 388.838 5.187 4.17 0.20 388.84 153.99 388.838 5.185 4.17 2.56 388.84 153.98 388.838 5.356 4.17 1.40 388.84 154.34 388.838 5.271 4.17 4.93 388.84 154.16 256.682 Load Combination D+L+Lf at 16.43 to 17.40 D+L+W at 16.43 to 17.40 D+L+W+S/2 at 14.50 to 15.47 D+L+S+W/2 at 14.50 to 15.47 D+L+S+E/1,4 at 15.47 to 16.43 Reactions - Vertical & Horizontal Load Combination D Only S Only W Only E Only D+Lr+Lf +Lf+S D+Lf+W+S/2 D+Lf+S+W/2 D+Lf+S+E/1.4 t Mcr k ft 4.13 4.13 4.13 4.13 4.17 4.13 4.17 4.17 4.17 4.17 4.17 4.17 Actual Values . Max Mu Min. Defl. Ratio Max. Deflection Max Pu/Ag Max As/bd Mcracking Maximum Reactions . . Top Horizontal Base Horizontal Vertical Reaction Mu Phi k -ft 0.19 0.90 0.17 0.90 0.26 0.90 0.17 0.90 2.06 0.85 0.47 0.90 2.24 0.85 4.02 0.85 4.08 0.85 7.23 0.85 3.93 0.86 6.94 0.86 7.2269 k -ft 459.223 0.75780 in 99.6398 psi .0086110 4.130 k -ft Allowable Values,,‚ 28.3218 k -ft 150 2.320 in 210.0 psi 0.014966 27.6656 k -ft Phi "Mn Deflection Ratio Clear Ht. / Ratio 0.06"f'c As/bd =0.5* pbal Minimum Phi Mn • for Load Combination.... E Only E Only D+Lf+S+E/1.4 Moment Values Phi Mn As k -ft in"2 27.67 0.620 27.67 0.620 27.67 0.620 27.67 0.620 28.33 0.620 27.67 0.620 28.36 0.620 28.33 0.620 28.34 0.620 28.32 0.620 28.22 0.620 28.20 0.620 Base Horizontal 20,4 lbs 28.7 lbs 1,382.3 lbs 2,884.9 Ibs 20.4 lbs 48.7 lbs 1,411.0 ibs 736.9 lbs 2,095.2 lbs Top Horizontal 20.37 lbs 28.66 ibs 1,382.33 lbs 3,738.32 ibs 20.37 lbs 48.73 lbs 1,353.68 lbs 645.39 ibs 2,635.70 ibs 3,738.32 lbs 2,884.88 lbs 28.6737 k As Eff As Ratio to^2 0.620 0.0086 0.0150 0.620 0.0086 0.0150 0.620 0.0086 0.0150 0.620 0.0086 0.0150 0.720 0.0086 0.0150 0.620 0.0086 0.0150 0.729 0.0086 0.0150 0.720 0.0086 0.0150 0.723 0.0086 0.0150 0.718 0.0086 0.0150 0.695 0.0086 0.0150 0.691 0.0086 0.0150 0.6 * Rho:bal Deflections -Deflection Defl. Ratio in 0.011 32,086.4 0.026 13,368.8 0.312 1,114.6 0.173 2,012.4 0.758 459.2 Vertical @ Wall Base 27.196 k 1.478 k 0.000 k 0.000 k 27.196 k 28.674 k 27.935 k 28.674 k 28.674 k collons + smith structural engineers Ank 485 Front Steet N - Suite F-3 W Issaquah, WA 98027 )p: 425.369.1101 • .f: 425.369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 73 of 137 Pexct A'oket k Date Retch a ., i I Ij N-- 1 i 2-)PNL � Ql ! 5, ) 1 I CA -S i I 1 1 GDU.i.?.. - SI i i ' i • 3' .. ( I ( ( I i %1. I .. crpr L j �. i I q zit .� 1rl f 31. c I - L..B - L.Z GbNczt.r.T.-Nce . Ltreplim, I �= .(..+1. )(1 . (1 b. (1-.7 . r../ iz.....c 6.:?... 4-11 7,.`;X i 1`t -. . 72-Y .. ).( I2lry(3/Z) //K.) . , 24 /..g - e' = 0. 1108 IciMT: .+ o.'i ?. p L i Y 141 ) r = . 0•Oso, Io s Z Lo J1 I. 1 �� 6,(p "7 IC Vim— 14 i i I I 1 i ( i I ( ,,� I •} j i 1 I 4 I I I ( I Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 ' ` Concrete Slender: Wal Lac. # K1A »06005983 Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 16 (2 & 9 sim) -1 Story - Phase 1 General Information fc : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,372.17 ksi Fr: Rupture Modulus = 295.804 psi Max % of p balanced = 0.60 Max Pu/Ag = fc * = 0.060 Concrete Density = 144.0 pcf One Story Wall Dimensions . A Clear Height = 28.0 ft B Parapet height = 4.0 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support Width "strip width" for analysis 60.0 in Reveal Data Reveal Depth = 0.50 in F Reveal Start Loc = 12.0 ft G Reveal End Loc = 25.0 ft M Reveal Rebar Drape Main Bars in Vertical Loads Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. . Bar Size Bar Spacing 7.250 in 1.250 in # 5.0 10.0 in Tukwila Warehouse Mitmit Submittal 06/30/2008 Page 74 of 137 Panted 20 JUN 2008, 7 59AM IBLC woddtEc60,.Fifes107.122 4591 dlt up 6teel ppipn.ec6 ENERCALC 11(;19832009,1le, 80.19, N:42922 QNS. ENGINEERING,'' License Owner: COt Code Ref: ACI 318-05, Sec. 14.8 Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 Minimum Vertical Steel % _ .0020 Lateral Loads Full area WIND load Fp = Wall Wt. * 0.40 22.0 psf = 34.80 Psf Concentrated Lateral Loads .. . Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load Height above base (Applied to full "STRIP Width") Load #2 k k DL : Dead Load k k Lr : Roof Live Load k k Lf : Floor Live Load k k E : Seismic Load k k W : Wind Load ft ft Location of start & end of load above base... DL : Dead Load 0.1080 0.6750 Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 0.150 k/ft k/ft Wall Weight Seismic Load Input Method : Factor applied to wall weight entered Seismic factor to be applied to wall weight 0.40 Distributed Lateral Loads ... (Applied to full "STRIP Width') Load #1 k/ft k/ft k/ft 0.0560 k/ft k/ft Dist. to TOP 26.0 ft Dist. to BOTTOM 8.0 ft Load #2 k/ft k/ft k/ft k/ft k/ft ft ft Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 ' Concrete Slender Wall lWu # KW 06005 3. . Description ; Panels 16 (2 & 9 sim) -1 Story - Phase 1 Title : Dsgnr: Project Desc.: Project Notes : DESIGN SUMMARY Governing Load Combination .. PASS Moment Capacity Check +1.40D+0.50L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.40D+0.50L+0.20S-1.OE PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.06"fc`b*t 8 k +1.40D at 27.07 to 28.00 0.000 18.270 +1,20D+0.50Lr+1.60L at 27.07 to 28.00 0.000 18.270 +1.20D+0.50L+0.50S at 27.07 to 28.00 0.000 18.270 +1.20D+1.60Lr+0.50L at 27.07 to 28.00 0.000 18.270 +1.20D+1.60Lr+0.50L+0.80W at 14.00 to 14. 2.819 18.270 +1.20D+1.60Lr+0.50L-0.80W at 27.07 to 28. 0.000 18.270 +1.20D+0.50L+1.60S at 27.07 to 28.00 0.000 18.270 +1.20D+0.50L+1.60S+0.80W at 14.00 to 14.9 3.059 18.270 +1.20D+0.50L+1.60S-0.80W at 27.07 to 28.0 0.000 18.270 +1.20D+0.50Lr+0.50L+1.60W at 13.07 to 14. 2.916 18.270 +1.20D+0.50Lr+0.50L-1.60W at 27.07 to 28. 0.000 18.270 +1.20D+0.50L+0.50S+1.60W at 14,00 to 14.9 2.894 18.270 +1.200+0.50L+0.50S-1.60W at 27.07 to 28.0 0.000 18.270 +1.40D+0.50L+0.20S+E at 14.00 to 14.93 3.319 18.270 +1.400+0.50L+0.205 -1.0E at 27.07 to 28.00 0.000 18.270 +0.90D+1.60W at 13.07 to 14.00 2.187 18.270 +0.90D -1.60W at 27.07 to 28.00 0.000 18.270 +0.70D+E at 14.00 to 14.93 1.644 18.270 +0.70D -1.0E at 27,07 to 28.00 0.000 18.270 Design Maximum Combinations -Deflections Axial Load Load Combination Pu D+L+Lf at 15.87 to 16.80 D + L +W at 15.87 to 16.80 D+L+W+S/2 at 14.00 to 14.93 D+L+S+W/2 at 14.00 to 14.93 D+L+S+E/1.4 at 14.00 to 14.93 Reactions - Vertical & Horizontal Load Combination D Only S Only Actual Values .. . Max Mu Min. Defl. Ratio Max. Deflection Max Pu / Ag Max As/bd Mcracking Maximum Reactions . Top Horizontal Base Horizontal Vertical Reaction Tukwila Warehouse 3oNtrmit Submittal 06/30/2008 Page 75 of 137 Printed: 20 JIJN 2008, 7 59A File: C IBLC WorkitEd60files107122 4501 tlft-up steel op8on.ec6 �iENERCA1 C, INC.1983.20oa;ver-. 6.0.79, N42922 4cense.,QWri ,CQLE,®NS,ENGINEERIN..s' 4.7816 k -ft 479.621 0.70055 in 56.3677 psi .0051670 2.6876 k -ft Allowable Values,,, 19.1246 k -ft 150 2.240 in 210.0 psi 0.014966 17.9948 k -ft Phi*Mn Deflection Ratio Clear Ht. / Ratio 0.06 ` f'c As/bd = 0.5 * pbal Minimum Phi Mn .. for Load Combination.... E Only E Only D+Lf+S Moment Values Mcr Mu Phi Phi Mn As As Eff As Ratio k -ft k -`t k -ft in"2 in^2 2.69 0.09 0.90 17.99 0.372 0.372 0.0052 0.0150 2.69 0.07 0.90 17.99 0.372 0,372 0.0052 0.0150 2.69 0.12 0.90 17.99 0.372 0.372 0.0052 0.0150 2.69 0.07 0.90 17.99 0.372 0.372 0.0052 0.0150 2.54 1.81 0.88 18.97 0.372 0.419 0.0052 0.0150 2.69 0.07 0.90 17.99 0.372 0.372 0.0052 0.0150 2.69 0.21 0.90 17.99 0.372 0.372 0.0052 0.0150 2.54 1.88 0.87 19,04 0.372 0.423 0.0052 0.0150 2.69 0.21 0.90 17.99 0.372 0.372 0.0052 0.0150 2.54 3.70 0.88 19.00 0.372 0.421 0.0052 0.0150 2.69 0.07 0.90 17.99 0.372 0.372 0.0052 0.0150 2.54 3.73 0.88 18.99 0.372 0.420 0.0052 0.0150 2.69 0.12 0.90 17.99 0.372 0.372 0.0052 0.0150 2.54 4.78 0.87 19.12 0.372 0.427 0.0052 0.0150 2.69 0.10 0.90 17.99 0.372 0.372 0.0052 0.0150 2.54 3.63 0.88 18.76 0.372 0.408 0.0052 0.0150 2.69 0.05 0.90 17.99 0.372 0.372 0.0052 0.0150 2.54 4.53 0.89 18.58 0.372 0.399 0.0052 0.0150 2.69 0.04 0.90 17.99 0.372 0.372 0.0052 0.0150 3,048.0 lbs 2,832.0 lbs 18.5850 k 0.6 Rho:bal Moment Values Stiffness Mcr Mactual I gross I cracked I effective 8-11 8-11 in44 in"4 in^4 2.187 2.54 0.04 352.37 85.89 352.372 2.337 2.54 0.09 352.37 86.26 352.372 2.424 2.54 2.26 352.37 86.45 352.372 2.499 2.54 1.18 352.37 86.65 352.372 2.499 2.54 3.30 352.37 86.65 143.218 Base Horizontal 10.7 lbs 15.1 lbs Top Horizontal 10.75 lbs 15.07 Ibs Deflections Deflection Defl. Ratio in 0.004 76,209.6 0.011 31,857.2 0.258 1,302.3 0.136 2,474.6 0.701 479.6 Vertical @ Wall Base 17.835 k 0.750 k Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 KW -060,05983, Title : Dsgnr: Project Desc.: Project Notes : Ty u a Warehouse "mit Submittal 06/30/2008 Page 76 of 137 Printed: 20 JUN 2008, 7:59AFd le CAM Nlorld1EC60_Fdes107-122450t hfl-up sleet uphun.ecfi' ENERCAL.C, INC 7983-2008, Ver. 6.0.19; N:42922 l.sci c Description : Panels 16 (2 & 9 sim) -1 Story - Phase 1 Reactions - Vertical & Horizontal Load Combination W Only E Only D+Lr+Lf D+Lf+S D+Lf+W+S/2 D+Lf+S+W/2 D+Lf+S+El1.4 Base Horizontal 1,540.0 lbs 2,832.0 lbs 10.7 lbs 25.7 lbs 1,552.4 lbs 792.8 ibs 2,033.4 lbs rSe. Owner .CoLLONS:ENGINgERINQ Top Horizontal 1,540.00 lbs 3,048.00 lbs 10.75 lbs 25.67 lbs 1,527.58 lbs 747.23 lbs 2,166.58 lbs Vertical @ Wall Base 0.000 k 0,000 k 17.835 k 18.585 k 18.210 k 18.585 k 18.585 k collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 ZS.pSrx _. o. Z I/PT °i• "Ta Tukwila Warehouse Permit Submittal 06/30/2008 Page 77 of 137 Protect Protect No. Date Sketch Br x Sheet a P.. Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete SI ender al ))))) Title : Dsgnr: Project Desc.: Project Notes : Tukwila Warehouse JO1Pgrmit Submittal 06/30/2008 Page 78 of 137 Ft inled: 20 JUN 2008,0:10/A " •ENERCAC, iNC.,198=g008, Ver 6,0.19, N:42922 Description : Panel 20 (typ panel) - 1 Story - Phase 1 General Information f'c : Concrete 28 day strength = Fy : Rebar Yield Ec : Concrete Elastic Modulus = Fr : Rupture Modulus Max % of p balanced Max Pu/Ag = f'c * Concrete Density One -Story Wall Dimensions A Clear Height 3.50 ksi 60.0 ksi 3,372.17 ksi 295.804 psi 0.60 0.060 144.0 pcf 29.0 ft B Parapet height = 3.0 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support in Width "strip width" for analysis 12.0 in Reveal Data Reveal Depth F Reveal Start Loc G Reveal End Loc M Reveal Rebar 0.50 in 12.0 ft 25.0 ft Drape Main Bars Vertical Loads Vertical Uniform Loads . (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar Bar Size Bar Spacing Code Ref: AC 1 318-05, Sec. 14.8 7.250 in Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 Minimum Vertical Steel % = .0020 3.6250 in 5.0 10.0 in G DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 0.0720 0.0 0.0 0.0 0.0 0.0 0.10 k/ft 0.0 k/ft Lateral Loads Full area WIND load 22.0 psf Wall Weight Seismic Load Input Method : Factor applied to wall weight entered Fp = Wall Wt. * 0.40 34.80 psf Seismic factor to be applied to wall weight 0.40 Collons +Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 i Concrete Slender Wall #';�.. W436005983' Title : Dsgnr: Project Desc.: Project Notes : Tukwila Warehouse JOIPgrmit Submittal 06/30/2008 Page 79 of 137 Printed 20 JUN 2008, 8 1641 File 0:1810 Worid1EC60_Files\Q7 722 4501 eft -up steel oii on.ec6 ENERCALC, INC.1983-2000, Ver 6.0.19, N:42922 4tcet S' Chtner GOLI,;ONS ENGIN, RINcj' Description : Panel 20 (typ panel) -1 Story - Phase 1 DESIGN SUMMARY Governing Load Combination .. . PASS Moment Capacity Check +1.20D+0.50Lr+0.50L+1.60V PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.40D+0.50L+0.20S-1.OE PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D Design Maximum Combinations - Moments Axial Load Load Combination Pu k 0.061c"b"t +1.40D at 28.03 to 29.00 0.000 18.270 2.59 +1.20D+0,50Lr+1.60L at 28.03 to 29.00 0.000 18.270 2.59 +1.20D+0.50L+0.505 at 28.03 to 29.00 0.000 18.270 2.59 +1.200+1.60Lr+0.50L at 28.03 to 29.00 0.000 18.270 2.59 +1.20D+1.60Lr+0.50L+0.80W at 14.50 to 15. 1.913 18.270 2.24 +1.20D+1.60Lr+0.50L-0.80W at 28.03 to 29. 0.000 18.270 2.59 +1.20D+0.50L+1.60S at 28.03 to 29.00 0.000 18.270 2.59 +1.200+0.50L+1.60S+0.80W at 14.50 to 15.4 2.073 18.270 2.24 +1.200+0.501+1.603-0.80W at 28.03 to 29.0 0.000 18.270 2.59 +1.20D+0.50Lr+0.50L+1.60W at 13.53 to 14. 2.014 18.270 2.24 +1.20D+0.50Lr+0.50L-1.60W at 28.03 to 29. 0.000 18.270 2.59 +1.200+0.50L+0.50S+1.60W at 13.53 to 14.5 2.064 18.270 2.24 +1.20D+0.50L+0.50S-1.60W at 28.03 to 29.0 0.000 18.270 2.59 +1.40D+0.50L+0.203+E at 13.53 to 14.50 2.370 18.270 2.24 +1.400+0.50L+0.20S-1.0E at 28.03 to 29.00 0.000 18.270 2.59 +0.90D+1.60W at 13.53 to 14.50 1.511 18.270 2.24 +0.90D -1.60W at 28.03 to 29.00 0.000 18.270 2.59 +0.70D+E at 13.53 to 14.50 1.175 18.270 2.24 +0.70D -1.0E at 28.03 to 29.00 0.000 18.270 2.59 Design Maximum Combinations - Deflections Axial Load Moment Values Pu Mcr Mactual k k -ft k -ft D +L + Lf at 16.43 to 17.40 1.426 D+L+W at 16.43 to 17.40 1.526 D+L+W+S/2 at 14.50 to 15.47 1.644 D+L+S+W/2 at 14.50 to 15.47 1.695 D+L+S+E/1.4 at 14.50 to 15.47 1.695 Reactions - Vertical & Horizontal Load Combination Base Horizontal 1.4 lbs 1.9 lbs Mcr k -ft Load Combination Actual Values . Max Mu Min. Defl. Ratio Max. Deflection Max Pu / Ag Max As/bd Mcracking Maximum Reactions. . Top Horizontal Base Horizontal Vertical Reaction Mu k -ft 0.06 0.05 0.08 0.05 1.91 0.05 0.14 1.96 0.14 4.69 0.05 4.66 0.08 4.72 0.07 4.35 0.04 4.14 0.03 2.24 2.24 2.24 2.24 2.24 D Only S Only 0.02 0.06 2.43 1.23 2.91 • 4.6659 k -ft 179.851 1.9349 in 44.6232 psi .0085520 2.5914 k -ft Allowable Values . 6.2790 k -ft 150 2.320 in 210.0 psi 0.014966 5.5450 k -ft Phi " Mn Deflection Ratio Clear Ht. / Ratio 0.06 " f c Aslbd = 0.5 " pbal Minimum Phi Mn • for Load Combination.... E Only E Only D+Lf+S+E/1.4 Moment Values Phi Phi Mn k -ft 0.90 0.90 0.90 0.90 0.88 0.90 0.90 0.88 0.90 0.88 0.90 0.88 0.90 0.88 0.90 0.89 0.90 0.89 0.90 I gross in^4 307.72 307.72 307.72 307.72 307.72 5.54 5.54 5.54 5.54 6.28 5.54 5.54 6.34 5.54 6,32 5.54 6.33 5.54 6.45 5.54 6.13 5.54 6.00 5.54 Stiffness I cracked in"4 19.27 19.33 19.40 19.43 19.43 As n°2 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 0.372 I effective in"4 307.718 307.718 84.614 307.718 39.328 Top Horizontal 1.38 ibs 1.94 lbs As Eff As Ratio in^2 0.372 0.0086 0.372 0.0086 0.372 0.0086 0.372 0.0086 0.404 0.0086 0.372 0.0086 0.372 0.0086 0.407 0.0086 0.372 0.0086 0.406 0.0086 0.372 0.0086 0.406 0.0086 0.372 0.0086 0.411 0.0086 0.372 0.0086 0.397 0.0086 0.372 0.0086 0.392 0.0086 0.372 0.0086 504.593 lbs 504.607 lbs 2.9560 k 0.6 * Rho:bal 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 . 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 Deflections Deflection Defl. Ratio in 0.004 98,327.9 0.008 41,114.4 0.694 501.1 0.170 2,045.3 1.935 179.9 Vertical @ Wall Base 2.856 k 0.100 1 Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender Wall 1~:10', # tciN 6005983 Title : Dsgnr: Project Desc.: Project Notes : Description : Panel 20 (typ panel) -1 Story - Phase Reactions`- Vertical & Horizontal Load Combination W Only E Only D+Lr+Lf D+Lf+S D+Lf+W+S/2 D + Lf + S + W/2 D+Lf+S+E/1.4 Base Horizontal 319.0 lbs 504.6 lbs 1.4 lbs 3.3 lbs 318.5 lbs 162.1 lbs 355.9 lbs Tukwila Warehouse hermit Submittal 06/30/2008 Page 80 of 137 Printed: 20 JUN 2000, 0:16AM .ee4Cs1BeC QwWortndRr0FCleGs\0.L1ON5S01 oaftoNrp G,0I.1N9o,EpNuRo9nR2,e9cI26N2EECAC 010.1983-2008 V-usteel Top Horizontal 319.00 lhs 504.59 lbs 1.38 Itis 3.30 lbs 319.48 ihs 156.95 lbs 364.96 lbs Vertical @ Wall Base 0.000 k 0.000 k 2.856 k 2.956 k 2.906 k 2.956 k 2.956 k collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 )p: 425.369.1101 • f:425.369.1157 b ISpsf (i') zs. Tukwila Warehouse Permit Submittal 06/30/2008 Page 81 of 137 Protect Prefect No. Dab Stetch 8Y x Shat a, 7,114 _Prr ©. 3 LTD I✓/F (se..1 569 y`'c-E�r Jj . 1�S�1,zfx Ii (1i ')( Il'X'i l) i 3, 8_1 Nrr i 1 t .(o.4)7.zr � 12,s (7'c/? _ 0.3c,,41p Zlo'. "i �= Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender Wal LI+r? KW4/6005983 Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 10 -1 Story - Phase 1 General Information fc : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,372.17 ksi Fr : Rupture Modulus = 295.804 psi Max % of p balanced = 0.60 Max Pu/Ag = fc * = 0.060 Concrete Density = 144.0 pcf One -Story Wall Dimensions A Clear Height = 29.0 ft B Parapet height = 5.0 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support Width "strip width" for analysis Reveal Data Reveal Depth F Reveal Start Loc G Reveal End Loc M Reveal Rebar Vertical Loads Vertical Uniform Loads ... (Applied per foot of Strip Width) DL : Dead Load Ledger Load Eccentricity 6.750 in 0.2160 Concentric Load 0.3630 in 60.0 in 0.50 in 12.0 ft 25.0 ft Drape Main Bars Wail Thickness Rebar at each face Rebar "d" distance Lower Level Rebar Bar Size Bar Spacing 7.250 in 1.250 in # 5.0 8.0 in Tukwila Warehouse JoiPrmit Submittal 06/30/2008 Page 82 of 137 Printed: 20 JUN 2008, 9 09AM File. C:IBLC World1EC69-FlIes107122,4501 it up steel dp00n.ee6 ENERCN.C, INC. 1983.2008, Ver. 0.0.19, N:42922 ns ONS.ENGIN.EERINa:. ENGINEERING` Code Ref: ACI 318-05, Sec. 14.8 Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 Minimum Vertical Steel % _ .0020 A G Lateral Loads Full area WIND load 22.0 psf Fp = Wall Wt. * 0.40 = 34.80 psf Concentrated Lateral Loads .. . DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load Height above base ("Applied to full "STRIP Width") Load #1 Load #2 k k k k k ft k k k k k ft Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 0.30 k/ft k/ft Wall Weight Seismic Load Input Method : Factor applied to wall weight entered Seismic factor to be applied to wall weight 0.40 Distributed Lateral Loads ... (Applied to full "STRIP Width') Load #1 Load #2 DL : Dead Load k/ft k/ft Lr : Roof Live Load k/ft k/ft Lf : Floor Live Load k/ft k/ft E : Seismic Load 0.3630 k/ft k/ft W :Wind Load k/ft k/ft Location of start & end of load above base... Dist. to TOP 26.0 ft ft Dist. to BOTTOM ft 17.0 ft Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Description : Panels 10 -1 Story - Phase 1 DESIGN SUMMARY. Title : Dsgnr: Project Desc.: Project Notes : Governing Load Combination .. PASS Moment Capacity Check +1.40D+0.50L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.40D+0.50L+0.205-1.OE PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D Design Maximum Combinations -Moments Axial Load Load Combination +1.40D at 28.03 to 29.00 +1.20D+0.50Lr+1.60L at 28.03 to 29.00 +1.20D+0.50L+0.50S at 28.03 to 29.00 +1.20D+1.60Lr+0.50L at 28.03 to 29.00 +1.20D+1.60Lr+0.50L+0.80W at 14.50 to 15. +1.20D+1.60Lr+0.50L-0.80W at 28.03 to 29. +1.20D+0.50L+1.60S at 28.03 to 29.00 +1.20D+0.50L+1,60S+0.80W at 14.50 to 15.4 +1.20D+0.50L+1.60S-0.80W at 28.03 to 29.0 +1.20D+0.50Lr+0.50L+1.60W at 14.50 to 15. +1.20D+0.50Lr+0.50L-1.60W at 28.03 to 29. +1.20D+0.50L+0,50S+1.60W at 14.50 to 15.4 +1.20D+0.50L+0.50S-1.60W at 28.03 to 29.0 +1.40D+0.50L+0.20S+E at 17.40 to 18.37 +1.40D+0.50L+0.20S-1.0E at 28.03 to 29.00 +0.90D+1.60W at 14.50 to 15.47 +0.90D -1.60W at 28.03 to 29.00 +0.70D+E at 17.40 to 18.37 +0.70D -1.0E at 28.03 to 29.00 Pu k 0.000 0.000 0.000 0.000 2.731 0.000 0.000 3.211 0.000 2.731 0.000 2.881 0.000 2.893 0.000 2.048 0.000 1.416 0.000 Design Maximum Combinations - Deflections Axial Load Pu k 2.107 2.407 2.426 2.576 2.491 Load Combination D+L+Lf at 16.43 to 17.40 D+L+W at 16.43 to 17.40 D + L +W +S/2 at 14.50 to 15.47 D+L+S+W/2 at 14.50 to 15.47 D+L+S+E/1.4 at 15.47 to 16.43 0.06*fc*b*t k 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 Mcr k -ft 2.71 2.71 2.71 2.71 2.62 2.71 2.71 2.62 2.71 2.62 2.71 2.62 2.71 2.62 2.71 2.62 2.71 2.62 2.71 Actual Values . Max Mu Min. Defl. Ratio Max. Deflection Max Pu / Ag Max As/bd Mcracking Maximum Reactions . . Top Horizontal Base Horizontal Vertical Reaction Mu Phi k -ft 0.17 0.90 0.15 0.90 0.23 0.90 0.15 0.90 1.97 0.88 0.15 0.90 0.42 0.90 2.13 0.87 0.42 0.90 4.00 0.88 0.15 0.90 4.06 0.88 0.23 0.90 7.17 0.88 0.20 0.90 3.92 0.88 0.11 0.90 6.78 0.89 0.09 0.90 Moment Values Mcr Mactual k -ft k -ft 2.62 2.62 2.62 2.62 2.62 Reactions -Vertical & Horizontal Load Combination Base Horizontal ....... ..... D Only 20.7 IUs S Only 29.1 ibs 0.07 0.17 2.47 1.34 4.98 I gross inA4 363.54 363.54 363.54 363.54 363.54 Tukwila Warehouse Jo14rmit Submittal 06/30/2008 Page 83 of 137 Pi filled 20 JUN 2008, 9 09A File C VBLC World1E060_FiIes107-122 4501 tilt -up steel option.ec6 ENERCALR„I NC. 1983.2008, Ver: 6.0.19, N42922 License Qa}rner...,FC?I�i:OtV'.NGINEERINP; 7.1695 k -ft 229.637 1.5154 in 56.1211 psi .0064580 2.7088 k -ft Allowable Values .. . 22.6016 k -ft 150 2.320 in Phi* Mn Deflection Ratio Clear Ht. / Ratio 0.06 * f'c As/bd = 0.5 * pbal Minimum Phi Mn . for Load Combination.... E Only E Only D+Lf+S+E/1.4 Moment Values Phi Mn As k -ft in `2 21.84 21.84 21.84 21.84 22.56 21.84 21.84 22.68 21.84 22.56 21.84 22.60 21.84 22.60 21.84 22.39 21.84 22.23 21.84 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 0.465 Stiffness I cracked I effective in 4,4 in^4 104.74 105.38 105.41 105.74 105.56 363.537 363.537 363.537 363.537 123.141 210.0 psi 0.014966 21.8394 k -ft 4,945.07 lbs 3,367.93 lbs 19.1850 k As Eff As Ratio inA2 0.465 0.0065 0.0150 0.465 0.0065 0.0150 0.465 0.0065 0.0150 0.465 0.0065 0.0150 0.511 0.0065 0.0150 0.465 0.0065 0.0150 0.465 0.0065 0.0150 0.519 0.0065 0.0150 0.465 0.0065 0.0150 0.511 0.0065 0.0150 0.465 0.0065 0.0150 0.513 0.0065 0.0150 0.465 0.0065 0.0150 0.513 0.0065 0.0150 0.465 0.0065 0.0150 0.499 0.0065 0.0150 0.465 0.0065 0.0150 0.489 0.0065 0.0150 0.465 0.0065 0.0150 0.6 * Rho:bal Deflections Deflection Defl. Ratio in 0.009 0.022 0.296 0.162 1.515 38,023.4 15,870.5 1,176.3 2,147.4 229.6 Top Horizontal Vertical @ Wall Base 20.73 lbs 17.685 k 29.09 lbs 1.500 k Colions + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 #.;jKW-060O5983,.., Title : Dsgnr: Project Desc.: Project Notes Description : Panels 10 -1 Story - Phase 1 Reactions - Vertical & Horizontal Load Combination W Only E Only D+Lr+Lf D+Lf+S D+Lf+W+S/2 D+Lf+S+W/2 D+Lf+S+E/1.4 Base Horizontal 1,595.0 lbs 3,367.9 lbs 20.7 lbs 49.5 lbs 1,623.7 lbs 843.8 lbs 2,421.9 lbs Tuuk la Warehouse `to�5grmit Submittal 06/30/2008 Page 84 of 137 CWord EC60 Ae (07 122 041 BPeeled20pU.9:09A6M FileC ENERCALC, C1987.2008 Vfter 60e9k N4n2e922 1.1cenSe OWn'or QLLONS,ENPINEaR!NG+•. Top Horizontal 1,595.00 lbs 4,945.07 lbs 20.73 lbs 49.53 Ihs 1,566.35 lbs 751.22 Ibs 3,515.96 Ibs Vertical @ Wall Base 0.000 k 0.000 k 17.685 k 19.185 k 18.435 k 19.185 k 19.185 k collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p:425.369.1101 • f:425369.1157 PNS; I� 1 Tukwila Warehouse Permit Submittal 06/30/2008 Page 85 of 137 CES I i ...! I • , I I N _ poi--�_ .wind. up F T4 FT h6 I I 1 i I 1 { .US: TfrrI S: _ C -ASE. _ _Tc beSXs. i i I r,,. e P►A., *3E- . i 1 F> op ,A.)4 _ ra I Cor k _ 'PM I I 0430- - 3a- 1 S v` j �'� j2z ' 2.� - PI o - r () ' �2)( `/z).. I.274-IG/ii-_ � Z.Z6 SPI�- 1--- ' _ 1 ) I— .° 1 i I I. 4 Cc'4/i \ N44)-1-12, L — (l.. y z, s $' ) ()( 1 N7_)(>4) _ 3, Z 311 i I i i i , 1 i. Lictl-r s 2-7-(7- i 4- 4 t6 I \ Z3 Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Stender;! Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 19 - 2 Story - Phase 2 General Information f'c : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.02 ksi Fr : Rupture Modulus = 443.706 psi Max % of p balanced = 0.60 Max Pu/Ag = f'c* = 0.060 Concrete Density = 144.0 pcf Two -Story Wall Dimensions A 1st Story Height = B 2nd Story Height = C Parapet height = 15.0 ft 29.0 ft 2.50 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support Initial Lateral Disp. @ 2nd Floor Width of wall portion for analysis ("strip width") Reveal Data Reveal Depth F Reveal Start Loc G Reveal End Loc M Reveal Rebar Bar Size Bar Spacing in in 23.0 in = 0.50 in = 12.0 ft 25.0 ft Drape Main Bars = # 4 16.0 in Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. . Bar Size # 5 Bar Spacing Upper Level Rebar .. . Bar Size # 5 Bar Spacing Tukwila Warehouse JOP4rmit Submittal 06/30/2008 Page 86 of 137 Printed 20 JUN 2008, 3 46PM ile: C.\RLC WoridiEC60,Flesl07.122 4801 tilt up ateel,op8on.ec6 NERCAt C INC.19832008 Vet 6.09; N 4?922, Lfgense .hoer ',CQLLQNS ENGINERING, Code Ref: ACI 318-05, Sec, 14.8 7.250 in Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 1.250 in Minimum Vertical Steel % .0020 6.0 in Vertical Loads Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Mid -Height Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity Concentric Load Lateral Loads Full area WIND load Fp = Wall Wt. * 0.40 6.750 in 22.0 psf 34.80 psf Concentrated Lateral Loads ... (Applied to full "STRIP Width") Load #1 Load #2 DL : Dead Load k Lr : Roof Live Load k Lf : Floor Live Load k E : Seismic Load k W: Wind Load k Height above base ft k k k k k ft C B A 6.0 in G DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 1.2760 0.550 k/ft 3.2630 kill 1.2760 1.540 k/ft k/ft Wall Weight Seismic Load Input Method : Factor applied to wall weight entered Seismic factor to be applied to wall weight 0.40 Distributed Lateral Loads ... (Applied to full "STRIP Width') Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load k/ft k/ft k/ft 0.2750 k/ft kill Location of start & end of load above base .. Dist. to TOP 30.0 ft Dist. to BOTTOM ft Load #2 k/ft k/ft kill kill kill ft ft Colions + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 "Concrete Slender Ulla!! Title : Dsgnr: Project Desc.: Project Notes : Flr.X,.08006783, 1 7;, i• e Description : Panels 19 - 2 Story - Phase 2 DESIGN SUMMARY. Governing Load Combination ... PASS Moment Capacity Check +0.90D+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.20D+0.50Lr+1.60L PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D Design Maximum Combinations = Moments Axial Load Load Combination Pu 0.061c`b1 k k +1.400 at 42.07 to 43.03 6.895 18.270 +1.200+0.50Lr+1.60L at 14.50 to 15.00 12.783 18.270 +1.20D+0.50L+0.50S at 42.07 to 43.03 6.185 18.270 +1.20D+1.60Lr+0.50L at 42.07 to 43.03 5.910 18.270 +1.20D+1.60Lr+0.50L+0.80W at 34.33 to 35. 6.717 18.270 +1.200+0.50L+1.605 at 42.07 to 43.03 6.790 18.270 +1.200+0.50L+1.60S+0.80W at 35.30 to 36.2 7.496 18.270 +1.20D+0.50Lr+0.50L+1.60W at 33.37 to 34. 6.818 18.270 +1.200+0.50L+0.50S+1.60W at 33.37 to 34.3 7.093 18.270 +1.200+0.50L+0.20S+E at 28.53 to 29.50 7.432 18.270 +0.90D+1.60W at 32.40 to 33.37 5.189 18.270 +0.900+E at 28.53 to 29.50 5.492 18.270 Design Maximum Combinations • Deflections Load Combination D + L +Lf at 20.80 to 21.77 D + L + W at 36.27 to 37.23 D + L + W +S/2 at 31.43 to 32.40 D +L +S +W/2 at 32.40 to 33.37 D+L+S+E/1.4 at 29.50 to 30.47 Reactions • Vertical & Horizontal Load Combination D Only S Only W Only E Only +Lr+Lf D+Lf+S D+Lf+W+S/2 D+Lf+S+W/2 Axial Load Pu k 6.775 Mcr k -ft 4,13 4.17 4.13 4.13 4.13 4.13 4,13 4.13 4.13 4.13 4.13 4.13 Actual Values ... Max Mu Min. Defl. Ratio Max. Deflection Max Pu / Ag Max As/bd Mcracking Tukwila Warehouse 3obrmit Submittal 06/30/2008 Page 87 of 137 Printed 20 JUN 2008 3 40P1,1 file C VBE0 WatdIEC60,Fi!es107122 4501 St up steell op8an.ec6 0NERCALG, INC. 1983-20Q8, Ver 6.0.19, N:42922 LIPenS@ QWn@Y QOLLONS Er!1G!NEE IN 7.7652 k -ft 490.776 0.70908 in 163.728 psi .0086110 4.1730 k -ft Maximum Reactions ... Top Horizontal Base Horizontal Mid -Ht Horizontal Vertical Reaction Mu k -ft 0.93 1.21 0.93 0.79 1.59 1.25 1.92 2.84 2.93 7.87 2.78 7.77 Allowable Values .. Phi *Mn Deflection Ratio Clear Ht. / Ratio 0.06"f'c As/bd = 0.5 " pbal Minimum Phi Mn for Load Combination.... E Only E Only E Only D+Lf+S+E/1.4 Moment Values Phi Phi Mn As k -ft r ^2 0.84 0.80 0.85 0.85 0.84 0,84 0.84 0.84 0.84 0.84 0.86 0.85 29.65 28.45 29.64 29.63 29.56 29.65 29.58 29.55 29.55 29.50 29.03 29.01 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 Moment Values Stiffness Mcr Mactual I gross I cracked I effective k -ft k..ft in^4 in^4 in"4 4.17 0.45 388.84 166.03 388.838 5.979 4.13 0.57 432.93 215.84 432.928 6.125 4.13 1.78 432.93 215.74 432.928 6.316 4.13 1.11 432.93 216.15 432.928 6.568 4.13 5.35 432.93 216.37 277.506 Base Horizontal 31.4 Ibs 12.6 lbs 99.7 lbs 1,360.2 lbs 105.4 Ebs 92.5 Ebs 193.7 ibs 139.7 lbs Mid Horizontal Top Horizontal 47.114 ibs 78.48 ibs 39.541 lbs 26.96 lbs 1256.234 Ihs 499.41 lbs 8273.919 Ibs 1,413.15 lbs 7.888 lbs 97.56 lbs 32.138 ills 124.60 lbs 1274.690 I bs 386.99 l b s 663.613 Ibs 124.37 lbs As Eff in"l 0.822 0.833 0.810 0.806 0.813 0.820 0.826 0.814 0.818 0.820 0.756 0.759 29.0147 k -ft 150 2.320 in 210.0 psi 0.014966 26.0629 k -ft 1,413.15 lbs 1,360.23 lbs 8,273.92 lbs 22.9051 k As Ratio 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.6 * Rho:bal 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 Deflections Deflection Defl. Ratio n 0.017 20,329.3 0.024 14,544.5 0.162 2,152.5 0.094 3,697.2 0.709 490.8 Vertical @ Wall Base 18.899 k 1.054 k 0.000 k 0.000 k 21.851 k 22.905 k 22.378 k 22.905 k Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 'Concrete Slender Wall, Lic;,# KW Q6005983 Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 19 - 2 Story Phase 2 Reactions - Vertical & Horizontal Load Combination ... Base Horizontal D + Lf + S + E/1.4 1,044.7 Ibs Mid Horizontal 5965.853 ibs Tukwila Warehouse JONrmit Submittal 06/30/2008 Page 88 of 137 Printed: 20 JUN 2008, 3:46PM File C 18LCWortd1EC60 Files07-122458189 up steel option oc6'_. •ENERCALC INC 1983 2008 Vec 6:019,°N42922 1,1cen a Owner cokxoNs ENGINERJNG' Top Horizontal 880.42 ibs Vertical @ Wall Base 22.905 k collons + smith structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 p: 425,369.1101 • 1:425 369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 89 of 137 rtL 16. See- PNLL 1. r - collons + smith structural engineers 485 Front Steet N • Suite F-3 �. Issaquah, WA 98027 )p: 425.369.1101 • f:425.369.1157 G.o PI ,.. I ; \ l (i/ X 10/ 2 J (11/S'i S� / . C! 1 tpsr 1) .(-1.?“->i,z 4,f C/s,r) 4,ci:/,7.S,LIz•S)(,$) = 0-1cg3 -3.<1 10 4-o P 1 Tukwila Warehouse — Permit Submittal 06/30/2008 Page 90 of 137 Pt Week holed Na Date By x Sketch Sheet a = ` l S psr i 4/9( 13/Z) 1/4\ _ 0-111 r -i ! L; 1.2.5 pekC t ) t1r-77 Z3+i1Y4.544')(' - co.�X,zsx I7,, 14 4,1/-+ 4_) _ �, 2,eirr 13, r PIEZ- Pin 5 S (11 S.ei'_ Tukwila Warehouse Permit Submittal 06/30/2008 Page 91 of 137 FUTURE GUT -OUT 5 co 5 4C1 5'-6" 4'-0" II w u7 12'-0" t A 5/53.2 \. cnid PP P -I 8 c 57• N �s� Colions + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender Wall ¢ , # :i KVV-060 Description : Panels 1- Pier A -1 Story - Phase 1 General Information f'c : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,372.17 ksi Fr : Rupture Modulus = 295.804 psi Max % of p balanced = 0.60 Max Pu/Ag = f'c " = 0.060 Concrete Density = 144.0 pcf One -Story Wall Dimensions A Clear Height = 28.0 ft B Parapet height = 5.0 ft Wall Support Condition Top & Bottom Pinned Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. . Bar Size Bar Spacing Title : Dsgnr: Project Desc.: Project Notes : Tu w la Warehouse uc �rmit Submittal 06/30/2008 Page 92 of 137 Printed: 20 JUN 2008, 9.46AM i(e C 18E C Wo d EC60_.FlIes107-122 4501 Ott u9 gleet i pOon.ec6— :ENERCALC,INC.1983-2008, ya 6.0.19, NA2922 icense Owner COLLot S. ENGINgERiNG`,` Code Ref: ACI 318-05, Sec. 14.8 7.250 in Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 1.250 in Minimum Vertical Steel % _ .0020 5.0 8.0 in Initial Lateral Disp. @ Top Support Width "strip width" for analysis Reveal Data Reveal Depth = 0.50 in F Reveal Start Loc = 12.0 ft G Reveal End Loc = 25.0 ft M Reveal Rebar Drape Main Bars in 60.0 in Vertical Loads Vertical Uniform Loads . (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load G Lateral Loads Full area WIND load Fp = Wall Wt. " 0.40 22.0 psf = 34.80 psf Concentrated Lateral Loads .. . Load'#1 Load #2 DL : Dead Load k Lr : Roof Live Load k Lf : Floor Live Load k E : Seismic Load k W : Wind Load k Height above base ft (Applied to full "STRIP Width) k k k k k ft DL : Dead Load 0.010 1.7050 Lr : Roof Live Load Wall Weight Seismic Load Input Method : Seismic factor to be applied to wall weight Lf : Floor Live Load S : Snow Load 0.10 k/ft k/ft Factor applied to wall weight entered 0.40 Distributed Lateral Loads ... (Applied to full "STRIP Width) Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load k/ft k/ft k/ft 0.1630 k/ft k/ft Location of start & end of load above base... Dist. to TOP 23.0 ft Dist. to BOTTOM 10.0 ft Load #2 k/ft kfft k/ft k/ft k/ft ft ft Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 i` Concrete Slender Wall , KW»g6005983 Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 1 - Pier A -1 Sto DESIGN SUMMARY PASS PASS Phase 1 Governing Load Combination ... Moment Capacity Check +1.40D+0.50L+0.20S+E Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check , +1.40D+0.50L+0.20S-1.OE PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D Design Maximum Combinations Moments Axial Load Load Combination Pu k +1.400 at 27.07 to 28.00 0.000 +1.20D+0.50Lr+1.60L at 27.07 to 28.00 0.000 +1,20D+0.50L+0.50S at 27.07 to 28.00 0.000 +1.20D+1.60Lr+0.50L at 27.07 to 28.00 0.000 +1.20D+1.60Lr+0.50L+0.80W at 13.07 to 14. 4.139 +1.200+1.60Lr+0.50L-0.80W at 27.07 to 28. 0.000 +1.20D+0.50L+1.60S at 27.07 to 28.00 0.000 +1.200+0.50L+1.60S+0.80W at 14.00 to 14.9 4.202 +1.20D+0.50L+1.605-0.80W at 27.07 to 28.0 0.000 +1.20D+0.50Lr+0.50L+1.60W at 13.07 to 14. 4.139 +1.20D+0.50Lr+0.50L-1.60W at 27.07 to 28. 0.000 +1.20D+0.50L+0.50S+1.60W at 13.07 to 14.0 4.189 +1.200+0.50L+0.505 -1.60W at 27.07 to 28.0 0.000 +1.40D+0.50L+0.20S+E at 14.00 to 14.93 4.735 +1.40D+0.50L+0.20S-1.0E at 27.07 to 28.00 0.000 +0.90D+1.60W at 13.07 to 14.00 3.104 +0.90D -1.60W at 27.07 to 28.00 0.000 +0.700+E at 14.00 to 14.93 2.358 +0.70D -1.0E at 27.07 to 28.00 0.000 Design Maximum Combinations • Deflections, Axial Load Load Combination Pu D +L + Lf at 15.87 to 16.80 3.206 D+L+W at 15.87 to 16.80 3.306 D+L+W+S/2 at 14.00 to 14.93 3.418 D +L +S +W/2 at 14.00 to 14.93 3.468 D +L +S +E/1.4 at 14.00 to 14.93 3.468 Reactions - Vertical & Horizontal _oad Combination D Only S Only Actual Values .. Max Mu Min. Defl. Ratio Max. Deflection Max Pu / Ag Max As/bd Mcracking Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction 0.06*fc*b*t Mcr Mu k k -ft k -ft 2.71 0.01 2.71 0.01 2.71 0.03 2.71 0.01 2.62 1.79 2.71 0.01 2.71 0.10 2.62 1.84 2.71 0.10 2.62 3.71 2.71 0.01 2.62 3.73 2.71 0.03 2.62 6.35 2.71 0.02 2.62 3.64 2.71 0.01 2.62 5.95 2.71 0.00 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 Moment Values Mcr Mactual k -ft k -ft 2.62 2.62 2.62 2.62 2.62 Base Horizontal 1.0 lbs 10.0 lbs T w'la Warehouse �o rmit Submittal 06/30/2008 Page 93 of 137 Punted 20 JUN 2008 9 4OAM Foe: ile C IBi CWorld1EC80_Files1071224501 Lit up steeloptlon.ec6 ENERCALC INC 1983-2008, Ver 6,0.19, N:42922 tic9ns9owner,:,COLi-PN4 ENGINEER[NC,= Allowable Values .. 6.3513 k -ft Phi * Mn 23.0142 k -ft 321.765 Deflection Ratio 150 1.0442 in Clear Ht. / Ratio 2.240 in 72.6090 psi 0.06 * fc 210.0 psi 0064580 As/bd = 0.5 * pbal 0.014966 2.7088 k -ft Minimum'Phi Mn 21.8394 k -ft for Load Combination.... E Only 3,684.69 lbs E Only 3,306.31 lbs D+Lf+S+E/1.4 23.430 k Moment Values Phi Phi Mn As k -ft inA2 0.90 21.84 0.465 0.90 21.84 0.465 0.90 21.84 0.465 0.90 21.84 0.465 0.87 22.89 0.465 0.90 21.84 0.465 0.90 21.84 0.465 0.87 22.90 0.465 0.90 21.84 0.465 0.87 22.89 0.465 0.90 21.84 0.465 0.87 22.90 0.465 0.90 21.84 0.465 0.86 23.01 0.465 0.90 21.84 0.465 0.87 22.65 0.465 0.90 21.84 0.465 0.88 22.47 0.465 0.90 21.84 0.465 As Eff As Ratio in'•2 0.465 0.0065 0.0150 0.465 0.0065 0.0150 0.465 0.0065 0.0150 0.465 0.0065 0.0150 0.534 0.0065 0.0150 0.465 0.0065 0.0150 0.465 0.0065 0.0150 0.535 0.0065 0.0150 0.465 0.0065 0.0150 0.534 0.0065 0.0150 0.465 0.0065 0.0150 0.535 0.0065 0.0150 0.465 0.0065 0.0150 0.544 0.0065 0.0150 0.465 0.0065 0.0150 0.517 0.0065 0.0150 0.465 0.0065 0.0150 0.504 0.0065 0.0150 0.465 0.0065 0.0150 0.6 * Rho:bal Stiffness 1 gross I cracked I effective in^4 inA4 in^4 0.00 363.54 107.12 363.537 0.04 363.54 107.36 363.537 2.24 363.54 107.59 363.537 1.14 363.54 107.71 363.537 4.32 363.54 107.71 134.927 Top Horizontal 1.00 lbs 10.04 lbs Deflections Deflection Defl. Ratio in 0.000 0.004 0.248 0.127 1.044 839763.2 76,276.9 1,353.1 2,638.1 321.8 Vertical @ Wall Base 22.930 k 0.500 k Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender Wal ►co6Qt159> l Title : Dsgnr: Project Desc.: Project Notes Description : Panels 1 - Pier A -1 Story - Phase 1 Reactions - Vertical & Horizontal Load Combination W Only E Only D+Lr+Lf D+Lf+S D+Lf+W+S/2 D + Lf + S + W/2 D+Lf+S+E/1.4 Base Horizontal 1,540.0 lbs 3,306.3 lbs 1.0 lbs 10.9 lbs 1,540.3 lbs 778.1 lbs 2,349.7 IUs Tya wila Warehouse `lo grmit Submittal 06/30/2008 Page 94 of 137 Printed 20JUN2008 946AM File: C,186CWodd1EC60 Fi1es10i-1 P2 Ab 41t up steel ppUon.ec6 ENERCALC INC 19832008 Ver: 60.19, N:42922 Liioansec weer (?LLANsENGINggRING. Top Horizontal Vertical @ Wall Base 1,540.00 lbs 0.000 k 3,684.69 ihs 0.000 k 1.00 lbs 22.930 k 10.95 lbs 23.430 k 1,539.71 lbs 23.180 k 761.90 lbs 23.430 k 2,643.89 lbs 23.430 k Colions +Smith Structural Engineer 485 Front Street N, Ste F-3 • Issaquah, WA 98027 Concrete Slender Wall L1c x KW16,405983,' Title : Dsgnr: Project Desc.: Project Notes : Description : Panels 1 - Pier B -1 Story - Phase 1 General Information fc : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,372.17 ksi Fr: Rupture Modulus = 295.804 psi Max % of p balanced = 0.60 Max Pu/Ag = fc ` = 0.060 Concrete Density 144.0 pcf One-Stor ry Wall Dimensions A Clear Height = 28.0 ft B Parapet height = 5.0 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support in Width "strip width" for analysis 48.0 in Reveal Data Reveal Depth F Reveal Start Loc G Reveal End Loc M Reveal Rebar 0.50 in = 12.0 ft = 25.0 ft Drape Main Bars Vertical Loads Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Lateral Loads Full area WIND load Fp = Wall Wt. * 0.40 Concentrated Lateral Loads ... Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load Height above base Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar Bar Size Bar Spacing B Ta iia Warehouse ermit Submittal 06/30/2008 Page 95 of 137 Pnntedt 20 JUN 2008, 9 50AM de: C.ACLC WOHd1EC60,,Files107.12 4501tilt-up steelGption.ec6 ENERCALG INC 1983-2008 Wed,:6,0.19, N:42922 Licertse Owhet CQLLONS ENGINgERING' Code Ref: ACI 318-05, Sec. 14.8_ 7.250 in Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 1.250 in Minimum Vertical Steel % _ .0020 5.0 6.0 in DL : Dead Load 0.1170 4.7580 Lr: Roof Live Load Lf : Floor Live Load S : Snow Load 0.1630 k/ft k/ft 22.0 psf Wall Weight Seismic Load Input Method : Factor applied to wall weight entered 34.80 psf Seismic factor to be applied to wall weight 0.40 (Applied to full "STRIP Width') Load #2 k k k ft k k k k k ft Distributed Lateral Loads ... (Applied to full "STRIP Width") Load #1 Load #2 DL : Dead Load k/ft k/ft Lr : Roof Live Load k/ft k/ftLf : Floor Live Load k/ft k/ft E : Seismic Load 0.3810 k/ft k/ft W : Wind Load k/ft k/ft Location of start & end of load above base .. . Dist. to TOP23.0 ft ft Dist. to BOTTOM 13.0 ft ft Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender Wall FFIG. .c<KW106005983 Title : Dsgnr: Project Desc.: Project Notes : Jo k ila Warehouse ermit Submittal 06/30/2008 Page 96 of 137 Printed: 20 JUN 2006, 9 50A Fila C IBLC World\E*C60_Files102122 4501 tOt ap steel op0on.ee6 ENERCALC, INC.1903-2008 Vet: 6.0.19, N:42922 `3lcense Description : Panels 1 - Pier 8 -1 Story - Phase 1 DESIGN SUMMARY Governing Load Combination .. PASS Moment Capacity Check +1.40D+0.50L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.40D+0.50L+0.205-1.OE PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D Design Maximum Combinations - Moments Axial Load Load Combination Pu k +1.40D at 27.07 to 28.00 0.000 18.270 +1.200+0.50Lr+1.60L at 27.07 to 28.00 0.000 18.270 +1.20D+0.50L+0.505 at 27.07 to 28.00 0.000 18.270 +1.200+1.60Lr+0.50L at 27.07 to 28.00 0.000 18.270 +1.209+1.60Lr+0.50L+0.80W at 14.00 to 14. 7.834 18.270 +1.200+1.60Lr+0.50L-0.80W at 27.07 to 28. 0.000 18.270 +1.209+0.50L+1,605 at 27.07 to 28.00 0.000 18.270 +1.20D+0.50L+1.60S+0.80W at 14.60 to 14.9 8.094 18.270 +1.200+0.50L+1.60S-0.80W at 27.07 to 28.0 0.000 18.270 +1.20D+0.50Lr+0.50L+1.60W at 14.00 to 14. 7.834 18.270 +1.20D+0.50Lr+0.50L-1.60W at 27.07 to 28. 0.000 18.270 +1.20D+0.50L+0.50S+1.60W at 14.00 to 14.9 7.915 18.270 +1.20D+0,50L+0.50S-1.60W at 27.07 to 28.0 0.000 18.270 +1.40D+0.50L+0.20S+E at 14.93 to 15.87 9.058 18.270 +1.40D+0.50L+0.20S-1.0E at 27.07 to 28.00 0.000 18.270 +0.90D+1,60W at 14.00 to 14.93 5.875 18.270 +0.900-1.60W at 27.07 to 28.00 0.000 18.270 +0.70D+E at 14.93 to 15.87 4.513 18.270 +0.70D -1.0E at 27.07 to 28.00 0.000 18.270 Design Maximum Combinations - Deflections 0.061c*b`t Mcr k k -ft Load Combination D +L + Lf at 15.87 to 16.80 D+L+W at 15.87 to 16.80 D+L+W+S/2 at 14.00 to 14.93 D+L+S+W/2 at 14.00 to 14.93 D+L+S+El1.4 at 14.93 to 15.87 Reactions = Vertical & Horizontal Load Combination D Only S Only 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 Actual Values . Max Mu Min. Defl. Ratio Max, Deflection Max Pu / Ag Max As/bd Mcracking Maximum Reactions . . Top Horizontal Base Horizontal Vertical Reaction Mu k -ft 0.09 0.08 0.12 0.08 1.89 0.08 0.23 1.98 0.23 3.95 0.08 3.98 0.12 10.41 0.11 3.79 0.06 9.30 0.05 10.4114 k -ft 216.180 1.5543 in 123.511 psi .0086110 2.7419 k -ft wner i COLL ONS'ENGINEE 'llP4 Allowable Values... Phi *Mn Deflection Ratio Clear Ht. / Ratio 0.06 ` f c As/bd = 0.5 * pbal Minimum Phi Mn . for Load Combination.,.. E Only E Only D+Lf+S+E/1.4 Moment Values Phi Phi Mn k -ft 27.67 27.67 27.67 27.67 28.43 27.67 27.67 28.44 27.67 28.43 27.67 28.43 27.67 28.46 27.67 28.32 27.67 28.22 27.67 0.90 0.90 0.90 0.90 0.84 0.90 0.90 0.83 0.90 0.84 0.90 0.84 0.90 0.83 0.90 0.85 0.90 0.86 0.90 As in"2. 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 0.620 Axia! Load Moment Values Stiffness Pu Mcr Mactual 1 gross I cracked I effective k k -ft k -ft in"4 in"4 inA4 6.366 2.74 0.04 382.11 144.85 382.112 6.529 2.74 0.10 382.11 145.19 382.112 6.610 2.74 2.35 382.11 145.35 382.112 6.691 2.74 1.23 382.11 145.52 382.112 6.610 2.74 6.88 382.11 145.35 155.026 Base Horizontal 9.3 lbs 13.1 lbs Top Horizontal 9.32 lbs 13.10 lbs As Eff inA2 0.620 0.620 0.620 0.620 0.751 0.620 0.620 0.755 0.620 0.751 0.620 0.752 0.620 0.771 0.620 0.718 0.620 0.695 0.620 28.4641 k -ft 150 2.240 in 210.0 psi 0.014966 27.6656 k -ft 4,398.08 lbs 3,309.52 lbs 31.6360 k As Ratio 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.6 Rho:bal 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0,0150 0.0150 Deflections Deflection Defl. Ratio in 0.005 73,161.8 0.011 30,531.7 0.250 1,345.9 0.132 2,547.2 1.554 216.2 Vertical @ Wall Base 30.984 k 0.652 k Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 'Concrete Slender Wall Lia K11V»06045983 ..., > Title : Dsgnr: Project Desc.: Project Notes : u la Warehouse rmit Submittal 06/30/2008 Page 97 of 137 Printed: 20 JUN 2008, 9.50AM File eN3LC World1EC60_FlIest07-122450161t-up steelop0on,eo6" ENERCALC,INC.1983.2008 ,Ver,, 6,0.19, N:42922 Ltccnse;.Qvmer„ CQ DNS, ENGINEERINa Description : Panels 1 - Pier B -1 Story - Phase 1 Reactions - Vertical & Horizontal Load Combination W Only E Only D+Lr+Lf D+Lf+S D+Lf+W+S/2 D+Lf+S+W/2 D+Lf+S+E/1.4 Base Horizontal 1,232,0 lbs 3,309.5 Ibs 9.3 Ibs 22.3 Ibs 1,243,3 Ibs 636.1 Ibs 2,358.6 Ibs Top Horizontal 1,232.00 lbs 4,398.08 Ibs 9.32 the 22.29 lbs 1,220.67 Ibs 595.95 Ibs 3,146.80 Ibs Vertical @ Wall Base 0.000 k 0.000 k 30.984 k 31.636 k 31.310 k 31.636 k 31.636 k Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Slender Wall Li M W4 600 Title : Dsgnr: Project Desc.: Project Notes : � uuI wila Warehouse rmit Submittal 06/30/2008 Page 98 of 137 Pointed 20 JUN 2008, 9 50A File; C:IBLCVWorldiEC60_FIes1Q7-122 4501lift up steel option ec6 " ENERCALC 1N0 1983.2008, Ver. 6.0.19, N;42922 .icense 0Wner,.':COL ONS ENGINEERING Description : Panels 1 - Pier C -1 Story - Phase 1 General Information fc : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,372.17 ksi Fr: Rupture Modulus = 295.804 psi Max % of p balanced = 0.60 Max Pu/Ag = f'c " = 0.060 Concrete Density = 144.0 pcf One -Story Wall Dimensions A Clear Height = B Parapet height Wall Support Condition Top & Bottom Pinned 28.0 ft 5.0 ft Initial Lateral Disp. @ Top Support Width "strip width" for analysis Reveal Data Reveal Depth F Reveal Start Loc G Reveal End Loc M Reveal Rebar in 30.0 in 0.50 in = 12.0 ft 25.0 ft Drape Main Bars Vertical Loads Vertical Uniform Loads . . (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Lateral Loads Full area WIND load Fp = Wall Wt. * 0.40 Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. . Bar Size Bar Spacing A Code Ref: ACI 318-05, Sec. 14.8 7.250 in Temp Diff across thickness = 70.0 deg F Min Allow Out -of -plane Defl Ratio = 150 1.250 in Minimum Vertical Steel % _ .0020 5.0 5.0 in DL : Dead Load 0.1220 3.6980 Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 0.170 k/ft loft 22.0 psf Wall Weight Seismic Load Input Method : Factor applied to wall weight entered 34.80 psf Seismic factor to be applied to wall weight Concentrated Lateral Loads ... (Applied to full "STRIP Width') Load #1 Load #2 DL : Dead Load k Lr : Roof Live Load k Lf : Floor Live Load k E : Seismic Load k W : Wind Load k Height above base ft k k k k k ft 0.40 Distributed Lateral Loads ... (Applied to full "STRIP Width') Load #1 DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load E : Seismic Load W : Wind Load k/ft k/ft kfft 0.2180 klft klft Location of start & end of load above base ... Dist. to TOP 23.0 ft Dist. to BOTTOM 15.0 ft Load #2 k/ft k/ft k/ft k/ft kfft ft ft Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Title : Dsgnr: Project Desc.: Project Notes : T k ila Warehouse o-'" ermit Submittal 06/30/2008 Page 99 of 137 Printed' 20 JUN 2000, 0.58AM File C:\BEC Woild1EC60es107 1224501 Oft -up steel oplon,ec6 ENERCALC,INC.1983-2008 Ver 6.0.19, N:42922 K 06005903 Description : Panels 1- Pier C -1 Story - Phase 1 DESIGN SUMMARY Governing Load Combination PASS Moment Capacity Check +1.40D+0.50L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.40D+0.50L+0.20S-1.OE PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D+0.50L+0.20S-1.OE Design Maximum Combinations - Moments Axial Load Pu 0.06*fc*b*t k k Load Combination +1,40D at 27.07 to 28.00 +1.20D+0.50Lr+1.60L at 27.07 to 28.00 +1.20D+0.50L+0.50S at 27.07 to 28.00 +1.20D+1.60Lr+0.50L at 27.07 to 28.00 +1.20D+1.60Lr+0.50L+0.80W at 14.00 to 14. +1.20D+1.60Lr+0.50L-0.80W at 27.07 to 28. +1.20D+0.50L+1.60S at 27.07 to 28.00 +1.20D+0.50L+1.605+0.80W at 14.00 to 14.9 +1.20D+0.50L+1.60S-0,80W at 27.07 to 28.0 +1.20D+0.50Lr+0.50L+1.60W at 14.00 to 14. +1.20D+0.5OLr+0.50L-1.60W at 27.07 to 28. +1.20D+0.50L+0.50S+1.60W at 14.00 to 14.9 +1.20D+0.50L+0.50S-1.60W at 27.07 to 28.0 +1.40D+0.50L+0.20S+E at 15.87 to 16.80 +1.40D+0.50L+0.20S-1.0E at 27,07 to 28.00 +0.90D+1.60W at 14.00 to 14.93 +0.90D -1.60W at 27.07 to 28.00 +0.70D+E at 15.87 to 16.80 +0.70D -1.0E at 27.07 to 28.00 0.000 0.000 0.000 0.000 6.568 0.000 0.000 6.840 0.000 6.568 0.000 6.653 0.000 7.469 0.000 4.926 0.000 3.718 0.000 Design Maximum Combinations - Deflections Axial Load Pu k Load Combination D +L + Lf at 15.87 to 16.80 D+L+W at 15.87 to 16.80 D +L +W +8/2 at 14.00 to 14.93 D+L+S+W/2 at 14.00 to 14.93 D+L+S+E/1.4 at 14.93 to 15.87 Reactions - Vertical & Horizontal Load Combination D Only S Only 5.311 5.481 5.558 5.643 5.562 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 18.270 Mcr k -ft 2.77 2.77 2.77 2.77 2.83 2.77 2.77 2.83 2.77 2.83 2.77 2.83 2.77 2.83 2.77 2.83 2.77 2.83 2.77 Actual Values ... 8.0918 k -ft 336.043 0.99987 in 106.640 psi 0.010333 2.8349 k -ft Max Mu Min. Defl. Ratio Max. Deflection Max Pu / Ag Max As/bd Mcracking License:. inner. C- LLON$;ENGINEERING Maximum Reactions .. . Top Horizontal Base Horizontal Vertical Reaction Mu k -ft 0.10 0.08 0.13 0.08 1.87 0.08 0.24 1.96 0.24 3.81 0.08 3.85 0.13 8.09 0.12 3.71 0.06 7.45 0.05 Allowable Values .. . Phi * Mn Deflection Ratio Clear Ht. / Ratio 0.06*f'c As/bd = 0.5 * pbal Minimum Phi Mn for Load Combination.... E Only E Only D+Lf+S+E/1.4 Moment Values Phi Phi Mn As k -ft in'2 0.90 0.90 0.90 0.90 0.85 0.90 0.90 0.84 0.90 0.85 0.90 0.85 0.90 0.84 0.90 0.86 0.90 0.87 0.90 31.80 31.80 31.80 31.80 31.87 31.80 31.80 31.86 31.80 31.87 31.80 31.87 31.80 31.83 31.80 31.91 31.80 31.91 31.80 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 0.744 Moment Values Stiffness Mcr Mactual 1 gross I cracked I effective k -ft k -ft in^4 in^4 inA4 2.83 0.04 396.94 167.85 396.944 2.83 0.10 396.94 168.19 396.944 2.83 2.32 396.94 168.35 396.944 2.83 1.22 396,94 168.52 396.944 2.83 5.41 396.94 168.36 190.200 Base Horizontal 6.1 lbs 8.5 lbs As Eff in"2 0.744 0.744 0.744 0.744 0.853 0.744 0.744 0.858 0.744 0.853 0.744 0.855 0.744 0.868 0.744 0.826 0.744 0.806 0.744 31.8312 k -ft 150 2.240 in 210.0 psi 0.014966 31.8026 k -ft 2,401.43 lbs 1,778.57 lbs 17.1525 k As Ratio 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.0103 0.6 * Rho:bal 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 0.0150 Deflections Deflection Defl. Ratio in 0.005 73,474.5 0.011 30,654.7 0.239 1,405.2 0.127 2,653.8 1.000 336.0 Top Horizontal Vertical @ Wall Base 6.07 lbs 16.727 k 8.54 lbs 0.425 k Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete: Slender Wad Lic. } KVV-060050$3„ ' Description : Panels 1 - Pier C -1 Story - P Reactions - Vertical & Horizontal Load Combination W Only E Only D+Lr+Lf D+Lf+S D+Lf+W+S/2 D+Lf+S+W/2 D+Lf+S+E/1.4 hase 1 Base Horizontal 770.0 lbs 1,778.6 lbs 6.1 lbs 14.5 lbs 777.6 lbs 398.2 lbs 1,273.9 lbs Title : Dsgnr: Project Desc.: Project Notes : TyMja Warehouse T6rrmit Submittal 06/30/2008 Page 100 of 137 Punted: 20 JUN 2008, 9 58A tle C IBLC WoiidtE C6 fileS107 f22 4501 81t -up steel op800 ec6 ENBRCALG;INC. 1983-2008 ter;6.0.19, N;42922 I#icenre, G3+rr2ef „< O;L:QNS ENGINEERING'' Top Horizontal 770.00 lbs 2,401.43 lbs 6.07 lbs 14.54 lbs 762.37 lbs 371.80 lbs 1,711.85 lbs Vertical @ Wall Base 0.000 k 0.000 k 16.728 k 17.153 k 16.940 k 17.153 k 17.153 k r- collons + smith ' structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 p; 425.369.1101 • F. 425 369.1157 n•44 • P.Sc- _ 1(0.21'11' p'e,= 3.150 pw- ,Q,.._ lax = As. s o, a\ j r Tukwila Warehouse Permit Submittal 06/30/2008 Page 101 of 137 1, z th 1. ion 4 . v "15'S 1 370,31 1st.#� Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 1 Concrete Column #+ti.K1N406005983.` Description : Title : Dsgnr: Project Desc.: Project Notes : TulcAiW Warehouse 'Whit Submittal 06/30/2008 Page 102 of 137 Painted 25 JUN 2008, 1 07PM ie:-CaOLC World\EC60 ,Files107-1224501 iit=pp steelopton,ec6 ENERCAL; INC 19832008, Ver: 8.0.18, N42922 feen re.Oitirier: COLLONS.ENGINEERING;• Panel 25 - pilaster General Information f'c : Concrete 28 day strength = E= _ Density J3 Fy - Main Rebar E - Main Rebar Allow. Reinforcing Limits Min. Reinf. 3.50 ksi 3,122.0 ksi 145.0 pcf = 0.850 = 60.0 ksi 29,000.0 ksi ASTMA615 Bars Used 1.0 Max. Reinf. = 8.0 Load Combination :2006 IBC & ASCE 7-05 Column Cross Section Column Edge Coordinates..., X=0.Oin, Y=0.Oin X=16.Oin, Y=0.Oin X=16.Oin, Y=18.Oin X=0.Oin, Y=18.Oin Code Ref : 2006 IBC, ACI 318-05 Overall Column Height = 14.0 ft End Fixity Top Pinned, Bottom Fixed ACI Code Year ACI 318-05 Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis. buckling = 14ft, K = 0.80 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 10 ft, K = 0.80 Type of Stirrups used : Fy - Stirrups E - Stirrups #w7:21±.1 e 4,' (')*y Rebar Sizes & Locations Total bars = Bar Size X Y Bar Size X Y # in in # 6 2.375 2.375 # 6 8.000 15.625 # in in # 6 2.375 15.625 # 6 8.000 2.375 Applied Loads Column self weight included : 4,060.0 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 14.0 ft above base, Xecc=1.50in, Yecc=1.250in, D = 202.40, L = 71.440, S = 26.250 k Ties 40.0 ksi = 29,000.0 ksi Circular Column Note: Bar distances are from column center. Bar Size X Y Bar Size X Y # in in # in in 13.625 15,625 # 6 13.625 2.000 # 6 2.375 9.000 # 6 13.625 9.000 Entered loads factored per load combinations specified by user. DESIGN SUMMARY Maximum Stress Ratio = 0.98295: 1 Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of max.above base 13.9060 ft At maximum location values are ... Pu cp * Pn Mu -x (p*Mn-x: Mu -y cp * Mn -y : Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity Pnmin : Nominal Min. Tension Axial Capacity Pn, max : Usable Compressive Axial Capacity tp Pn, min : Usable Tension Axial Capacity 362.056 k 362.056 k 36.8321 k -ft 84.2327 k -ft 44.1985 k -ft 83.5625 k -ft Governing Load Combination Results Governing Factored Load Combination +1.40D +1.20D+0,50Lr+1.60L+1.60H Dist. from base ft 1,057.53 k -211.20 k 549.915 k -137.280 k Axial Load Analysis k ' Dist, from Pu W *Pn Pu1;tpPn base ft 8 x *Mux 0.00 289.04 289.04 1.000 13.91 29.22 0.00 362.06 362.06 1.000 13.91 36.83 Maximum SERVICE Load Reactions.. Top along Y -Y 4.0191 k Bottom along Y -Y 4.0191 k Top along X -X 3.3492 k Bottom along X -X 3.3492 k Maximum SERVICE Load Deflections .. . Along Y -Y 0.016152 in at 9.3960 ft above base for load combination : D + L + S Along X -X 0.024530in at 9.3960ft above base for load combination : D + L + S General Section Information . = 0.650 13 =0.850 0 = 0.80 p : % Reinforcing 1.2222 % Rebar % Ok Reinforcing Area 3.520 in^2 Concrete Area 288.0 IO2 Bending Analysis . k -ft cp Mnx 6y * Muy 87.43 35.06 84.23 44.20 (Mux! (pMnx + �P Mny; Muyl;gpMny) 87.78 0.857 83.56 0.983 Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Coluj LfC # 1.KW4$9o5983 Title Dsgnr: Project Desc.: Project Notes : TulcyKilp Warehouse °Wet -nit Submittal 06/30/2008 Page 103 of 137 Printed' 25 JUN 2008, 1'07(10 File C IaLQ, Wodd1 C60_FIes1071224501 hit up stet op8on.ec6 ENERCA1C, INC.1883.2008, Ver. 6.0.15 N:42922 •, Lfeense,Qbaner:; COLLONS ENCatfJE RlNi Description : Panel 25 - pilaster Governing Load Combination Results Governing Factored Load Combination +1.20D -t) 50L+0.50S+1.60 H +1.20D+1.60Lr+0.50L +1.200+0.50L+1.60S 11.200+0 50L+1.60S+0.80W +1.20D+0 50L+0.50 S+1.60 W +1.20D+0 50 L+0.20 S+E MaximumReactions - Unfactc Load Combination D Only Lr+Lf Only S Only D+Lr+L D+L+S D+L+S+W/2 D+L+W+S/2 D+L+S+E/1.4 Dist. from Axial Load Analysis k base ft Pu rP * Pn Pul (p Pn 0.00 296.60 296.60 1.000 0.00 283.47 283.47 1.000 0.00 325.47 325.47 1.000 0.00 325.47 325.47 1.000 0.00 296.60 296.60 1.000 0.00 288.72 288.72 1.000 Dred Reaction along X -X Axis @ Base @ Top 2.259 2.259 0.797 0.797 0.293 0.293 3.056 3.056 3.349 3.349 3.349 3.349 3.203 3.203 3 349 3 349 • Maximum Deflections for Load Combinations = Unfactored Loads Load Combination Max. X -X Deflection Distance D Only 0.0165 in 9.396 ft Lr+Lf Only S Only D+Lr+L D+L+S D+L.+S+W/2 D+L+W+S/2 D+L+S+El1.4 Sketches, 0.0058 in 0.0021 in 0.0224 in 0.0245 in 0.0245 in 0.0235 in 0.0245 in 9.396 ft 9.396 ft 9.396 ft 9.396 ft 9.396 ft 9.396 ft 9.396 ft Dist. from base ft o x * Mux 13.91 30.08 13.91 28.73 13.91 33.06 13.91 33.06 13.91 30.08 13.91 29.27 Bending Analysis k -ft cp Mnx. $y * Muy 87.07 36.10 87.64 34.47 85.91 39.67 85.91 39.67 87.07 36.10 87.41 35.12 + rp Mny Mu(Muxlyl�pMnxcpMni 87.64 0.870y) 87.80 0.849 86.48 0.918 86.48 0.918 87.64 0.870 87.77 0.857 Note: Only non -zero reactions are listed. Reaction along Y -Y Axis @ Base @ Top 2.711 2.711 0.957 0.352 3.667 4.019 4.019 3.843 4.019 0.957 0.352 3.667 4.019 4.019 3.843 4.019 Max. Y -Y Deflection Distance 0.011 in 9.396 ft 0.004 in 9.396 ft 0.001 in 9.396 ft 0.015 in 9.396 ft 0.016 in 9.396 ft 0.016 in 9.396 ft 0.015 in 9.396 ft 0.016 in 9.396 ft tool, Wong i•% Awl Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 Concrete Column L.10, # KIV-06005983, . .: Description Title : Dsgnr: Project Desc.: Project Notes : Tui<xV Warehouse Pmit Submittal 06/30/2008 Page 104 of 137 Printed' 25 JUN 2008:,1 07PNI File: C 1140 W id1EC60_F1es10) 1224501 fill up steel option ec6 ENERCALC, INC. 1983-2008, Ver. 6 •0•19, N,42922 is Owner ^ COt ONS.ENGINEERi(+MG,' Panel 25 - pilaster Interaction Diagram 549.9 494.9 439.9 384.9 329.9 275.0 220.0 165.0 110,0 55.0 -49.9 -99.8 -149.6 -199.5 -249.4 0.0 Concrete Column P -M Interaction Diagram Allowable Moment (k -ft) 13.9 27.8 41.7 55.6 69.5 83.4 97.2 125.0 a) 0 0 Q 138.9 Tukwila Warehouse Permit Submittal 06/30/2008 Page 105 of 137 LATERAL r collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 u: 425.369.1101 - f: 425 369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 106 of 137 E collons +smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • E 425 369,1157 Tukwila Warehouse —I Permit Submittal 06/30/2008 Page 107 of 137 1 l er Z. I Te_A 0/917/vAgsr collons + smith structural engineers 485 Front Steet N • Suite F-3 , Issaquah, WA 98027 p: 425.369.1 I 0 I • f: 425 369 1157 tPc J±! ; i F'2s. 1,04P -I Z1 _, '13.31 r6F. Tukwila Warehouse —I Permit Submittal 06/30/2008 Page 108 of 137 1' n�cwClnD, ' O t La; L tn+/M•O L_..... E collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p:425.369.II0I • f:425.369,1157 Tukwila Warehouse —1 Permit Submittal 06/30/2008 Page 109 of 137 1 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425 369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 110 of 137 I . . fbn.c.e- C _ t. .tSs4--tic ax)r-4.0Ls IFLI i La9 D-5.5, I • I I I 1 Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 ASCE 7-05 Seismic Factor Determination fSlN !;0906083;„ Description : 4501 Tilt -up with steel framing Occupancy Category Occupancy Category of Building or Other Structure : Occupancy Importance Factor Title : Dsgnr: Project Desc.: Project Notes : Tu w a Warehouse `Kermit Submittal 06/30/2008 Page 111 of 137 Printed 26 JUN 2008, 11 31A File CA-KCworldVEC60 Fileslp7122 4561 tilt up steel option.ec6 ENERCALC INC 1999-20Q8, Vet: 6.019%N:42922 ense0wnerr3 ,COLL'ONS'ENGINEERING Calculations per IBC 2006 & ASCE 7-05 "II" : All Buildings and other structures except those listed as Category I, III, and IV ACSE 7-05, Page 3, Table 1-1 USER DEFINED Ground Motion Max. Ground Motions, 5% Damping : Ss = 1.4690 g, 0.2 sec response S 1 = 0.5050 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv Fa 1.00 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Eartquake Acceleration SMS = Fa *Ss = 1.469 SM1 =Fv'S1 = 0.758 Design Spectral Acceleration S/ pSSMS 2 = 3 SD1=S M1* 2/3 Seismic Design Category Resisting System ) Basic Seismic Force Resisting System ... Bearing Wall Systems Special reinforced concrete shear walls Response Modification Coefficient " R " = 5.00 Building height Limits : System Overstrength Factor " Wo " 2.50 Category "A & B" Limit: Deflection Amplification Factor " Cd " 5 00 Category "C" Limit: Category "D" Limit: Category "E" Limit: Category "F" Limit: ACSE 7-05, Page 116, Table 11.5-1 ASCE 7-05 9.4.1.1 ASCE 7-05 Table 20.3-1 ASCE 7-05 Table 11.4-1 & 11.4-2 ASCE 7-05 Table 11.4-3 0.979 ASCE 7-05 Table 11.4-4 0.505 D ( SDS is most severe ) NOTE! See ASCE 7-05 for all applicable footnotes. No Limit No Limit Limit = 160 Limit = 160 Limit = 100 ASCE 7-05 Table 11.6-1 ASCE 7-05 Table 12.2-1 Redundancy Factor:, ASCE 7-05 Section 12,3.4 Seismic Design Category of D, E, or F therefore Redundancy Factor " p " = 1.3 Lateral Force Procedure Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-0512.8 Determine Building Period Structure Type for Building Period Calculation : All Other Structural Systems " Ct" value "x"value = 0.020 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : "TL" : Long -period transition period per ASCE 7-05 Maps 22-15 -> 22-20 " hn " : Height from base to highest level = " Cs_" Response Coefficient S Ds: Short Period Design Spectral Response " R": Response Modification Factor " I ": Occupancy Importance Factor 38.0 ft Ta = Ct * (hn ^ x) = 0.306 sec 6.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.979 From Eq. 12.8-2, Preliminary Cs = 5.00 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than Cs : Seismic Response Coefficient = S DS (RII) ASCE 7-05 Section 12.8 Use ASCE 12.8-7 = 0.306 sec ASCE 7-05 Section 12.8.1.1 0.196 = 0.330 0.010 0.1959 Collons + Smith Structural Engineer 485 Front Street N, Ste F-3 Issaquah, WA 98027 'ASCE 7-05 Seismic Factor Determination Title : Dsgnr: Project Desc.: Project Notes : T jvyila Warehouse Permit Submittal 06/30/2008 Page 112 of 137 Printed: 26 JUN 2003, 11.31AM Firei,C,1aLCWoridE-66-6Filesl07.1224501lilt•upsteelopdon.ec6. • ENERCALC, INC.1983-2008, Ver: 6.0.19, N•42922 Lie,* . KW. 06005983 ,.. " ... .., , ;, ' . License. Owner; CO NS iENGINEERING: Description : 4501 Tilt -up with steel framing Seismic Base Shear Cs - 0.1959 from 12.8.1.1 Vertical Distribution of Seismic Forces " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Calculated for Strength Design Load Combinations W ( see Sum Wi below) = 2,180.20 k Seismic Base Shear V = Cs *W = 427.03 k ASCE 7-05 Section 12.8.3 Level # Wi : Weight Hi : Height (Wi * Hi) Ak Cvx Fx=Cvx *V Sum Story Shear Sum Story Moment 3 129.00 38.00 4,902.00 0.10 44.08 44.08 0.00 2 990.50 28.00 27,734.00 0.58 249.41 293.49 440.83 1 1,060.70 14.00 14,849.80 0.31 133.54 427.03 4,549.65 Sum Wi= 2,180.20 k....Hi = 47,485.80 k -ft Total Base Shear= 427,03 .,Iii, ent= 10,528.1 k -ft ASCE 7-05 9.5.2.6.4.4 Diaphragm Forces : Seismic Design Category "D "E" & "F Level # Wi Fi Sum Fi Sum Wi Fpx 3 129.00 44.08 44.08 129.00 44.08 2 990.50 249.41 293.49 1,119.50 259.67 1 1,060.70 133.54 427.03 2,180.20 207.76 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S os * 1 * Wpx MAX Req'd Force @ Level 0.40 *SDS * I * Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Wall Anchorage Concrete & Masonry Wall Normal Force : Minimum Force perACSE 7-05 12.11.1 Minimum Factor : 0.40 * SDS * Importance * Weight = 0.3917 * Weight Concrete & Masonry Wall Anchorage : Seismic Design Category "C" & "D" per ACSE 7-05 12.11.2.1 1,269.0 lbs/ lin. ft Actual Wall Weight Tributary to Anchor Fp : Anchorage Design Force ... Rigid Diaphragm Design Force = 0.40 * SDS * I * Trib. Weight 497.11 lbs / foot Flexible Diaphragm Design Force = 0.80 * SDS * I * Trib. Weight = 994.22 lbs / foot Combination of Load Effects Load Description ASCE 7-05 12.4.2.3 D Qe E Dead Load Seismic Load H & V Load Effect 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E = p * Qe +0.20 *SDS * D = 0.000 0.000 0.000 t = p - ue +u.tu - tub - u = 0.000 0.000 0.000 E = p * Qe +0.20*SDS*D = 0.000 0.000 0.000 E= p * Qe +0.20*SDS*D = 0.000 0.000 0.000 E = p * Qe +0.20 *SDS * D = 0.000 0.000 0.000 E = p * Qe +0.20*SDS*D = 0.000 0.000 0.000 E= p * Qe +0.20 *SDS * D = 0.000 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p:425.369.1 101 - f:425.369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 113 of 137 • ?AL KEPI Tukwila Warehouse Permit Submittal 06/30/2008 Page 114 of 137 16 I P. . FUME 00-04 (OS CAC= BAR SEE 1/533 mar .= SLEEVES TIES E1D air NlN 13251 DA SI 011111111111 tIP5 OM? DM SEE 1/533 JOLT YAT PER 4553 mLT JOLT CAR 4Ja5T . 5T (JOLT T-01• SSL f-01' t 24414. p/ AE PrR MEL f31 CCP 3. bciE a4i aacxarr a SINES T Pl Lm QLY pq .a5T 4 JOLT t2$ a0PO PAA WE 2633 e e 10'4' 54 15'•01' P -a P 40 MISE 01T -CYT 1441' P-0 p..11 PER Ma p•i4 MSL 2,4 p -I .111fa VA3 TTP. A --. x..X ,Cie _ 11i Ce T-01• SSL f-01' t 24414. p/ AE PrR MEL f31 CCP 3. bciE a4i aacxarr a SINES T Pl Lm QLY pq .a5T 4 JOLT t2$ a0PO PAA WE 2633 e e 10'4' 54 15'•01' P -a P 40 MISE 01T -CYT 1441' P-0 p..11 PER Ma p•i4 MSL 2,4 p -I PANEL KV LOCATE IMBEDS PER I= (6) PLACES • ENDS INDICATED 14532 V 14532 V 1053.4 20'4 V BLOGKOUT/ SLEEVES (1N15 GIORD BAR SM 1539 JOIST 1.3015T JOIST 953.4 9 RE1NFORGIN6 5 PER PANEL lIE .. 4 EMBEDS 1 X \"/ II II y/ 11 @ El 4 ,, E I0'-6' 5'-0' 4412 25'-5' 11111 15533_ WINDOW D(SIM) 4C12 E(51 =Mir larMIL. r EE,.. 9'-41' t.4 1,„ E >K v. >K 't 953,4 II t V 9'-11' c 16'-0' E 641' 244 4' 24'-lli' PANEL KV LOCATE IMBEDS PER I= (6) PLACES • ENDS INDICATED 14532 V 14532 V 1053.4 20'4 V BLOGKOUT/ SLEEVES (1N15 GIORD BAR SM 1539 JOIST 1.3015T JOIST 953.4 9 RE1NFORGIN6 5 PER PANEL 05 MORD BM SEE 2533 — ¢JOIST A 353.4 BLOGKOUrI SLEEVES THIS D4D ONLY—� ¢JIT IMP lIE .. 4 EMBEDS 1 X \"/ II II y/ 11 @ El X \ Y-- FOR WINDOW ,, E I0'-6' 5'-0' E 4'-11I' 25'-5' 11111 15533_ WINDOW D(SIM) 1 E(51 =Mir larMIL. r EE,.. 9'-41' t.4 1,„ E 2•-0' 26'-114' 05 MORD BM SEE 2533 — ¢JOIST A 353.4 BLOGKOUrI SLEEVES THIS D4D ONLY—� ¢JIT IMP lIE .. 4 EMBEDS 1 X \"/ II II y/ 11 @ CUT • FUME X \ Y-- FOR WINDOW E I0'-6' 5'-0' E 4'-11I' 25'-5' 11. JOIST REINFORGIN6 STEEL PER PANEL n A JOIST / S2s CHORD EE 1539 BAR REINFORGINS STEEL PER PAM. I=1 B B Tukwila Warehouse Permit Submittal 06/30/2008 Page 115 of 137 FUTURE CUT-OUT (2)45 CHORD BAR SEE 2533—i 4. JOIST 1 JOIST Am .. 4 EMBEDS - IIIMMIIIMIll I 1 /X\ /X\ I 15533_ WINDOW D(SIM) _ E(51 9' -III 5'-0' 9'-41' 24'4' 1.111111111.1111111111111 11.11111.1111111.11 REINFORGINS STEEL PER PAM. I=1 B B Tukwila Warehouse Permit Submittal 06/30/2008 Page 115 of 137 FUTURE CUT-OUT (2)45 CHORD BAR SEE 2533—i 4. JOIST 1 JOIST Am ¢ JOIST JOIST FER 11 A SE FL ' FIN IIIMMIIIMIll I1)4EF !l L4�atcrvt�SmcL.. 15533_ in _ ====tr. ) RANI•i A 1.111111111.1111111111111 11.11111.1111111.11 I x ' AR 4C14 ! % R_ 1 : ( II 9'-11' rEl W411' X 24'-lli' X REINFORGM6 STEEL L EMBEDS M PANELS P -IT ori PER 14532 D2 PE ri (5' 'mock) SEAT EMBED 539 TYP. FLOOR 4 13553 9 9 FR4 FL00 9 I1)4EF 1 15533_ 1 (MB MAT04024 V PEg} 1 : ( i X o X 1 ^ E 6'-41' 6'-0' 20'-1' 52'4' ri (5' 'mock) SEAT EMBED 539 TYP. FLOOR 4 13553 9 9 FR4 FL00 9 Tukwila Warehouse Permit Submittal 06/30/2008 Page 116 of 137 Pan 1 1 1 1 1 1 2 2 2 2 2 1 el Leg Enercalc Panel # Dimensions 11 (ft) d (ft) T (in) H/d X -dim in ft Y -dim in ft 1 1 1 15.00 24.36 7.25 0.62 0.0 0.00 153.8 12.82 2 1 2 15.00 24.94 7.25 0.60 0.0 0.00 450.0 37.50 3 1 3 15.00 24.94 7.25 0.60 0.0 0.00 750.0 62.50 4 1 4 15.00 25.49 7.25 0.59 0.0 0.00 1053.2 87.77 5 1 5 23.00 4.40 7.25 5.23 34.0 2.83 1192.8 99.40 2 6 23.00 4.97 7.25 4.63 311.8 25.98 1192.8 99.40 5 1 7 8.00 5.97 7.25 1.34 378.2 31.52 1192.8 99.40 2 8 8.00 5.97 7.25 1.34 503.8 41.98 1192.8 99.40 7 1 9 11.00 1.97 7.25 5.59 552.2 46.02 1192.8 99.40 2 10 11.00 6.97 7.25 1.58 797.8 66.48 1192.8 99.40 3 1 11 8.00 1.97 7.25 4.06 852.2 71.02 1192.8 99.40 2 12 8.00 2.00 7.25 4.00 912.0 76.00 1192.8 99.40 3 13 11.00 1.97 7.25 5.59 1151.8 95.98 1192.8 99.40 3 1 14 8.00 8.49 7.25 0.94 1215.2 101.27 1192.8 99.40 2 15 8.00 10.49 7.25 0.76 1364.8 113.73 1192.8 99.40 1 16 15.00 20.36 7.25 0.74 1550.2 129.18 1192.8 99.40 1 1 17 15.00 25.49 7.25 0.59 1672.8 139.40 1053.2 87.77 ! 1 18 15.00 24.94 7.25 0.60 1672.8 139.40 750.0 62.50 1 1 19 15.00 24.94 7.25 0.60 1672.8 139.40 450.0 37.50 I 1 20 15.00 24.36 7.25 0.62 1672.8 139.40 153.8 12.82 1 21 9.94 5.50 7.25 1.81 1647.0 137.25 0.0 0.00 2 22 9.94 4.00 7.25 2.48 1482.0 123.50 0.0 0.00 3 23 15.94 2.47 7.25 6.46 1299.0 108.25 0.0 0.00 1 24 8.00 3.97 7.25 2.02 1259.8 104.98 0.0 0.00 2 25 8.00 3.10 7.25 2.58 1181.4 98.45 0.0 0.00 1 26 10.00 5.00 14.50 2.00 1140.0 95.00 0.0 0.00 2 27 10.00 2.47 14.50 4.05 885.2 73.77 0.0 0.00 1 28 10.00 2.47 14.50 4.05 824.8 68.73 0.0 0.00 2 29 10.00 5.00 14.50 2.00 544.0 45.33 0.0 0.00 1 30 8.00 3.94 7.25 2.03 397.2 33.10 0.0 0.00 2 31 8.00 6.14 7.25 1.30 493.6 41.14 0.0 0.00 1 32 23.00 4.97 7.25 4.63 329.8 27.48 0.0 0.00 2 33 23.00 5.00 7.25 4.60 30.0 2.50 0.0 0.00 1 34 15.00 32.48 7.25 0.46 840.0 70.00 1000.0 83.33 4 5 9 10 25 Title : Dsgnr: Description : Scope: Tukwila Warehouse Permit Submittal JotO#/30/2008 Date: 4:47PM, 140414af 137 Rev: 580003 User. KW -0605983, Ver 5.8.0, 1 -Nov -2006 (c)1883-2006 ENERCALC Engineering Software Rigid Diaphragm Torsional Analysis Page 1 FLOOR RIGID DIAPHRAGM EC.ECW:New Building Description 4501 Tilt Up General Information Y -Y Axis Shear 134.00 k X -X Axis Shear 427.00 k ...Shears are applied on each axis separately Min. X Axis Ecc Min. Y Axis Ecc 5.00 % X Axis Center of Mass 69.70 ft 5.00 % Y Axis Center of Mass 49.70 ft MaxX Dimension 139.40ft Max Y Dimension 99.40 ft Wall Data Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E in ft ft ft ft deg CCW Fixity 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 14.500 14.500 14.500 14.500 7.250 7.250 7.250 7.250 7.250 24.360 29.940 29.940 25.490 4.400 4.970 5.970 5.970 1.970 6.970 1.970 2.000 1.970 8.490 10.490 20.360 . 25.490 24.940 24.940 24.360 5.500 4.000 2.470 3.970 3.100 5.000 2.470 2.470 5.000 3.940 6.140 4.970 5.000 32.480 15.000 15.000 15.000 15.000 23.000 23.000 8.000 8.000 11.000 11:000 8.000 8.000 11.000 8.000 8.000 15.000 15.000 15.000 15.000 15.000 9.940 9.940 15.940 8.000 8.000 10.000 10.000 10.000 10.000 8.000 8.000 23.000 23.000 15.000 0.000 0.000 0.000 0.000 2.830 25.980 31.520 41.980 46.020 66.480 71.020 76.000 95.980 101.270 113.730 129.180 139.400 139.400 139.400 139.400 137.250 123.500 108.250 104.980 98.450 95.000 73.770 68.730 45.330 41.140 33.100 27.480 2.500 69.700 12.820 37.500 62.500 87.770 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 99.400 87.770 62.500 37.500 12.820 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 83.330 90.0 90.0 90.0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 90.0 90.0 90.0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 90.0 Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Calculated Wall Forces Label Load Location for Maximum Forces Direct Shears k X ft Y Length Thick 1 0.000 -28.960 0.000 -0.222 2 0.000 -28.960 0.000 -0.273 3 0.000 -28.960 0.000 -0.273 Torsional Shears k Final Max. Wall Shear Length Thick k -16.121 -0.025 -16.121 -22.601 -0.019 -22.601 -22.601 -0.006 -22.601 Title : Dsgnr: Description : Scope : Tukwila Warehouse Permit Submittal 'k /30/2008 Date: 4:47PM, Oggq,Jikligibf 137 Rev: 580003 User. KW -0605983, Ver 5.8.0, 1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software Rigid Diaphragm Torsional Analysis Page 2 9� FLOOR RIGID DIAPHRAGM EC.ECW:New Building Description 4501 Tilt Up 4 0.000 -28.960 0.000 -0.232 -17.420 0.006 5 0.000 -19.020 -0.577 0.000 0.018 -0.001 6 0.000 -19.020 -0.826 0.000 0.026 -0.001 7 0.000 -19.020 -25.647 0.000 0.814 -0.015 8 0.000 -19.020 -25.647 0.000 0.814 -0.010 9 0.000 -19.020 -0.475 0.000 0.015 -0.001 10 0.000 -19.020 -16.973 0.000 0.539 0.000 11 0.000 -19.020 -1.212 0.000 0.038 0.001 12 0.000 -19.020 -1.266 0.000 0.040 0.002 13 0.000 -19.020 -0.475 0.000 0.015 0.002 14 0.000 -19.020 -57.864 0.000 1.836 0.023 15 0.000 -19.020 -89.132 0.000 2.829 0.038 16 0.000 -19.020 -95.242 0.000 3.023 0.015 17 0.000 -28.960 0.000 -0.232 19.923 0.006 18 0.000 -28.960 0.000 -0.227 19.198 -0.005 19 0.000 -28.960 0.000 -0.227 19.198 -0.015 20 0.000 -28.960 0.000 -0.222 18.437 -0.025 21 0.000 -28.960 -11.894 0.000 -1.647 0.023 22 0.000 -28.960 -4.969 0.000 -0.688 0.014 23 0.000 -28.960 -0.309 0.000 -0.043 0.002 24 0.000 -28.960 -8.872 0.000 -1.229 0.018 25 0.000 -28.960 -4.468 0.000 -0.619 0.012 26 0.000 -28.960 -18.111 0.000 -2.508 0.069 27 0.000 -28.960 -2.445 0.000 -0.339 0.010 28 0.000 -28.960 -2.445 0.000 -0.339 0.004 29 0.000 -28.960 -18.111 0.000 -2.508 -0.045 30 0.000 -28.960 -8.691 0.000 -1.204 -0.011 31 0.000 -28.960 -27.475 0.000 -3.805 -0.022 32 0.000 -28.960 -0.826 0.000 -0.114 -0.001 33 0.000 -28.960 -0.841 0.000 -0.116 -0.001 34 11.641 0.000 19.885 0.000 0.232 0.001 Summary -17.420 -0.577 -0.826 -25.647 -25.647 -0.475 -16.973 -1.212 -1.266 -0A75 -57.864 -89.132 -95.242 19.923 19.198 19.198 18.437 -13.541 -5.657 -0.352 -10.101 -5.087 -20.620 -2.784 -2.784 -20.620 -9.895 -31.280 -0.941 -0.957 20.117 X Distance to Center of Rigidity idi i 9 tY Y Distance to Center of Rigidity X Accidental Eccentricity Y Accidental Eccentricity 65.029 ft Controlling Eccentricities & Forces from Applied Y -Y Shear 73.690 ft Xcm + (Min%*MaxX) - X-cr = 11.641 ft Torsion = 1,559.92 k -ft Xcm - (Min%*MaxX) - X-cr = -2.299 ft Torsion = -308.04 k -ft 6.970 ft Controlling Eccentricities & Forces from Applied X -X Shear 4.970 ft Ycm + (Min%*MaxY) - Y-cr = -19.020 ft Torsion = -8,121.60 k -ft Ycm - (Min%*MaxY) - Y-cr = -28.960 ft Torsion = -12,365.98 k -ft Tukwila Warehouse Permit Submittal 06/30/2008 Page 119 of 137 C.R.: (65.02,73.69) —®— 427.00 k — tik .M.: (69.70,49.70) Tukwila Warehouse Permit Submittal 06/30/2008 Page 120 of 137 Top Seam Welds: When sidelaps of the HSB-36 and N-24 roof deck are connected with top seam welds (TSW) (Figure 8), the 11/2 in. (38 mm) long weld must engage the top of the inner (male) leg. Clinch the joint before welding to create contact between the lips. Button Punches: When sidelaps of the HSB-36 and N-24 roof deck are connected with button punches (Figure 8), an average -sized person should be able to stand (not jump) on the flute adjacent to the attach- ment without the joint separating. Parallel Collectors Catalog VR1 Screws: When self -drilling, self -tapping screws are used to connect the sidelaps of HSB-36-SS and N -24 -SS roof decks, they are to be minimum #10 x3/4 in. (19 mm) long. The diaphragm shear values and flexibility factors for deck fastened with screws are the same as those shown for button punched sidelaps. The screws are to be placed at the same spacing as the button punch spacing. The "SS" designation indicates deck provided with extended female lip for screw fastening. Spacing of the attachments at collectors parallel to the deck ribs is based on the type of attachment being used. The maximum spacing of attachments at parallel collectors is 3 ft (914 mm). Arc Spot Welds: Spacing of arc spot welds at collectors parallel to the deck ribs should be based on the shear to be transferred. Table 5 lists allowable shear strength in pounds (newtons). for 1/2 in. (13 mm) effective diameter welds. Table 5: Allowable Shear Strength • per Weld Deck Gage Ib N 22 1047 4,657 20 1257 5,591 18 1673 7,442 16 2093 9,310 Fillet Welds: Spacing of fillet welds used at collectors parallel to the deck flutes should be based on the shear to be transferred. Allowable strength of fillet welds is determined in accordance with AWS D1.3. VERCO MANUFACTURING CO. a 11 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f:425.369.1157 R s PPT?ftouue po-Prne 41-) .e 125-0F _ F 0.1 249 1143 F -r ,22 PL)r , w D . r -be 2&& roc T= speLAJT- C (24'9 =t- 4-4) )(Go • Tukwila Warehouse Permit Submittal 06/30/2008 Page 121 of 137 1o411b (a/116...*.A112 Pours T = d,t4> F /kzs •?01 3-7' -� 4/f _ n.: )31.-� f S`_goLrS._ 3o,' 1101,JIX 2.!1 .. .rtt>< /its 21.E .'.:1 1,0(02.41' _ I1 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 o: 425.369. Tukwila Warehouse —� Permit Submittal 06/30/2008 Page 122 of 137 e..-4.A.L.r } � I ; ' _ r ge% I .N/..t....4.,. - ... _�._ (b: _... — KEsi.�T... la'�-ta_ .r–c�(c.�� H„._1��c.. � .1Z-t:,irv0_1>4 _i('Nc.._ ..)-—._.... — riks L- 13-1 L (s._..10._ • SH -e94.- T&.N/. e ria 3f 6 . _ . rs,,, - 1. c „_6,,,, (-7ff ') .! f � • - > Z.: 2(i/i0(.4. )-3'. i31,co,n6"z i CA F .. 3.2 • m 3 .. ti8q� + a.Z. .(9ep .8 ) = __137 — 4. - .--- � _.. $. [, 1 K Fts o..(0 fr..1 # 1ta.. T Z) . 3+AteA' 9, i8 fibs_ -s. 0 4 ' 6. ' /4r-9 ... -� __. 3.. c.I . 10.80 . < / 3.3 o I 311 FAv oti r—, P collons + smith structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 n: 425.369.1 101 • f: 425.369.1157 I) Tukwila Warehouse Permit Submittal 06/30/2008 ' Page 123 of 137 i � P E� 2- s (F141-6 3 L4A-Ds) (1,21:A 12, S) 33'11)( DL 58p X_76L 4-c 14.E .j. = 10 �c 7 o {= . 9 �F . 6o ib SI . 3 S' : o. _Tio?e 3C z Clr.e 3V. . SSEb--- 4-0 • 3_v-tr. povr- 3 4S -950- ' P I _ w • 2.45 7 I MN-Nr1-t S'e. f 07_S..I3_ ( - C4 - _nuc, ?' Ld x 24l Gs PFS I � 15 I __11 - .c'_A / e.' ^'-r r r 1,2- !. w ti collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 Panel 25 Overturning Moment - seismic F hx OTM 0.7xOTM 293 28 8,204 5,743 20 14 280 196 8,484 5,939 Resisting Dead Loads w L P y ResMom [klf] [ft] [kips] [ft] [k -ft] P1 48.2 33 1,591 P2 35.7 33 1,178 P3 13.1 7 92 Pfoot 28.9 33 954 Wg 2.8 33 92.4 16.5 1,525 W1 2.8 33 92.4 16.5 1,525 W2 4.1 33 135.3 16.5 2,232 wfoot 1.26 33 41.58 16.5 686 9,782 Data for Shear Wall Footing Spread Sheet Pwall = Wg+W1+W2 320.1 kips P1 = P1 48.2 kips P2 = P2 35.7 kips P3 = P3 13.1 kips P4 = Pfoot net. See below. Volume of footing at C2 10ft x 10ft x 24in = 200 ft3 Volume of spread footing under wall 10ft x 6.5ft x 16in = 86 ft3 Net difference Volume = 114 ft3 Weight (P4) = 16.5 kips Tukwila Warehouse Permit Submittal 06/30/2008 Page 124 of 137 Tukwila Warehouse Permit Submittal coHons + smith 06/30/2008 structural engineers Page 125 of 137 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1 101 • f:425.369.1157 SHEAR WALL FOOTING -VER 1.4 Note: Panel 25 INPUT Soil 3,000 allowable bearing pressure 1.33 allowable stress -increase 3,990 (not factored) Loads OTM 5,939 [ft -kip] (+CW, -CCW) [ASD level force] Wall Loads P wall P left P right 320 kips 0 kips 0 kips OUTPUT F.S. OTM :2.13 Soil Pressure - allowable q left 0.00 ksf q right 3.68 ksf OK L' 40.97 ft Factored Moments Distributed Point Loads +Mu @ face of wall Load Dist Mu left = 0.0 ft -kip P1 48.2 kips X1 0 ft Mu right = 458.4 ft -kip P2 35.7 kips X2 0 ft P3 13.1 kips X3 26 ft Factored Shear P4 16.5 kips X4 0 ft Vu @ "d" from wall Vu left = 0.0 kip Geometry Vu right = 20.6 kip a 5 ft phi *Vc = 90.8 kip shear reinf. not rqf. b 33 ft c • 5 ft Reinforcing Steel ftg depth, d 1.33 ft ftg. width, w 6.5 ft Material Properties Load Factor 1.6 (average) fc 3,000 psi Fy 60,000 psi Size of reinforcing steel for: Moment (#) 6 Shear (#) 6 Moment Left 0 Right 16 Shear Stirrups NOT RQD. i/ )#fix Ib' Tukwila Warehouse Permit Submittal 06/30/2008 Page 126 of 137 LATERAL Out of Plane Connections • collons + smith structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 p: 425.369.1101 • .f: 425.369.1157 i w 01A PMRacdnn _ -ro Rco Tukwila Warehouse Permit Submittal 06/30/2008 Page 127 of 137 0 Pei'vri Were 2np c fl0 NO 1 FoR CES, 'ibi toNP-c- t0 f t u. 47) i(pw(e el4n4t J;;0' e. -Cr Jf'nffkt I - • I collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 ' 1 V,110_5'_!?-1Actial i i 1 i • - t ' 1 i ' I '!' t I , 31.r9id ,m-.._ ,..irm,ft.c.4..! i/t1iA-tri.s.. Tukwila Warehouse Permit Submittal 06/30/2008 Page 128 of 137 : , 1 . i 3-20-4)LIF- VAVW • '; I 15.5/114 e‘J feAvrr,y A Rif 1 _k 4' ile,t6; I '32,0PLF ! 1641 1 jo - - • F"..F '141 JL • collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f 425.369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 129 of 137 /e_ --y - -s" - Tylpic,41L I4o0kEL ALT ,D/41s LU ILIALI :nor esutr3 r;l Tukwila Warehouse Permit Submittal 06/30/2008 Page 130 of 137 1/2x8x2x4 W 1/2x1Ox2x4 1/2x12x2x4 1/2x18x4x4 5/8x8x2x4 5/8x10x2x4 5/8x12x.3x4 5/8x18x3x4 3/4x6x 3x4 3/4x8x3x4 3/4x1Ox3x4 )4 x1'2x3x4 3/4x14x4x6 3/4x15x4x6 3/4x16x4x6 314x18x4x5 3/4x2Ox4x6 3/4 x.22x4x5 3/4x24x4x6 .3/4x30x4x5 3/4x.30x4x7 7/8x1Ox3x4 7/8x12x3x4 7/8x18x4x6 1x12x4x4 1 x 16 x 4 x 6 1x18x4x5 1x24x4x4 1x36x4x5 1x36x4x7 1-1/4x32x6x7 1-1/4 x 36 x 5 x 6 1-114x42x6x7 * * 1 • 1 • • • • • •. • . 1 . . . s i Black - Indicates stack ASTM A307 tirade C and F1.554 tirade 36 anchor bolts. Red Indicates stock ASTM F1554 araile 55 anchor bolts. Tukwila Warehouse • Permit Submittal 06/30/2008 Page 131 of 137 Top Seam Welds: When sidelaps of the HSB-36 and N-24 roof deck are connected with top seam welds (TSW) (Figure 8), the 11/2 in. (38 mm) long weld must engage the top of the inner (male) leg. Clinch the joint before welding to create contact between the lips. Button Punches: When sidelaps of the HSB-36 and N-24 roof deck are connected with button punches (Figure 8), an average -sized person should be able to stand (not jump) on the flute adjacent to the attach- ment without the joint separating. Parallel Collectors Screws: When self -drilling, self -tapping screws are used to connect the sidelaps of HSB-36-SS and N -24 -SS roof decks, they are to be minimum #10 x 3/4 in. (19 mm) long. The diaphragm shear values and flexibility factors for deck fastened with screws are the same as those shown for button punched sidelaps. The screws are to be placed at the same spacing as the button punch spacing. The "SS" designation indicates deck provided. with extended female lip for screw fastening. Spacing of the attachments at collectors parallel to the deck ribs is based on the type of attachment being used. The maximum spacing of attachments at parallel collectors is 3 ft (914 mm). Arc Spot Welds: Spacing of arc spot welds at collectors parallel to the deck ribs should be based on the shear to be transferred. Table 5 lists allowable shear strength in pounds (new'tons)• for 1/2 in. (13 mm) effective diameter wel • s. Table 5: Allowable Shear Strength • per Weld Deck Gage Ib N 22 1047 4,657 20 1257 5,591 18 1673 7,442 16 2093 9,310 1 - Fillet Welds: "'I•acing of fillet welds used at collectors parallel to the deck flutes she uld be based on the shear to be transferred. Allowable strength of fillet welds is determined in accordance with AWS D1.3. Catalog VR1 VERCO MANUFACTURING CO. • 11 E collons + smith structural engineers gik 485 Front Steet N • Suite F-3 INF Issaquah, WA 98027 ) p: 425.369.1 10I • f: 425.369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 132 of 137 /1.71*/-og41( Li - -k6',- 7,5xI ea. ftf Zos_W Le �CXILe 5 ?LF:. if Pti-1,i\c(w► 1 collons + smith structural engineers ink 485 Front Steet N • Suite F-3 NIIIIIssaquah, WA 98027 . p: 425.369.1101 • f: 425.369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 133 of 137 410 r I Ourt 0F ft./1)4E 6,0-F EL c:. I z t . B61-1 4CI �I�-0 Ne ?1366 ecp- CpNI\ Z `1?c /V ._. 10: t. IA? 1-71 L)y4.D CADAC rf 7- 01/41: 1Z_,D$ r- collons + smith structural engineers ak 485 Front Steet N • Suite F-3 Issaquah, WA 98027 ) D.4253691101 • f: 425.369.1157 41) K )Sr) PILE `121e/10 OIAfr WI G�1 441- - i -f 6F P-59 -- 5 06G FLODI? 6' 41 CAeAt. 45 -THAN zot..r a r4' 3 EA .. Tukwila Warehouse 7 Permit Submittal 06/30/2008 Page 134 of 137 ; e3,. NT ,ki 2 i p 'FL j N� -1-- /.://// //// OOP T collons + smith structural engineers 1485 Front Steet N • Suite F-3 -.� Issaquah, WA 98027 a. 425.369.1101 • f. 425 369 1157 S91 G Tukwila Warehouse Permit Submittal 06/30/2008 Page 135 of 137 LL1 E---> 3401 .(fLp 4 ANtt LE 6546 Pd.. OOP ri (ccd 3Z0 LF i-" collons 4. smith structural engineers 485 Front Steet N . Suite F-3 Issaquah, WA 98027 ' p: 425.369.1101 . f: 425.369.1157 Tukwila Warehouse Permit Submittal 06/30/2008 Page 136 of 137 Pis 4 ; SI ss, /cp' ay'tlicy.s 4 4.s'/EMb I 340:4 PC F • x S7,4S. /4 ,06?. LE1431.12ffO , - • F-(4. 6.16,1s 611 i -sts I 410 0 r8" (,j1 -AS e_ 4 -; — (4) 34.iniA.P.-15 g4"qA • I ; collons + smith structural engineers Aft 485 Front Steet N - Suite F-3 IMF\ Issaquah, WA 98027 , 1): 425.369.1101 - f:425.369.1157 OF Kor.! • Aiive-.A-fg@z(iE-- c.o(1- II ....2.rt,,J° • F . 00 (... . LEi,..-yel... - 14 , 1 ., (.4k wAcy-LS- 1 1 , i I R Tukwila Warehouse Permit Submittal 06/30/2008 Page 137 of 137 , 1 , I — i , I 1 ' 6 1 dir i I r i 21t 7C;f .Ft -F • 'I. 2,, 744 4pe:- 1 - I PLF I (144 3 3 -4 Ho • s 4- smith structural engineers June 20, 2013 Bob Fadden, AIA Lance Mueller & Associates, AIA 130 Lakeside Seattle, WA 98122 FILE COPY 485 Front Street North, Suite F-3 Issaquah, WA 98027 tel: 425.36%1101 fax: 425.369.1157 r> .,...•-- REVIEWED FOR Pte. 'Y CODE COMPLIANCE APPROVED RE: Code Update for 4501 Building (D08-021) 2008 Permit File No. 262008.005/00203 Dear Mr. Fadden, JAN 21 2014 City of Tukwila BUILDING DIVISION As requested, we have reviewed our original calculations for the 2009 IBC code update. The original design was performed under the 2005 IBC. The seismic and wind demand has not increased and our original design meets the requirements of the 2009 IBC. Attached for reference are our response letters to Reid-Middleton's review questions during the permit review phase in 2008. Please submit these letters with the calculation packages sent to you on 6/19/2013. Please call if you have any questions. Sincerely, Collons + Smith Structural Engineers, Inc. Bryan Collons, PE, SE, Principal cc: Wayne Jones, Lakeridge Development (by email) RECEIVED CITY OF TUKWILA JUN 242013 PERMIT CENTER collons smith structural engineers 485 Front Street North, Suite F-3 Issaquah, WA 98027 June 30, 2008 Philip Brazil, PE, SE Reid Middleton 728 1 34th Street SW Suite 200 Everett, WA 98204 RE: 4501 Building (D08-021) Permit Review Response File No. 262008.005/00201 Dear Mr. Brazil, We reviewed your permit letter and incorporated the items into our revised calculations and drawings. tel: 425.369.1101 fax: 425.369.1157 Since your first review the building has changed. The original building was single -story with a wood framed panelized roof system and partial wood framed mezzanine. The 'new' building has a bar joist and metal deck roof with the second floor framed with steel beams, bar joists, and concrete filled metal deck. The new configuration and design allows for full expansion of the second floor and the addition of a penthouse. Consequently, the original design no longer applies. Attached for your review are two copies of the drawings and one copy of the calculations. Please call if you have any questions. Sincerely, Collons + Smith Structural Engineers, Inc. Bryan L. Collons, PE, SE cc: Bob Fadden, LMA Architects (by email) Wayne Jones, Lakeridge Development (by email) collons smith structural engineers August 29, 2008 Philip Brazil, PE, SE Reid Middleton 728 134th Street SW Suite 200 Everett, WA 98204 RE: 4501 Building (D08-021) Permit Review Response File No. 262008.005/00201 Dear Mr. Brazil, 485 Front Street North, Suite F-3 Issaquah, WA 98027 tel: 425.369.1101 fax: 425.369.1157 Below is our response to your second review letter dated July 18, 2008 for the project referenced above. Please refer to your original letter for the comment or question that corresponds to the item numbers below. Structural 4. General Note 17 has been revised to replace the Simpson product with Hilti HIT -RE 500 -SD (ER -2322). See revised sheet S I . I . 5. The text for General Note 18 has been deleted. The item number has been retained to retain the original numbering sequence for cross-referencing notes. See revised sheet S1.1. 9. Detail references 3/S3.4 and 10/S3.4 have been revised to 8/S3.2. See revised sheet S2.5. 17. The callout for the vertical reinforcing at the future panel legs, has been revised to 5V6. The minimum leg widths for each panel were added to the panel elevations. See revised sheet S2.5. 18. During the analysis and design of the new building configuration details along grid C at the roof and second floor were modified to account for the omega level forces in the collector elements. See attached calculations and plans. 19. See response to item 18. 20. See response to item 18. 21. See response to item 18. File No. 262008.005/00201 2 August 29, 2008 22. Additional notes have been added to details 14, 19 & 20/S3.3 to clarify the extent and location of the #6 reinforcing bars. See revised sheet S3.3. 23. The review comment refers to page 125 of the calculations. I think the comment is directed at page 127. My response assumes page 127 is correct. The calculations on page 127 are for the conncetion between the metal deck and the perimeter ledger angle along grids 1 & 4 for the future condition when the metal deck between grids B & D and grids 1 & 4 is filled with concrete. This condition is described on page 17 of the calculations and in details 11 & 16/S5.2. Along grids 1 & 4 the deck flutes are perpendicular to the perimeter walls. The shear capacity for 22ga Verco B-Formlock with 3-1/2" total slab depth and 7 welds is 1,935 pif as noted on page 9 of the calculations. The concrete roof deck does not extend to grids A & E and create a condition where the flutes are parallel to the ledger angle. The condition along grid C is addressed in our response to item 18. 24. See response to item 18. 25. See response to item 18. Please call if you have any questions. Sincerely, Collons + Smith Structural Engineers, Inc. Bryan L. Collons, PE, SE cc: Bob Fadden, LMA Architects (by email) Wayne Jones, Lakeridge Development (by email) 1d collons r]- smith structural engineers September 18, 2008 Alan Findlay, PE Reid Middleton 728 1 34th Street SW Suite 200 • Everett, WA 98204 RE: 4501 Building (D08-021) Permit Review Response File No. 262008.005/00203 485 Front Street North, Suite F-3 Issaquah, WA 98027 tel: 425.369.1101 fax: 425.369.1157 Dear Mr. Findlay, Below is our response to your third review letter dated September I I, 2008 for the project referenced above. Please refer to your original letter for the comment or question that corresponds to the item numbers below. Structural 1 8a. The details have been modified to account for the higher forces that resulted from bolt group interaction. See revised details 3/S5.2, 8/S5.2, 12/S5.3 & 14/S5.3 and -attached calculations. 18b. See response to I8a. I 8c. The attached calculations show the connection in detail 20/S5.3 is sufficient. 18d. The weld lengths between the #9 drag bars and the shear plate have been increased to account for a smaller effective weld size. See revised details 12/S5.3 & 14/S5.3 and attached calculations. 19. The details have been clarified to.show that the bars extend the length of the shear wall. See revised details I2/S5.3, I4/S5.3 & P-25 on S2.5. 23. The weld spacing has been decreased to increase the shear capacity of the decking connection. Welded headed studs have also been added as another way to transfer the diaphragm forces to the collector. See revised detail 6/S5.2 and attached calculations. Please call if you have any questions. Sincerely, Collons + Smith Structural Engineers, Inc. Bryan L Collons, PE, SE cc: Bob Fadden, LMA Architects (by email) Wayne Jones, Lakeridge Development (by email) FIRES �eict8 1 FRANKLIN ENGINEERING MECHANICAL CONSULTING June 21, 2013 RE: 4501 Building S 134th Place Tukwila, WA 625 Fourth Avenue Suite 202 Kirkland, WA 98033 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION PH 425 827-3324 FAX 425 827-6252 hvac0franklineng.com Pri,P ropy ENVELOPE SUMMARY New construction of conditioned building (office & warehouse). Project complies with 2009 WSEC using the Component Performance approach. Other Roof: R-30 rigid insulation above roof deck. U=0.032, default T10 -7G. Wall #1 (Opaque, Exterior at Office areas, Floor to structure above): Concrete, min. 6" thick, furred with metal studs, 3-1/2", 24" oc with R-15 batt insulation, U=0.101, calculated. (OK to use stickpins above ceilings) Wall #2 (Opaque, Exterior, Warehouse — see diagram for locations): Concrete, min. 6" thick, with R-21 batt insulation stickpinned to concrete, U=0.046, calculated. Wall #3 (Opaque, Exterior, Above OH doors in Warehouse — see diagram for locations): Concrete, min. 6" thick, no insulation, U=0.61, default T10 -5B(1). RECEIVED Doors (Opaque): Insulated metal, U=0.60, default T10-6. CITY OF TUKWILA Floor Over: Metal joist with R-21 batt insulation. U=0.11, default T10 -4A. JUN 2 4 2013 PERMIT CENTER Slab on Grade: No Insulation, F=0.73, default T10-2. Vertical Glazing (Fixed): Double pane, 1/2" space Air, low -e, aluminum frames with thermal break. U=0.60, default T10-6. SHGC=0.40. Vertical Glazing (Entrances): Double pane, 1/2" space Air, low -e, aluminum frames with thermal break. U=0.72, default T10-6. SHGC=0.40. Overhead Glazing: Double pane, U=1.08, default T10-6. SHGC=0.35. Please note that these values are minimum insulation requirements for code compliance. Higher insulation values may be installed. SHGC = Solar Heat Gain Coefficient • I 9 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope Summary Zone 1 Non -Residential ENV -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Info Project Address 4501 Building Date 6/21/2013 Fenestration Area Calculation These fenestration and wall values are calculated per inputs provided in the ENV -UA form. In the electronic form these cells auto -fill and cannot be edited. S 134th 81 For Building Department Use Semi -Heated Path Tukwila, WA Applicant Name: Walls - Mass Applicant Address: Walls - Metal Building Applicant Phone: Walls - Steel Framed Project Description New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option ❑ Prescriptive Q Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd 0 Systems Analysis Occupancy Group ® Nonresidential 0 Multifamily Residential Climate Zone 0 Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Fenestration Area Calculation These fenestration and wall values are calculated per inputs provided in the ENV -UA form. In the electronic form these cells auto -fill and cannot be edited. Total Fenestration (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Fenestration 1086.0 - 13552.0 X 100 = 8.0% Semi -Heated Path 0 yes Allowable if project meets all requirements as defined in section 1310.2. Only allowed as O n0 prescriptive path and must be calculated separately from other conditioned spaces. Limited to reduced wall insulation levels. Requires other fuel heating and qualifying thermostat. Envelope Requirements (enter values as applicable) Minimum Insulation R -values Roofs - Insulation Above Deck Vertical Fenestration Roofs - Metal Building Non -Metal Frame Roofs - Single Rafter Roofs - Attic and All Others Walls - Mass Entrance Door Walls - Metal Building Walls - Steel Framed Walls - Wood Framed and Other Skylights - With Curb Floors - Mass Floors - Steel Joist Floors - Wood Framed and Other Opaque Doors - Non -Swinging Maximum F -factors Slabs -on -Grade - Unheated Slabs -on -Grade - Heated Vertical Fenestration Notes: Envelope Requirements ( continued ) Maximum U -factors Vertical Fenestration Non -Metal Frame Metal Frame Entrance Door Skylights - Without Curb Skylights - With Curb Opaque Doors - Swinging Opaque Doors - Non -Swinging Maximum SHGC (or SC) Vertical Fenestration Non -North North Skylights Franklin Engineering 1 625 4th Ave Ste 202 1 Kirkland, WA 98033 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope Summary (back)Zone 1 Non -Residential ENV -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Minimum Requirements for Prescriptive Option Use table to determine if project qualifies for the optional Prescriptive Option. All components must meet the stated Climate Zone Occupancy Group Climate Zone 1 Nonresidential I Residential, Other than Single -Family Climate Zone 2 Nonresidential (Residential, Other than Single -Family Opaque Elements Insulation Min. R -Value Roofs Insulation Entirely above Deck R-30 c.i. R-38 c.i. R-30 c.i. Metal Buddm Single -Rafter - +R -111s R -75+R -I l Ls R-25 + R-11 R-38 R-38 R-38 Attic and Other R-38 adv or R-49 R-38 adv or R-49 R-38 adv or R-49 R-38 c.i. .R25+R-I1 Ls R-38 R-38 adv or R-49 Walls. Above -grade Mass R-57ril R-114cil R-7.6 c.i. Metal Building Steel Framed R-13 + R-7.5 c.i. R-19 + R-8.5 c.i. R-13 + R-7.5 c.i. R-13 + R-7.5c.i. R-19 + R-8.5 c.i. R-13 + R-7.5 c.i. Wood Framed and Other R -2I R -I3 + R- 6 c.i. R-13 + R-7.5 c.i., or R -2I + R-2.5 c.i. R-13.3 c.i. R-19 + R-16 c.i. R-19 + R-14 c.i. R-21 + R-5 c.i. Below Grade Wall Same as_above grade Same as above -grade Floors Mass R-30 c.i. R-30 c.i. R-30 c.i. Steel Joist R-38 + R-4 c.i. R-38 + R-4 c.i. R-38 + R-4 c i. Wood Framed and Other R-30 R-30 R-30 R-30 c.i. R-38.0 + R-4 c.i. R-30 Slab -On -Grade Floors Unheated R-10 for 24 in. (with thermal break) R -I0 for 24 in. (with thermal break). R-10 for 24 in. (with thermal break) Heated R-10 c.i.(with thermal break) R-10 c.i. (with thermal break) R-10 c.i. (with thermal break) R-10 for 24 in. (with thermal break) R-10 c.i. (with thermal break) Opaque Doors Swinging U-0.600 Non -Swinging U-0 600 Fenestration 0-40% of Wall Vertical Fenestration Maximum U -Factor U-0.600 U-0.400 U-0.600 Assembly Maximum U -factor (NFRC Rated) U-0.400 U-0.400 U-0.400 Nonmetal framing U-0.32 U-0.32 U-0.32 Metal framing U-0.40 U-0.40 U -0.4p0 Entrance doors U-0.60 U-0.60 U-0.60 U-0.32 U-0.40 U-0.60 Skvliehts Without curb (i.e. sloped U-0.50 U-0.50 U-0 50 11-0 50 With curb (i.e. individual unit U-0.60 U-0.60 U-0.60 U-0.60 Fenestration 0-40%ofWall Assembly Maximum SHGC Factor Vertical Fenestration SHGC-0.40 all, OR SHGC-0.45 all PLUS permanent PF > 0.50 on west, south, east No Requirement SHGC-0.40 all, OR SHGC-0.45 all PLUS permanent PF > 0.50 on west, south, east No Requirement Skylights SHC.0-0 35 SHGC-0 35 SHCC-0 35 SHGC-0 35 The following definitions apply: c.i. = continuous insulation, Ls = liner system (see litutnitit1pi) Zone 1, nonresidential walls may be ASTM C90 concrete block walls, ungrouted or partially grouted at 32'Mien I{grtically and 48 inches or less on center horizontally, with ungrouted cores filled with material having a maximunco 4itc,tiftit,y of inll?(I�'fi2' lF n 0.44 u Franklin Engineering 1 625 4th Ave Ste 202 1 Kirkland, WA 98033 Envelope UA Calculations Zone 1 Non -Residential ENV -UA 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address 4501 Building Date 06/21/2013 Occupancy Group 0 Nonresidential 0 Multifamily residential Clear For Building Department Use Climate Zone O Zone 1 0 Zone 2 Fenestration Area as % gross exterior wall area 8.0% Max. Target: 40.0% Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: U -factors shall come from chapter 10 or calculated per 1332. See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component I Provide assembly ID & page/plan # for each bldg. element Proposed UA U -factor x Area (A) = UA (U x A; Target UA U -factor x Area (A) = UA (U x A) Roofs 1 Y m t R= 30 ID: Rigid above deck R= ID: R= ID: 0.032 13744 439.8 0.034 13744 467.3 Above Deck Insulation - U-0.034 -a 00 1R= R= ID: R= ID: ID: 0.031 Metal Building U-0.031 Other R= ID: R= ID: R= ID: 0.027 Single raft, attic, other ' U-0.027 Opaque Walls - Above Metal Frm R= ID: R= ID: R= ID: R= ID: 0.064 Steel frame/metal bldg U-0.064 Wood/Oth R= ID: R= ID: R= ID: R= ID: 0.057 Wood Frame, other .. U-0.057 Mass* R= 21 ID: Stickpins R=15 ID: Conc with mtl, 24'bc, R15 R= ID: Bare conc at OH drs R= ID: Proposed assembly U -factor from Tables 10-5 thru 10-5B 0.046 0.101 0.610 8285 1810 1260 381.1 182.8 768.6 0.150 11355 1703.3 Mass Wall U-0.150 Below Grade Walls R= ID: R= ID: R= ID: Proposed assembly U -factor from Tables 10-5 thru 10-5B. Do NOT use Table 10-1. 0.150 Assumed to be Mass WaII ' U-0.150 Opaque Doors U= 0.6 ID: Insulated metal U= ID: U= ID: 0.600 1367 820.2 0.60 1367 820.2 All Doors U-0.60 ` 8 u R. 21 ID: Batts in metal framing; at Entry soffit R= ID: R= ID: 0.110 180 19.8 0.029 180 5.2 Floors U-0.029 F -factor x Perimeter = UA(U x A) F -factor x Perimeter = UA (U x A) Slab -on -grade Unheated R= ID: No insulation R= ID: R= ID: 0.730 488 356.2 0.540 488 263.5 Slab -On -Grade U-0.540 IHeated R= ID: R= ID:Heated' Proposed assembly F -factors can use the unheated values in Table 10-2 0.360 Slab -On -Grade ,:' U-0.360 with vai e Jo t .1 rather Table 10 -bb must d c ea y state oo note requirements. Continue on to back of form Page 1 Subtotal Area UA 27134 2969 Area UA 27134 1 3259 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope UA, continued. Zone 1 Non -Residential ENV -UA Project Address 4501 Building Date 06/21/2013 27134 Fenestration Area as % gross exterior wall area 8.0% Max. Target: 40.0% For Building Department Use Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: Provide NFRC or Table 10-6 U -factor (See Section 1312.1) for fenestration assemby (combined See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page/plan # for each bldg. element Proposed UA U -factor x Area (A) = UA (U x A) Target UA U -factor x Area (A) = UA (U x A) Vertical Fenestration Metal Frame' U= 0.6 ID: Dbl pane, low -e, 1/2" Air, alum w/tb U= ID: U= ID: U= ID: 0.60 788 472.8 0.40 788 315.2 Metal Frame U-0.40 Non -Metal U= ID: U= ID: U= ID: U= ID: 0.32 Non -Metal Frame U-0.32 `MtI entrance U= 0.72 ID: DbI pane, low -e, 1/2" Air, alum w/tb U= ID: U= ID: U= ID: 0.72 42 30.2 0.60 42 25.2 Metal Entance Door U-0.60 ights No Curb U= ID: U= ID: U= ID: U= ID: 0.50 Without Curb U-0.50 a cn I With Curb U= 1.08 ID: Double dome acrylic U= ID: U= ID: U= ID: 1.08 256 276.5 0.60 256 153.6 Including Curb U-0.60 Page 2 Subtotal Page 1 Subtotal To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Total Area UA 1086 780 27134 2969 28220 3748 Franklin Engineering 1 625 4th Ave Ste 202 1 Kirkland, WA 98033 Area UA 1086 494 27134 3259 28220 3753 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Target Area Adjustment Calculations 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address 4501 Building Date 06/21/2013 If the total fenestration area as a % of gross exterior wall area (calculated on ENV -SUM) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. SKY= Skylight. Refered to as overhead glazing in WSEC 1333 & 1334 and equations 13-1 & 13-2. VF = vertical fenestration. Refered to as vertical glazing in WSEC 1333 & 1334 and equations 13-1 & 13-2. NW = net wall (excludes fenestration, BG, and doors.) DBG = Doors and below grade wall. Total Fenestration = SKY + VF. Gross Exterior Wall Area= VF + NW + DBG Fenestration -> Opaque -> Gross Exterior Wall Area Proposed Areas Above Grade Walls Doors & BG Walls SKY= 256.0 VF= 830.0 0 NW= 11355.0 DBG 1367.0 13552.0 Total Fenestration 1086.0 Total Fenestration 1086.0 X Net AG Wall Area 11355.0 Max Fenestration % (Table 13-1) 40.0% Maximum Target I5420.8 Excess Fenestration Excess Fenestration Vertical Fenestration metal frame non-metal frame metal entrance Skylight without curb with curb AG Wall Steel Frame/metal Wood/Other frame Mass 100 Maximum Target Fenestration Area 5420.8 Excess Fenestration -4334.8 0 0 lesser -4334.8 Excess Fenestration Sum of Proposed SHGC Calculation Skylights (all) Non -North Vertical Fenestration North Vertical Fenestration Target Fenestration 1086.0 Target Net Wall Area 11355.0 Proposed Area 788.0 42.0 Proposed Area 256.0 Proposed Area 11355.0 12441.0 Proposed Area X X X X X Target Net Wall Mult. X X X Total Fenestration 1086.0 Net Wall 11355.0 Target VF Mult. 1.00 1.00 Target VF Mult. 1.00 X X X 1.00 Target VF Multiplier 1.00 Target Net Wall Mult. Sum of Target Target VF Mult. 1.00 Target Area 788.0 Target Area 256.0 Target Area 1355.0' 12441 .0 Target Area Apply to all Proposed Fenestration Areas to get Target Fenestration Area Apply to all Proposed Opaque AG Wall Areas to get Target Area Target areas in shaded boxes shall be used as target areas on ENV -UA. Sum of Proposed must equal Sum of Target. Franklin Engineering 1 625 4th Ave Ste 202 1 Kirkland, WA 98033 SHGC target areas in shaded boxes shall be entered as target areas on ENV-SHGC 1 FRANKLIN ENGINEERING MECHANICAL CONSULTING Wall U -value Calculation 625 Fourth Avenue PH 425 827-3324 Suite 202 FAX 425 827-6252 Kirkland WA 98033 hvac0franklineng.com r 1.1.1•,•••1• .r•:•r.r.r.. Description Detail J•r•l•}•J•J.A f.:.r.r.r•r.: 1..,.1.1.1,1. r•r•r•r; �•r•r r1••'�� ti•ti• Exterior Moving Air % r r•r•r•J•r•r i•.••r•r•r•r•.• 1••.•1••.•1.1• r•r•r•J•.••r•J 1;:;:; �•r•r•: 1rti•1• 'r:f�r.r.r•r. r.J:l.r•J.J rti• {r•r'r•r•• 1•rM r; J.J•r� :••.; • r•r•r.: r.r:?.r.r.r•r l•J•r•r•J•: •J r•: •r•r•l•J•: J�l�f�J�.•�ltiJ' �•1SL •',•L.ti• r•J r•r•J•r L '' {•1.1.1• l�l•J•J•J•r :1'.J•• •J•J•J l•r•r•r{rLltiJ. r•r•r•r.;.r•r � A Surface 1 A Concrete 6" Layer Description Detail R -value Exterior Moving Air 0.17 Surface 1 A Concrete 6" 0.78 3 1 /2" mtl, 24" oc R-15 7.80 0 B C GWB 5/8" 0.50 1 D E Interior Still Air 0.68 Surface 1. Total Column 9.93 2. U -value, invert amount in line 1 0.101 1 FRANKLIN ENGINEERING MECHANICAL CONSULTING Wall U -value Calculation 625 Fourth Avenue PH 425 827-3324 Suite 202 FAX 425 827-6252 Kirkland WA 95033 hvac 2 franklineng.com Layer Description Detail R -value Exterior Moving Air 0.17 Surface Concrete 6" 0.78 1 A Stickpins R-21 20.00 1 B C D E Interior Still Air 0.68 Surface 1. Total Column 21.63 2. U -value, invert amount in line 1 0.046 \S110 = bare 35 linear ft AFF fLEV. MACH. o 105 ELEVATOR / , / / / , /'• / PJ S112 Blue line = bare concrete width of door x 14 ft AFF WAREHOUSE #1 103 L1 / \/ / 106 STAIR #1 // 10.-7' A' 107 N // /, MIN • It 06 5114 STAIR #2 102 TOUET 109 OFFICE ONE HOUR n ENCLOSURE ONE HOUR EXIT ENCLOSURE MEN WOMEN 108 107 ❑ �O u TOLIE- OFFICE n 104104 / IT OFFICE OFFICE 103 1Q (703 12 102 c) w w Li - 0 U PJ • 5PJ / ///,./ ILLUMINATED EXIT SIGN / / / / / AREA OF PATHWAY LIGHTING. 1 FOOTCANDLE ILLUMINATION AT WALKING SERFACE PER IBC SECTION 1006 AND 1025.8. SUBJECT TO CHANG AT T.I. Warehouse walls to have full height (floor to roof) R-21 batts on stickpins except as noted P, 00 WAFCEHOUSE #1 '11)1• . OFFICE 105 0 • / / P, TYP. HIGH BAY WINDOW Green line = bare concrete; 25 linear feet x 23 ft AFF P, September 22, 2015 SEP. 2 2 2015 TUKVVIi.A PUBLIC WORKS City of Tukwilla 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188-2544 Attn: David McPherson Re: 4501 Building D13-219 RPP Assembly and Hot Box. Dr Mr. McPherson Please see the attached Submittals for the RPPA and the Hot Box. The assembly will go adjacent to the water meter in the planter strip as shown on the construction plans. 206-399-7400 waynejonesjr@gmail.com ES-LF009 For Health Hazard Applications Job Name Job Location Engineer Approval LEAD FREE* Contractor Approval Contractor's P.O. No Representative Series LF009 Reduced Pressure Zone Assemblies Sizes: 1/4" - 3" (8 - 80mm) Series LF009 Reduced Pressure Zone Assemblies are designed to protect potable water supplies in accordance with national plumbing codes and water authority requirements. This series can be used in a variety of installations, including the prevention of health hazard cross - connections in piping systems or for containment at the service line entrance.The LF009 features Lead Free* construction to comply with Lead Free* installation requirements. This series features two in-line, independent check valves, captured springs and replaceable check seats with an intermediate relief valve. Its compact modular design facilitates easy maintenance and assem- bly access. Sizes 1/4" —1 " (8 — 25mm) shutoffs have tee handles. Features • Single access cover and modular check construction for ease of maintenance • Top entry - all internals immediately accessible • Captured springs for safe maintenance • Internal relief valve for reduced installation clearances • Replaceable seats for economical repair • Lead Free* cast copper silicon alloy body construction for durability 1/4" — 2" (8 — 50mm) • Fused epoxy coated cast iron body 2' and 3" (65 and 80mm) • Ball valve test cocks — screwdriver slotted 1/4" — 2" (8 — 50mm) • Large body passages provides low pressure drop • Compact, space saving design • No special tools required for servicing Specifications A Reduced Pressure Zone Assembly shall be installed at each potential health hazard location to prevent backflow due to backsiphonage and/ or backpressure. The assembly shall consist of an internal pressure differential relief valve located in a zone between two positive seating check modules with captured springs and silicone seat discs. Seats and seat discs shall be replaceable in both check modules and the relief valve. There shall be no threads or screws in the waterway exposed to line fluids. Service of all internal components shall be through a single access cover secured with stainless steel bolts. Body and shutoffs shall be constructed using Lead Free* cast copper silicon alloy materials. Lead Free* reduced pressure zone assembly shall comply with state codes and standards, where applicable, requiring reduced lead content. The assembly shall also include two resilient seated isolation valves, four resilient seated test cocks and an air gap drain fitting. The assem- bly shall meet the requirements of: USC; ASSE Std. 1013; AWWA Std. C511; CSA B64.4. Shall be a Watts Series LF009. Test Cock No. 3 Ball Type Test Cocks LF009 Test Cock No. 2 First Check Module Assembly Test Cock No. 4 Relief Valve Assembly Second Check Module Assembly Water Outlet Now Available WattsBox Insulated Enclosures. For more information, send for literature ES -WB. NOTICE Inquire with governing authorities for local installation requirements NOTICE The information contained herein is not intended to replace the full product installation and safety information available or the experience of a trained product installer. You are required to thoroughly read all installation instructions and product safety information before begin- ning the installation of this product. *The wetted surface of this product contacted by consumable water contains Tess than 0.25% of lead by weight. Watts product specifications in U.S. customary units and metric are approxdmate and are provided for reference only. Far precise measurements, please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction, specifications, or materials with- out prior notice and without incurring any obligation to make such changes and modifications on Watts products previously or subsequently sold. WWATrS® Available Models: 1/4" - 2" (8- 50mm) Suffix: DY;`-, quarte tum'ball calves` S - strainer LF - without shutoff valves PC - internal polymer coating Prefix: U - union connections Available Models: 21/2" -3" (65 -80mm) Suffix: NRS - non -rising stem resilient seated gate valves OSY - UL/FM outside stem and yoke resilient seated gate valves S -FDA - FDA epoxy coated strainer QT -FDA - FDA epoxy coated quarter -turn ball valves LF - without shutoff valves Note: The installation of a drain line is recommended. When install- ing a drain line, an air gap is necessary (see ES -AG). iMatenals:14 2 (8 50mm) Lead Free` cast copper silicon alloy body construction, silicone rubber disc material in the first and second check plus the relief valve. Replaceable polymer check seats for first and second checks. Removable stainless steel relief valve seat. Stainless steel cover bolts. Standardly furnished with NPT body connections. Model LF009QT furnished with quarter -turn, full port, resilient seated, Lead Free* cast copper silicon alloy body ball valve shutoffs. Materials: 21/2" and 3" (65 -80mm) • (FDA approved) Epoxy coated cast iron unibody with plastic seats • Relief valve with stainless steel seat and trim • Lead Free cast copper silicon alloy body ball valve test cocks Air Gaps and Elbows Pressure / Temperature Sizes 1/4" - 2" (8 - 50mm) Suitable for supply pressure up to 175psi (12 bar). Water temperature: 33°F - 180°F (0.5° - 75°C). Sizes 2'/2" and 3" (65 and 80mm) are suitable for supply pressures up to 175psi (12.1 bar) and water temperature at 110°F (43°C) continuous, 140°F (60°C) intermittent. Standards usC ASSE No. 1013 AWWA C511 CSA B64.4 IAPMO File No. 1563. SP Approvals ASSE, AWWA, CSA, IAPMO Approved by the Foundation for Cross -Connection Control and Hydraulic Research at the University of Southern California. Approval models QT, PC, NRS, OSY. UL Classified 21/2" and 3" (65 and 80mm) with OSY gate valves. 3/4" - 2" (20-50mm) without shutoff valves (-LF) (except LF009M3LF) MODEL for 909, 009 and 993 sizes DRAIN OUTLET in. mm in. DIMENSIONS A mm in. B mm WEIGHT lbs. kgs. 909AGA 1/4"-/3 009, 1/2 13 23/e 60 3'/e 79 0.625 0.28 3/" 009M2/M3 909AGC W-1" 009/909, 1 25 3'/ 83 4% 124 1.5 0.68 1"-1 '/z" 009M2 909AGF 1W-2" 009M1, 2 51 4% 111 63/ 171 3.25 1.47 1 W -3" 009/909, 2" 009M2, 4"-6" 993 909AGK 4"-6" 909, 3 76 6% 162 9% 244 6.25 2.83 8"-10" 909M1 909AGM 8"-10" 909 4 102 73 187 11'4 286 15.5 7.03 909ELA '/"-%" 009, 3/." 009M2/M3 - - - - - - - - 909ELC 3/4"-1" 009/909 - - 2% 60 2% 60 0.38 0.17 909ELF 1W-2" 009M1, - - 35 92 35 92 2 0.91 11/4"-F 009/909, 2" 009M2, 4"-6" 993 * 909ELH 2W-3" 009/909 - - - - - - - - Vertical A A B B Dimensions and Weight: 1/4" - 2" (8 - 50mm) LF009 SIZE (DN) in. mm in. A mm in. B mm in. DIMENSIONS C mm (APPROX) D in. mm in. L , mm in M mm in N mm WEIGHT lbs. kgs. 1/4 8 10 250 41 117 3% 86 11/4 32 51/2 140 2% 60 21/2 64 5 2 3/8 10 10 250 4% 117 3% 86 11/4 32 51/2 140 2% 60 21/2 64 5 2 '1 15 10 250 4% 117 3% 86 1'/4 32 51/2 140 23/4 70 21/4 57 5 2 % 20 10% 273 5 127 31/2 89 11/2 38 63/4 171 33/8 81 23/ 70 6 3 1 25 141/2 368 51/2 140 3 76 21/2 64 91/2 241 33% 95 3 76 12 5 11/4 32 173/8 441 6 150 31/2 89 21/2 64 11% 289 4'/8 113 31/2 89 15 6 11/2 40 17' 454 6 150 31 89 21 64 111/8 283 4'/ 124 4 102 16 7 2 50 21% 543 7% 197 41 114 31 83 131/2 343 55/8 151 5 127 30 13 Dimensions and Weight: 21/2" .and 3" (65 and 80mm) LF009 STRAINER SIZE in. mm DIMENSIONS (APPROX.) M in. mm N in. mm Nit in. mm 2'/ 65 10 254 6'/ 165 93/4 248 3 80 10'/a 257 7 178 10 254 WEIGHT lbs. kgs. 28 12.7 34 15.4 tClearance for servicing Watts G-4000 Series QT - Ball Valves MODEL SIZE DN in. mm in. A mm in. C mm in. DIMENSIONS D mm (APPROX.) E in. mm in. L mm in. R mm in. U mm WEIGHT lbs. kgs. LF009LF 21/2 65 — — — — 41/2 114 — — 181/8 460 — — 10% 270 76 34.5 LF0090SY 21/2 65 _ 331/4 845 15% 403 41/2 114 163 416 181,4 460 7% 197 10% 270 166 75.3 LF009NRS 21/2 65 331/4 845 11% 289 41/2 114 16% 416 181/8 460 7% 197 10% 270 161 73.0 LF0090TFDA 21/2 65 331/4 845 6 152 41/2 114 16% 416 181/8 460 7% 197 10% 270 150 68.0 LF009LF 3 80 — — — — 412 114 — — 181/8 460 — — 10% 270 76 34.5 LF0090SY 3 80 341/4 870 181/2 470 41/2 114 16% 422 18% 460 83/4 222 10% 270 198 89.8 LF009NRS 3 80 341/4 870 12% 324 41/2 114 16% 422 18'/8 460 83/ 222 10% 270 191 86.6 LF0090TFDA 3 80 341/4 870 7 178 41/2 114 16% 422 181/8 460 83/4 222 10% 270 158 71.7 Capacity Performance as established by an independent testing laboratory. kPa psi 138 20 117 17 96 14 76 11 55 8 35 5 1/4" (8mm) LF009QT OP O kPa psi 138 20 117 17 96 14 76 11 55 8 35 5 AP 0 .25 .60 .75 1 1.17 gpm .95 1.9 2.9 3.8 4.5 Ipm '/s" (10mm) LF009QT kPa psi 172 25 138 20 103 15 69 10 35 5 .25 .50 .75 1.25 1.50 2.5 3.1 gpm .95 1.9 2.9 3 8 4.8 5.7 9.4 11.8 Ipm 1" (15*mm) LF009QT AP O kPa psi 207 30 165 24 124 18 83 12 41 6 0 0 02 t1P 0 7.6 2.5 5 7.5 10 12.5 15 gpm 3 8 9 5 19 28.5 38 47.5 57 Ipm 5 7.5 15 fps 1.5 2.3 4.6 mps '/a" (20mm) LF009M3QT * kPa psi 207 30 172 25 138 20 103 15 69 10 35 5 0 0 AP O 6 10 14 18 22 26 30 34 38 42 46 gpm 23 38 53 68 84 99 114 129 144 160 175 Ipm 7.5 15 fps 2.3 _ 4.6 mps 1 " (25mm) LF009M2QT * 5 10 20 30 40 50 60 70 80 gpm 19 38 76 114 152 190 228 266 304 Ipm 7.5 15 fps 2.3 4.6 mps WWATrS® "Typical maximum system flow rate (7.5 feet/sec., 2.3 meters/sec.) 11/4" (32mm) LF009M2QT kPa psi 172 25 138 20 103 15 6910• 35 5 0 0 AP 0 kPa psi 207 30 172 25 138 20 103 15 69 10 35 5 0 0 AP 10 20 30 40 50 60 70 80 gpm 38 76 114 152 190 228 266 304 Ipm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps 11/2" " (40mm) LF009M2QT * kPa psi 207 30 172 25 138 20 103 15 69 10 35 5 0 0 AP O 10 20 30 40 50 60 70 80 90 100 110 120 gpm 38 76 1 4 152 190 228 266 304 342 380 418 456 Ipm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps 2" (50mm) LF009M2QT * kPa psi 172 25 138 20 103 15 69 10 35 5 0 0 AP O 20 40 60 80 100 120 140 160 180 200 gpm 76 152 228 304 380 456 532 608 684 760 Ipm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps 21/2" (65mm) LF009 1 kPa psi 172 25 138 20 103 15 69 10 35 5 0 0 25 50 75 100 125 150 175 200 225 250 gpm 05 10- 295 380 475 570 665 760 885 950 Ipm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps 3" (80mm) LF009 * AP0 25 50 75 100 125 150 175 200 225 250 275 300 325 gpm 0 95 190 285 380 475 570 665 760 855 950 104511401235 Ipm 5 7.5 10 fps 1.5 2.3 3.0 mps C 9001-2008 CERTIFIED A Watts Water Technologies Company ES-LF009 1406 USA: Tel: (978) 688-1811 • Fax: (978) 794-1848 • www.watts.com Canada: Tel: (905) 332-4090 • Fax: (905) 332-7068 • www.watts.ca © 2014 Watts 32 3/4 [832] 18 3/4 [478] 14 1/2 INSUI ATION: [388] 1 [25] THICK CONTINUOUS HINGE LOCATION R3 [78] DRAIN PORT (1 CENTERED EACH END) NOTES: 1. HEAT I3 PROVIDED BY A 80WATT. 120V SINGLE PHASE HEAT TRACE TAPE. FOR UNHEATED VERSION REPLACE THE PREFIX 'H' WITH AN L. 2. FOUR INTERNAL BRACKETS AND CONCRETE ANCHORS ARE SUPPLIED WITH THE ENCLOSURE. (NOT SHOWN) 3. STANDARD COLOR IS BEIGE. (OPTIONS AVAILABLE) 4. FOR RECOMMENDED SLAB SIZE ADD 9" [229] TO THE ENCLOSURE EXTERIOR. 5. INTERIOR DIMENSIONS ARE NOMINAL. 8. OLD P/N: HB1 LOC LC e REV B un0 SUBMITTAL DATA SHEET BULLETIN NO: ESFF804 (800) 736-0238 Fax: (904) 783-6965 http://www.hot-box. corn Email: sales@hot-box.com FLIP TOP FIBERGLASS ENCLOSURES: SPECIFICATION: The enclosure, certified to ASSE 1060, shall be of min. 1/8"tk. thixotropic poly- ester resin reinforced with fiberglass strand. Molded exteriors will be a smooth, yacht quality finish, protected w/UV inhibited isopthalic polyester gel coat. Non -molded products will utilize an "industrial" exterior texture, with the same gel coated finish. Insulation shall be min. 1'/4"tk. (R8), uni-cellular, non -wicking, polyisocyanate foam. Enclosure shall utilize a lockable flip top design, for maintenance access through lid without removal of the entire unit. Molded product shall utilize an overlapping lid seam design for weather proof- ing and vandal resistance. Drains shall be sized for full port backflow dis- charge and designed for "one way" exit, inhibiting intrusion of debris and/or vermin. Enclosure shall be anchored to a concrete slab or GLASSPAD' from within the enclosure w/steel anchors and require a single lock for security pur- poses. Heat, when required, will protect the piping and equipment from exterior tem- peratures to —30°F and be thermostatically controlled. UL or ETL listed self regulating cable(s) or wall mounted air heater(s) will be sized to maintain the equipment at +40°F, in accordance with N.F P.A. 3-3.1.8 & 3-6.1.3.2. Heat source shall be mounted a minimum of 7" above the slab unless it is UL or ETL certified and NEC approved for submersion. Power source shall be installed inside the enclosure by others, protected with a ground fault inter- rupting receptacle (GFI) or GFI circuit — ref. UL 943, N.E.M.A.3R. Models No: HB.75 through HB3N - Fiberglass - Fiberglass color Is provided In Standard Beige. Optional Colors available at modest upcharge. YACHT QUALITY EXTERIOR HINGE LID ADJUSTABLE INTERNAL ANCHOR (TYP. FRONT 1.10 Mom GRAN Cr/PDF 2) Models No: 2ST, 3NS, 3E & 3ES Models No: H83000 through 5000 -Fiberglass - mict DRADIPORT (TYP. EACH END) LOW PROFILE SerlesT" LOCKABLE HASP AND STAPLE FLANGE U.S.PATENT #33,523 MODEL HOT BOX LOK BOXVALVE GUARD TYPE INSIDE INSIDE INSIDE QUANTITY COLOR SHIPPING PAD GLASSPAD NUMBER W/HEAT A NO HEAT p u NO INSUL. LENGTH` WIDTH' HEIGHT' HEAT W WEIGHT SIZE MODEL # ALARM HEAT .75 HB.75 LB.75 VG.75 19" 11" 22" 30W+ 30 # 28" X 20" GP.75 1 HB1 LB1 VG1 27" 13" 23" 60W+ 35 # 36" X 22" GP1 1T HB1T LB1T VG1T 27" 13" 35" 60W+ 50 # 36" X 22" GP1 1.5 HB1.5 LB1.5 VG1.5 33" 21" 25" 60W+ 50 # 44" X 32" GP1.5 2 HB2 LB2 VG2 39" 13" 28" 90W+ 50 # 50" X 24" GP2 2T HB2T LB2T VG2T 39" 13" 36" 90W+ 60 # 50" X 24" GP2 2S HB2S LB2S VG2S 47" 13" 28" 90W+ 55 # 58" X 24" GP2S 2ST (i) HB2ST LB2ST N / A 47" 13" 36" 90W+ 95 # 58" X 24" GP2S 3N HB3N LB3N VG3N 70" 26" 45" 1000W 210 # 82" X 38" N/A 3NS ( i ) HB3NS LB3NS N / A 83" 26" 45" 1500W 340 # 95" X 38" N/A 3E ( i ) HB3E LB3E N / A 70" 26" 55" 1500W 385 # 82" X 38" N/A 3ES (i) HB3ES LB3ES N / A 83" 26" 55" 1500W 425 # 95" X 38" N/A 3000 HB3000 LB3000 VG3000 45" 35" 35" 1000W 160 # 57" X 47" GP3000 4000 HB4000 LB4000 VG4000 53" 44" 44" 1000W 300 # 65" X 56" GP4000 5000 HB5000 LB5000 VG5000 61" 52" 52" 1500W 390 # 74" X 64" GP5000 " I "= INDUSTRIAL TEXTURE • ADD 1" TO HEIGHT & 2" TO LENGTH & WIDTH W/O INSUL. "v' IS CABLE, 1000W & UP " WALL MOUNTED AIR HTR. OPTIONS: OPTION TYPE SIZE PHASE VOLTAGE QUANTITY COLOR VENT(S) EXHAUST ALARM ALARM HEAT LIGHT(S) OTHER MEMBERS OF: D.] NFPA A\ A DIVISION OF CDR SYSTEMS CORPORATION Job Name Contractor Job Location Approval Date: Engineer Contractor's P.O. No. Annrnval Date! Renresentative 7 1 PEWIT Ci `ORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D13-219 PROJECT NAME: 4501 BUILDING SITE ADDRESS: 4501 S 134 PL Original Plan Submittal Response to Correction Letter # DATE: 08/26/15 Revision # before Permit Issued X Revision # 4 after Permit Issued DEPARTMENTS: Building Division iv N 7- Ci ublic Wor s Fire Prevention gip Structural Fl PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) 0( G/ 46M Planning Division IN Permit Coordinator DATE: 08/27/15 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved DUE DATE: 09/24/15 ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Q✓1 ‘00141 Notation: Ise REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 I) PERMIT COORD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D13-219 DATE: 06/17/15 PROJECT NAME: 4501 BUILDING SITE ADDRESS: 4501 S 134 PL Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 3 after Permit Issued DEPARTMENCS: A-� P (0-"(9-1(S 4vk y- /UA, 1049-M Building Division gi Fire Prevention wei Planning Dt ision ttek A/1- (Oiqg- Structural Permit Coordinator IN Public Woits � ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/18/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/16/15 Approved Approved with Conditions Ti Corrections Required _ (corrections -entered in Reviews) Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Perinrt,Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 411 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D13-219 PROJECT NAME: 4501 BUILDING SITE ADDRESS: 4501 S 134 PL Original Plan Submittal DATE: 04/08/15 Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: A -T Building Division Public Works S -t (S n Fire Prevention Wg— Structural n Planning Division Permit Coordinator • PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/09/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 05/07/15 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY f PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D13-219 PROJECT NAME: 4501 BUILDING DATE: 12/04/14 SITE ADDRESS: 4501 S 134 PL Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 X Revision # 1 after Permit Issued DEPARTMENTS: Building Division C 16)--I Pu lic Workt sw Fire Prevention Structural n onLk Planning Division . nPermit Coordinator n PRELIMINARY REVIEW: Not Applicable 0 (no approval/review required) DATE: 12/09/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 01/06/15 Approved Approved with Conditions Corrections Required n Denied n (ie: Zoning Issues) (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 411 PLAN REIVIEWDROUTING SLIP PERMIT NUMBER: D13-219 PROJECT NAME: 4501 BUILDING SITE ADDRESS: 4501 S 134 PL Original Plan Submittal Response to Correction Letter # DATE: 08/26/14 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: ilipr‘ ublic Works tkS Building Divi ion Alm tocT Fire Prevention Structural CSL CovtV- q—/-114 Planning Division 1111 (n Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 08/28/14 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 09/25/14 ❑ Approved with Conditions n Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping PW [ Staff Initials: 12/18/2013 1 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D13-0219 PROJECT NAME: 4501 BUILDING SITE ADDRESS: 4501 S 134 PL DATE: 12/23/13 Original Plan Submittal X Response to Correction Letter # 2 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural n Got h+tcpottcH Planning Division le Permit Coordinator s PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 12/24/13 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues) or\ ie J2-1 V t Vt c L. 4 C �rr�ec vvi,h4 e DUE DATE: 01/21/14 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ . Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD Cpp� PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-219 PROJECT NAME: 4501 BUILDING SITE ADDRESS: 4501 S 134 PL Original Plan Submittal _ X Response to Correction Letter # 1 _ DATE: 11-01-13 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: B Ing Division Public Works 411A AtOC MV\ 1 OtlfAk1 ire Prevention Planning Division Structural ❑ Permit Coordinator 6l3 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-05-13 Complete Incomplete n Comments: Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUESITHURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12-03-13 Approved ❑ Approved with Conditions — Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only �� t CORRECTION LETTER MAILED: l Departments issued corrections: Bldg 0 Fire 0 Ping PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 • PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-219 PROJECT NAME: 4501 BUILDING SITE ADDRESS: 4501 S 134 PL X Original Plan Submittal _ Response to Correction Letter # DATE: 06-24-13 Response to Incomplete Letter # Revision # After Permit Issued D PARTMENTS• SII ding � ivision ublic orks 3 ire Prevention j DIA 01,'t1 Structural NAA ttt ot../aci() Planning Division 11111 Permit Coordinator III DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06-27-13 Complete Incomplete Not Applicable Comments: Permit.Center Use Only 4 INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route IT Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07-25-13 Approved I I Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: 'Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2-28-02 Bldg 0 Fire Ping PW Staff Initials: Ar ' 1 PROJECT NAME: LI St 1 --&411-01 {tom, PERMIT NO:b'3 ,11 SITE ADDRESS: 14.s.-0 S ('d- P 1 ORIGINAL ISSUE DATE: B-(8--11 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF IN AL 1 �`�—� MALS �- 3—til-1, ' NtC Summary. of Rev sion: ekc 4,� +0 C,i- dlit o e byt Su ary f Revision: mirmemsrL„, Srin S i. 1. , , , , J/ Received by:----- ,4,r,Qe.,{4e -e ,e vrt, Received by: \ /11/vE 0,VE5 REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF IN TI LS 1 �`�—� MALS �- 3—til-1, ' NtC Summary. of Rev sion: ekc 4,� +0 C,i- dlit o e byt ,,, pro v e�dC 191 -e-e ✓',� ` Received by: ;- 1, else print) REVISION NO. DATE RECEIVED STAFF INIT ALS ISSUED DATE STAFF INI LS 1 (12—rj--E S MALS '7-71S— litiL `` Summary of Reviston: v,) (?.P C Qr ai-✓V vi- car cI-e-1-4. ct uv►�e ,v-- i a4f,,� q co v\�Avv C.}`c . -e�-eA1t.s r v�ao -c. k�C kf -or Rr& Ctcu2 S$ vt Received by:----- ,4,r,Qe.,{4e (please pftt) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 g : )-b -r-- MALS 9-11-c. litiL Summary of Revision: e k v \i pct • o 1,v” (9 A-- I'vQ ,09 Received by: A Aim AavE.c (please print) REVISION NO•(o DATE RECEIVED STAFF ISSUED DATE STAFF INITIALS l I MALS :01 1 1I* Summary of Revise n. Vi�,jil �!i, �f (�Lqf Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) r City of Tukwila • REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /0 ! Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # M Revision # 5 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 1115o / ocybv 61 so S / 3 zt \ (J47,' S tNt:s Project Address: Contact Person: (3f,_il% Phone Number: 412-S 2 28 9 75 0 Summary of Revision: n /1/44 dab r/CA i'dN ?Q L4n,O SL1%, 1 ✓1-n St/ 3 SI/ Tt'rL %_h EES 2L MU!r 1'"46."ertiv r ,rTrcJ P ty -baoJ ‘,..) TLIC J1 Yp-Gle D gT-O CEMEE GMTV OF'Ctotw iLA OCT 01 2015 Sheet Number(s): I, "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in TRAKiT on City of Tukwila • REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 08/24/2015 Plan Check/Permit Number: D13-219 Response to Incomplete Letter # Response to Correction Letter # Revision # t 2(ii after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: 4501 BUILDING Project Address: S. 134 PLACE Contact Person: BOB FADDEN Phone Number: (206) 325-2553 Summary of Revision: REVISE SHEET A2.1. OMIT PERMITTED TOILET ROOMS IN OFFICE 108 AND REVER TO THE AREA AS POSSIBLE FUTER TOILET ROOMS FOR TENANT IMPROVEMENTS. UNDER SLAB ROUGH -IN HAS BEEN INSTALLED. Sheet Number(s): A2.1 RECEIVED CITY OF TUKWILA AUG 2 6 2015 PERMIT CENTER "Cloud" or highlight all areas of revision including date of revision (._ Received at the City of Tukwila Permit Center by: Entered in Permits Plus on V) -(0—c 4110 1 H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 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 submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 06/16/2015 Plan Check/Permit Number: D13-219 Response to Incomplete Letter # Response to Correction Letter # Revision # 3 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: 4501 Building Project Address: 4501 S. 134th Place Contact Person: Bob Fadden Phone Number: (206) 325-2553 Summary of Revision: SK -16 Dumpster foundation plan, SK -17 Retaining wall, slab, and footing reinforcing(dumpster is shown on sheet A1.1 and A1.2), SK -18 Slab to footing detail, and SK -23 Guardrail and ramp wall reinforcing and details Architectual sheets A2-1 First Floor Plan (added roof ladder location), A2.2 Roof Plan (relocated skylights and roof top mechanical units; and added roof hatch location), and A4-4 Stair details (add roof hatch, ladder and gage). RECEIVED CITY OF TUUKKWILA /JUN X1:7 2015 PERMIT CENTER Sheet Number(s): A2-1, A2-2, & A4-4, Plus SK -16, SK-17,SK-18, & SK -23 "Cloud" or highlight all areas of revision including of re 'on Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc • 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: Pan Check/Permit Number: ❑ Response to Incomplete Letter # O Response to Correction Letter # Revision # _�__ after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Project Name: LkS`jJ t t Project Address: 1 -{,ED S Contact Person: e,Yt k„A k V ) \ 01,-N Summary of Revision: Phone Number: ),C) (e — &90 J , QO Lj il,1 !v $ thrG o1,I (` vv\ p -h i -S RECEIVED 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: N --Entered in TRAKiT on • • City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: / 2 r 0`2, " 101 Plan Check/Permit Number: D13-219 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ▪ Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner cavo it I 04201. cortaii Project Name: 4501 Building Project Address: 4501 S 134 P1 Contact Person: Phone Number: Summary of Revision: /, C. !a r9,--1 .5H -c cT A 1. / G`on fiL /D 3 / 2a G! v e e.. Pate). w te3A r R-7-2esv-i Ppy.l /,v4, ,S t / 9 tom re-E- • e- - �• /0gs re) Gor2,UZ- IaJ LErrek2-itl i2E•'/4 JOk0 `/ ?� Ae-cpLX ! /►v t111-00 P CV.I f/(i T /ate Sheet Number(s): At. 1- /1-i 4"140i 1) -A j - 0-/l `— "Cloud" or highlight all areas of revision including dal of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on C:1Usersyennifer•m1Desktop'Revision Submitral ronn.doe Revised: May 2011 • 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:Afrf 26. ,'r Plan Check/Permit Number: 0/3 a lb et7 Response to Incomplete Letter # Response to Correction Letter # Revision # _V after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: d Contact Person: Summary of Revision: See s�deli Phone Number: 1e.3Z5• 4553 crry OF uP;+?ki AUG 2 6.2+114 PERMIT CENTER Sheet Number(s):"': . f Ale A.z. o 6-1/ /k?' 76." "Cloud" or highlight a l areas of revision including date of revis'on * w Received at the City of Tukwila Permit Center by: 12— Entered in Permits Plus on g/?`" qy H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 • 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 submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: LC, 2\_01 j)/ Plan Check/Permit Number: D13-219 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 4501 Building Project Address: 4501 S 134 lace Contact Person: Q2 W2ein Phone Number: (j' 2 JC • 2, 5-6" J Summary of Revision: et"' MA4ed A AECEIVED CITVOFTUKWILA IDEC23 013 PERMIT CENTER Sheet Number(s): Ali L 1 L l "Cloud" 5'evision includingdate o revision or highlight all areas of f Received at the City of Tukwila Permit Center by: 1 Entered in Permits Plus on ?--01-3 ( 3 C:\Users\jennifer-m\Desktop\Revision Submittal Form.doc Revised: May 2011 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.rov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /1/D1/22 l3 Plan Check/Permit Number: D13 219 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1. ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 4501 Building Project Address: 4501 S 134 P1 Contact Person: It 6x ?coa7 " P e. Phone Number: (2,1:3) 333-2200 Summary of Revision: f�EV/Sf/e,IS APPIErr c mmEz'ry rie"4 fi'/er ,0674/27,//e -Nr -- ✓o (f e 0 is F ,4L AAA/Aim/6 i9/U/.s<ah -- zib (i'vsr J, 20/3 f?m7 1i2/i/VP j'Gd �l PAW/a DST &6 • lt/ 20/, j FiZmiz?O 4LIc a rs4-/ 1-7-/t5 js A ,v6 -g/ , e72i7 - iSPL/(»Tim CITY OF TliKWiu ,D, iiS`i .0 1 2013 � PERMIT CENTER Sheet Number(s): 791 "Cloud" or highlight all areas of revision including date of re v'si C Received at the City of Tukwila Permit Center by: ®— Entered in Permits Plus on C1Users\jennifcr-m\Desktop\Retision Submittal Fnrm.tluc, Revived: May 2011. PLAN REVIEW CHECKLIST - (Nonstructural) By: Date: 7- • • Permit App. 0/3 21 9 IBC Edition & State Amend. Project title: 4'5Z( +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ e' ----Classify the building or portion thereof in accordance with Chapter 3 termine the type of construction of the building in accordance with Chapter 6. Determine if the location of building on the site and clearances to property lines and other buildings on the site plan are in accordance with code provisions. Review for conformity with General building height and area limitations in accordance with Chapter 5. CL. ---Review for conformity with special detailed requirements based on use and Occupancy. e- Review for conformity with Type of Construction requirements of Chapter 6. G -'---Review for conformity with Fire and Smoke protection features of Chapter 7. Review for conformity with requirements of interior finishes of Chapter 8. Review for conformity with requirements for fire protection systems of Chapter 9. Review for conformity with requirements for means of egress requirements of Chapter 10 (&-Review for conformity with requirements of accessibility in accordance with Chapter 11, and ICC A117.1 e-teview for conformity with Washington State Energy Code. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ✓ In circle = topic has been reviewed for the application. X In circle = topic is not relevant to proposed scope of work. City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 2613200045 Address: 4501 S 134 PL Applicant: 4501 BUILDING WATER METER INFORMATION Permit Number: D13-219 Issue Date: 8/18/2014 Permit Expires On: 2/14/2015 DESCRIPTION OF WORK: SUBTYPE: NOFF STATUS: PENDING DESCRIPTION: CONSTRUCTION OF BUILDING SHELL FOR FUTURE OCCUPANCY INCLUDING LIMITED TENANT IMPROVEMENT. PUBLIC WORKS ACTIVITIES INCUDE: EROSION CONTROL, LAND ALTERING, x" WATER METER, x" RPPA FOR DOMESTIC, x" WATER ONLY or x" DEDUCT WATER METER, DCDVA FOR FIRE BACKFLOW WITHIN BUILDING, SANITARY SIDE SEWER, STORM DRAINAGE, FIRE HYDRANT(S), FIRE LINE, AND PAVEMENT. TRANSPORTATION IMPACT FEE. TRAFFIC CONCURRENCY TEST FEE IN THE AMOUNT OF $2,000.00 PAID UNDER PUBLIC WORKS PERMIT NO. C07- 012. WATER DIST. 125. METER #1 METER #2 METER #3 Water Meter Size: 1" 0 Water Meter Type: PERM DEDUCT Work Order Number: 21340138 0 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $15,012.50 $0.00 $0.00 TOTAL WATER FEES: $16,137.50 King County Department of Natural Resources and Parks Wastewater Treatment Division Non -Residential Sewer Use Certification • To be completed for all new sewer connections, reconnections or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type �So 1 / Property Street Address C �/ • a wt/f- in, /A- 9B l �8 State ZIP Sr) f cTit Cr i— L LG Owners Name Subdivision Name Lot # Subdiv # Building Name f S 6 6 04L A 1,4 (il applicable) (y 15 ) 2i6 97sa owner. phone Number (with Area Cade) ( ) Block* Property Contact Phone Number (with Area Code) Owner's Mailing Address P o g)011 6 c.i C 122P- 0 W9- 9' gas r? For King County Use Only Account 11 No. of RCEs Monthly Rate Property Tax ID If 2 6 132 0 - 00445 Party to be Billed (If different from owner) City or Sewer District V i I^' u^ A - Date of Connection Side Sewer Permit # Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? OYes to No Was building on Sanitary Sewer? 0 Yes allo Was Sewer connected before 2/1/90? 0 Yes !Z9 No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? DYes 0 No A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Kind of Fixture Future Units No. of Fixtures Total Public Naga Public errata Fixture Units Bathtub and Shower 4 4 Shower, per head 2 2 Dishwasher 2 2 Drinking fountain (each head)_ 1 .5 Hose blbb (interior) 2.5 2.5 Clolheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 61 1 I Sink, Clinic bushing 8 8 Sink, kitchen 3 2 Sink, other (service) 3 1.5 Sink, wash fountain, circle spray 4 3 Urinal, (lush vahre,1 GPF 5 2 Urinal, flush valve, >1 GPF 6 2 Urinal, waterless 0 0 Water closet, tank orvalve, 1.8 GPF 6 3 5j 3 C Water closet, tank or valve, >1.6 GPF 8 _ 4 _ Total F xture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units 20 2,) RCE 13. Other Wastewater Flow (In addition to Fixture Units identified in Section A) -type of Facility/Process: A.1 Estimated Wastewater Discharge: ��RRE TION Gallons/day �� Residential Customer Equivalents (R6t3--)Fl# 187 gallons per day equals 1.0 RCE Total Discharge (gaVday) _ 187 C. Total Residential Customer Equivalents: (add A & B) A B RCE RCE RECEIVED CITY OF TUKWILA NOV. 0 1 2013 PERMIT CENTER Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge Is established annually by the King County Council at a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge Is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. All future billings can be prepaid a discounted amount. Questions regarding the capacity charge or thls outd r` efe to King County's Wastewater Treatment Division at 206-684-1740. 1 certify that the Information given is c deviation will require resubmission of Signature of Owner/Representative Print Name of Owner/Representative tnSa 'Roy mmM that the capacity charge levied will be based on thls Information and any determination of a revised capacity charge. Date /6126/ J3 White — Kinn County Yellow — Local Sewer Aoencv Pink — Sewer Custo 1 -4. 3A-61 LAKERIDGE DEVELOPMENT I L r 0 Washington State Department of Labor & Industries Page 1 of 2 LAKERIDGE DEVELOPMENT I LLC Owner or tradesperson JONES, WILLIAM WAYNE Principals JONES, WILLIAM WAYNE, PARTNER/MEMBER JONES, DEBRA FERGUSON, PARTNER/MEMBER JONES, DEBRA FERGUSON, PARTNER/MEMBER Doing business as LAKERIDGE DEVELOPMENT I LLC WA UBI No. 602 564 239 PO BOX 146 RENTON, WA98057 425-228-9750 KING County Business type Limited Liability Company 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. LAKERDI930QA Effective — expiration 11/06/2007— 11 /06/2015 Bond DEVELOPERS SURETY & INDEM CO $12,000.00 Bond account no. 749024C Received by L&I Effective date 10/25/2007 10/17/2007 Expiration date Until Canceled Insurance Granite State Insurance Compan $1,000,000.00 Policy no. 02LX0089990698 Received by L&I Effective date https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602564239&LIC=LAKERDI930QA&SAW= 08/18/2014 Reid iddleton ENGINEERING STRUCTURAL PLANNING SURVEYING ENGINEERING May 11,2015 File No. 262013.005/00510a Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Revision #2 Final 4501 Building (D13-219) Dear Mr. Hight RECEIVED AAY 122015 Community Development We reviewed the proposedproject for compliance with the structural provisions of the 2009 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. This final letter is in regards to Revision #2; see the final plan review letter dated August 23, 2013 for required geotechnical special inspections, structural deferred submittals, and structural special inspections, tests, and submittals. Enclosed are two copies of the complete set of sketches, collated Revision #2 structural calculations, and applicant response letter. Sketches include SK -3 thru SK -7 and SK -19 thru SK -22. Per response from the permit applicant, sketches SK -8, SK -9, and SK -10 no, longer apply and are not included in the complete set of sketches. If you have any questions or need additional :clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin Hammer, P.E., S.E. Senior Engineer Katherine Brawner, P.E. Project Engineer Enclosures cc: Bob Fadden, LMA Architects (by e-mail) Mike Visser, Visser Engineering (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by surface and e-mail) i:\26\planrevw\tukwila\ 13\t005 r 10a.doc\krb EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com April 13, 2015 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Al Findley Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review — Revision #2 Development Permit D13-219 4501 Building — 4501 S 134 P1 Dear Mr. Findley, Please review the enclosed set of plans and documents for structural compliance with the 2009 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of plans and calculations with original approval stamps back to the Permit Center, attention Jerry Hight. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, c Bill Rambo Permit Technician encl File: D13-219 W:\Perniit Centel Structural Review\D13-219 Structural Review - Rev #2.docx 63t7n .cnnthrantor Rnulovnril .Cuito f11n1") • T,,h4,iln Wnchinotnn 9R1RR • Phnno 7n/_431_3671) • Pnr 7nFi_d31_gfili5 January 13, 2015 Wayne Jones PO Box 146 Renton, WA 98057 � r City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Extension Permit Number D13-219 4501 Building — 4501 S 134 Place Dear Mr. Jones, This letter is in response to your written request for an extension to Permit D13-219. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through August 10, 2015. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, ifer Marshall t Technician File: Permit No. D13-219 W:\Permit Cente,\Extension Letters\Permits\2013\D13-219 Permit Extension.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • May 12, 2014 City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Attn: Jennifer Marshall Re: Permit No. D13-219 4501 s 134TH PL Dear Ms Marshall We request an extension for our building permit for this project. We just received the revision approval for the oject. We have selected a contractor and are about to proceed with construction. RECENeo ern' r r 1v1rnLA JAN 12 2015 PERMIT CENTER Si s —0 Request for Extension # _I t�lS Current Expiration Date: 0 Extension Request: qb\ACApproved for ``_ d days a ❑ Denied (provide explanation) Signature/Initials ____LJZZ D • 1/5/2015 City of Tukwila Department of Community Development BOB FADDEN 130 LAKESIDE, SUITE 250 SEATTLE, WA 98122 RE: Permit No. D13-219 4501 BUILDING 4501 S 134 PL Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 2/14/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 2/14/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, er Marshall t Technician File No: D13-219 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • LANCE MUELLER & ASSOCIATES A. R C H .1 E C : r $ A 1 .A December 2, 2014 Jennifer Marshall Department of Community Development City of Tukwila 6300 South Center Boulevard Tukwila, Washington 98188 RE: Correction Letter #1 to Revision #1 4501 Building Permit Application No. D13-219 4501 So. 134th PI. Dear Jennifer, RECEIVED CITY OF TUKWILA DEC 0 4 2014 PERMIT CENTER In response to comments in Correction Letter #1 Revision # 1 we have provided the following additional information below in the order of the original comments. PLANNING DEPARTMENT: 1. Previous to the proposed revision a building permit has submitted and signed off. We were notified that it was ready to pick up on 8-18-2014. The revised site plan attached dated 11-14-2014 has been revised to be consistent with the approved site plan dated 11-28-2012, the previously approved building permit plan dated 6-13-2014, and the current civil site plan. At the time of building permit application the final exterior design was submitted, reviewed, and signed off. The refinements to the design were clouded on the elevation drawing A3.1 dated 6-13-2014. The changes from the approved building permit documents are shown on the elevation drawing A3.1 dated 8-25-2014. These changes consist of the removal of one drive in door and reduction in width of two remaining drive in doors in the southern tenant area and a relocation and change in size of the rear drive in door in the northern tenant space. These modifications do not affect the appearance of the building. In case you feel a mirror modification request is still warranted I have in the resubmittal package included a request letter and applicable drawings. 2. Shading has been added to drawing A1.1 to highlight the gravel area. See attached drawing A1.1 dated 11-14 -2014. 3. Drawing A1.1 has been revised and surplus parking stalls removed. 4. The most recent civil drawings set are included in this resubmittal. 130 Lakeside • Suite 250 • Seattle, WA 98122 • (206) 325-2553 • Fax (206) 328-0554 Architecture Planning Space Planning Interiors • PUBLIC WORKS DEPARTMENT: 1. The architectural plan has been revised to correlate with the civil site plan so no revisions to the attached 10/31/2013 set are needed. I hope these updated drawings provide the clarifications and information you need to complete your review of the proposed revision to the construction permit drawings submitted. Thanks again for your understanding and help. Cordially, Bob Fadden Attachments: Site Plan A1.1 6-13-2013 Site Plan A1.1 11-14-2014 Building ElevationsA3.1 6-13-2013 Building ElevationsA3.1 8-25-2014 130 Lakeside • Suite 250 • Seattle, WA 98122 • (206) 325-2553 • Fax (206) 328-0554 Architecture Planning Space Planning Interiors City of Tukwila Department of Community Development September 24, 2014 Bob Fadden 130 Lakeside, SUITE 250 SEATTLE, WA 98122 RE: Correction Letter # 1 to Revision #1 Development Permit Application Number D13-219 4501 BUILDING - 4501 S 134 PL Dear Bob Fadden, 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: PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. 1. The project received design review approval under L12-046. The proposed revisions change the design approved by the City's Board of Architectural Review. Before this building permit can be approved, a Minor Modification of the approved design must be submitted and approved by the DCD director. The Minor Modification can be in the form of a letter explaining the proposed revisions to the approved building design and the rear parking area and how these changes are "minor" in character and not "major". There is a fee of $640.50 to review the Minor Modification request to the approved design review. 2. It is not clear from the site plan where the rear of the site will be paved and where crushed rock will be placed. Please clarify. 3. The site plan shows a number of striped parking stalls along the north and west sides in the rear of the project site and closer to the warehouse slide up door. Please explain the purpose of these parking stalls. The internal landscaping requirements of TMC 18.52.035 apply to these parking stalls - please revise the landscaping plan accordingly. 4. Please provide revised civil plans for the project. PUBLIC WORKS DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. 1. Revise Civil plan sheets to match plan sheet A1.1 as submitted under revision number one. Area West of proposed Building has been revised. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation he 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. Sinperely, 6440 er Marshall it Technician 300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 1 • LANCE MUELLER & ASSOCIATES A RCHITEC TS August 25, 2014 • AIA Department of Community Development City of Tukwila 6300 South Center Boulevard Tukwila, Washington 98188 RE: General Revision Recap Permit Application No. D13-219 4501 So. 134th PI. General Revision Recap New Structural Engineer of Record. Previous engineer now retired. New structural drawings and calcs attached. A1.1 Revise parking lot layout to west of building. Revise project statistics. A2.1 Revise layout and footprint of office area and second floor. Revise overhead door sizes and locations. A2.2 Added 2 additional skylights A2.3 Revise ceiling plans — update A3.1 Update elevations. A4 Update sections. A5.2 Update schedules. Thomas Zander Lance Mueller And Associates - Architects REVISION NO.L th3-21ff RECEIVED CITY OF TUKWILA AUG 2 6 : 2014 PERMIT CENTER 130 Lakeside • Suite 250 • Seattle, WA 98122 • (206) 325-2553 • Fax (206) 328-0554 Architecture Planning Space Planning Interiors May 15, 2014 Wayne Jones PO Box 146 Renton, WA 98057 to City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Extension Development Application No. D13-219 4501 Building — 4501 S 134 P1 Dear Mr. Jones, This letter is in response to your written request for an extension to Application Number D13-219. The Interim Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application through August 19, 2014. This is the last application extension. The application must be picked up and issued prior to August 19, 2014. Please note that at the time of permit issuance the expiration date will be extended an additional 180 days. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, File: Permit No. D13-219 W:\Permit Center\Extension LettersWpplications\2013\D13-219 App Extension Letter#2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 May 12, 2014 City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Attn: Jennifer Marshall Re: Permit No. D13-219 4501 s 134TH PL Dear Ms Marshall We request an extension for our building permit for this project. We are in the process of bidding the project out for construction. We were ready to pick up the building permit, however, planning raised the issue of DOE approval regarding kiln dust.. We do not believe this to be an issue with the building since there is no kiln dust under the building, and the area with kiln dust was capped under our prior PW permit. I I .ve a meeting with Brandon to resolve the issue. Ck-- qz &-rte Vt.-m_ S/i y )1k1 9-)'(Avi7 rnk�(clncdkW Puir eye o21«dILi City of Tukwila Application Expiration Notice Dear BOB SADDEN, Permit Application D13-219 for the work located at 4501 BUILDING (4501:5.134 PL) has not been issued by the City of Tukwila Permit Center. Per the International Building, •Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Your application as of today is has the status of "APPROVED" and was due to expire 02/19/2014. Due to a change in permit software there has been a lapse in notices being sent. Due to this circumstance the Permit Center is giving thru May 30th to address this situation. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application by May 30, 2014. At the time of issuance the expiration date will be automatically extended 180 days. - OR - 2) Submit a written request for application extension to the Permit Center by May 30, 2014. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. _ The Building Code does allow the Building Official to approve an extension of up to 90 days. If it Is determined that your extension is granted you will be notified by mail. In the event your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. • • LANCE MUELLER & ASSOCIATES ARCHITEC December 20, 2013 TS AIA Brandon Miles Department of Community Development City of Tukwila 6300 South Center Boulevard Tukwila, Washington 98188 RE: Permit Application No. D13-219 4501 So. 134th PI. Brandon, In response to you Planning Division Comments dated August 5, 2013 I offer the following responses. 1 a. Sheet L1 has been revised to show only 43 Harbor Dwarf plantings and substituting in 58 Otto Luyken plantings. 1 b. The tree protection note has been added to both L1 and A1.1 sheets. 1 c. Tree species "Aristocrat" has been omitted and "Krauter Vesuvius" has been added. 1d. The ground cover has been revised from sod to Juniperus horizontalis "Bar Harbor" Trusting that this response satisfies your concerns. Please advise this office with any questions. Cordially, Thomas Zander Lance Mueller And Associates - Architects CORRECTION LTR# 7i bi-zlq RECEIVED CITY OF TUKWILA DEC 2 3 2013 PERMIT CENTER 130 Lakeside • Suite 250 • Seattle, WA 98122 • (206) 325-2553 • Fax (206) 328-0554 Architecture Planning Space Planning Interiors City of Tukwila Department of Community Development December 16, 2013 BOB FADDEN 130 LAKESIDE, SUITE 250 SEATTLE, WA 98122 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D13-219 4501 BUILDING - 4501 S 134 PL Dear BOB FADDEN, 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: PLANNING DEPARTMENT: Brandon Miles at 206-431-3684 if you have questions regarding these comments. 1. On August 5, 2013, Planning provided a memo with minor issues regarding the landscaping plan. The November 1, 2013 submission by the applicant failed to address any of the questions posed planning in its August 5, 2013 memo. Please respond to the comments in the first correction letter and provided an updated landscaping plan. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. File No. D13-219 kAikAw 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • PLANNING DIVISION COMMENTS DATE: November 15, 2013 PROJECT NAME: 4501 Building PERMIT NUMBER: D13-219, Correction Letter #1 ADDRESS: 4501 S. 134th PL ZONING: C/LI STAFF: B. Miles The Planning Division of DCD has reviewed the above permit application. The permit application cannot be approved. On August 5, 2013, Planning provided a memo with minor issues regarding the landscaping plan. The November 1, 2013 submission by the applicant failed to address any of the questions posed planning in its August 5, 2013 memo. Please respond to the comments in the first correction letter and provided an updated landscaping plan. �vJ 1 LA lt, City of Tukwila November 18, 2013 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Bob Fadden Lance Mueller & Associates 130 Lakeside, Ste 250 Seattle, WA 98122 RE: Request for Extension Development Application No. D13-219 4501 Building — 4501 S 134 P1 Dear Mr. Fadden, This letter is in response to your written request for an extension to Application Number D13-219. The Interim Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 90 days from the date of expiration, through February 19, 2014. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, fer Marshall it Technician File: Permit No. D13-219 W:V'ermit Center\Extension LettersWpplications\2013\D13-219 App Extension Letter #1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 LANCE MUELLER SOCIATES AR CHITEC TS November 8, 2013 • A I RECEIVED NOV 12 2013 COMMUtvt I r DEVELOPMENT Mr. Bill Rambo Permit Technician CITY OF TUKWILA Department of Community Development 6300 Southcenter Blvd., Suite #100 Tukwila, WA 98188 Re: PERMIT APPLICATION NO. D13-219 4501 BUILDING 4501 S 134TH PL., TUKWILA, WA (LMA #13-085) Dear Mr. Rambo: On behalf of Wayne Jones of Lakeridge Development, owner of the referenced property, we request an extension of this permit application. This extension is required due to the additional time needed for the review and coordination with City Agencies. Thank you for your assistance. Sincerely, LANCE MUELLER & ASSOCIATES/ARCHITECTS Bob Fadden Associate BF:nk cc: Wayne Jones Q 11) 1' '� �d�—�� `"t 3 NK-CD-2/JONES-4501-BLDG-LTR-1. LTR 130 LAKESIDE • SUITE 250 • SEATTLE. WA • 913122 • (206) 325-2553 • FAX: (208) 32B-0554 ARCHITECTURE • PLANNING • SPACE PLANNING • INTERIORS 11-01-2013 • City of Tukwila Jim II agger•t on..Ad ayor Department of Community .Development Jack Pace. Director BOB FADDEN 130 LAKESIDE, SUITE 250 SEATTLE, WA 98122 RE: Permit Application No. D13-219 4501 BUILDING 4501 S 134 PL TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 06/24/2013, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 12/21/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D13-219 6300 Southcenter Boulevard, Suite 4100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fay 206-431-3665 DALEY-MORROW-POBLETE, INC. ENGINEERING -SURVEYING -LAND PLANNING 726 Auburn Way North Auburn, WA 98002 TEL: (253) 333-2200 FAX: (253) 333-2206 EMAIL: dmp@dmp-inc.us October 29, 2013 City of Tukwila Department of Community Developement 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Attn: Jennifer Marshall — Permit Technician RE: Correction Letter #1 Development Permit Application Number DI3-219 4501 Building —4501 S 134 PI Dear Ms. Marshall: The comments from the Fire, Planning and Public Works departments have been addressed as follows: FIRE DEPARTMENT COMMENTS (July 8, 2013) 1. To be addressed under the future Building permit or under the future Plumbing permit (as determined by the Building Division). The firemain water supply to the building is shown. PLANNING DEPARTMENT COMMENTS (Aug. 5, 2013) 1. Planning comments were previously addressed under a separate submittal by the architect. PUBLIC WORKS DEPARTMENT COMMENTS (Aug. 16, 2013) 1. The revised and signed Civil plan sheets C-1 thru C-14 is part of this submittal package. 2. The plans have been updated to show what is completed (shown as existing) and what is to be completed (shown as proposed). RECEIVED 3. The Civil plans were compared with Sheet A1.1. CITY OF TUKWILA CORRECTION NOV,: 01 2013 PERMIT CENTER • • 4. The completed Bulletin A2 and Engineer's Estimate are included with this submittal. 5. Comment does not apply. 6. Comment does not apply. 7. The completed Non -Residential Sewer Use Certificate is included with this submittal. 8. Noted. 9. Noted. 10. Cut and Fill quantities are on the Cover Sheet. 11. To be addressed under the future Building permit or under the future Plumbing permit (as determined by the Building Division). 12. To be addressed under the future Building permit or under the future Plumbing permit (as determined by the Building Division). 13. See Sheet C-12 of 14. 14. To be addressed under the future Building permit or under the future Plumbing permit (as determined by the Building Division). If you have any questions, please contact me at (253) 333-2200. Sincerely, Alex Pobl -, - . P.E. DMP Inc RECEIVED CITY OF TUKWILA NOV.: 0 1 2013 PERMIT CENTER 7e `--e Hr r. leton • Celebrating the past - Building the future ENGINEERING STRUCTURAL PLANNING SURVEYING ENG- NEERIN August 23, 2013 File No. 262013.003/00502 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal 4501 Building () 3-219) Dear Mr. Benedicto: CITY OF TUKWILA AUG 16 2C13 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Renton. The permit applicant has responded successfully to our comments. The comments below do not require a response from the permit applicant. Individual revised structural sheets were submitted in response to our initial plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are S1.1, S2.4, and S2.5. The "red -lined" revisions noted below were made to the drawings we reviewed with the concurrence of the structural engineer. The sets of drawings for permit issuance should also be revised. 1. Sheet S1.1. In the section of the structural notes on concrete, the note stating "All concrete with surfaces exposed to freeze/thaw cycle shall be air -entrained with an air content conforming to ACI -318, Table 4.2.1" was deleted since the percent air content is specified for each individual mix in the table of the same section. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Renton until after issuance of the initial building permit. The architect has been informed that the city of Renton may require the issuance of additional permits. The following is a summary: 1. Concrete mix designs. 2. Design drawings for prefabricated open -web steel joists and joist girders. 3. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. ALASKA 4300 B Street Suite 302 Anchorage, AK 99503 907 562-3439 HAWAII 3049 Ualena Street Suite 504 Honolulu, HI 96819 808 754-4478 WASHINGTON 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 0 0 Mr. Bob Benedicto, Building Official City of Tukwila August 23, 2013 File No. 262013.005/00502 Page 2 Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Cornerstone Geotechnical, dated July 13, 2006. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill, where applicable. 3. Placement of structural fill and soil compaction. 4. Verification of soil bearing capacity. 5. Installation of foundation wall subsurface drainage system. 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 Structural Test below. 2. Reinforcement at concrete construction: periodic. 3. Installation and fastening of precast (tilt -up) reinforced concrete walls: periodic. 4. Installation of steel anchor bolts/rods in concrete: continuous. 5. Installation of headed studs and deformed bar anchor studs in concrete: continuous. 6. Installation of concrete expansion and adhesive anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC -ES). 7. Installation of structural steel: periodic. 8. Welding of structural steel members for single -pass fillet welds (maximum 5/16 -inch): periodic. 9. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16 -inch), where applicable: continuous. 10. Installation and fastening of prefabricated open -web steel joists and joist girders: periodic. See also Structural Submittal below. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete for specified compressive strength, fc', air content, and slump. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor or owner's authorized agent to the city of Renton. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. The following is a summary: Reid iddleton 1953 - 2013 0 Mr. Bob Benedicto, Building Official City of Tukwila August 23, 2013 File No. 262013.005/00502 Page 3 1. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. 2. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. 3. Submittal of certificates of compliance from the fabricators of prefabricated open -web steel joists and joist girders at the completion of fabrication. Enclosed is one set of the revised drawings, three sets of revised structural sheets as noted above, two sets of the revised structural calculations and response letter, and one geotechnical report. Please note that Reid Middleton only received one set of drawings for the initial plan review, which have been reconciled. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin M. Hammer, P.E., S.E. Senior Engineer Katherine R. Browner, P.E. Project Engineer Enclosures cc: Bob Fadden, LMA Architects (by e-mail) Charles Couvrette, Cornerstone Geotechnical, Inc. (by e-mail) Bryan Collons, Collons Smith (by e-mail) Brenda Holt, City of Tukwila (by e-mail) ehwo:\doc\26\planrevw\tukwila\ 13\t005r2.doc\krb Reid iddleton 3-2013 • • Celebrating the past - Building the future ENGINEERING STRUCTURAL PLANNING SURVEYING ENGINEERIN JUL 24 2013 DLVL-LUF'ML-N f July 23, 2013 File No. 262013.005/00501 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal 4501 Building (D13-219) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2009 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 architect, geotechnical engineer, and structural engineer respond and resubmit two full-sized sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Cornerstone Geotechnical, dated July 13, 2006. We are requesting a copy of the geotechnical report. See IBC Sections 1704.7 and 1803. The following is a summary of assumed special inspections and test that should be provided: a. Site excavation and grading. b. Placement of structural fill and soil compaction. c. Installation of foundation wall subsurface drainage system. ALASKA 4300 8 Street Suite 302 Anchorage, AK 99503 907 562-3439 HAWAII 3049 Ualena Street Suite 504 Honolulu, 1-11 96819 808 754-4478 WASHINGTON 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 0 0 Mr. Bob Benedicto, Building Official City of Tukwila July 23, 2013 File No. 262013.005/00501 Page 2 Architectural 1. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.2. See also structural general comments below. The following is a summary: a. Design drawings for open -web steel joists and girders. b. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and Section 13.2 of ASCE 7-05. Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls: continuous. See also Section 1704.4. b. Reinforcement at concrete construction: periodic. See also Section 1704.4. c. Reinforcement at, and installation of, precast (tilt -up) reinforced concrete walls: periodic. See also Section 1704.4. d. Installation of steel anchor bolts/rods in concrete: continuous. See also Sections 1704.4 and 1707.1. e. Installation of headed (shear) studs and deformed bar anchors in concrete: continuous. See also Section 1704.15. f. Installation of concrete expansion and adhesive anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC -ES). See also IBC Section 1704.15. /l Reid iddleton 1953 - 2013 0 0 Mr. Bob Benedicto, Building Official City of Tukwila July 23, 2013 File No. 262013.005/00501 Page 3 g. Installation of structural steel: periodic. See also IBC Section 1704.3. h. Welding of structural steel members for single -pass fillet welds (maximum 5/16 -inch): periodic. See also IBC Sections 1704.2 and 1704.3. i. 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 and 1704.3. j. Installation and fastening of prefabricated open -web steel joists and joist girders: periodic. See also IBC Sections 1704.2 and 1704.3 and Structural Submittal below. 2. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete, precast (tilt -up) reinforced concrete walls, and concrete topping at steel floor decks, for specified compressive strength, f ', air content, and slump. See IBC Sections 1704.4 and 1905.6. 3. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4.1, and 107.3.4.2. See also the structural general comments below. The following is a summary: a. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1708.2 and 1901.2, Section 3.5.2 of ACI 318-08, and Section 1.3.4 of AWS D1.4-98. b. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2 and 1704.2.2. c. Submittal of certificates of compliance from the fabricators of prefabricated open -web steel joists and joist girders at the completion of fabrication. See also IBC Sections 1704.2, 1704.2.2, and 2206.5. Reid iddleton 1953 - 2013 0 0 Mr. Bob Benedicto, Building Official City of Tukwila July 23, 2013 File No. 262013.005/00501 Page 4 d. Submittal of certificates of compliance from the manufacturers of precast concrete exterior wall panels at the completion of manufacture. See also IBC Sections 1704.2 and 1704.2.2. 4. The specified compressive strength, f' c, is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S1.1, should be revised by specifying f' c, for structural strength and the exposure classes for durability. We recommend a table listing f'and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px) and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and Sections 4.1.1 and 4.2.1 of ACI 318-08. See www.nrmca.org/P2P for further information. Note that ACI 318-08 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." 5. Special inspection is required for the manufacture of precast concrete exterior wall panels on the premises of a manufacturer unless the manufacturer is registered and approved to perform such work without special inspection. We assume such a manufacturer will be utilized for this project. Please verify. A note should be added to the section of the structural notes on concrete tilt -up walls, Sheet S1.2, specifying submittal by the contractor or owner's authorized agent to the building official of certificates of compliance from the manufacturers of the wall panels at the completion of manufacture. See IBC Sections 1704.2, 1704.2.2, and 1704.4. Refer to Structural Submittal above. Foundation 6. We are requesting a letter from the geotechnical engineer recommending items such as, but not limited to, bearing pressure, lateral earth pressures on foundation walls due to earthquake motions, factors of safety for passive lateral earth pressure and coefficient of friction, effective heights of the backfill above the toe of the footing Rei i iddleton 1953 - 2013 Mr. Bob Benedicto, Building Official City of Tukwila July 23, 2013 File No. 262013.005/00501 Page 5 for application of passive pressure to resist lateral earth pressures, effects of maximum imposed curvatures from earthquake ground motions, the potential for liquefaction at the site and site class. See IBC Sections 1803.5.12(1), 1807.2.3, 1810.2.4.1, and 1613.5.2. Vertical No comments. Lateral 7. Provide calculations substantiating the design of the connections/embed anchors on Sheet S3.2, Detail 2 to meet ACI 318-08. Note that ACI 318 Section D.3 has been revised between the 2005 and 2008 versions. 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. Senior Engineer cc: Bob Fadden, LMA Architects (by e-mail) Bryan Collons, Collons Smith (by e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\o:\doc\26\planrevw\tukwila\ 13\t005r1.doc\krb Katherine R Brawner, P.E. Project Engineer Reid iddleton rr,v • ti�Z Cit, of Tukwila August 19, 2013 • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Bob Fadden Lance Mueller & Associates 130 Lakeside, Ste 250 Seattle, WA 98122 RE: Correction Letter #1 Development Permit Application Number D13-219 4501 Building — 4501 S 134 P1 Dear Mr. Fadden, 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 Fire, Planning, and Public Works Departments. At this time the Building Department has no comments. Fire Department: Alan Metzler at 206 433-7163 Planning Department: Brandon Miles at 206 431-3684 Public Works Department: David McPherson at 206 431-2448 Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Jen '' -r Ma Per Tech W:\Permit Cente,\Correction Letters\2013\D13-219 Correction Letter #1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLANNING DIVISION COMMENTS DATE: August 5, 2013 PROJECT NAME: 4501 Building PERMIT NUMBER: D13-219 ADDRESS: 4501 S. 134th PL ZONING: C/LI STAFF: B. Miles The Planning Division of DCD has reviewed the above permit application. The permit application cannot be approved. 1. The subject project was subject to design review. One of the conditions placed on the project was that final details of landscaping plan would be approved by the City's Urban Environmentalist. The City's Urban Environmentalist has completed review of the landscaping plan submitted with the building permit application and as the following comments: a. Sheet L-1 uses two symbols for "Harbor Dwarf." If this is correct a total of 94 plants will be planted. The City would like this revised to include more plant diversity. b. Add the following note on sheets L-1 and A1.1: "Tree protection fence shall be installed around the perimeter of trees on the site. The tree protection fence shall be placed one foot away from the trunk of the tree for every foot in width of the protected tree." c. The tree species "Aristocrat" is susceptible to limb breakage in strong winds. Given that these trees will be within a parking area, the City recommends a different tree species. d. "October Glory" may develop surface roots, which could make mowing difficult. The city would recommend that a groundcover been installed that does not need mowing. 9. Permits D07-366, D08-021, D07-082, & PW07-082 have all expired. These permits did not receive Final Inspection by Pubic Works. Under this Building Permit no. D13-219; all Public Works Inspections under D07-366, D08-021, D07-082, & PW07-082 (not made final) shall be Finaled by the Public Works Inspector. 10. Provide cut/fill quantities on a plan sheet. 11. Show & label domestic backflow (RPPA) on Civil plan sheet C-12 of 14, for domestic water meter. Provide (size, brand, etc. with specifications — including Hot Box). 12. Show & label (DCDVA) on Civil plan sheet C-12 of 14, for fire line. Provide (size, brand, etc. with specifications). Detector Check Double Valve Assembly (DCDVA) is required to be designed and stamped, by a State of Washington Licensed Engineer. 13. Show & label Deduct water meter (or) water meter only; including size, on Civil plan sheet C-12 of 14. 14. Show & label F.D.C. on Civil plan sheet C-12 of 14. DATE: PROJECT: CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards August 16, 2013 4501 Building (a.k.a.) Fostoria Gardens Building 4501 South 134th PL 1st Review Comments PERMIT NO: D13-219 1A PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. david.mcpherson(a,tukwilawa.gov 1. Revise and provide Civil plan sheets C-1 thru C-14 of 14 (previously submitted under Public Works permit no. PW07-082) as part of this Building permit, as applicable. Civil plan sheets shall be signed and stamped by a State of Washington Professional Engineer. 2. Civil plan sheet C-12 of 14 (submitted as part of this Building permit) is not current. See Civil plan sheets C-12 & C-13 of 14 — enclosed. Verify work shown as completed (or) to be completed as part of this Building permit. 3. Verify that plan sheet A1.1 and Civil plan sheets match. 4. Provide Public Works permit fee estimate sheet with Engineers Estimate; for Public Works activities to be completed as part of this Building permit. Including but not limited to land altering, erosion control, water, sanitary, storm drainage, domestic backflow (RPPA) w/hot box, fire backflow (DCDVA), irrigation backflow, fire hydrant(s), paving, etc. — see enclosed Public Works Bulletin A2. 5. Provide a current Water Availability Certificate from Water District 125. 6. Provide an approved Water Plan from Water District 125. 7. Owner/Applicant shall complete and provide a Non -Residential Sewer Use Certificate — see enclosed. 8. A Transportation Impact Fee applies to this permit in the amount of $11,897.20; based on (16,996 sq ft/GFA of Warehouse x $0.70 per sq ft.) - Public Works Bulletin A3. Page 1 of 2 9. Permits D07-366, D08-021, D07-082, & PW07-082 have all expired. These permits did not receive Final Inspection by Pubic Works. Under this Building Permit no. D13- • 219; all Public Works Inspections under D07-366, D08-021, D07-082, & PW07-082 (not made final) shall be Finaled by the Public Works Inspector. 10. Provide cut/fill quantities on a plan sheet. 11. Show & label domestic backflow (RPPA) on Civil plan sheet C-12 of 14, for domestic water meter. Provide (size, brand, etc. with specifications — including Hot Box). 12. Show & label (DCDVA) on Civil plan sheet C-12 of 14, for fire line. Provide (size, brand, etc. with specifications). Detector Check Double Valve Assembly (DCDVA) is required to be designed and stamped, by a State of Washington Licensed Engineer. 13. Show & label Deduct water meter (or) water meter only; including size, on Civil plan sheet C-12 of 14. 14. Show & label F.D.C. on Civil plan sheet C-12 of 14. Page 2 of 2 DATE: PROJECT NAME: PERMIT NUMBER: ADDRESS: ZONING: STAFF: PLANNING DIVISION COMMENTS August 5, 2013 4501 Building D13-219 4501 S. 134th PL C/LI B. Miles The Planning Division of DCD has reviewed the above permit application. The permit application cannot be approved. 1. The subject project was subject to design review. One of the conditions placed on the project was that final details of landscaping plan would be approved by the City's Urban Environmentalist. The City's Urban Environmentalist has completed review of the landscaping plan submitted with the building permit application and as the following comments: a. Sheet L-1 uses two symbols for "Harbor Dwarf." If this is correct a total of 94 plants will be planted. The City would like this revised to include more plant diversity. b. Add the following note on sheets L-1 and A1.1: "Tree protection fence shall be installed around the perimeter of trees on the site. The tree protection fence shall be placed one foot away from the trunk of the tree for every foot in width of the protected tree." c. The tree species "Aristocrat" is susceptible to limb breakage in strong winds. Given that these trees will be within a parking area, the City recommends a different tree species. d. "October Glory' may develop surface roots, which could make mowing difficult. The city would recommend that a groundcover been installed that does not need mowing. Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: Project Name: Address: Permit #: Plan Reviewer: July 8, 2013 4501 Building 4501 S 134th PI D13-219 Al Metzler, Fire Project Coordinator The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. 1. Please submit a civil engineer utilities plan, specifically detailing the fire main water supply, double detector check valve assembly(DDCVA), post indicating or wall indicating valve(PIV, WIV) and fire department connection (FDC). Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206-971-8718. No further comments at this time. July 2, 2013 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Development Permit D13-219 4501 Building — 4501 S 134 P1 Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2009 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of plans and calculations with original approval stamps back to the Permit Center, attention Bob Benedicto. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D13-219 W:IPermit CenterlStructural ReviewID13-219.Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 x 140'-0" 1 6'–O" 7'-07 16'-0" 11 41 u 10'-0" 25'-0" TT 25'–O" 10'-0" 13 STORAGE EXPAO, (;I0N AREA / 202. 10J FUTURE OFFICE 201 2000 S.F. 201 O 5'–O" 20'–O" 5'-O" 20'–O" ✓ 5'-0» SECOND FLOOR PLAN OCCUPANT LOAD = 20 NORTH 140'-0' 35'-0' 35'-0' 35'-0' 70'-6' 14'-0" 7'-6r 16'-6' 23'-0' 21'-0' PJ S111 HIGH BAY WINDOW 16'-0" HIGH BAY WINDOW 16'-0" ILLUMINATED EXIT SIGN HIGH BAY WINDOW 6,*e S lei o1c-1 G� idea l t -ruin to i e7" d rc u pay 4, exceed 45 71r4e. 6..d 74 -en go ,5%.10 a r ize._ 4614 roost/ 14.)ae-111.7% l( b•e re /''u, real pg -I gads. rex L — J AREA OF PATHWAY LIGHTING. 1 FOOTCANDLE ILLUMINATION AT WALKING SERFACE PER IBC SECTION 10061ND 1025.8. SUBJECT 110 CHANG AT T.I. HIGH BAY WINDOW • u� N 0 u) N • N 0 in HIGH BAY WINDOW WAREHOUSE 101 WAREHOUSE 101 HIGH BAY WINDOW 0 0 0 HIGH BAY WINDOW HIGH BAY WINDOW LOCATION OF POSSIBLE FUTURE TENANT IMPROVEMENT TOILET ROOMS AND COUNTER WOMEN 103 103 METAL LADDER WITH CAGE TO ROOF HATCH ABOVE WITH RETRACTABLE SAFETY POST OFFICE OFFICE M HIGH BAY WINDOW HIGH BAY WINDOW S102 S101 AREAS OF REFUGE —6' 5'—Or TWO-WAY COMMUNICATION: AREA OF REFUGE SHALL BE PROVIDED WITH A TWO-WAY COMMUNICATION SYSTEM, CONTROLLED ACCESS TO A PUBLIC TELEPHONE SYSTEM. THE SYSTEM SHALL INCLUDE BOTH AUDIBLE AND VISIBLE SIGNALS. 7( Pla Apl the of ai Permit F1:44IE 71:14°1 review approval is subject tors and omissi royal of construction documents does not author iolation o a: dopted code or ordinance. Aec proved Fi: ,t r�+ d conditions is acknowied ..l , L) 4 N 0 0 0 c z Lit U) O z w > 0 O co N T T 25'-0' INSTRUCTIONS: INSTRUCTIONS ON THE USE OF THE AREA UNDER EMERGENCY CONDITIONS SHALL BE POSTED ADJOINING THE COMMUNICATIONS SYSTEM. THE INSTRUCTION SHALL INCLUDE ALL THE FOLLOWING 1. DIRECTIONS TO FIND OTHER MEANS OF EGRESS. 2. PERSONS ABLE TO USE THE EXIT STAIRWAY DO SO AS SOON AS POSSIBLE, UNLESS THEY ARE ASSISTING OTHERS. 3. INFORMATION ON PLANNED AVAILABILITY OF ASSISTANCE IN THE USE OF STAIRS OR SUPERVISED OPERATION OF ELEVATORS AND HOW TO SUMMON SUCH ASSISTANCE. 4. DIRECTIONS FOR USE OF THE EMERGENCY COMMUNICATIONS SYSTEM. IDENTIFICATION: EACH DOOR PROVIDING ACCESS TO AN AREA OF REFUGE FROM AND ADJACENT FLOOR AREA SHALL BE IDENTIFIED BY A SIGN COMPLYING WITH ICC A117.1 STATING "AREA OF REFUGE" AND INCLUDING THE INTERNATIONAL SYMBOL (ILLUMINATED) OF ACCESSIBILITY. ADDITIONALLY, TACTILE SIGNAGE COMPLYING WITH ICC A1.17.1 SHALL BE LOCATED AT EACH DOOR TO AN AREA OF REFUGE. 25'-0' 6'-6r (•ditoi g,_0r 12'-0' / 4'-0" 9'—O' 5'-6' FIRST FLOOR PLAN OCCUPANT LOAD = 40 By: Data: qjSof .._ . City Tj �k��.kila EUILDZZENG DJV�SION NORTH rN REVISIONS o changes shall be made to the scope of work without prior approval of Tukwila Building DivisionTE: Revisions will require a new plan submittal and may include additional plan review fees. REVISION N REVIEWED FOR CODE COMPLIANCE APPROVED SEP 02?_015 1242. City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2015 PERMIT CENTER 00)-1-11 SKYLIGHT, ROOF HATCH AND LADDER W 0 m m 2 N 4 CV co >- a O w ce 0 W z co 1— z w 0 U U w 2 U z N 1— z w 0 0 U w U z g 9 rT" m E/rJ) co 9 ti 9 J co -i- 0 .> L C a L -a U 0 S U N 0 0 co N 0 0` Z EMIRATE. 17);::::411T REQUIRED ,zl Mechanical Electrical )3 Plumbing 7 Gas Piping City of Tukwila f1.liLDING DIVISION z CZ 0 0 L sheet A2.1 14C'-0' 16'-0' 7'-0" 16'-0' 10'-0 25'-0" 25'-0' 10'-0" STORAGE EXPAt(SION AREA FUTURE OFFICE 201 2000 S.F. z 5'-0" z 20'-0' ! 5'-0' z 20'-0'f 5'-0' SECOND FLOOR PLAN OCCUPANT LOAD = 20 NORTH 0 140'-0' 35'-0' 35'-0" 35'-0' 35,-3" 8'-0' 14'-0' 9'-6' 70'-6' 14'-0' 7'-6' 16'-6 27'-0' 23'-0" 23'-0' 23'-0' 23'-0' 21'-0' • 1 CU 1 0 .--i 0 in N cu S110 PJ 5111 PJ HIGH BAY WINDOW HIGH BAY WINDOW PJ PJ HIGH BAY WINDOW „ 3 PJ S115 PJ S116 ILLU NATED 3 EXIT ° IGN OF PA 1 FOOTCANDLE ILLU? I a HIGH TING. BAY WINDOW TION AT HIGH BAY WINDOW PJ DC. OSS ✓ —� --1 r-7 L WAREHOUSE 101 3 L3 IBC SECTION 1006 -\ND 1025.8. SUBJECT 110 CHAF G AT T.I. WAREHOUSE 101 L — J • —7 zQ CO PJ tai CI HIGH BAY WINDOW HIGH BAY WINDOW PJ 3 ▪ -- L L — J 3 cc MEN 105 05 MEN 104 104 107 3 3 106 11 WOMEN 106 FUTURE OFFICE OFFICE 108 �I! D WOMEN 103 3) 103 OFFICE 102 3 METAL LADDER WITH CAGE TO ROOF HATCH ABOVE WITH RETRACTABLE SAFETY POST 0 r L — J HIGH BAY WINDOW 0 • RIS S109 SEPARATE PERMIT REQUIRED FOR: *umbing Mem Piping City of Tukwila BUILDING DIVISION 30'-0' 8'-0' 14'-0' AREAS OF REFUGE 15'-8' S107 108 5,-0' S1QJ5 20'-O' 2 5'-0' -6' 5,_0. 5'-0' 20'-0' 104 101 5'-0' / 2 -6' 5'-0' 27'-6' 27'-6' 7'-4' TWO-WAY COMMUNICATION: AREA OF REFUGE SHALL BE PROVIDED WITH A TWO-WAY COMMUNICATION SYSTEM, CONTROLLED ACCESS TO A PUBLIC TELEPHONE SYSTEM. THE SYSTEM SHALL INCLUDE BOTH AUDIBLE AND VISIBLE SIGNALS. / 25'-0' INSTRUCTIONS: INSTRUCTIONS ON THE USE OF THE AREA UNDER EMERGENCY CONDITIONS SHALL BE POSTED ADJOINING THE COMMUNICATIONS SYSTEM. THE INSTRUCTION SHALL INCLUDE ALL THE FOLLOWING REVISIONS No changes shatl be mad® to the. , of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan reVieW f . I 1. DIRECTIONS TO FIND OTHER MEANS OF EGRESS. 2. PERSONS ABLE TO USE THE EXIT STAIRWAY DO SO AS SOON AS POSSIBLE, UNLESS THEY ARE ASSISTING OTHERS. 3. INFORMATION ON PLANNED AVAILABILITY OF ASSISTANCE IN THE USE OF STAIRS OR SUPERVISED OPERATION OF ELEVATORS AND HOW TO SUMMON SUCH ASSISTANCE. 4. DIRECTIONS FOR USE OF THE EMERGENCY COMMUNICATIONS SYSTEM. IDENTIFICATION: EACH DOOR PROVIDING ACCESS TO AN AREA OF REFUGE FROM AND ADJACENT FLOOR AREA SHALL BE IDENTIFIED BY A SIGN COMPLYING WITH ICC A117.1 STATING "AREA OF REFUGE" AND INCLUDING THE INTERNATIONAL SYMBOL (ILLUMINATED) OF ACCESSIBILITY. ADDITIONALLY, TACTILE SIGNAGE COMPLYING WITH ICC A117.1 SHALL BE LOCATED AT EACH DOOR TO AN AREA OF REFUGE. 25'-0' COPY Pernik Na b1S- Plan I a Apof cyst the vi: . of any ofa mom City of Tukwila BUILDING DIVISION 6'-6' S103 0 S102 S101 IC CO PJ a CO HIGH BAY WINDOW s CO PJ CO HIGH BAY WINDOW 33'-0' 8'-0' 12'-0"/ 4'-0 ' 9'-0 FIRST FLOOR .PLAN OCCUPANT LOAD = 40 NORTH REUISI b 13 9 RECEIVED CITY OF TUKWILA JUN 17 2015 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JUN 3 0 2015 City of Tukwila BUILDING DIVISION SHIM AS REQUIRED EXTEND ROOFING FLASHING WOOD BACKING MAKE UP FROM 2X STOCK 24 GAGE PREPRIMED METAL COPING - PAINT DRIP m NOTCH BLOCKING TO RECEIVE METAL AND SET IN SEALANT PREFINISHED METAL SIDEING COLOR APPROVED BY ARCHITECT AND CITY MECHANICAL N. T. S. - CONT. METAL CLIP 14C'-0' iEXTEND ROOFING UP OVER WALL AND DOWN EXTERIOR COPING COPING DETAIL 3"=1'-0" Jr RIGID INSUL. METAL DECKING STURT SYSTEM SUPORTED BY UNIT (T.I.). JOIST PER STRUCTURAL SCREEN DETAIL RETRACTABLE SAFTEY POST PRE -PRIMED METAL ROOF HATCH (PAINTED) BUILT-UP ROOFING EXTEND UP CURT AND UNDER HATCH COUNTER FLASHING ii +°ii°ii°ii i°i°i•:°ii°i°i°i°i°iei� ►°iiii°iiiiiii°e°i°i°i°i°i°i• �i°iei 5/8' G.W.B. EA. SIDE METAL TUDS (PROVIDE SOLID BLKG, LADDER ANCHOR POINTS MECHANICAL UNIT (TENANT IMPROVEMENT) - PREMANUF. INSUL. ROOF CURB (T.L) LOCATION TO BE APPROVED BY ARCH. AND STRUCT. ENGINEER BUILT-IN COUNTER - FLASHING ROUGH OPENING ECKING JOIST PER STRUCTURAL ROOF DRAIN OVERFLOW 35'-0' 4' X 8' SKYLIGHT SMOKE VENTS CRICKET FOR DRAINAGE RIDGE LINE 29'-0" 0 N w w C9 ROOF TOP MECHANICAL E2 UNIT WITH SCREEN. SCREEN TO BE AS TALL AS UNIT SEE DETAIL 2 / A2.2 (33'-0") SLOPE 35'-0` ROOF DRAIN OVERFLOW SEE DETAIL THIS SHEET SLOPE L_ ROOFING, PROTECTION BOARD, INSULATION AND METAL DECK � 1 60 4 0) N w Z J w C7 16 SF ROOF HATCH - CRICKET FOR DRAINAGE ti SEE DETAIL THIS SHEET VERIFY LOCATION SLOPE '-6" SQ. ROOF DRAIN SEE MECH. DWGS FOR SIZE FLASH ROOFING INTO DRAIN OVERFLOW DRAIN BEYOND 2" ABOVE DRAIN 1/16" GAL. STEEL PLATE ROOF DRAIN AND OVERFLOW N. T. S. OVERFLOW TO DAYLIGHT (33'-0") RIGID INSUL METAL DECKING DOUBLE DOME FIBERGLASS TRANSLUCENT SKYLIGHT PREMANUF. INSUL. ROOF CURB (3J '1 SKYLIGHT DETAIL N.T.S. IEWED FOR CODE COMPLIANCE APPROVED JUN 302015 City of Tukwila BUILDING DIVISIOIJ RECEIVED CITY OF TUKWILA JUN 172015 PERMIT CENTER • METAL DECKING E--- JOIST PER STRUCTURAL 0 N w (4 IX 4,11 RISERS AT 7' WOOD TRIIM STAIR SECTION INN- RUBBER SKIRTIN GWB - PAINT 1 1/2" DI. WOOD HAND RAIL WITH METAL BRACKETS AND RETURN ENDS 0 (Y) DOUBLE 2X12 STRINGERS ONE FULL ONE CUT TO SHAPE TYPICAL 3 TIMES 2) WOOD TREADS AND /2" PLYWOOD RISERS 10'-1' 1'-0' LJ J .L 8'-0' 11 TREADS AT 11' EACH JUN 3 0 2015 RECEIVED CITY OF TUKWILA JUN 17 2015 PERMIT CENTER / BLDG /////// PLANNING APPROVED • No changes .can be madeto these plans without approval from the Planning Division of DCD Approved By: 1 Date: \-�---1.�- • PROPOSED WORK THIS PERMIT EXISTING ORK .®. ✓/// // /.//.✓'%' ✓° ,✓°. BXDZLDG /✓✓'.'// / s ///,//, .//r ///////////// PSWER SEAVI (y) 5' SID . ARD SEIARK 0) 0) V APPROX. LOCATION EXISTING FIRE HYDRANT 0 -13 rri W KEYSTO , L 72 '14:11:414t:::; 7�' "4::: ,41:',,;E 9 \:464:t4:::sv':::l:Ellil:P:":t16:IV;14ij:'"el'i::tlP!'*'>1::::',::',r' '1;1,':'%",. ' Ill ,.; ,' 0 -,;<. 1'1*I''1;:tilir:v:I.,:r:',,„';,.,•,',,••,',,,,,i,i,,,,,,,i4..;:‘,,,,,,,,,,,,,,,,,,,,,,,,,,:,:,,,,,,,::,1,,,,:.;:,,,,,,.,,,,,,,,,,,.::,::,,,,,,,,,,,,:::,,,,,,,,,,,,f,,,i,!,,,,,,,::,t,,:::,,,,,,,,,,,,,,,,,:,:;:4r•,:,,,,,,,,,,,,,,,,,,,,,.,,,,k,,,,,,,,,,.,,,,,,,,,,,,,,,,,,,,,,!:,,,,:,:.,,,,,,,,,,, ''filw" ,,-;;;;:,,,,tii,,,,,,,,,,;:;"., ',,,,,V ,; , '.,;14,,,, "S. ;;;L ;;;'''c,,, . : ' : i,,,r, ',„„f„ 100'-0" OPOS ' c UILDING OO SF FOOT T GRAPE T N LESS TH SIDE YARD SET - (2) BICYCLE PARKING 250W WHEEL LOCK MOUNTED LIGHT 1 TO PAVEMENT S VICE DOO 75W LIGHT LEGAL DESCRIPTIONS: NN -NN 8' HIGH 'MN LINK 4 "ECORITY"FEi .../°(DARK GREEN) THE NORHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. TAX ASSESSOR'S PARCEL N0. 261320-0045 GENERAL NOTES EX.B / / PROPO ,. D WORK THJ ` RMIT `o' ( r A. REQUIRED HYDRANTS PER CITY ORDINANCE TO BE OPERATIONAL PRIOR TO COM- BUSTIBLE BUILDING MATERIALS DELIVERED TO SITE. FIRE FLOW AS REQUIRED. HYDRANT LOCATIONS SHALL BE APPROVED BY FIRE DEPARTMENT. B. BUILDING ADDRESS AT AN APPROVED LOCATION WITH MINIMUM 12 -INCH HIGH NUMBER IN CONTRASTING COLOR. C. SPRINKLER SYSTEMS SHALL COMPLY WITH NFPA AND BE APPROVED BY FIRE DEPARTMENT AND IBC. QUICK RESPONSE HEADS PER EVACUATION ASSISTANCE AREA EXCEPTION. FOR BLDG. SHELL AND OFFICE IMPROVEMENTS D. PORTABLE FIRE EXTINGUISHERS PER NFPA AND IBC IN CONSTRUCTION SHACK. PERMANENT EXTINGUISHER BY OWNER @ 3,000 S.F. MAX. AREA WITH 75' MAXIMUM TRAVEL DISTANCE. E. TENANT IMPROVEMENTS TO HAVE APPROVAL OF BUILDING/FIRE DEPARTMENT PRIOR TO CONSTRUCTION OR OCCUPANCY AND PER SEPARATE PERMIT. F. NO OCCUPANCY PRIOR TO ISSUANCE AND CERTIFICATE OF OCCUPANCY. G. SPECIAL TEST LABORATORY INSPECTION REQUIRED FOR ALL SITE WELDING, HIGH STRENGTH BOLTING AND ALL STRUCTURAL CONCRETE. H. SUSPENDED CEILINGS TO BE DESIGNED FOR EARTHQUAKE ZONE 111, SUBMIT CALCS TO CITY AND ARCHITECT FOR APPROVAL. (T.I.) I. CONTRACTOR TO VERIFY ALL DIMENSIONS. DO NOT SCALE DRAWINGS. J. PROVIDE APPROVED MONITORED ALARM SYSTEM TO A SUPERVISED APPROVED CENTRAL STATION. K. PROVIDE APPROVED HOSE STATIONS PER ORDINANCE & W.S.R.B. L. ALL CONCRETE WORK IN EXCESS OF 2000 PSI SHALL BE INSPECTED BY TESTING LAB. M. POUR NO CONCRETE WHEN THE ANTICIPATED SITE TEMPERATURE WILL BE BELOW 34 DEGREES DURING THE FIRST 48 HOURS OF CURING. N. THE CONTRACTOR SHALL CALL STRUCTURAL ENGINEER FOR FIELD INSPECTIONS PRIOR TO COVERING ROOF DECK. 0. IN THE EVENT OF FIELD ERROR OR OMISSIONS THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND MAKE NO REPAIRS WITHOUT HIS REVIEW. P. SOIL ENGINEER TO VERIFY SOIL BEARING PRIOR TO POURING OF FOOTINGS. Q. SOIL ENGINEER TO INSPECT AND APPROVE BUILDING PAD AND FOOTINGS PRIOR TO POURING FLOOR. R. SOIL ENGINEER TO INSPECT AND APPROVE PAVING AREAS PRIOR TO PAVING. S. CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES TO AVOID INTERFERENCE BETWEEN DIVISIONS OF THE WORK. T. CONTRACTOR TO PROVIDE ALL WORK, SERVICES, AND MATERIALS NECESSARY TO CONSTRUCT A COMPLETE OPERATING FACILITY. U. THE CONTRACTOR SHALL APPLY AND SECURE ALL OCCUPANCY, SEWER, STORM, WATER, ELECTRICAL AND OTHER PERMITS EXCEPT BUILDING PERMIT. HE SHALL PAY ALL NECESSARY FEES AND POST BONDS REQUIRED. V. FUTURE TOILETS TO COMPLY WITH WASHINGTON STATE BARRIER FREE CODE. W. ALL EXPOSED INSULATION SHALL MEET F.S. 25 REQUIREMENTS AND SMOKE DENSITY. NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH UBC STANDARD NO. 8-1 X. INSTALL ALL INSULATION ONLY AFTER MOISTURE CONTENT ON ALL MEMBERS IS LESS THAN 15%. PROVIDE TESTING LAB REPORTS VERIFYING TESTING TO THE CITY AND TO THE ARCHITECT'S OFFICE. (INTERIOR ONLY) Y. ALL WALKING SURFACE SLOPES IN DIRECTION OF TRAVEL FOR HANDICAP ACCESS TO BE 1:20 OR LESS EXCEPT 1:12 WHERE HANDRAILS ARE USED. (EXCEPT AS NOTED) Z. AT TIME OF CONSTRUCTION, TREE PROTECTION FENCES SHALL BE PLACED AROUND THE TREES ON THE NEIGHBORING NORTH PROPERTY. THE FENCES SHALL BE PLACED ONE FOOT FOR EVERY INCH IN HEIGHT. NO GRADING ACTIVITY SHALL OCCUR WITHIN THESE PROTECTED AREAS. ZZ. LIGHTING SHALL BE SHIELDED TO PREVENT ANY OFF-SITE GLARE SPILL OVER TO THE ADJOINING PROPERTIES. PROJEC\T DESCRI TION CONSTRUCT A TILT -UP CONCRETE BUILDING OF 14,000 S.F. FOO PRINT ON A SITE OF 101,512 S.F. PROJECT TO INCLUDE FULL SITE DEVELOPMENT (UTILITIES AND LANDSCAPING) AND BUILDING WITH OFFICE AND WAREHOUSE SPACES. REVISIONS changel-rho be e -to the-seope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. o i /'/2. `� (I/ ISTING WORK ry DEFERRED SUBMITTAL LIST 1. MECHANICAL - BY WASH. STATE LICENSED ENGINEER 2. ELECTRICAL - BY WASH. STATE LICENSED ENGINEER 3. FIRE SPRINKLER - BY WASH. STATE LICENSED ENGINEER 4. SMOKE DETECTORS AND MONITORING 5. ENGINEER STAMPED TRUSS DRAWINGS 6. ROOF HATCH, METAL LADDER AND CAGE. 7. AREAS OF EVACUATION ASSISTANCE - PROVIDE QUICK RESPONSE SPRINKLER HEADS IN LIEU OF AREAS OF EVACUATION ASSISTANCE. TENANTS OR USER OF BUILDING TO PROVIDE WRITTEN LIFE SAFETY PLAN ACCEPTABLE TO BUILDING OWNER AND LOCAL BUILDING DEPARTMENT PRIOR TO OCCUPANCY AND ISSUANCE OF CERTIFICATE OF OCCUPANCY FROM CITY. 8. EXTERIOR PRE -FAB STEPS. 9. ROOF MANUFACTURER'S NAME, PRODUCT NAME AND NUMBER AND ICBO APPROVAL NUMBER. 10. CONCRETE DESIGN MIX. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD, WHO SHALL REVIEW THEM AND FORWARD THEM BACK TO THE GENERAL CONTRACTOR WHO WILL DELIVER THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SPECIAL INSPECTIONS IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING ITEMS WILL ALSO REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SEC. 1704 OF THE INTERNATIONAL BUILDING CODE SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS EPDXY r/i/ <<.) J PROJECT STATISTICS [77/77777777 ZONING DISTRICT - C / L1 CONSTRUCTION TYPE 3B FIRE SPRINKLER - ESFR INTERNATIONAL BUILDING CODES - 2003 OCCUPANCY S STORAGE AND B OFFICE OVE LL • CUP Y ' 0' ► ON- EPARATED USES. :' EA'A- 101,512S BUILDING AREA 14,000 SF (FIRST FLOOR) 2,000 SF (SECOND FLOOR) 16,000 SF (TOTAL) ALLOWABLE BASE AREA = 19,000 SF PARKING FIRST FLOOR OFFICE = 2,000 © 3/1000 = 6 SECOND FLOOR = 2,000 SF © 3/1000 = 6 WAREHOUSE =12,000 SF © 1/2000 = 6 18 PARKING STALLS REQUIRED 26 SHOWN souettsafe 1T `. qa . 51a)nt 5t < a ,14lst St V. 5142nd 4 " 1 "tn 5 _' S 144th St 58 5 140th St:i St914St". w f Tukwtl.• � 5160th,St;_ VICINITY MAP SEPARATE PERMIT REQUIRED FOR: Mechanical lectrical numbing L.EGas Piping City of Tukwila Bt !! ONG DIVISION fge plans l=ave been rev 4114 b xhe Public < Works Department for con alma .fie x3 it 5),_ t/, City standards. Acceptatpe Fis subject.trors and { W I D t f h current omissions which do not authorize vlattons of adopted standards or ordinaries.; lI:ie •respb isibility for the adequacy of the design xests?tdtaily with the designer. Additions, deletions or reAiiod ;hese drawings after this date will void this off: `'ccepf ance and will require a resubmittal of revise},drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: z IS SITE PLAN i Approval of construction doclmen the violation of do ed ode o of approved Fi . ' • y and r; 4 •,<\ /%Date: N) 1 FILx.. COPY Permit No. I f Plan review approv>I is sub ect to errors and omissions. does not authorize finance. Receipt is acknowledged: N {\ /r 'Q / 0i (5)'' � (/i7, ' BUI 0 APPROX. LOCATION EXISTING FIRE -HYDRANT 15' 30' 60' 90' 1"= 30' SEE SHEET C6 FOR FINISHED GRADING INDEX TO q'D 1 ity of IITukwi DING DTVI; THE DRAWINGS A1.1 ARCHITECTURAL SITE PLAN 01 C2 C3 C4 C5 C6 C7 C8 C9 010 C11 C12 C13 C14 COVER SHEET EXISTING CONDITIONS HORIZONTAL SITE PLAN T.E.S.C. PLAN T.E.S.C. DETAILS AND NOTES GRADING / PAVING PLAN CROSS SECTIONS STORM DRAINAGE PLAN STORM DRAIN PROFILES DETAILS AND NOTES DETAILS AND NOTES 2 WATER AND SANITARY SEWER PLAN WATER AND SANITARY SEWER PROFILES WATER AND SANITARY SEWER DETAILS L1 LANDSCAPE PLAN, DETAILS AND NOTES 1 MITIGATION PLAN AND NOTES 2 MITIGATION PLAN, SCHEDULES AND DETAILS 3 MITIGATION NOTES CORRECTION k/3 REVISION NOI,..� A1.2 A2.1 A2.2 A2.3 A3.1 A4.1 A4.2 A4.3 A4.4 A5.1 A5.2 S1.1 S1.2 S2.1 S2.2 S2.3 S2.4 S3.1.1 S3.1.2 S3.2.1 S3.2.2 S3.2.3 S3.2.4 S5.1 S5.2 S6.1 ION 21 SITE DETAIL FLOOR PLANS ROOF PLAN AND DETAILS REFLECTED CEILING PLANS ELEVATIONS WALL SECTIONS WALL SECTIONS INTERIOR WALL SECTIONS STAIR SECTIONS DETAILS DETAILS AND SCHEDULES GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTES FOUNDATION PLAN MEZZANINE FRAMING PLAN ROOF FRAMING PLAN WALL ANCHORAGE PLAN CONCRETE DETAILS CONCRETE DETAILS PANEL ELEVATIONS PANEL ELEVATIONS PANEL ELEVATIONS PANEL ELEVATIONS STEEL DETAILS STEEL DETAILS TIMBER SCHEDULES AND D'"" O) ti M F - z w 0 V w 0 0 CO to N 1- z w 0 U w V m W REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 sVt4 City of Tukwila BUILDING DIVISION' RECEIVED CITY OF TUKWILA DEC 0 4 2014 PERMIT CENTER C7D / 6'—O" 111--111= 111 LI=1 I 1=1 1= 11= -III-III-�= yI I CONC. WASH • -n rn r—n �n ri =111-111-11111-111—I GUARD POST 6" STEEL PIPE FILLED w CONC. — PAINT S FETY YELLOW ASPHALT PAVING (CONC. SLAB at SIM. DETAIL) 18"4 CONC. FTG. >°00000000 O O O 0 )°0000°000 MAXIMUM SLOPE AT HANDICAP PARKING STALL IS 1:48 SLOPED CONCRETE WITH TEXTURE - 1:12 FOR 6" MAX EXTRUDED CURB LANDSCAPING 7' • 000000000' O O0 0 0 < 0 0 0 < 00°0°0°0< 00°0°0°0< ogo0o00004 O O O O < O�O�O�� OO< • 000000004 00000°00°04 000000000< O°O°0°O°O< 000°°°° < ° ° ° ° 04)04,04,04,04 6� HANDICAP CURB CUTS STATE DISABLED PARKING ERREQUIRED <, WHITE LETTERING & SYMBOL ON A BLUE BACKGROUND PER STATE H.C. CODE SIGN METAL SIGN BOLT TO POST 3" DI. GALV. PIPE - PAINTED EMBED IN CONC. 1'-6" FINISH GRADE 8"0 CONC. FOOTING HANDICAP GRAPHICS GREEN CHAIN LINK FENCE GATES W/ WOOD SLATS P.C. CONC. WALLS - PAINT TO MATCH PRIMARY BUILDING COLOR SIDE CANE BOLT w/ KEEPER AT EA. GATE MAXIMUM SLOPE AT HANDICAP PARKING STALL IS 1:48 CONCRETE AREA FLAT AND FLUSH WITH ASHPALT FOR WHEEL CHAIR ACCESS TO ALIGN WITH ISLE BETWEEN STALLS SLOPED CONCRETE WITH TEXTURE - 1:12 FOR 6" MAX CURB AT ASPHALT TO SLOPE SIMULAR TYPICAL SIDEWALK WITH 6" CURB • • L_J FRONT 10'-0" SLOPE 1/2"/FT J DUMPSTER - N.I.C. 6" P.C. CONC. WALL CONC. SLAB W/ BROOM FINISH PLAN C4) DUMPSTER SCREEN DETAILS PAVEMENT MAXIMAUM SLOPE OF HANDICAP PARKING STALL AND WALKWAY IS 1:48 4 PLAN DIM. PLAN DIM. 4" CONC. WALK WITH LIGHT BROOM FINISH WITH EXP. JOINTS AT 20' SCORE JONINTS AT 5' ASPHALT PAVINGNc.o III III 11 WALK EDGE DETAIL PLAN DIM. PLAN DIM. CONT. EXTRUDED CEMENT CONC. CURB w/ EXP. JTS. at 20'-0" o.c. & SCORE JTS. at 5'-O" o.c. ASPHALT PAVING 3/4" R. FINISHED GRADE III III III- I111I-111I II IIIIIIIII 3/4"0 P.V.C. DRAIN at 10'-0' o.c. EPDXY BONDING AGENT EXTRUDED CURB DETAIL ASPHALT PAVING (PER SOILS REPORT) PLAN DIM. PLAN DIM. CONC. PAVEMENT (FINISH PER PLAN) �IIIIIIIIIIIIIIII =1.11=111=111= •v v. 11 I Dn1 1 1-1 1I 1II 1 I -I 1 I -I / =111-111-1 11= COMPACTED BASE PER PER SOILS ENGR. C1 \ PAVEMENT DETAL (--fte;1( REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6' 2014 PERMIT CENTER 140-0" 16'-0" 7'-0" 16'-0" SECOND FLOOR PLAN OCCUPANT LOAD = 20 NORTH c c c II 140'-0' 5'-0"� 20'-0" 5'-O" 20'-0" 5'-0" 35'-0" 35'-0' / f / SECOND FLOOR PLAN OCCUPANT LOAD = 20 NORTH c c c AREAS OF REFUGE TWO-WAY COMMUNICATION: AREA OF REFUGE SHALL BE PROVIDED WITH A TWO-WAY COMMUNICATION SYSTEM, CONTROLLED ACCESS TO A PUBLIC TELEPHONE SYSTEM. THE SYSTEM SHALL INCLUDE BOTH AUDIBLE AND VISIBLE SIGNALS. INSTRUCTIONS: INSTRUCTIONS ON THE USE OF THE AREA UNDER EMERGENCY CONDITIONS SHALL BE POSTED ADJOINING THE COMMUNICATIONS SYSTEM. THE INSTRUCTION SHALL INCLUDE ALL THE FOLLOWING 1. DIRECTIONS TO FIND OTHER MEANS OF EGRESS. 2. PERSONS ABLE TO USE THE EXIT STAIRWAY DO SO AS SOON AS POSSIBLE, UNLESS THEY ARE ASSISTING OTHERS. 3. INFORMATION ON PLANNED AVAILABILITY OF ASSISTANCE IN THE USE OF STAIRS OR SUPERVISED OPERATION OF ELEVATORS AND HOW TO SUMMON SUCH ASSISTANCE. 4. DIRECTIONS FOR USE OF THE EMERGENCY COMMUNICATIONS SYSTEM. IDENTIFICATION: EACH DOOR PROVIDING ACCESS TO AN AREA OF REFUGE FROM AND ADJACENT FLOOR AREA SHALL BE IDENTIFIED BY A SIGN COMPLYING WITH ICC A117.1 STATING "AREA OF REFUGE" AND INCLUDING THE INTERNATIONAL SYMBOL (ILLUMINATED) OF ACCESSIBILITY. ADDITIONALLY, TACTILE SIGNAGE COMPLYING WITH ICC A117.1 SHALL BE LOCATED AT EACH DOOR TO AN AREA OF REFUGE. FIRST FLOOR PLAN OCCUPANT LOAD = 40 NORTH REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER 140'-0' 35'-0' 35'-0' 35'-0" 35'-0' / / 8'-0' 14'_0' 9'-6' 70'-6' / 14'_0" 7'-6' 16'-6' / 27'-0' i 23'-0' 23'-0' 23'-0' 23'-0' 21'-0' PJ HIGH BAY WINDOW 16'-0" PJ PJ S115 S11 ILLUMINATED EXIT SIGN 6 PJ W S110 S111 PJ HIGH BAY WINDOW 1C-0" 4 HIGH BAY WINDOW - / / / HIGH o AREA OF PATHWAY LIGHTING. 1 FOOTCANDLE ILLUMINATION WALKING SERFACE PER IBC SECTION 1006 AND 1025.8. SUBJECT TO CHANG AT BAY WINDOW AT T.I. ii-) N :►' M M e PJ• ❑ \ \ 0 1 0 PJ o .. WAREHOUSE HIGH BAY WINDOW 1 in "' o 11 -\ HIGH BAY WINDOW WAREHOUSE 0 1 101 101 d- o PJ 0 M o \ \ PJ MEN MEN 1 0 104 104 ` 105 105 • — � J 1.1BAY 102 HIGH WINDOW o 1 in HIGH BAY WINDOW 1 107 ri _, - 103 WOMEN 0 © o 106 WOMEN L 103 VP r-, \ - 106 A4.3 PJ PJ OFFICE OFFICE 108 102 Zi - i) co o 1 / HIGHHIGH BAY WINDOW N BAY WINDOW ��� 101 S104 � J - - SPRINKLER - - 108 S105 ;. _. _� _� . ,_— S103 S102 S101 S109 S107 2 -6'5,_0. 5,_0" / 5,_0. / 2 -6' / 5'-O' 20'-O' 5'-O' / / 20'-0' / 5'-0' / 301-01/ / 27'-6' / / 27'-6' 33'-0' 8'-0' 14'-0' 15'-8' 7'-4' 25'-0' / 25'-0' / / / 6'-6' / �! 8'-0' 12'-0' / 4'-0' / 9'-0' / 5'-6' / / / / / / / AREAS OF REFUGE TWO-WAY COMMUNICATION: AREA OF REFUGE SHALL BE PROVIDED WITH A TWO-WAY COMMUNICATION SYSTEM, CONTROLLED ACCESS TO A PUBLIC TELEPHONE SYSTEM. THE SYSTEM SHALL INCLUDE BOTH AUDIBLE AND VISIBLE SIGNALS. INSTRUCTIONS: INSTRUCTIONS ON THE USE OF THE AREA UNDER EMERGENCY CONDITIONS SHALL BE POSTED ADJOINING THE COMMUNICATIONS SYSTEM. THE INSTRUCTION SHALL INCLUDE ALL THE FOLLOWING 1. DIRECTIONS TO FIND OTHER MEANS OF EGRESS. 2. PERSONS ABLE TO USE THE EXIT STAIRWAY DO SO AS SOON AS POSSIBLE, UNLESS THEY ARE ASSISTING OTHERS. 3. INFORMATION ON PLANNED AVAILABILITY OF ASSISTANCE IN THE USE OF STAIRS OR SUPERVISED OPERATION OF ELEVATORS AND HOW TO SUMMON SUCH ASSISTANCE. 4. DIRECTIONS FOR USE OF THE EMERGENCY COMMUNICATIONS SYSTEM. IDENTIFICATION: EACH DOOR PROVIDING ACCESS TO AN AREA OF REFUGE FROM AND ADJACENT FLOOR AREA SHALL BE IDENTIFIED BY A SIGN COMPLYING WITH ICC A117.1 STATING "AREA OF REFUGE" AND INCLUDING THE INTERNATIONAL SYMBOL (ILLUMINATED) OF ACCESSIBILITY. ADDITIONALLY, TACTILE SIGNAGE COMPLYING WITH ICC A117.1 SHALL BE LOCATED AT EACH DOOR TO AN AREA OF REFUGE. FIRST FLOOR PLAN OCCUPANT LOAD = 40 NORTH REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER SHIM AS REQUIRED EXTEND ROOFING FLASHING WOOD BACKING MAKE UP FROM 2X STOCK 24 GAGE PREPRIMED METAL COPING - PAINT NOTCH BLOCKING TO RECEIVE METAL AND SET IN SEALANT PREFINISHED CONT, METAL CLIP EXTEND ROOFING UP OVER WALL AND DOWN EXTERIOR COPING LE' C METAL SIDEING COLOR APPROVED BY ARCHITECT AND CITY C MECHANICAL N. T. S. RIGID INSUL. METAL DECKING STURT SYSTEM SUPORTED BY UNIT (T.I.) MECHANICAL UNIT (TENANT IMPROVEMENT) JOIST PER STRUCTURAL SCREEN DETAIL RETRACTABLE SAFTEY POST PRE -PRIMED METAL ROOF HATCH (PAINTED) BUILT-UP ROOFING EXTEND UP CURT AND UNDER HATCH COUNTER FLASHING 5/8' G.W.B. EA. SIDE -O METAL TUDS (PROVIDE SOLID BLKG, LADDER ANCHOR POINTS PREMANUF. INSUL. ROOF CURB (T.I.) LOCATION TO BE APPROVED BY ARCH. AND STRUCT. ENGINEER BUILT-IN COUNTER FLASHING ROUGH OPENING METAL ECKING JOIST PER STRUCTURAL 6 ROOFING, PROTECTION BOARD, INSULATION AND METAL DECK D '-6" SQ. (30'-6") ROOF DRAIN SEE MECH. DWGS FOR SIZE FLASH ROOFING INTO DRAIN OVERFLOW DRAIN BEYOND 2" ABOVE DRAIN VA r4V " 1/16" GAL. STEEL PLATE QDiulj�l UU ROOF DRAIN AND OVERFLOW N. T. S. OVERFLOW TO DAYLIGHT (33'-0") RIGID INSUL. — METAL DECKING (30'-6") NORTH DOUBLE DOME FIBERGLASS TRANSLUCENT SKYLIGHT PREMANUF. INSUL. ROOF CURB SKYLIGHT DETAIL N.T.S. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 62014 PERMIT CENTER METAL DECKING �-- JOIST PER STRUCTURAL / 14C'-0' 35'-0'/ 35'-0' 35'-0' 35'-0' / (30'-6") / (33'-0") / / I I SLOPE 27'-6" SLOPE 5' o o 0 D N W J W CV. r.,1 N 161:1 cn 111 co �h M co R W a cg5J W O J co 1 4' X 8' SKYLIGHT SMOKE VENTS CRICKET FOR N 26'-11" DRAINAGE '0 0 0 ROOF DRAIN ROOF DRAIN —� s o 4 co o M OVERFLOW w z N OVERFLOW SEE DETAIL ch co o W Ct. o POSSIBLE LOCATION co POSSIBLE ROOF OF TOP MECHANICAL W 0 POSSIBLE LOCATION 0= POSSIBLE ROOF TOP MECHANICAL THIS SHEET w O cn UNIT WITH SCREEN. SCREEN TO SLOPE UNIT WITH SCREEN. SCREEN TO UNIT BE AS TALL UNIT SEE DETAIL 2S A2.2 - SEE DETAIL 2S/ A2.2 1 i �1 �1 I 1 III 111 1 11 111 I 1 1' 1 1 II 16 SF ROOF HATCH _ - CRICKET FOR DRAINAGE— SEE DETAIL THIS SHEET VERIFY LOCATION 4 N W Z J W o11- ti ° Co :::t. 1 co ..-. CD o co N SLOPE M SLOPE 2T-11" I� I II - 6 ROOFING, PROTECTION BOARD, INSULATION AND METAL DECK D '-6" SQ. (30'-6") ROOF DRAIN SEE MECH. DWGS FOR SIZE FLASH ROOFING INTO DRAIN OVERFLOW DRAIN BEYOND 2" ABOVE DRAIN VA r4V " 1/16" GAL. STEEL PLATE QDiulj�l UU ROOF DRAIN AND OVERFLOW N. T. S. OVERFLOW TO DAYLIGHT (33'-0") RIGID INSUL. — METAL DECKING (30'-6") NORTH DOUBLE DOME FIBERGLASS TRANSLUCENT SKYLIGHT PREMANUF. INSUL. ROOF CURB SKYLIGHT DETAIL N.T.S. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 62014 PERMIT CENTER METAL DECKING �-- JOIST PER STRUCTURAL 14C'-0" 16'-0' 7'_O' 16'-0" 10'-0' 25'-0" 9 25'-0' 10'-0' O 11 REFLECTED CEILING PLAN SECOND FLOOR LIGHT FIXTURES SHOWN ARE FOR DESIGN INTENT. ACTUAL LIGHTING DESIGN AND LAYOUT BY ELECTRICAL CONTRACTOR / ENGINEER PER TENANT CRITERIA, OWNER AND ARCHITECT REVIEW. ALL TO THE BEST INDUSTRY STANDARDS AND WASHINGTON STATE ENERGY AND OTHER LOCAL CODES FRESH -AIR AND VENTILATION REQUIREMENTS PER IBC AND WSVIAQC. HVAC ENGINEER TO DEMONSTRATE. NORTH 140'-0' 9'_6" 14'-0' PJ 2' x 4' ACOUSTICAL TILE AND SUSPENDED TRACK G"PSUM SOFFIT BOARD - PAINT. 5'-0' 5'-0' 2 REVIEWED FOR .ODE COMPLIANCE APPROVED 15'-8' 7,-4' 25'- 25'-0" 6'-6' 8'_O' 12'-0' REFLECTED CEILING PLAN FIRST FLOOR NORTH JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 262014 PERMIT CENTER STEPPED METAL COPING PAINT SMOOT1tFtNISHES- - - PANEL CONC. PANELS WITH OFF -SET CAST REVEALS SECOND FLOOR iii�___w_i __1_______I ■�w����a� -- ------ ■moi. ---=IMINII UPWARD ACTING STEEL INSULATED SECTIONAL DOOR - PAINT H.M. INSULATED MAN DOOR AND FRAME - PAINT STEPPED METAL COPING PAINT `- 1" INSULATED LOW -E TINTED GLASS IN ALUM. FRAMES METAL JAMB AND SILL AGNLES - PAINT BROKEN FACE INTEGRAL COLOR MASONARY UNITS CONC. REATINING WALL - PAINT EAST ELEVATION DOCK BUMBERS 1" INSULATED LOW -t TINTED GLASS IN ALUM. FRAMES 2� H.M. INSU UPWARD ACTING STEEL MAN DOOR AND INSULATED SECTIONAL FRAME - PAINT DOOR - PAINT (3 -aft --.11 1 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION STEPPED METAL COPING PAINT I I STEPPED METAL COPING PAINT 1" INSULATED LOW -E TINTED GI ASS if AI UM - FRAMES ROOF LINE 1" INSULATED LOW -E TINTED GLASS IN ALUM. FRAMES SMOOTH FINISHED CONC. PANELS WITH CAST REVEALS SMOOTH FINISHED CONC. PANELS WITH CAST REVEALS SOUTH ELEVATION RECEIVED CITY OF TUKWILA NORTH ELEVATION AUG 2 6 2014 PERMIT CENTER METAL COPING. PAINT RUN ROOFING UP CONC. PANEL, UNDER METAL COPING TO OUTSIDE FACE BUILT-UP ROOFING ON R-30 RIGID. INSULATION METAL DECK AND METAL FRAMING SMOOTH FINISHED CONC PANELS WITH CAST REVEALS 0 1 0 w2�AyAM! ..•t•tete2e?e?e?et Stet. ?e2e?vyee2e?e?e?vee2e?e?ete200 vO e e R-21 BATT INSULATION STICK PIN TO CONCRETE - CEILING PER SCHEDULE 1" INSULATED TINTED LOW -E GLASS IN ALUM FRAME ALUM. SILL TO MATCH STOREFRONT SMOOTH FI VISHED CONCRETE TILT -UP PAINT G B PER ' HED • 31/2" METAL STUDS AT 24" R15 BATT INSULATION WITH FINISH PER SCHEDULE UNDERLAYMENT STRUCTURAL DECK PER ►I STRUCTURAL 1040 roe rib r r -40 JOIST PER STRUCTURAL R-21 BATT INSULATION STICK PIN TO CONCRETE GYPSUM SOFFIT BO ON WOOD FRAMING 1" INSULATED TINTED LOW -E GLASS IN ALUM FRAME SHGC = 0.45 OR LESS CONC. PANEL BROKEN FACE INTEGRAL COLO COt1C MASONARY UNITS 0 (Y) ALUM. SILL TO MATCH STOREFRONT GWB PER SCHEDULE ON 3 1/2" METAL STUDS AT 24" R15 BATT INSULATION WITH FLOOR COVERING AND BASE PER SCHEDULE 0 M M 0 ao • m 0 SMOOTH FINISHED CONCRETE TILT -UP PAINT SLAB -ON -GRADE WITH 15 MIL. VAPOR BARIOR UNDER SAND PROTECTION eveve.veveveeveveveveveveeveveeeeveveveveeeeveve• - ALTERNATE #1 R-21 BATT INSULATION STICK PIN TO CONCRETE WITH WHITE VINYL REINFORCED FS 25 VAPOR BARRIER Zo 0 0 CO • :l l...!.!.!.!.!.!.!.!.!...../////S///• e• • • OMIT INSULATION 1'-0" EACH SIDE OF O.H. DOOR AND AND EXTEND AS LOW AS POSSIBLE AS PART OF ALTERNATE #1 OMIT INSULATION 1'-0" EACH SIDE OF O.H. DOOR AND AND EXTEND AS LOW AS POSSIBLE AS PART OF ALTERNATE #1 DOOR TRACK SECURE PER MANUFACTURER AND AS HIGH AS POSSIBLE UPWARD ACTING SECTIONAL METAL DOOR INSULATE PER SCHEDULE 0 1t ) 0 REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION CONC. RETAINING WALL TO 3'-6" ABOVE HIGH GRADE PAINT TO MATCH BLDG. 1 _L RECEIVED CITY OF TUKWILA AUG 2 6.2014 PERMIT CENTER DOCK BUMPER METAL COPING. PAINT • 1 (V) CO • 1 BUILT-UP ROOFING ON R-30 RIGID INSULATION METAL DECK AND METAL FRAMING •i••o••••.a•••••••.•.••••�•.••�••••••••• •••••••�+.+.••••♦ SMOOTH FINISHED CONCRETE TILT -UP PAINT • Ow- 1" INSULATED TINTED LOW -E GLASS IN ALUM FRAME ALTERNATE #1 R-21 BATT INSULATION STICKPIN TO CONCRETE WITH WHITE VINYL REINFORCED FS 25 VAPOR BARRIER • BUILT-UP ROOFING ON R-30 RIGID INSULATION METAL DECK AND METAL FRAMING M le M 410-01 410041.-1 C 4 A5.1 OMIT INSULATION 1'-0" EACH SIDE OF O.H. DOOR AND AND EXTEND AS LOW AS POSSIBLE AS PART OF ALTERNATE #1 .4!174►� \\_ DOOR TRACK HIGH AS POSSIBLE INSULATED DOOR PER SCHEDULE 4' HIGH METAL ANGLE GUARDS • 0 0 in 1 A2.3 1/ 1 1 1 1 1 1 1 1 1 1 V 15 A5.2 SMOOTH FINISHED CDNCRETE TILT -UP PAINT 1'-0' 1" INSULATED TINTED LOW -E GLASS IN ALUM FRAME ALTERNATE #1 R-21 BATT INSULATION STICK PIN TO CONCRETE WITH WHITE VINYL REINFORCED FS 25 VAPOR BARRIER CONCRETE CURB METAL COPING PAINT Zo cY) M 0 in RUN ROOFING UP CONC. PANEL, UNDER METAL COPING TO OUTSIDE FACE ••••••••••••••••• 1/ 1 1 1 1 1/ 1 1 1 1 88R88088888088 • ZO SMOOTH FINISHED CONCRE-E TILT -UP PAINT V888888888888880888888888888886-8888888888888 ALTERNATE #1 R-21 BATT INSULATION STICK PIN TO CONCRETE WITH WHITE VINYL REINFORCED FS 25 VAPOR BARRIER REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG .2 6 2014 PERMIT CENTER .� e•�V� �•••�Ar.•�•����I•141.1����� ���••4747.1••••• ••••• /4 74747.7.74;V W 4747 ••�•� SLIP JOI 1/A4.3 CEILING PER SCHEDULE STEEL STUD BLOCKING BRACING AT 48" MAX. R-30 BATT INSULATION 6" METAL JOIST AT 24" 600 S162-43 ALIGN WITH STUDS AND GWB PER SCHEDULE • ti CEILING PER SCHEDULE CEILING PER SCHEDULE R-21 INSULAITON 6" METAL STUDS AT 24" 600 S125-27 GWB BOTH SIDES FINISHED PER SCHEDULE FLOOR COVERING AND BASE PER SCHEDULE GWB BOTH SIDE OF STUDS AND PLYWOOD SHEATHING PER STURCTURE WALL FINISH, FLOOR COVERING AND BASE PER SCHEDULE N S \ ROCK WOOL \ / \_____I U il ? r•s 4.4 3" X 6" X 16 GA. DEEP LEG TOP TRACK WITH SELF TAPPING. SCREWS © 12" VERIFY STUD SIZE 6" X 20 GA. METAL STUDS 24" 0.C. (PER MANUF.) WITH 5/8" GWB EACH SIDE. FIRE TAPE ALL JOINTS. INSTALL R-19 BATT INSULATION bt REVIEWED. FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6.2014 PERMIT CENTER 0 N WOOD TRIIM cY, --J • STAIR SECTION RUBBER SKIRTIN 1 1/2" DI. WOOD HAND RAIL WITH METAL BRACKETS AND RETURN ENDS • \ r I DOUBLE 2X12 STRI IGERS \ \ ONE FULL ONE CUT TO SHAPE TYPICAL 3 TIMES 2X WOOD TREADS AND /2" PLYWOOD RISERS 1'-0' 10'-1" 11 TREADS AT 11' EACH • S'-0" t 3 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER PER SECTION 1 /2" HORIZ. REVEAL 3"=1'-0" PRE CAST PANEL PER ELEVATION 3/4"R 1/4 ROUND CAST DRIP SEE ADJACENT DETAIL FOR NOTES. CORNER PANEL DETAIL 3"=1'-0 LIGHT BROOM FINISH INSIDE FACE OF PANEL TOOLED EDGE D00PER ' SCH DULE PAINT TRUCK DR. HEAD DETAIL 3"=1'-0" 3"X3"GAL. ANGLE WITH STUDS - PAINT 4' HIGH SECTIONAL DOOR PER SCHEDULE WEATHERSTRIPING WEATHERSTRIPPING JAMB DETAIL 3"=1'-0" PAVEMENT AND � BASE SILL DETAIL 3"=1'-0" REVERSE MOUNT TRACK PER MANUFACTURER GAL. ANGLE ./ JAMB GUARD SECTIONAL DOOR PER SCHEDULE CLOSED C FOAM TYP. SEALANT WITH BACKER ROD CORNER PANEL DETAIL 3"=1'-0" SECTIONAL STEEL DOOR PER SCHEDULE PAL. IRDNT ANGLLEE- PAINT 4' HIGH GALVANIZED -� METAL ANGLE WITH METAL STUDS PAINT 12" x 24" STARDARD DOCK BUMPER BOLTED TO DOCK FACE PER MANUF. REC'S. SHIM AS REQUIRED TO PREVENT TRUCK FROM HITTING BUILDING INSTALL FACE OF DOCK LEVELERS PER ELEVATIONS AND MANUF. REC'S. DOAK HIGH DR. SILL 3"=1'-0" CONC. PANEL TOOLED EDGES TYPICAL TOOLED EDGE H.M. FRAME CAST WITH PANEL OR SEALANT B.S. INSTALL RAIN DRIP FROM CSNC. JAMB DOOR PER SCHEDULE WITH METAL CAP AND WEATHER-STRIPPING H.M.HEADDETAIL` 3"=1'-0" r TOOLED EDGE 1 /2" LIGHT BROOM FINISH INSIDE FACE OF PANEL CLOSED CELL FOAM TYP. H.M. FRAME CAST WITH PANEL OR SEALANT B.S. SEALANT WITH BACKER ROD OUTSIDE CONC. PANEL FACE FINISH PER ELEVATION PANEL DETAIL STOREFRONT SYSTEM WITH ALUM. STOP AND WEATHERSTRIPPING 1/2' 1 /2" CAST REVEAL STOREFRONT DOOR PER SCHEDULE WITH WEATHERSTRIPPING STOREFRONT DOOR DETAIL 3"=1'-0" DOOR PER SCHEDULE WITH WEATHERSTRIPPING TOOLED EDGE H.M. JAMB DETAIL 3"=1'-0" SEALANT ALUMINUM STOREFRONT SECTION STOREFRONT HEAD DETAIL 3"-1'-0" 1 /2 d 1 t SLIP JOINT N ALUM: THRESHOLD'S SET IN SEALANT HANDICAP APPROVED THRESHOLD WITH MAX. 1:2 SLOPE AND 1/2" HEIGHT CHANGE N DOOR PER SCHEDULE SWEEP CONC. STOOP DR. SILL DETAIL SLAB ON GRADE 3" X 6" X 16 GA. DEEP LEG TOP TRACK WITH 2 FASTENERS ® STRUCTURAL BEAM SILL SECTION WITH WEEP OR FLASHING PAN OVER SEALANT SUBMIT SHOP DRAWING FOR REVIEW BEFORE CONSTRUCTION WINDOW SILL / JAMB DETAILS 3"=1'-0" STOREFRONT SYSTEM WITH STOP AND WEATHERSTRIPPING STOREFRONT DOOR PER SCHEDULE. STOREFRONT DOOR JAMB DETAIL NOTCH CONC. PANEL TO RECEIVE MASONRY SILL SECTION ANOD. ALUM HORIZ. MULLION 1" INSULATED GLASS \ /\ HORIZONTAL .MULLION 3"=1'-0" STOREFRONT SILL AT MASONRY 3"=1'-0" 3/4" DI. 1/4 ROUND CAST DRIP GYPSUM SOFFIT BOARD ON 31/2" M.S. FRAMING AT 16" OC - PAINT J PC CONCRETE PANEL WITH CHAMFER AND TOOLED EDGES -PAINT ////4 1X FIR - PAINT SOFFIT DETAIL N. T. S. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER 3-4x cY (It INSULATED METAL U=0.60 - SEALANT WITH BACKER ROD PANEL OFFSET DETAIL N. T. S. DOOR TYPE SCHEDULE INSULATED METAL U=0.60 INSULATED METAL U=0.60 5/8" G.W.B. EA. SIDE ON 3 1/2" METAL STUDS at 24" O.C.(PROVIDED TYPE 'X' G.W.B.: at RATED WALLS) FIRE TREATED WOOD BUCK H.M. DOOR FRAME 3 SILENCERS a STRIKE SIDE / H.M. DOOR (PAINTED) DOOR FRAME DETAIL - ONE HOUR N.T.S. INSULATED METAL U=0.60 DOOR SCHEDULE O INSULATED METAL U=0.60 S.C. WOOD HOLLOW METAL DOORS FRAMES HARDWARE NO. TYPE SIZE THICK MATERIAL FINISH RATING SIZE DETAILS MATERIAL FINISH BUTTS x 0 IS LOCKSET CYLINDER LOCK o z 1 CLOSURE LATCH GUARD g s { WEATHER LSTRIPPING THRESHOLD' NOTES REMARKS HEAD JAMB SILL 101 G 3'-0"x7'-0" - S.C. WOOD STAIN- -- I 3/A5.2 3/A5.2 7/A5.1 WOOD STAIN NONE GWB NONE NONE - NONE - - - VINYL COVERED BATT INSULATION AT PERMITER WALLS 102 OFFICE VERTICAL LIFT -SLIDE FOR PAD LOCK 102 G 3'-0" x T-0" - S.C. WOOD STAIN- - - 3/A5.2 3/A5.2 .4/A5.1 WOOD STAIN AC TILE FACTORY 9' 103 WOMEN SHT.V FACTORY SHT.V FACTORY GWB VERTICAL LIFT -SLIDE FOR PAD LOCK 103 G 3'-0" x T-0" - S.C. WOOD STAIN -- FACTORY 3/A5.2 3/A5.2 17/A5.1 WOOD STAIN MEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB 104 G 3'-0" x 7'-0" - S.C. WOOD STAIN- - 3/A5.2 3/A5.2 17/A5.2 WOOD STAIN GWB PAINT GWB PAINT GWB. PAINT GWB PAINT P.LAM FACTORY GWB PAINT 104 A 3'-0" x 7'-0" - S.C. WOOD STAIN- SHT.V - 3/A5.2 3/A5.2 17/A5.2 WOOD, STAIN PAINT GWB PAINT P.LAM FACTORY / PAINT / / 107 OFFICE CARPET 106 A 3'-0" x 7'-0" - S.C. WOOD STAIN- PAINT - 3/A5.2 3/A52 PAINT WOOD. STAIN . AC TILE FACTORY 9' 108 WAREHOUSE CONCRETE NONE NONE - CONC. NONE 107 A 3'-0" x 7'-0" - S.C. WOOD STAIN- -8/A5.1 - 31A5.2 3/A5.2 - WOOD STAIN FUTURE OFFICE CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB PAINT GWB 108 A 3'-0" x 7'-0" - S.C. WOOD STAIN- - 3/A5.2 3/A5.2 WOOD STAIN 5109 E 14'-0" X 16'-0" - SECTIONAL METAL PAINT -2/A5.1 3/A5.1 4/A5.1 CONCRETE PAINT VERTICAL LIFT -SLIDE FOR PAD LOCK 201 G 3'-0" x 7.-0" - S.C. WOOD STAIN- -- 3/A5.2 3/A52 4/A5.1 WOOD STAIN VERTICAL LIFT - SLIDE FOR PAD LOCK 202 A 3'-0" x 7'-0" - S.C. WOOD STAIN3/A5.2 - 8/A5.1 3/A5.2 - WOOD STAIN S115 F 14'-0" X 16'-0" - SECTIONAL METAL PAINT -2/A5.1 3/A5.1 4/A5.1 CONCRETE PAINT VERTICAL LIFT- SLIDE FOR PAD LOCK DOOR • S C H U L E DOORS FRAMES HARDWARE NO. TYPE SIZE THICK _m MATERIAL FINISH RATING SIZE DETAILS MATERIAL FINISH cn LATCH SET LOCKSET CYLDER K a Z g CLOSURE LATCH GUARD Q WEATHER STRIPPING THRESHOLD NOTES REMARKS HEAD JAMB SILL S101 B 9'-0" X 10'-0" - SECTIONAL METAL PAINT -- I 2/A5.1 3/A5.1 7/A5.1 CONCRETE PAINT NONE GWB NONE NONE - NONE - - - VINYL COVERED BATT INSULATION AT PERMITER WALLS 102 OFFICE VERTICAL LIFT -SLIDE FOR PAD LOCK S102 C 12-0" X 16-0" - SECTIONAL METAL PAINT - - 2/A5.1 3/A5.1 .4/A5.1 CONCRETE • PAINT AC TILE FACTORY 9' 103 WOMEN SHT.V FACTORY SHT.V FACTORY GWB VERTICAL LIFT -SLIDE FOR PAD LOCK S103 A 3'-0" x 7-0" - HOLLOW METAL PAINT -8/A5.1 FACTORY GWB 11/A5.1 17/A5.1 HOLLOW METAL PAINT MEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB S104 D 3'-0"xT-0" - ALUMJGLASS FACTORY - 10/A5.2 18/A5.2 17/A5.2 ALUMINUM FACT. GWB PAINT GWB PAINT GWB. PAINT GWB PAINT P.LAM FACTORY GWB PAINT S105 D 3'-0" x T-0' - ALUMJGLASS FACTORY SHT.V - 10/A5.2 16/A5.2 17/A5.2 ALUMINUM FACT. PAINT GWB PAINT P.LAM FACTORY GWB PAINT 8' 107 OFFICE CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB. PAINT GWB PAINT NONE - AC TILE FACTORY 9' 108 WAREHOUSE CONCRETE NONE NONE - CONC. NONE S107 A 3'-0" x T-0" - HOLLOW METAL PAINT -8/A5.1 - NONE 11/A5.1 17/A5.1 HOLLOW METAL PAINT FUTURE OFFICE CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT NONE - AC TILE FACTORY 8' 5109 E 14'-0" X 16'-0" - SECTIONAL METAL PAINT -2/A5.1 3/A5.1 4/A5.1 CONCRETE PAINT VERTICAL LIFT -SLIDE FOR PAD LOCK S110 E 14'-0" X 16'-0" - SECTIONAL METAL PAINT -- 2/A5.1 3/A5.1 4/A5.1 CONCRETE : PAINT VERTICAL LIFT - SLIDE FOR PAD LOCK S111 A 3'-0" x 7'-0" - HOLLOW METAL PAINT, - 8/A5.1 11/A5.1 17/A5.1 HOLLOW METAL PAINT S115 F 14'-0" X 16'-0" - SECTIONAL METAL PAINT -2/A5.1 3/A5.1 4/A5.1 CONCRETE PAINT VERTICAL LIFT- SLIDE FOR PAD LOCK 6118 A 3'-0"xT-0" - HOLLOW METAL PAINT - - 8/A5.1 11/A5.1 171A5.1 HOLLOW METAL PAINT 5/8" G.W.B. EA. SIDE ON WOOD OR METAL STUDS w onninaganamiasetly- Iiir;/ ;;.", Aiizoltin eau nom ma Nom= samswasst'// WOOD BUCK 3 SILENCERS at STRIKE SIDE 5/8'x1 1/2" WOOD TRIM (EASE EDGES) DOOR FRAME DETAIL N. T. S. SINK SHALL BE NOT MORE THAN 6 1/2" IN VERTICAL DEPTH. 1 3/4" SOLID CORE WOOD DOOR 7'-0" CO 12"to18" 36" GRAB BAR 42" GRAB BAR T.P. DISPENSER MOUNT OUTLET AT MIN. 15" AFF 1 1/2" MIN. BETWEEN TOP OF TOILET PAPER DISPENSER AND BOTTOM OF GRAB BAR. 30"X48 CLEAR SPACE 60" DEEP CLEAR AT DOOR 60"x56" CLEAR SPACE TP DISPENSER LOCATIONS GWB - PAINT P. LAM. WAINSCOT WITH METAL TOP TRIM @ 4 WALLS \ c0 c0\ I. r� GRAB `r 1- BARS ro T.P. \ \ FLUSH CONTROL ON THIS SIDE P" NOTE LEVER TYPE FAUCET CONTROL HANDLE SHALL BE LOCATED PER ICC/ANSI A117.1 - 2003 - 309 ONE HAND OPERATION, IF SELF CLOSING MUST REMAIN OPEN FOR 10 SECONDS MIN. LAVATORY BOWL DEPTH 6 1/2" MAX. j 24"X36"MIRROR WITH METAL EDGES AND SHELF O\ � co to I w N `V Y v N 34" MAX GRAB BARS -1 1/4" TO 1 1/2" WITH 1 1/2" SPACE BETWEEN BAR AND WALL. 6" SHEET VINYL BASE INTEGRAL WITH FLOOR HOT WATER AND RAIN PIPES EXPOSED UNDER LAVATORIES AND SINKS SHALL BE INSULATAED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES OR SINKS. ROOM FINISH SCHEDULE HAM FLOOR BASE RORER WALL SOUTH WALL EAST WALL WEST WAIL WAINSCOT COUNOROOM acs i FIN. MAT. FIN. I 1,_6' MAT. FIN. MAT. FIN. L- I " to _ 1 9" FIN. MAT. FIN. HT. 101 WAREHOUSE ( NONE . 0 I o J T 60" DEEP CLEAR AT DOOR 60"x56" CLEAR SPACE TP DISPENSER LOCATIONS GWB - PAINT P. LAM. WAINSCOT WITH METAL TOP TRIM @ 4 WALLS \ c0 c0\ I. r� GRAB `r 1- BARS ro T.P. \ \ FLUSH CONTROL ON THIS SIDE P" NOTE LEVER TYPE FAUCET CONTROL HANDLE SHALL BE LOCATED PER ICC/ANSI A117.1 - 2003 - 309 ONE HAND OPERATION, IF SELF CLOSING MUST REMAIN OPEN FOR 10 SECONDS MIN. LAVATORY BOWL DEPTH 6 1/2" MAX. j 24"X36"MIRROR WITH METAL EDGES AND SHELF O\ � co to I w N `V Y v N 34" MAX GRAB BARS -1 1/4" TO 1 1/2" WITH 1 1/2" SPACE BETWEEN BAR AND WALL. 6" SHEET VINYL BASE INTEGRAL WITH FLOOR HOT WATER AND RAIN PIPES EXPOSED UNDER LAVATORIES AND SINKS SHALL BE INSULATAED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES OR SINKS. ROOM FINISH SCHEDULE HAM FLOOR BASE RORER WALL SOUTH WALL EAST WALL WEST WAIL WAINSCOT COUNOROOM acs MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. 101 WAREHOUSE CONCRETE NONE . NONE - CONC. NONE CONC/GWB NONE CONC. NONE GWB NONE NONE - NONE - - - VINYL COVERED BATT INSULATION AT PERMITER WALLS 102 OFFICE CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT NONE - AC TILE FACTORY 9' 103 WOMEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P,LAM FACTORY GWB PAINT 8' 104 MEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY GWB PAINT 8' 105 WOMEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB. PAINT GWB PAINT P.LAM FACTORY GWB PAINT 8' 106 MEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY GWB PAINT 8' 107 OFFICE CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB. PAINT GWB PAINT NONE - AC TILE FACTORY 9' 108 WAREHOUSE CONCRETE NONE NONE - CONC. NONE CONC/GWB NONE CONC. NONE GWB NONE NONE - NONE - - VINYL COVERED BATT INSULATION AT PERMETER WAWLLS 201 FUTURE OFFICE CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT NONE - AC TILE FACTORY 8' REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6:2014 PERMIT CENTER GENERAL STRUCI'TURAL NOT 5 _ (THE FOLLOWING APPLY UNLESS NOTED OTHERWISE ON THE DRAWINGS.) CRITERIA ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC.), 2012 EDITION. LOAD TYPE DESIGN LIVE LOAD ENGINEERING CRITERIA FLOOR LIVE LOAD OFFICE WAREHOUSE STAIRS AND EXITS 50 P5F 125 PSF 100 P5F 15 PSF PARTITION LIVE LOAD ROOF SNOW LOAD 25 PSF Pg : 20 PSF Ge:I.0 Is:1.0 Ct:1.0 Pf = 14 P5F WIND DESIGN DATA PERIODIC CONTINUOUS BASIC WIND SPEED : 110 MPH (3 -SECOND GUST) EXPOSURE: B Kzt:I.0 GOO : 10.18 (INTERNAL PRESSURE GOEFF) pnet : 17.4 P5F (MAX) (COMPONENT AND CLADDING PRESSURE, IOsf EFFECTIVE AREA) EARTHQUAKE DESIGN DATA WELDING OF REINFORCING STEEL RISK CATEGORY 11 SITE GLASS: D 55 : I.461g Sds = 0.111g 51 : 0.505g 5d1 : 0.503g SEISMIC DESIGN CATEGORY: D SEISMIC -FORGE -RESISTING -SYSTEM: A.I (SPECIAL REINFORCED CONCRETE SHEAR WALLS) 5.0 Ie:1.0 Gs : 0.116 DESIGN BASE SHEAR : 461 KIPS .(ASD) GENERAL CONDITIONS STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR -SHALL VERIFY ALL DIMENSIONS AND CONDITIONS WITH ARCHITECTS DRAWINGS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. IN THE EVENT OF CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND THE PROJECT SPECIFICATIONS, THE STRUCTURAL DRAWINGS SHALL CONTROL. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH WALLS AND FLOORS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THESE DRAWINGS. THE CONTRACTOR 15• RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. MATERIAL SUBSTITUTIONS FOR PRODUCTS SPECIFIED IN THE PLANS AND NOTES MAY BE SUBMITTED BY THE CONTRACTOR FOR APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. SUBSTITUTION SUBMITTALS SHALL IDENTIFY EXACTLY WHAT PRODUCTS ARE TO BE SUBSTITUTED, AND INCLUDE AN IGC EVALUATION SERVICE REPORT DEMONSTRATING EQUIVALENT OR GREATER LOAD CAPACITIES THAN THE SUBSTITUTED PRODUCT. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE OSHA REGULATIONS. SHORING AND RESHORING SHALL BE DESIGNED BY A QUALIFIED DESIGNER AND THE ERECTED SHORING SHALL BE INSPECTED BY A REGISTERED STRUCTURAL • ENGINEER, EXPERIENCED IN THE DESIGN OF SHORING SYSTEMS, WHO SHALL SUBMIT AN INSPECTION REPORT TO THE ARCHITECT. FORMWORK SHALL NOT BE REMOVED UNTIL THE CONCRETE HAS REACHED ITS DESIGN STRENGTH AS INDICATED IN THE CONCRETE NOTES. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN APPROVED AGENCY FOR THE FOLLOWING WORK ITEMS: ITEM SPECIAL INSPECTION REQUIRED FOR • • FREQUENCY STRUCTURAL STEEL WELDING OF STRUCTURAL STEEL GROOVE WELDS PERIODIC STRUCTURAL STEEL [REF. 1105.2 1705.11.4] MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS PERIODIC HIGH-STRENGTH BOLTING BEARING -TYPE CONNECTIONS (SNUG TIGHT) SLIP -CRITICAL CONNECTIONS PERIODIC CONTINUOUS WELDING OF STRUCTURAL STEEL GROOVE WELDS FILLET WELDS > 546" FILLET WELDS < 94" FLOOR AND DECK WELDS CONTINUOUS CONTINUOUS PERIODIC PERIODIC WELDING OF REINFORCING STEEL CONTINUOUS DETAILS PERIODIC REINFORCED CONCRETE [REF. 1705.3 1 TABLE 17053] REINFORCING STEEL AND PRESTRESSING TENDONS, MATERIALS AND PLACEMENT PERIODIC BOLTS INSTALLED IN CONCRETE CONTINUOUS USE OF CORRECT DESIGN MIX PERIODIC PLACEMENT OF CONCRETE • CONTINUOUS CURING TEMPERATURE AND TECHNIQUE PERIODIC APPLICATION OF PRESTRESSING FORGES CONTINUOUS VERIFICATION OF CONCRETE STRENGTH PRIOR TO PRESTRESSING AND PRIOR TO REMOVAL OF SHORES .AND FORMS PERIODIC TIMBER [REF. 1105.5 4 1705.11.2] NAILING OF SHEAR WALLS AND DIAPHRAGMS PERIODIC GLUING OF SHEAR WALLS AND DIAPHRAGMS CONTINUOUS INSTALLATION OF DRAG STRUTS AND HOLDOWNS PERIODIC FASTENING OF DRAG STRUTS AND HOLDOWNS PERIODIC INSTALLATION OF SHEAR TRANSFER CLIPS AT DIAPHRAGMS AND SHEAR WALLS PERIODIC THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OR INSTALLATION OF WORK REQUIRING SPECIAL INSPECTION SHALL SUBMIT A STATEMENT OF RESPONSIBILITY PRIOR TO COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE: ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS; ACKNOWLEDGMENT THAT CONTROL WILL BE EXCERGISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL; PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; AND IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCIS- ING SUCH CONTROL AND THEIR POSITIONS) IN THE ORGANIZATION. STRUCTURAL TESTING FOR SEISMIC RESISTANCE IS REQUIRED FOR THE FOLLOWING: [REFERENCE SECTIONS 1705.12] ITEM MATERIAL TESTING FREQUENCY STRUCTURAL STEEL WELDING OF STRUCTURAL STEEL GROOVE WELDS PERIODIC REINFORCED CONCRETE REINFORCING STEEL CERTIFIED MILL TESTS CONTINUOUS CONCRETE SPECIMENS CONTINUOUS THE SPECIAL INSPECTION AND TESTING SHALL BE PERFORMED BY A QUALIFIED INSPECTION AND TESTING AGENCY DESIGNATED BY THE ARCHITECT. THE ARCHITECT AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS. REQUIRED SIZMITTALS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW TWO WEEKS PRIOR TO FABRICATION: SUBMITTAL SUBMITTAL REQUIRED STAMPED BY REGISTERED ENGINEER ENGINEERING CALCULATIONS CONCRETE REINFORCING YES NOT REQUIRED NOT REQUIRED CONCRETE TILT -UP WALL LIFTING HARDWARE YES YES YE5 STRUCTURAL STEEL YES NOT REQUIRED NOT REQUIRED STEEL BAR JOISTS YES YES YE5 STEEL GIRDER TRUSSES YES YES YES METAL DECK YES NOT REQUIRED NOT REQUIRED BIDDER DESIGNED STAIRS YES YE5 YES ENGINEERED JOISTS YE5 YE5 YES SUSPENDED CEILINGS - BRACING AND ANCHORAGE YE5 YES NO SUBMITTAL REVIEW OF BIDDER -DESIGNED AND PRE-ENGINEERED STRUCTURAL AND NON-STRUCTURAL COMPONENTS AND EQUIPMENT AND SUPPORTS SHALL INCLUDE THE STAMP OF THE PROFESSIONAL .ENGINEER WHO PERFORMED THE DESIGN A5 INDICATED ABOVE. THE ENGINEER SHALL BE REGISTERED IN THE STATE OF WASHINGTON. THE SUBMITTAL WILL BE SUBJECT TO A CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER 15 RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. THE FOLLOWING CERTIFICATION SHALL BE INCLUDED ADJACENT TO THE ENGINEER'S STAMP ON ALL SUBMITTALS: 1, , A LICENSED ENGINEER IN THE STATE OF WASHINGTON, DO HEREBY CERTIFY THAT I HAVE REVIEWED THE CONTRACT DOCUMENTS AND HAVE TO THE BEST OF MY KNOWLEDGE INCORPORATED ALL OF THE DESIGN CRITERIA CONTAINED THEREIN. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE DOPY. THE REPRODUCIBLE WILL BE MARKED AND RETURNED. IN THE EVENT OF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN APPROVED SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. GEOTECHNICAL FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR A5 DIRECTED BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL, AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON THE DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS SHALL BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND GEOTECHNICAL ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE A5 NOTED IN THE 50IL5 REPORT. ALLOWABLE SOIL PRESSURE 3000 PSF PASSIVE EARTH PRESSURE 120 PGF GEOTECHNICAL REPORT REFERENCE: CORNERSTONE GEOTECHNICAL, INC. REPORT NUMBER CG FILE NUMBER 2113 - DATED JULY 13, 2006. THE DESIGN SHOWN IN THESE DRAWINGS SHALL BE REVIEWED BY THE GEOTECHNICAL ENGINEER FOR COMPLIANCE WITH THE ABOVE REFERENCED SOILS REPORT. IN THE EVENT OF CONFLICTS BETWEEN THESE DRAWINGS AND THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER, THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS SHALL CONTROL. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE REDESIGN. DIVISION 3: CONCRETE CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1105 AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE A5 FOLLOWS: TYPE OF CONCRETE CONSTRUCTION MIN. COMPRESSIVE STRENGTH, f'c AT 28 DAYS • MAX. NIC RATIO MINIMUM GEMENT CONTENT PER CUBIC YARD FOOTINGS, BASEMENT WALLS, PILE CAPS • AND GRADE BEAMS 3000 PSI 0.68 516 SACKS SLABS ON GRADE 3000 PSI 0.65 516 SACKS CONCRETE WALLS AND COLUMNS 4000 PSI 0.57 6 SACKS THE MINIMUM AMOUNTS OF CEMENTITIOUS MATERIAL MAY BE CHANGED IF A CONCRETE MIX DESIGN 15 SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, A5 WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH THE LATEST EDITION OF AGI 318, CHAPTER 5. THE REVIEW OF MIX DESIGN SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THE INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -CONTENT PER ACI. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, fy = 60,000 PSI. GRADE 60 REINFORCING BARS TO BE WELDED SHALL CONFORM TO ASTM A106. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. LONGITUDINAL REINFORCEMENT IN DUCTILE FRAME MEMBERS AND IN WALL BOUNDARY MEMBERS SHALL COMPLY WITH ASTM A706. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH THE LATEST EDITIONS OF AGI 315 AND 318. REINFORCEMENT MAY BE SPLICED ONLY WHERE INDICATED ON THE DRAWINGS, EXCEPT THAT REINFORCING INDICATED AS "CONTINUOUS" MAY BE SPLICED AS REQUIRED BY THE CONTRACTOR FOR CONSTRUCTIBILITY. DEVELOPMENT AND SPLICE LENGTHS SHALL BE AS FOLLOWS: (db REFERS TO BAR DIAMETERS) CONDITION BARS fc':3000 PSI • fc':4000 PSI CLASS A CLASS B CLASS A CLASS B 1 st SPLICE LENGTH TENSION S #6 2 *1 44 db 55 db 51 db 12 db • 38 db 48 db 50 db 62 db 1 sc SPLIGE LENGTH COMPRESSION ALL 30 d b 30 d b d DEVELOPMENT LENGTH S *6 >- *1 44 db • 55 db 35 db 48 db 1 cit DEV. LENGTH TOP BARS S #6 2 *1 51 db • 72 db 50 db 62 db 1 dh DEV. LENGTH HOOKED BARS ALL 22 db 11 d b do DEV. LENGTH COMPRESSION ALL 22 d b Iq d b BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE MAY NOT BE FIELD BENT UNLESS NOTED OTHERWISE ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER. ALL REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BEFORE CONCRETE 15 PLACED. "WET -SETTING" BARD 15 NOT PERMITTED. CONCRETE TILT -UP PALLS TILT -UP CONCRETE MEMBERS SHALL BE ADEQUATELY BRACED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. BRACING SYSTEM SHALL BE DESIGNED FOR ALL LOADS INCLUDING WIND AND SEISMIC FORCES. CONTRACTOR SHALL PROVIDE ALL EXTRA REINFORCEMENT, INSERTS, AND LIFTING DEVICES REQUIRED FOR HANDLING AND ERECTION. DESIGN FOR ERECTION STRESSES AND SELECTION OF LIFTING SYSTEMS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE MINIMUM STRENGTH OF THE PANELS AT THE TIME OF ERECTION SHALL BE IN ACCORDANCE WITH THE LIFTING DESIGN. SHOP DRAWING SUBMITTAL FOR CONCRETE TILT -UP WALL PANELS AND ASSOCIATED REINFORCEMENT, INCLUDING ANY EXTRA REINFORCEMENT FOR LIFTING AND ERECTION STRESSES, SHALL BE SUBMITTED PER THE QUALITY CONTROL SECTION OF THESE NOTES. BOND BREAKER SHALL BE APPLIED TO ALL FORM SURFACES INCLUDING THE CONCRETE SLAB. BOND BREAKER SHALL NOT BE APPLIED TO ANY REINFORCEMENT OR MISCELLANEOUS METAL INSERTS USED FOR LIFTING. BOND BREAKER MUST BE COMPATIBLE WITH CURING COMPOUND AND OTHER FINISHES, INCLUDING PAINT AND FLOOR FINISHES. PROTECT ALL ELEMENTS FROM STAINING, WARPING OR CRACKING. GOLD JOINTS SHALL NOT BE PERMITTED IN AN INDIVIDUAL TILT -UP PANEL. TILT -UP PANELS SHALL BE PLACED ON PREPARED PADS AS DETAILED ON THE DESIGN DRAWINGS, OR STEEL SHIMS. GROUT SPACE BETWEEN WALL PANEL AND FOUNDATION FOR FULL BEARING. GROUTING SHALL TAKE PLACE ON THE SAME DAY WALL PANELS ARE SET. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. ANCHORAGE TO CONCRETE OR MASONRY CAST -IN-PLACE (GIP) ANCHORS SHALL BE HAVE A 10 -DEGREE HOOK WITH AN INSIDE RADIUS OF 3db PLUS AN EXTENSION OF 1.5db AT THE FREE END. GIP ANCHORS IN MASONRY SHALL BE SECURED IN PLACE PRIOR TO GROUTING. PROVIDE 1"GROUT MINIMUM AROUND ALL BOLTS IN MASONRY. GIP ANCHORS IN CONCRETE MAY BE PLACED WHILE THE CONCRETE 15 IN A PLASTIC STATE WHEN: I.) THE ANCHORS ARE NOT DETAILED OR SPECIFIED AS HOOKED AROUND OR TIED TO REINFORCEMENT WITHIN THE CONCRETE; 2.) THE ANCHORS ARE MAINTAINED IN THE CORRECT POSITION WHILE THE CONCRETE REMAINS PLASTIC; AND THE CONCRETE IS PROPERLY CONSOLIDATED AROUND THE ANCHOR. EXPANSION BOLTS INTO CONCRETE SHALL BE "KWIK BOLT TZ", AND THREADED EXPANSION INSERTS INTO CONCRETE SHALL BE SLEEVE ANCHORS, AS MANUFACTURED BY HILTI CORPORATION. INSTALL IN STRICT ACCORDANCE WITH IGC REPORT N0. ESR-I1I7, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. EPDXY-GROUTED ANCHORS (THREADED ROD OR REINFORCING BAR) SHALL BE GROUTED WITH HILTI "HIT -RE 500-S17EPDXY ADHEIVESIVE. INSTALL IN STRICT ACCORDANCE WITH ICC REPORT ESR -2332. HOLES FOR EPDXY ANCHORS SHALL BE THOROUGHLY GLEANED WITH A NYLON BRUSH AND PRESSURIZED AIR OR WATER, IN STRICT ACCORDANCE WITH ESR -2332. SHOT PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE HILTI CORPORATION, SERIES 05, 0.177" DIAMETER. INSTALL IN STRICT ACCORDANCE WITH ICG REPORT NO. ESR -1663. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1746". MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE AND 3" BETWEEN FASTENERS. ALL THREADED ROD ANCHORS SHALL CONFORM TO ASTM SPECIFICATION A36 (Fy = 36 ksI) CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: ANCHOR BOLT TYPES MAY BE SELECTED BY THE CONTRACTOR PER THE FOLLOWING CRITERIA AND THE REQUIREMENTS OF DIVISION 6.1: CHEMICALLY CONDITION BAR SIZES CLEAR COVER UNFORMED SURFACES CAST AGAINST EARTH ALL 3 INCHES FORMED AND FINISHED SURFACES EXPOSED TO EARTH OR WEATHER #5 OR SMALLER *6 OR LARGER 06 INCHES 2 INCHES COLUMN AND BEAM REINFORCEMENT INCLUDING TIES AND STIRRUPS • ALL I16 INCHES INTERIOR SURFACES OF WALLS AND SLABS *II OR SMALLER 5/ INCHES ADDITIONAL CONCRETE COVER MAY BE REQUIRED FOR FIRE PROTECTION - SEE PLAN NOTES WHERE APPROPRIATE. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT 15 PLACED (4,000 PSI MINIMUM). D TREATED WOOD # CORROSION OF CONNECTORS 4 FASTENERS. TYPE OF ANCHORAGE TYPE OF ANCHOR POST AND COLUMN BASES GIP, EXPANSION* OR EPDXY LEDGERS TO CONCRETE OR CMU GIP, EXPANSION* OR EPDXY WALL TIES TO CONCRETE OR CMU CIP OR EPDXY MUDSILL TO FOUNDATION CIP, EXPANSION* OR EPDXY HOLDOWN TO FOUNDATION GIP OR EPDXY HIGH-STRENGTH ANCHORAGE GIP EQUIPMENT ANCHORAGE GIP OR EPDXY * EXPANSION. ANCHORS MAY NOT BE USED WHERE THE ANCHOR 15 EXPOSED TO EARTH OR WEATHER. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2011 PERMIT CENTER SHEET INDEX 51.1 GENERAL STRUCTURAL NOTES 51.2 GENERAL STRUCTURAL NOTES 52.1 FOUNDATION PLAN 52.2 MEZZANINE FRAMING PLAN 523 ROOF FRAMING PLAN 52.4 WALL ANCHORAGE PLAN 53.1.1 53.12 532.1 5322 532.3 532.4 CONCRETE DETAILS CONCRETE DETAILS PANEL ELEVATIONS PANEL ELEVATIONS PANEL ELEVATIONS PANEL ELEVATIONS 55.1. • STEEL DETAILS 55.2 STEEL DETAILS 56.1 TIMBER SCHEDULES AND DETAILS 0 L 0 0 m> ' o o g 0o o =o 0< oQ 0 010 0 VISSER. ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, INA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0810 ELECTRONICALLY SIGNED 08/25/14 w 3 D. II 1 1111 1 O N t N 03 rn • 03 I- 0 W t - v SEATTLE, LAKESIDE O t M sheet ENERAL STRUCTURAL NOTES GON'T. (THE FOLLOWING APPLY UNLESS NOTED OTHERWISE ON THE DRAWINGS.) ANCHOR BOLTS SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS: ANCHOR SIZE STANDARD CONCRETE ANCHOR STANDARD MASONRY ANCHOR EMBED. SHEAR TENSION EMBED. SHEAR TENSION 16"4) 4" 1650# 3000# 4" 850# 1104$ 5/6114) 5" 3000# 4400# 5" 1330# 1520# ANDHORS SILL 1"1 3000# 44001$ 1" 1330# 1520# 34"0 1" 4300# 5100# 1" 1180# 3040# is"4:, 8" 4300# 5100# 8" 1120# 3810# 114, 1". 4500# 6500# 1" 2050# 4185# HOLDOWN ANCHORS PER DETAIL _ PER DETAIL _ _ ALLOWABLE VALUES ARE BASED ON 3000 PSI CONCRETE OR 1500 PSI MASONRY, WITH ANCHOR BOLTS PLACED WITH AN EDGE DISTANCE OF NOT LESS THAN 10 DIAMETERS. VALUES REFLECT SPECIAL INSPECTION. DIVISION 5: STEEL STRUCTURAL STEEL FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE LATEST EDITIONS OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AND THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER . ASTM SPECIFICATION Fy PLATES, ANGLES, CHANNELS AND THREADED ROD A36 36 KSI WIDE FLANGE SHAPES A112 50 KSI STRUCTURAL PIPE A53 (T(PE E OR 5, GRADE B) 35 KSI STRUCTURAL TUBES A500 (GRADE B) 46 KSI STANDARD ANCHOR BOLTS A36 OR A301 - HIGH-STRENGTH ANCHOR BOLTS A325 OR AI13 51 - STEEL TO STEEL CONNECTION BOLTS A325 -N - CONNECTION BOLTS FOR STEEL SIDE PLATES �ON WOOD MEMBERS A36 OR A301 - ALL WELDING SHALL BE IN CONFORMANCE. W TH A.I.S.C. AND A.11.5. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.11.5) SHALL BE USED. BOLTED CONNECTIONS SHALL BE "SNUG -TIGHTENED" JOINTS EXCEPT WHERE THE DRAWINGS SPECIFICALLY INDICATE OTHERWISE. WHERE "PRE -TENSIONED" JOINTS ARE INDICATED ON THE DRAWINGS, THE METHOD OF PRE -TENSIONING SHALL BE OF A TYPE LISTED IN SECTION 8.2 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A410 BOLTS. THE PRE -TENSIONING METHOD PROPOSED BY THE ERECTION CONTRACTOR SHALL BE SUBMITTED TO THE ENGINEER AND TESTING AGENCY AND THE APPROPRIATE INSPECTION TESTING. PROCEDURES DETERMINED BEFORE ERECTION OF STEEL MAY BEGIN. SPECIAL ATTENTION SHALL BE GIVEN TO FAYING SURFACES AT "SLIP -CRITICAL" CONNECTIONS PER SECTION q.3 OF THE SPECIFICATION REFERENCED ABOVE. HEADED WELDING STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CAST -IN-PLACE CONCRETE AND THREADED STUDS FOR CONNECTION OF STRUCTURAL STEEL TO OTHER ELEMENTS SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM ATOS AND SHALL BE WELDED IN CONFORMANCE WITH A.11.5. REQUIREMENTS. STEEL BAR JOISTS GALLED OUT BY LETTERS AND NUMBER SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE PROVISIONS OF THE STANDARD SPECIFICATIONS OF THE STEEL JOIST INSTITUTE (SJI). THE JOISTS SHALL BE THE TYPE INDICATED ON THE PLANS, AND SHALL BE DESIGNED TO RESIST THE LOADS INDICATED. BRIDGING SHALL BE DESIGNED AND PROVIDED BY THE JOIST MANUFACTURER A5 REQUIRED BY THE JOIST DESIGN TO RESIST ALL UPLIFT AND STABILITY LOADS. SELF DRILLING SELF TAPPING (505T) SCREWS A5 INDICATED ON THE DRAWINGS SHALL BE KINIK-PRO SCREWS BY HILTI AND INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND THE FOLLOWING TABLE: APPLICATION DRILL FLUTE SIZE SCREW SIZE DRILLING RANGE LIGHT GAUGE METALS SELF -DRILLING #2 #8 .035" TO .1" #10 .035" TO .11" MEDIUM GAUGE METALS ' SELF -DRILLING #3#12 MO • .11"TO.115" 1150 PSI .1111TO .21 VERY HEAVY GAUGE METALS SELF -DRILLING 4t5 #12 •.25" TO .5" FOR PROPER INSTALLATION THE LENGTH OF THE FLUTE SHALL BE GREATER THAN THE THICKNESS OF THE MATERIAL BEING DRILLED 0/2" MAXIMUM) AND THE POINT LENGTH, MEASURED FROM THE UNTHREADED SECTION TO THE FIRST THREAD SHOULD BE LONG ENOUGH TO ENSURE DRILLING ACTION IS COMPLETE BEFORE THE THREADS ENGAGE. COLD FORMED STEEL iMIN6 COLD FORMED STEEL FRAMING MEMBERS SHALL BE FABRICATED IN ACCORDANCE WITH THE PROVISIONS OF THE LATEST EDITION OF THE AISI "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS", AND PER THE ICG REPORTS REFERENCED IN THE PLANS AND DETAILS. THE MINIMUM UNCOATED THICKNESS OF GOLD -FORMED FRAMING SHALL NOT BE LESS THAN 15% OF THE NOMINAL THICKNESS INDICATED IN THE ICG REPORTS. COLD FORMED STEEL FRAMING MEMBERS SHALL CONFORM TO THE STANDARDS AND REQUIREMENTS OF THE "STEEL STUD MANUFACTURERS ASSOCIATION", AS SPECIFIED IN ICG REPORT ER -4143P. REFER TO THE ICG REPORT FOR DESIGNATIONS, REQUIRED PHYSICAL PROPERTIES AND MATERIAL SPECIFICATIONS. GOLD FORMED STEEL STUD WALLS SHALL BE FRAMED WITH STEEL STUDS A5 INDICATED IN THE PLANS AND DETAILS. UNLESS NOTED OTHERWISE, STUDS SHALL BE FULLY SEATED IN TOP AND BOTTOM TRACKS. TRACKS SHALL BE THE SAME WIDTH AND GAGE OF THE STUDS, AND SHALL HAVE 114" MINIMUM FLANGE WIDTH. STUDS SHALL BE FASTENED TO THE TRACKS WITH (I) #10 SCREW TO EACH FLANGE. COLD FORMED STEEL STUD WALLS SHALL HAVE BRIDGING AT MID -HEIGHT FOR WALLS UP TO I4 -FOOT TALL, TWO ROWS AT THIRD POINTS FOR WALLS UP TO 20 -FOOT TALL, THREE ROWS AT QUARTER POINTS FOR WALLS UP TO 26 -FOOT TALL. BRIDGING AND SHALL CONSIST OF I -INCH MINIMUM WIDTH 20 GAGE STRAPPING, EACH 5I0E, FASTENED TO EACH STUD WITH A #10 SCREW. AT EACH END OF THE WALL AND AT NO MORE THAN I2 -FEET ON CENTER, THE STRAPPING SHALL BE FASTENED TO STUD BLOCKING WITH (3) #10 SCREWS. STUD BLOCKING SHALL CONSIST OF A 20 GAGE MINIMUM STUD, INSTALLED HORIZONTALLY BETWEEN VERTICAL STUDS, AND ATTACHED TO THE VERTICAL STUDS WITH (2) MO SCREWS EACH. GOLD FORMED STEEL CONNECTORS INDICATED "TSN" ON THE DRAWINGS SHALL BE THOSE OF "THE STEEL NETWORK", AS SPECIFIED IN THEIR CATALOG, LATEST EDITION. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER; CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. COLD FORMED STEEL FASTENERS SHALL BE SELF -DRILLING, SELF -TAPPING SCREWS BY HILTI, INSTALLED IN ACCORDANCE WITH TABLE ABOVE IN "SELF -DRILLING SELF -TAPPING (SDST) SCREWS SECTION. CONNECTING SURFACES SHALL BE CLAMPED FLUSH PRIOR T0. PLACING FASTENERS. INSTALLED FASTENERS SHALL PROTRUDE THROUGH 11 -IE ATTACHED MEMBERS THREE FULL THREADS BEYOND THE ATTACHED MEMBERS. 114E DISTANCE FROM THE CENTER OF FASTENER TO THE MEMBER EDGE OR END SHALL NOT BE LESS THAN THREE TIMES THE SCREW DIAMETER: %" FOR MO AND 4" FOR #12. DIVISION 6: TIMBER FRAMING LUMBER SHALL BE KILN DRIED OR MG -I1, AND GRADED AND MARKED IN CONFORMANCE WITH WWPA STANDARD GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION AND FURNISHED TO THE STANDARDS INDICATED ON THE PLANS, SCHEDULES AND DETAILS. THE DESIGN SHOWN IN THESE DRAWINGS 15 BASED. ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION (200I -NDS) PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME SPECIES AND GRADE AS MEMBERS CONNECTED. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F -V4, Fb : 2,400 P5I, Fv= 110 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F -V8, Fb : 2400 PSI, Fv = 240 PSI. CAMBER ALL GLULAM BEAMS TO 2,000' RADIUS. GLUED LAMINATED BEAMS EXPOSED TO WEATHER OR MOISTURE SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. ALL GLUED LAMINATED COLUMNS SHALL BE DOUGLAS FIR COMBINATION 5. Fc : 2,400 PSI, Ft : 1,600 PSI, E = 2000 KSI. GLUED LAMINATED COLUMNS EXPOSED TO WEATHER OR MOISTURE SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. MANUFACTURED LUMBER PRODUCTS SPECIFIED IN THESE DRAWINGS 15 BASED ON LUMBER MANUFACTURED BY THE TRUS-JOIST CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALL JOIST HANGERS AND OTHER HARDWARE NOT SHOWN SHALL BE DESIGNED AND SUPPLIED BY THE MANUFACTURER. THE FOLLOWING LUMBER PRODUCTS SHALL BE MANUFACTURED UNDER A PROCESS APPROVED BY THE NATIONAL RESEARCH BOARD. EACH PIEGE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NER REPORT NUMBER, AND THE QUALITY CONTROL AGENCY. ALL MEMBERS SHALL BE MANUFACTURED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2551 WITH ALL STRANDS ORIENTED PARALLEL WITH THE LENGTH OF THE MEMBER. LUMBER PRODUCT STRESS LAMINATED VENEER LUMBER (LVL) 1.1E (REPORT NER-126) LAMINATED STRAND LUMBER (LSL) 1.5E (REPORT NER-48I) PARALLEL STRAND LUMBER (PSL) 2.0E (REPORT NER-212) Fb 2600 P51 2250 P51 2100 P51 FN./ 285 P51 400 PSI 210 P51 Fc 11 • 2510 PSI 1150 PSI 2100 PSI Fcl 150 P5I - • 150 PSI E 1.1x106 P51 1.5x106 P5I 1.1x106 P51 PREFABRICATED PLYWOOD WEB JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE DRAWINGS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE ITh THE MANUFACTURER'S INSTRUCTIONS. THESE PRODUCTS SHALL BE MANUFACTURED TO THE STANDARDS SET FORTH IN ICC REPORT N0. ESR -1153. ALL COMMON WIRE NAILS AND SPIKES, BOX NAILS AND THREADED, HARDENED -STEEL NAILS AND SPIKES SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN ASTM FI661. ALL NAILS SPECIFIED ON THESE DRAWINGS, EITHER DRIVEN WITH A HAMMER OR PNEUMATIC DEVICE, SHALL BE COMMON WIRE NAILS WITH THE PROPERTIES SHOWN IN THE FOLLOWING TABLE: PENNY -WEIGHT 8d IOd I2d I6d 20d DIAMETER (INCHES) I 0.131 0.148 0.148 0.162 0.112 LENGTH (INCHES) 21 3 314 31 4 NOTES: I. TABULATED DIAMETERS APPLY TO NAILS PRIOR TO ANY PROTECTIVE COATING. FABRICATION AND INSTALLATION OF TIMBER FASTENERS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (2005-N05), PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION. DRILLED HOLES IN WOOD MEMBERS (EXCLUDING MFR. PLYWOOD WEB JOISTS) SHALL BE A5 SHOWN IN THE FOLLOWING TABLE: FASTENERS LEAD HOLE DIAMETER I SHANK HOLE DIAMETER I BOLTS 4 - D + 1/32" LAG SCREWS 2' 3, 4 0.1D D WOOD SCREWS 3 0.88Dr 0.88D NAILS (PRE -DRILLED ONLY) 0.15D - NOTES: I. 'D' INDICATES THE SHANK DIAMETER OF THE FASTENER. D SHALL BE NOT EXCEED I". D. INDICATES THE ROOT DIAMETER. 2. THE CLEARANCE HOLE FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION A5 THE LENGTH OF THE UNTHREADED SHANK. THE LEAD HOLE OR CLEARANCE HOLE SHALL NOT BE REQUIRED FOR DIAMETERS 46" OR LESS, PROVIDED EDGE, END AND SPACING IS TO BE SUFFICIENT TO PREVENT SPLITTING. 3. LAG AND WOOD SCREWS SHALL BE INSTALLED BY TURNING OF A WRENCH OR SCREW DRIVER NOT DRIVEN WITH A HAMMER. 4. ALL BOLTS AND LAG SCREWS SHALL CONFORM TO ASTM SPECIFICATION A301, Fy:36 KSI. WASHERS SHALL BE PLACED UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. WOOD CONSTRUCTION CONNECTORS GALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG (LATEST EDITION). PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL JOISTS AND MULTIPLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "U" SERIES JOIST HANGERS. NAILING SHALL CONFORM TO IBC TABLE 2304.1.1: CONNECTION NAILING JOIST TO SILL OR GIRDER, TOENAIL (3) 0.131" x 2 " BRIDGING TO JOIST, TOENAIL EACH END (2) 0.131' x 21i' SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL TVP. 0.162" x 3" ®Ib"oG TOP PLATE TO STUD, END NAIL (2) 0.162" x 3!i" STUD TO SOLE PLATE TOENAIL (4) 0.1311 x 21' END NAIL (2) 0.162" x 316 OR (2) O.Ig2" x 4" AT 3x PLATES IN LIEU OF 0.162" x 31i BLOCKING BETN4N JOISTS OR RAFTERS TO TOP PLATE, TOENAIL (3) 0.131 x 21i RIM JOIST TO TOP PLATE, TOENAIL 0.131' x 21i ® 6'oG TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL (2) 0.162" x 3" RAFTER TO PLATE, TOENAIL (3) 0.131" x 21i" SHOT PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE HILTI CORPORATION, SERIES D5, 0.111" DIAMETER. INSTALL IN STRICT ACCORDANCE WITH IGC REPORT N0. ESR -1663. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1116". MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE AND 3" BETWEEN FASTENERS. SHOTPINS AND OTHER POWDER -ACTUATED FASTENERS INTO STEEL SHALL HAVE A MINIMUM EDGE DISTANCE OF 14" AND BE SPACED AT A MINIMUM OF I". FOR SAWN LUMBER ROOF AND FLOOR FRAMING PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST SPAN AND AROUND ALL OPENINGS. PROVIDE BRIDGING ®8'-0"oc AND FULL DEPTH SOLID BLOCKING AT ALL BEARING POINTS. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH (3) 0.162" @ 12"oc. FOR MANUFACTURED LUMBER ROOF AND FLOOR FRAMING ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. INSTALLATION OF THE ABOVE ITEMS SHALL BE IN STRICT ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST SPAN AND AROUND ALL OPENINGS. ROOF, FLOOR $ WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE 1, IN CONFORMANCE WITH IBC SECTION 2303.1.4. SEE PLAN NOTES AND SCHEDULES FOR THICKNESS, SPAN RATING, BLOCKING AND NAILING REQUIREMENTS. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AFG-OI. ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS: PROVIDE APPROVED PANEL EDGE CLIPS CENTERED BETWEEN RAFTERS OR TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING SHALL HAVE APPROVED TONGUE AND GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW %s" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. STUD WALL FRAMING SHALL BE 2x4 HF# STUDS AT I6"oc AT INTERIOR WALLS AND 2x6 HF#2 STUDS AT I6"oc AT EXTERIOR WALLS. STUD WALLS SHALL HAVE DOUBLE 2x TOP PLATES AND 2x SOLE OR SILL PLATES MATCHING STUD SIZE, SPECIES AND GRADE. ALL LOWER 1^100D SOLE PLATES SHALL BE ATTACHED TO WOOD FRAMING BELOW WITH 0.162" NAILS AT I2"oc STAGGERED. WOOD SILL PLATES SHALL BE BOLTED TO CONCRETE WITH 5/s" DIAMETER ANCHOR BOLTS (EMBED 1" MIN.) AT 6'-0"oc WITH 3x3 PLATE WASHERS. THERE SHALL BE A MINIMUM OF (2) BOLTS PER PIECE WITH (I) BOLT LOCATED NOT MORE THAN 12" OR LESS THAN (1) BOLT DIAMETERS FROM EACH END OF EACH PIECE. TWO STUDS (MINIMUM) SHALL BE PROVIDED AT THE ENDS OF WALLS, AT EACH SIDE OF ALL OPENINGS, AND AT THE ENDS OF ALL BEAMS AND HEADERS. POSTS OF BUILT-UP 2x STUDS SHALL BE NAILED TO EACH OTHER PER THE POST SCHEDULE. SOLID BLOCKING FOR WOOD POSTS SHALL BE PROVIDED THROUGH ALL FLOORS TO SUPPORTING MEMBERS (FOUNDATION) BELOW. (2) 2x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS. SHRINKAGE COMPENSATING DEVICES SHALL BE EITHER INQUEST "IMPASSE DEVICE" PER ICC REPORT N0. ER -5518, COMMINS MFR. "AT" AUTOMATIC-TAKEUP PER ICC REPORT N0. ESR -1344 OR SIMPSON "IUD PER REPORT NO. ER -5010. DEVICES SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS. DIVISION 6.1: CHEMICALLY TREATED IMOD 4 CORROSION OF CONNECTORS 4 FASTENERS WOOD MATERIALS REQUIRED TO BE TREATED WITH A PRESERVATIVE PER IBC SECTION 2304.11.1 - 2304.11.1 SHALL BE IDENTIFIED BY A QUALITY MARK IN ACCORDANCE WITH AWPA STANDARDS. TIMBER CONNECTORS AND FASTENERS. IN CONTACT WITH PRESERVATIVE -TREATED OR FIRE-RETARDENT TREATED WOOD MEMBERS SHALL BE HOT -DIPPED ZING COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. A BARRIER BETWEEN PRESERVATIVE -TREATED OR FIRE RETARDENT TREATED MEMBERS CAN BE USED WHEN APPROVED BY THE ENGINEER AND ARCHITECT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SELECTION OF THE APPROPRIATE CONNECTOR AND FASTENER COATING. BASED ON THE INTENDED END USE OF THE CONNECTOR OR FASTENER AND THE CHEMICAL PRESERVATIVE USED IN THE TREATMENT OF MEMBER FOR WHICH IT 15 IN CONTACT. THE FOLLOWING TABLE SHALL BE USED FOR SELECTION OF CONNECTORS BASED ON GALVANIZED COATING OR STAINLESS STEEL. FASTENERS USED SHALL BE MADE OF THE SAME. MATERIAL AS THE CONNECTOR. PRODUCT I COATINGS CHEMICAL PRESERVATIVE 0.10 oz/sf (610) 1.85 oz/sf (6185) HOG PER ASTM A653, AI53 OR A123 STAINLESS STEEL UNTREATED WOOD 5BX GGA -G YES YE5 YES ACQ-C 4 ACO -D GSA -A $ CA -I3 Non -DOT NO • YES YES AGZA NO NO YES NOTES: I. 5BX : DOT SODIUM BORATE GGA -C = CHROMATED COPPER ARSENATE AGQ-C 4 AGQ-D = ALKALINE COPPER QUAT GBA-A 4 GA -B = COPPER AZOTE NON -DOT = OTHER BORATE ACZA : AMMONIACAL COPPER ZINC ARSENATE 1114,71.1, e;7/ REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6' 2014 PERMIT CENTER to -4- 0 -o 0 > a) L 0 0 000 0 =0 0< oa VISSER ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: • (253) 835-08I0 ELECTRONICALLY SIGNED 08/25/14 w 0 (211 v (11111 ILII d�) ASSOCIATES ed MUELLER 0 a J SEATTLE, WA 98122 0 LAKESIDE 0 M sheet 140'-0" C \� E • r a_ 20/53.1.1 35'-0" IQ/53.1.1 P -I5 20/53.1.1 PJ P-16 35'-0" P-17 35'-0" P -I8 20/53.1.1 PJ- P-Iq -PJ 35'-0" Iq/53.1.1 P-20 s r 6/53.1.1 L_ m o_ 4.0 4k/ • 1 5.O 48k/ 5.0 • 48k/ r - H66.4 U:34.4k I' -I" a . 21-3" 2'_3" r- 4.0 2 -166.4 U:34.4k l' I" TYP. a s 4'-0" L MIN. CLOSURE STRIP PER 13/53.1.1 L__ 1111.4 U:68.Sk 1150# 1050# 32k 5.0 \48k (-0'-8") ; . 1 L__ 5/53.1.1 H11.4 1 U:68.Sk 4 15/53.1.1 32 r 0'-0" 5" SLAB ON GRADE PER PLAN NOTE *2 TYP. - U.N.O. L=111-4' w L__ 1111.4 U:68.8k 15/53.1.1 1050* 1050# 32L rti 32 2'-0" 1150# i 32k j 0'_8" 1 r -i I N L_, L:11'-4' 1117.4 U:68.8k 14/53.1.1 2'-0" r IF. �I 5/53.1.1 L--- TYP. 1050# 1150# 32< J 32k TYP. AT OFFICE 26.HF.16 >--'-' 4 m J 5.0 48k CLOSURE STRIP PER 13/53.1.1 4'-0" • MIN. N 20/53.1.1 C4. 240k H11.4 U:68.Sk k 15/53:1.1 2'-O" 1150# �J 32< h r-� L P-10 20/53.1.1 r L -PJ P_q ZPJ-----� L J P-7 5/53.1.2 P-5 PJ .1 r -P-6 J FOUNDATION PLAN Vie"= 1 '_0" P-4 5.0 48k H11.4 U:68.8k P-2 20/53.1.1 A/53J.2 20/53.1.2 PJ 2'_0" MIN. y 2'-0" rtl'1 ii -, U:34.4k 1'-1" 4.0 0 N 1 0- i 1J I N 0 ■ms -i ; 6/53.1.1 U=34.4; 5IM. I' -I" Q.. I1 i I21..511 TYP. C-4'-0" .) P-1 q/53.1.2 6" RAMP SLAB ON GRADE PER PLAN NOTE *4 1 .1 15/53.1.2 L 0'-0" 18/53.1.2 m 2 1` REVIEWED FOR CODE COMPLIANCE APP Oft 'D JAN 0 5 2015 City of Tukwila BUILDING DIVISION FOUNDATION PLAN NOTES: I. REFER TO ARCHITECT'S DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. DIMENSIONS SHOWN MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. 2. SLAB -ON -GRADE SHALL BE 5" THICK AND REINFORCED WITH *4 @ 20"oG EACH WAY AT MID -DEPTH, OVER 2" DAMP SAND, OVER 15 MIL VAPOR BARRIER OVER 6" OF FREE DRAINING GRANULAR MATERIAL. SEE GEOTECHNICAL REPORT FOR GRADATION REQUIREMENTS OF GRANULAR MATERIAL. 3. NOT USED. 4. RAMP SLAB -ON -GRADE SHALLBE 6" THICK AND REINFORCED WITH *4 @ IS"oc EACH WAY AT MID -DEPTH. LAP SPLICE REINFORCING: 30" MINIMUM. 5. PROVIDE CONTROL OR CONSTRUCTION JOINT IN SLAB -ON -GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 250 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE OWNER. SEE DETAIL 1/53.1.1. 6. REFER TO MECHANICAL/CIVIL DRAWINGS FOR UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS. SEE DETAIL 8/53.1.1. 1. PROVIDE PERFORATED PVG PERIMETER DRAIN PIPE AROUND FOUNDATION AS SHOWN IN DETAILS PER THE RECOMMENDATIONS GIVEN IN THE REFERENCED SOILS REPORT. SLOPE TO DRAIN PER CIVIL DRAWINGS. 8. WALL AND COLUMN FOOTING DESIGN 15 BASED ON NATIVE UNDISTURBED SOIL WITH 3000 PSF ALLOWABLE BEARING PER THE REFERENCED SOILS REPORT. THE BUILDING OFFICIAL OR GEOTECHNICAL ENGINEER SHALL APPROVE PREPARED EXCAVATIONS PRIOR TO PLACEMENT OFCONCRETE. q. HOLDOWNS ARE INDICATED IN THE POST SCHEDULE. HOLDOWNS TO CONCRETE FOUNDATIONS ARE TO BE PER 15/53.1.1. IT 15 THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE H0LD0WN EMBEDMENT DEPTH REQUIRED AND BOTTOM OF FOOTING ELEVATION SHOWN IN FOUNDATION DETAILS WITH ARCHITECT'S DRAWINGS. LEGEND: n, x PJ Px nx x# L=x' -x' U 1- .nn.x X' -X" X/SX.X XX.XX.XX n REFERS TO NUMERIC SCHEDULE DESIGNATIONS. x REFERS TO ALPHABETICAL SCHEDULE DESIGNATIONS INDICATES 34" PANEL JOINT AT THE LINE SHOWN. INDICATES CONCRETE PANEL PER ELEVATIONS ON SHEETS 53.2.1, 53.2.2, 53.2.3, AND 53.2.4. POST OR COLUMN - SEE POST SCHEDULE IN 20/56.1; n REFERS TO POST TYPE, x REFERS TO HOEDOWN TYPE. x* REFERS TO TOTAL POST LOAD, FOR INFORMATION ONLY. WOOD POST OR COLUMN LOCATION - OCCURRING ABOVE THE PLAN LEVEL SHOWN. STEEL POST OR COLUMN LOCATION OCCURRING ABOVE THE PLAN LEVEL SHOWN. W000 SHEAR WALL IMMEDIATELY ABOVE THE PLAN LEVEL SHOWN. n SPECIFIES THE SHEATHING MATERIAL AND NAILING PER THE SHEAR WALL SCHEDULE IN 20/56.1. L REFERS TO THE LENGTH OF SHEAR WALL REQUIRED. INDICATES EXTENT (AND SIDE) OF SHEAR WALL SHEATHING ABOVE. REFER TO SHEAR WALL SCHEDULE IN SHEET 20/56.1 FOR SILL PLATE PLATE REQUIREMENTS. H55 COLUMN PER SCHEDULE IN 3/55.1. U REFERS TO TOTAL FACTORED COLUMN LOAD, FOR INFORMATION ONLY. FOOTING TYPE PER SCHEDULE BELOW R= REACTION IN KIPS. INDICATES FULL HEIGHT CONCRETE WALL PANEL INDICATES TOP OF SLAB ELEVATION INDICATES TOP OF FOOTING ELEVATION FOOTING STEP PER 10/53.1.1 (SOLID FILL INDICATES LOW SIDE) INDICATES SECTION GUT SEE REFERENCED DETAIL WOOD STUD WALL IMMEDIATELY ABOVE THE PLAN LEVEL SHOWN. x SPECIFIES STUD SIZE, SPECIES AND SPACING PER THE STUD WALL SCHEDULE IN 20/56.1 RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER FOOTING SCHEDULE MARK SIZE THICKNESS REINFORCING STRENGTH (4.0) R 4'-0" x 4'-O" 12" (4) #5 BARS EA. WAY 48,000# (5O) 5'_O" x 5'-0" 12" (5) #5 BARS EA. WAY 15,000# (6x3) R x 31-0" 15 �� (5) #4 BARS EA. WAY 54,000# /12x8) R 12'-0" x 8'-O" 24" (13) #6 LONG. (18) #6 TRANS. 216,000* ALLOWABLE BEARING PRESSURE = 3000 psf 3 c 0 a) L. 0 c >2m> Ll 0 w0 u< V I S S E R 32I2q WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 88001 VOICE: (253) 835-0810 FAX: (253) 835-0810 ELECTRONICALLY SIGNED 08/25/14 III4 ASSOCIATES 0 MUELLER w z. J ln N L0 M 0 0 N 0 < N c rn F- 0 Q w 111 0 MINN w 11- 0 Q LAKESIDE 0 M sheet Bf 140'-0" 35'-0" 35'-0" 35'_0" 35'-0" 12/55.1 1050# 32k L 1050# 32k L=11'-4' ------ 12/56.1 11 11111111111111111. �—I r 6/56.1 1050# 1150# --_ J 32 c.) 32k 1---L 1 TYP. AT OFFICE 26.HF.I6 >--• ABOVE AND BELOW MEZZANINE FRAMING PLAN 1/,II:11_011 J 7/56. 1150# 32 • 4\ 3' PLAN NOTES: I. REFER TO ARCHITECT'S DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. THE DIMENSIONS SHOWN ARE PER THE ARCHITECTS • DRAWINGS AND MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. 2. THE FLOOR STRUCTURE HAS NOT BEEN DESIGNED FOR a 116" GYPCRETE OVERLAY. TOTAL DESIGN FLOOR DEAD. LOAD 1512 PSF. 3. THE FLOOR DIAPHRAGM SHALL BE 114" T4G INDEX 40/20 APA RATED SHEATHING AND SHALL BE GLUED AND SCREWED TO SUPPORTS. • USE #S x 216" SCREWS ® 6"oc AT PANEL EDGES AND I2"oc IN THE FIELD. BLOCKING SHALL BE PROVIDED AT ALL PANEL EDGES. 4. REFER TO 2/56.1 FOR DOUBLE TOP PLATE SPLICES. ALL SPLICES SHALL BE NAILED UNLESS OTHERWISE NOTED. STRAPPED SPLICES ARE INDICATED ON THE PLAN WITH THEIR STRAP CALLOUTS. REFER TO 3/S6.1 FOR TYPICAL CORNER WALL FRAMING. PROVIDE FULL BEARING FOR ALL BEAMS AND POSTS. FULL BEARING FOR POSTS SHALL CONSIST OF SOLID BLOCKING THROUGH FLOORS PROVIDING A DIRECT LOAD PATH TO CONCRETE FOUNDATION BELOW. 1. H0LD0WNS ARE INDICATED IN THE POST SCHEDULE. H0LD0WN5 TO CONCRETE FOUNDATIONS SHALL BE PER 15/53.1.1. 8. SEE DETAIL 20/55.1 FOR CONNECTION OF PARTION WALLS TO ROOF STRUCTURE. LEGEND: n, x nx x# L=x' -x' < XX.XX.XX X/SX.X n REFERS TO NUMERIC SCHEDULE DESIGNATIONS x REFERS TO ALPHABETICAL SCHEDULE DESIGNATIONS JOIST OR RAFTER SPECIFICATION SEE JOIST SCHEDULE IN 20/56.1 BEARING END OF JOIST OR RAFTER BEAM OR HEADER - SEE BEAM SCHEDULE . IN 20/56.1 POST OR COLUMN - SEE POST SCHEDULE IN 20/S6.1; n REFERS TO POST TYPE, x REFERS TO HOLDOWN TYPE. x# REFERS TO TOTAL POST LOAD, FOR INFORMATION ONLY. WOOD POST OR COLUMN LOCATION - OCCURRING BELOW THE PLAN LEVEL SHOWN. SHEAR WALL IMMEDIATELY BELOW THE PLAN LEVEL SHOWN. n SPECIFIES THE SHEATHING MATERIAL AND NAILING PER THE SHEAR WALL SCHEDULE IN 20/56.1. L REFERS TO THE LENGTH OF SHEAR WALL. WOOD STUD WALL IMMEDIATELY ABOVE THE PLAN LEVEL SHOWN. x SPECIFIES STUD SIZE, SPECIES AND SPACING PER THE STUD WALL SCHEDULE ON 20/56.1 EXTENT (AND SIDE) OF SHEAR WALL SHEATHING. INDICATES SECTION GUT SEE REFERENCED DETAIL. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER 0 0 .N > a) L 0 0 c 0 0 SSER 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, VIA.1800I VOICE: (253) 835-0810 FAX: (253) 835-0810 ELECTRONICALLY SIGNED 08/25/14 in it 0 0_ 3 t c 4 4 E ASSOCIATES ca MUELLER W C3 J 0 1- 0 W H MOM v ac SEATTLE, WA 98122 LAKESIDE sheet 21'-6" ;A 35'-0" 140'-0" 35'-0" 28'-116" 5/55.2 TYP. f 35'-0" 35'-0" 2q'_O" 4( 2/55.2 BTWN JOISTS 281-16" 15/55.2 (I8) SPACES ®7'-0" = 126'-0" 10/55.2 26'-I I" 10/55.2 H66.4 U=34.4 N 134.414 40VG 5N q.4K P = 3q.1k N n 14/55.2 134.44 134.414 ITMH'17.4 U=b8.8k 4041 ROOF DECK PER NOTE #3 40VG 5N 1.4K P=31.gk o u 44- (V 14/55.2 134.444 134.444 Lu e r c0 CNIN U=68.8k N41- A 11 0 (I8) SPACES @ 7'-0" = 126'-0" < 8/55.240VG 5N 9.4K TYP' P = 3A.9k 14/55.2 134.44 7�11-0" 40VG 5N q.4K H71.4 U=68.8k SZ c.4 P = 3q.gk SZ 44- 27'_6" U:34.4k IH66.4 134.444 15/55.2 1' 40VG 5N 1.4K 14/55.2 H66.4 U=34.4k 15/55.2 1'_0" P = 31.1k 27'-I I" 134.414 i.,:34.4k1 40VG 5N q.4K 8/55.2 rte. 14/55.2 H11.4 I U=68.8k P = 3q.gk 0 -0 (12) SPtGES ® 1'-0" = 84'-0" 04.414 e.34 .444 H11.4 1 U=68.8k -4- 0_ 0_ 1. 0 40VG 5N q.4K 11 Q 40VG 5N q.4K H11.4 U=68.8k P = 3q.gk (4) SPACES ® 7'-0" = 28'-0" =34.44 H66.4 134.444 10/55.2 26'-11" 10/55.2 7'-0" 15/55.2 28'-7" 5isss 51M. zissz BTWN JOISTS ROOF FRAMING PLAN 14"=11_0" 27'-11" o m o • ROOF FRAMING PLAN NOTES: I. REFER TO ARCHITECT'S DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. DIMENSIONS SHOWN MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. TOP OF STEEL NOTED ON PLAN 15 BOTTOM OF ROOF DECK: UNLESS NOTED OTHERWISE, TOP OF JOIST SEAT 15 2/6" BELOW TOP OF STEEL. ELEVATIONS ARE REFERENCED FROM TOP OF SLAB -ON -GRADE. METAL ROOF DECK SHALL BE VERGO PLB-56 WITH A MINIMUM SUPERIMPOSED LOAD CAPACITY OF 58 PSF (3 -SPAN) FOR THE SPANS INDICATED, U.N.O. DECK THICKNESS AND CONNECTION TO SUPPORTS SHALL BE AS INDICATED IN THE ROOF DIAPHRAGM SCHEDULE PER 15/55.1 SEE 8/55.1 FOR ADDITIONAL INFORMATION. 4. STEEL BAR JOISTS SHALL BE SPACED AS INDICATED ON THE PLAN. STEEL JOISTS SHALL BE DESIGNED FOR THE LOADS INDICATED (TOTAL/LIVE - IN PLF). '5P' INDICATES SPECIAL LOADING FROM ROOFTOP HVAC UNITS. UNFACTORED (ASP) STRUT LOADS ARE SHOWN AS "P=xx k" ON THE PLAN. JOISTS SHALL BE DESIGNED FOR A WIND UPLIFT LOAD OF 14 PSF. HORIZONTAL BRIDGING SHALL BE AS REQUIRED BY THE JOIST SUPPLIER. THE CONTRACTOR SHALL COORDINATE ALL MECHANICAL AND SPRINKLER LOADS WITH THE SUPPLIER. THE CONTRACTOR SHALL FIELD INSTALL AN EXTRA WEB MEMBER AT ALL CONCENTRATED LOADS NOT OCGURING AT A JOIST PANEL • POINT: THE WEB MEMBER SIZE AND CONNECTION REQUIREMENTS SHALL BE PER THE JOIST SUPPLIER. CONTRACTOR TO SUBMIT MECHANICAL EQUIPMENT SUPPORT AND ANCHORAGE DESIGN STAMPED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON. CONTRACTOR TO SUBMIT SPRINKLER SUPPORT AND BRACING DESIGN STAMPED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON. LATERAL BRACING OF ALL LIGHT FIXTURES, SUSPENDED CEILINGS, MISCELLANEOUS EQUIPMENT, AND DECORATIVE FIXTURES ATTACHED TO THE ROOF STRUCTURE SHALL BE DESIGNED AND INSTALLED BY THE SUPPLIER IN ACCORDANCE WITH CHAPTER 13 OF ASCE 7-10 AND OTHER APPLICABLE STANDARDS SPECIFIC TO THE INDUSTRY. BRACING SHALL TERMINATE AT THE ROOF DECK. 1. SEE DETAIL 20/55.1 FOR CONNECTION OF PARTITION WALLS TO R00F STRUCTURE. LEGEND': n, x U H.nn.x X/SX.X X' -XX" OPEN n REFERS TO NUMERIC SCHEDULE DESIGNATIONS x REFERS TO ALPHABETICAL SCHEDULE DESIGNATIONS STEEL POST OR COLUMN LOCATION OCCURI NG BELOW THE PLAN LEVEL SHOWN. HSS COLUMN PER SCHEDULE ON 3/55.1. U REFERS TO TOTAL FACTORED COLUMN LOAD, FOR INFORMATION ONLY. INDICATES SECTION GUT SEE REFERENCED DETAIL. INDICATES BOTTOM OF METAL DECK / TOP OF STEEL JOIST ELEVATION. INDICATES ROOF OPENING WHERE OCCURS. FRAME AROUND OPENING PER 7/55.1. 3;of REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 61014 PERMIT CENTER N 0 0 •(1) 0 L. e 0 z 8 ' 141 S0. u< ` issER 52121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0510 ELECTRONICALLY SIGNED 08/25/14 z E ASSOCIATES fa MUELLER w z a J 41( il- 0 w 1- 0 SEATTLE, WA 98122 LAKESIDE sheet 3 wT [8.0k1- NT S.ok]- WT [8.01:1- NT S.ok]- WT [S.ok] - 140'-0" i 35I-0" i 35'-0" 35-0" i 35l-0" 2 MALL ANCHORAGE PLAN !i"= I'-011 2 PLAN NOTES: WT [S.ok] - TYP. CO 0 NT [S.ok] - TYP. WT [S.ok] - TYP. 3 2` I. WORK THIS DRAWING WITH SHEET 523. LEGEND: X - STRAPAD#] DRAG CONNECTION PER 20/55.2, DETAIL REFERENCE x, RESISTING SERVICE LEVEL (ASD) LOAD [ x ] IN KIPS. t3 9 REV1E WWED FOR CODE COMPL°ANcE ;APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 262014 PERMIT CENTER a) t 15 c O O) L e 0 m> oQ °ma Z' 1 U0 �- p ip dr c< u< VISSER 32I2ct WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0310 ELECTRONICALLY SIGNED 08/25/14 w u 0_ -3 I <. DI V (f .4 IIII IIII 3 ASSOCIATES LANCE MUELLER 10 M 0 sheet T. /\ , 4'-8" (4) 5PG'S @ 6'-0"oc = 24'-0" 5 PLAN - VP. 6 rn � I ( 4'-8" (4) 51:201S ®6'-0"oc = 24'-0" 4'-8" L216x2i6x1 - TYP. L-I6x216x% - TYP. 0 1 0 1 TT [8.0k] - TYP. TT [8 •k] - TYP. /u /�✓' ii 7 JOIST JOIST GIRDER /jM GG [3g.gk1 JOIST GIRDER GG [3g.gk] JOIST GIRDER GG [51.4k] r -- rP. " (4) 5PG'S ® 6 -Vac = 24'-0" 4'-8" PER PLAN PER PLAN PER PLAN PER PLAN i d- L2f x2'xI4 - TYP. L2fx2I6x4 - TYP. \f — — 0 N 0 0 o._ d- cl li 4i /u� Q N � TT [8.0k] - TYP. 4i z1 5 TT [8 q +k] - TYP. ; - D N /\./-//\./-/_ / — 'Y rte JOIST GIRDER GG [3q.gk] JOIST GIRDER GG [341.gk] JOIST GIRDER GG [3q.gk] JOIST GIRDER `rte rP: /\i'\/\ d- ti PER PLAN PER PLAN PER PLAN PER PLAN .74 - b L216x2I6x% - TYP. L/16x2I6x% - TYP. I c� 1 1 1 (4) 5PCS ®6'-0"oc = 24'-1 N" JOIST PER 1 1 (4) 5PG'S @ 6'-0"oc = 0 1 1 JOIST PER 1 TT [S.ok] - TYP. TT [S • w 1 - . 2 MALL ANCHORAGE PLAN !i"= I'-011 2 PLAN NOTES: WT [S.ok] - TYP. CO 0 NT [S.ok] - TYP. WT [S.ok] - TYP. 3 2` I. WORK THIS DRAWING WITH SHEET 523. LEGEND: X - STRAPAD#] DRAG CONNECTION PER 20/55.2, DETAIL REFERENCE x, RESISTING SERVICE LEVEL (ASD) LOAD [ x ] IN KIPS. t3 9 REV1E WWED FOR CODE COMPL°ANcE ;APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 262014 PERMIT CENTER a) t 15 c O O) L e 0 m> oQ °ma Z' 1 U0 �- p ip dr c< u< VISSER 32I2ct WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0310 ELECTRONICALLY SIGNED 08/25/14 w u 0_ -3 I <. DI V (f .4 IIII IIII 3 ASSOCIATES LANCE MUELLER 10 M 0 sheet .x I " PREMOLDED CONT. MASTIC JOINT STRIP. (JOINT MAY BE SAW -GUT AT CONTRACTOR'S OPTION) CUT ALTERNATE WIRES @ JOINT SEE PLAN FOR SLAB THICKNESS AND REINF. - TYPICAL • o i�i �•'A• o o CJS .�• o 01; III_IIIEIE GONTIROL. JOINT SECOND POUR BURKE "KEYKOLD" JOINT - STOP REINFORCING I" CLEAR OF JOINT EACH SIDE FIRST POUR SEE PLAN FOR SLAB THICKNESS AND REINF. - TYPICAL PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER PLAN PLASTIC VAPOR BARRIER NOTE: - AND COMPACTED PROVIDE CONSTRUCTION GRANULAR FILL PER PLAN OR CONTROL JOINTS IN CONSTRUCTION JOINT SLABS ON GRADE PER PLAN NOTES Typical Slab Joint H55 COLUMN PER PLAN 16ISOLATION JOINT AROUND COLUMN - TYPICAL CONSTRUCTION / CONTROL JOINTS PER 1/53.1.1, PLAN VIah! Column Isolation Joint BASE FE. SCHEDULE COL. SIZE L W T 4)Rn H55 6x6 12" 1" 3/4" 85.Ik (4) 3/"4) ANCHOR BOLTS TYPICAL 8" EMBEDMENT BASE if. SCHEDULE COL. SIZE L W T 4)Rn HSS 1x1 13" 13" 3/4" I1I.Ik 8" EMBEDMENT U.N.O. H55 Column Base Plate 4 PROVIDE TEMP SLAB AT COLUMN LOCATIONS FOR CASTING PANELS ISOLATION JOINT PER 2/53.1.1 SLAB -ON -GRADE PER PLAN, nQ• on••. O. • -t- T • • COLUMN 4 FOOTING H55 COLUMN PER PLAN BASE ft. PER 4/53.1.1 • 0 0 • II • 11 =11 I I =11=11= 11=11=11 11 E 111 FOOTING SIZE $ REINFORCING PER PLAN Typical Column Footing 11 II 621 a) 0 -e c 0 > a) L m> rn �o od- Zo ' 1 00 < COLUMN PER PLAN SLAB -ON -GRADE PER PLAN COL b FTG PER / PLAN • • O • °'T: (6AiON m 0°i�� .• a- WC)oaCD oo00 • • CONCRETE TILT -UP WALL PANEL PER PLAN AND ELEVATIONS • FOOTING SIZE $ REINFORCING 111111E1111 Zeo PER PLAN AND SCHEDULE Golumn to Footing 11=11=11= n=I1_n EXCAVATION NOT ALLOWED BELOW THIS LINE IIE4"11=III 11=11=1.1 11 111E1111 4 NC. WALL 2'-0" MIN. 0 c - PIPE SLEEVES AS REQUIRED Wipe. Penetrations at Footings CORNER BARS TO MATCH HORIZ. WALL BARS REINF. PER PLAN SOIL FACE TYPICAL ADDITIONAL VERT. BARS AS REQUIRED FOR TYING REINF. DOWELS TO MATCH SOIL FACE 1111E111 11= =11 II=11=11 =11=11=111E1111 V • HORIZ. WALL REINF. W/ STD. HOOK ONE END (ALTERNATE) PLAN CONCRETE WALL PER PLAN Typical Corner. Reinforcing (I) #5 DIAGONAL ADDITIONAL 3'-0" MIN. / 1 �11E111 11 FOOTING REINFORCING PER PLAN 11 111111 I I 11 I I 11 FOOTING REINFORCING PER PLAN ADD BARS TO MATCH NORMAL REINFORCING LINE OF EXCAVATION Typical Stepped footing 10 VI•SSER ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. '18001 VOICE: (253) 835-0810 FAX: (253) 835-0810 4'-0" SLAB b REINF PLAN. EXTEND INTO CLOSURE PER REINF STRIP INSIDE FACE OF TILT -UP WALL #4 x 12 @ IS" 2'-6" LAP 1 12 0000 (4) #4 LONG. IN CLOSURE POUR I " GLR Closure Strip - 5" Slab 15 BEARING STUD WALL PER PLAN SLAB -ON -GRADE PER PLAN P.T. SILL PLATE AND A.B.'S PER GENERAL STRUCTURAL NOTES • =1E1IE111 PER PLAN (2) #4 CONT. Typical Thickened Slab at Bearing Wall 14 HOLDOWN WHERE OCCURS - PROVIDE THREADED ROD SIZE PER MFR. W/ 3"x3"x14" WASHER ON EMBEDDED END EMBED 8" MIN. INTO SLAB P.T. SILL PLATE AND A.B.'S PER SHEAR WALL SCHEDULE . SHEAR WALL PER PLAN PANEL EDGE NAILING PER SHEAR WALL SCHEDULE PER PLAN (3) #4 CONT. TOP 4 BOTTOM Thickened Slab at Interior Shear Wall15 ELECTRONICALLY SIGNED 08/25/14 11 I6 3•.1(°I is #4x� @ 16" ACROSS OPENING (4) MIN @ MAN DOOR CLOSURE STRIP PER 13/53.1.1 ,FTG FOR GALL -OUTS IN COMMON SEE DETAIL 20/53.1.1 • SLOPE SLAB PER 11/53.1.1 @ ROLL UP DOORS ._._..REVIEIJVED FOR CODE COMPLIAN APPiLOVrzD JAN 0 5 2015 City of Tukwila BUILDING DIVISION Footing- at Mandoor 101 CONCRETE TILT -UP WALL PANEL PER PLAN AND ELEVATIONS 16 #4 X-1is@ 24" CLOSURE STRIP PER 13/53.1.1 (3) #4 (3) #4 • 0 ooco FTG RECEIVED CITY OF TUKWILA AUG 2 6:2014 PERMIT CENTER • #4 CONT I" THICK NON -SHRINK GROUT. GROUT IMMEDIATELY AFTER PANELS ARE SET PER PLAN Typical. Panel footing 20 IIS 1I 1 sheet #6 D2L L4x4xI6 x 0'-8" W/. (2) *6 D2L ®4"GA FIN FLOOR 2 / 0 9 PANEL JOINT 16"x3" x 1'-4" It54"x6" x 10" W/ 11' 11 11 11 11 (3) 3/4" 4' x 10" HWS ® q"GA SUBSTITUTE HWS W/ #6 D2L ® SIM. L2x2xf6 x . 18" CHORD SPLICE r 11 LI n ---n II II J5 P5 -n- II d5 DETAIL A 146 I/ 6" 746 VI6" 7" PLAN VIEW 1 - PLAN VIEW ETOL I" RTN / if6 1/6" ItTOft .41 146 v6,' E TO EMBED I . 2" RTN. EA PANEL . TO EMBED cE. OF PANEL JOINT SECTION NOTE: ONLY THE CHORD BARS ON THE INSIDE FACE NEED TO BE SPLICED ELEVATION Typical Chord Splice CHORD. REINFORCING BARS PER PANEL ELEVATION - SLEEVE PER II/53.1.2 - TYP. 0 12" x 12" x 3" DEEP POCKET IN EA. PANEL GROUT SOLID AFTER WELDING CHORD BARS L L/4 L/4 -7`. 6/53.1.1 CHORD BARS (A706) PER PANEL ELEVATION WRAP CHORD BARS W/ PLASTIC SLEEVES TO PREVENT BONDING NV CONCRETE PANELS Ghord Bars 16 n ---n 11 11 11 L5 EXTERIOR FACE k"x3" x 01-6" 34"x6" x 14" W/ (2) 34"4) x 10" HW5 ® 1"GA - SUBSTITUTE HWS IN/ #6 x 36" 02L @ SIM. DETAIL B Panel Footing Connections GSxI3.75 x 01-61^11 (4) *4 x 2'-0" DBA 4" GA. 1 1 1 2 14"x6" x I'-6" W/ (3) 16" x 4" HW5 @ 6" GA. V5 Panel to Panel Connection NOTES: I. PROVIDE (2) SETS OF *3 TIES ® 2"oc FROM BOTTOM OFF PANEL. SPACE THE REMAINDER A5 SHOWN. x n+ C (® EVERY OTHER VERT BAR) ®6"oc VERT REINF PER PANEL ELEVATIONS PIER WIDTH PER PANEL ELEVATION Typical Pier Reinforcing • • • • L. 12"oc 7 L 2x2x' x 0'-6" It"x 0'-4" W/ (2)#4x2`-0"DBA c�6"GA L3x3x14 x 0'-S" W/ (2) *4 x 2'-0" DBA ®4"GA REVEAL PER ARCH (34" MAX.) L 2x2x5(6 x 0'-b" NV (2)#4 x 4'-0" DBA 6"GA - BEND BARS AFTER WELDED TO ANGLE Panel to Panel Connection t4"t 1E. %4"x4" x 0'-6" BENT THUS: REVEAL PER ARCH (34" MAX) i" JOINT (TYPIGAL) 3 OUTSIDE FACE Panel to Panel Connection NOTES: I. PROVIDE (2) SETS OF *4 TIES @ 2"oc FROM BOTTOM OF PANEL. SPACE THE REMAINDER A5 SHOWN. 2. SEE 12/53.1.2 FOR BAR CLEARANCE REQUIREMENTS. *40=4 (3) 3 ® 6 [. .` ` 'we ... .\: . . ,.. • ... • ., 2-5i" SLAB REINF / PER PLAN (S) #6 (2) #6 (8) #6 Panel P-4 and P-5 Leg • • • • • • • 11= • FINISH GRADE 0 11-0" Jr a 13 Loadie Dock Ramp la FOR GALL -OUTS IN COMMON SEE DETAIL 20/53.1.1 SLAB -ON -GRADE PER PLAN TILT -UP PANEL PER PLAN CLOSURE STRIP PER 10/53.1.1 . Aei pogo 11-11=11=11 111=11 II=11= E BROKEN FACE GONC MASONRY UNIT PER ARCH 111E1111 TILT -UP PANEL BEYOND (3) #4, (3) *4 Footing at Entry 0 fn> '• 0 0 o o O < oa a) 0 0 .i7) a) L 0 /ISSER 2000 J� OO��O��O��. 0 o°Oo°soosoo•o L4x4x1/2 W/ #4 x c4f41 16"oc ENGINEERING 3212q WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. G18001 VOICE: (253) 835-0810 FAX: (253) 835-0510 ELECTRONICALLY SIGNED 08/25/14 IIIIIIEJI11E1111E11=II=11= II -11 11 II / THICKEN SLAB TO S" `WITHIN 24" OF DOOR/ *4xv®q"oc TRENCH DRAIN PER ARCH 4 CIVIL CONCRETE TILT -UP WALL PANEL PER PLAN AND ELEVATIONS FOR GALL -OUTS IN COMMON SEE DETAIL 20/53.1.2 1,.... J *4 x -112 @ 20"oc SLAB -ON -GRADE PER PLAN /CONTINUOUS SOLID GROUT BENEATH PANEL - CAULK OUTSIDE JOINT Wall at Loading Dock NOTES: I. PROVIDE (2) SETS OF *4 TIES ® 2"oc FROM BOTTOM OF PANEL. SPACE THE REMAINDER A5 SHOWN. 2. SEE 12/53.1.2 FOR BAR CLEARANCE REQUIREMENTS. • . :r*Ft. .01'4 U: VC£1014.. r� 111E1111 cR oOso °000Ii* •o III1E1II1EII1EII1E1I11E111 (2) *4 CONT. FILL *4 @ 12"oc NATIVE SOIL ALT HOOK Zn Panel to Foundation Viall 15 FOR CALL -OUTS IN COMMON SEE DETAIL 15/53.12 PER PLAN 17/53.1.2 REVIEWED FOR 1 CODE COMPLIANCE ;I APPROVED 1111E1 11 Li 1 11E1111E1111E111= 11 \----#4'k 40" @ 12"oc EPDXY DOWELS - EMBED 4" 4 LAP IV HORIZ. DOCK 1NALL REINF. JAN 0 5 2015 City of kiNi BUILDING DIVISION RAMP SLAB BEYOND RECEIVED CITY OF TUKWILA AUG 2 6:2014 PERIVIIT CENTER • Loading Ramp Nall Connection 20 & ASSOCIATES MUELLER 0 • UMW cc CO 0 o SEATTLE, WA 98122 LAKESIDE sheet (1)—(E„ JOIST (E JOIST ( JOIST (E JOIST 2) 5 Er A10& BJ O CHORD BARS. th CA B]' 12/53.12 SIM. 4010 SIM. SIM. SIM. 4'-0" 12'-O" 51M5IM. 6/53.1.2 12/53.1.2_? 2'-5 32'-I Ig" q JOIST PANEL P -I tk. JOIST (E. JOIST JOIST $1, JOIST 6/53.1.2 • 12/53.12 (2) 5 Li A CHORD BARS —4 G 12 Al Ifl X ' 1- tu CA LI, C A 6/55.1.2 12/53.1.2 tke PANEL P-2 PANEL P-3 JOIST JOIST JOIST JOIST JOIST f ‘f r 1 < t 1 1 PANEL P-5 (1514' THICK) (SEE PANEL P-4 FOR REINFORCING - OPP) PANEL P-6 PANEL P-4 (I5W THICK) 2'-5 12'-5" 26'-5" 5-2" 1,21- 1 J J 1 L .r y. 4'-0" PANEL P-7 F.F.E. 1001-0" FLAN NOTES: I. PANELS ARE SHOWN FROM THE INTERIOR ELEVATION. 2. PANEL THICKNESSES ARE 7%4" UNLESS NOTED OTHERWISE. 3. P# REFERS TO THE PANEL NUMBER, A5 LOCATED ON THE FOUNDATION PLAN. 4. Fl $ CI INDICATES STEEL EMBED PLATES. SEE PANEL PANEL ELEVATIONS FOR LOCATIONS. 5. UNLESS NOTED OTHERWISE,REINFORCE 114" PANELS WITH VERTICAL 5 C18 AND HORIZONTAL 4 G 12 REINFORCING. REINFORCE 1514" PANELS WITH VERTICAL 5 EF 18 AND HORIZONTAL 4 EF 12 REINFORCING. SEE BAR LEGEND BELOW. b. COORDINATE SCUPPERS, REVEALS AND. PENETRATIONS WITH ARCHITECTURAL. COORDINATE EMBEDS AND ANCHOR BOLTS WITH ROOF FRAMING PLAN AND DETAILS. 7. PANEL JOINTS SHALL BE EQUAL WIDTHS ACROSS ELEVATIONS. 8. PROVIDE (2) #5 BARS MIN. AROUND ALL WINDOW $ DOOR OPENINGS, U.N.O. EXTEND BARS A MIN. OF 24" BEYOND OPENINGS WHERE POSSIBLE. EMBED PLATE LEGEND: A PANEL SIDE CONNECTION PER 8/53.12 B PANEL CORNER CONNECTION PER 3/53.1.2 C PANEL TEE CONNECTION PER 7/53.1.2 D PANEL BASE CONNECTION PER 2/53.1.2 DETAIL A E PANEL BASE CONNECTION PER 2/53.12 DETAIL B BAR LEGEND: QUANTITY (WHERE SPECIFIED) BAR SIZE "C" CENTER, "EF" EACH FACE, or "H" HOOPS SPACING oc (EQ. SPACE t IF NOT SPECIFIED) BAR (5) 5 G 15 SPACING IN INCHES LOCATION OF BARS: 13- LOCATION OF "EF" BARS: LOCATION OF "H" BARS: HOOPS PER ELEVATION • aa pc REV1Pik/ED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER a) Q 0 a) L 0 oa 0 .00 0 VISSER 32I2(4 I EYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, A. (48001 VOICE: (253) 835-0810 FAX: (253) 835-0810 ELECTRONICALLY SIGNED 08/25/14 ells ASSOCIATES MUELLER w c) z J a) 07 w 1- 0 Q 0 0 WA 98122 SEATTLE, 0 LAKESIDE • M sheet 63 PANEL P-8 JOIST (E JOIST 6/53.1.2 I A A 12/53.1.2 5 Lr A CHORD BARE 7 1 4 12. • 4 PANEL P-41 6/53.1.2 12/53.1.2 in 6/53.1.2 A O in A A 7 • • ¢, JOIST (. JOIST JOIST 5'-0" 41'-I 6/53.1.2 Al o 12/53.1.2 1b C A106 CHORD BARS 7 • 6/53.1,2 24'-114" PANEL P -I2 SBE PANEL P -II FOR REINFORCING) • d .4G10 I41-0" 1 X 1 CB 12/53.1.2 81-0" 241'-11i" PANEL P -I0 • 426.1 cn m 6/53.1.2 A A A 7 7 4 5'-0" 24'-114" PANEL P-13 (5EE PANEL P -II FOR REINFORGIN6) 6/53.1.2 B in B (2) s Cr A106 CHORD BARS 1 —4 G 12 4 6/53.1.2 CA 4 G 12—®-- 111 X 4 C 12-8-- v r • 41'-4" 5'-0" 24'-3" • PANEL P -II 6/53.1.2 A A A CB CB 51-0" 41,_4, 24'-3i" PANEL P-14 (SEE PANEL F -II FOR REINFORCING) F.F.E. 00'-0'• F.F.E. 100'-0" PLAN . NOTES: I. PANELS ARE SHOWN FROM THE INTERIOR ELEVATION. 2. PANEL THICKNESSES ARE 14" UNLESS NOTED OTHERWISE. 3. P# REFERS TO THE PANEL NUMBER, A5 LOCATED ON THE FOUNDATION PLAN. 4..0: * El INDICATES STEEL EMBED PLATES. SEE PANEL PANEL ELEVATIONS FOR LOCATIONS. 5. UNLESS NOTED OTHERWISE, REINFORCE 1W PANELS WITH VERTICAL 5 G 18 AND HORIZONTAL 4 G 12. REINFORCING. REINFORCE 1514" PANELS WITH VERTICAL.5 EF 18 AND HORIZONTAL 4 EF 12 REINFORCING. SEE BAR LEGEND BELOW. 6. COORDINATE SCUPPERS, REVEALS AND PENETRATIONS WITH ARCHITECTURAL. COORDINATE EMBEDS AND ANCHOR BOLTS 'WITH ROOF FRAMING PLAN AND DETAILS. 1. PANEL JOINTS SHALL BE EQUAL WIDTHS ACROSS ELEVATIONS. 8. PROVIDE (2) #5 BARS MIN. AROUND ALL WINDOW * DOOR OPENINGS, U.N.O. EXTEND BARS A MIN. OF 24" BEYOND OPENINGS WHERE POSSIBLE. EMBED PLATE LEGEND: A PANEL SIDE CONNECTION PER 8/53.1.2 B PANEL CORNER CONNECTION PER 3/53.1.2 C PANEL TEE CONNECTION PER 1/53.1.2 D PANEL BASE CONNECTION PER 2/53.1.2 DETAIL A E PANEL BASE CONNECTION PER 2/53.1.2 DETAIL B BAR • LEGEND: QUANTITY (WHERE SPECIFIED) BAR SIZE "G" CENTER, "EF" EACH FACE, or "H" HOOPS IF SPACINGNOTSPECIFIEo� (EQD). BSPACEAR v (8) 5 G 15 SPACING IN INCHES LOCATION OF "C" BARS: LOCATION OF "EF BARS: Cocp C LOCATION OF "H" BARS: -HOOPS PER ELEVATION n`2 co ee REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 61014 PERMIT CENTER 0 0 0 s✓ to r.,> rn .o O z I 0 0 e d 0 =D -� OQ 0< Vi S S E R. 321241 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 418001 VOICE: (253) 835-0810 FAX: (253) 835-0810 ELECTRONICALLY SIGNED 08/25/14 w 0 i[- sheet 3,2,2 (E. JOIST ¢ JOIST B B 12/53.1.2 "ErA10 6/53.1.2 CHORD BARS • 1 8'-0" 4.0 10 14'-0" 12/53.1.2 4'-1 li" 26'-11i PANEL P -I5 ¢JOIST ¢ JOIST ¢ JOIST ¢ JOIST CSZi cn PANEL P -I8' (SEE PAN P -I1 FOR REINFORGIN6) 6/53.1.2 A7 12/53.1.2 cft_ Iff m 2) Cr A10G CHORD BARS 0 ,f • ¢ JOIST 1 • 31.411 --4 G 12 4C.12 22'-114" PANEL P -I6 ¢ JOIST JOIST. 6/53.1.2 6/53.12 -'l • A A 12/53.1.2 • (2) 5 EF A106 CHORD BARS 7 LA 4C10 7 • ¢JOIST ¢ JOIST ¢ JOIST 6/53.1.2 12/53.1.2 5'-11i" 14'-0" 22'-1I4" PANEL P -IQ PANEL P-17 JOIST ¢ JOIST N m 6/53.1.2 A A 12/53.1.2 N • • • 1 1 7 D 2'—q 3'-4" ri C B B 14'-10" 20'-116" PANEL P-20 (SEE PANEL P -IG' FOR REINFORCING') F.F.E. 100'-0" PLAN NOTES: I. PANELS ARE . SHOWN FROM THE INTERIOR ELEVATION. 2. PANEL THICKNESSES ARE 714" UNLESS NOTED OTHERWISE. 3. P# REFERS TO THE PANEL NUMBER, AS LOCATED ON THE FOUNDATION PLAN. 4. rl 411 INDICATES STEEL EMBED PLATES. SEE PANEL PANEL ELEVATIONS FOR LOCATIONS. 5. UNLESS NOTED OTHERWISE, REINFORCE 14" PANELS WITH VERTICAL 5 G 18 AND HORIZONTAL 4 G 12 REINFORCING. REINFORCE 154" PANELS WITH VERTICAL 5 EF 18 AND HORIZONTAL 4 EF 12 REINFORCING. SEE BAR LEGEND BELOW. 6. COORDINATE SCUPPERS, REVEALS AND PENETRATIONS WITH ARCHITECTURAL. COORDINATE EMBEDS AND ANCHOR BOLTS WITH ROOF FRAMING PLAN AND DETAILS. I. PANEL JOINTS SHALL BE EQUAL WIDTHS ACROSS ELEVATIONS. 8. PROVIDE (2) #5 BARS MIN. AROUND ALL WINDOW # DOOR OPENINGS, U.N.O. EXTEND BARS A MIN. OF 24" BEYOND OPENINGS WHERE POSSIBLE. EMBED PLATE LEGEND: A PANEL SIDE CONNECTION PER 8/53.1.2 B PANEL CORNER CONNECTION PER 3/53.1.2 G PANEL TEE CONNECTION PER 7/53.1.2 D PANEL BASE CONNECTION PER 2/53.1.2 DETAIL A E PANEL BASE CONNECTION PER 2/53.1.2 DETAIL B BAR LEGEND: QUANTITY (WHERE SPECIFIED) BAR SIZE "G" CENTER, "EF" EACH FACE, or "H" HOOPS ® SPACING oG (EQ. SPACE t IF NOT SPECIFIED) BAR (8) 5 G 15 SPACING IN INCHES LOCATION OF "G" BARS: LOCATION OF "EF" BARS: w ti V LOCATION OF "H" BARS: HOOPS PER ELEVATION • REVIEWED FOR CODE COMPLIANCE SPF OSE JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER a) 0 0 a) L e 0 I 10 0 VE o VI SSER 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, INA. 15001 VOICE: (253) 835-0810 FAX: • (253) 835-0810 ELECTRONICALLY SIGNED 08/25/14 ILE) w 0_ - —1 4 V. t aJ v w 1— MIN 0 SEATTLE, WA 98122 LAKESIDE 0 sheet 3 3 • G4 jr t 5'_0" PANEL P -2I SEE PANEL P -II FOR REINFORCING) 6/53.1.2 ?Ni 6/53.1.2 • A 4 in A —,- • 1 1 • r 6/53.1.2 D 5 M. SIM. 5'-0" 51 PANEL P-22 (SEE PANEL P -II FOR REINFORCING) 6/53.1.2 • • 1 A7 • • A SIM. SIM. 5'-0" 6/53.1.2 F.F.E. D (00'-0 51M. PANEL P-23 (SEE PANEL P -II FOR REINFORCING) 6/53.1.2 Al O %n -144 A CB CB 5 M. 1' -Hi SIM. 5'-0" 1'-4° SIM PANEL P-24 (SEE PANEL P -II FOR REINFORCING) PLAN NOTES: 1. PANELS ARE SHOWN FROM THE INTERIOR ELEVATION. 2. PANEL THICKNESSES ARE 14" UNLESS NOTED OTHERWISE. 3. P# REFERS TO THE PANEL NUMBER, A5 LOCATED ON THE FOUNDATION PLAN. 4. _ $11 INDICATES STEEL EMBED PLATES. SEE PANEL PANEL ELEVATIONS FOR LOCATIONS. 5. UNLESS NOTED OTHERWISE, REINFORCE 71/" PANELS WITH VERTICAL 5 G 18 AND HORIZONTAL 4 G 12 REINFORCING. REINFORCE 151/4" PANELS WITH VERTICAL 5 EF 18 AND HORIZONTAL 4 EF 12 REINFORCING. SEE BAR LEGEND BELOW. 6. COORDINATE SCUPPERS, REVEALS AND PENETRATIONS WITH ARCHITECTURAL. COORDINATE EMBEDS AND ANCHOR BOLTS WITH ROOF FRAMING PLAN AND DETAILS. 1. PANEL JOINTS SHALL BE EQUAL WIDTHS ACROSS ELEVATIONS. 8. PROVIDE (2) #5 BARS MIN. AROUND ALL WINDOW 4 DOOR OPENINGS, U.N.O. EXTEND BARS A MIN. OF 24" BEYOND OPENINGS WHERE POSSIBLE. EMSED 'LATE LEGEND: A PANEL SIDE CONNECTION PER 8/53.1.2 B PANEL CORNER CONNECTION PER 3/53.1.2 • PANEL TEE CONNECTION PER 7/53.1.2 D PANEL BASE CONNECTION PER 2/53.1.2 DETAIL A E PANEL BASE CONNECTION PER 2/53.1.2 DETAIL B BAR LEGEND: QUANTITY (WHERE SPECIFIED) BAR SIZE "G" CENTER, "EF" EACH FACE, or "H" HOOPS ® SPACING oc (EQ: SPACE t IF NOT SPECIFIED) BAR (8) 5 G 15 SPACING IN INCHES LOCATION OF "C" BARS: LOCATION OF "EF" BARS: LOCATION OF "H" BARS: HOOPS PER ELEVATION 2 /8" CLR. TO EXT p O crA AC bQ3aQ � REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AU6 2 6:2014 PERMIT CENTER 0 0 .V) a) L e 0 rn .o od °� 0 ' 10 o 8 -t 0 _ O oa 0< VISSER 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA.1S00I VOICE: (253) 835-0810 FAX: (253) 835-0810 ELECTRONICALLY SIGNED 08/25/14 ,„) Nt (DF - II )) ,0P 111 4 4 ASSOCIATES cd MUELLER w Z J < 01 1- 0 W 1- 1111111.1 I 0 M 10 N In N M 0 N 0 WA 98122 SEATTLE, 0 LAKESIDE 0 M sheet 3 ,4 2 STEEL COLUMN SCHEDULE MARK COLUMN CAPACITY I DETAIL REFERENCE SHEAR CAPACITY H55 6x6x' ASTM A500 GR. B 54.2 KIPS2 4/53.1.1 ■MEM 21 "oc 1 PER SHEET H55 7xlx14 ASTM A500 GR. B 88.2 KIPS2 4/53.1.1 -111.4 20"oc NOTES: I. CAPACITIES LISTED ARE BASED ON STRENGTH LEVEL LOADS. 2. VERTICAL CAPACITY 15 BASED ON A HEIGHT OF 28'-O". Steel Column Schedule 3 lfi 0 L5x3x% L5x3x% PLAN VIEW tfl 0 L4x3x% (LLV) EACH SIDE NOTES: I. • WELD DECK TO ANGLES IN/ 1/2"4) PUDDLE WELDS ®6"oc ALL AROUND. 2. NO REINF. 15 REQUIRED FOR SINGLE OPENINGS 4" or 41 or LESS. Roof Deck Openings el DECK ATTACHMENT LOCATIONS • DESIGNATES 4 - ATTACHMENT PATTERN • + • DESIGNATES 7 - ATTACHMENT PATTERN METAL DECK TYPE = VERCO PLB-36 WITH FINISH PER ARCHITECT (660 GALVANIZED IF NOT OTHERWISE SPECIFIED). MATERIAL AND INSTALLATION TO BE IN ACCORDANCE WITH ICG REPORT ESR -1135P FACTORY MUTUAL APPROVED I. DECK GAGE 15 SPECIFIED IN THE DIAPHRAGM SCHEDULE PER 15/55.1. 2. DECK CONNECTIONS SHALL BE AS SPECIFIED IN THE DIAPHRAGM SCHEDULE PER 15/55.1 3. DECK SHALL HAVE A SUPERIMPOSED LOAD CAPACITY A5 INDICATED IN THE PLAN NOTES. I " Metal Roof Deck a 12 16 STEEL JOISTS PER PLAN TOP TRACK PER METAL STUD WALL SCHEDULE 13 —CONNECT TRACK TO JOIST W/ (2) HILTI x -u la SHOTPINS (LOAD TO JOIST BOTTOM CHORD = 500#) INTERIOR PARTITION WALL PER PLAN - CONNECT EACH STUD TO TOP TRACK WITH SGAFCO ESC550 CLIP W/ (2) MO SCREWS AT EACH STUD k ALL PERPENDICULAR TO JOISTS (6) (E� 14'-0" 112'-O" STEEL JOISTS PER PLAN • 14'-0" LEGEND: n, x n REFERS TO NUMERIC SCHEDULE DESIGNATIONS x REFERS TO ALPHABETICAL SCHEDULE DESIGNATIONS. DIAPHRAGM TYPE - SEE DIAPHRAGM SCHEDULE BELOW FOR SPECIFIC DECK THICKNESS AND FASTENING REQUIREMENTS. DIAPHRAGM SCHEDULE 1 MARK METAL DECK THICKNESS SPACING OF V2" PUDDLE WELDS TO BLOCKING, TIES AND SUPPORTS SIDE LAP CONNECTION SHEAR CAPACITY DECK PARALLEL TO SUPPORT DECK PERPENDICULAR TO SUPPORT • DI 22 GAGE 21 "oc 1 PER SHEET VSC @ 24" 512 plf 22 GAGE 20"oc 7 PER SHEET V5G @ 18" 621 plf 22 GAGE 18"oc 7 PER SHEET VSC @ 12" • 673 plf ® 22 GAGE 16"oc 7 PER SHEET VSG ®8" 757 plf OD 22 GAGE 15"oc 7 PER SHEET VSC @ 6" 811 plf © 22 GAGE 13"oc 7 PER SHEET V5C @ 4" 0117 plf NOTES: I. REFER TO 8/55.1 FOR ADDITIONAL DECK INFORMATION. L3.41.1 BRACING PER JOIST MFR. (AT JOIST LOCATIONS) - DESIGN TO RESIST 15 PLF AT JOIST BOTTOM CHORD (OUT -OF -PLANE) 600 5 200-33 BRACE ® 48"oc BETWEEN STEEL JOISTS CONNECT TO JOISTS IN/ (2) HILTI X -U la SHOTPINS AT EACH STUD SCAFGO E5C550 CLIP IN/ (2) #10 SCREWS AT EACH STUD INTERIOR PARTITION WALL PER PLAN WALL OFFSET FROM JOISTS REVIEWED FOR... CODE COMPLIANCE APri?R'ME ,, JAN 0 5 2015 City of Tukwila Buil (DI I� nivi3IC)M STEEL JOIST OR BEAM PER PLAN (3l (2) (ID 0) 0 -o 0 0 Oups 0 =0 0< C< VI SSER ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 418001 VOICE: (253) 835-0810 FAX: (253) 835-0810 ELECTRONICALLY SIGNED 08/25/14 RECEIVED CITY OF TUKWILA AUG 262014 PERMIT CENTER NOT TO SCALE I M5 Roof Diaphragm an TOP TRACK PER METAL STUD YVALL SCHEDULE 5TUD WALL PER PLAN MALL ALIGNED WITH JOIST Partition Wall Support at Roof Structure 20 BRACING PER JOIST MFR. (AT JOIST LOCATIONS) - DESIGN TO RESIST 15 PLF AT JOIST BOTTOM CHORD (OUT -OF -PLANE) CONNECT TRACK AND ESC550 TO JOIST NV (2) HILTI X -U Ia SHOTPINS AT EACH STUD SGAFCO ESC550 CLIP IN/ (2) #10 SCREWS AT EACH STUD EPA I CO 0 N sheet 34°47 , 4x NAILER W/ A.B.'S @ 32"oc - RIPco - (i.J015T � PJ (E.J015T TO PANEL WIDTH �- ry AI 73 TOP OF WALL ► ISI -''� TOP OF WALL NAILER > FER 5/55.2 I I PER ELEVATIONS ROOF DEGK JOIST I I PER ELEVATIONS PER PLAN 346 /�1 t. - 54"x10"x15" EMBED It \ TO SEAT ERECTION BOLTS PER JOIST MFR WELD SIZE AND W/ (4) 54"47 4" HAS LEDGER PER 2/552 SPACING PER 15/55.1 x EA SIDE OF JOIST / BETWEEN JOISTS - '� - �, h -� cl PER PLANK TRIM LEG A5 REQ'D AT JOIST SEAT m •ai ROOF DECK ������ co PER PLAN n li a • ��; SECTI\0N>� CONCRETE TILT -UP _� a< L6x6x5/a 1� _• _� CONCRETE TILT -UP WALL PANEL x I'_6" ' L6x6x% x 0'-8"WALL r--� n r� 7 PANEL i r--\. - -1' IN/ %4" STIFFENER i�, ���i _ ■ s IN/ 34" STIFFENER It. - ! . ..,., --- �, PER PLAN AND @ JOIST 1 J0I5T / ��1 -- PER PLAN AND ELEVATIONS @ ELEVATIONS e V i 3 SIDES i %"x10"xI0" EMBED It. W/ L4x4x/4 x CONT. / EMBED It W/ 5�"� A.B.'S @ 24"o0 - 5" EMBED 4" 1" 2" 7" (4) 5/8" x 4" HW5 @ 6" GAGE I " o DATE: 08-05-14 , BEARING SEAT ANGLE cn TVP. TVP. _ WITH STIFFENER o a •• SECTION SECTION STIFFENER _ ;;(yy . 1 o 0 o -- d o = o (AT PANEL JOINT) (TYPICAL) TO SEAT 346 r- n < u < Roof Deck Para I Ie I to Wa I I Panel 2 Joist to Wall Panel 5 VI S S E R. ENGINEERING NAILER *4--.- TOP OF WALL o PER 5/55.2. I I 32121 WEYERHAEUSER WAY 5. q GIRDER JOIST PER ELEVATIONS " SUITE 103 FEDERAL WAY, WA. a800I " MAX. CONCRETE TILT UP WALL PANEL > VOICE: (253) 835-0810 R0 ROOF DECK PER PLAN AND FAX: (253) 835-0810 PLAN LEDGER PER 15/55.2 - ROOF DECK C TYP. EA. > ELEVATIONS TRIM VERTICAL LEG ELECTRONICALLY SIGNED PER PLAN i " MIN /g . I MIN. .101ST " _ -+w CY A5 REO'D AT JOIST OB/25/14 n r— i--1 ,--\ r--\ r ----N r----\ 1-1 GIRDER o 11 "x1 " �� Sao x 0'-11" .. y± . IN/ (2) 34"47A325 BOLTS 4 .- -- . • @ 5" GAGE L4x4x316 4. _ x 0'_4" "47 8 AL ° TITEN HD ANCHOR �0 4I JOIST .4 (5" EMBED) EACH SIDE PER PLAN BRIDGING OF COLUMN - AT TOP PER JOIST MFR. V j 1 AND MID -HEIGHT OF JOIST GIRDER INHERE OCCURS NOTE: i COLUMN PER PLAN DO NOT WELD GIRDER JOIST GIRDER5/" '_ ij < BOTTOM CHORD TO STABILIZER i� 4x4" x 0 6" PER PLAN STABILIZER - TYP Z H55 COLUMN PER PLAN 6 Roof Joist Perpendicular to Joist Girder a 4 Joist Girder to Column 10 \)p LEDGER NAILER > TOP OF WALL PER II/56.1 '�� PER 5/55.2 r PER ELEVATIONS EXTEND " TOP OF COLUMN TO BOTTOM illi M" GAP OF ROOF DECK WELD PATTERN I DETAIL PER 15/55.1 L3x3x!4 @ 32"oc N TVP. W/ 5/6" TITEN HD �fb�6 o s o ROOF K UUt " ANCHORS - 5 EMBED_ k,COPE �� _ �tsi PER PLAN �� �IIIIII��TO $ BEND LEG ,, 11.-"; CONCRETE TILT -UP FORM TAB/ 34"x6" WALL PANEL -I I x COL PER PLAN AND I �, I WIDTH BRG 1141- .0 � `-' 1.0 MIN.11117r / 1 I VV/ (2) 34N) �� _� ELEVATIONS �j`� �C 1.25 MAX. �,— 1 1 � 4 >5" BOLTS @ GAGE m �--, 1.I N' lin cl) 5/8" v �' " STIFF It - EXTEND L6x4x% (LLV) x CONT. JrJr 3 W/ 5/s��� ANCHORS '/ L8x6x3 (LLV) X ♦ TROUGH COLUMN CONCRETE _. WALL PANELit TILT -UP > COL. WIDTH NV I " @ 24oc - 5 EMBED RECEIVED CITY OF TUKWILA (2) 3/ °~ BOLTS 1 COL PER PLAN AND I I I-1 WIDTH ELEVATIONS @ 4 GAGE 1 AUG 2 6 2014 t < 4 JOIST GIRDER PER PLAN PERM{T CENTER � N 3/x4x6 1 in N 1215 DETAIL I M Panel Sracln Strut 9 STABILIZER Joist Girder to Column Roof Deck Perpendicular to Wa I I Panel 0 N TOP OF WALL REVIEVFD FOR WALL W < o NAILER CODE COMPLIANCE �� TOP OF I I F - 5 " V6 PER 5/552 PER ELEVATIONSAPF-ROVED � I PER ELEVATIONS N 46 MIN. --f — JOIST " JAN 0 " 4 N 0 L216x2%2 PER PLAN - TOP CHORD ' 5 2015 co O 0) • -�r L2/�x2 TO EA. i " " " • w Q MIL ItgllCOPE LEG AT JOST > <TOJOIST ?� 3 2" JOIST 03- BUILDGDIV'ISO6 3>CENTERONJOIST 2.. » r� r-� MR M EMBED CONCRETE TILT -UP ...... ,� ' PER 5/55.2 Q PER 14/55.2 - L216x216x% WALL PANEL 1 I - w w v) LEG AT J05T PER PLAN AND I COPE � -i ft EXTEND THROUGH ELEVATIONS I I -v Il �) -i BR'G PER 14/55.2 COLUMN L216x216x14 -P/Ir I IIII ' - w ALIGN UNDER DECK o. �� 1 1 2 _ VALLEYS CONT. LEDGER I I ,- w PER 15/552 JOIST CONCRETE TILT -UP 1�� IIII L. l PER PLAN JOIST WALL PANEL o V W Q $O° I I PER PLAN PER JOIST G RDER PLAN I 1 PLAN AND e ¢ COLUMN JOIST ELEVATIONS III o PER PLAN JOIST GIRDER PER PLAN PER PLAN I 4 PER PLAN J ,� M /C L 2� x2/._ COLUMN 2 3�6 IIII. PER PLAN DRAG rt'PE GG DRAG TYPE TT DRAG TYPE WT DRAG TYPE JJb (116 9 DRAG TYPE NJ d_.1 11H= sheet Drag Connections 20 `U) SIMP50N LTTIA IN/ (8) 0.148" x 3" NAILS TO 2x BLOCKING 4 5/8"0 SIMPSON TITEN HD ANCHOR TO WALL (5" EMBED) OFFSET SIMPSON CSIB IN/ (q) 0.148" x 3" NAILS TO FIRST BLOCK 4 0.148" x 3" NAILS ® 3"oc FOR REMAINDER JOIST PER PLAN 1111111111. 2x6 FLAT BLOCKING 8'-0" TO END OF BLOCKING FOR GALL -OUTS IN COMMON SEE DETAIL II/56.1 CONCRETE TILT -UP WALL PANEL PER PLAN AND ELEVATIONS a Wall Anchorage at Floor STRAP PER PLAN FULLY NAILED W/ 0.162" x 316" (REQUIRED AT TOP PLATE SPLICE ONLY) SPLICE BOTTOM PLATE IN/ NAILS (8) 0.162" x 316 ® 4"oc, STAGGERED EA. 510.0E SPLICE STRAPPED SPLICE 1 SPLICE TO OCCUR OF VERT. STUD, TYP. 0.162" x 316" ® I2"oc, STAGGERED ELSEWHERE TOP CHORD SPLICE 6'-0" MIN. BETWEEN SPLICES NAILED SPLICE BOTTOM CHORD SPLICE Top Chord Splice SHEAR WALL PER PLAN, TYP. NO HOLDOWN HOLDOWN PER PLAN 2-5TUD HOLDOWN PANEL EDGE I' NAILING, TYP. SHEAR WALL PER PLAN, TYP STRAP HOLDOWN 3 OR MORE STUD HOLDOWN STRAP HOLDOWN PER PLAN * PANEL EDGE NAILING PER SHEAR WALL SCHEDULE - ONE ROW PER FRAMING MEMBER, PER FACE. NAIL SPACING OF ALL ROWS TO MEET THE REQUIREMENTS OF THE HIGHER STRENGTH SHEAR WALL Typical Corner Details 5 SOLE PLATE AND NAILING PER SHEAR WALL SCHEDULE SHEATHING PER PLAN JOIST PER PLAN S J \ L TJI BLOCK NG ® 4'-0"oc, NAIL TO >~ SHEATHING IN/ DIAPHRAGM NAILS ® 4"oc A35 CLIP SPACING PER SHEAR WALL SCHEDULE (WHERE SHEATHING DOES .SHEAR WALL PER PLAN DIAPHRAGM FASTENING PER PLAN PANEL EDGE NAILING PER SHEAR WALL SCHEDULE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE CONT. DOUBLE TOP PLATE PER PLAN NOT OVERLAP RIM A5 SHOWN) (CLIP SPACING PER SHEAR WALL BELOW THE PLAN LEVEL SHOWN) Floor Joist Parallel to Exterior SHEAR WALL PER PLAN TLF-005 Shear Wa I I SOLE PLATE AND NAILING PER SHEAR WALL SCHEDULE � SHEATHING PER PLAN JOIST PER FLAN CONT LSL RIM A35 CLIP SPACING PER SHEAR WALL SCHEDULE (WHERE SHEATHING DOES NOT OVERLAP RIM AS SHOWN) (CLIP SPACING PER SHEAR WALL BELOW THE PLAN LEVEL SHOWN) SHEAR WALL PER PLAN DIAPHRAGM FASTENING PER PLAN PANEL EDGE NAILING PER SHEAR WALL SCHEDULE -PANEL. EDGE NAILING PER SHEAR YrALL SCHEDULE CONT. DOUBLE TOP PLATE PER PLAN SHEAR WALL PER PLAN Floor Joist. Perp. to Shear Wall 7 DIAPHRAGM FASTENING PER PLAN SHEATHING PER PLAN S JOIST LJ PER PLAN U P.T. 2x8 HF442 LEDGER IN/ 5/8" SIMSPONS TITEN HD ANCHORS o 48"o6 5" EMBED 4 CONCRETE TILT -UP WALL PANEL PER PLAN AND ELEVATIONS NOTE: SEE I/56.1 FOR WALL ANCHORAGE REQUIREMENTS Floor Joist at Concrete Wall Panel TJI BLOCKING PANEL JOIST PER PLAN WEB STIFFENERS PER, JOIST MFR. STUD WALL PER PLAN SOLE PLATE AND NAILING PER GENERAL STRUCTURAL NOTES SHEATHING PER PLAN PROVIDE FULL BEARING STUD WALL PER PLAN JOIST PER PLAN CONT. DOUBLE TOP PLATE PER PLAN Floor Joist at Bearing Wall 12 16 BEAM SCHEDULE MARK BEAM HANGER / DETAIL ® (2) 2x6 HF*2 HEADER (I) TRIMMER STUD EACH SIDE JOIST / RAFTER SCHEDULE MARK JOIST / RAFTER HANGER (18.16 18" TJI 560 o 16"oc -- 14'-0" WOOD STUD WALL SCHEDULE MARK TOP PLATE AND SOLE PLATE CAPACITY (#/FT) PLATE HEIGHT 12'-0" I3'-0" 14'-0" MARK. STUDS EXT. INT. EXT. INT. EXT. INT. 0 V tx o 0 Z' 2x6 SHF#2 o 16 oc HF -- 2348 -- Ig45 -- 1621 26.HF.I6 > POST SCHEDULE 1, 2, 3 MARK POST CONNECTION4 CAPACITY DETAIL REFERENCE CONNECTION HEM -FIR DOUG -FIR [(2) 2x MIN] HDU2-SPS2.5 22154$ . 3015* TLF-103 4 TLB -108 < 3/8" (OR GREATER) APA RATED SHEATHING - GDX PLYWOOD OR 05B 0 V tx o 0 Z' 6"oc p/ POST 0.162" x 316" o 8 o 2x a = 60"oc HEM -FIR DOUG -FIR (2) 2x6 HF*2 -- 1518* • 11,602* -- 32 NOTES: I. VERTICAL CAPACITY BASED ON 13'-0" STUD LENGTH. 2. BUILT-UP 2x4 LAMINATED POSTS SHALL BE NAILED WITH 0.148"0 x 3" ® q"oc, STAGGERED: 3. BUILT-UP 2x6 LAMINATED POSTS SHALL BE NAILED WITH (2) 0.148"4) x 3." o 1"oc: 4. BUILT-UP 2x LAMINATED POSTS SHALL ALSO RECEIVE PANEL EDGE NAILING WHEN REQUIRED PER FOOTNOTE *I OF THE .SHEAR WALL SCHEDULE. 5. ALL LISTED CAPACITIES BASED .ON SPECIES GRADE *2. SEE PLAN FOR SPECIES SPECIFICATION. HOLDOWN EMBEDMENT DEPTH SCHEDULE MARK HOLDOWN THREADED ROD 4 EMBEDMENT DEPTH 6" WALL 5" WALL FOOTING / THICKENED SLAB SILL PLATE ANCHOR HDU2-5052.5 %" qri q" 8„ c 3/8" (OR GREATER) APA RATED SHEATHING - GDX PLYWOOD OR 05B 2x4 STUDS 2xb STUDS SHEAR WALL SCHEDULE MARK PANEL TYPE PANEL EDGE NAILING STUDS, PLATES 4 BLOCKING SPECIES HORIZONTAL BLOCKING AT PANEL JOINTS AND VERTICAL MEMBERS AT ABUTTING PANELS 50LE PLATE NAILING PRESSURE SATED . FOUNDATION SILL PLATE SILL PLATE ANCHOR CLIP SPACING (WHERE INDICATED IN DETAILS) ALLOWABLE SHEAR SIZE SPACING SIZE . SPACING ZL 3/8" (OR GREATER) APA RATED SHEATHING - GDX PLYWOOD OR 05B 0 V tx o 0 Z' 6"oc p/ 2x 0.162" x 316" o 8 o 2x a = 60"oc CLIP @ 22"oc 231 PLF 4" oc 0.162" x 3/2n o 5n oc 2x 42n oc CLIP ® I5n oc 350 PLF 3"oc, 3x 0.162�� x 3" ®4"oc OR 2x 16"oc CLIP ®II"oc 451 PLP 3x 36"oc 2"oc 0.162" x 316" ® 3"oc OR 3x� 12°oc CLIP ®1"oc 581 PLF 3x 24oc NOTES: (THE FOLLOWING NOTES APPLY TO ALL PANEL TYPES) 1. SHEATHING MAY BE ORIENTED WITH THE LONG DIRECTION EITHER ACROSS OR ALONG THE STUDS. EDGE NAIL IN ACCORDANCE WITH THE TABULATED REQUIREMENTS, IN ADDITION, FIELD NAIL AT 12 oc WITH THE SAME NAILS USED FOR EDGE NAILING. ALL PANEL EDGES SHALL BE BLOCKED WITH BLOCK SIZE AND SPECIES SPECIFIED. SHEATHING NAILS SHALL BE DRIVEN FLUSH, BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. WHERE PANEL EDGE NAILING 15 3"oc OR LESS, NAILS SHALL BE STAGGERED AT ABUTTING PANEL EDGES. PROVIDE PANEL EDGE NAILING TO EACH OUTER LAMINATION OF BUILT-UP POST AT SHEAR WALL ENDS. 2. SOLE PLATES SHALL BE FASTENED DIRECTLY TO FRAMING (BEAMS, JOISTS, OR BLOCKING) BELOW IN ACCORDANCE WITH THE TABULATED REQUIREMENTS. WHERE (2) ROWS OF SOLE PLATE NAILS ARE SPECIFIED, PROVIDE DOUBLE 2x FRAMING BELOW (MIN), FACE NAILED IN/ (2) 0.162" x 316" ® I2"oc. 3. ANCHORS SHALL BE EMBEDDED 1" (MIN) INTO CONCRETE W/ 3x3 PLATE WASHERS. THERE SHALL BEA MINIMUM OF (2) ANCHORS PER PIECE WITH (I) BOLT LOCATED NOT MORE THAN 12" OR LESS THAN (1) BOLT DIAMETERS FROM EACH END OF EACH PIECE. 4. WHERE PRESSURE TREATED FRAMING 15 USED THERE 15 THE POTENTIAL FOR CORROSION OF FASTENERS. SEE DIVISION 6.1 OF THE GENERAL STRUCTURAL NOTES FOR COATING REQUIREMENTS FOR CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD. 5. THE ALLOWABLE SHEARS SHOWN ARE BASED ON ALLOWABLE STRESS DESIGN AND ARE FOR WALLS WITH A h/w (HEIGHT TO WIDTH) RATIO NOT EXCEEDING 316. FOR SHEAR PANELS RESISTING SEISMIC FORCES WITH h/w > 2, MULTIPLY THE TABULATED VALUE BY 2w/h. LREVIEWED FOR CODE COMPLIANCE APPROVED . 0 5 2015 City of Tukwila BUILDING' DIVISION RECEIVED CITY OF TUKWILA AUG 26:2014 PERMIT CENTER Framing Schedules 20 a) 0 0 V) CI) L al Q 0 Iu � 0 O < SSER. ENGINEERING 32121 WEYERHAEUSER WAY 5. SUITE 103 FEDERAL WAY, WA. 18001 VOICE: (253) 835-0810 FAX: (253) 835-0810 ELECTRONICALLY SIGNED 08/25/14 (16 )) 1 1i1 v O coco 4 cd MUELLER 0 a - J 1- 0 w M In ID N ID N i'0 0 N 0 WA 98122 SEATTLE, 0 < M sheet N,K,: 1 /4 VERTICAL DATUM: NAVD '88 —3.51' to NAVD 29 BENCHMARK INVERT OF SANITARY SEWER . MANHOLE 22.6' N.E. & 28.25' N.W. OF THE N.W. CORNER OF SUBJECT PROPERTY. BASED ON CITY OF TUKWILA SANITARY SEWER ASBUILT LID No. 24 SHEET 2 OF 5 ELEV.=6.63 HORIZONTAL CONTROL: REF: SURVEY BY LUND & ASSOCIATES RECORDING No. 7808119004 FOR: GERALD M. McLEES NOTE: THERE ARE NO CITY OF TUKWILA CONTROL MONUMENTS WITHIN PROXIMITY OF THIS PROJECT LEGAL DESCRIPTIONS: THE NORTHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS. OF KING COUNTY, WASHINGTON; OF SEC. 15, TWN. 23, N., RGE. 4., W.M. KING COUNTY, STATE 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) 2613200086 4487 S. 134TH PL. 98168 FOSTORIA PARK ASSOC. LLC. 2613200003 4500 S 133RD ST 98168 CALIFORNIA AVENUE CO. IN 261660005 4550 S. 134TH ST. 98168 PACIFIC NW IRONWORKERS & EMPL. EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. • 1 IMPERVIOUS SURFACE AREA: • • • NEW PARKING AND ACCESS ASPHALT PAVING 40,960.59 sq. ft. 0.9 Acres CONC. WALKS 2372.8 sq. ft. BUILDING FOOTPRINT 13,750.00 sq. ft. 0.3 Acres TOTAL AREA 57,083.32 1.33. Acres CUT & FILL VOLUMES: CUT=740 CU. YDS. FILL=568 CU. YDS. NET=172 CU. YDS. CUT 26 24- \-2o. 22_ / / /. / / 261660035 4650 S 134TH PL 98168 TUKWILA PROPERTY, LLC. / OF WASH1NG T SCALE: 1 "=40' 2613200043 4601 S 134TH PL 98168 JOLLY FAMILY PROPERTIES 11 / 2613200042 4611 S 134TH P,L� 98168 ARION PARTNE S, LLC. • • • 2613200084 4495 S. 134TH PL. 98168 NORTH STREAM DEVELOPMENT • 'S it �r:aa► �• •h:.::•14.'-‘"•.:, c -r VKti• .1 4ras'w�';;�t:-�� r�:is�i�ic:}:i:�:::•'r:::•:::•ri::ii: r r .•r 1:'� iii, ra. ..a • wtn.• {� Ari v •S::•ai•c'`� ii4;lrk aw ��`Y�.' fjxx�,r;+�`,.• a .'rr'.`: S, o`r ;�'f,,,ti C' yet „^r `�.v�-.aaaw.` �•. •i 4."f`��v'°•�'r T�;;�iCy.y...;...i4�t '`.G•:F t i"?, 7�},,• - r K ,�:. i" a:'i,a`LL •i@�t°�:r:V:P •iiET 'yyi• �:+5 r i a a ' iti, y, '4i',' :f,c- A . •'�tii �. 6%:., ii •: i. •,3 �._, it r:?..12..::..v`�:.:'%.';F�`�t •;:" �;v�..::{ ::Z7'• .c.to • tM�i:..1i :,d{.4� Y�~G'r•Yr�. }Z:%ir''�u..i wl Kr aty.,....,..04"......;.;.;15:.;41:,,,,,.....;:....:-,..:. ti., ia� a �ti.:x i .3.4...0.4.-:..„�, -..../ / / / �- "-----7,, `x `60 ........../ ^.�._-62-- -... .....--64—''---"---- . �.-� .„...-• •- -r ---. =� 66..''�_--•-._.�- ' .1-�--.- --/ ` -1 ---.. . — �.-,' -`- • - /„<..........."---____,_---______ =-,__72-7q. _ .- -- -._ -_.=--�C�--- 78/.� 70�•-J...-^`476 •- /!,,,,' Vp/.:,,,,,,,;,.............._------------......„-------*--. ........-1180 5 / AJC / ��• � ---' / s✓ 60� / /1' i\� �)(s ._ A. o 62� / �ry� ''.----- -68 "� 182 .664± ✓ /� r -68 -X ./- ,J. /./ . lilt SGA ,,-/---- -11- f / / / /2613200055 4585 S. 134TH PL. 98168 KEELER PROPERTIES., LL / EX. INGR SS -4 GRESS EASEMENT REC. No. 885560-, N66°15'03" W 11.67' r- 981 a �� 9 co . • NN �o P y e\ /� 32001 C PO PN` vS p,N P pp�' GPS 0,L �-� S. 016 26 5 MPS\\ s ►�'S 1 �PS� 0���1 p on R�' 13Pv\0 F ' ti ��6 P' 1 SA M A UWE-g Nvss�� \OPS, OSA M." Call before you Dg 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND. UTILITY U N ES. IT'S COSTLY / y / NOTE: EXISTING UTIUTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE .CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTIUTIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1--800-424-5555. / / REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURNWASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 Incorporated STAN NOT VALID UNLESS SIGNED & DATED N DEVELOPER: LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA., 98057 PHONE No. (425) 228-9750 ENGINEER/SUREYOR: DMP, INC 726 AUBURN WAY N. AUBURN, WA. 98002 PHONE: (253) 333-2200 FAX: (253) 333-2206 SITE ADDRESS 4501 S. 134TH PL. TUKWILA WA. SHEET INDEX: C-1 OF 14 COVER SHEET C-2 OF 14 EXISTING CONDITIONS C-3 OF 14 HORIZONTAL SITE PLAN C-4. OF 14 T.E.S.C. PLAN C-5 OF 14 T.E.S.C. DETAILS AND NOTES C-6 OF 14 GRADING/PAVING PLAN C-7 OF 14 CROSS SECTIONS C-8 OF 14 STORM DRAINAGE PLAN C-9 OF 14 STORM DRAIN PROFILES C-10 OF 14 C-11 OF 14 C-12 OF 14 C-13 OF 14 C-14 OF 14 DETAILSD AN NOTES DETAILS AND NOTES II WATER AND SANITARY SEWER WATER AND SANITARY SEWER WATER AND SANITARY SEWER ENGINEERING - SURVEYING LAND PLANNING PLAN PROFILES DETAILS RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING COVER SHEET APPROVED DRAWN BY H.D.O. APPROVED SCALE 1"=40' DRAWING 06205enq A.S.P. J DAA 10/31/13 I. 8: \Projecte\08-205 eridge Yardjdwg`06205eng.DWG . 1'Fj2/2Of4 7:0:44 RA PSTr- JOB# 06-205 SHEET C-1 OF 14 VERTICAL DATUM: NAVD '88 (ASSUMED) BENCHMARK INVERT OF SANITARY SEWER MANHOLE 22.6' N.E. & 28.25' N.W. OF THE N.W. CORNER OF SUBJECT PROPERTY. BASED ON CITY OF TUKWILA SANITARY SEWER ASBUILT LID No. 24 SHEET 2 OF 5 56'X46' Ex. SSMH Rim=19.11 I.E.=6.63 (SE) TEMPORARY BENCH I.E.=6.69 (SW) I.E.=6.40 (NW) I.E.=6.90 (NE)\ N 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) DETENTION/wATER QUALITY VAULT EX. CB TYPE I RIM=29.53 I.E.=26.50 • • 36" CMP IE=13.81 Ex. SS C.O. Rim= -19.03 Ex. CB -Type I Rim=41.91 I.E.=38.91 (SW) I.E.=39.31 (SE) I.E.=38.71 (NE) ABANDON 12" (SW) AND PLUG Ex. SSMH RIM=44.08 I.E.=35.68 IN 8" (NE) I.E.=35.78 OUT 8" (SE&SW) 42.7LF 12"SD @ 0.50% EX. CB TYPE II 48"0 VV/VANED GRATE RIM=31.55 I.E.=26.29 (SE&NE) 25.1LF 12"SD @ 0.50% EX. CB TYPE II -48"0 RIM=32.00 I.E.=26.16 (SW,NVV&SE) 38.8LF 12"SD @ 12.00% -74 EX. CB TYPE I *1, W/VANED GRATE RIM=37.02 I.E.=34.01 (SE&NE) Ex. Ex. SS C.O. Rim=19.23 Ex. 12" Culvert I.E.=14.34 Ex. SSMH Rim=19.35 I.E.=7.22 (SE) I.E.=7.03 (NW) I.E.=7.22 (SWEx. 12" Outlet I.E.=15.79 Ex. SS C.O. Rim=19.20 •20- N,22- 63.5LF 15' I @ 6.62% EX. CB TYPE 15.2LF 12" D.I. RIM=26.4± @ 0.50% I.E.=23.40 (EX. SW) I.E.=18.76 I.E.=20.69 (NW&NE) / / / 9.OLF 8" DI @ 3.14% x. CB -Type I Rim=19.74 I.E.=16.49 (SW) I.E.=16.49 (N) x CB -Type I I.E.=16.69 (SE) W/Solid Lid LE.=16.49 12" (SW) NEW Rim=20.85 I.E.=17.60 (NW) I.E.=17.70 6" (S) • • 9.4LF 12" SD @ 12.00% // EX. CB TYPE/II-4 fl' (6" ABOVE GRADE) W/ CO AR W/LO ING 4OUND COVER I.E.=21.5 12" (NW) I.E.=19 9 12" (NE) 0 EX. CB TYPE I RIM=43.96 I.E.=40.91 21 30' ACCESS & MANU (REC. No. 2006091100 12" CMP @ 7.6 •TO BE ABANDONE EX. WATER LINE 6" BLUE RUCE 6-6" THUNDERCLOUD PLUM TREES 25' 0.C. MENTA FIRS (3b, 777 60 58.1 62 / 4-.. -66 N., -68 'cl6t°. ...••••• • N66°15'03”W 11.67' // • 006 ___ --- be' x. CB -Ty I Rim=39.s6 I.E.-3 .21 (SW) I.E.- 7.06 (NE) TO BE /BANDONED EX CB TYPE II 48"0 /GRATE RIM=44.20 I.E.=39.63 (SW&NE) EX. CB TYPE II28'L.k5 W/SOLID LOCKING LID RIM=46.80 I.E.=40.04 (NW&NE) EX. INGR SS -4 EGRESS EASEMENT REC. No. 8855.0-, B Type 48"0 Rim=4 76 I.E.-=39 I.E.=3 8 • • • • \ CB TYPE II 48"0 W/GRATE N RIM=44.23 I.E.=39.28 (SW&NW) EASEMENT x. CB -Type I Rim=30.66 I E.=27.76 (SW) I.E.=27.76 (NE) I.E.=27.86 6" ( / • aII before you. Di 1-800-424-555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUN UTIUTY UNES. Irs COSJ L / / / LEGAL DESCRIPTIONS: • \ Ex. SSMH Rim=21.32 I.E.=8.52 (SE) I.E.=8.46 (SW) I.E.=8.13 (NW) I.E.=8.32 (NE) Ex. SSMH.. Rim=22.44 I.E.=14.62 (SE) I.E.=14.44 (SW) I.E.=14.11 (NW) THE NORTHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. NOTE: THE TITLE REPORT CONTAINS AN INGRESS, EGRESS EASEMENT REC. No. 9710100221 THAT IS INCORRECTLY DESCRIBED IN THE RECORDED DOCUMENT BY THE OMISSION OF A COURSE DISTANCE AND BEARING MAKING THE LOCATION INDETERMINATE. THEREFORE IT DOES NOT APPEAR ON THESE PLANS. NOTE: EXISTING UTILITY LOCATIONS SHOWN .HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUTIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. ca- .11 61 \ • \\\ • \ • • SD SS GAS PWR 20 40 SCALE: 1"=40' LEGEND • REVIEY,ED FOR CODE COMPLIANCE APPROVED JAN 05 2015 City of Tukwila BUILDING DIVISION DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VALID UNLESS SIGNED & DAM) incorporated ENGINEERING - SURVEYING LAND PLANNING • FOUND MON IN CASE EX. SANITARY SEWER MANHOLE EX. CATCH BASIN EX. STORM DRAIN MANHOLE EX. MAILBOX EX. UTILITY POLE EX. GUY ANCHOR EX. POWER VAULT EX. POWER CABINET EX. TELEPHONE RISER EX. STREET SIGN EX. FIRE HYDRANT EX. WATER METER EX. WATER VALVE EX. CYCLONE FENCE EX. STORM DRAIN PIPE EX. SANITARY SEWER PIPE EX. GAS MAIN EX. POWER LINE EX. WATERMAIN C.O.T. = CITY OF TUKWILA //, RECEIVED CITY OF TUKWILA DEC 0 '.2014 PERMIT CENTER REV. NO. CUENT PROJECT DATE DESCRIPIION LAKERIDGE DEVELOPMENT, INC P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4.931 BUILDING BUSTING CONDITIONS APPROVED DRAWN BY H.D.O. SCALE "=4O' DRAWING 06205enq APPROVE!) ASP. DATE JODI 10/31/13 06-205 8:\Projects\06-205 Lakeridqe Yard\dwg\06205eng.WG 12/2/2014 8:22:59 AM PS SHEET C-2 OF '14 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) 2613200086 4487 S. 134TH PL. 98168 FOSTORIA PARK ASSOC. LLC. O 7 .' s 2613200003 / 4500 S 133RD ST 98168 CALIFORNIA AVENUE CO. \ Ex. Curb O 261660005 4550 S. 134TH ST. 98168 PACIFIC NW IRONWORKERS & EMPL. 'N<? \ NOTE: ALL CURBS AT NOSE END OF VEHICLES ARE 2' INSIDE THE STALL DEPTH TO ALLOW FOR VEHICLE OVERHANG WITH MIN. 3' FLAT AREA BETWEEN OBSTRUCTIONS OR GRADE BREAKS, EXCEPTING THE STALLS IN THE LANDCAPE ISLAND CONC. RAM 1/ \ X /5/ SID'E,YARD ETBA ONC. RAMP TRANSITION T EX. ASPHAL PAVING \r C. WALK it EX. CONC. VERT CURB & GUTTER 2613200043 4601 S 134TH PL 98168 JOLLY FAMILY PROPERTIES 11 / / / / 261.660035 4650 S 134TH PL 98168 TUKWILA PROPERTY, LLC. ROCK OR KEYSTONE WALL 2613200042 4611 S 134TH P,L� 98168 ARION PARTNE S, LLC. 30' ACCESS & MANUVERI (REC. No. 20060911001 6) EASEMENT EX. WATER LINE 2613200084 4495 S. 134TH PL. 98168 NORTH STREAM DEVELOPMENT / / / /2613200055 4585 S. 134TH PL. 98168 KEELER PROPERTIES., LL 5' SIDE YARD SETBACK .cz)/ -- - W'CNI) t EX. INGRgSSEGRESS EASEMENT REC. No. 8855619-, N66° 15'03"W 11.67' MVACARD S. 13445 HUNGER EISA N'- 9b\15'B •K\ PNN SVSP0I<ICZ)CRI;\\5; i i i / y / / /- / LEGAL DESCRIPTIONS: 20 40 SCALE: 1 "=40' THE NORTHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF. RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. NOTE: THE TITLE REPORT CONTAINS AN INGRESS, EGRESS EASEMENT REC. No. 9710100221 THAT IS INCORRECTLY DESCRIBED IN THE RECORDED DOCUMENT BY THE OMISSION OF A COURSE DISTANCE AND BEARING MAKING THE LOCATION INDETERMINATE. THEREFORE IT DOES NOT APPEAR ON THESE PLANS. ‘15 4it REVIEWED FOR ,QQD E COMPLIANCE rr • G"a �i � i ROVED JAN 05 2015 City of Tukwila BUILDING DIVISION / / RECEIVED CITY OF TUKWILA DEC 0 4.2014. PERMIT CENTER REV. NO. DESCRIPTION APPROVED all before you —800-424-5D555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY ONES. rrs COSTLY NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON. ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND U11UTIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUIIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO ` RESPONSIBILITY FOR UTIUIIES NOT SHOWN OR UTIUT1ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 incorporated ENGINEERING - SURVEYING LAND PLANNING PROJECT 4501 WILDING HORIZONTAL SITE PLAN DRAWN BY H.D.O. APPROVED B: Pro DRAWING 06205eng A.S.P. DATE 10 31 13 �'10° .06.205 is 06-205 Lakerid.e Yard dw. 06205en. WG 12 2 014 • 7:33:49 AM PST OF 14 •••••••• Ex. SSMH Rim=19.11 I.E.=6.63 (SE) TEMPORARY BENCH I.E.=6.69 (SW) I.E.=6.40 (NW) I.E.=6.90 (NE)N 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) EX. CB TYPE I RIM=29.53 1.E.=26.50 56'X46' DETENTION/WATER QUALITY VAULT. NOTE: PROTECT ALL TREES ON. SITE Ex. CB -Type I Rim=41.91 I.E.=38.91 (SW) I.E.=39.31 (SE) I.E.=38.71 (NE) ABANDON 12" (SW) AND PLUG EX.. SILT FENC (TYP.), REPAIR AS NECESSARY -SEE DETAIL SHT. 5 Ex. SSMH RIM=44.08 I.E.=35.68 IN 8" (NE) I.E.=35.78 OUT 8" (SE&SW) EX. CB TYPE I RIM=43.96 I.E.=40.91 42.7LF 12"SD @ 0.50% EX. CB TYPE II 48"0 W/VANED GRATE RIM=31.55 I.E.=26.29. (SE&NE) 25.1LF 12"SD @ 0.50% Ex. EX. CB TYPE II -48"0 RIM=32.00 I.E.=26.16 (SW,NW&SE) 38.8LF 12"SD @ 12.00% t -go EX. CB TYPE I 4.47 W/VANED GRATE RIM=37.02 1.E.=34.01 (SE&NE) • • • • Curb \IP / 36" CMP IE=13.81 Ex. SS C.O. Rim=19.03 Th Ex. SS C.O. Rim=19.23 3 iN31. Ex. 12" Culvert I.E.=14.34 Ex. SSMH Rim=19.35 I.E.=7.22 (SE) I.E.=7.03 (NW) Ex. 12" Outlet I.E.=7.22 (SW/V I.E.=15.79 Ex. SS C.O. Rim=19.20 / co EX. CB TYPE 11--8Z0 15.2LF 12" D.I. RIM=26.4± @ 0.50% I.E.=23.40 (EX. SW) I.E.=18.76 I.E.=20.69 (NW&NE) 9.0LF 8" DI @ 3.14% '1?) 63.5LF 15' I ©6.62% <91. INSTALL CB PROTECTION, (TYP.), -SEE DETAIL SHT. 5 6" BLUE RUCE 6-6" THUNDERCLOUD PLUM TREES 25' 0.C. MENTAL FIRS 52. V x. CB -Die I Rim=39. 6 I.E.=31.21 (SW) I.E.767.06 (NE) TO BE /BANDONED EX CB TYPE II 48"0 /GRATE RIM=44.20 I.E.=39.63 (SW&NE) EX. CB TYPE II W/SOLID LOCKING LID RIM=46.80 I.E.=40.04 (NW&NE) EX. INGRE(SSr.4 EGRESS EASEMENT REC. No. 885560-, 166°15'03"W 1L67' 21. ©7.6 TO BE ABANDONE EX. WATER LINE Ex. SS C. Rim=30.11 9.4LF 12" SD © // 12.00% / / / x. CB -Type I Rim=19.74 I.E.=16.49 (SW) I.E.=16.49 (N) x CB -Type 1 I.E.=16.69 (SE) W/Solid Lid I.E.=16.49 12" (SW) NEW Rim=20.85 I.E.=17.60 (NW) I.E.=17.70 6" (S) NEX. CB TYPE -4 'IM=33.0 (6" ABOVE GRADE) W/ 0 CZAR W/LO 1NG OUND COVER I.E.=217 12" (NW) I.E.=19 9 12" (NE) 30' ACCESS & MANU ERI (REC. No. 2006091100 B Type 48"0 Rim=4. 76 I.E.=39 I.E.=3* 8 . CB TYPE II 48 0 'W/GRATE RIM=44.23 I.E.=39.28 (SW&NW) \ Call before you 1-800-424-555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY / 6) EASEMENT x. CB -Type I Rim=30.66 I.E.=27.76 (SW) I.E.=27.76 (NE) I.E.=27.86 6" ( / / / L Ex. SSMH Rim=21.32 I.E.=8.52 (SE) I.E.=8.46 (SW) (NW) I.E.=8.32 (NE) Ex. SSMH Rim=22.44 I.E.=14.62 (SE) I.E.=14.44 (SW) I.E.=14.11 (NW) SD SS GAS PWR 20 40 SCALE: 1"=40' LEGEND P LEGAL DESCRIPTIONS: NOTE: EXISTING UTIUTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UllUTIES PRIOR TO COMMENCING CONSTRUC110N. NO REPRESENTATION IS MADE THAT AU.. EXISTING UTIU11ES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UT1UTIES NOT SHOWN OR UTIUTIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. THE NORTHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN. WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. TAX PARCEL #: 361320-0045 \ \ \ \\\\\ \ \ FOUND MON IN CASE EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. SANITARY SEWER MANHOLE CATCH BASIN STORM DRAIN MANHOLE MAILBOX UTILITY POLE GUY ANCHOR POWER VAULT POWER CABINET TELEPHONE RISER STREET SIGN FIRE HYDRANT WATER METER WATER VALVE CYCLONE FENCE STORM DRAIN PIPE SANITARY SEWER PIPE GAS MAIN POWER LINE WATERMAIN C.O.T. = CITY OF TUKWILA REVIEWED FOR CODE COMPLIANCE APPROV 1727 D JAN 05 2015 City of Tukwila BUILDING DIVISION DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 incorporated STAMP NOT VALID UNLESS SIGNED & DATED NGINEERING - SURVEYING LAND PLANNING RECEIVED CITY OF TUKWILJ DEC 0 4 .2014 PERMIT CENTER REV. NO. CUENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING T.E.S.C. PLAN APPROVED DRAWN BY H.D.O. SCALE 1"=40' APPROVED A.S.P. 8: \Projecte\06-205 DATE 10131/13 Lakeridge Yard\dwg\06205eng. IIWG 12/2/2014 8:36:09 AM PST DRAWING 06205eng JONI 06-205 SHEET C-4 OF 14 GRADING AND EROSION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE' 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. C. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE .SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND .SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS-OF-WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS,THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR .AND COMPLY WITH THE FOLLOWING: A. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. E. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. CONSTRUCTION SEQUENCE: 1. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH CITY OF TUKWILA SITE INSPECTOR. 2. INSTALL SILT FENCE AS NEEDED. REPAIR EXISTING DAMAGED SILT FENCE. 3. FLAG CLEARING LIMITS. 4. CLEAR AND GRADE SITE WITHIN CLEARING LIMITS. INSTALL WALLS, ROCKERIES PER PLAN AND .DETAIL. 5. PROVIDE CATCH BASIN INLET. PROTECTION. 6. INSTALL UTILITIES. 7. BEGIN BUILDING CONSTRUCTION. 8. FINISH GRADE Sc PAVE PER PLANS. 9. STABILIZE ALL DISTURBED AREAS. 10. FLUSH & CLEAN STORM DRAINAGE FACILITIES. 11. INSTALL LANDSCAPING. 12. UPON FINAL SITE STABILIZATION, CLEAN SITE AND REMOVE REMAINING EROSION AND SEDIMENTATION CONTROL MEASURES UPON SITE STABILIZATION. CaII before you 1- 800-424-5°51R UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY UNES. IT'S COSTLY NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER -- GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING U11U11ES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTIUTIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. 7- CATCH BASIN GRATE ■ ■ ■ ■ U ■III 11 ■ OVERFLOW -SOLID FILTER MEDIA WALLS FOR DEWATERING POROUS� BOTTOM 4 44 Q 4 4 4A , d 4 0 40d, 40°4C d d 4 4 4 4 40 d, • .4 Q 40 a d 4 NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 C.F. OF STORAGE, THE MEANS TO DEWATER THE STORED SEDIMENT, AN OVERFLOW, AND CAN BE EASILY MAINTAINED. MAINTENANCE STANDARDS: 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON-SITE OR HAULED OFF-SITE. 2. REGULAR MAINTENANCE IS CRITICAL. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. CATCH BASIN INSERT N.T.S. JOINTS IN FILTER FABRIC SHALL BE SPUCED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS 6' MAX. / POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG. CONTOUR WHENEVER POSSIBLE 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC MINIMUM 4"x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4"-1.5" WASHED GRAVEL 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT MAINTENANCE STANDARDS: 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE AND/OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6" HIGH. 5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. SILT FENCE with LINEAR TRENCH N.T.S. DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VAUD UNLESS SIGNED & DATED incorporated REVIEINED FOR CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tut: iiia BUILDING DIVISION ENGINEERING - SURVEYING LAND PLANNING RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING TESL. DETAILS AND NOTES APPROVED DRAWN BY H.D.O. SCALE AS NOTED DRAWING 06205enq APPROVED A.S.P. ro c a DATE 10131113 Lakeridge Yard dwg 06205eng. 'I0B# 06-205 SHEET C-5 OF 14 WG 12/2/2014 &36:09 AM PST • GRADE 16:1± FOR 4'± FROM BUILDING THEN 3:1 MAX. TO MATCH EXISTING GRADE © P/L RETAINING WALL UNDER PARKING LOT EDGE MAX. HT. 3' GRADE 12: 1± FOR 4'± THEN 3:1 MAX. TO MATCH EXISTING GRADE ©P/L CONC. RETAINING WALL / / / / \20- 22._ 24 - co <A *- 1, *, % ROCK OR *-% z KEYSTONE WALL 4' MAX. HT. 7 & 'ID 44/.,.. -...39. 6 SAWCUT EXISTING \/ PAVING 1' FROM EDGE / AND SEAL JOINT <t>, / 4. / KEYSTQNE WALL 3' MAX. T. TO EXISTING GRA E *84-- -66 .,N„. -68, N. / N66°15'03"W 11.67' • e• Aro / --- e' ee e• ee • 1 / all before you DiC • 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY UNES. In COSTLY / / NN / / / / NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE. CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER– GROUND UTIUTIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR U11UT1ES NOT SHOWN OR UTIUTIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. / / 0 20 40 SCALE: 1"=40' LEGEND FOUND MON IN CASE (IV EX. Ca) E— P N SD SS GAS PWR w EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. SANITARY SEWER MANHOLE CATCH BASIN STORM DRAIN MANHOLE MAILBOX UTILITY POLE GUY ANCHOR POWER VAULT POWER CABINET TELEPHONE RISER STREET SIGN FIRE HYDRANT WATER METER WATER VALVE CYCLONE FENCE STORM DRAIN PIPE SANITARY SEWER PIPE GAS MAIN POWER LINE WATERMAIN C.O.T. = CITY OF TUKWILA I DALEY—MORROW—POBLETE, INC. • 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VAUD UNLESS SIGNED & DATED incorporated REVIEWED FOR • CODE COMPLIANCE APPROVED JAN 0 5 2015 City of Tuhvila BUILDING DIVISION ENGINEERING - SURVEYING LAND PLANNING / RECEIVED CITY OF TUKWILA DEC 0 4 .2014 PERMIT CENTER REV. NO. CLIENT PROJECT DA1E DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 • 4501 BUILDING GRADING /PAVING PLAN APPROVED DRAWN BY H.D.O. SCALE 1"=40' APPROVED A.S.P. B:\Projects\06-205 La DATE 10/31/13 eridge Yard‘dwg‘06205eng. [JOB, 06-205 DRAWING 06205eng SHEET 0-6 OF 14 WG 12/2/2014 8:46:46 AM PST 80 75 70 65 60 55 50 45 40 MACADAM EX. EDGE 0 INLIVK FENCE F ROAD \ a• 1 1 1 1 35 30 1 1 1 1 25 20 15 EX. BANK OR RO CKERY 10 5 EX. GRADE GRA VEL YARD EDGE OF CON LOW. C. PAD PT/CATCH BASIN PROPOSED GRADING •••••••• --NN BUILDING PAD FF=45.5 CONC. WALK/ADA RAMP SAWCUT 1' FR0td OF EX. SEAL 7' EDGE PVMT. JOINT NI\ 50 5.29' 4 EX. BUILDNG 40 35 30 0.. 25 EX. ROAD EL.=1 0.34 IDE DITCH 0 EX. BUILDNG —\1 EX. RR TIE LANDSCAPE PLANTER 0 bt-.).161 0 100 200 300 400 SECTION A -A HORIZ SCALE: 1"=40' VERT. SCALE: 1"=4' 500 600 700 800 Call before you [AC. 1-800-424-55n UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY UNES. IT'S COSTLY NOTE: EXISTING U11UTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING MIMES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTIUTIES NOT SHOWN OR UTIUTIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. 900 DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAIAP NOT VAUD UNLESS SIGNED & DA1ED 100 _ SECTION B -B HORIZ SCALE: 1"=40' VERT. SCALE: 1"=4' ENGINEERING - SURVEYING LAND PLANNING REVOIVED FOR CODE COMPLIANCE APPROVED JAN 05 205 City of Tukwila BUIDING DIVISION 200 WALL 3' TO EXISTING RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDCE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING CROSS SECTIONS APPROVED DRAWN BY H.D.O. SCALE 1"=40' DRAWING 06205enq APPROVED DATE JOB# A.S.P. 10/31/13 06-205 11:\Projects\116-205 Lakeridge Yard\dwg\06205eng. VIG 12/212014 8:57:09 AM PST SHEET C-7 OF 14 1- ---Y I I I EX. GRAD — _ I 1 1 1 / / KEYSTONE GRADE AY I I ---- : ' FF=4 I RAD . 5 VERTED CRO DRIVEW N • Y 1 I 0 bt-.).161 0 100 200 300 400 SECTION A -A HORIZ SCALE: 1"=40' VERT. SCALE: 1"=4' 500 600 700 800 Call before you [AC. 1-800-424-55n UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY UNES. IT'S COSTLY NOTE: EXISTING U11UTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING MIMES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTIUTIES NOT SHOWN OR UTIUTIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. 900 DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAIAP NOT VAUD UNLESS SIGNED & DA1ED 100 _ SECTION B -B HORIZ SCALE: 1"=40' VERT. SCALE: 1"=4' ENGINEERING - SURVEYING LAND PLANNING REVOIVED FOR CODE COMPLIANCE APPROVED JAN 05 205 City of Tukwila BUIDING DIVISION 200 WALL 3' TO EXISTING RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDCE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING CROSS SECTIONS APPROVED DRAWN BY H.D.O. SCALE 1"=40' DRAWING 06205enq APPROVED DATE JOB# A.S.P. 10/31/13 06-205 11:\Projects\116-205 Lakeridge Yard\dwg\06205eng. VIG 12/212014 8:57:09 AM PST SHEET C-7 OF 14 $8_ •64----. ✓ -66-68 - N.,� Ex. CB -Type I Rim=41.91 I.E.=38.91 (SW) I.E.=39.31 (SE) I.E.=38.71 (NE) ABANDON 12" (SW) AND PLUG EX. CB TYPE I RIM=43.96 I.E.=40.91 56'X46' DETENTION/WATER QUALITY VAULT 42.7LF 12"SD 0.50% EX. CB TYPE II 48"0 W/VANED GRATE RIM=31.55 I.E.=26.29 (SE&NE) 25.1 LF 12"SD © 0.50% EX. CB TYPE II -48"0 RIM=32.00 I.E.=26.16 (SW,NW&SE) 38.8LF 12"SD © 12.00% EX. CB TYPE I RIM=29.53 I.E.=26.50 6" CMP IE=13.81 Ex. 12" Culvert I.E.=14.34 / Ex. 12" Outlet / I.E.=15.79 EX. CB TYPE 1 W/VANED GRATE RIM=37.02 I.E.=34.01 (SE&NE) .t' \ 20- \ 22.- EX. 0_\22.- 24- 63.5LF 15' © 6.62% 9.OLF 8" DI © 3.14% EX. CB TYPE II -48Z0 15.2LF 12" D.I. RIM=26.4± 0.50% I.E.=23.40 (EX. SW) I.E.=18.76 I.E.=20.69 (NW&NE) / x CB -Type I W/Solid Lid Rim=20.85 I.E.=17.60 (NW) I.E. =17.70 6" (S) / x. CB -Type 1 Rim=19.74 I.E.=16.49 (SW) I.E.=16.49 (N) I.E.=16.69 (SE) I.E.=16.49 12" (SW) NEW 9.4LF 12" SD © \ 12.00% \ EX. CB TYPE SIM=33.0 W/ 0 W/LO I.E.=21� I. .=19 21 © 7.6 TO BE ABANDONE EX. WATER LINE > QB -Type -48"0 Rim=4 I.E.=39 I.E.=3•. 8 (N x. CB -T e Rim=39. 6 I.E.-3 .21 (SW) I.E.- 7.06 (NE) TO BE /BANDONED EXE. CB TYPE II 48"0 /GRATE RIM=44.20 I.E.=39.63 (SW&NE) EX. CB TYPE II 'LiP W/SOLID LOCKING LIDS RIM=46.80 I.E.=40.04 (NW&NE) N66°15'03"W 11.67' i i i CB TYPE II X48"0 W/GRATE RIM=44.23 I.E.=39.28 (SW&NW) \\ Call before you Dq 1-800-424-555` UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY ONES. IT'S COSTLY COING 5 12 9 �L 11-4 0 (6" ABOVE GRADE) CO AR ING OUND COVER 5 12" (NW) 9 12" (NE) x. CB -Type 1 Rim=30.66 I.E.=27.76 (SW) I.E.=27.76 (NE) I.E.=27.86 6" () / / / / SCALE: 1 "=40' LEGEND ® FOUND MON IN CASE Iwai EX. SANITARY SEWER MANHOLE ® EX. CATCH BASIN (3) EX. STORM DRAIN MANHOLE o EX. MAILBOX EX. UTILITY POLE EX. GUY ANCHOR EX. POWER VAULT Al EX. POWER CABINET ▪ EX. TELEPHONE RISER EX. STREET SIGN EX. FIRE HYDRANT ® EX. WATER METER N EX. WATER VALVE U EX. CYCLONE FENCE P SD EX. STORM DRAIN PIPE SS EX. SANITARY SEWER PIPE GAS EX. GAS MAIN PWR EX. POWER LINE W EX. WATERMAIN C.O.T. = CITY OF TUKWILA / ROOF DRAIN NOTE: ROOF DRAINS SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM ROOF DRAINS SHALL NOT BE CONNECTED TO THE FOUNDATION DRAINS ACCESS CONSTRUCTION NOTE: CONTRACTOR TO PHASE UTILITY INSTALLATION�s& PAVEMENT RECONSTRUCTION ALONG ACCESS ROAD TO PROVIDE CONTINUOUS ACCESS TO ALL AFFECTED PROPERTIES. CONTRACTOR SHALL NOTIFY AFFECTED PROPERTIES AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. NOTE: EXISTING UTIUTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S. RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL . EXISTING UNDER- GROUND UTIUTIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUTIES ARE SHOWN HEREON. THE ENGINEER ASSUMES. NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTIUTIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VAIJD UNLESS SIGNED & DATED NGINEERING - SURVEYING LAND PLANNING REV1EwEDE S 1 CODE COMPLIANCE 1 APPROVED City of Tukwila BUILDING DIVISION / RECEIVED / CITY OF TUKWILA DEC.0 4 2014 PERMIT CENTER REV. NO. CLIENT PROJECT DAZE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, :- WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING STORM DRAINAGE PLAN APPROVED DRAWN BY H.D.O. APPROVED S.P. 10131113 "i 06-205 B:\Projects\06-205 Lakeridge Yard dwg 06205eng. WG 12/2/2014 9:07:56 AM PST SCALE 1 "-40' DRAWING 6205enq DATE SHEET OF 14 50 40 EX. CB TYPE I RIM=43.96 I.E.=40.91 30 20 DATUM ELEV 15.00 SAWCUT 1' FROM EDGE OF 0+00 1+00 2+00 3+00 EX. STORM DRAIN PROFILE PROPOSED GRADE HORIZ. SCALE 1"=40' VERT. SCALE: 1"=4' W/ 4+00 Call before you D�g 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY ONES. irs COSTLY EX. DETENTION/WATER QUALITY VAULT NOTE: EXISTING UTIUTY . LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTIUTIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING U11U11ES ARE SHOWN HEREON. 111E ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTILITIES NOT SHOWN OR U11UT1ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. b (3-011 •01 DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VALID UNLESS SIGNED & DATED tricerporatod ENGINEERING - SURVEYING LAND PLANNING REVPEWED FOR .. i CODE COMPLIANCE AppRovEri JAN 0 5 : 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDOE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING STORM DRAINAGE PROFILES APPROVED DRAWN BY H.D.O. SCALE DRAWING 1"=40' 06205enq APPROVEDA.S.P. B: Pro -• s 06-205 La DATE 10 31 13 1J� 06-205 erid.e Yard dw. 06205en.. W 12 2 014 9:07:56 AM PST sHEETCr,-9 OF 14 PROPOSED EX. SEAL --- ------- FINISH GRADE PVMT. JOINT —EXISTING GRADE I I I 87LF 1 S rt - \ 1_ -- L, EX. CB TYDE ®. 1.OUq; ,, II 18"0 82. 8LF 12"SD 0.5% I I ; r--- 0 2EF ©0.5% -- 12"' Sp-�' ,,`� �'-, �,, _ SO `, ®' 3, N N. `` `"-- 11 --, ��� CB TYPE II 48"0 EX. 519. ��,',r. II �� II CB TYPE I �` • �� ��� �` �` d'j •\ `.\ . 57 `�`\` I'. \ 1 W SOLID LOCKING I.E.=39.63 LID RIM=46.80 (NW&NE) EX. W/G RIM=4.20 SATE I.E.=39.63 (SWxNE) EX. CB TYPE W/VAN=D RIM=37.02 I.E.=34.01 II 48"0 GRATE (SE&NE) '`. `. SO�`,`�`. 0\ `.\ 96'g �I° o �r W/GRATE RIM=44.23 I.E.=39.28 (SW&NW) EX. CB TYPE II -48"0 RIM 32.00 I.E.=26.16 (SW,NW&SE) L__ CA vi- co M Nd' t� cNi (� cd to6 tli r4) 0+00 1+00 2+00 3+00 EX. STORM DRAIN PROFILE PROPOSED GRADE HORIZ. SCALE 1"=40' VERT. SCALE: 1"=4' W/ 4+00 Call before you D�g 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY ONES. irs COSTLY EX. DETENTION/WATER QUALITY VAULT NOTE: EXISTING UTIUTY . LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTIUTIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING U11U11ES ARE SHOWN HEREON. 111E ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTILITIES NOT SHOWN OR U11UT1ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. b (3-011 •01 DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VALID UNLESS SIGNED & DATED tricerporatod ENGINEERING - SURVEYING LAND PLANNING REVPEWED FOR .. i CODE COMPLIANCE AppRovEri JAN 0 5 : 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDOE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING STORM DRAINAGE PROFILES APPROVED DRAWN BY H.D.O. SCALE DRAWING 1"=40' 06205enq APPROVEDA.S.P. B: Pro -• s 06-205 La DATE 10 31 13 1J� 06-205 erid.e Yard dw. 06205en.. W 12 2 014 9:07:56 AM PST sHEETCr,-9 OF 14 GENERAL NOTES: 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE—APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON—SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS—OF—WAY, EASEMENTS, AND ACCESS TRACTS. CONSTRUCTION NOTES: 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE/CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS: A. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: B. PRIOR TO ANY ACTIVITY IN CITY RIGHT—OF—WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. C. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. D. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. E. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. UTILITY NOTES: 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4—FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH •A 5 MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS—OF—WAY OR EASEMENTS AFTER ASPHALT PAVING. STORM DRAINAGE NOTES: 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS", DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. 10" 6" EXTRUDED ASPHALT OR CEMENT CONCRETE CURB N.T.S. Call before you DC� —800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTIUTY LINES. IT'S COSTLY SLOPE PER PLAN .;.;:.- .:.;3:it••i: ei?:?iiiiiii'•iiii3ii•:S:i :;•.•;•:;:::?::::••••••>,.: ..:: ?:.:::::::i::: :::� 3" CLASS "B" ASPHALT CONCRETE 2" COMPACTED DEPTH CRUSHED SURFACING TOP COURSE 2" COMPACTED DEPTH CRUSHED SURFACING BASE COUSE GRAVEL MAY BE REQUIRED PAVEMENT SECTION N.T.S. NOTE: EXISTING UTIUTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUT1ES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTIUTIES NOT SHOWN OR UTIUT1ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. 13ftetal DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VAUD UNLESS SIGNED & DATED incarporated ENGINEERING - SURVEYING LAND PLANNING REVIEWED FOR CODE COMPLIANCE JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER REV. NO. CUENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING DETAILS AND NOTES APPROVED DRAWN BY H.D.O. SCALE AS NOTED APPROVED A.S.P. DAA 10 31 13 'IDB# 06-205 DRAWING 06205enq SHEET C'0 OF 14 ro 06205en • JWG 12 2 2014 9:18:59 AM PS RIGID PIPE FLEXIBLE PIPE SUBORADE ELEVATION (D.I., CONC.) (CPEP CMP, PVC) PIPE BEDDING DIA. PIPE AS SPECIFIED ON PLAN OR SPECS. NOTES: 1.5XLD. +18 24` MIN. BACKFILL 1. IN PAVED AREAS AND RIGHTS-OF-WAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM 0-1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12' LIFTS TO 90% PER ASTM 0-1557. 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE "CRUSHED ROCK BEDDING TO 90% MODIFED PROCTOR PER ASTM D-1557. • NOT TO SCALE City of Tukwila TRENCH BEDDING AND BACKFILL SHEET: DS -14A REVISION e1: 08.03 APPROVAL B. SHELTON • CaII before you D 1-800-424-555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY ONES. ITS COSTLY NOTE: EXISTING UTIUTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UT1U11ES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR U11U11ES NOT SHOWN OR . UTIUTIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. 1 REV Eaf ASD. FOR CODE COMPL;ANCE i a R::,,r V1'. 1 JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER. REV. NO, DATE DESCRIPTION APPROVED STAMP NOT VALID UNLESS SIGNED & DATED DALEY-MORROW.-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 CLIENT LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 incorporated ENGINEERING — SURVEYING LAND PLANNING PROJECT 4501 BUILDING DETAILS AND NOTES II DRAWN BY H.D.O. APPROVED A.S.P. B: \Projects\06-205 SCALEAS NOTED I DRawIN 06205enq I SHEET 041 DATE 10/g\31 /13 J'10B� 06-205 T� OF 14 La erldge Yord dw205eng. WG`. 12/2/2014 9:18:59. AM PS O 1co O Ex. SSMH Rim=19.11 I.E.=6.63 (SE) TEMPORARY BENCH I.E.=6.69 (SW) I.E.=6.40 (NW) I.E.=6.90 (N \ 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) Ex. SS C.O. Rim=19.03 Ex. SS C.O. Rim=19.23 Ex. SSMH Rim=19.35 I.E.=7.22 (SE) I.E.=7.03 (NW) I.E.=7.22 (SW) SCALE: 1 "=40' LEGEND Ex. Curb Ex. SSMH Rim=21.32 I.E.=8.52 (SE) I.E.=8.46 (SW) I.E.=8.13 (NW) I.E.=8.32 (NE) 1 1" DOMESTIC WATER SERVICE METER (TO BE INSTALLED) DEDUC ATER METER & BACKFLOW PREVENTION DE CE(TO BE INSTALLED) Ex. SSMH Rirn=22.44 I.E.=14.62 (SE) I.E.=14.44 (SW) I.E.=14:11 (NW) Ex. SSMH RIM=44.08 I.E.=35.68 IN 8" (NE) I.E.=35.78 OUT 8" (SE&SW) ADJUST RIM TO MATC�I NEW GR i3 Ex. SS C.O. Rim=30.11 EXISTING FIRE HYDRA T AND VALVE ASSY. SD Ss GAS rWR W FOUND MON IN CASE EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. SANITARY SEWER MANHOLE CATCH BASIN STORM DRAIN MANHOLE MAILBOX UTILITY POLE GUY ANCHOR POWER VAULT POWER CABINET TELEPHONE RISER STREET SIGN FIRE HYDRANT WATER METER WATER VALVE CYCLONE FENCE STORM DRAIN PIPE SANITARY SEWER PIPE GAS MAIN POWER LINE WATERMAIN C.O.T. = CITY OF TUKWILA PROPOSED MATERIALS ASPHALT CONCRETE CRUSHED ROCK SS C.O. • RIM=45.32 I.E.=37.38 MAX. C.O.T. DTL. SS -03 (SEE SHT. 14 27.6LF 8" D.I. EX. WATER LINE EXISTIN AND V HYDRANT Y. EXISTING VALVE FIRE PROTECTION SERVICE TO DCDVA ASSY. & F.D.C. INSIDE BUILDING TO BE INSTALLED WATER PIPE NOTE: ALL WATER PIPE SHALL BE DUCTILE IRON PIPE, CEMENT LINED, STANDARD THICKNESS, CLASS 52 MINIMUM, CONFORMING TO THE STANDARDS OF AWWA C-151. REVIEWED FOR CODE COMPLIANCE • APPROVED JAN 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER DESCRIPTION APPROVED all before you Dg 1-800-424-555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY UNES. irs COSTLY S. p WASy, DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH. AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 EXIS11NG UTIUTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUTIES. ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTIUTIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. PROJECT ENGINEERING - SURVEYING LAND PLANNING 4501 BUILDING WATER AND SANITARY SEWER PLAN incorporated DRAWN BY H.D.O. STAMP NOT VALID UNLESS SIGNED & DATED 06-205 WG 12 2 2014 8:28:41 AM PS 50 40 30 20 EX. CB—T` 1p RIM=14. I.E.=16.49 k I.E.=16.49 I I.E.=16.69 1op Ex. SSMH Rim=19.35 I.E.=7.22 (SE) I.E.=7.03 (NW) I.E.=7.22 (SW) 0+00 1+00 2+00 3+00 4+00 WATER & SEWER PROFILE HORIZ. SCALE 1"=40' VERT.. SCALE: 1 "=4' Call. before you Dtc -800-424-55n UNDERGROUND SERVICE((USA) S AVOID CUTTING UNDERGROUND UTILITY UNES. IT'S COSTLY NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND U11U11ES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY'FOR UTILITIES NOT SHOWN OR UT1U11ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. 5+00 bi(34.2Act I R>^;i;a;:I FOR CODE COMPLIANCE DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VALID UNLESS SIGNED & GATED ENGINEERING - SURVEYING LAND PLANNING JAN 0 5 2315 City of Tulwiln BUILDING DIVISION! RECEIVED CITY OF TUKWILJ DEC 042014 PERMIT CENTER 5/05/08 Q Q DATE DESCRIPTION APPROVED SS C.O. RIM=45.32 I.E.=37.38 MAX. PER C.O.T. DTL. (SEE SHT. 14) SS -03 STA: 2+87 o) to + M H_. / / , — -- -- -- -' ._ �/� _► ._ _. _- — 1 — 1 WATER SER INSTALL: DOMESTIC /7— / n 11 I I PROPOSED FINISH GRADE ICE METER & BACKF_OW DEDUCT W ' PREVEN TER METER ON DEVICE 12" SD - �, �/ --- IA- --'"n." • 1 1/ I// _i = I.E.=27.86 Ex. CB—Type I ,: -' ' ' ���'��� '"� -_' --� ,- --'' ,-- ,--' —'" '" ,�--'" ; .' ,' / / / %'%� '' : Ex. SSMH ;NE) SE&SW ) RIM=44.08 I.E.=35.68 IN 8" I.E.=35.78 OUT 8" ADJ(4ST RIM TO MATCH NEW' GRADE Rim=30.66 I.E.=27.76 I.E.=27.76 (SW) (NE) 6" (SE) 1; TX. S. 134T ri / ; �''1 / :', ';' / �; ,/ ' / ,' /,' /' am i / ,' ,ir / /x,!. 7 ,,/ II to/ �/ , , i \• ,, .' /,/ '' / /'� ' ri j 11//%hs`© le,/,,04.' 1/ VI// ' I4 (' / I I I 1 ,,/ i ,i / ,/ -' / /''' ; ' ,' L' �'1 �1 , ,,;%'EX. ,7 -"/ / CB 74 W) SE) ;/'� �� TYPE RIM=26.4± I.E.=23.40 I.E.=20.69 II --48"0 (SW) (NW.k NE) i / DATUM ELEV 5.00 N Vi CV - d- 00 N 0) N r7 N ui M O O of LM M d- 00 d' d- 00 00 d' d• d' d• d' co d- O DD d- co. to 0+00 1+00 2+00 3+00 4+00 WATER & SEWER PROFILE HORIZ. SCALE 1"=40' VERT.. SCALE: 1 "=4' Call. before you Dtc -800-424-55n UNDERGROUND SERVICE((USA) S AVOID CUTTING UNDERGROUND UTILITY UNES. IT'S COSTLY NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND U11U11ES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY'FOR UTILITIES NOT SHOWN OR UT1U11ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. 5+00 bi(34.2Act I R>^;i;a;:I FOR CODE COMPLIANCE DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VALID UNLESS SIGNED & GATED ENGINEERING - SURVEYING LAND PLANNING JAN 0 5 2315 City of Tulwiln BUILDING DIVISION! RECEIVED CITY OF TUKWILJ DEC 042014 PERMIT CENTER PROJECT LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING WATER AND SANITARY SEWER PRORLE DRAWN BY H.D.O. SCALE =40' DRAWING 6205enq ri SHEET C-13 0/3113 `10B'� 06-205 OFB205eng. WG 12/2/2014 9:29:27 AM PS APPROVEDA.S.P. DATE B:\Projecte\0$-2L35 Lakeridge Yard dw9 O 14 5/05/08 MH. REVISED WATER DDED EXISTING MPLAANLTTTED PROPOSED SS O & O ADD HYDRANT AND REMOVE EXTERIOR FDC & DDCVA & PIPING, ADD ARE PROTECTION SERVICE TO BLDG. REV. NO. N lc..r DATE DESCRIPTION APPROVED PROJECT LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING WATER AND SANITARY SEWER PRORLE DRAWN BY H.D.O. SCALE =40' DRAWING 6205enq ri SHEET C-13 0/3113 `10B'� 06-205 OFB205eng. WG 12/2/2014 9:29:27 AM PS APPROVEDA.S.P. DATE B:\Projecte\0$-2L35 Lakeridge Yard dw9 O 14 ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT %NTH PNEUMATIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT CONCRETE 150% OF EXISTING DEPTH SAWCUT EXISTING CONCRETE PAVEMENT EXTRA RIGID BASE 5/8' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING OIL MAT DEPTH DETERMINED - BY crrY TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH SAWCUT 150% OF EXISTING DEPTH 5/T MNUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY EXISTING ASPHALT PAVEMENT 5/T MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY NOTES: TYPICAL PATCH FOR FLEXIBLE PAVEMENT 5/8 -MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT/APWA STANDARD SPECIFICATIONS FC R ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IM CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT" 0 SCALE City of Tukwila PAVEMENT RESTORATION RS -03 REVISION 01: 08.03 APPROVAL: B. SHELTON 11/22' 1r ---- , LABELED C.O. I1‘00I 1‘00, 2' FINISH GRADE g { V v .. 0 N t �.� • PWG -1/8" RAISE SII 1- 12'DIA I 43l4 -112`MDEBORDER -. PLAN FIBRE JOINT PACKING VIEW 10" 0' 8-314" Ir 1-1/4'� 45" BEND t] 0 ..qpir k___ 2-7iFP 4. 40,1 ( a'! n 1 - � /4141:6/ 7-3/4' j rj� B' ELEVATION ' CAST IRON RING AND COVER Amy ,'�. *lip: EARTH 11.r. iato__' _ - — — or SIDE SEWER 11111 A _ j1t-7-111IIfI NOTTO SCALE +. City Of j�T_; • Y' Tukwila SANITARY SIDE SEWER CLEAN-OUT SHEET: SS -03 REVISION 1N: 08.03 I APPROVAL: B. SHELTON 40. FINISHED GROUND LIVE METER INSTALLED BY CITY TO MAN 24" GRAVEL 314" OR 1" PARTS LIST: TYPE K COPPER 1 - 1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 - 1" OR 3/4" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD TO SERVICE - TYPE K COPPER PIPE -PVC - POLY ETHYLENE NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE City of Tukwila METER 3/4"OR1" WS -01 REVISION 01: 08.03 I APPROVAL: B. SHELTON Call before you DC� —800-424-555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY N OTE: EXISTING UTIUTY. LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTIUTIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUTIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR U11U11ES NOT SHOWN OR U11U11ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. bl3�.lq DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 incorporated STAMP NOT VALID UNLESS SIGNED & DATED ENGINEERING - SURVEYING LAND PLANNING Raf@E?s ISD FOR • G f COMPL AN CE IJAN 05 2815 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 4.2014 PERMIT CENTER LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING WATER AND SANITARY SEWER DETAILS DRAWING 06205enq SHEET C APPROVED '108` 06-205 4 . rolecte • • Lak:• d ard OF I'* f //� • _///./ / F3 LD C //// // PLANNING APPROVED . No changes "can be made, to those plane without approval from the Planning Division of DCD Approved By: Date: PROPOSED WORK THIS PERMIT EXISTING \WORK APPROX. LOCATION EXISTING FIRE HYDRANT 36" CMP IE 0 CD • N) I M c0 0 "0 / ///,////// BXDQ3LDG ////// //////:. ///////////////// /�' .r!//t.///,/././././, / J sEiiv w s w ct O w 0 c 0 V) L 5' SIRE YARD N isosssiss••caeamss.•oneismir-=smsrasmno'eenssiisi m so NEW 8' HIGH CHAIN LINK SECURITY FENCE (DARK GREEN) AC PAVING 0 -0 a) 0 0 s 0 O O N a) o v z0 (0 N LEGAL DESCRIPTIONS: THE NORHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. TAX. ASSESSOR'S PARCEL NO. 261320-0045 GENERAL NOTES mom- --, ,,, , t, p , .-; „r„,,., ,„,,,,„,,,,,,„„,„....„,,,,,,,„ , ,,, , s„,...„.,„..„40,,, ,,,,,,,---4,,,Nomew ,--,i.:77, ,,f5)Y ",f'=', '1,'1,;14:::;;;::::::::!:;:::::::::::::::::::::::::;;;;;:::: . • NU; 410, IIMPilt10,14:01; C s '0"' =',1416;z4WaYlift:44.11ASICWOM Ntliti Kiri:ft-11" :,,,,i 13 W rid►l..r.�►� // //// //, j s / �/ /'r �� 7 `i / S u176,,\e--.:,!4%,( 0. G iE`.f'IEirki D FC3R CODE COMPLIANCE APPROVED SEPARATE. PERMIT REQU F ED FOR: IiMechanical Electrical Plumbing Gas Piping Clay of Tukwila ' ill D;NG DIVISION A. REQUIRED HYDRANTS PER CITY ORDINANCE TO BE OPERATIONAL PRIOR TO COM- BUSTIBLE BUILDING MATERIALS DELIVERED TO SITE. FIRE FLOW AS REQUIRED. HYDRANT LOCATIONS SHALL BE APPROVED BY FIRE DEPARTMENT. B. BUILDING ADDRESS AT AN APPROVED LOCATION WITH MINIMUM 12 -INCH HIGH NUMBER IN CONTRASTING COLOR. C. SPRINKLER SYSTEMS SHALL COMPLY WITH NFPA AND BE APPROVED BY FIRE DEPARTMENT AND IBC. QUICK RESPONSE HEADS PER EVACUATION ASSISTANCE AREA EXCEPTION. FOR BLDG. SHELL AND OFFICE IMPROVEMENTS D. PORTABLE FIRE EXTINGUISHERS PER NFPA AND IBC IN CONSTRUCTION SHACK. PERMANENT EXTINGUISHER BY OWNER @ 3,000 S.F. MAX. AREA WITH 75' MAXIMUM TRAVEL DISTANCE. E. TENANT IMPROVEMENTS TO HAVE APPROVAL OF BUILDING/FIRE DEPARTMENT PRIOR TO CONSTRUCTION OR OCCUPANCY AND PER SEPARATE PERMIT. F. NO OCCUPANCY PRIOR TO ISSUANCE AND CERTIFICATE OF OCCUPANCY. G. SPECIAL TEST LABORATORY INSPECTION REQUIRED FOR ALL SITE WELDING, HIGH STRENGTH BOLTING AND ALL STRUCTURAL CONCRETE. H. SUSPENDED CEILINGS TO BE DESIGNED FOR EARTHQUAKE ZONE III, SUBMIT CALCS TO CITY AND ARCHITECT FOR APPROVAL. (T.I.) I. CONTRACTOR TO VERIFY ALL DIMENSIONS. DO NOT SCALE DRAWINGS. J. PROVIDE APPROVED MONITORED ALARM SYSTEM TO A SUPERVISED APPROVED CENTRAL STATION. K. PROVIDE APPROVED HOSE STATIONS PER ORDINANCE & W.S.R.B. L. ALL CONCRETE WORK IN EXCESS OF 2000 PSI SHALL BE INSPECTED BY TESTING LAB. M. POUR NO CONCRETE WHEN THE ANTICIPATED SITE TEMPERATURE WILL BE BELOW 34 DEGREES DURING THE FIRST 48 HOURS OF CURING. N. THE CONTRACTOR SHALL CALL STRUCTURAL ENGINEER., FOR FIELD INSPECTIONS PRIOR TO COVERING ROOF DECK. 0. IN THE EVENT OF FIELD ERROR OR OMISSIONS THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND MAKE NO REPAIRS WITHOUT HIS REVIEW. P. SOIL ENGINEER TO VERIFY SOIL BEARING PRIOR TO POURING OF FOOTINGS. Q. SOIL ENGINEER TO INSPECT AND APPROVE BUILDING PAD AND FOOTINGS PRIOR TO POURING FLOOR. R. SOIL ENGINEER TO INSPECT AND APPROVE PAVING AREAS PRIOR TO PAVING. S. CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES TO AVOID INTERFERENCE BETWEEN DIVISIONS OF THE WORK. T. CONTRACTOR TO PROVIDE ALL WORK, SERVICES, AND MATERIALS NECESSARY TO CONSTRUCT A COMPLETE OPERATING FACILITY. U. THE CONTRACTOR SHALL APPLY AND SECURE ALL OCCUPANCY, SEWER, STORM, WATER, ELECTRICAL AND OTHER PERMITS EXCEPT BUILDING PERMIT. HE SHALL PAY ALL NECESSARY FEES AND POST BONDS REQUIRED. V. FUTURE TOILETS TO COMPLY WITH WASHINGTON STATE BARRIER FREE CODE. W. ALL EXPOSED INSULATION SHALL MEET F.S. 25 REQUIREMENTS AND SMOKE DENSITY NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH UBC STANDARD NO. 8-1 X. INSTALL ALL INSULATION ONLY AFTER MOISTURE CONTENT ON ALL MEMBERS IS LESS THAN 15%. PROVIDE TESTING LAB REPORTS VERIFYING TESTING TO THE CITY AND TO THE ARCHITECT'S OFFICE. (INTERIOR ONLY) Y. ALL WALKING SURFACE SLOPES IN DIRECTION OF TRAVEL FOR HANDICAP ACCESS TO BE 1:20 OR LESS EXCEPT 1:12 WHERE H . D S AS NOTED) Z. AT TIME 0 CINST 'UC ION, T'EE PROTECTION FENCES SHALL BE PLACED AROUND T E TE ON THE NEIGHBORING NORTH PROPERTY. THE FENCES SHALL BE PLACED ONE FOOT FOR EVERY INCH IN HEIGHT. NO GRADING ACTIVITY SHALL .00CUR WITHIN THESE PROTECTED AR / / / Z. LIGHTING SHALL BE SHIELDED TO PREVENT ANY OFF-SITE GLARE SPILL OVER TO THE ADJOINING PROJE T DESCRITION y / \ 0 ? (, APPROX. LOCATION EXISTING FIRE/tI,YDRANT JAN 2 1 014+ City of Ia., I1Ma UILDING 'ISION�. IL COPY S TF SLA\ CONSTRUCT A TILT -UP COYVCRETE. BUILDING OF 14,000 .F. FOOT PRINT ON A SITE OF 101,512 S.F. PROJECT TO INCLUDE FULL SITE DEVELOPMENT (UTILITIES AND LANDSCAPING) AND BUILDING WITH OFFICE AND WAREHOUSE SPACES. 15' 30' 60' 90' Plan reviev ap Approval $f con the viol. 't t• dap. le to and,.,a. ions. ments does not authorize or ordinance. Receipt Is d DEFERRED SUBMITTAL LIST 1. MECHANICAL - BY WASH. STATE LICENSED ENGINEER 2. ELECTRICAL - BY WASH. STATE LICENSED ENGINEER 3. FIRE SPRINKLER - BY WASH. STATE LICENSED ENGINEER 4. SMOKE DETECTORS AND MONITORING 5. ENGINEER STAMPED TRUSS DRAWINGS 6. ROOF HATCH, METAL LADDER AND CAGE. 7. AREAS OF EVACUATION ASSISTANCE - PROVIDE QUICK RESPONSE SPRINKLER HEADS IN LIEU OF AREAS OF EVACUATION ASSISTANCE. TENANTS OR USER OF BUILDING TO PROVIDE WRITTEN LIFE SAFETY PLAN ACCEPTABLE TO BUILDING OWNER AND LOCAL BUILDING DEPARTMENT PRIOR TO OCCUPANCY AND ISSUANCE OF CERTIFICATE OF OCCUPANCY FROM CITY. 8. EXTERIOR PRE -FAB STEPS. 9. ROOF MANUFACTURER'S NAME, PRODUCT NAME AND NUMBER AND ICBG APPROVAL NUMBER. 10. CONCRETE DESIGN MIX. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD, WHO SHALL REVIEW THEM AND FORWARD THEM BACK TO THE GENERAL CONTRACTOR WHO WILL DELIVER THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL. CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SPECIAL INSPECTIONS EAS. PROPERTIES. IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING ITEMS WILL ALSO REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SEC. 1704 OF THE INTERNATIONAL BUILDING CODE SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING GH -STRENGTH BOLTS E Y ZONING DISTRICT - C / L1 CONSTRUCTION TYPE 3B FIRE SPRINKLER - ESFR INTERNATIONAL BUILDING CODES OCCUPANCY - S STORAGE AND B OFFIC OVERALL OCCUPANCY B FOR NON -SEPARATED USES. SITE AREA - 101,512 SF BUILDING AREA - 14,000 SF (FIRST FLOOR) 2,996 SF (SECOND FLOOR) 16,996 SF (TOTAL) ALLOWABLE BASE AREA = 19,000 SF PARKING FIRST FLOOR OFFICE = 2000 © 3 1000 = 6 SECOND FLOOR = 3,500 SF © 3/1000 = 11 WAREHOUSE =12,000 SF (4 1/2000 = 6 23 PARKING STALLS REQUIRED, 28 SHOWN VICINITY MAP 1"= 30' SEE SHEET C6 FOR FINISHED GRADING INDEX TO THE DRAWINGS A1.1 ARCHITECTURAL SITE .PLAN 01 COVER SHEET C2 EXISTING CONDITIONS C3 HORIZONTAL SITE PLAN C4 T.E.S.C. PLAN C5 T.E.S.C. DETAILS AND NOTES C6 GRADING / PAVING PLAN C7 CROSS SECTIONS C8 STORM DRAINAGE PLAN C9 STORM DRAIN PROFILES 010 DETAILS AND NOTES C11 DETAILS AND NOTES 2 C12 WATER AND SANITARY SEWER PLAN C13 WATER AND SANITARY SEWER PROFILES 014 WATER AND SANITARY SEWER DETAILS L1 LANDSCAPE PLAN, DETAILS AND NOTES L2 IRRIGATION PLAN, DETAILS AND NOTES 1 MITIGATION PLAN AND NOTES 2 MITIGATION PLAN, SCHEDULES AND DETAILS. 3 MITIGATION NOTES City Of 11,11cwila BUILDING DIVISION A1.2 SITE DETAIL A2.1 FLOOR PLAN A2.2 CEILING PLANS AND SCHEDULES A2.3 ROOF PLAN AND DETAILS A3.1 ELEVATIONS A4.1 WALL SECTIONS A4.2 WALL SECTIONS A4.3 INTERIOR WALL SECTIONS A4.4 STAIR SECTIONS A5.1 DETAILS A5.2 DETAILS RECEIVED CITY OF TUKWILA DEC 2 3 2013 PERMIT CENTER S1.1 GENERAL STRUCTURAL NOTES S1.2 GENERAL STRUCTURAL NOTES (CONT.) S2.1 FOUNDATION AND MEZZANINE PLAN S2.2 ROOF FRAMING PLAN S2.3 INTERIOR PANEL ELEVATIONS S2.4 INTERIOR PANEL ELEVATT,ONS ,s9.„.6' cfrmeu 53.1 TYPICAL CONCRETE DETAILS .E GvAs K) S3.2 CONCRETE DETAILS S3.3 CONCRETE DETAILS S6.1 WOOD FRAMINC DETAILS •NP e-Arcui MWit. vAt“,f- .y- p-oof fo NG PerPrI/g 54 0 -P ry I. &- ouvortc.c, N0E. VERTICAL DATUM: NAVD '88 —3.51' to NAVD 29 BENCHMARK INVERT OF SANITARY SEWER MANHOLE 22.6' N.E. & 28.25' N.W. OF THE N.W. CORNER OF SUBJECT PROPERTY. BASED ON CITY OF TUKWILA SANITARY SEWER ASBUILT LID No. 24 SHEET 2 OF 5 ELEV.=6.63 HORIZONTAL CONTROL: REF: SURVEY BY LUND & ASSOCIATES RECORDING No. 7808119004 FOR: GERALD M. McLEES NOTE: THERE ARE NO CITY OF TUKWILA CONTROL MONUMENTS WITHIN PROXIMITY OF THIS PROJECT LEGAL DESCRIPTIONS: THE NORTHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. C. 15, IMPERVIOUS SURFACE AREA: NEW PARKING AND ACCESS ASPHALT PAVING 40,960.59 sq. ft. 0.9 Acres CONC. WALKS 2372.8 sq. ft. BUILDING FOOTPRINT 13,750.00 sq. ft. 0.3 Acres TOTAL AREA 57,083.32 1.33 Acres CUT & FILL VOLUMES: CUT=740 CU. YDS. FILL=568 CU. YDS. NET=172 CU. YDS. CUT J.NN66°15'03' 11.67' 2613200084 4495 S. 134TH PL. 98168 NORTH STREAM DEVELOPMENT N. GE0 KIND C 2613200003 / 4500 S 133RD ST 98168 CALIFORNIA AVENUE CO. 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) 2613200086 4487 S. 134TH PL. 98168 FOSTORIA PARK ASSOC. LLC. / • \ / • • 1 261660005 4550 S. 134TH ST. 98168 PACIFIC NW IRONWORKERS & EMPL. / N20- / `. 22— 26 24- \ NTY, S TE / / 2613200043 4601 S 134TH PL 98168 JOLLY FAMILY PROPERTIES 11 / / / / / 261660035 4650 S 134TH PL 98168 TUKWILA PROPERTY, LLC. iNNN eto 2613200042 4611 S 134THP,L� 98168 ARION PARTNE S, LLC. 4j G �Dsr Q A / > / • / -66 No, ---4'16"1320(11-1CAD P RD . ,3445 HUNTER OSP, VA. 1 9818 C�� 019 s. �4)(1,0 O P5 S• 9816 23�1MPc&Sv 6 1 %Po\ s 5 c QP I EX. INGR REC. No. O) i i i / /2613200055 4585 S. 134TH PL. 98168 KEELER PROPERTIES., LL SSc EGRESS EASEMENT 8855 Call before you 1-800-424-555S UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY / / NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE 11 -IAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. / / / F ►� . REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION ING TIN SCALE: 1"=40' These plans have been reviewed by the Public Works Department for conformance with current City 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: t=fdt'YI DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 incorporotad STAMP NOT VALID UNLESS SIGNED & DATED 5T.• VICIXITY IAPH.s. DEVELOPER: LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA., 98057 PHONE No. (425) 228-9750 ENGINEER/S UREYOR: DMP, INC 726 AUBURN WAY N. AUBURN, WA. 98002 PHONE: (253) 333-2200 FAX: (253) 333-2206 SITE ADDRESS 4501 S. 134TH PL. TUKWILA WA. SHEET INDEX: C-1 OF 14 COVER SHEET C-2 OF 14 EXISTING CONDITIONS C-3 OF 14 HORIZONTAL SITE PLAN C-4 OF 14 T.E.S.C. PLAN C-5 OF •14 -T.E.S.C.-DETAILS AND' NOTES C-6 OF 14 GRAD1NG/PAV(NC"PL'AN C-7 OF 14 CROSS SECTIONS C-8 OF 14 C-9 OF 14 C-10 OF 14 C-11 OF 14 C-12 OF 14 C-13 OF 14 C-14 OF 14 STORM DRAINAGE PLAN STORM DRAIN PROFILES DETAILS AND NOTES DETAILS AND NOTES II WATER AND SANITARY SEWER WATER AND SANITARY SEWER WATER AND SANITARY SEWER CORRECTION ITR# N3 al ENGINEERING — SURVEYING LAND PLANNING PLAN PROFILES DETAILS RECEIVED CITY OF TUKWILA NOV 0 1 2013 PERMIT CENTER REV. NO. CIJENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 APPROVED 4501 BUILDING COVER SHEET ro Iects Lakeridge ard dwo • • • en o P WG 10 01 10:2 :14 AM 166°15'03" 11.67' VERTICAL DATUM: NAVD '88 (ASSUMED) BENCHMARK INVERT OF SANITARY SEWER MANHOLE 22.6' N.E. & 28.25' N.W. OF THE N.W. CORNER OF SUBJECT PROPERTY. BASED ON CITY OF TUKWILA SANITARY SEWER ASBUILT LID No. 24 SHEET 2 OF 5 56'X46' DETENTION/WATER QUALITY VAULT Ex. CB -Type 1 Rim=41.91 I.E.=38.91 (SW) I.E.=39.31 (SE) I.E.=38.71 (NE) ABANDON 12" (SW) AND PLUG Ex: SSMH RIM=44.08 I.E.=35.68 IN 8" (NE) I.E.=35.78 OUT 8" (SE&SW) EX. CB TYPE 1 RIM=43.96 I.E.=40.91 Ex. SSMH Rim=19.11 I.E.=6.63 (SE) TEMPORARY BENCH I.E.=6.69 (SW) I.E.=6.40 (NW) \ I.E.=6.90 (NE� 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) 42.7LF 12"S @ 0.50% EX. CB TYPE 11 48"0 W/VANED GRATE RIM=31.55 I.E.=26.29 (SE&NE) 25.1 LF 12"SD @ 0.50% EX. CB TYPE II -48"0 RIM=32.00 I.E.=26.16 (SW,NW&SE) 38.8LF 12"SD @ 12.00% ?9A %+3 q EX. CB TYPE 19A ��'�' W/VANED GRATE C RIM=37.02 �. I.E.=34.01 (SE&NE) / EX. CB TYPE I RIM=29.53 I.E.=26.50 Ex. Curb \'Q 36" CMP IE=13.81 Ex. SS C.O. Rim=19.03 Ex. SS C.O. Rim=19.23 0 Ex. 12" Culvert I.E.=14.34 Ex. SSMH Rim=19.35 I.E.=7.22 (SE) I.E.=7.03 (NW) I.E.=7.22 (SW) Ex. 12" Outlet I.E.=15.79 Ex. SS C.O. Rim=19.20 7' \ 20_ 22- 94, 4, 5.2LF 12" @ 0.50% s, 9.OLF 8" @ 3.14% \y' 3.5LF 15' @ 6.62% 8. DI .c� \ \ �C' \ @ EX. CB TYPE II-48Zo D.I. RIM=26.4± I.E.=23.40 (EX. SW) .E.=18.76 I.E.=20.69 (NW&NE) 6" BLUE RUCE .4LF 12" SD @ // 12.00% / x CB -Type I W/Solid Lid Rim=20.85 I.E.=17.60 (NW) I.E.=17.70 6" (S) / / x. CB -Type 1 Rim=19.74 I.E.=16.49 I.E.=16.49 I . I . E.=16.69 E.=16.49 (SW) (N) (SE) 12"(SW)NEW \ \ \ \ NEX. CB TYPE/II-4'0 IM=33.0 (6" ABOVE GRADE) W/ . 0 AR W/LO ING /OUND COVER I.E.=21.5 12" (NW) I.E.=19 9 12" (NE) 30' ACCESS & MANU (REC. No. 2006091100 21.7L @ 7.65 TO BE ABANDONED x. Rim=4 I.E.=39 I.E.=3 / \ / - \ //54-/ 58.56. 7, �`6p 5° �� /op' � X62 �6 // / ------ i66 52----/ // / 68' / / c30 /� � = / 4" ORNAMENTAL FIRS o8'/ 62� -66- -68--- Al) t i I i 6-6" THUNDERCLOUD PLUM TREES 25' O.C. x. CB -T e Rim=39. 6 I.E.=3 .21 (SW) I.E.- 7.06 (NE) TO BE ,ABANDONED EX CB TYPE 11 48"0 /GRATE RIM=44.20 I.E.=39.63 (SW&NE) EX. CB TYPE II W/SOLID LOCKING LIDS RIM=46.80 I.E.=40.04 (NW&NE) EX. INGR SSA EGRESS EASEMENT REC. No. 88556 1 \ \ Type I-48"0 .76 . CB TYPE II "48"0 W/GRATE RIM=44.23 I.E.=39.28 (SW&NW) 7 \ aII before you ID C. 800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY UNES. IT'S COSTLY / / EASEMENT Ex. CB -Type 1 Rim=30.66 I.E.=27.76 (SW) I.E.=27.76 (NE) I.E.=27.86 6" ( / / / / / REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION LEGAL DESCRIPTIONS: • \ Ex. SSMH Rim=21.32 I.E.=8.52 (SE) I.E.=8.46 (SW) I.E.=8.13 (NW) I.E.=8.32 (NE) Ex. SSMH Rim=22.44 I.E.=14.62 (SE) I.E.=14.44 (SW) I.E.=14.11 (NW) SD SS GAS PWR w 0 20 40 SCALE: 1"=40' LEGEND FOUND MON IN CASE EX. P A EEI EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. SANITARY SEWER MANHOLE CATCH BASIN STORM DRAIN MANHOLE MAILBOX U11LITY POLE GUY ANCHOR POWER VAULT POWER CABINET TELEPHONE RISER STREET SIGN FIRE HYDRANT WATER METER WATER VALVE CYCLONE FENCE STORM DRAIN PIPE SANITARY SEWER PIPE GAS MAIN POWER LINE WATERMAIN C.O.T. = CITY OF TUKWILA THE NORTHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. NOTE: THE TITLE REPORT CONTAINS AN INGRESS, EGRESS EASEMENT REC. No. 9710100221 THAT IS INCORRECTLY DESCRIBED IN THE RECORDED DOCUMENT BY THE OMISSION OF A COURSE DISTANCE AND BEARING MAKING THE LOCATION INDETERMINATE. THEREFORE IT DOES NOT APPEAR ON THESE PLANS. NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UIIUTIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTIUTIES NOT SHOWN OR U11UT1ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. APPROVED DEC 12 2013 City of Tukwila PUBLIC Works b (3,111i N\/ /// RECEIVED CITY OF TUKWILA I WV 0 1 2013 PERMIT CENTER DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VALID UNLESS SIGNED do DATED ENGINEERING - SURVEYING LAND PLANNING REV. NO. CLIENT DATE DESCRIPTION APPROVED PROJECT LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING EXISTING CONDITIONS DRAWN BY SCALE DRAWING H.D.O. 1"=40' 06205enq SHEET C-2 APPROVEDA.S.P. DATE 10/31/13 JOB# 06-205 OF 14 B:\Projects\06-205 Lakeridge Yard dwg_06205eng.DWG 10/31/2013 10:27:14 AM PDT 2613200084 4495 S. 134TH PL. 98168 NORTH STREAM DEVELOPMENT 3' GATE IN FENCE FOR ACCESS 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) 2613200086 4487 S. 134TH PL. 98168 FOSTORIA PARK ASSOC. LLC. NOTE: ALL CURBS AT NOSE END OF VEHICLES ARE 2' INSIDE THE STALL DEPTH TO ALLOW FOR VEHICLE OVERHANG WITH MIN. 3' FLAT AREA BETWEEN OBSTRUCTIONS OR GRADE BREAKS, EXCEPTING THE STALLS IN THE LANDCAPE ISLAND ROCK 0 KEYSTONE WALL yr yr re yr yr v CONC. RAM r yr r / Ex. Curb v e 4, r 2613200003 / 4500 S 133RD ST 98168 CALIFORNIA AVENUE CO. \ X` \\ • • / 1 261660005 4550 S. 134TH ST. 98168 PACIFIC NW IRONWORKERS & EMPL. / / // \ 1 //5/ SID'6,YARD C. WALK EX. CONC. VERT CURB & GUTTER ONC. RAMP TRANSITION TO EX. ASPHAL PAVING v ETBA \ / / / / 261660035 4650 S 134TH PL 98168 TUKWILA PROPERTY, LLC. 2613200043 4601 S 134TH PL 98168 JOLLY FAMILY PROPERTIES II .D.A. RAMP 5, C. WALK CONC. VERT RB & GUTTER 5' BSBL N ,PROPOSED BUILDING, 40' 0/\ INGRESS & EGRESS EASEMENT // (REC. No. 971010022/1) GUARD POSIT' 7/1.2 KEYSTONE ,WALL / 4. 2613200042 4611 S 134TH P/' 98168 ARION PARTNE S, LLC. 30' ACCESS & MANUVERI 'a EASEMENT (REC. No. 200609110016) 5' SIDE YARD SETBACK i66°15'03" 11.67' fl16137001/1 3445ADAM RD UN1ER `ISP M. N S. 98168 -1‘1\c 9 261320MPCP 0� SvSP 1�5l F \\\ NESSE EX. INGRE REC. No. N6� 5 / / /2613200055 4585 S. 134TH PL. 98168 SS. EGRESS EASEMENT 88556 KEELER PROPERTIES., LL$. \ \ \ \ \ \ aII before you DIc 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. In COSTLY / / / / / N\ / / LEGAL DESCRIPTIONS: NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTJUTIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. THE NORTHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. NOTE: THE TITLE REPORT CONTAINS AN INGRESS, EGRESS EASEMENT REC. No. 9710100221 THAT IS INCORRECTLY DESCRIBED IN THE RECORDED DOCUMENT BY THE OMISSION OF A COURSE DISTANCE AND BEARING MAKING THE LOCATION INDETERMINATE. THEREFORE IT DOES NOT APPEAR ON THESE PLANS. \ NN APPROVED DEC 12 2013 City of Tukwila PUBLIC Works DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 Ff incorporotad STAMP NOT VAUD UNLESS SIGNED h DATED ENGINEERING - SURVEYING LAND PLANNING SCALE: 1"=40' REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION \N\ N\N RECEIVED CITY OF TUKWILA NOV 01 2013 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING HORIZONTAL SITE PLAN APPROVED DRAWN BY SCALE DRAWING H.D.O. 1"=40' 06205enq APPROVED DATE DATE 10/31/13 06-205 B:\Projects\06-205 Lakeridge Yard dwg 06205eng.DWG 10/31/2013 10:38:28 AM PDT SHEET C-3 OF 14 3°15'03" 11.67' 4)67 58,//7i//���/ Sc60-.„/ _� 7"c" -66 4� / / s 6' 68_�A////06 56'X46' DETENTION/WATER QUALITY VAULT NOTE: PROTECT ALL TREES ON SITE Ex. CB -Type I Rim=41.91 I.E.=38.91 (SW) I.E.=39.31 (SE) I.E.=38.71 (NE) ABANDON 12" (SW) AND PLUG EX. SILT FENC (TYP.), REPAIR AS NECESSARY -SEE DETAIL SHT. 5 Ex. SSMH RIM=44.08 I.E.=35.68 IN 8" (NE) I.E.=35.78 OUT 8" (SE&SW) EX. CB TYPE I RIM=43.96 I.E.=40.91 Ex. SSMH Rim=19.11 I.E.=6.63 (SE) TEMPORARY BENCH I.E.=6.69 (SW) I.E.=6.40 (NW) \ I.E.=6.90 (NE \ 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) 42.7LF 12"S @ 0.50% EX. CB TYPE II 48"0 W/VANED GRATE RIM=31.55 I.E.=26.29 (SE&NE) 25.1 LF 12"SD @ 0.50% EX. CB TYPE II -48"0 RIM=32.00 I.E.=26.16 (SW,NW&SE) 38.8LF 12"SD @ 12.00% 7* /45 *9A 7 EX. CB TYPE 1 RIM=29.53 I.E.=26.50 36" CMP IE=13.81 Ex. SS C.O. Rim=19.03 Ifri,"<zA '6%. ,. / 4i,9A 4o ;rte s<p Ex. SS C.O. Rim=19.23 Ex. Curb EX. CB TYPE I W/VANED GRATE RIM=37.02 I.E.=34.01 (SE&NE) • Ex. 12" Culvert I.E.=14.34 Ex. SSMH Rim=19.35 I.E.=7.22 (SE) I.E.=7.03 (NW) I.E.=7.22 (SW) Ex. 12" Outlet / I.E.=15.79 Ex. SS C.O. Rim=19.20 7' 20- 22- 24- �Gy\ 3.5LF 15' @ 6.62% 29.OLF 8" DI @ 3.14% •9 / EX. CB TYPE II -48Z0 5.2LF 12" D.I. RIM=26.4± @ 0.50% I.E.=23.40 (EX. SW) .E.=18.76 I.E.=20.69 (NW&NE) 4LF 12" SD @ // \ 12.00% \EX. CB TYPE/II-4'0 FLIM=33.0(6" ABOVE GRADE) W/ CO CO AR W/LO ING OUND COVER I.E.=21.5 12" (NW) I.E.=19 9 12" (NE) NSTALL CB PROTECTION, (TYP.), -SEE DETAIL SHT. 5 6" BLUE RUCE 30' ACCESS & MANU (REC. No. 2006091100 21.7L @ 7.65'a TO BE ABANDONED x."B-Type I-48"0 Rim=4•.76 I.E.=39 I.E.=3•.. 8 / 7-52 / //� �\ /\ \6p ,58 50,-----v;7 ----___./7/ / �I X66 5'2=-20/ -V 68 4" ORNAMENTAL FIRS it i i i 6-6" THUNDERCLOUD PLUM TREES 25'*. 0.C. x. CB -T Rim=39. 6 I.E.=3 .21 (SW) I.E.- 7.06 (NE) TO BE ,ABANDONED EX CB TYPE 11 48"0 /GRATE RIM=44.20 I.E.=39.63 (SW&NE) EX. CB TYPE III B' W/SOLID LOCKING LID. RIM=46.80 I.E.=40.04 (NW&NE) EX. INGRSSc EGRESS EASEMENT REC. No. 8855bd� \ \ \ \ \ . CB TYPE II '48"0 W/GRATE RIM=44.23 I.E.=39.28 (SW&NW) \ CaII before you D c. 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY / / 6) EASEMENT Ex. CB -Type I Rim=30.66 I.E.=27.76 (SW) I.E.=27.76 (NE) I.E.=27.86 6" (,,n / / / x CB -Type 1 W/Solid Lid Rim=20.85 I.E.=17.60 (NW) I.E.=17.70 6" (S) / / / x. CB -Type I Rim=19.74 I.E.=16.49 I.E.=16.49 I.E.=16.69 I.E.=16.49 \ S (SW) (N) (SE) 12" (SW) / LEGAL DESCRIPTIONS: NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUTIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. NEW Ex. SSMH Rim=21.32 I.E.=8.52 (SE) I.E.=8.46 (SW) I.E.=8.13 (NW) I.E.=8.32 (NE) Ex. SSMH Rim=22.44 I.E.=14.62 (SE) I.E.=14.44 (SW) I.E.=14.11 (NW) \ x NN THE NORTHWESTERLY 52.75 FEET OF THE SOUTHEASTERLY 145 FEET OF LOT 15, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE(S) 95, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHEASTERLY 282.25 FEET IN WIDTH OF SAID LOT 15; EXCEPT THE SOUTHEASTERLY 30 FEET IN WIDTH OF THE NORTHEASTERLY 282.12 FEET OF SAID NORTHWESTERLY 127 FEET IN WIDTH.. TAX PARCEL #: 361320-0045 NNNi \\ N iNNN, Nx\s\\ \\x\ \x\ b(3galq SD SS GAS PWR w 0 20 40 SCALE: 1 "=40' LEGEND ® FOUND MON IN CASE 0 E- P EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. ® EX. D4 EX. EX. EX. EX. EX. EX. EX. SANITARY SEWER MANHOLE CATCH BASIN STORM DRAIN MANHOLE MAILBOX UTILITY POLE GUY ANCHOR POWER VAULT POWER CABINET TELEPHONE RISER STREET SIGN FIRE HYDRANT WATER METER WATER VALVE CYCLONE FENCE STORM DRAIN PIPE SANITARY SEWER PIPE GAS MAIN POWER LINE WATERMAIN C.O.T. = CITY OF TUKWILA REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION APPROVED DEC 12 2013 City of Tukwila PUBLIC Works DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VALID UNLESS SIGNED & DATED ENGINEERING - SURVEYING LAND PLANNING / / / RECEIVED CITY OF TUKWILA NOV 0 1 2013 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING T.E.S.C. PLAN APPROVED DRAWN BY H.D.O. APPROVED A.S.P. B:\Projects\06-205 SCALE 1"=40' DRAWING DATE 10/31/13 '1OB 06-205 OF Lakeridge Yard \dwg`06205eng.DWG 10/31/2013 10:38:28 AM PDT SHEET C-4 14 GRADING AND EROSION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE' 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. C. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES,. AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS-OF-WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS,THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: A. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. E. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. CONSTRUCTION SEQUENCE: 1. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH CITY OF TUKWILA SITE INSPECTOR. 2. INSTALL SILT FENCE AS NEEDED. REPAIR EXISTING DAMAGED SILT FENCE. 3. FLAG CLEARING LIMITS. 4. CLEAR AND GRADE SITE WITHIN CLEARING LIMITS. INSTALL WALLS, ROCKERIES PER PLAN AND DETAIL. 5. PROVIDE CATCH BASIN INLET PROTECTION. 6. INSTALL UTILITIES. 7. BEGIN BUILDING CONSTRUCTION. 8. FINISH GRADE & PAVE PER PLANS. 9. STABILIZE ALL DISTURBED AREAS. 10. FLUSH & CLEAN STORM DRAINAGE FACILITIES. 11. INSTALL LANDSCAPING. 12. UPON FINAL SITE STABILIZATION, CLEAN SITE AND REMOVE REMAINING EROSION AND SEDIMENTATION CONTROL MEASURES UPON SITE STABILIZATION. CaII before you IDc 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY E V IEWED CDE COMPLIANCE. APPROVED I JAN 212014 City oG Tukwila DIVISION 3UIL01N - NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. STAMP NOT VALID UNLESS SIGNED & DATED /- CATCH BASIN r GRATE I I I I II 111u i OVERFLOW SOLID WALLS FILTER MEDIA FOR DEWATERING POROUS -/1 BOTTOM APd A 0 4 dp0 , 4 A' Apd, • 44 d d a - d Q Q d G • 4A 's\ • A d 4 /K NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 C.F. OF STORAGE, THE MEANS TO DEWATER THE STORED SEDIMENT, AN OVERFLOW, AND CAN BE EASILY MAINTAINED. MAINTENANCE STANDARDS: 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON-SITE OR HAULED OFF-SITE. 2. REGULAR MAINTENANCE IS CRITICAL UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. CATCH BASIN INSERT N.T.S. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. u��- a --I r-11:-111-1 1r..r n-i-�1=�r.-�r• ir- I - .n. 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE MAINTENANCE STANDARDS: 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC MINIMUM 4"x4" TRENCH. BACKFILL TRENCH WITH NATIVE SOIL OR 3/4"-1.5" WASHED GRAVEL 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE AND/OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6" HIGH. 5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. SILT FENCE with LINEAR TRENCH N.T.S. DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 br3,1(/ APPROVED DEC 12 2013 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA NOV 0 1 2013 PERMIT CENTER REV. NO. CLIENT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 APPROVED ENGINEERING - SURVEYING LAND PLANNING PROJECT 4501 BUILDING T.E.S.C. DETAILS AND NOTES DRAWN BY H.D.O. APPROVED A.S.P. B:\Projects\06-205 SCALE AS NOTED DRAWING SHEET C-5 DATE 10/31/13 06-205 OF 14 Lakeridge Yard dwg 06205eng.DWG 10/31/2013 10:38:28 AM PDT 466°15'03" 11.67' GRADE 16:1± FOR 4'± FROM BUILDING THEN 3:1 MAX. TO MATCH EXISTING GRADE CO? P/L RETAINING WALL UNDER PARKING LOT EDGE MAX. HT. 3' GRADE 12:1± FOR 4'± THEN 3:1 MAX. TO MATCH EXISTING GRADE C�?P/L CONC. RETAINING WALL ROCK OR KEYSTONE WALL 4' MAX. HT. / 9 9 9 fr6 9 9 9 \ 9 9 \ \ i / \ \ / 9 9 9 99 / / / / / / / \ 20 N 22_ 2' / �9 99 26 7\ 9t, 9' O )/ 24- / / SAWCUT EXISTING / PAVING 1' FROM EDGE\/ AND SEAL JOINT / 9 • • • 9 9• ••9 • ••9 • S2o / / — KEYST E WALL 3' MAX. T. TO EXISTING GRA E / 56/Z 7/777 60-.N„../1 62- •64-, -66- -68� or - 1 co AC 9 9 9 16' — — i \ \ \ \ \ \ \CCII before you C� 1-800-424-555)5 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTIUTY LINES. IT'S COSTLY / / / / / NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR U11U11ES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. / \ N 0 0 SD SS GAS PWR W SCALE: 1"=40' LEGEND ® FOUND MON IN CASE %Q/ EX. SANITARY SEWER MANHOLE ® EX. CATCH BASIN (a) EX. STORM DRAIN MANHOLE EX. MAILBOX EX. UTILITY POLE F- EX. GUY ANCHOR EX. POWER VAULT ▪ EX. POWER CABINET EX. TELEPHONE RISER EX. STREET SIGN EX. FIRE HYDRANT ® EX. WATER METER M EX. WATER VALVE O o EX. CYCLONE FENCE EX. STORM DRAIN PIPE EX. SANITARY SEWER PIPE EX. GAS MAIN EX. POWER LINE EX. WATERMAIN P C.O.T. = CITY OF TUKWILA REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 12014 BUILDING City DIVISION \XX \i\/ b 16541)**81 //// / / RECEIVED CITY OF TUKWILA / NOV 0 1 2013 PERMIT CENTER DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VAUD UNLESS SIGNED & DATED APPROVED DEC 122013 City of Tukwila PUBLIC Works ENGINEERING — SURVEYING LAND PLANNING / REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING GRADING /PAVING PLAN APPROVED DRAWN BY H.D.O. SCALE 1"=40' DRAWING 06205eng APPROVED A.S.P. B: \Projects\06-205 DATE 10/31 /13 Lakeridge Yard dwg\06205eng. Job 06-205 SHEET C-6 OF 14 WG 10/31/2013 10:49:05 AM PDT 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 IACADAM RD. J r4—----- r� EX. CHAINL�NK \ FENCE \ _ -- 1 �� KEYSTONE MAX. HT. GRADE 1 i A5r r I I I I /II � FF=45.5 IN VERTED CRO DRIVEWAY N -;y I I i I --- J v I I EX. EDGE OF \ ROAD \ \ \ \ \ \ , \ \ I EX. BANK OR ROCKERY I l� EX. GRADE PROPOSED GRADING — xgppRp �NI\ \ — B -U -I -L -Bifid -G --PAD N FF=45.5 CONC. WALK/ADA RAMP — GRAVEL YARD EDGE OF CONC. PADCODE LOW.PT/CATCH BASIN REVIEWS FOR COM'LIANCE . ED JAN 21 014 SAWCUT 1' FROM OF EX. SEAL EDGE PVMT.City JOINT N • ofT ila L BUILDING DIVISION. N .'—`I1 \ \ \ J 0_ I � }I l 1 `I C\ \ EX. ROAD. EL.=10.34 0 100 200 300 400 SECTION A—A HOR/Z. SCALE: 1"--=-40' VERT. SCALE: 1"=4' 500 600 Call before you I C� 1-800-424-555S UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY 700 800 NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. J 0 50 5.29' EX. BUILDNG IDE DITCH 900 4. 40 35 30 25 EX. BUILDNG EX. RR TIE LANDSCAPE PLANTER 0 DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VALID UNLESS SIGNED & DATED ENGINEERING - SURVEYING LAND PLANNING '100 SECTION B—B HOR/Z. SCALE: 1"=40' VERT. SCALE: 1"=4' 200 APPROVED DEC 12 2013 City of Tukwila PUBLIC Works WALL 3' TO EXISTING RECEIVED CITY OF TUKWILA NOV 0 1 202 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING CROSS SECTIONS APPROVED DRAWN BY H.D.O. SCALE 1"=40' DRAWING 06205enq SHEET C-7 APPR0VEDA.S.P. DAIE 10/31 /13 Joe# 06-205 OF 14 B: \Projects\06-205 Lakeridge Yord\dwg 06205eng. )WG 10/31/2013 10:49:05 AM PDT` r4—----- EX. GRAD _ _ -- 1 �� KEYSTONE MAX. HT. GRADE 1 i A5r r I I I I /II � FF=45.5 IN VERTED CRO DRIVEWAY N -;y I I i I 0 DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VALID UNLESS SIGNED & DATED ENGINEERING - SURVEYING LAND PLANNING '100 SECTION B—B HOR/Z. SCALE: 1"=40' VERT. SCALE: 1"=4' 200 APPROVED DEC 12 2013 City of Tukwila PUBLIC Works WALL 3' TO EXISTING RECEIVED CITY OF TUKWILA NOV 0 1 202 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING CROSS SECTIONS APPROVED DRAWN BY H.D.O. SCALE 1"=40' DRAWING 06205enq SHEET C-7 APPR0VEDA.S.P. DAIE 10/31 /13 Joe# 06-205 OF 14 B: \Projects\06-205 Lakeridge Yord\dwg 06205eng. )WG 10/31/2013 10:49:05 AM PDT` Ex. CB -Type 1 Rim=41.91 I.E.=38.91 (SW) I.E.=39.31 (SE) I.E.=38.71 (NE) ABANDON 12" (SW) AND PLUG EX. CB TYPE I RIM=43.96 I.E.=40.91 56'X46' DETENTION/WATER QUALITY VAULT 42.7LF 12"S Q 0.50% EX. CB TYPE 11 48"0 W/VANED GRATE RIM=31.55 I.E.=26.29 (SE&NE) 25.1 LF 12"SD © 0.50% EX. CB TYPE II -48"0 RIM=32.00 I.E.=26.16 (SW,NW&SE) 38.8LF 12"SD 12.00% EX. CB TYPE I W/VANED GRATE RIM=37.02 I.E.=34.01 (SE&NE) i>d EX. CB TYPE 1 RIM=29.53 I.E.=26.50 36" CMP IE=13.81 4, d Ex. 12" Culvert I.E.=14.34 Ex. 12" Outlet I.E.=15.79 d \ 20- %22- • 24- 5.2LF 12" D.I ® 0.50% 3.5LF 15' CO 6.62% 9.0LF 8" DI 3.14% /1)jAt, EX. CB TYPE II -480 RIM=26.4± I.E.=23.40 (EX. SW) .E.=18.76 I.E.=20.69 (NW&NE) / / / x CB -Type 1 W/Solid Lid Rim=20.85 I.E.=17.60 (NW) I.E.=17.70 6" (S) / x. CB -Type 1 Rim=19.74 I.E.=16.49 (SW) I.E.=16.49 (N) I.E.=16.69 (SE) I.E.=16.49 12" (SW) NEW REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION ' .4LF 12" SD © / 12.00% 'REX. CB TYPE/II-/8"0 IM=33.0 (6" ABOVE GRADE) W/ CON COJLAR W/LO ING OUND COVER I.E.=21.5 12" (NW) I.E.=19 9 12" (NE) 5oi // / 70/� r76.-- CP X78 NZ fob//V/56'./777/74 Icor//t77 77 -68--- �\ x. CB -T Rim=39. 6 I.E.=3 .21 (SW) I.E.- 7.06 (NE) TO BE /BANDONED EX/ CB TYPE 11 48"0 /GRATE RIM=44.20 I.E.=39.63 (SW&NE) EX. CB TYPE II 8' W/SOLID LOCKING LIDS RIM=46.80 I.E.=40.04 (NW&NE) /N66°15'03'W 11.67' \ \ Call before you iD g 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY 21.7L Co? 7.65 TO BE ABANDONED x. B- Type -48"b Rim=46.76 I.E.=39x8 (N CB TYPE II 48"0 W/GRATE RIM=44.23 I.E.=39.28 (SW&NW) / / Ex. CB -Type I Rim=30.66 I.E.=27.76 (SW) I.E.=27.76 (NE) I.E.=27.86 6" (E4) / / / x \ SD SS GAS PWR W SCALE: 1"=40' LEGEND ® FOUND MON IN CASE EX. SANITARY SEWER MANHOLE CATCH BASIN EX. STORM DRAIN MANHOLE EX. MAILBOX EX. UTILITY POLE GUY ANCHOR POWER VAULT POWER CABINET TELEPHONE RISER EX. STREET SIGN EX. FIRE HYDRANT EX. WATER METER EX. WATER VALVE EX. CYCLONE FENCE EX. STORM DRAIN PIPE EX. SANITARY SEWER PIPE EX. GAS MAIN EX. POWER LINE EX. WATERMAIN C.O.T. = CITY OF TUKWILA E- EX. EX. EX. EX. n O 0 ROOF DRAIN NOTE: ROOF DRAINS SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM ROOF DRAINS SHALL NOT BE CONNECTED TO THE FOUNDATION DRAINS ACCESS CONSTRUCTION NOTE: CONTRACTOR TO PHASE UTILITY INSTALLATION & PAVEMENT RECONSTRUCTION ALONG ACCESS ROAD TO PROVIDE CONTINUOUS ACCESS TO ALL AFFECTED PROPERTIES. CONTRACTOR SHALL NOTIFY AFFECTED PROPERTIES AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXXCT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GRDUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 incorporated STAMP NOT VAUD UNLESS SIGNED & DATED ENGINEERING - SURVEYING LAND PLANNING APPROVED DEC 12 2013 City of Tukwila PUBLIC Works N\/ / RECEIVED / CITY OF TUKWILA NOV 0 1 2013 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING STORM DRAINAGE PLAN APPROVED DRAWN BY H.D.O. APPROVED DATE DATE 10/31/13 B:\Projects\06-205 Lakendge Yard dwg`\06205eng.)WG 10/31/2013 11:01:24 AM PDT SCALE 1 "=40' DRAWING 06205enq Jog 06-205 SHEET C-8 OF 14 50 40 EX. CB TYPE 1 RIM=43.96 I.E.=40.91 30 20 DATUM ELEV 15.00 co SAWCUT 1' FROM EDGE OF RIM= ..-� PROPOSED EX. SEAL ------— FINISH GRADE PVMT. JOINT — EXIS—ING GRADE 1 1 1 1 ~------ 87LF 12" SO _ ___ a ------ ------- ----� EX. CB TYKE 1. T� 11 8"� r 82.8LF 12" © 0.5% SD 1 � 69.2LF © L J 1 12�'r SD-� 0.5% LJ l's �,\, ` `�'��,, ,, ��� �4j9 • EX. 5 '--... ' II q `�'� �� 11 11 11 CB TYPE I ~�,` �� ti, �, �` �` (9 `` ,\\W/G �'`��,; �,` ` , SO`•�,, 0\ I-1—Ia-- �` `�\ 96'x, )1 s'" ' r- EX CB TYPE II 48"4 W/SOLID LOCKING I.E.=39.63 LID RIM=46.80 (NW&NE) RIM= ATE 4.20 I . . =39.63 (S W xN E) n I.E.=34.01 EX. CB TYPE II 48'0 V A 1 R - • I M = 37.02 (SE&NE) W/GRATE RIM=44.23 I.E.=39.28 (SW&NW) EX. CB L TYPE II -48"o RIM=32.00 I.E.=26.16 (SW,NW&SE) L-_ L-- N d' CD d' c0 ro NI- N NI - ' N in co Liz r7 r7 0+00 1+00 2+00 3+00 EX. STORM DRAI\ PROFILE W/ PROPOSED GRADE HORIZ. SCALE 1"=40' VERT. SCALE: 1 "=4' 4+00 Call before you Djc 1-800-424-55n UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY UNES. IT'S COSTLY EX. DETENTION/WATER QUALITY VAULT NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING U11U11ES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. STAMP NOT VALID UNLESS SIGNED & DATED REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION b (3,11 0, DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 APPROVED DEC 12 2013 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA V 0 1 2013 PERMIT CENTER REV. NO. CUENT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 APPROVED ENGINEERING - SURVEYING LAND PLANNING PROJECT 4501 BUILDING STORM DRAINAGE PROFILES DRAWN BY H.D.O. APPROVEDA.S.P. DATE 10/31/13 Job 06-205 B:\Projects\06-205 lakeridge Yard dwg\06205eng. WG 10/31/2013 11:01:24 AM PDT SCALE 1 „-40' DRAWING SHEET C-9 OF 14 GENERAL NOTES: 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE—APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON—SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS—OF—WAY, EASEMENTS, AND ACCESS TRACTS. CONSTRUCTION NOTES: 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE/CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS: A. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: B. PRIOR TO ANY ACTIVITY IN CITY RIGHT—OF—WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. C. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. D. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. E. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. UTILITY NOTES: 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4—FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5 MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS—OF—WAY OR EASEMENTS AFTER ASPHALT PAVING. STORM DRAINAGE NOTES: 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS", DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. EXTRUDED ASPHALT OR CEMENT CONCRETE CURB N.T.S. Cali before you 1-800-424-55515 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND U11UTY LINES. IT'S COSTLY SLOPE PER PLAN 3" CLASS "B" ASPHALT CONCRETE 2" COMPACTED DEPTH CRUSHED SURFACING TOP COURSE 2" COMPACTED DEPTH CRUSHED SURFACING BASE COUSE GRAVEL MAY BE REQUIRED PAVEMENT SECTION N.T.S. NOTE: EXISTING U11UTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UIIUTIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTILITIES NOT SHOWN OR U11U11ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VAUD UNLESS SIGNED & DATED ENGINEERING - SURVEYING LAND PLANNING APPROVED DEC 12 2013 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA NOV 0 1 2013 PERMIT CENTER REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING DETAILS AND NOTES APPROVED DRAWN BY H.D.O. SCALE AS NOTED DRAWING 06205enq APPROVED DATE DATE 10/31/13 '10B 06-205 B:\Projects\06-205 Lakeridge Yard dwg 06205enq.DWG 10131/2013 11:01:24 AM PDT SHEET C-10 OF 14 RIGID PIPE FLEXIBLE PIPE SUBGRADE ELEVATION (D.I., CONC.) (CPEP CMP, PVC) PIPE BEDDING PIPE AS SPECIFIED ON PLAN OR SPECS. NOTES: 1.5XLD. +18 24' MIN. 1. IN PAVED AREAS AND RIGHTS-OF-WAY, BACKFILL WITH 5/" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, T090 % MODIFIED PROCTOR PER ASTM D-1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM D-1557. 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE %" CRUSHED ROCK BEDDING TO 90 % MODIFED PROCTOR PER ASTM D-1557. NOT TO SCALE City of Tukwila TRENCH BEDDING AND BACKFILL SHEET: DS -14A REVISION #1: 08.03 APPROVAL: B. SHELTON CaII before you IDc 1-800-424-5555 • UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY NOTE: EXISTING UT1UTY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION (#3,1161 APPROVED DEC 12 2013 City of Tukwila PUBLIC Works RECEIVED CITY OF T I,J KW ! 1,, .A ' J 1 1 20i3 PERMIT CENTER REV. NO. DATE DESCRIPTION APPROVED STAMP NOT VALID UNLESS SIGNED k DATED DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 CLIENT LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 ENGINEERING - SURVEYING LAND PLANNING PROJECT 4501 BUILDING DETAILS AND NOTES II DRAWN BY H.D.O. SCALE AS NOTED DRAWING 06205enq APPROVED A.S.P. DATE 10/31/13 '1QB 06-205 B:\Projects\06-205 Lakeridge Yard dwg 06205eng.DWG 10/31/2013 11:01:24 AM PDT SHEET 011 OF 14 Ex. SSMH RIM=44.08 I.E.=35.68 IN 8" (NE) ADJUST RIM TO MATC NEW GR Ex. SSMH TEMPORARY BENCH 5' COMMUNICATIONS EASEMENT (REC. No. 8609151461) oke eee est Ex. Curb tee skt Ex. SSMH 26 Ex. SSMH Rim =21.32 I.E.=8.32 (NE) 1 — 1" DOMESTIC WATER SERVICE METER (TO IBE INSTALLED) 11 11/6 aftibip 90.646401 util BACKFLOW PREVENTION ttyi 14 DrE(TO BE INSTALLED) Ex. SSMH Rim=22.44 I.E.=14.62 (SE) EXISTING FIRE HYDR7 AND VALVE ASSY. / PROPOSED SHOP FF=45.5 mou (SEE SHT. 14 N 0 0 SD SS 20 40 SCALE: 1"=40' LEGEND rEd )D4 GAS PWR FOUND MON IN CASE EX. SANITARY SEWER MANHOLE EX. CATCH BASIN EX. STORM DRAIN MANHOLE EX. MAILBOX EX. UTILITY POLE EX. GUY ANCHOR EX. POWER VAULT EX. POWER CABINET EX. TELEPHONE RISER EX. STREET SIGN EX. FIRE HYDRANT EX. WATER METER EX. WATER VALVE EX. CYCLONE FENCE EX. STORM DRAIN PIPE EX. SANITARY SEWER PIPE EX. GAS MAIN EX. POWER LINE EX. WATERMAIN C.O.T. = CITY OF TUKWILA F'ROPOSED MATERIALS ASPHALT CONCRETE CRUSHED ROCK EXISTIN AND V HYDRANT Y. 52 7777 --7.,..." 6462 54.2 <DC04/ 4)Cr, 77/ /2CCY Ir77/1 (043( 56 EXISTING FIRE AND VALVE A EX. INGR REC. No. EXISTING VALVE FIRE PROTECTION SERVICE TO DCDVA ASSY. & F.D.C. INSIDE BUILDING TO BE INSTALLED DRANT SS -,&8EGRESS EASEMENT 8855 \Call before you DIg 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY UNES. IT'S COSTLY WATER PIPE NOTE: ALL WATER PIPE SHALL BE DUCTILE IRON PIPE, CEMENT LINED, STANDARD THICKNESS, CLASS 52 MINIMUM, CONFORMING TO THE STANDARDS OF AWWA C-151. REVIEWED FOR CODE COMPLIANCE APPROVED City of Tuttwila BUILDING DIVISION NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCAllON OF ALL EXISIING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTIUTIES NOT SHOWN OR UTIUTIES NOT SHOWN IN 'THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. bt3.‘,10t4/ DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-220 6 STAMP NOT VAUD UNLESS SIGNED & DATED APPROVED DEC 1 2 2013 City of Tukwila PUBLIC Works ENGINEERING - SURVEYING LAND PLANNING RECEIVED CITY OF TUKWILA NOV 0 1 202 PERMIT CENTER REV. NO. PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING WATER AND SANITARY SEWER PLAN APPROVED DRAWN Br APPROVED DATE JOB# e:\Projects\o6-205 Lakeridge Yard\dwg\06205erig. WG 10131/2013 11:17:34 AM PDT SCALE 1"=40' DRAWING 06205enq SHEET C-12 cif 14 50 40 30 0 0 0 cn 20 rl EX. CB -T' P RIM=10. I . E. =16.49 I( I.E.=16.49 I I.E.=16.69 1 Ex. SSMH Rim=19.35 I.E.=7.22 (SE) I.E.=7.03 (NW) I.E.=7.22 (SW) 0+00 1+00 2+00 3+00 4+00 WATER & SEWER PROFILE HORIZ. SCALE 1"=40' VERT. SCALE: 1 "=4' CaII before you 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTIUTIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. 5+00 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VAUD UNLESS SIGNED & DATED ENGINEERING - SURVEYING LAND PLANNING APPROVED DEC 12 2013 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA NOV 0 1 2013 PERMIT CENTER 5/05/08 ADDED EXISTING SSMH/DELETED PROPOSED SS PIPE & MH. REVISED WATER PLAN TO ADD HYDRANT AND REMOVE EXTERIOR FDC & DDCVA & PIPING, ADD FIRE PROTECTION SERVICE TO BLDG. REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING WATER AND SANITARY SEWER PROFILE APPROVED DRAWN BY H.D.O. APPROVEDA.S.P. SCALE 1"=-40' DRAWING 06205eng SP DATE 10131 /13 B:\Projects\06-205 Lakeridge Yard dwg 06205eng.DWG 10/31/2013 11:17:34 AM PDT JOB# 06-205 SHEET C-13 OF 14 Q SS C.O. RIM=45.32 I.E.=37.38 MX. PER C.O.T. D (SEE SHT. 14) L. SS -03 / / STA: 2+87 STA:3+39 / 1 - 1' WATER SERVICE INSTALL: DOMESTIC / / .' A 7-- / 1 t � � ,' ,' .'' ,'' -' .' ",, �` I _-rr —'I I I ,., I , n i , 1 II I I _ 1 I / I I/ / r1 Ii PROPOSED FINISH GRADE METER & BACKF_OW DEDUCT WATER PREVENTION METER DEVICE-' 12" O SD T I.E.=27.86 Ex. CB -Type I , , /,,,,"i;;,,, �' ,,,-"" ,- ' "�� - ,,,�,'' r,',, ,,',-' , ��,,�.' �, ,, Ex. SSMH (NE) (SE&SW) RIM=44.08 I.E.=35.68 I.E.=35.78 ADJUST NEW IN 8" OUT 8 RIM TO MATCH GRADE Rim=30.66 I.E.=27.76 (SW) I.E.=27.76 (NE) 6"('SE) NTX. S. 134T1 1 I I 1 ri / / I II , / 1 ,,, / , \ , ,' �''/' ,� / ,/ / ,/ ,, ,,,,,, , ,. . ,, ,, i �, , ,, Jn1 i 1111I' I 'i ivI ,/ ,, , . /,c- ,�1 / j ' ,'\- C)- �, �/ , , , ,, ,, . . /•/• ,, � .",'sd A / ,, n i 1 / ,i \i 1, 1 ,� 43 Y r%' 1 I I 1,� '� CO. LJ., 7 , .' .' �G . �,� , , �''.'' i /,, ,' 1 I ' .''V' ,'','' ,' EX. CB 4 W) ,'',-'' N) ,,',,'' .E) T '' E 11-48 0 RI =26.4± I.E =23.40 (SW) I.E =20.69 (NW&NE) �,,�;;-'' ,' ,. , DATUM ELEV 5.00 N NO N d' N 00 N 6 N r) M 0 O; r7 0 r7 d- CO d- d- CO 4 d- 00 d- d= 0 d- d- 0 Co d- LO .- u7 0+00 1+00 2+00 3+00 4+00 WATER & SEWER PROFILE HORIZ. SCALE 1"=40' VERT. SCALE: 1 "=4' CaII before you 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT'S COSTLY NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTIUTIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. 5+00 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 STAMP NOT VAUD UNLESS SIGNED & DATED ENGINEERING - SURVEYING LAND PLANNING APPROVED DEC 12 2013 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA NOV 0 1 2013 PERMIT CENTER 5/05/08 ADDED EXISTING SSMH/DELETED PROPOSED SS PIPE & MH. REVISED WATER PLAN TO ADD HYDRANT AND REMOVE EXTERIOR FDC & DDCVA & PIPING, ADD FIRE PROTECTION SERVICE TO BLDG. REV. NO. CLIENT PROJECT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 4501 BUILDING WATER AND SANITARY SEWER PROFILE APPROVED DRAWN BY H.D.O. APPROVEDA.S.P. SCALE 1"=-40' DRAWING 06205eng SP DATE 10131 /13 B:\Projects\06-205 Lakeridge Yard dwg 06205eng.DWG 10/31/2013 11:17:34 AM PDT JOB# 06-205 SHEET C-13 OF 14 • ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT CONCRETE 150% OF EXISTING DEPTH SAWCUT EXISTING CONCRETE PAVEMENT EXTRA RIGID BASE sir MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CFFY SAW CUT EXISTING 011 MAT DEPTH DETERMINED — BY CITY TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 150% OF EXISTING DEPTH 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING ASPHALT PAVEMENT r "41:3i:ingi:i3±3±3 A 1 6. 5/8" MINUS COMPACTED CRUSHED ROCK UNLE,I.; OTHERWISE ORDERED THE CITY NOTES: TYPICAL PATCH FOR FLEXIBLE PAVEMENT 5/9.M INUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT/APWA STANDARD SPECIFICATIONS FC ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. R 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. • NOT TO SCALE PAVEMENT RESTORATION SHEET: RS -03 REVISION #1: 08.03 APPROVAL.: B. SHELTON —• 4, FINIS -ED GROUND LINE METER INSTALLED BY CITY 24 GRAVEL TO MAIN TO SERVICE 3/4" OR 1" PARTS LIST: TYPE K COPPER 1 - 1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 - 1" OR 3/4" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD - TYPE K COPPER PIPE - PVC - POLY ETHYLENE NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE • City of Tukwila SHEET: METER 3/4" OR 1" WS -01 REVISION #1: 08.03 APPROVAL: B. SHELTON • Call before you 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUT11NG UNDERGROUND UTILITY LINES. ITS COSTLY REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 1 2014 City of Tukwila BUILDING DIVISION NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUTIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTIUTIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. STAMP NOT VALID UNLESS SIGNED & DATED DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 APPROVED DEC 12 2013 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA NOV 0 1 2013 PERMIT CENTER REV. NO. CLIENT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 APPROVED ENGINEERING - SURVEYING LAND PLANNING PROJECT 4501 BUILDING WATER AND SANITARY SEWER DETAILS DRAWN BY DRAWING H.D.O. 06205eng APPROVED DATE JOB# A.S.P. 10/31/13 06-205 B: \Projects\06-205 Lakendge Yard \dwg‘06205eng DWG 10/31/2013 11:17:34 AM PDT SCALE AS NOTED SHEET C-14 OF 14 _.11...._12' LABELED C.O. .... FINISH GRADE ro f ' • . _ r ii .s.... , :4'..Z.1..... , -= ci i., PLUG -1/8" RASE . 11 • 12' DIA. L 4314 -1/2' INIDE BORDER PLAN 1 FIBRE JOINT PACKING VIEW 10• 9' B-3/4" 1- /4] 1 45* BEND i ..W.-\.‘ ,p.Niir r /Al .•i.V ...\--N N..-- N ; 011111 lik. ) 2-7/8' 4' I I [ 7-73;4' Fr 15' 4 ..im ELEVATION CAST IRON RING AND COVER e EARTH Al , 111 ..11 SIDE SEWER ar \ AA...) -au pi+ — r I I-1 I I I I I I I I NOT TO SCALE ,,-- 1 - City of Tukwila SANITARY SIDE SEWER CLEAN-OUT SHEET: SS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON • 4, FINIS -ED GROUND LINE METER INSTALLED BY CITY 24 GRAVEL TO MAIN TO SERVICE 3/4" OR 1" PARTS LIST: TYPE K COPPER 1 - 1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 - 1" OR 3/4" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD - TYPE K COPPER PIPE - PVC - POLY ETHYLENE NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE • City of Tukwila SHEET: METER 3/4" OR 1" WS -01 REVISION #1: 08.03 APPROVAL: B. SHELTON • Call before you 1-800-424-5555 UNDERGROUND SERVICE (USA) AVOID CUT11NG UNDERGROUND UTILITY LINES. ITS COSTLY REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 1 2014 City of Tukwila BUILDING DIVISION NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER— GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUTIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBIUTY FOR UTIUTIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555. STAMP NOT VALID UNLESS SIGNED & DATED DALEY-MORROW-POBLETE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333-2200 (FAX)333-2206 APPROVED DEC 12 2013 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA NOV 0 1 2013 PERMIT CENTER REV. NO. CLIENT DATE DESCRIPTION LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228-9750 APPROVED ENGINEERING - SURVEYING LAND PLANNING PROJECT 4501 BUILDING WATER AND SANITARY SEWER DETAILS DRAWN BY DRAWING H.D.O. 06205eng APPROVED DATE JOB# A.S.P. 10/31/13 06-205 B: \Projects\06-205 Lakendge Yard \dwg‘06205eng DWG 10/31/2013 11:17:34 AM PDT SCALE AS NOTED SHEET C-14 OF 14 Keep mulch 2-3" away from crown . Planting pit min. twice size of root All twine and wi to be removed at least 2/3 of removed. ane burlap I a• TREE PLANTING DETAIL prune diseased and broken branches "Cha in lock" or equal tree tie material (1" width); nail or staple. tree tie to hold vertically, loop each tie around half tree loosely to provide 1" slack for trunk growth 2x2 wooden stakes securely driyen into ground. Stain brown. Water basin with 2" mulch Unglazed planting pit surrace 1/2 topsoil, 1/2 native, soil, water thoroughly, fertilize No Scale 2" mulch ,1: -1411r- n=11-II =1 -11.-1. Ii , I I I u i i u t 111 11, t ... ii 11=11 , ii=ii= II'=11 II II II 11 11 11F „ c 11-11-11.-11=11=11 •11=11=11=11=11=11=11=11. 2 a' '.11=11=11=11=11=11= 11=11..11..11-11..11 .II=11-: ii=11-•11=11=11-11= .11.-11-11-11-11=11.=11-11... .in .11:-.11711:-111'11;-1Lawn.1=1- Topsoil Planting bed LAWN / PLANTING BED DETAIL No Scale Keep mulch 2-3" away from crown . All twine and wir be removed at least 2/3 of removed. ands burlap 1=11=11=11= 11.=11=11=L - .-...r=11:=II=II=11. =.11=11=II=11=11=11.=11=11-11=11. _----=1-11=1=1- SHRUB PLANTING DETAIL rune diseased and broken branches Water basin with 2' mulch Com acted topsoil water thoroug y fertilize as req d Alantin holr min. twice size oroot ball No Scale Planting bed with 2" mulcci • f4'if 1ri� 1/2 spacing v distance i • GROUND COVER SPACING DETAIL No Scale- Triangular Spacing PLANT LIST BOL QT1'* 15OTANIC4L / COMMON CONDITION 5 Acer Rubrum 'October Glory' / October Glory Red Maple 2" Cal. 545 Prunus sargentii 'Columnaris/ Co umnar Sargents Cherr 2" Cal. 545 Prunus cerasifera Krauter Vesuvius / Krauter Vesuvius Plum 2 Cal. 545 0 0 17 Carpinus bertulus 'Fastig iata' / Columnar I-lornbeam 2" Cal. 1545 2 Acer Pa lmatum 'Sango Kaku' / Sango Kaku Japanese Maple 6'-7' 545 6 • Pseudotsuga menziesii / Douglas Fir 8' minimum e Cupressocyparis leylandii/ Leyland Cypress 1' minimum 545 41 Osmanthus delavay / Delavay Osmanthus 5 gallon 50 Cystis 'sunset' / Sunset Rockrose 5 gallon 127 Mahonia aquifolium / Oregon Grape 5 gallon, 18" minimum 12 Viburnum Davidii 2 gallon Thuja 0. ' Emerald Green ' / Emerald Green ,Arborvitae 6' min.545 58 Prunus L. ' Otto Luyken ' / Otto Luyken Laurel 21" min. 43 Nandina Domestica 'Harbor Dwarf' / Harbor Dwarf I-leavenly Bamboo 51 Hemerocallis 'Stella de Oro' / Day Lily 1 gallon Arctosta • os uva -ursi / kinnickinnik 4" pots 12" O.C. 2 gallon Juniperus horizontalis 'Bar Harbor' / Bar Harbor Juniper 1 gallon 36" *Confirm all plant Quantities BLDG c \\\ BLDG POWER SERVIC ./A111. 414-11111k. 4111k i� %/ .• , iii ��• r i % �•�r� I% !�".'�!•'!�I% !/'�:�hL"%L�i"1'cF"!'I� q"V'�"`'�rli��� �iyi�+/•, i 1 L illiC*^�i � iC':�S� IIiG:,4i IIiC -;ii .1�. 1�1 ��j. �l���/�J��.���•.11j �y111:L � . I��1���_.�./��..�:L.. �♦ ..i .�.. ��►.�..4�/ ��J. ��.�J <s%I'�%�'1'v�'ti'!!�'G't�is�►t,�►�/►!^'i''ir.I'.I„%"!„i,�/.�II'/� No \Y \Zk EXISTING TREES TO REMAIN. TREE. PROTECTION FENCES SHALL BE PLACED AROUND ALL TREES. THE FENCES SHALL BE PLACED ONE FOOT FOR EVERY INCH IN HEIGHT. NO GRADING ACTIVITY. SHALL OCCUR WITHIN PROTECTED AREAS. I ':1�=i+�*al it 3iRWCW5ALL �,,+�+%% ..'ts�.i LI�.;!!1� _. . - • /11111...(J� 16: H al �/�tj"�%ri'.� • L�IL: �� c�C•��/. .iV airA 1/ati 1�k„��/. %� L4.4%1744s/I�e' ArOA&OO.0//f00/0,00swea i1 • � %1. ' / /prI_ �- - J (J\W NEW KEYSTON WALL, TYP. i• •••.. - TRANSFORMER NOTES 1. Subgrades, including berms, to within 1/10th foot provided by General Contractor unless otherwise noted. 2. Subgrade shall be scarified or rototilled if conditions require. 3. For container grown plants root ball is to be loosened and any circling rots pruned prior to planting. 4. 4" depth 3 -way topsoil or equal in all planting areas. 5. Soils .m st bebloosened at lest 18" in depth a d organic material, sucas compost, tilled an ,d the entire planting 6. N backfillingof jndivicival lantin pits with amended soils is allowed. Instad, tele entire planting -site must be prepared and receive soil amendments prior to planting. 6. 2" depth fine grade bark mulch in all planting beds. 7. All plant material shall be healthy, full and conform to ANLA American standard for nursery stock, latest edition, including: a. For 545 plants, trunks must be in the center of the root ball b. Minimum root balldiameters and depths for trees and shrubs shall beas specified in ANSI X60.1-2004 for each species. c. 1 -{eight and spread shall be as specified an ANSI Z60.1-2004 for each type of plant species. d. Root flare must be visible on 545 plants. e. No J roots, no circling. f. No root in rootball greater than 1/10 of tree trunk diameter. g. All container grown plants shall be healthy, vigorous, well rooted, and established in the container in which they are growing. A .Sh contta�iner plant plant all have -a well established root sgstem reaming tie sie es or the conainer to maintain a firm rot !7a ll, but shall not have excessive root growth encircling the inside of the container. 8. Plant material or size or kind not available may be substituted only with approval of Landscape Architect or Owner. 9. Landscape Architect. must approve plants for quality prior to installation. 10. All mass plantings shall have triangular spacing. 11. All tree pits shall be inspected to insure proper drainage. 12. Positive drainage shall be maintained. Mound planting areas minimum 8". 13. Shrubs and trees minimum 42" from curb for car overhang unless w eelstops noted. 14. Landscape Contractor shall maintain site until final ection and acce-tance by Owner. 1 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION 0_ m tsj 50' BUFFER - SEE BUFFER MITIGATION PLANTING PLAN NOTE UTILITIES ARE INSTALED. FIELD LOCATE BEFORE ALL DIGGING AND PLANTING. • BLDG www�k111:0ka#F. T'.'„TT:���Ti������7.�i�"�t�iT� II�T�1�.���•;=_�tWE:WW)sum�.:SiriZ.b..E:.-..�.11, O.�C... �A!•: :,7�! '.•I�.- VW' 41111, 11 48 CORREc,TION LTR# Z• � 13- .2 l 9 RECEIVED CITY OF TUKWILA DEC 232013 PERMIT CENTER 15. Tree prote ion fence shall - installed around theerimeter of trees on the site. The tree protection fence shall beplaced one foot away from the trunk for every foot in width of the protected tree. NORTH L 4ND S.04F 5CALE:.1" = 30' LJ 0 IS 30 =-'LAN 60 IRRIGATION SCHEDULE SYMBOL IU5 GPM 51 F 3 H Q -`---•-• - 0 -6 rj 0 RAINBIRD 1800 MPR 15' SERIES POP-UP, 4" LAWN, 6" G.C. 15' 1.85H 30 p -6 0 RAINBIRD 1800 MPR 12' SERIES POP-UP, 4" LAWN, 6" G.C. 12' 1.301 30 CD d) Z6 ID RAINBIRD 1800 MPR 10' SERIES POP-UP, 4" LAWN, 6" G.C. 10' 0.191 30 ®-6 ZD 13 RAINBIRD 1800 MPR 8' SERIES POP-UP, 4" LAWN, 6" G.C. 8' 0.521 30 D -6 0 0 RAINBIRD 1800 MPR 5' SERIES POP-UP, 4" LAWN, 6" G.C. 5' 0.21 30 o RAINBIRD 1800 MPR SIDE STRIP POP-UP, 4" LAWN, 6" G.C. 9'X18' 1.13 30 E1 RAINBIRD 1800 MPR SIDE STRIP POP-UP, 4" LAWN, 6" G.G. 4'X30' 1.21 30 ® RAINBIRD 1800 MPR END STRIP POP-UP, 4" LAWN, 6" G.G. w 4'X15' 0.61 30 '14 RAINBIRD FEB SERIES PLASTIC VALVES RAINBIRD ESP MODULAR SERIES 10 STATION CONTROLLER POINT OF CONNECTION: 3/4" IRRIGATION METER 3/4" FEBCO 850 DOUBLE C14ECK VALVE I" QUICK COUPLER VALVE STATION ®GPM 1-1/4" MAINLINE, PVC SCHEDULE 40 LATERAL LINE, PVC CLASS 200 SLEEVING, PVC CLASS 200 o CONFIRM EXACT LOCATION OF P.O.C., CONTROLLER, AND WATER PRESSURE AT P.O.C. o ALL VALVES IN 'AMETEK', OR 'CARSON', BOXE, OR EQUAL, SET AT FINISHED GRADE. o ALL WORK PER PLANS, LOCAL CODES AND MANUFACTURER'S SPECS. o PRESSURE TEST BEFORE BACKFILLING. o FLAN 15 DIAGRAMMATIC. ADJUST LINE AND HEAD LOCATIONS A5 NECESSARY TO ASSURE PROPER COVERAGE AND CONFORM WITH ACCEPTED CONSTRUCTION PRACTICES. BLDG !,Ii �le��Ji4 t►.1i10Jit 1i.i.J!r1i �� 11`1111 Tlm- T11; WAIT. Finish grade/ Top of mulch Pop–Up spray sprinkler w/ plastic MPR nozzle 1/2–Inch male NPTx .490 Inch Barb Elbow 12" Nipple or Funny Pipe low �I 'VC Schedule 40 Tee or Ell 1/2–In rbchElbow male NPT x .490 Inch Ba PVC Lateral Pipe POP-UP SPRAY SPRINKLER No Scale Paving Select b remove debris a sharp of PVC Cla sleeving size of Lateral Mainline ,(r.Y4.M<"t "{;t.'fitrY7(c.":�,f•4.,1f �.'.Cr ... .•:1 �. ..• • •!1 .x 1.,54'. Y••r♦ 110:1P inn'"u ackfill, -IIIII1 rocks, 11.---,0*, nd ll1--11 I p jects II–III– ii 111111-1111 3s 200... twice pipe • • . , •• •� , ' .. �. •••o . "• ,' ...; e • • .. . ' ' e =�r=•ilii I llir-Ir=11 4110111 -11..— – T-11 i=ii co 1�r11 ii IP ii – SLEEVING DETAIL No Scale Junction box 1" pvc schedule 40 to power supply Controller per irrigation schedule 1.5" pvc schedule 40 conduit and fittings wires to remote controle valves WALL MOUNT CONTROLLER No Scale Finished grade Select backfill, remove rocks, debris and sharp objects PVC Class 200 Lateral PVC Class 200 Mainline TRENCHING DETAIL No Scale Valve Wires Gate Valve Quick Coupler Valve tor winter blowout Pressure Reducing Valve, if required Master Valve, if required 1 A. A. Double Check Valve Stub out from Domestic Meter, or separate irrigation meter POINT OF CONNECTION No Scale PVC Mainline BLDG POWER 5ERVIC i CONTROLLER CONFIRM LOCATION 1j (• /►.��d�J�—�..71ar:aNiWow / 1\ r� TRANSFORMER FOC CONFIRM LOCATION r EXISTING PLANTER 1RIGATION SCALE: 1" = 30' NORTH 0 15 30 60 LA ` REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION b(3 0146i APPROVED DEC 12 2013 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER —Ill—I LI—IL I i TETE1111 7� CUA� 6'-0" >00000o000 0 0 0 o g >000000 0 )000000 000 00 00 0 0 -111= =111=1fi=1. -111-111j==111-111== i111-1 J POST CONC. WASH 6 STEEL PIPE FILLED w CONC. — PAINT S FETY YELLOW ASPHALT PAVING (CONC. SLAB at SIM. DETAIL) 18"0 CONC. FTG. MAXIMUM SLOPE AT HANDICAP PARKING STALL IS 1:48 SLOPED CONCRETE WITH TEXTURE — 1:12 FOR 6" MAX EXTRUDED CURB LANDSCAPING 0o 0 0000 000000 o°o°o°o oooooc 000000oo 00i n0n0n0n0n0< HA\DICAP CLfl3 CUTS GREEN CHAIN LINK FENCE GATES W/ WOOD SLATS P.C. CONC. WALLS — PAINT TO MATCH PRIMARY BUILDING COLOR SIDE i CANE BOLT w/ KEEPER AT EA. GATE skNr MAXIMUM SLOPE AT HANDICAP PARKING STALL IS 1:48 CONCRETE AREA FLAT AND FLUSH WITH ASHPALT FOR WHEEL CHAIR ACCESS TO ALIGN WITH ISLE BETWEEN STALLS • 1 Ett FRONT SLOPED CONCRETE WITH TEXTURE — 1:12 FOR 6" MAX CURB AT ASPHALT TO SLOPE SIMULAR TYPICAL SIDEWALK WITH 6" CURB STATE DISABLED PARKING ERREQUIRED < WHITE LETTERING & SYMBOL ON A BLUE BACKGROUND PER STATE H.C. CODE SIGN (5\ HA\ METAL SIGN BOLT TO POST 3" DI. GALV. PIPE — PAINTED EMBED IN CONC. 1'-6" FINISH GRADE 8"0 CONC. FOOTING BICAP GRAPHICS 0 -00 10'-0" I 0 r � a_ 0 L— PLA J DUMPSTER — N. C. 6" P.C. CONC. W CONC. SLAB W/ BROOM FINISH PAVEN ENT MAXIMAUM SLOPE OF HANDICAP PARKING STALL AND WALKWAY IS 1:48 DU v PSTE SCEE\ DETAILS 4 PLAN DIM. PLAN DIM. 4" CONC. WALK WITH LIGHT BROOM FINISH WITH EXP. JOINTS AT 20' SCORE JONINTS AT 5' ASPHALT PAVING No 3/4" R. a. liillliiillllIl < EDGE DETAIL PLAN DIM. PLAN DIM. CONT. EXTRUDED CEMENT CONC. CURB w/ EXP. JTS. at 20'-0" o.c. & SCORE JTS. at 5'-0" o.c. ASPHALT PAVING 26 2" 3/4" R. C° FINISHED GRADE 3/4"0 P.V.C. DRAIN a 101-0' o . c . 1 1 1-1 1 1=1 1 1 - III ill IIIIII EPDXY BONDING AGENT (TUDED aR3 DETAL PLAN DIM. PLAN DIM. ASPHALT PAVING (PER SOILS REPORT) CONC. PAVEMENT (FINISH PER PLAN) III—III—III` -I 1 II 1 II 1 PAVEV •v •v on " 71111111 IIIIIIIIIIIIIIII� 111- COMPACTED BASE PER PER SOILS EN GR. E\T FETAL LL REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER 140 —0" POSSIBLE FUTURE STAIR TO THIRD FLOOR 30"x48" WHEELCHAIR SPACE FOR AREA OF REFUGE — SEE BELOW FOR COMMUNICATION AND INSTRUCTION REQUIREMENTS CLOSET 202 30"x48" WHEELCHAIR SPACE FOR AREA OFOFFICE REFUGE SEE BELOW 201 FOR COMMUNICATION AND INSTRUCTION REQUIREMENTS A SECOND FLOOR PLAN OCCUPANT LOAD = 24 NORTH L CD 140'-0" 35'-0" 35'-0" 35'-0" 35'-0" 5'-0" 20'-0" 12'-6" 27'-0" 18'-04' 9'-6" 18'-0" 5'-6" 16'-0" 12'-0" 33'-0" 25'-0" 27'-0" 0 Ln N 1 0 0 1 0 \ \ PJ TYP. HIGH BAY WINDOW PJ PJ 5'-0" S110 ELEV. MACH. 116 ELEVATOR PJ PJ WAREHOUSE #1 115 11 S112 S114 STAIR #2 117 TOLIET 109 OFFICE 113 8 ONE HOUR EXIT ENCLOSURE SPRINKLER RISER S109 30'-0" 20'-0" / 5, 0" 20'-0" MEN ONE HOUR EXIT ENCLOSURE WOMEN 108 107 TOLIEeri - r OFFICE 105 S104 2' 5'-0" 5'-0 5'-0" 2 21'-O" PJ WA PJ ILLUMINATED EXIT SIGN AREA OF PATHWAY LIGHTING. 1 FOOTCANDLE ILLUMINATION AT WALKING SERFACE PER IBC SECTION 1006 AND 1025.8. SUBJECT TO CHANG AT T.I. PJ REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 PJ City of Tukwila BUILDING DIVISION TYP. HIGH BAY WINDOW S102 S101 5'-0" 2' 20'-0" 6" 5'-0" 27'-6" 27'-6" 7'-4" 25'-0" 25'-0" 6-6" / 8'-0" 33'-0" PJ \ \ 0 \ \ 0 I in N 12'-0" 4'-0" 9'-0» 5'-6" AREAS OF REFUGE TWO—WAY COMMUNICATION: AREA OF REFUGE SHALL BE PROVIDED WITH A TWO—WAY COMMUNICATION SYSTEM, CONTROLLED ACCESS TO A PUBLIC TELEPHONE SYSTEM. THE SYSTEM SHALL INCLUDE BOTH AUDIBLE AND VISIBLE SIGNALS. INSTRUCTIONS: INSTRUCTIONS ON THE USE OF THE AREA UNDER EMERGENCY CONDITIONS SHALL BE POSTED ADJOINING THE COMMUNICATIONS SYSTEM. THE INSTRUCTION SHALL INCLUDE ALL THE FOLLOWING 1. DIRECTIONS TO FIND OTHER MEANS OF EGRESS. 2. PERSONS ABLE TO USE THE EXIT STAIRWAY DO SO AS SOON AS POSSIBLE, UNLESS THEY ARE ASSISTING OTHERS. 3. INFORMATION ON PLANNED AVAILABILITY OF ASSISTANCE IN THE USE OF STAIRS OR SUPERVISED OPERATION OF ELEVATORS AND HOW TO SUMMON SUCH ASSISTANCE. 4. DIRECTIONS FOR USE OF THE EMERGENCY COMMUNICATIONS SYSTEM. IDENTIFICATION: EACH DOOR PROVIDING ACCESS TO AN AREA OF REFUGE FROM AND ADJACENT FLOOR AREA SHALL BE IDENTIFIED BY A SIGN COMPLYING WITH ICC A117.1 STATING "AREA OF REFUGE" AND INCLUDING THE INTERNATIONAL SYMBOL (ILLUMINATED) OF ACCESSIBILITY. ADDITIONALLY, TACTILE SIGNAGE COMPLYING WITH ICC A117.1 SHALL BE LOCATED AT EACH DOOR TO AN AREA OF REFUGE. Shill or��y ` tof ocaqixon ulil aekd const;.lckion . T1 pe, \ \ 0 a 0 0 � l3 -a.19 ST FLOOR PLAN CUPANT LOAD = 40 NORTH RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER „ .. 5'-0" , 20'-0" i 5'-0"! 20'-0" / 5'-0" A SECOND FLOOR PLAN OCCUPANT LOAD = 24 NORTH L CD 140'-0" 35'-0" 35'-0" 35'-0" 35'-0" 5'-0" 20'-0" 12'-6" 27'-0" 18'-04' 9'-6" 18'-0" 5'-6" 16'-0" 12'-0" 33'-0" 25'-0" 27'-0" 0 Ln N 1 0 0 1 0 \ \ PJ TYP. HIGH BAY WINDOW PJ PJ 5'-0" S110 ELEV. MACH. 116 ELEVATOR PJ PJ WAREHOUSE #1 115 11 S112 S114 STAIR #2 117 TOLIET 109 OFFICE 113 8 ONE HOUR EXIT ENCLOSURE SPRINKLER RISER S109 30'-0" 20'-0" / 5, 0" 20'-0" MEN ONE HOUR EXIT ENCLOSURE WOMEN 108 107 TOLIEeri - r OFFICE 105 S104 2' 5'-0" 5'-0 5'-0" 2 21'-O" PJ WA PJ ILLUMINATED EXIT SIGN AREA OF PATHWAY LIGHTING. 1 FOOTCANDLE ILLUMINATION AT WALKING SERFACE PER IBC SECTION 1006 AND 1025.8. SUBJECT TO CHANG AT T.I. PJ REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 PJ City of Tukwila BUILDING DIVISION TYP. HIGH BAY WINDOW S102 S101 5'-0" 2' 20'-0" 6" 5'-0" 27'-6" 27'-6" 7'-4" 25'-0" 25'-0" 6-6" / 8'-0" 33'-0" PJ \ \ 0 \ \ 0 I in N 12'-0" 4'-0" 9'-0» 5'-6" AREAS OF REFUGE TWO—WAY COMMUNICATION: AREA OF REFUGE SHALL BE PROVIDED WITH A TWO—WAY COMMUNICATION SYSTEM, CONTROLLED ACCESS TO A PUBLIC TELEPHONE SYSTEM. THE SYSTEM SHALL INCLUDE BOTH AUDIBLE AND VISIBLE SIGNALS. INSTRUCTIONS: INSTRUCTIONS ON THE USE OF THE AREA UNDER EMERGENCY CONDITIONS SHALL BE POSTED ADJOINING THE COMMUNICATIONS SYSTEM. THE INSTRUCTION SHALL INCLUDE ALL THE FOLLOWING 1. DIRECTIONS TO FIND OTHER MEANS OF EGRESS. 2. PERSONS ABLE TO USE THE EXIT STAIRWAY DO SO AS SOON AS POSSIBLE, UNLESS THEY ARE ASSISTING OTHERS. 3. INFORMATION ON PLANNED AVAILABILITY OF ASSISTANCE IN THE USE OF STAIRS OR SUPERVISED OPERATION OF ELEVATORS AND HOW TO SUMMON SUCH ASSISTANCE. 4. DIRECTIONS FOR USE OF THE EMERGENCY COMMUNICATIONS SYSTEM. IDENTIFICATION: EACH DOOR PROVIDING ACCESS TO AN AREA OF REFUGE FROM AND ADJACENT FLOOR AREA SHALL BE IDENTIFIED BY A SIGN COMPLYING WITH ICC A117.1 STATING "AREA OF REFUGE" AND INCLUDING THE INTERNATIONAL SYMBOL (ILLUMINATED) OF ACCESSIBILITY. ADDITIONALLY, TACTILE SIGNAGE COMPLYING WITH ICC A117.1 SHALL BE LOCATED AT EACH DOOR TO AN AREA OF REFUGE. Shill or��y ` tof ocaqixon ulil aekd const;.lckion . T1 pe, \ \ 0 a 0 0 � l3 -a.19 ST FLOOR PLAN CUPANT LOAD = 40 NORTH RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER SHIM AS REQUIRED EXTEND ROOFING FLASHING WOOD BACKING MAKE UP FROM 2X STOCK 24 GAGE PREPRIMED METAL COPING - PAINT DRIP 0) NOTCH BLOCKING TO RECEIVE METAL AND SET IN SEALANT 0) CONT. METAL CLIP EXTEND ROOFING UP OVER WALL AND DOWN EXTERIOR COPING O 140-0" 0 SLOPE FRAME ROOF DECK FOR POSSIBLE FUTURE THIRD FLOOR STAIR 16 SF ROOF HATCH - CRICKET FOR DRAINAGE SEE DETAIL THIS SHEET COPING DETAIL ROOF DRAIN OVERFLOW 4' X 8' SKYLIGH SMOKE VENTS CRICKET FOR DRAINAGE ROOF DRA OVERFLO SEE DETA THIS SHEE 0 0 PREFINISHED METAL SIDEING COLOR APPROVED BY ARCHITECT AND CITY STURT SYSTEM SUPORTED BY UNIT (T.I.) POSSIBLE [OCATION OF POSSIBLE OOF TOP-NECHANICAL UNIT WITH I SCREEN. SCREEN TO BE AS TA_ AS UNIT SEE DETAIL 2 / A2.2 POSSIBLE LOCATION DF POSSIBLE ROOF TOP MECHANICAL UNIT WITH SCREEN. SCREEN TO BE AS TALL AS UNIT SEE DETAIL 2 / A2.?� MECHANICAL UNIT (TENANT IMPROVEMENT) II II L _II I_ J AREA OF POSSIBLE THIRD FLOOR REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 1 2014 RIGID INSUL. METAL DECKING PREMANUF. INSUL. ROOF CURB (T.L) LOCATION TO BE APPROVED BY ARCH. AND STRUCT. ENGINEER FRAME ROOF DECK FOR POSSIBLE FUTURE THIRD FLOOR STAIR AND ELEVATOR SLOPE 0 N) JOIST. PER STRUCTURAL _1(30'-6") (30'-6") ROOF PLAN MECHANICAL N. T. S. SCREEN DETAIL RETRACTABLE SAFTEY POST PRE -PRIMED METAL ROOF HATCH (PAINTED) BUILT-UP ROOFING EXTEND UP CURT AND UNDER HATCH COUNTER FLASHING BUILT-IN COUNTER - z -- FLASHING .................... ..................... 5/8" G.W.B. EA. SID ON METAL S UDS (PROVIDE SOLID BLKG. LADDER ANCHOR. POINTS ROUGH OPENING METAL DECKING ROOF HATCH N. T. S. JOIST PER STRUCTURAL ROOFING, PROTECTION BOARD, INSULATION AND METAL DECK -6" SQ. 60' ROOF DRAIN SEE MECH. DWGS FOR SIZE FLASH ROOFING INTO DRAIN OVERFLOW DRAIN BEYOND 2" ABOVE DRAIN PAI` N. T. 1/16" GAL. STEEL PLATE l ROOF DRAIN AND OVERFLOW N. T. S. OVERFLOW TO DAYLIGHT RIGID INSUL METAL DECKING VENT TO OPEN W/ LOCAL SNOW LOAD DOUBLE DOME FIBERGLASS TRANSLUCENT SKYLIGHT NORTH b(31,)41. PREMANUF. INSUL. ROOF CURB SKYLIGHT DETAIL N. T. S. RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER METAL DECKING JOIST PER STRUCTURAL 140 -0" GWB CEILDING PAINT 2' /TI / 5'-0" , 20'-0" \ ! 5'-0" / 20'-0" / 5'-0" A REFLECTED CEILING PLAN SECOND FLOOR LIGHT FIXTURES SHOWN ARE FOR DESIGN INTENT. ACTUAL LIGHTING DESIGN A D LAYOUT BY ELECTRICAL CONTRACTOR AND PER TENANT CRITERIA, OWNER AND ARCHITECT REVIEW. ALL TO THE BEST INDUSTRY STANDARDS AND WASHINGTON STATE ENERGY AND OTHER LOCAL CODES FRESH -AIR AND VENTILATION REQUIREMENTS PER IBC AND . WSVIAQC. HVAC ENGINEER TO DEMONSTRATE. NORTH 140'-0" 12'-6" 18'-0 9'-6" PJ PJ 35'-0" / 35'-0" 18'-0" 2' X 4' FLUORESCENT LIGHT FIXTURE 25'-0 GWB CEILING PAINT • 5'-9" / 10'-7" 12'-8" 16'-0" 27'-0" 12'-0" • n r, • PJ 5'-0" / \ 2' x 4' ACOUSTICAL TILE AND SUSPENDED TRACK 20'-0" 2'-6"5'-0" N GYPSUM SOFFIT BOARD - PAIN - • 5'-0. 5,_p,� 2'-6" 5'-0" / / / / / / 20'-0" 5-0" / 27'-6" / / / 27'-6" 7 7'-4' 25'-0" 25'-0" 6-6" P REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION 8'-0" 12'-0" REFLECTED CEILING PLAN FIRST FLOOR NORTH RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER SMOOTH FINISHED CONC. PANELS WITH CAST REVEALS S PPED METAL COPING PAINT PANEL - FF- ' T CAST REVEALS ROOF LINE \ \ 0 ro AREA OF FUTURE CUT-OUT FOR CURTAIN WALL SECOND FLOOR OF FUTURE CUT OUT FOR CURTAIN WALL METAL JAMB AND SILL AGNLES - PAINT ACTING STEEL INSULATED SECTIONAL DOOR - PAINT H.M. INSULATED MAN DOOR AND FRAME - PAINT STEPPED METAL COPING PAINT 1" INSULATED LOW -E TINTED GLASS IN ALUM. FRAMES BROKEN FACE INTEGRAL COLOR MASONARY UNITS INING WALL - PAINT EAST ELEVATION DOCK BUMBERS AREA OF FUTURE CUT-OUT FOR WINDOW SYSTEM 1" INSULATED LOW -E TENTED GLASS IN ALUM. FRAMES AREA OF FUTURE CUT -CUT FOR CURTAIN WALL STEPPED METAL COPING PAINT LOW -E TINTED GLASS IN ALUM FRAMES H.M. INS MAN DOOR AND FRAME - PAINT ACTING STEEL SULATED SECTIONAL D OR - PAINT \;\ N) ro REVIEWED FOR CODE COMPLIANCE R�VE� CE AP JAN 21 2014 City of Tultwila BUILDING DIVISION WEST ELEVATION STEPPED METAL COPING PAINT 1)( ROO7 LINE LOW -E TINTED GLASS IN ALUM. FRAMES SMOOTH FINISHED CONC. PANELS WITH CAST REVEALS SOUTH ELEVATION NORTH ELEVATION -""FiEt E I V Eb CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER METAL COPING PAINT 1 A2. SMOOTH FINISHED CONC. PANELS WITH CAST REVEALS 0 M 0 Lf) OTH FINISHED CRETE TILT -UP NT RUN ROOFING UP CONC. PANEL, UNDER METAL COPING TO OUTSIDE FACE BUILT-UP ROOFING ON R-30 RIGID INSULATION METAL DECK AND METAL FRAMING 5 A5. 1 R-21 BATT INSULATION STICK PIN TO. CONCRETE CEILING PER SCHEDULE 1" INSULATED TINTED LOW -E GLASS IN ALUM FRAME ALUM. SILL TO MATCH STOREFRONT GWB PER SCHEDULE ON 3 1/2" METAL STUDS AT 24" R15 BATT INSULATION WITH /-- FINISH PER SCHEDULE DECK PER STRUCTURAL JOIST PER STRUCTURAL R'-21 BATT INSULATION STICK PIN TO NCRETE MC1 C SAY GYPSUM SOFFIT BOARD ON WOOD FRAMING BROKEN FACE INTEGRAL COLOR CONC. MASONARY UNITS 0 r') CEILING PER SCHEDULE ro rn 1 A2. ♦♦♦♦♦♦♦♦♦♦♦♦♦•♦♦♦♦•♦•♦.♦♦♦♦♦♦ ♦•♦••♦♦♦ ♦♦•♦♦♦••••••••••• 1" INSULATED TINTED LOW -E GLASS IN ALUM FRAME SHGC = 0.45 OR LESS 4'-0" ALUM. SILL TO MATCH STOREFRONT 0 (D SMOOTH FINISHED CONCRETE TILT -UP PAINT GWB PER SCHEDULE ON 3 1/2" METAL STUDS AT 24" R15 BATT INSULATION WITH FLOOR COVERING AND BASE PER SCHEDULE 0 SLAB -ON -GRADE WITH 15 MIL. VAPOR BARIOR UNDER SAND PROTECTION R-21 BATT INSULATION STICK PIN TO CONCRETE CO Lt) U?WARD ACTING SECTIONAL METAL DOOR PCR SCHEDULE L() 0 OMIT INSULATION 1'-0" EACH SIDE OF 0.H. DOOR AND ABOVE HEAD TO ROOF DOOR TRACK SECURE PER MANUFACTURER AND AS HIGH AS POSSIBLE 2 A5.1 0 •;•;••••••••••••••••••••••••••••••••• •• ..• ••;•;• 0 0 CONC. RETAINING WALL TO 3'-6" ABOVE HIGH GRADE PAINT TO MATCH BLDG. 7 A5.1 DOCK BUMPER bt3e*.-1101 OMIT INSULATION 1'-0" EACH SIDE OF 0.H. DOOR AND ABOVE HEAD TO ROOF REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 1 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 242013 PERMIT CENTER ME -AL COPIN3 PAINT BUILT-UP ROOFING ON R-30 RIGID INSII LATION METAL DECK AND METAL FRAMING R 21 BATT INSULATION STICK PIN TO CONCRETE 1" INSULATED TINTED LOW -E GLASS IN ALUM FRAME ALUM. SILL TO MATCH STOREFRONT BUlT-UP ROOFING ON -30 RIGID INSULATION METAL DECK AND METAL FRAMING 12 A5.1 0 i) 0 GWB PER SCHEDUL ON I 3 1/2" METAL STU ►. AT 24' R15 BATT INSULAON WITH FLOOR COVERING BASE PER SCHEDU SM 40TH FINISHED C. CRETE TILT -UP AIN T 4 JOIST PER STRUCTURAL -LOW HEAD ROOM TRACK AS REQUIRED NO WALL INSULATION 1'-0" EACH SIDE OF OH DOOR AND FROM HEAD DOOR TO FLOOR ABOVE INSULATED DOOR PER SCHEDULE A5.1 SLAB ON GRADE PER STRUCTURAL CONPACTED BASE PER SOILS ENG. 2 A5.1 0 0 1" INSULATED TINTED LOW -E GLASS IN ALUM FRAME NO WALL INSULATION 1'-0" EACH SIDE OF 01- DOOR FDOOR AND FROM HEAD DOOR TO ROOF LOW HEAD ROOM AS REQUIRED INSULATED DOOR PER SCHEDULE TRACK BUIL -UP OOFING ON R-33 RI D INS METAL DECK AND METAL FRAM NG 7.0 NO WALL INSULATION 1'-0" EACH SIDE OF OH DOOR AND FROM HEAD DOOR TO ROOF DOOR TRACK HIGH AS POSSIBLE INSULATED DOOR PER SCHEDULE 4' HIGH METAL ANGLE GUARDS 0 r) (D ION 0 SMOOTH FINISHED CONCRETE TILT -UP PAINT 0 1'-0" / 1" INSULATED TINTED LOW -E GLASS IN ALUM FRAME R-21 BATT INSULATION STICK PIN TO CONCRETE CONCRETE CURB METAL COPING PAINT 0 03 0 RUN ROOFING UP CONC. PANEL, UNDER METAL COPING TO OUTSIDE FACE 1 1 % 1 f 1 t 1 1 1 4 1 LJ L 0 io SMOOTH FINISHED CONCRETE TILT -UP PAINT 0 `� =CD- •1 R-21 BATT INSULATION STICK PIN TO CONCRETE =CD - REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER ..................4.44..4.4..4................. SLIP JOI 1/A4.3 U 0 CO w r— (/)1 w� 0 z w x w J 0 c 5/8" TYPE 'X' GWB ON METAL STUDS FOR ONE HOUR ASSUMBLY (GA FILE NO. WP 1350) ABOVE SHAFT WALLS GA FILE NO. WP 7077 I GENERIC f • PROPRIETARY' 35 to 39 STC 2 HOUR 45 to 49 STC GYPSUM WALLBOARD, STEEL I STUDS FIRE SOUND One layer 1'x 24" type X proprietary gypsum panels inserted between 2'/x" Scor and ceiling runners with tab -flange suction of 2'/8" steel 1 studs between panels. Ono layer '18' . Ono layer air" type X gypsum wallboard or gypsum veneer base applied parallel or at right proprietary type X gypsum wallboard or gypsum veneer base applied at right angtes to studs on each side with 1" Type 5 drywall 12" ! screws 0.c. . Sound tested with 102" glass fiber insulation friction fit In stud space. (NLB) PROPRIETARY GYPSUM BOARD Thickness: 33/4" National Gypsum Company - Ws" Gold Bondy Brand FIRE-SHIELOG Approx. Weight: 8'12 psf Gypsum Wallboard Fire Test: UC ES -7407, 1-22-76 - 4' Gold Sonde Brand FIRE-SHEELD� ShaNinor Soured Test NGC 2543, 5-18-76 • ..................4.44..4.4..4................. SLIP JOI 1/A4.3 U 0 CO w r— (/)1 w� 0 z w x w J 0 c 5/8" TYPE 'X' GWB ON METAL STUDS FOR ONE HOUR ASSUMBLY (GA FILE NO. WP 1350) ABOVE CEILING PER SCHEDULE U.S.G SHAFTWALL ONE HOUR (GA FILE NO. WP 7077) ABOVE IJ ELEVATOR DOOR AND FRAME J-1 r -t rn r-► 1 -t r-► 1 X XXX FUTURE CEILING SUMP 5'-9" VERIFY 3/8" STL. F.B. RAILS WITH 5/8" STL. RUNGS SECURED TO WALL AND PIT FLOOR WITH STL. ANGLES AND 1/2' A.B. PER ANSI 106.1d (ONE LADDER) titiyItitiy!ititihtiti 1 ONE HOUR CEILING (GA FILE NO FC 4490 6" METAL STUDS AT 24" GWB BOTH SIDES FINISHED PER SCHEDULE ONE HOUR ASSUMBLY (GA FILE NO. WP 1350) ABOVE FLOOR COVERING AND BASE PER SCHEDULE GA FILE NO, FC 4490 1 GENERIC 1 STEEL CHANNEL JOISTS, GYPSUM WALLBOARD 1 HOUR FIRE 35 to 39 STC SOUND Bass layer are" type X gypsum wallboard applied at right angles to channel shaped steel =--• joists 24" tee. with 1'14"11ipe S drywall screws 24" c.c. Foca layer she typo X gypsum wallboard or gypsum veneer base applied at fight angles to joists with 17/8" Type S drywall screws 12" n.0. at joints and intermediate Joists and 1'@" Type G drywall screws 12"o.c. placed 2" track on either skin of end joints. Joints offset 24" from baso layer1,7'4,, joints. Steel joists supporting NC wood structural panels appied at right angtes to joists with screws. Catling provides one hour fire resistance protection for framing. Approx, Ceiling Weight: 5 psi Fire Test FM FC 172, 2-25-72; ITS, 8-6-98 Sound Test: Estimated c c 1 -HR MACH. STEEL STUD BLOCKING BRACING AT 48" MAX. R-30 BATT INSULATION 6" METAL JOIST AT 24" 600 S162-43 ALIGN WITH STUDS AND GWB PER SCHEDULE 6" METAL STUDS AT 24" 600 S125-27 GWB BOTH SIDES FINISHED PER SCHEDULE FLOOR COVERING AND BASE PER SCHEDULE ROOM c c c 0 . .... . ...... ... ......4.....4...4..44...,........ SLIP JOIN/ 1/A4.3 CEILING PER SCHEDULE TOP OF METAL DECK MINERAL FIBER BOTTOM OF METAL DECK FIRE RATED GYPSUM COMPOUND OR FIRE CAULK FIRE TRAK SHADOWLINE METAL STUD HEAD DETAIL UL HW—D-0060 PERPENDICULAR TO METAL DECK 1 HR. RATING — 1" DEFLEC110N SLIP JOINT AT ONE HOUR CONSTRUCTION REVIEWED FOR CODE PROVED CE AP JAN 21 2014 City of Tukwila BUILDING DIVISION ROCK WOOL / L___/ AN1,7 3" 6" ilX X 16 GA, DEEP LEG TOP TRACK WITH SELF TAPPING SCREWS © 12" UZ fit i!Y VERIFY STUD SIZE 6" X 20 GA. METAL STUDS 24" 0.C. (PER MANUF.) WITH 5/8" GWB EACH SIDE. FIRE TAPE ALL JOINTS. INSTALL R-19 BATT INSULATION D (3 �.l 9 RECEIVED CITY OF TUKWILA JUN 242013 PERMIT CENTER z 0 1— U L1J J J 0 GA FILE NO. WP 1350 I GENERIC f 1 HOUR 35 to 39 STC FIRE SOUND GYPSUM WALLBOARD, STEEL STUDS Ono layer air" type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to each side of 311W" steel studs 24" o.c. with 1' Type 6 drywall scrum 8" o.c. at vertical joints and 12" o.c. at floor and ceiling runners and intermediate studs. Joints staggered 24" on opposite s ides, (NLB ) Thickness: Approx. Fire Sound 47/e" Weight: 6 ps Testi FM OSU ULC 79T497, ULC Test NGC RAL WP -45, 6-19-68; T-1770, 8.81; 79T484, 797500, 8-12-81, Design W415 2095004, 6-15-05 TL06-114, 4.11.06 CEILING PER SCHEDULE U.S.G SHAFTWALL ONE HOUR (GA FILE NO. WP 7077) ABOVE IJ ELEVATOR DOOR AND FRAME J-1 r -t rn r-► 1 -t r-► 1 X XXX FUTURE CEILING SUMP 5'-9" VERIFY 3/8" STL. F.B. RAILS WITH 5/8" STL. RUNGS SECURED TO WALL AND PIT FLOOR WITH STL. ANGLES AND 1/2' A.B. PER ANSI 106.1d (ONE LADDER) titiyItitiy!ititihtiti 1 ONE HOUR CEILING (GA FILE NO FC 4490 6" METAL STUDS AT 24" GWB BOTH SIDES FINISHED PER SCHEDULE ONE HOUR ASSUMBLY (GA FILE NO. WP 1350) ABOVE FLOOR COVERING AND BASE PER SCHEDULE GA FILE NO, FC 4490 1 GENERIC 1 STEEL CHANNEL JOISTS, GYPSUM WALLBOARD 1 HOUR FIRE 35 to 39 STC SOUND Bass layer are" type X gypsum wallboard applied at right angles to channel shaped steel =--• joists 24" tee. with 1'14"11ipe S drywall screws 24" c.c. Foca layer she typo X gypsum wallboard or gypsum veneer base applied at fight angles to joists with 17/8" Type S drywall screws 12" n.0. at joints and intermediate Joists and 1'@" Type G drywall screws 12"o.c. placed 2" track on either skin of end joints. Joints offset 24" from baso layer1,7'4,, joints. Steel joists supporting NC wood structural panels appied at right angtes to joists with screws. Catling provides one hour fire resistance protection for framing. Approx, Ceiling Weight: 5 psi Fire Test FM FC 172, 2-25-72; ITS, 8-6-98 Sound Test: Estimated c c 1 -HR MACH. STEEL STUD BLOCKING BRACING AT 48" MAX. R-30 BATT INSULATION 6" METAL JOIST AT 24" 600 S162-43 ALIGN WITH STUDS AND GWB PER SCHEDULE 6" METAL STUDS AT 24" 600 S125-27 GWB BOTH SIDES FINISHED PER SCHEDULE FLOOR COVERING AND BASE PER SCHEDULE ROOM c c c 0 . .... . ...... ... ......4.....4...4..44...,........ SLIP JOIN/ 1/A4.3 CEILING PER SCHEDULE TOP OF METAL DECK MINERAL FIBER BOTTOM OF METAL DECK FIRE RATED GYPSUM COMPOUND OR FIRE CAULK FIRE TRAK SHADOWLINE METAL STUD HEAD DETAIL UL HW—D-0060 PERPENDICULAR TO METAL DECK 1 HR. RATING — 1" DEFLEC110N SLIP JOINT AT ONE HOUR CONSTRUCTION REVIEWED FOR CODE PROVED CE AP JAN 21 2014 City of Tukwila BUILDING DIVISION ROCK WOOL / L___/ AN1,7 3" 6" ilX X 16 GA, DEEP LEG TOP TRACK WITH SELF TAPPING SCREWS © 12" UZ fit i!Y VERIFY STUD SIZE 6" X 20 GA. METAL STUDS 24" 0.C. (PER MANUF.) WITH 5/8" GWB EACH SIDE. FIRE TAPE ALL JOINTS. INSTALL R-19 BATT INSULATION D (3 �.l 9 RECEIVED CITY OF TUKWILA JUN 242013 PERMIT CENTER z 0 1— U L1J J J 0 BUILT—UP ROOFING ON R-22 RIGID INSULATION METAL DECK AND METAL FRAMING ......•............•.............•••••.•••......••••..••••...••.•.••....••••••••......•••••••.......•......••••••................. ,_o" 11 TREADS AT 11" = 10'-1" OPEN 1 1/2" DI. WOOD HAND . RAIL WITH METAL BRACKETS AND RETURN ENDS RUBBER SKIRTING WOOD CAP — STAIN 5'-6" ...................... FINISH PER SCHEI LE DOUBLE 2X12 STRINGERS ONE FULL ONE CUT TO SHAPE TYPICAL 3 TIMES r. » 2X WOOD TREADS AND 1/2" PLYWOOD RISERS frff J J J GWB BEYOND — PAINT ,_o„ 11,-0" STAIR SECTION 11,-0" 11 5,-6" 3 RISERS AT 6.69" _ BUILT—UP ROOFING ON R-22 RIGID INSULATION METAL DECK AND METAL FRAMING ....••••••••...,....,....•••••••••••.......•....••••••••••........•••.........•...,.•..••••....•....•••.••••••••••••••....••••.....•••••••••••••••••••••••••••••••••••••••.....••• DOOR PER SCHEDULE 11 TREADS AT 11"- 10'-1" 5'—O" 12 TREADS AT 11" = 11'-0" 7 1 1/2" DI. WOOD HAND RAIL WITH METAL BRACKETS AND RETURN ENDS \\_ x 12 JOIST GWB WALL BEYOND GWB ON 2X4 WOOD STUDS—\\ REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION STAIR SECTION RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER CAST REVEAL PER SECTION 1 HORIZ. REVEAL PRE CAST PANEL PER ELEVATION 3/4"R 1/4 ROUND CAST DRIP DOO SCH PER DULE AINT TRUCK DR. HEAD DETAIL 3"=1'-0" 3" X 3" GAL. ANGLE WITH STUDS — PAINT 4' HIGH SECTIONAL DOOR PER SCHEDULE WEATHERSTRIPING WEATHERSTRIPPING REVERSE MOUNT TRACK PER MANUFACTURER tz,7GAL. ANGLE JAMB GUARD PAVEMENT AND BASE .a • SILL DETAIL 3"=1'-0" ° SECTIONAL DOOR PER SCHEDULE TOOLED EDGES TYPICAL a FROM FC. JAMB 4 ° SEE ADJACENT DETAIL FOR NOTES. CORNER PANEL DETAIL LIGHT BROOM FINISH INSIDE FACE OF PANEL TOOLED EDGE 1/2" CORNER SECTIONAL STEEL DOOR PER SCHEDULE CLOSED C FOAM TYP SEALANT WITH BACKER ROD PANEL DETAIL GAL. GUARD ANGLE — PAINT 4' HIGH GALVANIZED METAL ANGLE WITH METAL STUDS PAINT 0 cV LL 12" x 24" STARDARD DOCK BUMPER BOLTED TO DOCK FACE PER MANUF. REC'S. SHIM AS REQUIRED TO PREVENT TRUCK FROM HITTING BUILDING INSTALL FACE OF DOCK LEVELERS PER ELEVATIONS AND MANUF. REC'S. CONC. PANEL TOOLED EDGE H.M. FRAME CAST WITH PANEL OR SEALANT B.S. INSTALL RAIN DRIP DOOR PER SCHEDULE WITH METAL CAP AND WEATHER—STRIPPING SCK HIGH DR. SILL 3"=1'-0" 1 /2" �— TOOLED EDGE — LIGHT BROOM FINISH INSIDE FACE OF PANEL 1/2" H.M. FRAME CAST WITH PANEL OR SEALANT B.S. CLOSED CELL FOAM TYP. SEALANT WITH BACKER ROD OUTSIDE CONC. PANEL FACE FINISH PER ELEVATION PANEL DETAIL 3"=1'-0' STOREFRONT SYSTEM WITH ALUM. STOP AND WEATHERSTRIPPING STOREFRONT DOOR PER SCHEDULE WITH WEATHERSTRIPPING STOREFRONT DOOR DETAIL DOOR PER SCHEDULE WITH WEATHERSTRIPPING /TOOLED EDGE H.M. JAMB DETAIL SEALANT ALUMINUM STOREFRONT SECTION STOREFRONT HEAD DETAIL 3"=1'-0" 1/2" VERT. REVEAL 3"=1'-0" 2"4 - CAST REVEAL ALUM. THRESHOL SET IN SEALANT HANDICAP APPROVED THRESHOLD WITH MAX. 1:2 SLOPE AND 1/2" HEIGHT CHANGE z N DOOR PER SCHEDULE SWEEP CONC. STOOP SLAB ON GRADE DR. SILL DETAIL 3" X 6" X 16 GA. DEEP LEG TOP TRACK WITH 2 FASTENERS @ STRUCTURAL BEAM SILL SECTION WITH WEEP OR FLASHING PAN OVER SEALANT SUBMIT SHOP DRAWING FOR REVIEW BEFORE CONSTRUCTION STOREFRONT SILL DETAILS 3"=1'-0" STOREFRONT SYSTEM WITH STOP AND WEATHERSTRIPPING STOREFRONT DOOR PER SCHEDULE STOREFRONT DOOR JAMB DETAIL 3/4" DI. 1/4 ROUND CAST DRIP ANOD. ALUM HORIZ. MULLION 1" INSULATED GLASS HORIZONTAL MULLION REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION bi3%)...141 PC CONCRETE PANEL WITH CHAMFER AND TOOLED EDGES — PAINT /PA 1X FIR — PAINT GYPSUM SOFFIT BOARD ON 31/2" M.S. FRAMING AT 16" OC — PAINT SOFFIT DETAIL RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER 5/8" G.W.B. EA. SIDE ON 3 1/2" METAL STUDS at 24" 0.C.(PROVIDED TYPE 'X' G.W.B. at RATED WALLS) FIRE TREATED WOOD BUCK H.M. DOOR FRAME 3/8" G.W.B. EA. SIDE ON WOOD OR METAL STUDS 3 SILENCERS at STRIKE SIDE WOOD BUCK 3 SILENCERS at STRIKE SIDE C 1( INSULATED METAL U=0.60 SEALANT WITH BACKER ROD PANEL OFFSET DETAIL N. T. S. D 0 0 INSULATED METAL U=0.60 INSULATED METAL U=0.60 1 TRIMX(EASE EDGES) DOOR FRAME DETAIL - ONE HOUR N. T. S. SOLID CORE WOOD DOOR DOOR FRAME DETAIL N. T. S. Y P E SCHEDULE 0 0 INSULATED METAL U=0.60 S C INSULATED METAL U=0.60 S.C. WOOD HOLLOW METAL DOORS FRAMES HAKUWAKt e NO. TYPE SIZE THICK MATERIAL FINISH RATING SIZE DETAILS MATERIAL FINISH r N LOCKSET CYLINDER LOCK RAIN DRIP w . g 52 k' g IX= a 90 NOTES REMARKS HEAD JAMB SILL 101 G 3'-0" x 7'-0" - S.C. WOOD STAIN - - 3/A5.1' 3/A5.2 - WOOD STAIN NONE GWB NONE NONE - NONE - - VINYL COVERED BATT INSULATION AT PERMITER WALLS 105 VERTICAL UFT - SUDE FOR PAD LOCK S102 107 G 3'-0" x 7'-0" - S.C. WOOD STAIN - - 3/A5.2 3/A5.2 - WOOD STAIN AC TILE FACTORY 9' 107 WOMEN SHT.V FACTORY SHT.V FACTORY VERTICAL UFT - SUDE FOR PAD LOCK S103 108 G 3'-0" x 7'-0" - S.C. WOOD STAIN - - 3/A5.2 3/A5.2 - WOOD STAIN MEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT S104 109 G 3'-0" x 7'-0" - S.C. WOOD STAIN - - 3/A5.2 3/A5.2 - WOOD STAIN GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY GWB S105 114 A 3'-0" x 7'-0" - HOLLOW METAL PAINT - - 8/A5.1 11/A5. 17/A5.1 HOLLOW METAL PAINT PAINT GWB PAINT NONE - AC TILE FACTORY 9' 114 STAIR #1 ONE HOUR ASSEMBLY 115 A 3'-0" x 7'-0" - HOLLOW METAL PAINT - - 8/A5.1 11/A5. 17/A511 HOLLOW METAL PAINT 115 WAREHOUSE CONCRETE NONE NONE - CONC. S107 116 A 3'-0" x 7'-0" - HOLLOW METAL PAINT - - 8/A5.1 11/A5. 17/A5A HOLLOW METAL PAINT ELEV. MACH. SHT.V FACTORY RUBBER FACTORY GWB PAINT GWB. PAINT GWB PAINT ONE HOUR ASSEMBLY 117 A 3'-0" x Y-0" - HOLLOW METAL PAINT - - 8/A5.1 11/A5. 17/A5.1 HOLLOW METAL PAINT 0 0 0 ONE HOUR ASSEMBLY E 20'-0" X 16'-0' - SECTIONAL METAL PAINT - - . 2/A5.1 3/A5.1 4/A5.1 CONCRETE PAINT GWB PAINT GWB PAINT NONE - AC TILE FACTORY 8' 202 VERTICAL UFT - SUDE FOR PAD LOCK S110 202 G 3'-0" x T-0" - S.C. WOOD STAIN - - 3/A5.2 3/A5.2 - WOOD STAIN AC TILE FACTORY 8' 203 STAIR #1 VERTICAL UFT - SUDE FOR PAD LOCK S111 203 A 3'-0" x 7'-0" - HOLLOW METAL PAINT - - 8/A5.1 11/A5. 17/A5.1 HOLLOW METAL PAINT WOMEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB 0 GWB PAINT ONE HOUR ASSEMBLY 204 G 3'-0" x 7'-0" - S.C. WOOD STAIN - - 3/A5.2 3/A5.2 - WOOD STAIN GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY VERTICAL UFT - SUDE FOR PAD LOCK S113 205 G 3'-0" x 7'-0" - S.C. WOOD STAIN - - 3/A5.2 3/A5.2 - WOOD • STAIN S114 F 16'-0" X 10'-0"' - SECTIONAL METAL PAINT - - 2/A5.1 3/A5.1 4 A5.1 CONCRETE PAINT VERTICAL UFT - SUDE FOR PAD LOCK S115 0 0 C DOORS FRAMES HARDWARE NO. TYPE SIZE THICK _ MATERIAL - FINISH RATING SIZE DETAILS MATERIAL BUTTS Qtr J YUa J z�yj5 UJ K ]CLOSURE LATCH GUAR[ g 52 JSTRIPPIINNG THRESHOLD NOTES REMARKS HEAD JAMB SILL S101 8 9'-0" X 10'-0" - SECTIONAL METAL PAINT - - 2/A5.1 3/A5.1 7/A5.1 CONCRETE PAINT CONC. NONE GWB NONE NONE - NONE - - VINYL COVERED BATT INSULATION AT PERMITER WALLS 105 VERTICAL UFT - SUDE FOR PAD LOCK S102 C 12'-0" X 16'-0" - SECTIONAL METAL PAINT - - 2/A5.1 3/A5.1 4/A5.1 CONCRETE PAINT - AC TILE FACTORY 9' 107 WOMEN SHT.V FACTORY SHT.V FACTORY VERTICAL UFT - SUDE FOR PAD LOCK S103 A 3'-0" x 7'-0" - HOLLOW METAL PAINT - - 8/A5.1 11/A5. 17/A5.1 HOLLOW METAL PAINT 108 MEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT S104 D 3'-0" x T-0" - ALUM./GLASS FACTORY - - 10/A5.416/A5.217,A5.2 TOILET SHT.V ALUMINUM FACT. FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY GWB S105 D 3'-0" x 7'-0". - ALUM./GLASS FACTORY - - 10/A5..16/A5.217/A5.: GWB PAINT ALUMINUM FACT. GWB PAINT GWB PAINT NONE - AC TILE FACTORY 9' 114 STAIR #1 115 WAREHOUSE CONCRETE NONE NONE - CONC. S107 A 3'-0" x 7'-0" - HOLLOW METAL PAINT - - 8/A5.1 11/A5. 17/A5A HOLLOW METAL PAINT 116 ELEV. MACH. SHT.V FACTORY RUBBER FACTORY GWB PAINT GWB. PAINT GWB PAINT GWB PAINT NONE - GWB PAINT 8' 117 STAIR #1 S109 E 20'-0" X 16'-0' - SECTIONAL METAL PAINT - - . 2/A5.1 3/A5.1 4/A5.1 CONCRETE PAINT GWB PAINT GWB PAINT NONE - AC TILE FACTORY 8' 202 VERTICAL UFT - SUDE FOR PAD LOCK S110 E 20'-0" X 16'-0' - SECTIONAL METAL PAINT - - 2/A5.1 3/A5.1 4/A5.1 CONCRETE PAINT - AC TILE FACTORY 8' 203 STAIR #1 VERTICAL UFT - SUDE FOR PAD LOCK S111 A 3'-0" x 7'-0" - HOLLOW METAL. PAINT - - 8/A5.1 11/A5. 17/A51 HOLLOW METAL PAINT 204 WOMEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT S112 F 18'-0" X 10'-0" - SECTIONAL METAL PAINT - - 2/A5.1 3/A5.1 4/A5.1 CONCRETE PAINT FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY VERTICAL UFT - SUDE FOR PAD LOCK S113 A 3'-0" x 7'-0" - HOLLOW METAL PAINT - - 8/A5.1 11 A5. 1 A5A HOLLOW METAL PAINT S114 F 16'-0" X 10'-0"' - SECTIONAL METAL PAINT - - 2/A5.1 3/A5.1 4 A5.1 CONCRETE PAINT VERTICAL UFT - SUDE FOR PAD LOCK S115 A 3'-0" x 7'-0" - HOLLOW METAL PAINT - - 8/A5.1 11/A5. 17/A5.1 HOLLOW METAL PAINT SINK SHALL BE NOT MORE THAN 6 1/2" IN VERTICAL DEPTH. cp I ice) 0 ta 12"to18"--'"- 1 \ �\ 36" GRAB BAR 7'-0" 30"X48" CLEAR SPACE 42" GRAB BAR T.P. DISPENSER MOUNT OUTLET AT MIN. 15" AFF 1 1/2" MIN. BETWEEN TOP OF TOILET PAPER DISPENSER AND BOTTOM OF GRAB BAR. 60" DEEP CLEAR AT DOOR 60"x56" CLEAR SPACE REVIEWED FOR CODE COMPLIANCE OD JANAPPR21 VE2014 City of Tukwila BUILDING DIVISION TP DISPENSER LOCATIONS GWB - PAINT P. LAM. WAINSCOT WITH METAL TOP TRIM © 4 WALLS \ 0j M GRAB o2 BARS "o T.P. \M\ N OTE LEVER TYPE FAUCET CONTROL HANDLE SHALL BE LOCATED PER ICC/ANSI A117.1 - 2003 - 309 ONE HAND OPERATION, IF SELF CLOSING MUST REMAIN OPEN FOR 10 SECONDS MIN. LAVATORY BOWL DEPTH 6 1/2" MAX. 24" X 36" MIRROR WITH METAL EDGES AND SHELF 0 I fa). V FLUSH CONTROL ON THIS SIDE GRAB BARS - 1 1/4" TO 1 1/2" WITH 1 1/2" SPACE BETWEEN BAR AND WALL. LIJ < LiJ Z J `1U o �) 34" MAX \ \ 6" SHEET VINYL BASE INTEGRAL WITH FLOOR HOT WATER AND RAIN PIPES EXPOSED UNDER LAVATORIES AND SINKS SHALL BE INSULATAED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES OR SINKS. ROOM FINISH SCHEDULE ROOM NAME FLOOR BASE NORTH WALL SOUTH WALL EAST WALL WEST WALL WAINSCOT I V-6„ I 1 MAT. FIN. L -I----- I 7" to I 9"4_J" 1 1 FIN. MAT. FIN. 1 FIN. _O FIN. 1 p 42" GRAB BAR T.P. DISPENSER MOUNT OUTLET AT MIN. 15" AFF 1 1/2" MIN. BETWEEN TOP OF TOILET PAPER DISPENSER AND BOTTOM OF GRAB BAR. 60" DEEP CLEAR AT DOOR 60"x56" CLEAR SPACE REVIEWED FOR CODE COMPLIANCE OD JANAPPR21 VE2014 City of Tukwila BUILDING DIVISION TP DISPENSER LOCATIONS GWB - PAINT P. LAM. WAINSCOT WITH METAL TOP TRIM © 4 WALLS \ 0j M GRAB o2 BARS "o T.P. \M\ N OTE LEVER TYPE FAUCET CONTROL HANDLE SHALL BE LOCATED PER ICC/ANSI A117.1 - 2003 - 309 ONE HAND OPERATION, IF SELF CLOSING MUST REMAIN OPEN FOR 10 SECONDS MIN. LAVATORY BOWL DEPTH 6 1/2" MAX. 24" X 36" MIRROR WITH METAL EDGES AND SHELF 0 I fa). V FLUSH CONTROL ON THIS SIDE GRAB BARS - 1 1/4" TO 1 1/2" WITH 1 1/2" SPACE BETWEEN BAR AND WALL. LIJ < LiJ Z J `1U o �) 34" MAX \ \ 6" SHEET VINYL BASE INTEGRAL WITH FLOOR HOT WATER AND RAIN PIPES EXPOSED UNDER LAVATORIES AND SINKS SHALL BE INSULATAED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES OR SINKS. ROOM FINISH SCHEDULE ROOM NAME FLOOR BASE NORTH WALL SOUTH WALL EAST WALL WEST WALL WAINSCOT CEILING REMARKS MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. 101 WAREHOUSE CONCRETE NONE NONE - CDNC. NONE CDNC/GWB NONE CONC. NONE GWB NONE NONE - NONE - - VINYL COVERED BATT INSULATION AT PERMITER WALLS 105 OFFICE CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT NONE - AC TILE FACTORY 9' 107 WOMEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY GWB PAINT 8' 108 MEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY GWB PAINT 8' 109 TOILET SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY GWB PAINT 8' 113 OFFICE CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT NONE - AC TILE FACTORY 9' 114 STAIR #1 115 WAREHOUSE CONCRETE NONE NONE - CONC. NONE CONC/GWB NONE CDNC. NONE GWB NONE NONE •- NONE - - VINYL COVERED BATT INSULATION AT PERMETER WAWLLS 116 ELEV. MACH. SHT.V FACTORY RUBBER FACTORY GWB PAINT GWB. PAINT GWB PAINT GWB PAINT NONE - GWB PAINT 8' 117 STAIR #1 201 OFFICE CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT NONE - AC TILE FACTORY 8' 202 CLOSET CARPET FACTORY RUBBER FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT NONE - AC TILE FACTORY 8' 203 STAIR #1 204 WOMEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY GWB PAINT 8' 205 MEN SHT.V FACTORY SHT.V FACTORY GWB PAINT GWB PAINT GWB PAINT GWB PAINT P.LAM FACTORY GWB PAINT 8' tbo( /No‘tr %Attire SkAtl ekanbrSfeGiiic;, DMf wj it.1)}� ivq Pic.- Ioos.I..1 RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.) CRITERIA: ALL MATERIALS, WORKMANSHIP, DESI6N, AND CONSTRUCTION SHALL CONFORM TO THE DRAWIN65, SPECIFICATIONS, THE INTERNATIONAL BUILDING COIF (IBC), 2004 EDITION, AMERICAN SOCIETY OF CIVIL EN6INEER5 MINIMUM DESI6N LOADS (ASCE 1), 2005 EDITION, AMERICAN CONCRETE INSTITUTE (AGI 318), 2008 EDITION, AND NATIONAL DESIGN SPECIFICATION (NRS), 2005 EDITION. 2. DESI6N LOADING CRITERIA: SNOW LOAD (NO DRIFTING') FLOOR LIVE WAREHOUSE FLOOR LIVE 2nd FLOOR FLOOR LIVE FUTURE PENTHOUSE 25 PSF NON-REDUCIBLE 150 PSF NON-REDUCIBLE (2000# GONGENTRATED) 10 PSF REDUCIBLE 10 PSF REDUCIBLE STAIR LIVE 100 PSF NON-REDUCIBLE MECHANICAL UNITS: SEE DRAWINGS FOR MAXIMUM ALLOWABLE WEIGHTS WIND: BASIC WIND SPEED: 85 MPH I=1.0 EXPOSURE = B INTERNAL PRESSURE COEFFICIENT = 0.18 COMPONENT AND GLADDIN DESI6N PRESSURES: AT CS = 13.4 PSF NOT AT CORNERS = 13.4 PSF EARTHQUAKE: OCCUPANCY CATEGORY = II SITE LOCATION = LAT: 41.48° L0N6: -122.28° I = 1.0 Ss = 1.464 51 = 0.505 SITE CLASS = D Sds = 0.414 5d1 = 0.505 SEISMIC DESI6N CATEGORY = D LATERAL FORCE PROCEDURE. SPECIAL CONCRETE SHEAR WALLS: R = 5; P. 0 = 2.5; Cs = 0.1454; Ye = 421k SEE DRAWIN65 FOR ADDITIONAL LOADING CRITERIA 6ENERAL: THESE DRAWIN65 SHALL BE USED TO6ETHER WITH THE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BETWEEN ALL THE DRAWIN65 AND SPECIFICATIONS. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONTINUANCE OF THE WORK. 4. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS. IF EXISTING CONDITIONS DIFFER FROM THOSE SHOWN, THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED PRIOR TO CONTINUANCE OF THE WORK. CONTRACTOR SHALL BE RESPONSIBLE FOR DESI6N AND CONSTRUCTION OF ALL TEMPORARY SHORING AND BRAGIN OF THE WORK UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. CONTRACTOR -INITIATED CHANGES TO THE WORK SHALL BE SUBMITTED IN WRITIN6 TO THE ARCHITECT AND ENING. OBTAIN APPROVAL BEFORE PROCEEDING WITH THE WORK. CHANGES TO SHOP DRAWINGS ALONE WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWIN65 INDICATE 6EMERAL AND TYPICAL DETAILS OF CONSTRUCTION. USE SIMILAR DETAILS, SUBJECT TO REIVEW BY THE ARCHITECT, WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD BESTED SHALL BE SUPERVISED BY THE SUFFL I ESR DURING MANUFAGTUR I NL6, DELIVERY, HANDL I N6, STORA6E AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. EQUIPMENT: 10. ANCHORAGE AND SEISMIC BRAGIN OF MECHANICAL UNITS AND OTHER MECHANICAL FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT MECHANICAL DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL EN6INEER REISTEWED IN THE STATE OF WASHINGTON. THE MECHANICAL CONTRACTOR MUST HIRE THE ENGINEER AND 15 RESPONSIBLE FOR ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIG BRAGIN6 AND ANCHORAGE. SEISMIC BRAGIN AND ANCHORA6E DESI6N AND CONSTRUCTION SHALL COMPLY WITH CHAPTER 13 OF ASCE 1-05. SUMBITTALS: 11. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW TWO WEEKS PRIOR TO FABRICATION: STAMPED BY SUBMITTAL SUBMITTAL REQUIRED CONCRETE REINFORGIN6 YES CONCRETE TILT -UP YES WALL LIFTING HARDWARE CONCRETE TILT -UP PANEL YES LAYOUT DRAWINGS STRUCTURAL STEEL YES STEEL. BAR JOISTS YES BIDDER DE SI6NED STAIRS YES STEN. 6I RDER TRUSSES YES REGISTERED ENGINEER NOT REQUIRED YES NOT REQUIRED NOT REQUIRED YES YES YES EN6INEERIN CALCULATIONS NOT REQUIRED YES NOT REQUIRED NOT REQUIRED YE5 NOT REQUIRED YES SUBMITTALS ( CONT.) : SHOP DRAWING SUBMITTALS PROCESSED BY THE EM6INER ARE NOT GHAN6E ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR I5 TO DEMONSTRATE TO THE EN6INEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL I5 INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS . AND THE CONTRACT DOCUMENTS ARE DISCOVERED, EITHER PRIOR TO OR AFTER, SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE BIN, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS OF DESI6N BUILD COMPOENTS, INCLUDING CONNECTOR PLATE ROOF TRUSSES SHALL INCLUDE THE DESI6NIN6 PROFESSIONAL INEEZ'S STAMP, STATE OF WASHINSTOI, AND SHALL BE APPROVED BY THE COMPONENT DESI6NER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER I5 RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY GALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWIN65. SHOP DRAWIN65 SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. 12. SHOP DRAWIN65 OF DESI6N-BUILD COMPONENTS SUCH AS STAIRS SHALL INDICATE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE STRUCTURE AS WELL AS CONNECTION DETAILS OF THE COMPONENT TO THE STRUCTURE. THE ENGINEER OF RECORD TAKES NO RESPONSIBILITY FOR THE. DESIGN, MANUFACTURE, HANDLIN6, DELIVERY OR ERECTION OF ThE COMPONENTS AND WILL REVIE^I THIS SUBMITTAL ONLY FOR THE ADEQUACY OF THE BASIC STRUCTURE TO ACCOMMODATE THE COMPONENT LOADS AND DETAILS INDICATED. DE5I6N OF COMPONENT CONNECTIONS TO THE BASIC STRUCTURE SHALL BE THE RESPONSIBILITY OF THE COMPONENT DESIGNER. ThE SHOP DRAWIN65 SHALL BE STAMPED BY A WASHINGTON STATE RE6I5TBRED PROFESSIONAL EN6INEER. DESI6N CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL, BUT WILL NOT BE RETURNED: 13. PERMED SUBMITTALS, SUCH A5 GLASS AND METAL APNIN65 AND METAL STAIRS SHALL BE REVIEWED AND STAMPED BY A WASHINGTON STATE REGISTERED PROFESSIONAL ENING BEFORE SUBMITTIN6 TO THE ARCHITECT. QUALITY ASSURANCE: 14. SPECIAL INSPECTIONS ARE REQUIRED IN ACCORDANCE WITH CHAPTER 11 OF THE IBG FOR THE FOLLOWING WORK: CONCRETE STERL- PLAGIN REINFORCEMENT PLAGIN6 ANCHOR BOLTS 4 HOLDOWN BOLTS PLAGIN CONCRETE INSTALLING EXPANSION BOLTS OR STROS BOLTS INSTALLING EPDXY BOLTS 4 DOWELS HEADED STUDS 4 DEFORMED BAR ANCHORS (fANTIN0005) ,(PERIODIC) (CONTINUOUS) (P6tI0DIG) (CONTINUOUS) (CONTINUOUS HIGH-STREWTH BOLTING - SNU6-TI6HT HIGH -STRATH BOLTIN6 - SLIP -CRITICAL STRUCTURAL STEEL WEt.DIN6 WELDINS - SIN6LE-PASS, 5/16 FILLET OR LESS YE DING - METAL DECK MASONRY (PERIODIC) (CONTINUOUS) (PERIODI (CONTINUOUS, UON) (PERIODIC) (PERIODIC) PLAGI% UNITS, REINFORCEMENT 4 EMBEDMENTS PLACING 6ROUT (PERIODIC) (CONTINUOUS) ALL INSPECTION REPORTS AND CERTIFICATES OF COMPLIANCE SHALL BE SUBMITTED TO THE CITY. GEOTECHNICAL: REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 i 2014 City of Tukwila BUILDING DIVISION 15. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINA6E, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH THE GIVIL/STRUCTURAL DRAWINGS AND SPECIFICATIONS OR AS DIRECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. THE OWNER APPOINTED 6EOTEGHNIGAL EN6INER SHALL APPROVE FOOTING EXCAVATION/PREPARATION PRIOR TO PLACEMENT OF ALL FOOTIN65. FOOTING DEPTHS/ ELEVATIONS SHOWN ON THE DRAWINGS ARE MINIMUM AND FOR 6UIDANCE ONLY; THE ACTUAL E-EVATIOS SHALL BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING& WITH THE OWNER APPOINTED 6E0TEGHNICAL EN66INEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, 6RANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINA6E AS NOTED IN THE GIVIL DRAWINGS AN SPECIFICATIONS. SITE CLASS ALLOWABLE SOIL PRESSURE LATERAL EARTH PRESSURE - PASSIVE COEFFICIENT OF FRICTION SER EARTHQUAKE CRITERIA 3,000 PSF 120 PCF 0.35 SOILS REPORT REFERENCE: PREPARED BY CORNERSTONE GEOTECHNICAL INC, REPORT NO. G6 FILE NO. 2113, DATED .JULY 13, 2006. FOR: 4501 SOUTH 134th PLACE, TUKWILA, WA ANGHORA&E: 16. EXPANSION BOLTS: INTO CONCRETE SHALL BE STRON6 BOLT, AS MANUFACTURED BY SIMPSON STRONG -TIE INSTALL IN STRIGT ACCORDANCE WITH ICG ESR REPORT 1111, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SPECIAL INSPECTION I5 REQUIRED FOR ALL EXPANSION BOLT AND INSERT INSTALLATION. EXPANSION BOLTS AND INSERTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. 11. EPDXY-GROUTED ANCHORS (THREADED ROD OR REINFORCING BAR) SHALL BE GROUTED WITH HIT -RE 500-5D ANCHORS. INSTALL IN STRICT ACCORDANCE WITH ICG -ES REPORT ESR -2322. SPECIAL INSPECTION IS REQUIRED FOR ALL EPDXY-GRUNTED ANCHOR INSTALLATION. EPDXY-6ROUTED ANCHORS SHALL NOT BE USED AS SUBSTITUTES. FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL EN6INEER. VIEWED This plea was reviewed for general conformance with the fiAlowing, us xended I,rthelerisdiction: ,Shructere1. Provisions of the tatcrnatiorssi UuiWing•Cock ❑ Kan -structural Pru isiuns ut.the Lttsrnstiaaal Sanding Cede ❑ Other: Thble for con(srmanse with all appiiemMe codon. 'tion of p r jval ap d pert is requirements is and 'buerpretatiotl of the of approval. and permit a�epuitrments subject Walls r�+�n governing suthority. This review does not relieve the Architect auJ Eng none vof'uecord of tiro terpotrs;biiity for a cornptcte design in ac otdirt with the tows of the governing jurisdiction snd the sate of Washington.�TV \N\\,-. uvIn MLDDi.ON. INC CoA, Uttrievi Cateultattt 14. CONCRETE: CONCRETE SHALL BE MIXED, PROPORTIONED,CONVEYED, PLACED AND TESTED IN ACCORDANCE WITH IBC SECTION 1405 AND AGI 318. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: 28 DAY STRENGTH TYPE OF CONSTRUCTION (VG) SLABS ON 6RADE, 4,000 P5I STAIR LANDINGS AND TREADS FOOTIN65 4. STEM WALLS 3,000 P5! CONCRETE WALLS 3,500 P5I. EXPOSURE CAT'S/CLASSES: F1, 50, P0, CO MAXIMUM SLUMP* 5" MINIMUM CEMENTITIOUS MATERIAL CONTENT PER CUBIC YARD** 5 1/2 SACKS 5 SACKS 5 SACKS MAX % AIR PVC RATIO CONTENT 0.45 4.5 ± 1.5% 0.45 4.5 ± 1.5% 0.45 4.5 ± 1.5% * MIXES SHALL BE PROPORTIONED 50 AS NOT TO EXCEED THE MAXIMUM SLUMPS INDICATED. 3 ** WATER-GEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL NOT EXCEED 0.50 UNLESS OTHERWISE NOTEED.THE MINIMUM CE ENTITIOUS MATERIAL CONTENT MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX I5 SUBMITTED TO THE STRUCTURAL ENGINEER AND THE CITY'5 BUILDING DEPARTMENT OF PLANNIN6 AND DEVELOPMENT FOR APPROVAL Tho WEEKS PRIOR TO PLACING ANY CONCRETE. THE DANCE MIX SHALL INCLUDE THE AMOUNTS OF GEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE A66RE&ATE, WATER AND ADMIXTURES, AS WELL AS THE WATER -GEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STREN6TH DATA IN ACCORDANCE WITH AGI 318-08, CHAPTER 5. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE DOST OF PHIGH SHALL BE PAID BY THE GENERAL CONTRACTOR, UNLESS THE PROPOSED MIX HAS BEEN GRANTED CONTINUOUS APPROVAL BY THE CITY'S BUILDIN6 DEPARTMENT OF PLANNIN6 AND DEVELOPMENT. REVIEW OF MIX SUBMITTALS BY THE 1546INEER OF INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAIN FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. int 11/ a', Ili - 20. ": 20. REINFORCING STH_ SHALL CONFORM TO ASTM A615, 6RADE 60, fy = 60,000 P5I, EXCEPT REINFORGIN6 BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A106. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 21. REINPORCIN STEEL FOR CONCRETE WORK SHALL BE DETAILED (INGLUDIN6 HOOKS AND BENDS) IN ACCORDANCE WITH AGI 315-44 AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT WITH Is LAPS PER TABLE II, DETAIL 16/53.1, UNLESS OTHERWISE NOTED. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8 N0 BARS PARTIALLY EMBEDDED IN HAS CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE EN6INEER. 22. CONCRETE PROTECTION (COVER) FOR REINFORGIN6 STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH (1.e. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LAR6ER). 2" (#5 BARS OR SMALLER). . 1 1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" SLABS AND WALLS (INTERIOR FACE) 6REATER OF (BAR DIAMETER PLUS 1/8") or . . 3/4' 23. CAST -IN-PLACE CONCRETE. SEE ARCHITECTURAL DRAWIN65 FOR EXACT LOCATIONS AND. DIMENSIONS OF POOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWIN65 FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THfROU6H CONCRETE WALLS. SER ARCHITECTURAL DRAWINGS FOR ALL 6ROOVES, NOTCHES, CHAMFiRS, FEATURE STRIPS, DOLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 24.. 5ONDIN6 ACTT SHALL BE "GONCRESIVE LIQUID LPL" BY GHEMREX, INC. OR EQUIVALENT, AND SHALL BE USED WiFERE NEW CONCRETE I5 PLACED AGAINST PREVIOUSLY PLACED OR EXISTINkG CONCRETE. PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS,.INOLUDIN6 PREPARATION OF EXISTIN6 SURFACES. 25. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTERUGTIONS. 6ROUT STEREN6TH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT I5 PLACED (6,000 P51 MINIMUM). . 26. DEFORMED BAR ANCHORS (DBA) SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING DIVISION, TRW ASSEMBLIES AND FASTENERS GROUP, OR EQUIVALENT. ANCHORS SHALL BE MADE FROM GSD ROLLED, DEFORMED STEL.. CONFORMI N6 TO ASTM A-446. ABBREVIATIONS: AB = ANGOR BOLT BLK6 = BLOGKIN BOT = BOTTOM G = GAMER GONG = CONCRETE CONT = CONTINUOUS EA = EACH = ELEVATION EQ = EQUAL EXIST6 = EXISTIN6 F5 FAR SIDE 6T = GIRDER TRUSS HD = HOLD DOWN HDR = HEADER LONG = LONGITUDINAL MIN = MAX N5 00 OPP R = PLF = PSF = REINF READ SGHED = SIM TRANS = UON = 111-S = MINIMUM MAXIMUM NEAR SIDE ON CENTER OPPOSITE PLATE POUNDS PER LINEAL FOOT POUNDS PER SQUARE FOOT REINPORCIN REQUIRED SCHEDULE SIMILAR TRANSVERSE UNLESS OTHERWISE NOTED WELDED HEADED STUD SHEET INDEX: 51.1 GENERAL STRUCTURAL NOTES 51.2 6ENERAL STRUCTURAL NOTES (CONT.) 52.1 FOUNDATION PLAN 52.2 SECOND FLOOR FRAMING PLAN 52.3 ROOF F RAMIN6 PLAN 52.4 INTERIOR PANEL ELEVATIONS 52.5 INTERIOR PANEL ELEVATIONS 53.1 TYPICAL CONCRETE DETAILS 53.2 CONCRETE DETAILS 53.3 CONCRETE DETAILS 55.1 TYPICAL STS. 4 METAL FRAMING DETAILS 55.2 STEEL 11RAMIN6 DETAILS 55.3 STB.. FRAMING DETAILS z z co co z 0 0 U 2 Z 0 w a 0 co F 0 0 U O re D. re ra m 0 a re 8/1/13 COMMIS . smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 NO. DATE REVISION 6/30/08 Permit Submittal 1 8/24/08 Permit Comments 2 6/14113 Cods Update 3 8M3 Permit Comments SHEET TITLE General 5tructura1 Notes 01-122 JOB NO.: TELE . DRAWN: BLG DESIGNED: 6/30/08 DATE SHEET NUMBER: S1.1 REVIEWED FOR CODE COMPLIANCE APPROVED JAW 21 21J11+ City of Tukwila BUILDING DIVISION General Structural Notes (cont.) CONCRETE TILT -UP WALLS 21. TILT -UP CONCRETE MEMBERS SHALL BE ADEQUATELY BRACED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWIN65. BRAGIN6 SYSTEM SHALL BE DESIGNED FOR ALL LOADS INGLUPIN& WIND AND SEISMIC FORCES. 28. CONTRACTOR SHALL PROVIDE ALL EXTRA REINFORCEMENT, INSERTS AND LIFTING DEVICES REQUIRED FOR HANDLING AND ERECTION. DESIGN FOR ERECTION STRESSES AND SELECTION OF LIFTING SYSTEMS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE MINIMUM STRENGTH OF THE PANELS AT THE TIME OF ERECTION SHALL BE IN ACCORDANCE WITH THE LIFTING DESIGN. THE LIFTING DESI6N I5 A DEFERRED SUBMITTAL BY THE LIFTIN6 CONTRACTOR. 2q. SHOP DRAWING SUBMITTAL FOR CONCRETE TILT -UP WALL PANELS AND ASSOCIATED REINFORCEMENT, INCLUDIN& ANY EXTRA REINFORCEMENT FOR LIFTING AND ERECTION STRESSES, SHALL BE SUBMIIIILU PER THE QUALITY CONTROL SECTION FOR THESE NOTES. 30. BOND BREAKER SHALL BE APPLIED TO ALL FORM SURFACES INCLUDING THE CONCRETE SLAB. BOND BREAKER SHALL NOT BE APPLIED TO ANY REINFORCEMENT OR MISCELLANEOUS METAL INSERT'S USED FOR LIFTING. BOND BREAKER MUST BE COMPATIBLE WITH CURIN6 COMPOUND AND OTHER FINISHES, INCLUDING FAINT AND FLOOR FINISHES. PROTECT ALL ELEMENTS FROM STAINING WARPING OR CRACKING. COLD JOINTS SHALL NOT BE PERMITTED IN AN INDIVIDUAL TILT -UP PANEL. 31. TILT -UP PANELS SHALL BE PLACED ON PREPARED PADS AS DETAILED ON THE DESIGN DRAWIN65, OR STEEL. SHIMS. GROUT SPACES BETWEEN WALL PANEL.. AND FOUNDATION FOR FULL BEARING. 6ROUTIN6 SHALL TAKE PLACE ON THE SAME DAY HALL PANELS ARE SET. 32. SEE ARCHITECTURAL DRAWIN65 FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE ARCHITECTURAL DRAWIN65 FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS,. COLOR, TEXUTRE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. STEEL: 33. STRUCTURAL STEEL DESI6N, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.G. SPECIFICATIONS AND CODES: SPECIFICATION FOR STRUCTURAL STEEL. BUILDIN6S-ALLOWABLE STRESS AND PLASTIC DESIGN, OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR. STRUCTURAL STEEL BUILDINGS. CODE OF STANDARD PRACTICE FOR STEEL. BUIL.PIN65 AND BRIDGES, ADOPTED MARCH 1, 2000, AMENDED BY THE DELETION OF THE FOLLOWING PHRASE IN PARA6RAPH 4.4.1 (b): "CONFIRMATION THAT THE OWNER'S REPRESENTATIVE FOR DESI6N HAS REVIEWED AND APPROVED THE CONNECTION DETAILS SHAW ON THE SHOP AND ERECTION DRANIN65.' IN REFERENCE TO SECTION 3.1.6, FABRICATOR SHALL REVIEW PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWIN65 TO DETERMINE PAINTIN6 REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE OR TO RECEIVE SPRAY -ON FIRE'ROOFIN6 SHALL NOT BE PAINTED. IN REFERENCE TO SECTION 3.3, FABRIGATOR.SHALL FOLLOW PROJECT SPECIFICATIONS TO VERIFY EM6INEER' 5 INTENT IN THE EVENT OF DISCR!PANCIES BETWEEN DRAWIN65 AND SPECIFICATIONS. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA RE6ULATION 21 CFR PART 1126 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 18, 2001. MISCELLANEOUS PLATES FOR 6UYIN6 GABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC. SHALL BE ADDED AS REQUIRED. CON1RACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, 6UYS, OR TEMPORARY BRACINS AS REQUIRED PER SECTION 1126.155. 34. STRUCTURAL STIP.. SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEQ ASTM SPECIFICATION A. WIDE FLAN6E SHAPES B. PLATES, AN6LES, CHANNELS AND RODS G. STRUCTURAL TUBIN66 (HSS - SQUARE OR REGTAN6ULAR) D. ANCHOR BOLTS (EMS IN MASONRY OR CONCRETE) E. CONNECTION BOLTS (3/4' ROUND, UNLESS OTHERWISE NEED) A112 A3b A500 (6RADE B) F1554 (6RADE A) A325 -N F 50 KSI 36 KSI 46 K5I 36 KSI 35. DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL.. BUILDINGS AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION Ab. UNLESS SPECIFICALLY ALLOM+EED BY THE E 6I NEER, COLUMN MEMBERS SHALL NOT BE MODIFIED BY THE ROTARY STRA I 6HTEN I N6 PROCESS. 36. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.S. G. CODE OF STANDARD PRACTICE FOR STEEL BUILDIN6S AND BRIDGES, ADOPTED MARCH 1, 2000. ANY STEEL THAT 15 TO BE EXPOSED TO VIEW UPON COMPLETION OF THE PROJECT SHALL BE CONSIDERED ARCHITECTURALLY EXPOSED. 31. BOLTS IN CONNECTIONS NOT SPECIFIED AS SLIP -CRITICAL NEEP ONLY BE TI6HTEJED TO THE SNUG TI6HT CONDITION. THE SNUG TI6HT CONDITION I5 DEFINED AS THE TI6HTNES5 THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. IF A SLOTTED HOLE OCCURS IN AN OUTER PLY, A FLAT HARDENED WASHER OR COMMON PLATE WASHER SHALL BE INSTALLED OVER THE SLOT. 38. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.5.G. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.0. CERTIFIED WELDERS USIN6 E10XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. HELPING OF REINFORGIN6 STEEL I5 NOT PERMITTED. 31. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEL TO CAST -IN-PLACE CONCRETE AND THREADED STUDS FOR CONNECTION OF STiRUGTURAL STEE.. TO OTHER ELEMENTS SHALL BE MANUFACTURED FROM MATERIAL CONFORMIN6 TO ASTM A108 AND SHALL BE WELDED IN CONFORMANCE WITH A.W.5. REQUIREMENTS. STUDS SHALL BE TYPE CPL THREADED STUDS BY TRW ASSEMBLIES AND FASTENERS 6ROUP, OR EQUIVALENT. b13-ai f1llE L� AUG 2 3 2013 REID MIDDLETON, INC. 6/11/13 structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 THREADED RECEIVED CITY OF TUKWILA JUN 2 4 2013 PERMIT CENTER NO GHAN6E5 THIS SHEET. INCLUDED AS PART OF 'PERMIT COMMENTS' SET DATED 8/21/08 NO. DATE REVISION 6130/08 Permit Submittal I 8/21/08 Permit Comments 6/11/13 Code Update 01-122 JOB NO.: TKE DRAWN: BLG DESIGNED: 6/30/08 DATE: SHEET NUMBER: S1.2 140 -0" 35'-0" PJ P -I5 14/53.1 15/53.1 15/53.1 ii PJ tn a_ PJ AJO PJ P -I6 35'-0" 35'-0" 35'-0" t 101/53.3Il 19/53.1. � IL531 !p � 20/53.1PJ_-YY� .P�Y.rdp :dry rra 4/r.41//irr: #11 rj Al# PvjeA 1.4 01,01;p1IMM WA" rj sp ov. PIS 1312011ffei .4 Of ese rrA r Atse re "A j'A dff A 1- Artr4V 'TAW PJ ? � PJ P -IB P -IB ry F19 P-Iq P-20 PJ -A% 4/4/ 0'-0" SLAB -ON -GRADE PER NOTE 2 v F65 I25K 3q 114 6'-6' 4/532 4'-0" 20/533 I1 N 0'-0" SLAB -ON -GRADE PER NOTE I, U.O.N. L____J 105 Fq.O 301 F65 I25K .0 CLOSURE STRIP 4'-0" TYP 1 n 0 20/53.1 PJ REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION n C•1 ra! PJ PJ ( 4-1" TYP, U.O.N. Plan Notes: I. SLAB -ON -GRADE SHALL BE 5" THICK AND REINFORCED WITH #4 @ 20" EACH WAY ® MID -DEPTH, OVER 2" DAMP SAND, OVER 15 MIL VAPOR BARRIER OVER 6" OF FREE DRAINING GRANULAR MATERIAL. SEE GEOTECHNICAL REPORT FOR GRADATION REQUIREMENTS OF GRANULAR MATERIAL. 2. SLAB -ON -GRADE SHALL BE 12" THICK AND REINFORCED WITH *4 @ 18" EACH WAY @ TOP 4 BOTTOM, OVER 2" DAMP SAND, OVER 15 MIL VAPOR BARRIER OVER 6" OF FREE DRAINING GRANULAR MATERIAL. SEE GEOTECHNICAL REPORT FOR GRADATION REQUIREMENTS OF GRANULAR MATERIAL. 3. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLAB -ON -GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 250 50. FT. OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS MUST BE APPROVED BY ENGINEER AND OWNER. SEE 13/53.1 4. TOPS OF ALL PERIMETER WALL FOOTINGS SHOWN IN THIS PLAN SHALL BE -I'-I" BELOW TOP OF SLAB U.O.N. TOPS OF ALL INTERIOR WALL FOOTINGS SHOWN IN THIS PLAN SHALL BE 8" BELOW TOP OF SLAB U.O.N. COORDINATE WITH ARCHITECTURAL DRAWINGS. GEOTECHNICAL ENGINEER SHALL APPROVE PREPARED EXCAVATIONS PRIOR TO POURING OF FOOTINGS 5. REFER TO MECHANICAL/CIVIL DRAWINGS FOR UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS. SEE 8/53.1 6. COORDINATE ALL SLOPES AND STEPS IN SLAB -ON -GRADE WITH ARCHITECTURAL DRAWINGS 1. DIMENSIONS SHOWN ARE FOR REFERENCE ONLY. HORIZONTAL CONTROL PER ARCHITECTURAL bk. 4119 Legend: 20/532 12/532 SIM X' -X" PJ TOP OF CONCRETE ELEVATION TOP OF FOOTING ELEVATION PANEL JOINT AT LINE INDICATED STEPPED FOOTING PER 6/53.1 STEP IN TOP OF SLAB Footing Schedule P -x PANEL PER SHEET 52.4 4 52.5 F FOOTING TYPE PER SCHEDULE rHis sir R (R=kips SERVICE LEVEL -DEAD PLUS LIVE) QUANTITY (WHERE SPECIFIED) BAR SIZE "T" TOP, "M MIDDLE OR "B" BOTTOM SPACING oc (EQ. SPACE IF NOT SPECIFIED) (8)5B15 MARK SIZE DEPTH REINFORCING F6.5 61-6" x 60-6" 18" (q)#5 EA WAY BOTTOM Fq.O q'-0" x q'-0" 21" (15)#6 EA WAY BOTTOM F10.0 I0'-0" x l0' -O" 24" (11)#6 EA WAY BOTTOM FA 12'-0" x 8'-011 24" (13)#6 LONG BOTTOM (1806 TRANS BOTTOM FB 6I -0'I x 31 -O" 15"(504 EA WAY BOTTOM First Floor Foundation Plan Scale: I" = I'-0" n. 0 co 4M18 2'-3" TVP, U.O.N. TRENCH DRAIN. SEE ARCH 6" RAMP SLAB -ON -GRADE 0'-0" 1 11/532 0 w w 1 0 w 0 8 2 w LL 8 0 RECEIVED g CITY OF TUKWILA aiw JUN 2 4 2013 W z PERMIT CENTER z 8 EWHWIE AUG 2 3 2013 REID MIDDLETON, INC. 6/Iq/I3 collo= + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 E 0 0 W a) 3 4e; CD .ot oma H NO. DATE REVISION 6/30/08 Permit Submittal I 8/24/08 Permit Comments 2 6/10/13 Bldg Revisions 6/1e1/13 Gods Update SHEET TITLE Foundation Plan 01-122 JOB NO.: DRAWN: BLC DESIGNED: 6/30/08 DATE: SHEET NUMBER: S2.7 i 140'-0" 351_0" 351-0" 35'-0" 35'-0" 15/55.3 STAN JOISTS 15/55.2 SIM PJ SEE NOTE q PJ PJ P.1 L (F) (F) (F) (F) (F) (F) (F) (F) (F) (F) (F) (F) (F) (F) (F) PJ PJ 10/55.2 28LHIO 727:4,1- m 28LHI3 (VFY) 24LHq 28LHI3 (VFY) 18LH6 12/55.2 PJ T.0.5. I3'-816" SIM TYP 28LHIO 8/552 I8LH6 g= 28LHI3 (VFY) I_ 28LHIO 10/55.2 do do v 10/55.2 SIM PJ (F) (F) (F) (F) (F) (F) (F) (F). _. (F) (F) (F) (F) (F) 15/553 PJ Zeb PJ "4— SEE NOTE a PJ PJ 12/55.2 28LHIO 1/55.2 (F) 15/55.2 SIM m z TT II (F) 15/553 2 PJ 4.02 Plan Notes: 15/553 BTWN JOISTS 6/532 20/553 >PJ PJ TOP OF STEEL NOTED 014 PLAN 15 BOTTOM OF FLOOR DECK. UNLESS OTHERWISE NOTED, TOP OF JOIST SEAT IS 0'-5" BELOW TOP OF STEEL. ELEVATIONS ARE REFERENCED FROM FINISHED FLOOR. 2. REINFORCE CONCRETE SLAB BETWEEN GRIDS B 4 D AND 14 4 WITH 6x6-WI.4xWl.4 WWF. PLACE WWF I" BELOW TOP OF FINISHED SURFACE. 3. 4. 5. b. REINFORCE AROUND MISC. DECK OPENINGS PER 1/55.1 STEEL BAR JOISTS SHALL BE SPACED EQUALLY AS SHOWN. ALL JOIST BEARING DEPTHS TO BE 511 . AXIAL LOAD 114 TOP CHORD OF JOIST 15 I2K (UNFACTURED SEISMIC) AS CALCULATED BY IBC SECTION 16203.1. AXIAL LOADS TO BE TRANSFERRED THROUGH BEARING SEATS. 1. GIRDER DEPTH SHOWN 15 MAXIMUM ALLOWABLE. SUPPLIER MAY OPTIMIZE A5 NECESSARY. 8. ALL DIMENSIONS SHOWN MUST BE CONFIRMED WITH ARCHITECTURAL DRAWINGS. GRIDS ARE TO FACE OF STUD OR CENTERLINE COLUMN, UNLESS NOTED. q. SEE ARCHITECTURAL PLAN FOR FINISH FLOOR ELEVATION. 10. WALL PANELS ALONG GRIDS A, E AND WHERE NOTED ON PLAN ARE DESIGNED FOR PHASEI: NO 2nd FLOOR AND PHASE2: kV 2nd FLOOR. ENTIRE 2nd FLOOR MUST BE INSTALLED PRIOR TO BUILDING FUTURE PENTHOUSE. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION Second Floor Framing Plan Seale: 111 = I'-0" Legend: ar7 x' -x" G=X (F) [X'-X" (P=xK) T.0.5. TOP OF CONCRETE -FILLED METAL DECK CAMBER FUTURE JOIST INSTALL EMBED PLATES PER 15/55.2 4 I0/553 FOR FUTURE JOIST LOCATIONS TOP OF STEEL ELEVATION (5EE NOTE 2) INDICATES OPENING WHERE OCCURS. FRAME AROUND OPENING PER 2/55.1 LATERAL DRAG STRUT LOAD APPLIED TO SHOWN MEMBER, KIPS. SEE NOTE 5 TOP OF STEEL ELEVATION (SEE NOTE I) C) s N re w w w Z 0 W V) z 0 J 0 U 2 0 Z 0 W a Z 2 1a" m 0 rere s 0 0 w Z 0 W 0 w 0 0 I W w m O W 0 0 w w LL 0 to 0 8 U LL 0 [DEW[IEWE L 11 AUG 2 3 2013 D REID MIDDLETON, INC. re a RECEIVED CITY OF TUKWILA W 2.42013 PERMITJUN CENTER 2 U collons . . smith structural engineers 485 Front Steet N . Suite F-3 Issaquah, WA 98027 p: 425.369.1101. f: 425.369.1157 NO. DATE REVISION 6/30/08 Permit Submittal 1 8/29/08 Permit Comments 2 6/10/13 Bldg Revisions 6/19/13 Code Update SHEET TITLE Second Floor Framing Plan 01-122 JOB NO.: TKE DRAWN: BLC DESIGNED: 6/30/08 DATE: SHEET NUMBER. S2.2 20/n 2 11/ 3 20/ 5/S5.3 15/553 BTWN JOISTS 26K5 15/552 8LHI3 NOTE 8LHI2 11) 28LHI3 SEE NOTE 11 28LHI3 (VFY) do do 16/552 CHORD PER 2/552 ALONG GRID A do 3 d• L do IT 71 WI0xI2 WI0x12 8/55.3 k-- 0-- -111—+, _ Ja IL 18/552 DN T 28LHI3 (VFY) TIT 11 11---- H H----- 0 28LHI2 .1/8:12 SLOPE 28LHI3 (VFY) To - do 26K5 20LHq 20LHq 12/553 A 28LHI2 26K5 do :12 SLO d 0 PE) do 28LHI3 (VFY) 20LHq I8/552 20LHq 28LHI3 (VFY) 7 ts• X 1 28LHI3 SEE NOTE I I/552 do -- do 3/552 do REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila ISION 'd- 28LHI2 LLHIS (5; NOTE 11) 16/552 do 5/552 (4)PLAGE$ 11- 71 0 O do 26K5 CHORD PER 2/552 ALONG GRID E 15/552 15/55.3 TWN JOISTS 5/55.3 A Plan Notes: 20/552 zoiss3 SIM 20/552 1. TOP OF STEEL NOTED ON PLAN 15 BOTTOM OF ROOF DECK. UNLESS OTHERWISE NOTED, TOP OF JOIST SEAT 15 0'-5" BELOW TOP OF STEEL. TOP OF LEDGER ALONG NORTH 4 SOUTH WALL VARIES. ELEVATIONS ARE REFERENCED FROM FINISHED FLOOR. 2. REINFORCE CONCRETE SLAB WITH 6x6-11I.4xiI.4 WWF. PLACE WWF I" BELOW TOP OF FINISHED SURFACE. 5. REINFORCE AROUND MISC. DECK OPENINGS PER 2/55.1 4. STEEL BAR JOISTS SHALL BE SPACED EQUALLY A5 SHOWN. 5. ALL JOIST BEARING DEPTHS TO BE 5" 6. ALL JOISTS T0. BE DESIGNED FOR AN ADDITIONAL CONCENTRATED LOAD OF 600 POUNDS LOCATED AT ANY TOP CHORD PANEL POINT. 1. ALL JOISTS TO BE DESIGNED FOR AN ADDITIONAL CONCENTRATED LOAD OF 300 POUNDS LOCATED AT ANY BOTTOM CHORD PANEL POINT. 8. 14 PSF NET UPLIFT ON JOIST. q. AXIAL. LOAD IN TOP CHORD OF JOIST 15 I2K (UNFACTURED SEISMIC) A5 CALCULATED BY IBC SECTION 1620.5.1. AXIAL LOADS TO BE TRANSFERRED THROUGH BEARING SEATS. 10. GIRDER DEPTH SHOWN 15 MAXIMUM ALLOWABLE. SUPPLIER MAY OPTIMIZE A5 NECESSARY. 12. DESIGN JOISTS NOTED FOR ADDITIONAL UNIFORM DL=250 PLF AND LL=100 PLF (NOT REDUCIBLE) APPLIED TO TOP CHORD. Roof Framing Plan Scale: " = I'-0" Legend: 13 - al TOP OF STEEL ELEVATION (SEE NOTE I) INDICATES ROOF OPENING WHERE OCCURS. FRAME AROUND OPENING PER 2/55.1 EMBED PLATE 4 CONN PER 3/553 (P=xK) LATERAL DRAG STRUT LOAD APPLIED TO SHOWN MEMBER, KIPS. SEE NOTE 8 28LHI3 (VFY) TRUSS SUPPLIER VERIFY CAPACITY --S DENOTES li"4, PUDDLE WELDS 6"oc FOR 60" A NORTH AUG 2 3 2013 L -)J REID MIDDLETON, INC. 0 co rew w z z z 0 0 u. LL z 0 U) w a w z LL 15 0 0 2_ 0 w z 0 0 w 0 U 0 w o °o w re w 0 LJ re 0 z to (7 a w LL 0 z 0 re a 0 z re w CD 0 w U) 3 z RECEIVED w CITY OF TUKWILA 12. w JU2013 z PERMIT N24CENTER fr Z 8 colons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 In O cocrt .1 co ff. cijr °� •cn F= N0. DATE REVISION 6130108 Permit Submittal 1 8/29/08 Permit Cements 2 9/18/08 Permit Comments 2 3 6/10/13 Bldg Revisions 6/19/13 Gods lJxdate SHEET TITLE Roof Framing Plan 01-122 JOB NO.: TKE DRAWN: BLC DESIGNED: 6/30/08 DATE: SHEET NUMBER: S2.3 FUTURE CUT-OUT 4C14 (1)4EF w Lo A< CO LO w w co U 'n Iw IE in 8/532 5'-6" a'-0" 4' E -0" 12'-0" EE 2'-5" 32'-I Ii" P-3 FAR SIDE - I —ARCH C [R' IJ (2)5EF (2)5EF P -I 4C10 t A A 9 6'-6" MIN I2'-6" MIN 2'-51" 26-51" P-7 (2)#5 CHORD BAR SEE 2/53.3 JOIST JOIST SEAT PER 15/53.3 EMBED TYP. 4C18 1 0 4C18 LL. w N U >K w N- > E E E D MIN MIN. l0' -0i" P-2 REINFORCING STEEL PER PANEL P -a P-3 (8" THICK) REINFORCING STEEL PER PANEL 0 N P-6 P-6 FAR SIDE 2'-5" I2'-6" MIN /2\ 26'-51" 6'-6" MIN P-8 (2)4t5 CHORD BAR REINFORCING STEEL SEE 2/552 PER PANEL P-1 OPP ¢, JOIST MST/\ 4C18 x X co U (4)5 @ EMBED 4C18 4C18 X w D7 8 D / 5'-0" f 24'-II4" P-12 ▪ JOIST JOIST D JOIST e (4)5(7a EMBEDS r / 5'-0" A D 24'-IIJ4" P -I3 REINFORCING STEEL PER PANEL P -I2 !1\ P-4 (I4" THICK) REINFORCING STEEL PER PANEL P-5 OPP 4C14 4C14 >K >K s A 8/532 t P -Q BLOCKOUT * SLEEVES THIS END ONLY (. JOIST . JOIST 4C18 w co w q/532 DE A lA #4x f @ I6"oc - (2) it5 W/ ao° HOOK EA END EF8IN/ a0° HOOK EA END (2) #5 WI Q0° HOOK EA END cv 10/532 �GONNEGTIONS D* E NEAR 4 `E E D FAR SIDE � PANEL LEG 5'4)" 21'4" P-5 (I4/2" THICK) A (2)#5 CHORD BAR FUTURE CUT-OUT SEE 2/552 JOIST P-6 (8" THICK) BLOCKOUT 4 SLEEVES THIS END ONLY Ck, JOIST 4C18 (4)5 @ EMBEDS, r 4C18 x 0}'R , -II--iiii'77������hhhhhh (205 CHORD BAR SEE 2/55.2 m (4)5 @ EMBEDS BL B n P -I0 FUTURE CUT-OUT 5'-Ot' l0'-6" 25'-5i" P -I4 REINFORCING STEEL PER PANEL P-12 B K 4C18 O 1 O 0 5 (1)4EF J 1 L > P -I5 4C18 4C18 x O 0 5'-O" 24'-4" P -I I co LL. w D 413 m 4C18 8/532 3 eft - LL N "" SECOND 0 IS c FLOOR lA P -I6 Tilt -Up Panel Notes: I. PANELS ARE SHOWN FROM THE INTERIOR ELEVATION. 2. PANEL THICKNESSES ARE 714" UNLESS NOTED OTHERI1I5E. 3. P -x REFERS TO THE PANEL NUMBER, A5 LOCATED ON THE 0 {' ►ATION PLAN. 4. 040 REFER TO STEEL EMBED PLATES. SEE PANEL ELEVATIONS FOR LOCATION. 5. UNLESS NOTED OTHERWISE, REINFORCE PANELS PER 8/532 6. COORDINATE SCUPPERS, REVEALS AND PENETRATIONS WITH ARCHITECTURAL. COORDINATE EMBEDS AND ANCHOR BOLTS WITH ROOF FRAMING PLAN AND DETAILS. 1. PANEL JOINTS SHALL BE EQUAL WIDTHS ACROSS ELEVATIONS. 8. PROVIDE (2)#5 BARS MINIMUM AROUND ALL WINDOWS AND DOOR OPENINGS EXTEND BARS A MINIMUM OF 24" BEYOND OPENINGS WHERE POSSIBLE a. VERIFY MAN DOOR OPENINGS IN PANELS WITH ARCHITECTURAL DRAWINGS. Legend: A PANEL SIDE CONNECTION PER 4/532 B PANEL CORNER CONNECTION PER 3/532 G PANEL TEE CONNECTION PER 5/532 D PANEL BASE CONNECTION PER 2/53.2 DETAIL A E PANEL BASE CONNECTION PER 2/53.2 DETAIL B Bar Legend: QUANTITY (WHERE SPECIFIED) BAR SIZE � "G" CENTER, "EF" EACH FACE ® SPACING oc (EQ. SPACE IF NOT SPECIFIED) (8)5C15 C5 iu W 2" • 4" LOCATION OF "C" BARS LOCATION OF "EF" BARB REVIEWED FOR CODE COMPLIANC APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION -416 .r LOCATION OF "H" BARS Panel- Elevations Scale: j" = 1'-0" Ora nWc N MEMS AUG 2 3 2013 RFIn Mlnnl ETON, INC. .0 w 8/1/13 colleens smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101- f: 425.369.1157 NO. DATE REVISION 030/08 Permit Submittal I 8/24/08 Permit Comments 2 6/10/13 Bldg Revisions 6/14/13 Code Update 3 8M3 Permit Comments SHEET TITLE Panel Elevations 01-122 JOB NO.: TKE DRAWN: BLG DESIGNED: 6/30/08 DATE: SHEET NUMBER: S2.4 1 U. JJ U 4C12 4C12 14/532 w 0 —LOCATE INBEDS PER P-25 (6) PLACES 0 ENDS INDICATED i 14/532 K_ N U 181-0" EF 4'-I IB" 8/532 24'-114" P-17 P-20 11. JOIST . JOIST BLOGKOUT 4 SLEEVES THIS END ONLY (4)5 (D EMBEDS CUTOUT FUTURE FOR WINDOW [ n A D(SIM) q'—I III 51..011 D(SIM) q' -Ili" 24'-I14" P-23 REINFORCING STEEL PER PANEL P-22 D E 11-11" MIN E E 3' -II" MIN I6'-0" FUTURE GUT -OUT 8/532 26-II4" A\ P-18 (2$$5 CHORD BAR BLOGKOUT 4 SLEEVES SEE 2/552 THIS END ONLY JOIST \ cj. JOIST (4)5 @ EMBEDS© [A /X\ MIN CUTOUT \ / X4'-8" / \N_ MIN FOR A 21011 4C18 1 (1)4EF MIN 1 to 0 R In ( 4C18 0 scs 41 MIN P -IQ (205 CHORD BAR Di SEE 2/552- 01. MST I0'-5" MIN JOIST SEAT EMBED PER 15/53.3 TYP. LE JOIST cp. JOIST //�� r 1 \ fin [A FUTURE WINDOW 101" 51..011 25'-5" P -2I REINFORCING STEEL PER PANEL JOIST c JOIST P-22 a A (4)5 a EMBEDS o \ / 4'-8M11 • ix\ IN 7 / X 4'-8" N_ MIN' CUTOUT FOR (205 CHORD BAR SEE 2/55.2 B REINF PER 8/53.2 �C12 (4)5 @ EMBEDS EF 41-8" _MN /I\ A l FL x 7F r JOIST SEAT EMBED PER 15/53.3 TYP. REINF PER 8/532 n 4'4" MIN (1)411= FOR SECOND WINDOW FLOOR [A fia w A U 4C12 U 0 U w A\ 51 24'-1I4" P-22 REINFORCING STEEL ADD'L EMBEDS IN PANELS P -I1 P -I8 ,4 P-25 PER 14/53.2 (9)#9 PER 13/S5.3 (SPLICE NOT ALLOWED) FIN FLOOR 9 d- 13/55.3 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION A Csi FUTURE WINDOW B 14/532 1 (10 D(5IM) ql-nils 51.011 E(5IM) q' " 24'-41" P-24 REINFORCING STEEL PER PANEL P-22 1- 15/53.3 111 K N w et J (1)4EF AA (7)#7 PER 14/S5.3 (SPLICE NOT ALLOWED) u- w N w N w secorrv� FLOOR 14/553 Y-1 F 6' F 61..011 F F 201-1" 32'-54" FIN FLOOR 14/53.3 4 zd- BLOCKOUT PILASTER P-25 (8" THICK) tdal5•-aik 9 Tilt Up Panel Notes: 1. PANELS ARE SHOWN FROM THE INTERIOR ELEVATION. 2. PANEL THICKNESSES ARE 74" UNLESS NOTED OTHERWISE. 3. P -x REFERS TO THE PANEL NUMBER, A5 LOCATED ON THE F• `CATION PLAN. 4. ❑ 40 REFER TO STEEL EMBED PLATES. SEE PANEL ELEVATIONS FOR LOCATION. 5. UNLESS NOTED OTHERWISE, REINFORCE PANELS PER 8/552 6. COORDINATE SCUPPERS, REVEALS AND PENETRATIONS WITH ARCHITECTURAL. COORDINATE EMBEDS AND ANCHOR BOLTS WITH ROOF FRAMING PLAN AND DETAILS. 1. PANEL JOINTS SHALL BE EQUAL WIDTHS ACROSS ELEVATIONS. 8. PROVIDE (2)415 BARS MINIMUM AROUND ALL WINDOWS AND DOOR OPENINGS EXTEND BARS A MINIMUM OF 24" BEYOND OPENINGS WHERE POSSIBLE. q. VERIFY MAN DOOR OPENINGS IN PANELS WITH ARCHITECTURAL DRAWING. Legend:. A PANEL SIDE CONNECTION PER 4/532 B PANEL CORNER CONNECTION PER 5/532 G PANEL TEE CONNECTION PER 5/532 D PANEL BASE CONNECTION PER 2/532 DETAIL A E PANEL BASE CONNECTION PER 2/532 DETAIL B F PANEL BASE CONNECTION PER 2/532 DETAIL B 045, FS) Bar Legend: QUANTITY (WHERE SPECIFIED) BAR SIZE IIC" CENTER, "EF" EACH FACE NOT SPECIFIED SPACE IF551. (8)5C15 ) om • LOCATION OF "C" BARS LOCATION OF 'EF" BARS 0a3 N LOCATION OF "H" BARS Panel Elevations EWHEMEIN AUG 2 3 2013 Scale: !" = 11-0" REID MIDDLETON, INC. 8/1/13 collo= + smith structural engineers 485 Front Steet N , Suite F-3 Issaquah, WA 98027 p: 425.369.1101 - f: 425.369.1157 NO. DATE REVISION 6130/08 Permit SubmittaI I 8/241108 Permit Comments 2 4/18/08 Permit Garments 2 3 6/10/13 Bldg Revisions 6/14/13 Code Update 4 8M3 Permit Comments SHEET TITLE Panel Elevations 01-122 JOB A DRAWN: NO.: BE I BLC DESIGNED: 6%50/08 DATE: SHEET NUMBER: S2.5 CORNER MATCH BARS TO CORNER EXTERIOR GROSS REINF (ALT HOOKS) BARS TO MATCH WALL HORIZ REINF # L COL SIZE L W THICK ANCHORS BLOCK= SLAB 4 PLACE GONG AFTER oCOLUMN FOOTING H55 6x6 12" 1" 4" 2 TILT -UP PANEL PER PLAN ,,,r, , r-__-- kr, 1155 '1x7 I3" I3" 4" 4 DEAD LOADS ARE H55 COLUMN PER PLAN PANEL EDGE _ _ (10" @ I4i" PANELS) 1 IN PL IN PLACEBASE SLAB ON GRADE PER PLAN 4 GROUTHORIZ PER 3/53.1 ISOLATION JOINT 2/53.1 T5 COLUMN PER PLAN :, I" TYP ji 1155 8X8 14" 14" %" 4 . - GONSTRUGTION/GONTROLPER ` �e ^��J JOINTS PER 13/53.1 4 ANCHOR 4 r z f ---- ----- ; i - t R MI CTi -' 0 < CROSS" y ",�4c sF Q ,; bti Li �'t t .',�'+: �ti +` k4 w "♦.,..w..ax;.o�r � � ^�-:�'. ' :. �. � �c`L 'r"� � r.�`*�::-.G��we `J'�S'.�' :� ?".+z°.+d-. �+,� `^ s 4..a`$C:rb::L . v:.,1",,, wtic.s - vz .:9.; g tqrci -•• \411.,,e:84 .._......___. ISOLATION JOINT g 2 ANCHOR EIIIEI11 ( 1 111_111_ 3:: � • WALL REINF PER SCHEDULE AROUND COLUMN, H55 OR PIPE COLUMN PER 11 I I I EiI I V I ii - �� SINGLE CURTAIN �� TYPICAL PLAN 671- 2 0Ztz g1/4) A Zil FOOTING SIZE PER PLAN Typical 314" 0 J -Bolt Serle: 3' = 1.0' 5 at Ledger Connection I: `" "• . PLAN VIEW • � ii' a ° I Steel Column at Footing 4 4 Corner Bars 1 (4)%"(1) EXPANSION . : a... • a. 0 8" EMBEDMENT BOLTS, TYPICAL * 11. . : Column Isolation Joint 2 1 C • Steel Column Base Plates 3 4'-O" MIN D J 4'-0" -`_,__` 41-0" -`�` - . � • .... , CON OR CMU WALL. 05 DIAGONAL• ADDL. @ CONCRETE WALLS ONLY . •• • • : •• INSIDE FACE OF INSIDE FAGS OF z SEX NG WALL 0 ~ u < `� ~ S TILT -UP WALL _112 :: #4 > TILT -UP WALL # X12 „ > ' ' II=I1=I1=II=IIS 11-11=11_11 1=11=11= 11-11= �a- =I1=11=111E1111 =11_11 i I 2 R x :. —" A p SLAB 4 REINF PLAN. EXTEND INTO CLOSURE PER REINF STRIP x 56 @ 18 �� 2 -6 LAP I" GLR SLAB 4 REINF PLAN. INTO CLOSURE PER REINF STRIP 4 x 36 ®18 2'-6" LAP I I" GLR =11=11=11 I I I 9 —NNI —ito — A — O E- •' „ �11I =11=11 NORMAL REINFORCING1 FOOTING �, :4- , -.• i' _ A 4 -���-- 0 r . i 11=It=11=11 I d'°2 _ • .;.-0�,cp°°_• 43 /%09, `• i% °° : \.• l*. ,°\..�e\1•• z.°\••� t • �.0 . • ° �z•��iZY• .I• ° � ���• too z..0 °•,�.•��: \°�o:I•��.'�,`:: �% ° EXCAVATION NOT O 6 — — •II II -11_11 ADD BARS TO MATCH NORMAL REINFORCING . = =m=IIEIIE - (4) 4 = = = IN IIEIII -II ALLOWED BELOW —•. .- �O°\::;+;\1:I•� \':;_; r: °o °°\.:; ••oi.io• 0•t)o..�o•\ ••o \1. �o ��j°\•: \°b••o moo•\ 1:` THIS LINE I PIPE SLEEVES I _ I I=I I _ =11= 1 to .-' - (4)#4 CLOSURE T . 4 B LONG IN POUR II -11=11 Closure --�— Strip - 12" Slab 9 1 1 I -6 MIN 2 -0MIN. AS REQUIRED IIIdI =11=11=11=II�III LONG CLOSURE POUR Closure Strip - 5" Slab q 0 n = H =11=11 EXCAVATION , , / T Pipe Penetrations at Footings 3 NORMAL REINFORCING LINE OF FOOTING Stepped Footing 6 MINIMUM STRAIGHT DEVELOPMENT LENGTH (Ld) NOTE: q 36 #4x-1 FTG --�- CLOSURE STRIP 11. FTG REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2Q14 • City of Tukwila BU f DIVISION P1 SECOND POUR FIRST POUR I. PROVIDE IN RECTANGULAR FEET SQUARE SUBMIT 2. AT ALTERNATE 4I." CONSTRUCTION OR CONTROL JOINTS SLABS ON GRADE TO BREAK SLAB INTO AREAS OF 300 SQUARE OR LESS. AREAS TO BE APPROXIMATELY AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS FOR APPROVAL. CONTRACTOR'S OPTION, SUBMIT KEY DETAIL FOR APPROVAL. SAWGUT TO fro OF SLAB o f '� = 3000 P51 f'c =4000 to 5000 P51 BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS # 3 I6" 13" 14" 12" # 4 22" 11" 11" 15" # 5 21" 21" 23" IS" # 6 35" 21" 31" 24" # 1 48" 31" 42" 32" # 8 63" 44" 55" 42" # 1 80" 62" 61" 53" MINIMUM LAP SPLICE LENGTHS (Ls) (GLASS B) @ 16 ACROSS OPENING (4)MIN ® MAN DOOR CLOSURE STRIP li" L 2x2x 4 W/ o x 4" W.H.S. @ IS" PER q/53.1 = PER 1/53.1 -i Ls LAP PER TABLE 11,16/53.1 SEE PLAN FOR SLAB THICKNESS AND REINF, THICKNESS. SOON CUT JOINTS A5 AS CONCRETE HAS al • • = I I I = I I I I I =11=.11=111E1111 , ell.,, el per pia I1-11 el per pia TYPICAL HARDENED SUFFICIENTLY TO ` AVOID RAVELING. 0 = = f 'c 3000 P5I f'c 4000 to 5000 P51 IRO::%° A I...VA: fir Si I I I I I = 111.11. = = u BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS SLAB PER EXTEND N PLAN REINF TO = II SLAB PER PLAN D O EE ag E .•�• �!� :r.`:;:•.°°=� °�•�:!*�• '‘'';.,:t.:01;:. ,°P' # 3 21" 16" 18" 16° # 4 28" 22" 24" Iq" # 5 35" 21" 30" 23" '� '� " '� # b 63" 48" 54" 42" „ :, :, # 8 82 63 11 55 # 1 104" 80" 10" 61" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM.__+_ IF CLEAR CONCRETE COVER 15 LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO -CENTER SPACING 15 LESS THAN (4) BAR DIAMETERS THEN VALUES SHALL BE INCREASED BY 43%. EMBEDMENT LENGTHS (Ldh) FOR STANDARD END HOOKS EXTEND REINF TO ,• FAGS OF PANEL. FAGS OF PANEL 0 111=1 =_ � - I 11 - I -__:17= I f I _ - _ FILL � - AUG 2 3 2013 CONSTRUCTION JOINT GRANULAR PER SOILS REPORT, CONTROL JOINT PLASTIC WHERE VAPOR BARRIER OCCURS, SEE PLAN q Slab -On -Grade Joints 13 FOR GALL -OUTS IN COMMON SEE DETAIL 20 53.1 / Armored Ed a at Overhead Door 14 g FOR CALL -OUTS IN COMMON SEE REID MIDDLETON C. DETAIL 20/53.1 Panel to Footin g el 3'-0"•MIIIIIIIIIIIIIIIII_ 36 FTGb 13.....„)..17 FTG RECEIVED CITY OF TUKWILA FACE < 18 JUN 2 4 2013 PERMIT CENTER #4 TILT -UP PANEL PER PLAN CLOSURE STRIP > BROKEN UNIT PER ARCH r TILT -UP PANEL BEYOND #4 x ®I6" ACROSS OPENING (4)MIN ® MAN DOOR CLOSURE STRIP PER I0/53.I� SLOPE SLAB PER 14/53.1 @ ROLL UP DOORS #4 x IS ®24" CLOSURE STRIP4_ PER 10/S3.1-\ CONT I" THICK NON -SHRINK / GROUT, GROUT ®MINIMUM A. foreneral uses: . 9 BAR SIZE Pc = 3000 P5I f'c = 4000 to 5000 P5I PER 10/53.1 el 0'-0" # 3 6" 6" # 5 10" 1" # 6 12" 10" # 1 14" 12" # 8 Ib" 14:: # 1 18" 15" I. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 216" 2. END COVER FOR q0° HOOKS MUST BE EQUAL TO OR GREATER THAN 2". Splice Development chedule 16 Reinforcing p e&DETAIL 11. d•' IMMEDIATELY AFTER • • • • • PANELS ARE SET 1\`'* ;;SVO°�� =11=11=111E1111 =11=11=111E1111 _ II�III -11•••11=11= II 11 -I1 II I1 -II I-n=II=II IF 111 �I II ii - — Eli.-- li — • �r el per la P ISI 1 II_ _ 11 -X11 el per pl nl_n n -n= el per •la ,. ,• • • - (3)14. - (304 `'>. z • ,• • • • (3)#q.•• _ Zn X - j (304 ,• • 4. PER PLAN FOR GALL -OUTS IN COMMON SEE 2053,1 Footing at Mandoor 19 / 9 FOR GALL -OUTS IN COMMON SEE 20/53.1 EntryWayDETAIL _ Zn scale: �' - I'-0', von. 20 Typical Panel to Footing 6/11/13 coHons + smith structural engineers 485 Front Steet N . Suite F-3 Issaquah, WA 98027 p: 425.369.1101 ° f: 425.369.1157 NO. DATE REVISION 6/300/08 Permit Submittal I 8/24/08 Permit Comments 6/4,13 Godo Update SHEET TITLE Concrete Details 01-122 DRAWN: BLC DESIGNED: 6/50/08 DATE: SHEET NUMBER: S3i. 6/11/13 colons ,. smith structural engineers 485 Front Steet N Suite F-3 Issaquah, WA 98027 p: 425.369.1101. f: 425.369.1157 NO. DATE REVISION 6/30/08 Permit submittal I 8/29/08 Permit Comments 6/19/13 Code Update SHEET TITLE Goncrete Details 01-122 DRAWN: BLC DESIGNED: 6/30/06 DATE SHEET NUMBER: S3.2 II } D 2° o #6D2L4 ` EXTERIOR FAGS W/ (3)16".x4" ®6"GA W.H.S. ` E fr "x4" x 0'-6" 44- L 4x4xI6 x 0'-8" V D2L '_ '� BENTT L 2x2xf6 x 0'-8" W/ �S. j1:6 -1" L 2x2xk x 0'-6" 0,� 42#6 , 5a 5 57 II �4 PLAN VIEW (2)#4 x 4'-0" DBA @ 6"GA al �4 v -- BEND BARS AFTER fE�"X O'-4"YV/J (4)#4 x 4 WI 2'-0"'DBA t 1 o PANEL JOINT (2)*4 x 2'-0" DBA TO ANGLE 11 11 .1111111 PLAN VIEW ®6"GAWELDED , L 3x3x/4 x o'-8" NV (2)#4 1111 11 iE.TOL 11 11 V x 2'-0" DBA ® ay. GA ®4"GA. ---�--- 5 1" RTN r61I imilimmi_____ / OUTSIDE FAGS FIN FLOOR i � 16 II II If. 16x3 x 01_611 1 I4 1 I 1 11 I ETOE r Ifs b 11 11 ".4 REVEAL PER ARCH'L REVEAL PER ARCH'L (TYPICAL) It '_ " l.x3 1�mm��� 6�Ie x 14 .I� \ ' .11_ n n nJ TO EMBED ;; -1It II x6 x 14" 10" 8 8 �5 iib V 6" 2" RTN. EA PANEL 8 8 (2)%114) 10" W.H.S. LOCATE EMBEDS 3 -4 $ IO -4 ABOVE FIN FLOOR � �� ee .� w� rr r, �, .a � x6 x NV (3)6/4"x10" W.H.S. EMBED IN/ x ®1 GA. SUBSTITUTE W.H.S LOCATE L� ,� I ,� �� E TO � 3f6 V 16" *6 3 -4 4 10 -4 @ 1 GA. SUBSTITUTEIN/ W.H.S W/ *6 D2L @ SIM x 36" D2L @ SIM ABOVE FIN FLOOR �v,� a� �� .u� ,a � �, ,.x,. , ��r DETAIL A DETAIL $ 2 3 Typical Panel to Panel Connection 4 Panel to FootingConnections Panel to Panel Connection #4x©+ (3) og #3 x t J+ C (® EVERY LEDGER PER / 55.3 15 _____,„/2.._____l 21_0' (1)5EF a ci OTHER VERT BAR). SPACE PER 8/532 -` \ . %. . .` (1)4EF _VERT RIENF PER ,4. . • . L 3x3x4 ®32" PANEL ELE.PS, TYPO t #4x 1 _--- IN/ #4114, TITEN-HD @ 6" + (5) @ 6" 1%," (1)4EF x 48" VERT REINF PER IN HOLE EA END. t.i. rz TYP @ OPENINGS EMBED 3". �, PANEL ELEVATIONS ,, COPE 4 BEND LEG.._._. = r� '� (1)4EF (1)4EF TO FORM TAB= -�� • • • �'• '� • '� • %'• •� PIER WIDTH PER PANEL ELEVATION -N • • ••(8) -4-4 - . . . . . . . . . . . (13)#6 (1)4EF 1.0 1.0 MIN _- . • . . (2)#6CV ,•�, Iii 1.25 MAX (8)#6 ,' SECTION . (13)#6 '" 2-5 I u 5-� ' #3 x = + C PER (1)4E (2)#5 _ • • SECTION @ 6" BELOW ,, (1)4EF OPENING & 10" ABOVE ,� OR BTWN OPENINGS Panel 4 & 5 Leg9 Panel 4 & 5 Leg10 SECTION SECTIO = SEGTI'' SECTION (1)5EF o (2)TIE SETS @ 2" @ BOTTOM. —z" TYPICAL PAWL ELEVATION SPACE BALANCE PER ELEVATIONS scale: NX.5. Panel BracingStrut 6 Typical Panel Reinforcing3 SLAB -0N -GRADE PER PLAN 2" SLAB -ON -GRADE PER FLAN el 0'-O" < 11/532 __ _ REVIEWED FOR CODE COMPLIANCE APPROVED 2 1 JAN201 City of Tukwila BUILDING DIVISION Zo - L 4x4xli NV yi?: ;:so •••O°o�:0 III— ^+i,, ar •off ,4-,.... �4 = .1 �.0-° ��A r fr.«= • .. sp0•0 . *4 x (� ® 16" 'laif / A•a�°OO•oi Yaw. wig? .ai'4.. T M. 0. ,7 .0°°ii to:i / •/ s02, •64•�°o0.0 , - P-11 P-18 IMMEIN IIId111E11d11�11�11=11=11 11=11=11 III �.__ #4 n EPDXY 11 i l t 11 � 11 � 11 � 1 111 1 I i i S 1 I 11= i 1I 2' Alp t 1, S x 40 ®12 DOWELS. EMBED 411 LAP IN/ HORIZ. DOCK THICKEN WITHIN SLAB TO 8' 24" OF DOOR 24 4 TILT -UP PANEL PER PLAN. SEE PANEL ELEVATIONS FOR CONN PREFERENCE R E EWLIEMED AUG 2 3 2013 I D M I D D LETO N, INC. __ WALL REINF C8x13.15 x 0'-10 4'4" x 8" WH5 IN/ (3) ®3I6"oc L 5x5xI6 x 1'-0 W/___,/,___I (3) 44") x b" NHS @ 4"oc 4 (3) #4x4'-0" DBA ®4"oc -i-rg #4 x �� ®1h, -i r 11I E. MEN I•TRENCH DRAIN PERin ARCH 4 CIVIL a_ / ; _ = RAMP SLAB BEYOND A 14 (NOT ® SIM) 48 #4x —112 SLAB -ON -GRADE PER PLAN e10'-0° ®20" D < _ >` CONTINUOUS GROUT PANEL. OUTSIDE SOLID BENEATH CAULK JOINT ---- _-- ---_• _�T _ 11111141111 FOR GALL-OUTSIlk= IN COMMON SEE �_-- 1 2 FOR GALL -OUTS IN COMMON SEE DETAIL 12/532 Wall at Loading Dock g DETAIL 20/53.2 el -8'-0" Loading Ram Wall Connection g p _ HI 11, R`.... 1:' � .17.0 'n+�,{..i^:'.i�4:1� , TS.�.r. �• °o%.6\.74.'•° oma i.0 °,i.0 °;.! . 811 COLUMN PER PLAN COL 4 FTG COLUMN PER 3/53.1 PLAN COL 4 FTG eI 0'-0" m IIItititi til EII�--°1IO1I (2)#4 S II -111i 11 �! 1111E11I=11=11= I I - I I CONN PER 3/53.1 ill CONN PER i" *4 TILT -UP PANEL PER TILT -UP PANEL PER *4 STRUCTURAL FILL 4 0 ® 12 *4 CLOSURE STRIP PLAN. SEE PANEL ELEVATIONS FOR CONN PREFERENCE11 SLAB -ON -GRADE PER PLAN PLAN. SEE PANEL ELEVATIONS FOR CONN PRIEFERENGE ®12 811 PER 10/53.1 @in 81 @ 12 o I #4 L el `' =11=11=11.1111 #4 L@' 12" _mow i ,..;.e.670,3,6.7'. o .W :::. rnv:. i :o I 1 b.o.s. el -I'-0" �- o x 36 *4 I1 111 NATIVE SOIL • x ® 121: ALT HOOK (2)*4 CONT el varies x ®18" s SLAB $ REINF PER PLAN ' ° _—_= �.os. el -11-0" R' _= 0o0 • 1 _ _ 111-11-_ FTG REINF = u 11 - - Zo ° RECEIVED _ =11=11=1111111 PER PLAN --0-1 el -8 -0�: max_.+ el -8 -01I max CITY OF TUKWILA _ 0 1L� 11=-11 l' III�I 2'-0" -II II -all -II =II=II�III -11 2'-0" m ' ' v (111111=II=1I=1I=11E1111 II- 2'-0" 1, I=11-11 2'-0" m v rz 8„ 811 811 JUN 2 4 2013 _--- IIIIIII=II=II=II=II�III / II-II=11-11 (2)#4 711 2'-0" PERMIT CENTER 04 FootingPilaster 19 FootingPilaster 13 Typical Panel Scale: to FootingDeepFoundation ' = ILO', u.on. 20 _i II 1I �,@@@ LoadingDock Ramp17 6/11/13 colons ,. smith structural engineers 485 Front Steet N Suite F-3 Issaquah, WA 98027 p: 425.369.1101. f: 425.369.1157 NO. DATE REVISION 6/30/08 Permit submittal I 8/29/08 Permit Comments 6/19/13 Code Update SHEET TITLE Goncrete Details 01-122 DRAWN: BLC DESIGNED: 6/30/06 DATE SHEET NUMBER: S3.2 8/2c1/08 collons m smith structural engineers 485 Front Steet N . Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 NO. DATE REVISION 6130/08 Permit Submittal I 8/2q/08 Permit Comments 6/14/13 Gods Update SHEET TITLE Goncrete Details 01-122 JOB NO.: DRAWN: BLG DESIGNED: 6/30/08 DATE SHEET NUMBER: S3.3 2 ?WecP4M2a .9,OD " • • • VERT @ GTR " 8" NOTES: 1. PROVIDE SILL ANGLE AT DOORS *5 @ 15" A5 REQUIRED BY ELEVATOR SUPPLIER. • HORIZ MATCHING 2. PROVIDE FRAME AND GRATING AT SUMP, WHEN REQUIRED. 415 @ I2"oc EA WAY TOP 4 BOTTOM o DOWEL b" • USE STD HOOK @ BOTTOM BARS /4— 4 -SIDES el per Ian TT CONFIRM PIT DEPTH I I 1 ter—a —r_' I Vi/ 1=LEv SUPPLIER le • 1 ZnSUMP I PER 10/53.3 I I I L 1 I I , 3 SEE PLAN FOR POSITION > 1 1 1 I s I 1 L J Elevator Pit 5 6 7 B2'-0" , i ELEVATOR PIT I SLAB/FOOTING m f Q i 7.5 ♦ ♦ i 12i • 7.5 %" x 12 WV (2)". ANCHOR BOLTS Q : , uI__ i e i Jim • O . • , I 1 ELEVATOR PIT WALL 6" ' COLUMN PER PLAN 9 T p (3) it x EA DIRECTION I 1 Sum Pit O p I1 12 0 1 i 0 REVIEWED FOR COMPLIANCE0>_ 8 CODE .� APPROVED REINF PER 15/53.3 #4 ° REINF PER PANEL ELEVATION. • JAN 21 2014 x +- + ®6" . TERMINATE HORIZ REINF 12" INTO PILASTER NV c10° HOOK. .—. 5'-0" `—' City Tukwila BLOCKOUT PANEL TO LAP of '�\ /% ;, I" GLR '—' FTG DOWELS 4 PILASTER REINF BUILDING DIVISION BU . J 0 C MATCHING DOWELS I'-2" 411 n .:•Tf 4:A• "t- 0)% (1)it5 20/5 3 Riff 115 to 10" TRANS k— FTG 4 REINF 'D'L #6 ' I5ER BAR PER PLAN Scale: !�' = P-0' Pilaster to Footing Connection at Panel 25 14 9 Pilaster in Panel 25 1 5 1 � 17 .-Evii-Em ir? 20/53.3 4 0 AUG 2 3 2013 51_/11 REID MIDDLETON, INC. 4'-0" RECEIVED CITY OF TUKWILA 14/53.2 140 I CLOSURE STRIP PER 10/53.1 JUN 2.1 2013 PERMIT CENTER , ♦ • • =11=11=11111 111111_11 eIper pl•..�•• •.! •: '�� 111=1 II=I _ _r � 11— •(4)05 • 0 . •� • 0 0 • 0 • TOP --` FTG 4 REINF #6 WHERE NOTED. PER 20/53.3 (1.06 x 10' y' ON PLAN -P (,T 5'_01 51_011 1 (U •.N.P... Scale: 4' = I'-0', u.on. I #5 Panel to Interior Footin 2� g 10" @TRANS 8/2c1/08 collons m smith structural engineers 485 Front Steet N . Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 NO. DATE REVISION 6130/08 Permit Submittal I 8/2q/08 Permit Comments 6/14/13 Gods Update SHEET TITLE Goncrete Details 01-122 JOB NO.: DRAWN: BLG DESIGNED: 6/30/08 DATE SHEET NUMBER: S3.3 x I" ANGLE WV SAME GAGE A5 STUD - LENGTH = STUD WIDTH LESS 16" STUD PER PLAN OR DETAILS TRACK SAME GAGE A5 STUD NI/ I"NIDE FLANGES, MIN. NOTES: 6 ATTACH ANGLE TO TRACK WV SCREWS WHERE POSSIBLE. WHERE TRACK ON CONCRETE OR AGAINST STEEL, SHOOT (2) 5/32" DRIVE PINS THRU EACH ANGLE INTO CONCRETE OR STEEL. , Wr _ ICS SCREW ATTACHMENT USE (3) NO. 8 SCREWS TO ATTACH ANGLE TO WEB I. ALL STUDS SUBJECT TO WIND LOADING SHALL BE ATTACHED TO TOP AND BOTTOM TRACKS AS SHOWN. 2. STUD NABS SHALL BEAR AGAINST TRACK WEBS. Floor Track Conn for Wall Subject to Wind Load Zszi �r- DECKING L 5x3xi4 L 5x3xI4 L 5x3x14 IOO°l X L 4x3x'4 (LLV) EACH SIDE PLAN VIEW JL JL L 3x3x4 EACH SIDE SECTION NOTES: I. WELD DECK TO ANGLES W/ !" P PUDDLE WELDS @ 6"oc ALL AROUND. 2. NO REINF 15 REQUIRED FOR SINGLE OPENINGS 4"(I) or 4411 or LESS. 3. LARGER OPENINGS MUST BE COORDINATED WV ARCHITECT 4 ENGINEER. Reinforcement Around Openings in Deck 2 NOTE: THIS DETAIL APPLIES TO TOP 4 BOTTOM TRACK OF ALL INTERIOR STRUCTURAL STUDS. SEE MTL-025 FOR STUDS SUBJECT TO WIND LOAD. STUDS MUST BE FULLY SEATED AGAINST TRACK RUNNER TRACK SAME GAGE AS STUD W/ MINIMUM I" WIDE FLANGES NO PUNCHOUT SHALL OCCUR WITHIN 12" FROM END OF STUDS CONNECT BOTTOM TRACK TO FLOOR NI/ 5/32"4) DRIVE PINS ® 4'-0"oc TYPICAL, U.O.N SCREW ATTACHMENT WHEN TRACK 15 ATTACHED DIRECTLY TO STUD FLANGE, A STANDARD NO. 6 x PAN HEAD SHEET METAL SCREW SHALL BE USED. WHEN DRYWALL COVERING, TRACK AND STUD FLANGES ARE ATTACHED AT SAME TIME, A STANDARD (MIN) I" LONG DRYWALL SCREW SHALL BE USED. ANY COMBINATION OF THE ABOVE METHODS MAY BE USED IN THE ERECTION OF A COMPLETED WALL ASSEMBLY. Typical Floor Track Connection 12 L 3x3016 AROUND COLUMN AS REQ'D FOR DECK SJPPORT DECK ORIENTATION VARIES - SEE PLAN ELEVATION COLUMN PER PLAN Reinforcement at Columns WHERE STUDS OR JOISTS ARE SHOWN TO ABUT, WELD AS SHOWN WALL SIDE t = GAGE OF MATERIAL CONNECTED Built -Up Post or King Studs 13 6x6 1411.4x41I.4 WWM FLOOR/PENTHOUSE FLOOR ROOF TYPE = VERGO, B—PORMLOK, 660 6ALV hV POLLOWIN6 MIN PROPERTIES PANEL WIDTH = 36" SHEAR CAPACITY REQ'D: 1135 PLF 22 GA. I= 0.115In4 5 = +0.185/-0.IQ8 in3/FT Fy = 40ksi MIN. STD ROUND HOLES IN PLATE FADE OF SUPPORTING II MEMBER. SEE 15/55.1 SIZE PER SCHEDULE - T S< BEAM SIZE ® 3"oc \ PER PLAN SHEAR PLATE SIZE AND BOLTS PER SCHEDULE * Ili" FOR k4" BOLTS 14411 FOR I14) BOLTS . REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 • TYPE = VERCO, PLB, 660 GALV SHEAR CAPACITY REQ'D: 512 PLF SHORE FLOOR DECK AT MIDSPAN. 2. PROVIDE (1) DIAMETER EFFECTIVE FUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. 3. PROVIDE V' DIAMETER PUDDLE W1ELPS AT b"oc TO ALL FRAMING MEMBERS PARALLEL TO DECK FLUTES. 4. CONNECT ROOF DECK SEAMS WITH BUTTON PUNCH @ 24"oG. 5. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED ABOVE INCLUDING I.GB.O. RESEARCH REPORT ALLOW- ABLE SHEAR LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. b. REINFORCE AT BUILDING COLUMNS PER 3/55.1 1. REINFORCE AT BUILDING OPENINGS PER 2/55.1 Roof Deck BEAM SIZE NO. BOLTS BOLT SIZE PLATE THICKNESS NES SIZE CAPACITY WI0 2 441 46" VI 8K W24, W30 ii" 100K *BOLT TYPE = A325N T. MATERIAL = A36 City of Tukwila BUILDING DIVISION NOTES: BRIDGING 15 REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING 15 ATTACHED TO 130TH FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION CAUSED BY WIND LOADING, AND RESISTANCE TO BOTH ROTATION AND MINOR AXIS BENDING CAUSED BY AXIAL LOADING. THE NUMBER OF BRIDGING ROWS SHALL NOT BE LESS THAN: 16 GA.xI x11 BRIDGE CLIP ANGLE TYPICAL A. WALLS SUBJECT TO WIND LOAD ONLY I. Up to 10'-0" height: One row of bridging at mid -height. 2. Over IO' -O" height: Bridging rows spaced 5'-0"oc maximum. B. WALLS SUPPORTING VERTICAL ()VIAL) LOAD I. Up to I0'-0" height: Two rows of bridging equally spaced. Over IO' -O" height: Bridging rows spaced 3'-4"oc maximum. BRIDGING SHALL BE EITHER WELDED OR SCREWED AS SHOWN AT RIGHT: 18 GA. BRIDGING CHANNEL, TYP. Stud Bridging 17 STUD #8 SCREWS Ib"oc METAL HEADER PER PLAN. (2)TRACK (2)STUD SECTIONS SEE PLAN SECTION SECTION „RACK L 5TUD TRACK r-- 1 • L_ CLIPS PER II/55.1 W/(3)*8 SCREWS EA. L66—/ CLIPS PER II/55.1 @ EACH TRIM STUD TO TRACK CONNECTION TRIM STUD KING STUD Typical Box Header 18 14 2 Shear Plate Connection Schedule I 0 19 6/11/13 structural engineers 485 Front Steet N Suite F-3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 w z z 0 0 0 LL z 0 w a 2 z 0 0 w z 0 U w 0 0 2 0 E DESIGN OR z 0 a 0 z 0 w In 15� AUG 2 3 2013 AUG 2 3 2013 REID MIDDLETON, INC /\ RECEIVED CITY OF TUKWILA JUN 242013 PERMIT CENTER NO CHAN6ES THIS SHEET. INCLUDED AS PART OF 'PERMIT COMMENTS' SET DATED 8/21/08 Scale: = I'-0', u.on. 20 ..o_ 61500/00 Permit Submittal 8/21/08 Permit Comments - 2 g118/08 Permit Comments 2 0 6/Ig/I3 Gude update a w 2 SHEET TITLE Typical Steel Metal Framing 8 Feta i l5 In 01-122 JOB NO.: z 0 0 DRAWN: BLC DESIGNED: 6130/08 DATE: SHEET NUMBER: S5.1 • 1 Ck 5YMM EXTEND TOP OF TYP W6 CO 6" (ROOF ELEVATION) GAP 1x1x�4 GAP ff.ON COL " GAP ON COLUMN TO BOTTOM 2x2x x I'_I" / TO H55 V MAX" GAP COL PER 3/55.1- OF ROOF DECK <-rlP (3)PLACES SECTION a @ JST. GIRDERS DETAIL - NOTED A5 STRUT > vt B.O. EMBED r---1� r r�I-1 r /—�fb _ 1 I I I ON PLAN 3 L/ «- I . 11..I "'♦ I --'� ♦ _ _,�IS Ipm!llL �I �_�-}- GOL +-}- -}-1�xb x + + + + 4_ I I WIDTH BRG 141/ (204110 .. mil co ® + + + + COL WIDTH BOLTS @ 5 GA W/ (2)%"0 (2)#6, A106 W/ PLASTIC 1" CLR + + + + I BOLTS ® I 311 311" STIFF + + + + �� -.--- —�+ 4" GA PIPE SLEEVE OVER #6- TO PREVENT BONDING. SLEEVE TO EXTEND ELEVATION SECTION .. ft %4" x COL WIDTH BEAM PER PLAN- I II 51t1 f. ktx2'-O x 2L2/4 W/ DETAIL 1 ^ 3"JOIST I (2)ROWS V. A325X JOIST GIRDER PER FLAN FROM BLOCK-OUT EDGE TO Ira PANEL POINT Chord Bar Connection BRG SEAT A PER 10/552 %Axe. 1 < Roof: Beam to Column Connection 3 STABILIZER T. Roof: Joist Girder and Joist 5 JOIST PER PLAN JOIST TO BEAR ON 11 I ► 1" GAP MAX u ®6" " " u TYP y 4 �' r; �� i� 12 ir DETAIL I ®JST. GIRDERS " MIN NHS x 3 @ (NOT AT ROOF) A ONE SIDE OF G.T. 6 �__a x � NOTED A5 STRUT im9i=r9IN,.. .. 2 4 irAliTiff.m, i ON PLAN t ' r I �. 1 .�, � ` �T� Tom, x X X + + JL_ S + + + + -�- OLWT5X11`� :rob; Gi + + , + + I I (V (� BTWN JOIST + + + + + + + + L 064 X G0L WIDTH I I I I S /4 BOLTS ®5" GA 6 V 116-6 Joist Blocking6 I w ,TM:.mv-.- ._ ,J . FUTURE JOIST L –'',— + + ' + W/ (2)%". – 11 1---- STIFF _-.— BOLTS ® PM3 3" 1 It 4" GA 11" 3" 4xI'-IO x I' -q IN/ tr.I/411 COL .. �, wx (2)ROWS nu. A325N DETAIL f 1 WIDTH JOIST GIRDER PER PLAN 2nd Floor: Joists on Joist Girder 7 BEAM PER PLAN- 11 2 1 " JOIST BRG SEAT /2\ I PER 10/55.2 JOIST GIRDER PER PLAN 1 I NO JOIST GIRDER THIS �� .�..•----....WED FOR ¶ 4x4x6 REVIE fE 1/� SIDE ® SIM 2nd Floor: Beam to Column Connection 8 CODE NCE STABILIZER APPROVED2nd AN21204 Floor: Joist Girder and Joist 10 JOIST BLKG PER 6/552 FUTURE T.O. CONCRETE GI JOIST © JOIST PJ City of Tukwila BUILDING DIVISION cE JOIST b N 4x NAILER IN/ WO J -BOLT @ 32" RIP TO PANEL WIDTH. TURN LEG OF A.B. PARALLEL TO PANEL SLAB PER PLAN -�-- el per plan JOIST BLKG PER 6/552 . � JOIST BRG � �. BEAM BETWEEN JOIST GONG FILLED METAL JOISTii DECK PER 5/55.1 > <6 t. �� Q, BRG 4 iti.BEAM �bxlDxl5 EMBED It W/ WHERE OCCURS TO SEAT GONG FILLED METAL LEDGER DECK PER 5/55.1 PER JOISTS 5/55.3 (4)%"4) x 4 W.H.S. BETWEEN NHERE � 4f�fb 4fb el 2I1-046" OCCURS EA SIDE OF JOIST ERECTION BOLTS . 1 -• x r---1 n r x x x x x ma . n n r�x n rte..._ x x x r---\ r�x r�x r -t r-�. C cv iy — — — — — — — PER JOIST MFR L 6X6x% X I'-6 � ` CONCRETE ^, W/ y STIFFENER s SECTION WALL PANELTILT-UP -4--„T a ♦ • S S ® cE. JOIST bXbx X x x X x x x L x 0'-8 r--\. r-\ r-, r-\ r--\ t.os. el per plan s g s• W/ 4g," STIFFENER R ♦ � ,' N N ®c� JOIST � _ � L 4 � EMBED PLATE. l l 3 SIDES> 4 V" 4V 2 11 %xioxl0 EMBED T. W/ 11 (4) o 4 W.H.S. @ 6 GA • #5 JOIST PER PLAN 4 11 q" TVP, U.O.N. 7"r l x TYP, U.O.N. PER PANEL ELEVATIONS 4 CHORD BARS PER 2/552 �•--. IC. %x6. GNTR @ FUTURE JOIST• @ 5IM SEE 12/55.2 / SECTION SECTION EA JOIST BEAM PER PLAN Roof at Future Penthouse I I (AT PANEL JOINT) STIFFENER (TYPICAL) TO SEAT 716 NAILER BEARING SEAT WITH STIFFENER el arch ANGLE Joist to Tilt -Up Wall Panel 15 BEAM PER PLAN FI 0o Joists s on WF Beam 12 Fbl3simailoor 17 JOIST BLKG PER 6/552 5 D PER 15/552- - per FUTURE GONG FILLED I, " METAL DECK PER 5/55.1 6 FINISH ROOF-\ el 26'-034" BEAM PER PLAN. — — — - - - — - t.os. el per plan �fb x � EVIHEMED X X X x x x /�\ x x X x x x x --i ----i X x n - - - - - -II - - �-/ LJ . r r r-1 r-, r- L r-f---1 r -./----1/----1r--, f---1f---1rte . —,_ u, I s"-�, LED GER PER 5/55.3 AUG 2 2013 lU 3 II - fr. 4.'sXqli x 0' -II" REID M1IDDLETON, INC: 1 „ I II/ (2)4411 A325 BOLTS L 5x5x%x01_a11 V � S I ®5"GA JOIST GIRDER PER PLAN fl JOIST PER PLAN RECEIVED JOIST PER PLAN 4 V L 4x4 x0 -4 W/ (2)%"(1) EXP BOLTS CITY OF TUKWILA o TOP *MID -HT OF COL p (NOT ®SIM) 4 V JUN 2 �t 201 JOIST GIRDER PER PLAN 'IL' H55 COLUMN Joist at Girder Truss 16 PERMIT CENTER PER PLAN AE. 4'04 x 0'-6" NOTE: GIRDER PER PLAN D0 NOT WELD GIRDER STABILIZER i, TYP Q BOTTOM CHORD TO sage: = I'-0', u.on. 18 STABILIZER % 2" TYP 20 ,.n .� Girder G TS Column 6/Iq/I3 colons ÷ smith structural engineers 485 Front Steet N . Suite F-3 Issaquah, WA 98027 p: 425.369.1101 ° f: 425.369.1157 NO. DATE REVISION 6/30/08 Permit 5ubmIttal 1 8/29/08 Permit Comments 2 M8/08 Permit Comments 2 3 6/10/13 Bldg Revisions 07-122 DRAWN: BLG DESIGNED: 6/30/08 DATE SEE 5/55.3 FOR BALANCE OF INFORMATION 3x% x 0'-1DETAIL -4-- CONCRETE TILT -UP WALL PANEL TABS TO JOIST, TYP PER DECK WELDING > NOTES CONCRETE TILT -UP WALL PANEL 6/141/13 LEDGER ANGLE NOT SHOWN FOR CLARITY SEE 5/55.3 FOR GALL -OUTS IN COMMON SEE DETAIL 5/55.3 f L 4x4x4 ® 6'-0"oc ALIGN V UNDER DECK VALLEYS, EXTEND TOP TABS 3" MIN. OVER JOIST COPE LEGS A5 REG D. collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 J -BOLT @ 114" PANEL. SEE 3/352 @ 14W PANEL JOIST PER PLAN Out of Plane Conn @ 14-1/2" Panel Out of Plane Conn @ 7-1/4" Panel NHS STUD PER 6/552 FUTURE T.O. CONCRETE fE 16x6 CONT PV 4"4' X 10" NHS @ 12" 1--11I F-1 I I I I BEAM PER PLAN L 5x5x14 x 0'-8 VV (2)" 4) A325 ® 5" GA TO BEAM 4 (2)%"4) x 4" TITEN-HD ® 5" GA TO CONCRETE CONCRETE TILT -UP WALL PANEL SEE PLAN FOR LOCATION el 14'-O" 4,_ I0"x10" EMBED PER 15/55.2 JOIST PER PLAN EMBED 4 SEAT L PER 15/55.2 CONCRETE TILT -UP WALL PANEL Roof Joist at Interior Wall 8 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 i 2014 Embed at Future Floor 10 fE 4x2'-3 x 2'-2 W/ A325X BOLTS. KERF STUD fE SLIDE THROUGH SLOT 4 WELD PER PLAN VIEW EA #9> O(6) 2" NO WELD 2" NO VELD 44x1'-4 x 2'-8 PV (12)44"47 x 12" 1411-15 711 sio fE 44x1'-4x2'-3VV (12)4'4" 4) x 12" 141H5 f. 4x11-10 x 11-41 PV KERF STUD E BOLTS. EA'i> I C SLIDE THROUGH SLOT ffb) 8 PELD PER PLAN VIEW 2"NO VELD el per arch I (7)01 x 32'-0" STAGGERED PILASTER PER 15/533 DRAG fE PLAN VIEW DECK PER PLAN PILASTER PER 15/533 DRAG f PLAN VIEW CONCRETE TILT -UP NALL PANEL c STUD fE. F1JAN VIEW SECTION moo SECTION A Drag Conn to Panel 25 at Roof 12 SECTION Drag Conn to Panel 25 at 2nd Floor 14 AUG 2 3 2Oi3 LEDGER PER 5/55.3 LEDGER PER 5/553 4. JOIST 8/55.3 6x6 BLOCKOUT IN CORNER 50 ANGLE CAN PASS DATE REVISION 6/30/08 Permit Submittal 8/241/08 Permit Comments 41/18/08 Permit Comments 2 6/10/13 Bldg Revisions 6/141/19 Code update CONCRETE TILT -UP WALL PANEL II 11 II II II 1 1 II II II 11 II 1 1 II II II 1 1 11 II II 1 1 II II II II II II 1 1 II II SECTION CONCRETE TILT -UP WALL PANEL kcx5x2I RECEIVED CITY OF TUKWILA JUN 242013 PERMIT CENTER EMBED L 4x4x1i x 21-0 PV (5)44")(8" NHS 4 (304 x 4'-0" DBA ®6GA. DRAWN: BLG DESIGNED: 6/30/08 DATE 16 SECTION SHEET NUMBER: S5.3